Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit File BLD-2017-0453 1501 Latitude Circle
/ / / , 1 / ��s I IIMII LOT 29IMMO �, 1o'PRIVATE S�& LANDED GENTRY SS'EASEMENT I I3ONI ES AND COMMUNITIES EXIST GENERAL NOTES 192.g / I , ' .. ..-• � 1/ r GRADE / E.,pE rLOT LINE 7\' >�X oNDED GENTRY 504 E. FAIRHAVEN 1,/ BURLINGTON, Ably 33 113.37' •. - - d / 98�360)-755-9021 F 26 22' ' I66.00' ! 21 J B Ml A�N FLOOR AREA- 1,914 SF `, / / LL FLOOR AREA- 1,306 SF / /D P�� I I TOTAL FLOOR AREA- 3,220 SF ipy GARAGE AREA- 696 SF / SS• ®®®® 1 PROP.4"SCH ` PVC DRAIN LINE ` / _ _ - . ICAL 0 / i ZONING: •I / C��P�°�ZQ ®�®i0 - — 4 6T I 12iO4%' - 43 29' 6.00' I '' SETBACKS: R2) • • I S`� ♦• OCT IO ? ALL Sf78ACKS IN COMPLIANCE ld ® /" -- WITH CITY GUlDL1NES 11 1 ' I r ® / / / I-' - REAR AYARD MIN 20J5' COMBINED i 1 1 ,® __ PO / �� iN -- ,t� FRONT YARD MIN 20' I �, O° ;l '" " r -_-- .. _ .T �----, tf V --.r'"I�"'h n z.F rb I' HEIGHT. • 20 FRONTY,FIRO SETBACK MAX. ALLOWED: 35' Q h i , !/' 1>- Li I PROPOSED:UNDER LOT LINE i Li(n li / �,,) — I I _ / PARKING �, I + f0' UTILITY I PARKING SPACES PROVIDED= /J Z i„.,. 3 !N GARAGE, 3 /N DRIVEWAY f / b O /� / o EASEMENT �/ m Y `' LOT LINE& ' I w v �/ I RIGHT-OF-W Y L D T CO VERA GE Q N_ i. 110 LINE I BUILDING AREA: LPN°�� M + �' I I �� 1 / 2,932 S F 1 •0 L! PORCH } 1 ¢ o CURB&GU ER II LOT AREA: ! I • 1 i' 1 ri PERCENT COVERAGE.' LOT23 o f+ j o I — . I W 2,932/7936 = 370x / PROP.4"SS / ' 1_ . / i 20 REAR SERVICE LINE i ^ MAXIMUM ALLOWED: 37.51K / BUILDING _ LOT; 28 ; o 4. i f DING 1 0 , �, 1��/ IMPERVIOUS COVERAGE • SETBACK 1:'I / �' I BUILDING: 2,585 S F !I , f I r V STEPS/V/ALKWAY: 26 S F • = �./ PORCH: 139 S.F. F r' ' i o pP0AAO: 206p S F. ! i i N tOTALWAY: 3,538 S F / a PROP.4"S 40 PVC DRAIN LINE I'i / 1p'UTILITY ] , I i1 f I_I EASEMENT I W LOT7,935 9 6ES.F. �/ P� i' •, GARAGE DRIVEWAY LINE•• PERCENT COVERAGE: I Pip , ", ri' 3,536/7,936 = 44.6% f j MAXIMUM ALLOWED:48 0X 1 _ ti r / i r p0 , I I/ -•..,,,, ,., ' i' ' -I.___,, i —L , / I z° / ° °J y 616 42.04' SI [l.96' WM III ,OJ —'04 . n EicisT SI o¢ , • / I GRAPHIC SCALE I PROP.4 SCH 40 PVC DRAIN INE j 215.0 WM. 6 D 3 6 12 GRADE j _ 27 6T 66 0o GRADE' EXIST I - - - - Sq 1 / - 79 69' I _q + /' 173.37' ( LN FEET ) LOT LINE / / Hartz. Scale: 1 Inch = 6 Feet • +' i 1 /• l i I 48 NORTH / ! / / �° LARRABEE LL �ri �' 3-CAR LEFT • LOT 24 i 1 1 1 1 1 / :' I I / j SITE PLAN I / /1 ++r 1, / r LOT 28 1501 LATITUDE CIRCLE r ! I I ANACORTES, WA 1 r / p I I J 1 LOT 2 1 rI I r 1 ! / _ _ 11 ! ' ? ! / 1 JOB NO PLAT OF"48 NORTH" I ! T N TH 1 f + 1 + I1 I _ DESIGNED: LG j 'f I j / / I / I DRAWN: • 1 " 11, ' + / i ! I I ? DATE. 10/11/2017 1rr {' ' f 1 ! / SHEET 1 of 1 1 I' f ! 1 I �— 48NORTH PLAT PUD 11! IM SECTION 22, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. SkagitCougt Audibsr,• S168.00 6124947 1q ' :.2 o'i 4, 311:40AM CITY OF ANACORTES, WASHINGTON •, _ ., EASENENT NOTE LOT/I I cords P31682 I �'`- ,� '1 - P31583 SHORT PLAT ANA-98-002 I ' ��' J ' •z, �:L:,'' APSE EASEMENTS UNDER � AF#9806220012 I \ ICURVE TABLE w : ''a - - '�-° AUDITORS FILE NUMBERS �� 0 N 88 39 46 W 316.28' - i'_ '` 20160705014E & / y' s ; `, \� ,S �Q 35.23' 75,12, 75.59' '> :> I^ 201612060089. <, / -P,,. o � zo' SETBACK 2 Q 133_34' NUMBER RADIUS ARC LENGTH DELTA ANGLE..( c•--='NUMBER=yJRADIi ?.RC LENGTH DELTA ANGLE _ ° a ° , S - 10 SETBACK Cl 670,00 83.10 7 06 23 Ca " t�°' 80,00 30.43 21 47 32 ? 10' PRIVATE 3 SETBACK ' �'''�` '''-' C7 .• v4;-" SD ESMT m 30' s 4 C2 67.50' 165,72' 140°40'W _ '`� 'At g ` 911AQ' 'P=a`° 5.15' 3°16'54' .� 3 !! C3 57,50 89.13 88 4k41.:_ ' • r Cc'? „� 30. ' 52.06 33 08 26 ��' �.�0 /��/ 2 N 7861 SF 10,690 SF I ^ C4 57.50' 90.09' 89°46!l' ,;'"'';_: V36''.`. ,.;2'' $f.00' 29.15' 18°33'35' 2 o C5 67.50' 64.77',.''"� ' 4°58'.�.5'-,''° C' ,...- 647,50' 3920' 3.28'07° �oP° °`` �� // s 8007 SF N • 1408 ti o 1410 { ;z �,o �� / r. N 88 39 46 W C6 670.00 83.10 �i;: ;,7 1���::;?4•��. _ _. ��:,:. C3�'4 20.00 10.06 28 48 20 ``} ,` ' / io' PRIVATErO5'�r"'S- 1406 10' PUBLIC 3 11228' I C7 687,50' 1,�;07' = f1.D5'24'-A -`'`�,. '°'L'33 20,00' 22,64' 64°50'58' �Py J\\ /�SS ESMT 6"'" ' UTILITY ESMT C8 687.50' 37.6$( "_3°;' ,_'-4° \� `'c`:'C34 20.00' 26,36' 75'31'21' CK ���1 r Z7 AG / 1 f- Q 0 5 C9 50.00.' 12 _76``-< i '4 '00 ::; C35 20A0' 6.33` 18°07`56° l�� l'' 41 4 j� ' 7755 SF/ , �j5 Ci6 L1 N0 , ' ' o ° R �-FS �Q,\�,,,,,,,,'� o cFf� �>� 1404 ��jr�'`°c p\F. � � 8092 SF � C10 4��'1��,� 62.0�;:5. ��-;_ 8$�-.;9.84 � • C36 647,50 39.01 � 3 27 06 O c, >o U, � 9 >. �e _ 0 1414 j C11 40(Jo.'; 62,67 • . '' 89 4'4�_J C37 522,50 69,86 7 39 39 :5 i L � j\ .�/ G\Q' '> \ C12 .,;.:.,:-..-5Q,001 i., 18.11' •.20°4 '08' C38 522,50' 20.00' 2°11'35° SQ�� �, „.,.,c5� SF \ AGE 4, \sr,�,>, r°y f O O'er/ S`4/6 .roc, C2 42 N 87.47'58°�W C � 51.'00' '�. . 9.87' 34°13'48' C39 522.50' 125.40' 13°00'15' ��'L 2�,N�. hpeZ? , C \/F GOB 3s \ , C9 \ cl\ 86.60' ;f142 ..' 0.00' '-,,; i 2V' ,t,I:! 22°24'53° C40 552.50' 80,82 8°22'54' O� 5a Q` ° a�, \sue c' F o� ,,, 10 - L3 jq C1 90.00' :4 '`-3Q,110,1• 19°06'00' C41 552,50' 44.58' 4°37'21' ga,,...,.. ,\ tk 2 / ?' p, 4 C34 22.50' j \ ,r S- - P 55 6� s' 9\rO 0 -' / SETBACK 6 I- C1E • 90,0(1; 65.57 41 44 3i C42 670A0 34,5E 2 57 Q7 ZP * -1 0>.<0\!r <F \dp, pp ROW 17.5 8/ \ o I p-ii - �. ,'. \r- o. / Ro >' 1 �,.:-:,,. ,:.,:,::>. 17`'' 90,0 30,00 19 06 00 / \ oo� c1 �; 30 768E SF ,� z... P �I ems° l � '''s CfS• , '`:� .. 9Q Od' 30.16' 19.12'00' LINE TABLE ����- M I . gag, F M ti / I� 8155 SF I I ` ,Ml h �"' - 19 ';Y.„. 0.0(k'` 30.0E� 19 06 36 D NUMBER BEARING DISTANCE i 2 6 �� 7558 SF J '7 j N it. ; C 0 "'"-131'r;00 39.50 28 I7 27 Ll N 29°29'13° E 21.20' g6 62/.\�P Tr. zoc- `L ,�P�;;d j / W o 1417 ' ,n 22.50 °:l N 87°47' 'i' 4€:. NO LEGAL FOUND '. ? 5�21 r°r6, 1610 S�/�P c „Si -' //r I X ° 7.5o Row I C 80.00' 33.75' 24'10'07° L2 N 29°29'13° E 17.30' 0I S 88 5917 E L OW 100,00 C22 80.00' 34,21' 24°30'00° ''�'' L3 N 34°46'17' E 34.1r �I 8129 SF ' i 22 50' 'C6 � •.%-'. Lis' `'' ll3.3T rf ' ,;. - Y' 3 80,00' 16.55' 11°51`16° L4 N 60°33'll' W 20.02' `C24 80,00 23.74 17 00 00 `�i 1608 j�yo Row :::��C� FS l� 0 10' PRIVATE � - _eo �-•• ��• � I _ ' ,,_-,•,` , . ° © 0 7.50 ok� '^ «` L5 N 39°30'43° E 22.27' ::.-� i �• � SS & SD ESMT I ;. u; ,_ �:.,::,.-��:�, 10' PUBLIC / RO ._''i nt + Q o ',,.r 4A 7500'' F` o C25 80,00' 30,02' 21'30'00° L6 N 39°30'43' E 22,22' a2' ''i "' 7 "=1 C26 80,00' 41,16' 29°28'39° ° °*UTILITY�SMT/ / 'TRACT C z - ^ -- '' �,,-,• -�, <,�, 1418 ' L7 S 88 5917 E 40.64 6� jo,i ��� _/ / �, // 6552 SF 11 7936 SF "_- °i.i __ s L8 S 54°30'43° W 16.82' f I • N.N' 7�47 sue=w NOTES e. 7r�1� ! cv V�/ S 8$'S9'17' E S 88 5917° E '' . P56562 2O 1606 "� �^�`, 116.27 l 11337' '"' I w 'tt loge I 1•r SET CONCRETE MON WITH BRASS CAP IN CASE WITH COVER. 10' PUBLIC - ; 1 hi I _• Cr; 2. SET RE-BAR AND RED CAP PLS. #27817. ©7500 SF I" I . I j UTILITY 23 ' j ),, 1 '-'-' 8 j .0 3.0 FOUND EXISTING REBAR AND CAP MARKED PLS #9569 OR AS NOTED. I ESMT ti 28 ,;r„j';;.�, a VISITED 1-4-2017. SS BRSDAESMT TE' I EL-,1! I 8287 SF o "3 N ,;. '; 7500 SF w 4. EQUIPMENT USED: CARLSON CR2 2" TOTAL STATION. j . :� SF I •:. j 4" { 1605 r--?...0 vr` i�= " 1420 r` a 5. ALL CONCRETE MONUMENTS WERE VISITED ON 2-1-2017. • 6�'° I Fa d• '� .,''' 0 6. ERROR OF CLOSURE MEETS WASHINGTON STATE SURVEY STANDARDS. �� _ 1 " 7. SURVEY METHOD: STANDARD FIELD TRAVERSE. Il�'Op, !✓ - ® 1 S 88 5917 E ,j::, a S 88°59'�1 .: E --;.:_�..,4 , 1 N 87.47'58° W ?. 13 ti 117.78' 8, ,*'1 �Q 100.00' ° 8. BASIS OF BEARINGS: Record of Survey, AF 200104030063. o n, - 1 :. ;I'• ` ' t11 9.I 1ADDRESSES SHOWN ON PLAT. I 19 �, � ' d ,,�: 10' PUBLIC z ° • 7500 SF^') �� ""` _. J.lA>� a UTILITY ESMT j z 10. SEE SHEET 3, PUD AND PLAT CONDITIONS #2 FOR BUILDING SETBACK q 2 ", . {*..•f -,�I g,..,, * 7i. j N u5 Q C� REQUIREMENTS. o C �, r a IY" 8184:4 ,:=.',,, o -' r ^ 7500 SFj a ©roil/ �1604 �l o I'` 1:So3j`' A ^ 'tta' 9. ..- f Q 0 0 bee a ,; :;,. (,_ `_ i I I 150E Z 3 j "o,,0 t✓'I 22.50.117.5r - S 88 9' E I 1 '`" 88'59'17' E N 87.47'sa° �W OFFSET PROPERTY CORNER NOTES ,�, ROW ROW .0 n;,, 113.37 -1 "; +' 100,00' I 10 REBAR & CAP SET 1.00' S 32°20'58" W OF rmi v 18 r� `°`'� I ',G Fes, ' s 26 I m cu I TRUE CORNER DUE TO FENCE. I Ir, PIy 10 � o 17`7781 SF � �`'` 4 Y,�32.��' ,S�'=^�::�:j�R'q � Q REBAR & CAP SET 1.fl0' S 1°20'14" W OF I '~ _ .' + :�: e. b h P 8175 SF j ) _� TRUE CORNER DUE TO FENCE. 1602 t: is ` 15€ ��^ti a> 7518 SFj� o ® REBAR & CAP SET 0.75' N 1.0'43" E OF I 1 kt;n `''-;=•_ :n.r 20^SE `ACK I 1505 k/ Ia ,_ ��� , . T z p a h504 fc N.- / TRUE CORNER DUE TO FENCE. n ,�,ummnnm,»»»»»»»mm»»»»»,,J ._-'` L10' SETBACK c / ® REBAR & CAP SET 0.50' N 13'21'22 W OF - �.. RR N 88°59'1T°1J ,; "I�, et O TRUE CORNER DUE TO FENCE. �- of wnsy T A f. ,�¢i 74.35 7419' C3 N 87°47'58' W 1 4 i © REBAR & CAP SET 1.00' S 62'2T00" E OF -' '�:, 925�:, •;'1 ,;i;�'c''2i 's,; ''I LATITUDE CIRCLE / v 109,56' _] $•; f, � y = RID REBAR &f PRIVATE 20' SHA10 "XCE _ _ �2//`q,- j �� TRUE CORNER DUE TO FENCE. GAS 8k' r s ill __..----CAP HERRIGSTAD rUTILffY„_E,SMI AF 2k70 4 6 \-„,.., '`4"`e' N 88°59'17° W 118.54' ,`S�" 11 A� Q REBAR Sc CAP SET 1.00' N 58°29'41" E OF ''/_ ��y �•�� I LY AT '''` `-- " 7 L: ti� j Lt TRUE CORNER DUE TO FENCE. -_ 27807 0 �° • 4.� `: cti'1. s s 8054 SF o (o ® KEBAB & CAP sET 1.00' s 2'12'o2" W OF F,s 0, :•.A - fz. '-I 1 L t ¢�` 39.18` 80.00' 29.36'♦C2_L �,o\ `�a'o, [1506 j �' . CORNER DUE TO WATER METER BOX. '` 4L LAO I ":'_. 10' SETBACK 10 PUBLIC `� Q 'iaru;rru,rmnrrcmmrrrmrm,»muuana" %FR 17 ` ' �" \,UTILITY ESMT „, spa a�s y\ `}° N 87°47'58° W '' r - 16 w 15 14 w 13 a,. F,r P5`57. ,,. 19 441 - 0 8092 SF ��' N N ��� �1 94.51' • II �Q 7617 SF OWNER/DEVELOPER LAND SURVEYOR "i 1(e,;:,G�., "•StLA yJ ..+ti4y.x S V•^r. 4J ti m w 7930 SF 8000 SF w w F 1 j ° FF� . '"''N Z 1518 �' 0 (1516 1514 11512 1,,, I¢ 12 GRAPHIC SCALE 48 NORTH ON FIDALGB ISLAND LLC DALE HERRIGSTAD PLS " � y- FF�� - ,,, , I_ 8849 SF1 �,, 25 0 25 50 100 PO BOX 319 4320 WHISTLE LAKE ROAD ..^.. �.y • ' 30' SETBACK ¢I�'' iu m , _ . -•',,..... `r ml 11510 �e - - III FEET�...� r; _La { ANACORTES, WA 98221 ANACORTES, WA 98221 �,_y_ -,�t,,;; 75.00 89.06' 0 - a -� v'I 10' WA ESMT 1 1. inch = 50 ft. .4. , al• ,„ 80.00 80.00 76.06' .-1,z� 103.98' 34.0' TPOB SHEET 2 0�+' 3 • n. °�r; _ _ `t-1/1sTH S 88°5 17° IE 504.12' / '`-; %~ CORNER * NO STRUCTURE ON '�:. =:1.: .:I LOT 15 SHALL BE CLEARIDGE DIV. II 5 •i P82597 P82596 TALLER THAN 25' AF#8204220013 / P UD -2 015 - 0 0 0 3 PW # 16 - 005 -DEV • I FROM THE NE / 4-;„„.t-•,.. 1 I CORNER. P82595 P82594 DWN BY: DKH SCALE: NOTED / HERRIGSTAD ENGINEERING & SURVEYING `. I . DATE: APRIL 2017 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 JOB 2015-53 =— — — — �� 1�1�BI1NNIIQIA�II1D�II V III Ip - --_ 201705020028 --7 _ AUDITORS Q_ TIEICATE4,_ Skag,t county Auditor S1E38.00 "&. ( ]\ cJ �; 1� {' J 1 �1 g�1-1 ]j aI 5/212017 Page 1 of 311:40AM RECORD OF SURVEY AT THETHE.:.,RetiPt OF DALE K. HERRIGSTAD Lei-O 22 1 O SHE 35 NO �N RgrN I 1 AST a �uO �o U ;: a Of ll`?s' OF �F I' \ AC' R TES r VV SE ff ' T O � Y: ='z;� �::{ Hi ""r. ,_ >t. P( Y,1UDI OR 4. i GENERAL INFORMATION SKAGIT COUNTY TREASURERS CERTIFICATE DEDICATION = 1. Assessor's Account Nos 350122-4-004-0000, P31681_. 1 certify that all taxes heretofore levied and which have become alien upon the Know All Men by these Present that=SKP... 1T ST/ BANK,;, rr rtgage holder, and 2. Description and exception information is from the 3rd lands herein described have been fully paid and discharged accordin 48 NORTH ON FIDALGO ISLAND, LLB pi:bperty..:�.otivri r of the land hereby platted, Revision to Subdivision Guarantee, Order No: 153377—OA, aS declare this let and dedicat, to i` tl e.:rt public f eu fr, streets and dated March 7, 2017. records of my office, tl l Yo and including the year of 20 / r�cQOFFICIAL P all P., P avenues shown hereon and;:-tlieuse ?erof, r tt skit oses consistent 3- This property is SUBJECT TO and TOGETHER WITH �d aye G with the use thereof forubt;c lkghwaf purposes get( r with the right to make easements, reservations, restrictions, covenants and other Certifie this _ 1� day of 204 s�� i�� all necessary slope for cud; d d TVs urn e .l;Ts cue cl blocks shown hereon in instruments of record including but not limited to those ) a the original reasor le grad ng f is?1_• soar st et and avenues shown hereon. instruments referred to in the Subdivision Guarantee IIIIII The Owners and heir''r)ssi rite, h"r,b ` shaivei;,al!- (aims for damages against referenced under Note 2 above. Said report lists documents "a` �� g Y ., g g I P Skagi/ Coun y rea rer G (J c �. which may be a .ca" ne :•; o-fh :.a4tacept properties by the construction, recorded under Auditors File Number AF 732440 (Avigation °® sou �L~ drainage _ -r'i mart 'I've `of-=, aic rCiigd `mod or area. I:I Easement), AF 200807220033 (Record of Survey), AF �A ��°""' Y), CITY OF ANACORTES ES APPROVALS '.,_ i.,-4:,:, 201607050142 (10° wide Puget Sound Easement over new The Planning ommis ion of the City of Anacortes meeting in regular `t;. utilities), AF 201612060089 (10' wide Puget Sound Easement session on — 2_ aO L) did find that the 48 North Plat & = - ":.• over new utilities), AF 201612190147 (Covenants, Conditons PUD serves the public use & inkerest & has authorized the Subdivision '% _ = _. - and Restrictions on adjoining property) and AF 201702240096 Administrator to execute its written approval. 4i;3 NORTH ON ` 4D .Y %ND, LLC (access and utility easement over Lot 17 as shown on the '`'''`" ` ,, ).ir,.' g i Plat). Deed of Trust recorded under AF 201605130083 Signature of Planning Director (Skagit State Bank). `i' A prov I by the nail of theCity of Anacortes, WA, this _ .. 4. Residential Low Density (R2). day of r�'l,. 20 \T. ,; `;r S4 IT 51'r "BANK 5. Water Supply: City of Anacortes. / ';. •. 6- Sewer Disposal: City of Anacortes ATTEST: City Clerk L.. 2� 9 .,�-F.: -:L S ate) of Washington 7. Storm Sewer: City of Anacortes '` ''i.. '='a:,. -caur-`ry of Skagit Examined a approved this Z dayof 1C�.��'; 20 " '• '` I ;:rtify that I know of have satisfactory evidence that ���CJ c �be _ PP ''4 ' •-a�gned this instrument, on oath stated that 6/she/) wa /are) authorized to execute the '', ., instrument and acknowledged it as the l _e_100,1e{ of . 48 NORTH ON FIDALGO ISLAND, LLC to be the free and • / =.f; , voluntary act of such party for the uses and purposes mentioned in the instrument. �y _ • - Given under my hand and official seal this 2 day of 1 , 20 l� ',�. Notary Public in and for the State of Washington o,\,nu:r),` . , - ::, Name printed e'��f'litl t.. 1Akt 13 p e.Wl(� ".9,, h- Residing at Arta �v s A ;\.��c,s1ON Fko;�Fp NOTES `'%.,,,,- •' �;��` My commissions expires �/t/z-®dam w �0YARr s _ o I 1. Subject to Declaration of Covenants, Conditions, - - •z= d.iRestrictions, CC&R's , recorded under; ,``f �' �A��e ri_in 2- o- o^^•'Ql OF AFN pog�J �. ry FND MONUMENT IN '' ""A"zi. \` t /0 9\ 'v.. << . `'`y - ' CASE WITH COVER 2. This plat is subject to the Tree Preservation Plan dated ;"=.S 88..2 Q 0,7,;; E 2610. 9' ;, 2-19-2009 l August 12, 2015 and recorded under; 2„ ••'r. - -- %r r4-1(fq , .9- C ' 652.60 ' ::, - ' . ..„. ` ., 652.60 State of Washington w AFN '2�y fl® c ?o _ �t* •` Countyof Skagit • C ` I certify that I know of have satisfactory evi ence that C �� red`� I - ` '- c-co signed this instrument, on oath stated that she/) 1�. /are) authorized to execute the S 88°39 46 E co instrument and acknowledged it as the tl 1 to �TRSo8E'r1i of 3_ The PUD reference number PUD-2015-0003 and date bf : - L Cp O g approval shall be included in all deeds and contracts. _ ^ 655.36' 655.36' Cr) rl SKAGIT STATE BANK to be the free and `- 00.0 LOT 2 Q O voluntary act of such party for the uses and purposes mentioned in the instrument. `:r-. -:. O '' 0 Given under my hand and official seal this 2- day of April , 20 R"-1 " :• - `z ''r•,_• �?; ' - N" O NotaryPublic in and for the State of Washington I File View Protection Covenant under Auditor';; S T E g - t 1t '7 No �� > " -.. t O Name printed �(��e1� ® L B l t e1� \,.,'Q�w 4���, To cd& 4- Lake e. _- _ . _ �.. / `�.•;:r ,.,.:;. = . o QJ Li_ Residing at s�8b��®� S. / �.Z.•.,\'.St�w�a69.." - .t ,:c: !' 2�/ 504. 12' I , Z My commissions expires L �! ! 2J L =u�iKo��oS7aRY tz_ :.� " _ 658. 13 a I :p_ 0 �D e 1 • L 88'59'17" E 81214, `�, _ 0,0.E 1\ 7316.26 „�; E '''&„1 , ',,,5'. - 1316.26' �, "� •ti• 1tW,,,,,7111J1111J111111)U11)UJ11J)J111JI171JIpG - 1/16TH - a, lrtR e. - >,;.::..� :;, "::,... CORNER o �.:...... l?ii)/� Ci s �:.of wash js, SURVEYORS CERT F.•Id-TE-::, _ Ln _ o �,, v.`' "•:.`:-- I h�•4by csgtify: that the 4�� North Plat & PUD is based upon Ci- _ N �Ai , � z: ' li ari;,;actb,al starve9•-.and subdEvisi?n performed by me or under my . „ END MONUMENT IN �^ ;', J supexvisr n o&_Se ion 22,=To-riship 35 North, Range 1 East, c� �" I^ Z7ao7 f ,•, ,;. O CASE WITH COVER '� G, WM.;'-he`:',lat is a"'�t.� rarl,fs correct representation of the land .1 Ss; -. s,9 CALCULATED CORNER 2-19-2009 avaL use —c -�,;..�uallyr_,sui��eyea�-:.$,fAq.�,tW�'-courses and distances are shaven Cry ' O '`;:,:parelly' n"fie ground; and that I have complied with the � 132727' ' 22 23 LAND SURVEYOR .v,,.. 1327.27 OWNER/DEVELOPER '-uarrraurrrrrarrrrrrrrr�rurrrurrrrurrrrcn,ctt' 4,' '`provisRons',•bf * statutes and platting regulations and that t —__ Y' =e. €-, /*;:mancyat.,,contbi monuments have been established at each — t'°r 48 NORTH ON FIDALGO ISLAND LLC DALE 4 IERRIGSTAD PLS �� —2-0 ';- -`;:an&,every .6W:rolling comer of the parcel of land being I S 89°37'49" E 265z.53' 27 � 26 PO BOX 319 4320 WHISTLE LAKE ROAD SECT 0 \ 2 2 TOW \ S — I P ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET I OF 3 i(--& , r DALE K_ HERRIGSTAD, P.LS. P,� ( sy� eD "„- �''� '-� Certificate No. 27807 � �� _: ,��I; � I e � �� � 1�4 � � r EV 5 J 35\ �ANIGE 1 -AST W. V _ u J PO 00 �� , t, 1 �1 { ' I I.,, CT i'' --�N GINS l JL- r SUR E 11 G SCALE: NOTED Date D+Aid BY: nKH SCALE : AV \ E i Inl I_,a- ,\a-f>� ' �l . �� I ' ► ll �r �7 DATE: APR!L 2017 I 4320 Whistle Lake Road, Anacor-les, WA 98221 (360) 299-8804 — JOB 2015-53 I • U 7' A B NniTc,TH PLA ., 3/ 1 .z.:_,H �� �j' INJIJI i:.e?EC Ii 01 e62, 1!_OW S ��..e'I� 35 NORTH 9 RANGE�J 1 1�n6_''tr1}v �� Y��1 0I'.:`.o Skagit C of udT_,r $968.00 If (.�tg91 P'Page `-a Vpf 311:40AM 6 '1 t •i" w '4. . 'Y OF ANACORTES C cORTE c A EI LNGet t''i 3. PUD AND PLAT CONDITIONS 'ir11 r _ 48 NORTH PLAT & PUD UTILITY and ACCESS EASEMENTS & DEDICATIONS LEGAL DESCRIPTION _,,'"'-- `'c'` _ PUD-2015-0003 ,;:�: _.. ?::. �;.,:..== 1" An easement is hereby reserved for and conveyed to the CITY OF ANACORTES, That portion of the South 1/2 of:;T'aie ftdaheast 1/4, or:the Sott't ",s•t ,W:;�'4, of Section 22, Township PUGET SOUND ENERGY INC" A-F. NO. 201607050142 & 201612060089 FRONTIER 35 North Range I East, V'l.M.�,.° iinai:3outhea f,l of "GJRROWS BAY ROAD', EXCEPT the "COPPER Allparcels within the subdivision are to the "Findings of Fact and { )' g "^y subject9 COMMUNICATIONS TELEPHONE COMPANY, CASCADE NATURAL GAS COMPANY, AND MINE ROAD' along the East'i�)e fillereof,.�ij EXCEPT tPi�.fa(ft5tving described tracts: j! Conclusion of Law as adopted by the Anocortes City Council on the 21st COMCAST CABLE TELEVISION COMPANY and their respective successors and - dayof March, 2016. The followingConditions were required to be ' `" q assigns under and upon the front ten (10) feet, or as shown on the plat, of a.) Beginning at tt `'SoUtheast'4 rner of`'the South•::'1r/2"of`the Northeast 1/4 of the Southeast 1/4 identified on the face of the Plat- front boundary lines all lots, tracts and spaces within the plot lying parallel with of said Section; K: _ •, - .ice• ;4 and adjoining all public street(s), as shown on the plot, in which to construct, thence North 88°5 6`" yest=:plong I0t,e •"Si h``fine,: Y.said South of the Northeast 1/4 of the 1. (FF #10) The lots in this subdivision are subject to applicable water, operate, maintain, repair, replace and enlarge underground pipes, conduits.P P P g 9 P P Southegel--44, 30. fedtIgo Wes1.k_;line of aerie "COPPER MINE ROAD"; sewer, and stormwater general facility and hookup fees and transportation, cables and wires all necessary or convenient underground or ground mounted a rtF &. 8'' fire, and ark impact fees. These fees are payable at levels in effect at then�Q, cct�finu'�,;;{Vort�;;.88-� �6""�4Est 7i7:J�� feet; the timean park buildingmpermitees. issuance and may yabler from those fee levels appurtenances thereto for the purpose of serving this subdivision and other x ti.,,#aence`? for(f:a'1ik247l;..as-...6(}a.34''{.eet to the North line of the Southwest 1/4 of the Northeast y property with electric, gas, telephone and other utility service, together with the currently in effect; sewer and water latecomer charges may be payable. right to enter upon the streets, lots, tracts and spaces at all times for the the of-r` e" €e neasf'tf4= one e true point of beginning of this description, said point being purposes herein slated. '':the Northe4A,t dtf,nef f that certain tract conveyed to the Port of Anacortes, a municipal 2- (FF #11) ZONING INFORMATION: C rpor4ion, tick: de red6;;d0 July 22, 1968, under Auditors File No. 716164; Underlying Zone: Residential District (R2) 2. A 10 foot private storm drainage easement across the North boundaryof ` these e fii'am sar4 trif ,point of beginning run South 2'11'29' West along the West line of said Port _ "-., of Arit:ortcs tracfr;,rdistance of 15 feet; Zone's Minimum Lot Size: 7,500 Square Feet Lots 2, 3 and Tract B as shown on the plat is hereby reserved for and �: Gross Acreage: 7.48 Acres (included 1/2 abutting ROW) conveyed to Lots 2, 3 & 4 for storm drainage to service lots 2, 3 ik,;, =:-a:x.:, thence Vesir�"parallel with the North line of said Southwest 1/4 of the Northeast 1/4 of the Net Acreage: 7.20 Acres which to construct, operate, maintain, repair, replace and enlarge un'ergrguncf =• 'el, "7.:;, Southeast V4 to the Easterly line of the 'BURROWS BAY ROAD"; Zone's Maximum Density: 4 Dwelling Units (DU) per Gross Acre pipes, thereto for the purpose of serving the lots herein" The mg#1itereance° 5f '-f gee N4�therly along said Easterly line to the North line of said Southwest 1/4 of the Northeast Density Calculation: 4 DU 7.48 Acres = 29.92, rounded to 30 DU the improvements to the easement will be the responsibility of arid snared by rti:_ 1/4, 'the Southeast 1 4; Proposed Lots: 30 Lots +1 CommunityPark the benefiting lots. ,,. / / P �. _ thence East along said North line to the true point of beginning- "SETBACKS: 3- A 10 foot privote sanitary sewer easement across;; �fiW"fia thwe,t boundary of b.) Beginning at the Southeast corner of the South 1/2 of the Northeast 1/4 of the Southeast 1/4; Lot 1 and Tract B as shown on the plat is hereby .:; esf=•n�gd for::;,and coin keyed,;; thence North 88'59'46" West alongthe South line of said subdivision 30.00 feet to the West line of For lots 3-17 only, the front setback is 10 feet for the residence & 20 to Lot 2 for sanitary sewer pipes to service lot "in,: ich'` .. c6'f3strtct, ".?' operate, maintain, repair, replace and enlarge underground ase"" the "COPPER MINE ROAD", and the true point fofeet; beginning; feet for garages. P P P 9 r pipet< fob,, the`-rfr�a. thence continue North 88'59'46" West 781-88 feet; All other lots must meet the 20 foot front yard setback for the R2 Zone_ of serving lot 2. The maintenance of the improera'ents to the`:east most will be the responsibility of lot 2. thence North 2'11'29" East 669.34 feet to the North line of said subdivision; ?? thence South 88'40'23" East along the North line of said subdivision 760.00 feet to the West line of Rear Yard: 4. A 10 footprivate sanitarysew.054Bc sjorm'-44r.ofi a .e''':pasem �� For lots 3-17 only, the rear setback is increased from 20 feet to 30 4 ,g e4 across the the "COPPER BRINE ROAD"; feet. West boundary of Lots 27, 28, 26`"8r.,-S'O as,:;.,phe;tn '"&�, the'''plct,-0,hereby thence South O'18'59" West along said road a distance of 664.96 feet to the true point of All other lots must meet the 20 foot rear yard setback for the R2 Zone. reserved for and conveyed to t; is•f6, 27, 2&..; 2 ; & 30.-42 ;--ehitary sewer & beginning. storm drainage pipes to service Ilats'k6, 27. 28.., 2 & 30 in which to Side Yard: construct, operate, maintain, repai1;. replace and_enarge underground pipes for Situate in the City of Anacortes, County of Skagit, State of Washington. All lots shall meet the R2 side yard setback requirements for the R2 the purpose of serving the lots hei' in.~';,The maintenance of the improvements Zone. • to the easement will be the responsi#a[ityi of a d .,$iared by the benefiting lots. 3. (FF #15) A homeowner's association shall be established and be 5. A 10 foot��;.private sanitary sewer & ''Itorrr drainage easement across the West boundt ✓ " Lots 18, 19, 20, 21 &''T'ract A as shown on the plat is responsible for the maintenance of the bioretention swale (Tract A), ry sanitary IMPERVIOUS COVERAGE LIMITATIONS hereby resees fur and conveyed to Lots 17, 18, 19, 20 & 21 for landscaping buffer (Tract B) and community park (Tract C). sewer & storrri`dratnage pipes_tc service lots 17, 18, 19, 20 & 21 in which to cogs%jct, operates, n'gintain,,;;i'epi r, replace and enlarge underground pipes for Based on the storm water design for the plat the total impervious coverage for each lot is 48%. 4. (FF #19) Pursuant to AMC 16.50.120 (D), the applicant shall record 4iepure of sei'!in thy=lryots.=herein. The maintenance of the improvements notice with the Skagit County Auditor's Office which provides a public tt. tkyt;::eas 'ment will•.be`'fhg;;-responsibility of and shared by the benefiting lots. record of any approved tree preservation plan and conservation areas; the application of this title to the property; and that limitations on actions. °''r 6.4; A 201..- of &'-":4;:Q fdcst` public water main easement on and across Lots 12 & or affecting the property may exist. See recording number on sheet cKz.. '5; 13 vs st utivn.z�rg;,th.s•'"plat is hereby reserved for and conveyed to the City of An4orees,je whicht.to construct, operate, maintain, repair, replace and enlarge 5. (FF #20) This Subdivision is subject to the Tree Preservati-sw'"Iniw- • ,unde}grot•ind pipes for the purpose of serving this subdivision and other property Dated August 12, 2015- Retained Trees shall be maintained `by .tbe lot"' "k,ith ;ifatek service, together with the right to enter upon the streets, lots, tracts owners, unless approved for removal by the City of Anacodes._<�' crud spaces at all times for the purposes herein stated. 6. (FF #21) The maximum permitted height for Lot 15 tali-7rbe restricts ' I t...�,n access and utility easement on and across Lot 17 is described in to twenty-five (25) feet from the high point of the t;opegy Of, existing t Auditor's File No. 201702240096. i grade. ..;i'-;.. "` _ ;',, i. ` t `s_: ,::,•,; ,=.i,'J 8. Tract A is hereby dedicated to the City of Anacortes as a storm drainage •7. (FF Modifications) Lot coverage is rr3 dife from F Z sin j jstricf .-='`'•` conveyance and water quality treatment facility. Tract A will be maintained by the 48 North Home Owners Association and the Cityof Anacortes- The 48 maximum of thirty-five (35) percent:6 a.i.Maximtp , of`''tt:hirtf::sevenand 1! one half (37.5%). i�`" ,. North Home Owners Association maintenance and upkeep requirements are ,....:�' , ''' identified in the recorded Declaration of Covenants, Conditions, & Restrictions. = ,ki,,• ria.: `__{,,,: -r See Note #1 on sheet 1 of 3. All other maintenance and upkeep is the S•:. responsibility of the City of Anacortes. t k"' .." 9. Tract B is hereby dedicated to the 48 North Homeowners Association for the ,``` purposes of landscaping and landscape maintenance- _:1e,.. ,:a_ °�, = 10. Tract C is hereby dedicated to the 48 North Homeowners Association for the • '' - "-f,. purposes of a Community Park to be maintained by the Homeowners Association. a"""""""""""""""""""""""'U4� _ - �•NERR/ r - 1? '`' = 1 1- All common retaining walls will be the responsibility and owned by the 48 F,:aF'„gsy"�t'i Si :-,- ...-?1;::. North Homeowners Association. A 5 foot wide easement across Tract C and Lot .,,w '4'.. ' ..% '' 711. `•'-' 4` 30 for the length of the wall as shown on the plat mapis $ U.. �1 of - e t • ��r;, 9p granted to the ,� `1:_ _ Homeowners Association for upkeep as identified in the recorded Declaration of �� r` ,yti'` . Ut, U "'" Covenants, Conditions, & Restrictions_ See Note #1 on sheet 1 of 3. /_ :; p _ = ^ OWNER/DEVELOPER LAND SURVEYOR as. S'"VA........ LP9e r,., ` 48 NORTH ON FIDALGO ISLAND LLC DALE HERRIGSTAD PLS J..1::. of(RUfR,r((ffltl(tlU!(11f(ttamir((( ai 111 PO BOX 319 4320 WHISTLE LAKE ROAD = bti ANACORTES, WA 98221 ANACORTES, WA 98221 SHEET 3 OF 3 P. AID -- 2 0 15� I ' 1 �U �� i` � i ryv ' Jr / 7 Tr , �i� 1. DWN BY: DKH i!L I ((1�� �� 1'� '! V. ] L �It U r ��y 1�'' �. Ci G I SCALE: NOTED DATE. APRIL 2017 4320 Whistle Lake Road, Anocortes, WA 98221 (360) 299-8804 JOB 2015-53 1 ~ i yI I 6 k,,,,z:b LI 'S fy g$yy9 (\%) E4_-._ Lio e::e • 1 1 1 1 1 1 1 1 ii vu. 2 'It k...\ !. /11/. \1/4. Cif 1 1 5 \ 1651.‘-- t 1 \ -4"5)1\a°44 y I\ I,. Av ie... ......i.„ jp�i i , 1 � / // i •i: 1/:; I / / ./•' .E.! 0111•10 4111•1111Mitr IIMMIMNIMMIS ._• I • / 1 / / / i r Ifi !- • =4 1 LI M P / I 1 / / I. / / , i I / 0 / ? A 6 ../ / LOT 2y i / ti r / , I 1 / / k L,, / / 1 „ ?. LANDED GENTRY / & I' i . I / . HOMES AND COMNIUNITIES 1 Voli __:______-L.-----j7-. g )S5 EASEMENT . . Z. 1 / / / y i, 1 • — /g :..i. , i.: c. i' :- / r. r 1: 2 1 , z / 1 206.6 f ti GENERAL NOTES I 192. 1 / , Z. EXIST /V - ..L / GRADE OWNER: I,O A( / f. z , r 7 LANDED GENTRY ' -• 1 -C 1..—3.-''7----.- - - - - E5=i 504 E. FAIRHAVEN/ V2A-DiE ! r; I, .1. ir'... I .,../ / LOT LINE /1// / '; (t t_mp-__..a-fr._•:-, ..)-tr,, i, .7,-,./,..,-.—.-. L--I,7_,1,... _i BURLINGTON, WA 982.3.3 : II ,•7, „,,./ / [7 t I -1-) 14.360)-755-9021 /IV p 113..37' PI i1 BUILDING: 26.22' 7 _,_, / / MAIN FI_OOR AREA- 1,914 SF (1)/..) (12,D ii 7,--z 66.00' , - 21.1( ti,' / LL FLOOR AREA- 1,306 SF '- _ / 1 'I I", 1 ' ./ TOTAL FLOOR AREA- 3,220 SF F; / (1 Vieza' 7 7 / , / GARAGE AREA- 696 SF Sl7E: ) , c PROP.4"SCH •i PVC DRAIN LINE ----r TYPICAL ,4 Iii %, /7- /7/ ./ ,...Akii. / 7nNINr.•I i• 1/T VSgi; ''44% ,••• IC- to---) .- --A-...t..„9 ,-- 1 'i'; r t P.U.D (UNDERLYING R2) I 1 ,.02,) /11" %44 7 -- 4.67' 12.04' / It' 7 0,0 g e 43.29' — 6.00' I+ i / SETBACKS: ! I i: I C,N,'"' r 1 7 I I , et,,,,4,7. _ ..., .., +MA= cr, crcem c..M 1..= c-.a GYM GM -,-.1 1=e1. ...a ,L, r .3 we. c... .--zma 44, la /// .9 FRav v YA SETBACK I I' 1 /,/ ALL SETBACKS IN COMPLIANCE REAR YARD MIN 20' czigu5N,,Esi5, FRONT YARD MIN 20' SVIDTHEYACRITYDS COMBINED 1 a 11 ss /RD:05,ET 11 !:.,' .. I ' I „,ri N. .., I II I .. 0. 1 I ) . i S S - 13:1 -CP -TA ' .(- / ., 134- (c-'i 0 •-lb ,e-(4-.N4-. ,--,pc.,15,i-t-,1--rir ..-,617`. # I o .., . .. „A,/: , izi I HEIGHT I • lq it', / MAX. ALLOWED: .35' IIW l'al r'''' * '' / El 7 -I l':11 / ' , illilli/: 'tr; EASEMENT 1 i; ..!'i I•, PROPOSED:UNDER - .1.,o;V i >-14 1. / PARKING: LOT LIN -- V i . Pcji(Dv) i I '\I '.1 (I, .. ii • - 5A,RAG 6,r2.3s iPRORV li v ED£wD z I ' : _. i •. I Ill , 1 _ •, . , 1 , , ,1 J It' I / I I I CO I' T I ' LLI.,;/' / I 17.--F. j• , I I, I ill'i, LOT LINE& L',,(' RIGHT-OF-WIN LINE 17 LOT COVERAGE BUILDING AREA: I ,I cl d • %-i4„ti ;I; 1 2,932 S.F. I / L ./I: .I so= .va glow2!' min IniI4 Me, ‘e) Ui 0 I / CVC'ts I i I 1 1 • - 7 I ' ' PQ CH ,>. - 11 Ii': CURB&GUT* _:4 LOT AREA: 1 1 / . :•1 7,936 S.F. if ,o Ii II1 . = i / f ! fl PERCENT COVERAGE:/ p 11. :L.:.21..1.7 -- -.:---. : ,. . . - - _ 12 It 2,932/7,9.36 = 3ZOX 1 LO/T 23 : --{: '....1 I,i MAXIMUM ALLOWED: .3Z5X ,-,-; 20' REAR I SERVICE LINE I.1 i 1 '2 / . •; r ------, I ' Fi• yAiD _j__ .4 LOT 1.ti 28 i . . Ca - ,4 4-, / _ ii!ce . IMPERVIOUS COVERAGE / Li. BUILDING 111 , t, 4.,.., ,, - ,, _ 11 I i / • cf. 4-1 . ' ' ill :k I ' i.1 moms. j EASEMENT 0'UTILI TY ii.17: L jai I I° I 4 BUILDING: DRIVEWAY: LOT AREA: 7,936 S.F. 2,585 S.F. 580 S.F / I II SETE140K 14, 4bC...90 1 — •1 STEPS/WALKWAY. 26 S.F. o. f PORCH. , 1 iI1:]! / / f• U ik LA-C.0a i PATIO. 206 S.F. III .. I TOTAL: ,3,5.36 S.F. 1.. g . I . / // 1: ,!1 I:'7 : ,-', 11 ti4. il 0 \\ . : 1 / - . PROP.4"S 40 PVC DRAIN LINE Ill ii:; 1. / GARA,E _ -/. __, 1 ., ';/ .. LINE 11 f-N 1 11.. I...a / / . II . „ . .. ... DRIVEW Y in.1 / / ;I: uP£152kfT/ACOLz5wE6A 0G=E:448406: / I •j-,''‘. / 11 .h / t ------------I-1' 4 In' ''. I i . / I., At. L t.. / / ii . , . 4- . . • 4. - ,, / 0c-2-ARO" 1,... PLA(str- i 7:4 C i t . I .;:I-- 1;'' / ',.1. . • ? .4, ...,,„ ill all'I.84'111 ft-.472 1144/1/ / — • ( 1; , ce ,,t' *4/ 881‘.1 4. - - . -L---•-•- -------------- . 11 r ,-- T i 1 i tj 'Z' 1 / A (0 / o tri 1/ "4-4942.o4' ,c);,,,.4/ - 1.96' %' A wmII J 1 • I I:. / / Et • r; 1 -7-1- q' / 1 / o A 2.00* pi- I 1 , -:,:‘,.: GRAPHIC SCALE 196.0 V 4' 1:: / 215.0 12 rit 11 -, " - . I c).zK PRIP.4"SCH 40 PVC DRAIN INE yVM- -__12____ ___ __ , .--!LL,. ' l' - 'r ! 1 •- f."'' 6 0 3 6 12 EXIST ,.. // .1' IN MIN MOM IIMIMINIIIIN / 7 / ( IN FEET ) _ / / / ),. ' • r AUG 2 9 , , t HOTiZ. Scale: I Inch -..- 6 Feet 19 69' GRADE / , / k.' V .r., r- fl, / 1,4 c) • -C6 " 1..... .7.. .7..— ........ ....... I to.....--J Z / / LOT LINE / 113.37' / I I 1 t 14 ; • , .." t 48 NORTH N. / / CO / / / 1 / / r LARRABEE LL i; / I i: EL / i i / OP( OF ANA 0 0 RT S 3-CAR LEFT L 1 t: / 1 LOT 24 / L. l'• , 1.! , I/ / / LANDSCAPE NOTES: - i / / .- L-AKiC: Pe. P<-44,0 / : e, r I.; / i 1 1 I. // / / / ' " / ' PROVE (1) TREE (EXISTING OR ADDED) PER 1,000 SQ, FT. OF LOT (8 TREES LOT 28 1501 LATITUDE CIRCLE , i i i / MIN, — VERIFY LOCATION W/ BUILDER) W/ A MINIMUM 2" CALIPER (PER CODE, i J ANACORTES, WA i VINETREE SmAPpRLEOVIDEO WILL BE A COMBINATION OF DOGWOOD, ALASKAN CEDAR, / 4 WESTERN HEMLOCK (VERIFY LOCATIONS W/ BuILDER1 VERIFY / li ! ;.: / i' 1 i I I /1 / LOT 2/ , r / ., ; / i r I 1' 1 i I 1 I I / 4 / al ! TREES TO BE REMOVED IN FIELD W/ BLDR, IF APPLICABLE, PROVIDE LANDSCAPING IN A COMBINATION OF SOD LAWN AND PERENNIAL PLANTING sax TO COVER A MINIMUM OF 20% OF THE LOT (1,888 SQ. FT.). - JOB NO: DATE: 08/1072:17OF 1 of 1 "48 NORTH" / I - / / i / DESIGNED: LG / li r I- / i 11 i il DRAWN: / Li V I I I I ISHEET Ii 1.- i.. II. 1 i I i i / I ;I VERIFY LAYOUT W/ BuiLpER. _ . . , / ; I II I / %, , %% � I .I ens I J / i I a o/ ; :�- LOT 29 , ' —. / / / i ; INLET PROTECTION • �� %/ �' T. OR DOWNSTREAM _ S / % ! ) l 10' PRIVATE Sb & i '' % ,PATCH BASIN PER I i J } SS EASEMENT %� 220, CATCHBASIN I LANDED GENTRY 0/g l 1 II ' i = ILTERNPE ---�f i �'` HOMES _AND C o �I NI T 1 r s /' INLET PROTECTION / % — -- _ ._ _ __I __ — i • PER C220, BLOCK & % '/ i — _ --_— i% GRAVEL FILTER TYPE,: / f 206.6 EXIST • / GENERAL NO TES I 192. I ,% GRADE I OWNER: LOT LINE - - - — —i �.__— _ - — _ _ __ - - LANDED GENTRY E T IW�1 ,' *. w DE )(,i (j oo44NsrREAMSIDEOF - � 504 E. FAIR AMEN ( ,-L, ;% STOCK PILE, PER I3MP C233 i- ' I i I_ - 98233 BURUNGTON, WA l ` , ` 113.37' _' `- — --� I . 1 E; j 1-(360)-755-9021 1 / : )1 I i 26 F - / ; 66, 00' 21.1 ' ' I // 8 MAIN FLOOR AREA- 1,914 SF x x—z--x�—x x-+x_ ' / LL FLOOR AREA- 1,306 SF /' z—.A z— x �z x--z�x,�x--x�x� , ` I TOTAL FLOOR AREA- 3,220 SF , I �� : _�1 z�z—.x�x�x�.x�x—x�z�*_____ �x�z—•z x� _ ./ '. {P' z—�x—x�x--..x—z�.x--z x—x—x—x - x� GARAGE AREA- 696 SF z x—z } SD ♦ ��G`�`�p\� ,iz xrx�x,x_+ -- - ' • 1 I ♦ B�� PROPOSED PERIMETER + \ SITE: % n • 1 ♦ ® �' Qpg� PROP. SCH . PVC DRAIN LINER �� SIUT'FENCING (TYP) PER ,/ . IIr • I 1 - TYPICAL Sg1 ♦♦ O0 �� 9 BMP G233 '/ t / 1 ♦ , ;' I SOIL STOKPILE ZONING: • of ♦ - a.87 rzu4 43.29' aim I el I 1 . � , - 6.00' (CRVERIWITH j /` SETBACKS: / 1 ALL SETBACKS IN COMPLIANCE I i / PLA •TIC INURING i w1TH CITY GUIOUNES / op % a STO111 • M E�ENTSy` PROPOSED PERIMETER SIDEYARDS MIN 5', 15' COMBINED A. I ��5��5 / ♦♦ ! % 0 1 ' REAR YARD MIN 20' p �S i ;' + I �% CONSTRJCTION FENCE /% , Q I FRONT YARD MIN 20 1 1 R P / S i PER BMP C103 �x • I♦S-° I ,� d Q _ _ I •° _ / - k SETBACK -- — i ,�: OS :° --, 0' FRO YARD 35. 1 - -- T— 2 HEIGHT: ALLOWED: I PROPOSED: UNDER LOT UN / I • 1 /W w �: / . /' !..... L ' PARKING: + / i ;% 10' UTILITY PARKING SPACES PROVIDED= 13 IN GARAGE, 3 !N DRIVEWAY -/ • ' I o EASEMENTPROPOSED I � I ' O PERIMETER SILT + JFENCING (TYP)7PER I1 1 m U / • f :' N G� �� LOT LINE & LOT Co I/ERA GE BMP C233 y t 1 w I; / ; 105p RIGHT OF-W Y 1 r U N i , I J cJF' I , it. a ra. a a is / // FQ� �% • IN LINE l BUILDING AREA; III I Get •O . 1 / Q.'s u PQ�CH i ` j2,932 SF.55 1 } • LOT AREA; 1 ' ' / ; icc b CURB & GUT1 I LR 7,936 S.F./ "' 1 n / I Y PERCENT COVERAGE. ' I I I 1 I J ' / / _ I `illis I 2,932 / 7.936 = 37.OR LOT 231 I �,: . . . . .. , , . . , / / xl - / I J 1 P OP. 4" SS o I FF MAIN: 214.40 7 . I< o 'I �J FFLL: 204.40 / _11.90% ; I_ o MAXIMUM ALLOWED: 37.5X 20 REAR 1 ERVICE LINE a l S :/ ®• r. } i YARD 1 I T j 10' UTILITY t ` / i I BUILD,,NG il I _ 0 = i / o TEMPORARY EASEMENT IMPERVIOUS COVERAGE / SETBACK /; CONSTRUCTIO LINE � , - STEPS/WALKWAY: 2,58526 S.F. j / I ENTRANCE BMP C105 POR : 139 S,F. • i I II +' o (SIZETOF ) i / PA:Co: AY 500 SF 1 �� ON\ ` , ..� / p gg ggI / 1t*Qp5 p`Va PROP. 4" SC 40 PVC DRAIN LINE / :: I DNIVEW Y i w COAREA: 3,536 S.F. 1 GP 214.40 GA GE GF: 213.90 4 J I i 7,936 S.F. / I 71 1 �� / fOV J1 =�Q11 `.11 .S)_:J( j���7U \\ � �^fl j'/ PERCENT COVERAGE; ? � 1 0`� ��_ < 1\�.:� ��,) 3,536 / 7,936 = 44.6R f yP�O /1 / / . )f (f. 11 ' ; I J1 J +> \l ..r'' MAXIMUM ALLOWED: 480G T. • t....it:_._a______. _ r _____r . if - --1(111 \C" -.1 \\. ,),-=-. (,),.7-?(,/ i - IA 1—• / cp. . / ic � � 71 1 � � � (% 1 / I+ �I - - - ess tal gie II. ea ./ / / I/ CHECK OAh1PE BMP —� • '6��l�;gia �"' ,, / I % ��G�Sp��- PROPOS CONSTRUCTION FENCE z / / C207: CHECK U MS, % / AS NEEDED. {t g r\ • / /' d�' �� ,/ Q�� o 15�� PER BMP C103 ;., ` • • 42 Oa' Al21.96' S o i ., t,Qp WM I } • as ^" o o , i o 0 o d o 0 o O D k_. d o 0 0 0� 0 2.00' tci I rr S , i / 0 0 0 o o � � I 1 / 196.0 p V i•' /� /• CHECK61 I I_• ! - ' GRAPHIC SCALE GRADE I I /, CC /• / PR9P. 4" SCH 40 PVC DRAIN INE C207. 2 NEEDED.AM PER BMP P _ 6 . GRADE ( — I _ EXIST WM -I —. .— :_., I p 3 6 12 J O 113.37' / I i :a \ -� ( IN FEET ) �'I ;1 I LOT LINE —. __ / r j r u Aortx. Seale: > Inch = 6 Feet / ( irs J PRQ�OSED PERIMETER7 I I f m Co STRUCTION FENCE / / I 48 NORTH 1 PER BMP C103 I � I LARRABEE LL I I/ / 3-CAR LEFT LOT 24 I 1 1 1I Erosion Control Moles for RosNenbal Construction- h of Anaccees /+ + ' 1:1 ii f EROSION CONTROL PLAN ' A. Erosion Centro BoslMenogemonlPmdlcossholbol pWcoperUwaccapladaltoplunpdor ABBREVIATED LEGAL DESCR!PTIO • I � � `` +` � I l I LOT 28 to any oonsb ilon sled. S i 1 q Ii B Thn nrnslrn d,mrd Whop hn Inspected nnrr.n any or mndWed In mnet the mmnunding LOT 28, 48 ;NORTH PLAT de PUD, SE ION 2$ 'r . i 1 , Oran. . 0 condlicesas/needed. TOWNSHIP 35 NORTH, RANGE 1 EAST, W!M., CITY : �i( C. The storm Mph system shall he cleaned daily(Sec n 7-07.3).Al drainage systems thall be/ OF ANACORTES, SKAGIT COUNTY, ST TE OF Al i t - t + 1501 LATITUDE CIRCLE cleaned to acceptance of the City of Anacortes prhr to acceptance of the prefect. I WASHINGTON, A.F 201705020028. / • . / D. Stabilized nshixtlononimnces and madsshalh InslailcdalUw beginning ofconstmcUdr " + ANACORTES WA I and main during the duration of the project. ddlIonal measures may be required sugi / ` i I } AUG y� 8 yp p[ f 7 J j as wash ads to ensure that a6 paved moos em k 1 dean. No mud Is alonod ID enter on)h I I N- S_/ 11 , City swo ' p p I LOT 27 + + E Any sobs xpusud Unit MI not bu dislurbud (ur twit,(2)days during Ux,soul season ur 1 (7) days tq tho dry season shall bo ImmodlatcF/ stabilized with ;he approved ESC molhod# J ( �r I (wailing, nuldilny. plastic twining. etc.) ' / j rtd)~..b -- JOB NO: " NORTH" F. two(2)gooks pier to the beginning of tho wol oason (October 1),all disturbed areas hhall ! / I i , — — —___ _ _- _ PLAT OF 48 bu ruvl ud lu Identify whlda onus UM bu s d hi ywpmre0un fur the relator rains.Olglwbud ' �� I DESIGNED: LG 1 wens shkl he seeded within one (1)week of Ill beginning of therm(season A skeidtmep 1 / �'�1� y + '{--71-H.I_ LI ®� t j 1 of Lho olureas to be saudud and Ulmer emus l remain uneuvurad shhull Ix,tutxnlltud Id Uw ,f rI I ` 1 s.,J i / .I N DRAWN: i i Project tanager The Project Manager can require seaming In addhicnal arens In order/to 1 I / I.J prolecl,tanager waters, adjacent properties or drrainage fadlUes. / .: i DATE• OSI1012017 1 + G. Penalties for an Erosion Control vlolalbn are$$ubjoct to a$300 to S1000 fine under teeter ? / • I+ 17.66 Penal for VWWUcn Each day is codskiored a different vioblion. i I , I I SHEET II i 1 1 1 1 I �- 1 of 2 1i ore a CIONNr a a all a LANDED GENTRY HOMES AND CO MMIUNITIES GENERAL NOTES OWNER: LANDED GENTRY 504 E FAIRHAVEN BURUNGTON, WA 98233 1—(360)-755-9021 BUILDING: MAIN FLOOR AREA— 1,914 SF LL FLOOR AREA— 1,306 SF TOTAL FLOOR AREA— 3,220 SF GARAGE AREA— 696 SF SITE: TYPICAL ZONING: • P.U.D (UNDERLYING R2) SETBACKS: ALL SETBACKS IN COMPLIANCE WITH CITY GUIDUNES SIDEYARDS MIN 5', 15' COMBINED REAR YARD MIN 20' FRONT YARD MIN 20' HEIGHT: MAX. ALLOWED: 35' PROPOSED: UNDER • PARKING: PARKING SPACES PROVIDED= 3 IN GARAGE, 3 IN DRIVEWAY LOT COVERAGE BUILDING AREA: ao 2,932 SF, S� nth St i LOT AREA: ,t1'„+,� 7,936 S.F. i¢v"rlc sSea Craft 0 OQKEs Pie 14th St PERCENT COVERAGE. 01 nth Si 2,932 / 7,936 = 3ZOX CoV. MAXIMUM ALLOWED: 37.5X ci 0 [fill[\[ > 1131t. 'st rJ Shannon Point G „e?Y 1 flu St IMPERVIOUS COVERAGE (4 r`ii �r tf `c�5� .i1 ., fifth St C BUILDING: 2,585 SF. Shannon Point f' 'xt is n STEPS/WALKWAY. 26 S.F.Center 0 j t1 "MSy, ii��cly` yrm� PORCH: 139 S.F. In t pRIVt"WAY 56.0 S F, a ry " TOTAL: I,536 S.F. c c �Sk ;,���'�� LOT AREA m c. tii3 'Ti to +a ,;t U y yr`-� .t, r.a` 7,936 S.F. c a, • iniii 'Li -; PERCENT COVERAGE: L2o ,. ���!�i i a tl r>‘\'`' i i` 5, w ,titi;,1.`'' { 3,536 / 7,936 = 44.6X �Ci Q of MAXIMUM ALLOWED: 48.0X C aYi ` 0 j> �, ray yow ,9 2bth it ,yyO• ':F•' sJ Copper 11(iAt3 tf. }; u Gt v e- ° Ship Harbor Inn ® �,�st SITE LOCATION Eil Cranberry {�� aW' .r Lake Park Sunset Ave Simnel Ave Su115e%.., 2 LA 5 = San Juan Airlines p A\st =ltti m D = ^rr4J e o- ,, _. Is �harieat ,Sr " ��; Anacortes "" anihSI O U � d," .. A.- a r7to Via'r "i�1 4 �� Airport : F;- 41st St z 9 NO' 1� ?• ,,!' m n °� G Ste fll/1q Ut v°p n x c3 t{a{ Q. , 0�‘ (loony,/ ` ti '` ay . 331d Old Sall's Dell & Market@ a ` Vi;utn ey NOT TO SCALE f �� - ANACORTES WA Little �is� ..7. fir,^ 59 �„:., ! Ctw hnay Skyline Marine Center v✓ �, Q o d' Luke ,o �. {} 0,y, J it C, s' a Cvb;u:a nt •cl)t'h 7 rl 0n — # C'��� rf3.8a , ct ita Q a 37u, s` 48 NORTH G Skyline Marina oOp 'f , v y,/� V!t '� CI �` Owners Association ' Dr isiy n "• �y R` ' LARRABEE LL t " r. 3-CAR LEFT fi ° H ' r . O yQ GOgle ,IA ), „,„NtiayBUrrot%n Pans b` 4urcn e. p EROSION CONTROL PLAN go-,.., „_ a Map data @2017 Google 1000 ft ' LOT 28 VICINITY MAP 1591 LATITUDE CIRCLE LOT 29 (P133687) mg.9 ANACORTES, WA minim 1419 LATITUDE CIRCLE n JOB NO: PLAT OF "48 NORTH" ANACORTES, WA AUG 2 8 2017 - DESIGNED: LG DRAWN: DATE. 08/10/2017 SHEET CITY OF ANACORTES 2 of 2 . 1 4M.MIGIP .., I. . ,...., ..., . , . r. r I/ I Ili ‘? r <,. ,f / LOT 29 , 1 // 773; / 0 / • : LAND NTRY / , ' / I I / / F•my / I / i. : --_ HOMES AND COMMUNITIES 10'/PRIVATE St)& ' li ,, , _ . oGEEN:ERAL NOTES viN R LANDED GENTRY 504 E. FAIRHAVEN BURUNGTON, WA , 4 192. E T c-•DE j____ —F-7-7:2SS EASEMENf 1' f 0- ,/' r 11 i.,/ ',, i 1 / 1// / ,A-- / LOTLINE / '/' / //// • 1,11/ I 206.6 EXIST GRADE . ' Li .. 98233 1-(360)-755-9021 •ZI: 4 / ----7 '''""/ 113.37' - i BUILDING: MAIN FLOOR AREA- 1,914 SF 26.22' „ - 66.00' - 21. f/ : LL FLOOR AREA- 1,306 SF 1 TOTAL FLOOR AREA- 3,220 SF \ • , I I ) f . , '''' / --- — — `-"' --- — ---1 / 1 ). Z / I h / / , GARAGE AREA- 696 SF ; > e V a. °D N' ,777 / ....______ __ __.____ ___ ____ _ ,-- . , SITE. TYPICAL _ 7 , 1 L._ -, I SS% / PROP.4"SOH•i PVC DRAIN LINE / zryhmor: / „I At.• /// r: i' P.U.D (UNDERLYING R2) / l' fr ti A, // I. 4. / / , Lo SET13ACKS: / 1 )11 I S 7' ..,. - A 67' '--- /2.04 - 43.29' - 6.00' / ALL SETBACKS IN COMPLIANCE WITH CITY GUIDUNES I I 1: ilcof : fl li i fi i 1 s*:%• , .0\P co i 1 . ... -, 7 —• -c. 0 ' -- -7#-?°°----I 20' :RON-1/Y RDS EASEMENTE T BA C K L t, r i:! r . / 1 SIDEYARDS MIN 15' COMBINED REAR YARD MIN 20' fRONT YARD MIN 20' 13 4 / ,./. / 13/ . ....... !,' I fi, . .i (2) ,,,, ,-..7 - 1 ,, . / I'i ,,. i >•• Is' 1 b Li 1 o .1 - 11 ppMRAA PARKING:A:.01.Oft:::5p t 11 'ROVIDED= ..., , I- (1) Z #4 I:°(f) ' / T . / 78 / / c\i L... 10' UTILITY GII N ARAGE, 3 IN DRIVEW_AY 1 LOT UN! I •1 `i . .1..,:.,111. J I-: 1 / --1 b 9 11 •-- 11 / ,,v LOT LINE& Ilk i I / I I* I , 1 LOT COVERAGE : RIGHT-OF-W y I,,; i a co /4 6i,>_. Ir'j 7 INE / i r 11-1'4' 1 / 1 i ....IL cc., ,. ,,.i I , / /II' .1„)'10"4 -I Pe-CH 5r- , _ BIL903/N2G sAFREA: LOT AREA; c4T.- I I: ._ 1 a-- . , , < .„ / CURB&GUI/TER 7,936 S.F. I / I.,' i , 1 ; ,, ,i. _ . 1 . 1. :r' / II) , .. PERCENT COVERAGE.' 2,932/7936 37.0Z f I / II i; ' 1 CS [ P-1_i MAXIMUM ALLOWED: 3Z5X .,: I LOA 23 ,... , I . , , P OP.4":\ nir:c, 1 20' RFAR 4 SERVICE LINE g 0 y • . ! .c, 4 111 1: ci N . I ;1 rU10 i. ' I_,:. IMPERVIOUS COVERAGE r YAqb I I LOT,1i28 _ A-L. il BUILDING: 2,585 S.F. / BUILDiNG 11117----4 i _..'n ,! SETIMICK ii, 0 u) STEPS/WALKWAY 1 Akii i i,„.; 1 ,., PORCH: 139 S.F. / • .,, . 17:> ca If- PATIO: 206 S F. 580 S.F, I i 4'1 tr'7.1...r: , N2 10'UTILITY I',•; • 3,536 S.F. '0 / • . EASEMENT I 1„LLJ .. 1 ;I 11'1 GARAGE / _ .. .. I ( "" ... i. ,.., '' -,': — / I: / 114 ,-' I.: PROP.4"S 40 PVC DRAIN LINE r:, I',J 1-aa __111:,.• __ _1(),2)L,0_1.NE.i 1 :0 1 - / / / „PLF:::47:1;4:59.1•As,;:iiii.A.•:790,5:67 4.484.0.7 / (. I -ll'' 1 I .• 1 / .,j. / ,, DlIVEW•Y I .;."-.1 ......• /f` 6 +MO III 1111 No 40 4.: V leiti".. / —4111Ps—--- / . I 1(4 . 2)g i < ft I NS ile ft. f." ! _Ji r rs I i I .„„,....... ................ / . 1 ci / i i r C ,5 T. /---\:____ / - 11 _, - I I 1 / 1 / , / ... 1 / if . --1,..-....-... /2"11 4.1.7 411-5•411, / - Inmir'' ft ,IN • I I - , P b / / ,4° ./ q A i // ..8 v • -.2._ j rt, •- .7.1,,.-, ._,,....___;, I ui ,A 96' ' 2.00' wrij WM I: 0 r1,7 , / r i -_• 4-, /, t / EXIST l• I / 0 •:c PR P.4"SCH 40 PVC DRAIN INE EXIST , ec 0 in NE imi ir ,...._,-. -. I: I •• I-- / GRADE / 1 NN GRADE / ii; _ .. . . 24/67, 66 00' i / 19 69 1 I ( IN FEET ) • i `;, SI ( / / I k ,j / / ' Hortz. Scale: 1 Inch = 6 Feet i K i 1 0 a / 113.37' / I- I i "" i. f. J. 1 , o - .i LOT LINE / I I !. • I I 7. — — — _ .-- — .— _ .._ ..._ . , _ .._,.. ,..1 i I'-'• I / r 1,)„..i. r. II, 48 NORTH '; • I I a9 !.. I : 1 1 / /7. i: I , i r 1 . I / I. I ' LOT 24 , t 1 / 1 . .. i t., t. LA3-RCRAA RBLEEEF TL I- SITE PLAN 1 / / . 1, li N @ 12 1%7 i LOT 28 , 1• i/ ! / /I/ I if) f. 1501 LATITUDE CIRCLE / I. P fi , I I / ii / / c • , ! 1 . ANACORTES, WA 1 i; i / iii ! AUG 2 t MP* 1 / / LOT 2t / r/ r r , , I t r . I , .... , ,... _ JOB NO: DESIGNED: DSHRAEETWN: / 1 ! /I ri ' I / / / I I I r / / I: r 1 I • / / ; i / I / I / / I !TY OF-AN ° - OA E ' "48LGNORTH" / / / I I 1 of 1 ,:.-- / L i. I I, I I fr r ; I I 1 1 i / /1 L il i I 1 1 / i / 1 1:: L ...---- DATE: 013/1072:17°F i / r 1,- I: g• 11 1 1 1 I t 1 , , 0 48:_6n ou/ wrest 1 NOT FLOOR PLAN I�10I S : / 10 -0 / 38 -b / 14'-4" / 24'-2" a „ 4,-I0l I, 4,-034„ 5:-394" 6:-5�a 6,-5! „ 5Illa" a 4 -8� 1. ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE. 21, TO COMPLY WI 2015 WSEC SECTION R406,2, THIS HOUSE 0.041 SQ. FT.) / / / / / VERIFY DIMENSIONS SHOWN ON PLANS, DO NOT SCALE OFF DRAWINGS. WILL NEED 3.5 ENERGY CREDITS. TO ACHIEVE THIS, THE FOLLOWING I3'-lOk1" 24'•' I / / Uh" a LANDED GENTRY OPTIONS HAVE BE SELECTED FROM TABLE 406.2, 2, FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 6/8" 2x6 STUDS a IV O,G. OPT. la (,5 CREDITS): EFFICIENT BUILDING ENVELOPE. SEE NOTE '15 2%4" 24 -2" t. 24'4" TYPICAL. FRAME LOWER FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS FOR INSULATION VALUES, HOMES ,1 N D COMMUNITIES 0 16" 0.C, TYPICAL OPT 2c (1 S CREDITS); AIR LEAKAGE CONTROL 4 EFFICIENT VENTILATION. IREDUCE THE TESTED AIR LEAKAGE TO I.5 AIR CHANGES PER HOUR MAX. \ \--': 3. FRAME MAIN FLOOR INTERIOR WALLS W/ 104 5/8" 2x4 STUDS o 16" O,C. W/ 4 ALL WHOLE HOUSE VENTILATION REQUIREMENTS AS DETERMINED PER IRC ALUM. RAILING W/ TEMP. ___[1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL. FRAME LOWER FLOOR SECTION MI501.3 SHALL BE MET W/ A HEAT RECOVERY VENTILATION LASS PANELS (VERIFY ✓✓✓✓ 112C P.T. 6x6 POST SYSTEM W/ MN. SENSIBLE HEAT RECOVERY EFFICIENCY OF 0.85, L" W/ BUILDER - TYPICAU COVERED DECK N1 (2 TYPICAL)INTERIOR WALLS W/ 104 5/8" 2x4 STUDS o lb" O C. W/ 1/2" GWB BOTH SIDES OPT. 3e (1.O CREDITS), HIGH EFFICIENCY HVAC EQUIPMENT. USE GAS (� V I [1 TYPICAL UNLESS NOTED OTHERWISE. Y 1`S 5/4x4 SAS CEDAR SI Y FIRED FURNACE WI AFUE 94%. • OPT. 5e (SI CREDITS), EFFICIENT WATER HEATING, ALL SHOWER HEAPS 4 O DECKING (OR EQ.) 01 9 r 4. FRAME GARAGE WALLS W/ 2x6 STUDS • 1b' O.C. (VERIFY HEIGHT OF KITCHEN SINK FAUCETS SHALL BE RATED AT 1.15 GPM OR LESS, ALL OTHER x xl t0 t 1 WALL ON-SITE PER AS-BUILT FOUNDATION) (2)4b60 XO 4) S LAVATORY FAUCETS SHALL BE RATED 0 1.0 GPM OR LESS. I (SEE NOTE °14) I , 5. PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS o IC O.G. SEE PLANS \ \ \ \ I 1 - \ \ FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BELOW FOR 4x6 HFa2 4x6 HFa2 6060 BAY I Q 1 CLEARANCE) 1 6060 BAY IrU \ TEMP.) I 11_� \ INI\ ( AUG 2 8 201 6. ANGLED WALLS TO BE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE to 4x6 14F*2 46 HF•2 6080 FRENCH DOOR 1 if) _ I 4x12 HF*2 N 1. DIMENSIONAL LUMBER TO BE HEM-FIR •2 TYPICAL UNLESS NOTED =0 I \ .1 OTHERWISE 0 I I 8. UNLESS NOTED OTHERWISE USE 4x6 HF•2 HEADER IN 2x6 EXTERIOR WALLS - \ II-. 7 > in I CITY d OF ANACOF IFS ABOVE DOOR. AND WINDOWS W/ R 10 MIN.) IISULATION. UCC 4,4 I IT-2 Y U ■ n 111 I 1 u X HEADER IN 2x4 D(TERIOR WALLS (IF APPLICABLE) ABOVE DOORS AND - M 0- HE -I - I I = 0 0 \ WINDOWS U.N.O. BEAMS AND HDRS. TO HAVE 11/2" MINIMUM BEARING -- 1 I x W 4 \ OII��++ MASTER BEDROOM a ? R TYPICAL U.N.O, (BEAMS SHOWN ARE MINIMUM REQUIRED OR BETTER C IL I I I 7 SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION) �` -= I V - IQ ,I au Ito g Q Q tp I > - _ air, S. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF M 7 1 in 0 1 \6 QILL T GIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET A4.1 \ II . I U VAULTED (3/12 OPT.) 41 I GREAT ROOM I X 10, PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, 1 I 7 o TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. BETWEEN STUDS, S+ Q Q \ I 1 e `0 \ M , n , n , u \7 W • n I , u , u COORDINATE W/ BUILDER/OWNER FOR LOCATIONS , 10 -b 3 -ll� ; -8 7 12 -10 I / 9 -10 2 -t� i 7 / ,� t N II, INSTALL 1/2" HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE r II M WALL AND GARAGE BEARING WALLS, 4 5/8" TYPE-X GWB o GARAGE ID 1 , 1 \ \ Nc CEILING \ \ I 34 I/2" HIGH 2x4�, I STUD WALL BELOW 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF-CLOSING HARDWARE X O O �, ,4 1 l2" VANITY U V II 1 13. REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312. DECK --Sy6t it 7 d-�+ I 8,-14I, 2,_2„ 1 4 I I 1RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE m 11 I co II -61 (VERIFY ON-SITE), e4 _ \ - . _ Ozo tp 1 3 I I - -�- ' `r ' �? �Ilv MASTER BATH a \ =___ I i 2 II r0 Ql. _ . 14. EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO K1 �_ 2'-6 111 1 S 4 R _ a �v 1 g 11 \� COMPLY WI IRC SECTION 310.1 (VERIFY W/ WINDOW SUPPLIER AND/OR -_ { Ir I i r r I N I¢W I I �+ _ MANUFACTURER) / I I I 4 N I p I I x (� S I I I WALK-IN , \ I 11 7 ,, I- 15. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE 4 c O LLI I CLOSET I O I I I VAULTED ° o x pT 1 C 0 QI I (AS OPT„ I C v j 3,+ \-I „ KITCHEN v a IRC CHAPTER 11 IS AS FOLLOWS: n --r7� SLAB: R-10 RIGID a PERIMETER 4 UNDER ENTIRE SLAB et co `rl I PURR GLG. I w Q a r - - 1 FLOOR: R-38 (4 ADJACENT TO UNCONDITIONED SPACES) If) �� I JIWALLS: R-2I (R-10 MIN. a HEADERS, TYP.) 9 1 A t0 I pN. TO SOT, I I11 4 %' j 0 „ Iai- INT. BSMT, WALLS: R-21 N I <ni 'n NpI I OF BM,) I ,p i 1 12 �� I (j FLAT CEILING, R-49 (R-38 IF INSUL. DEPTH IS MAINTAINED TO \ \ , `) rvI I I iI, �t M I I Y OUTSIDE FACE OF EXT. WALL) I 1 I ar VAULTED CEILING: R-38 = 4 -3 �, 6 -31*� 12'-IOW -I T S < R . `f / - DOORS, U•.200 MAX. (ONE DOOR UP TO 24 S.F. EXEMPT) �~ '�' ' e4 Cp REFG• RANGE W, I • V.T.O. 4 \ \ N HOOD ASV. - - - J WINDOWS, tk,280 MAX, -7 " , l - GLAZING: 551.0 9.F. • 11.1% OF FLOOR AREA 9 I ,� I` r I _ „ - ' \ \ SKYLIGHTS. U..500 MAX. I \ _ V W D l 4 ` , , \ \ �0 FURNACE TYPE: NATURAL GAS FORCED AIR W/ MIN, AFUE OF 94% = - N W dl LIN. / l � -�� V `p �Q Rk-tt TO 2015 WSEC CHAPTER 4 t IRC CHAPTER 11 FOR VERIFICATION OF • I- V m Jv� QI % U N L� 7' 216 _ BEDROOM "2 „ IL 4V ri THESE VALUES I z S _ 0 39 VANITY r B R 0 7 ,tt M tt� I LAUNDRY - , - , p o - \ t 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS \ a 7 1 -0 a BATH S 0 7x �' m _ (CALCULATED • 1/300th OF ATTIC AREA), x 13'-41/ " M 2-b' =� MIN. REQb, 1,302,24 SQ. IN, a - 7 a ,4 C �t \-... - c• M ACTUAL PROVIDED, 1,630.88 SQ. IN. 8'-0° 2'-O° 5'-O° 4'-10" '-6%" _ 11-11" �,4'-Sit" \ \' M VENTED BLKG,, 106.88 SQ, IN. (15 a 9.425 SQ. IN. EACH) i(1 / SEE N I D 1 E . R. d I v a RIDGE VENT, 924,00 SQ. IN. (11 L/F a 12 SQ. IN. PLF) \ \ _ 12" BYPASS „ i` NOTE •12 �ry U I - I2' S A n i HALF W LL IW R u It SEE ELECTRICAL PLAN ON SHEET E1,1 FOR LOCATION 4 SIZE OF EXHAUST ® - - - - _ CLOSET - '') I`n H'DUAD,.CAP 0 0 M FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE SLATE OF Q I \ \ _., O 1 tt1 SHELF 4 ROD - 4 1 in 0 , WASHINGTON VENTILATION I AIR QUALITY CODE 4 IRC MI501.4 4N4 L 7 x ARE AS FOLLOWS: �i t GAS \ Si ON. 5 EQ. RI SERE ,p \ I 7 =q - KITCHEN: IOC CFM RANGE HOOD \\ • FRAME ROUGH OPNG. IN NWT CA��ITR cv 31 � � n IN ATTIC PER , u Q M , u , n , „ I , u LAUNDRY: 50 CFM 80 CFM RECOMMENDED) ` •. STUD WALL FOR FUTURE 1 -1% II 1 5 -I! 2 -8 5 1!/ 3 -6 I -1!� c0 BATHROOMS: 50 CFM (80 CFM RECOMMENDED) ' 3'-0" PR. (SIDE 4 SHEET ' IrG l]I]O/\5,)/3 �� . / I / / V Y / NOTE. ALL FANS ON 20-MINUTE TIMER TYPICAL. ELECTRICIAN TO ROCK OVER OPENING) 3'-494'" v�' ` ENTRY M \ _ \ SI VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS. VERIFY SHELF 4 ROD TYPES 4 LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR PLATFORM 18° I Iili PULL-DN CLOSET BUILDER ABOVE SLAB - - '�- 12" \fie (SEE NOTE •19) STAIR 'P - J N \/ i Y - 18. INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS ATTIC ACCESS A M al d BI-FOLD III I TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR I " 4'-O 4 -2f4 ' 7 \ CEILING THROUGH WHICH THEY PENETRATE r- / 0 19, MOUNT HWT ON PLATFORM 18" ABOVE GARAGE SLAB PER IRC 1301.3, X 3-CAR GARAGE Qi STRAP NWT TO WALL PER IRC M1301,2. PROVIDE OVERFLOW PAN 4 7 MI _ PIPING PER IRC CHAPTER 28. INSTALL T 4 p VALvE 4 PIPE TO EXTERIOR Fl 11 41 10 X TERMINATION. INSTALL A VACUUM RELIEF DEVICE PER MFR'S SPECS. TO ,q TRAN OM AB , r NWT PER UPC 504.E n 4 6 AP2 STUDY IS - \ \ 6l 20. WHOLE-HOUSE VENTILATION PER NOTE 021. WHOLE HOUSE PAN LOCATED 166 IN LAUNDRY ROOM (VERIFY W/ BUILDER) PIC 9 LARRABEE TEMP. .¢ 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED W/ 5/8" LOWER LEVEL GWB AND PROVIDED IU/ WEATHER STRIPPING GASKETEi - 4x6 HF82 r- f 1_ , ELECT, s� U o U \ \ \ 22. FIREPLACE TO SE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT AT +M L PANEL 5050 XO LEAST 6 5Q. IN. AND PROVIDE READILY OPERABLE DAMPER. INSTALL E (SEE NOTE •14) GAS FIREPLACE W/ CLEARANCES AND COMBUSTION AIR PER - IL = MANUFACTURERS RECOMMENDATIONS AND PER CODE FRONT *ORCH0 4 MAIN FLOOR PLAN 4xi2 NM4° CONE, SLAB x N COASTAL 2 23. 12 - 16" FIBERGLASS FACED GWB BACKER AT TUB/SHOWER SURROUND (�T' W-O"xi.-0" OVERHEAD41 24, PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD T GARAGE DOOR 6x12 HFt2 , _ bx10 I-J_F'a, _ 6x10, HF•2 CLEARANCE PER IRC 801. USE PLYWOOD DAMS TO CONTROL CEILING I -mac - - - ® = \ \ Ib'-O"x1'-O" OVERHEAD GARAGE DOOR INSULATION REQUIRED INSTALL STONE VENEER ON RAILING PER ELDR. CI JOB No: LARRABEE LOWER LEVEL 25. PROVIDE PARTICLE BOARD UNOERLAYMENT AT VINYL. COORDINATE THESE WALLS (SEE ELEVS,) ` 5'-844" ✓ 11'-61 " ,,24'a" P.T. 6x6 POST WRAPPED DESIGNED; LG THICKNESS W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND , PER BLOR. (2 TYPICAL) LEVEL TRANSITIONS 1 -5.4„,/ 8 -O &I „// 2 -b„ 16 -0,I 2 6„ ( -I„ 2'-.1" ) -10„ 6 -O„ / 6 -0„ / DRAWN. JR 26, USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING 3,220 TOTAL S.F. / 10'-O" 1' 21'-0" 5'-6" A,_ 12'-O" / DATE: 8/24/2017 GARAGE: 696 S.F. / 481-6" I SHEET FRONT PORCH:K: S.F. MAIN A I N FLOOR FLAN BACK DECK: 196 S.F. �a/� A3 LOWER PATIO: 196 S.F. A3 . SCALE: 1/4" a I'-O" 1,914 S,F. WA aas —MI 48'-6" a MS 10'-0" 14'-4" 24'-2" - 4'-894" 4'-1OIg" 4'-844 4" 5'-3 " 12'-11" 5'-II4" — 13'-101t" 24'-91." LANDED GENTRY Mil12 -I 12 -I 2 / HOMES AND COMMUNITIES t. P•T, 6x12 DF-L12 P.T. 6x12 DF-L•2 P.T. bx - POST--- ALUM. RAILING- W/ TEMP. in � (3 TYPIa AL) GLASSBUIPANELS TYPICAL)(VERIF I ��./ TA W/ BUILDER COVERED DECK 4 s I!2)4660 XO 4" CONC. SLAB c0IIII (SEE NOTE •I4, SHT. A3.1) All — hl.11 - 1 4x6 H 6 HI F'2 4xF'2 I 6060 BAY 1 \ \ IN AUG 2 8 2017 1 i.4x8 HFo2 1 6080 FRENCH DOOR I I 4x8 1-IFa2 1 8/'•�_t1 T tf I I - - CITY Y OF , a . . -, 1jjjjeS _ N o I I I at T I I I c.1 Q I 1 1> 0 I I I 51-44" 5'-2�" I , uQ FALSE BEAM ASV (TYP.) I U C' 1Z iO 1 T _ B- i ID \ 12" BIPASS ^I 1 a0 0 ' I& I 1 II x 10 \ CLOSET - - , \ ? 41 1 a • _ 04 ILL - cv SHELF 4 ROD L. _ / 6'-0" 2'-8" (1 m FI I 0 • ■ 12 I O ji, 7 QQ� '-al I FAMILY ROOM z R II p s 1 `� — 1 18" x 24" CRAWL in 'awl I w z i O pi a 1 i n SPACE ACCESS \ m NI I R 3 , U Q 1 a rt.',/ I I I II z ' — 10 I j L 0. y . d 4 - I 4 F 07 Im I X ur It7 U co 1 a - I I v a - I - 3 BEDROOM "3 In I I I I - 2 x IliIa �a� O I � I �a r 12 1A _l Ia I I , U JJ 1 �0 r I W i u , u 1 1 u , n u 0n _0 — I4 IN , 4 -11 4 -6 215 9 -0 1 -ISM 1111 ��SEE NOTE 114 7 I I 1 SHT. A3.I I I L _ _ REFG. 1 I I ® SPACE I— "ra a e C, . e • i • �. . e • > w • . a 0 • a • 0 p ° -It9\ F y N OVER CONCRETE OR MASONRY BLOCK FOUNDATION - -' m o m m / EXTENT OF HEADER (TWO BRACED WALL PANELS) • WITH DOUBLE PORTAL FRAMES , , 1 �1 0 = d cM / EXTENT OF HEADER (ONE BRACED WALL PANEL) n • 1 _ _ BATH 4 WITH SINGLE PORTAL FRAME ir f 6 O 0 0 0 0 4 c o o °0 o ° CRAWL SPACE ACCESS L \ e 0 0 D, !IB" x 24" MIN,). VERIFY T 4'-i" 2'-10" WALL PONY ° MIN. 1000 LB TENSION STRAP LOCATION it z ` 1 HEIGHTt o L n f PER TABLE R602.10.6.4 (ON ,° RAILIN 2'-8" 2-0" J °, al OPPOSITE SIDE OF SHEATHING) !VERIFY ( - — o 0 0 0 0 c 0 0 0 0 ° •,1 e N TYPE) 1----- ", \ \ O 0 0 e e MIN. 3' X11-1/4-NET HEADER 00000 / C_ 0 0 0 o e o 0 • •P r 'iiiip., T 0 0 0 0 0 (STEEL HEADER PROHIBITED) i o 0 0 0 0 vr—SHEATHING FILLER IF NEEDED • v •� m I II o oa o 0 0 3 uo00 ° ao \ , e e e w . . a >. • e . 0w • • . ♦ 0. • e . ww - - • a 1. -tee . ^ a ' 0 \ � ee 0 1 1 ' - • < • v • 0 v - C I— '-........ 0 00 ° ]TR �.� FASTEN SHEATHING 70 HEADER WITH SD COMMON OR 0 00 \ FASTENTOPPTETO FLOOR LINE ABOVE FLOOR ee 0 GALVANIZEDBOXNAILSIN3GRIDPATTERNASSHOWN o 0oHEADER W/TWD ROWS °12' 0eOF 16D SINKER NAILSLINE ABY,e 00MAX. @3' O.C. TYPICALTOTAL00 e WALL 0 0 0 0 0 e ° o > -4e • v • a v - ° • • o \ \ HEIGHT o 0 0 o MINIMUM 1000 LB HEADER-TO-JACK-STUD STRAP / • a 9 PER TABLE R602,10 6.4 BOTH SIDES OF OPENING 0 0 0 o 0 0 0 0 ON OPPOSITE SIDE OF SHEATHING 0 0 0 o WOOD STRUCTURAL PANEL MUST $'-114" $'-Io1*a° , c 00 00 � ,. BE CONTINUOUS FROM TOP OF 00 00 • ° e e o o MIN. DOUBLE 2x4 FRAMING COVERED W/MIN. 3/8' THICK 0 0 0 0 WALL TO BOTTOM OF WALL, OR 0 0 0 o WOOD STRUCTURAL PANEL SHEATHING WI SD COMMON 0 e 0 o Y FROM TOP OF WALL TO -Io e 0 0 0 OR GALVANIZED BOX NAILS © 3' O.C. IN ALL FRAMING 4 SPLICE AREA , 0 0 - e e (STUDS, BLOCKING& SILLS)TYPICAL e e o 0 - �� 00 0 0 0 O0 al 0 o e ° 10' 00 0 0 00 00 0 0 e 00 r " i • a �p MAX o 0 0 o FORA PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE > • T HEIGHT NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN OF WALL 0 0 0 0 c;y . pl 0 0 0 0 HEIGHT. ONE ROW OF 3 IN. O.C. NAILING IS REQUIRED IN EACH PANEL EDGE, 0 0 0 0 ,•c — °Z — 00 00 0c . . 2'TO 18'(FINISHED WIDTH) OF OPENING ee 00 °'• \ \ °• 0 FOR SINGLE OR DOUBLE PORTAL e e 0 o TYPICAL PORTAL FRAME ° LARRABEE MIN. LENGTH OF PANEL PER TABLE R602.10 6 CONSTRUCTION - ° � 4 LOWER LEVEL 00 0 (16" MIN. ONESTORY; 24' MIN. TWO-STORY) MIN. 1,000 LB. HOLD- o o e o s ° ed• DOWN DEVICE ° ° ° ° MIN. DOUBLE 2x4 ° 0 c o MIN- (2)3,500 LB. STRAP-TYPE HOLD-DOWNS EMBEDDED INTO —Dv 0 0 0 0 FULL-LENGTH KING ° 0 c -- EMBEDDED INTO CONCRETE AND NAILED CONCRETE AND o 0 0 0 STUDS PER TABLE 0 �_ • • v v . . . v v ° INTO FRAMING NAILED INTO FRAMING 0 0 00 0 � R502.5 (I) & (2) ;a - \ 4 o < FULL-LENGTH KING STUD NO. OF JACK STUDS PER ° O �/rOO �°, o LOWER FLOOR PLAN (MIN NUMBER OF STUDS TABLE R502.5(1&2) 3/8' MIN. THICKNESS WOOD , i o ` e o 0 o SHOWN) o e e o �-- SHEATHING STRUCTURAL RAL PANEL :4 Q COASTAL 1 & 2 s 1 1 J Q • \ • • . • r o • - ' —• \ ! JOB NO. LARRABEE LOWER LEVEL MIN 1 ANCHOR BOLT PER R602.10.6.2 FOUNDATION PER CODE SIDE ELEVATION / to'-o" 5'-6"zi'-o" / I2'-0" / DESIGNED. LG DRAWN: REQUIRED W/ 2x2x3/16 PLATE WASHER 48 -6„ JR/ / DATE: 8/23/2017 0 PORTAL FRAME WITH HOLD DOWNS ( PFH ) SHEET 1/2„ _- 10 LOWER FLOOR PLAN SCALE: 1/4" o i'-O" 1,306 S.F, A3 . 2 WA I i i 1 1 tS.ihiriaii CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 1501 Latitude CIR Owner: 48 North Anacortes LLC Constructed by: Landed Gentry Development Inc. Building Permit#: BLD-2017-0453 Date issued: November 15, 2017 Use Zone: R-2 Dated: May 24th, 2018 Authorizing Official: --A'' - ,-- 1 :_ '�•�,." .. - - _ City of Anacortcas Invoice/Permit #: BLD-2017-0453 904 6th Street Applied date: 08/28/2017 ::..: `'•••••001111meami, , :'.. P.Q,Box 547 Issue date: 11/1512017 'P' 0 Anacortes, WA 98221-0547 -', Expire date: 05/14/2019 ..,1 (360) 293-1901 Job Address: 1501 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks. esi ence per approve pans. Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360) 755-9021 License #: LANDEGD062D4 General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,696.15 Basement Square Footage 1306 Plan Review Fee 1,552.50 1st Floor Square Footage 1914 Mechanical Permit Fees 121.90 Garage Square Footage 696 Plumbing Permit Fee 181.00 Deck Square Footage 392 State Budding Code Fee 4.50 Porch Square Footage 127 Sewer Inspection Fee 50.00 Building Valuation 403200 Storm Drain GFC-Residential 1,550.93 # Forced Air Furnace <�-1,000 1 Sewer GFC-Residential 9,206.33 # of Backflow Devices 1 Park Impact Fee 615.00 # of Bathtubs 2 Traffic Impact Fee 900.00 # of Clothes Dryers 1 Total Calculated: 17,078.31 # of Clothes Washers 1 Deposits/Receipts: 200.00 # of Dishwashers 1 # of Gas Fireplace 1 Total Due: 16,878.31 # of Gas Piping 1 # of Gas Water Heaters 1 i.-, _-1 -i CO -0 # of Water Piping 2 m •� r # of Hose Bibbs 3 • ,. . —.I # of Kitchen Sinks 1 ri r 1-` t -! '" ,__, .-t -_i 0 # of Lavatories 5 '.•1 �'. _ ' r_ ' !y' ,.a. i-, _'• , , ]::• O. J # of Range Hoods 1 '•�l _} 0 -P.- :•: (Si cC. # of Showers 3 .a • �' •.I m -V 1---1 # of Slop Sinks 1 '. "' ,-, # of Ventilation Fans 5 = ` m 'T' # of Water Closets 3 `" it,, : ' m .._.. , " r- _a • t, �_) u •._.. - --J (fl .r•. Ct•. a. --I 11,1 • x, ,__ :0 CO �, ry I'..' I Ci i;,.,I bra 'try T0 1-" i--'• 1--` ,D --.1 , M. CITY OF ANACORTES "AS-BUILT"V Seer ri coN RAcrOR � �1� �h tswrm PLAT/DIVISION: BLOCK LOT TADDRESS:a\�l(3r -Oat DATE / PERM IT# SCALE _ / J m \N G, Lti STREET. i5 i 1 ,5m, K_ LOCATE STREET(S)ON GRID MAP ii October 27, 2017 k? , . , Anacortes Planning&Community Development Dept. G on' 3 1 2017 Attn: Groc Fyrrce �'t CI) 1 ur r,a�rt`+,.A t V' F+ RE: Plan review corrections for home at 1501 I atitude Circle proposed Please note the following items have been addressed as described: 1. The site plan has been modified to reflect the correct location of the man door. 2. Note#1 on the foundation plan has been changed to reflect required anchor bolt locations. 3. The footing size for areas supporting two floor and a roof have been changed to note "X" on the foundation plan. 4. Footing depths have been called out in the foundation notes on the foundation plan. These are not usually called out specifically on sloped properties so contractors have to refer to the proper detail and choose the footing size per the wall height needed, which has to be done on-site, therefore reducing errors. 5. The foundation wall and footing at the stairs has been changed to a chosen height per detail#3 on sheet A2.1. 6. You are not supposed to be able to tell wall heights and top or bottom restraint on the lower floor framing plan. That is specifically for showing floor joist layout and bearing. At the level of the lower floor,all you are going to see is wall thickness and types(conc.or studs). However, a new detail *9 has replaced the old detail#9, as it is better suited for the situations needed for this plan. You have the engineering supporting it that was submitted previously. 7. Note#6 on Sheet A2.1 now states concrete coverage of the rebar. Is this a code book requirement to be on the plans? Please show me. S. This issue no longer exists since the new detail#9 has replaced the old detail#9. 9. Please look again at the floor framing plans (sheets A4.2 &A4.3), as the floor joist note you are requesting is already shown. 10. On this specific plan I have called out the post to beam and beam to wall connections as requested on sheets A3.1 &A3.2. However, unless you can show me where in the code book that this is a requirement,the needed connectors are chosen by the lumber yard and provided with each lumber package. 11. A Gravity load path from a beam to bearing soil is indicated on every set of plans. You have to physically locate each bearing area and follow it from plan to plan until it reaches the soil, as an experienced plan reader knows how to do. There are no specific directions. For example, the master bedroom closet beam (sheet A3.1) bears each end on a closet wall. Then it transfers down to a floor joist/beam below(sheet A4.2) on one end and a closet door header on the other end. Those point loads then transfer down to floor beams and a foundation wall(sheet A2.1)and finally down to the post and footing(note the spacing or size of footings). It isn't always easy, but that's how you have to do it. 12. A bollard has been placed in front of the HWT on sheet a 3.1. 13. I have corrected P.T. 2x18 deck joists to be P.T. 2x8 deck joists on sheet A4.2&A4.3. 14. The tension straps called out on sheet A3.3 have been changed to specify 2,550#capacity. 15. The note on sheet A3.3 &A3.4 for method WSP is not wrong, according to table R602.10.4, as it only states 3/8" sheathing for WSP and CS-WSP methods, and for that,table R602.3(3) calls out 6d nailing. The note has been changed to reflect that 7/16" sheathing shall be used with 8d nailing. If 3/8 and 7/16 equate each other,why would the nailing be required to be different? Just curious. 16. This is the third time this issue has been brought up, and each time 1 explain the same thing. When doing the calculations for braced walls you HAVE to use the appropriate adjustment factor in tables Exception#3, states that if you use these adjustment factors, you are not required to have GWB on the interior of exterior BWPs. This is why our plans never show interior GWB on exterior BWPs. 17. Please look at bedroom #3 (sheet A3.2) again. The note stating egress windows is already shown. All the above mentioned changes have been "clouded" and labeled with reference "1" for your convenience in finding them. I have included (2)full-sized copies of each changed sheet for your approval. Jack Reinstra Landed Gentry Anacortes Planning& Community Development Dept. .04fr Permit Center 'ao P.O. Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 October 11, 2017 Jack Reinstra 504 E. Fairhaven Ave Burlington, WA 98233 RE: Plan Review notes for the proposed New Single Family Residence at 1501 Latitude Circle Please address the following items so I can complete the plan review. (,l`The location of the man door on the garage on the site plan is different from the other plans,please make yit consistent. Please indicate on the plans that the anchor bolts need to be installed between 7 times the bolt diameter (4 3/8" for 5/8"diameter anchor bolt)and 12"from each end of the mudsill plate. (,3lAccording to 2015 IRC Table R403.1 (1) and in accordance with Foundation Note#3,the footing width and size stated in Foundation Note A is insufficient for the loads that it is supporting. Please correct s in the plans. ase indicate the depth of all applicable footings on the foundation plans and details. Foundation Note H refers to Detail#9 on A2.2 for the east side of the stairs. This foundation does not apply to this area because the foundation wall is not restrained at the top nor the bottom of the footing. Please indicate on the plans the footing that applies to the situation. foundation Note H refers to Detail#9, on A2.2, shows a slab restraining the bottom of the foundation wall,but on the Lower Floor Framing plan,on A-4.3,does not show it that way on some walls; and on other walls it shows no restraint on the bottom,nor the top of the walls. Please make the detail consistent with the plan of how the house is to be constructed. .t7!PJ_ease indicate this on the plans and details,the concrete coverage of the rebar. he way that Foundation Note H refers to Detail #9, on A2.2, is designed is not consistent with 2015 IRC Section 404 and Table R404.1.2 (3) for vertical reinforcement. Please make it consistent with the cpde or provide Engineering for it instead. lease indicate on the framing plans that the joists need to overlap a minimum of 3 inches over the beams and be nailed together with 3- l Od nails per 2015 IRC R502.6.1. ' ease indicate on the plans all post to beam connectors and attachments to interior and exterior walls. /triielease indicate on the plans clearly, how all gravity loads are carried down by all beams to the bearing .— soil. ?t1 & L4 - CF 'Cei Gi*� n.-s lda cl Li], 0 1.r tease indicate on plans that there needs to be a bollard in front of the appliance in the garage. tyr)Dr your information, I noticed that you called out 2x18 PT deck joists,when 2x8 HF#2 are sufficient. y 'er Anacortes Municipal Code Table R301.2 (1) the Wind Design Speed is 115 mph; therefore according to Table R602.10.6.4, CS-PF and PFH need to have header-to-jack-stud interior straps that are 2,150 lbs. for openings greater than 9' wide and less than or equal to 16' wide, and 2,550 lbs. for openings greater than 16' wide. Please correct on the plans accordingly in all applicable details. . Please indicate on the Braced Wall plan because 7/16"nominal thick sheathing equates to 3/8" minimum thick sheathing for Wood Structural Panel; then,per 2015 IRC Table R602.3 (3), the )ninimum nail size is 8d. Please indicate on the Lateral Plan that '/2"GWB needs to be installed on the interior(opposite) side of all BWPs per 2015 IRC R602.10.4.3. Please indicate on the plans the egress window for Bedroom#3. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 MAIM IMO LANDED GENTRY HOMES AND COMMUNITIES LANDED GENTRY 504 East Fairhaven Avenue Burlington, WA 98233 ' ' 2 (360) 755-9021 al OCT 3 1 2017 Transmittal Sheet CITY OFANACORTES To: Groc Fyrrce From: Steve Baughn Re: 48 North,Lot 28, 1501 Latitude Circle Date: October 26, 2017 Planning, Community& Economic Dev. CC: 0 Urgent 0 For Review ❑Please Comment ❑ Please Reply ❑ Please Recycle Attention: Jack Kennedy Re: Responses to your memo to Jack Reinstra dated October 11, 2017, regarding the following review comments: 1. Required fire flow=minimum 1750 gpm. The hydrant in question is located at 1419 Latitude Circle. The hydrant is located 65 feet north of the northeast corner of the subject lot, and was tested by Commercial Fire Protection, Inc., on April 26, 2017, with the following results: 2,804 gpm at 20 psi. (See attached Hydrant Flow Test Report.) 2. Applicant must provide proof of available fire flow from acceptable source. See item 1, above. 3. Fire flow may be reduced by 50 percent with residential sprinkler system per NFPA 13D. The minimum fire flow of 1,750 was exceeded, per the attached report, and therefore no residential sprinkler system is proposed. List of items included with this transmittal: (2) Hydrant Flow Test Report dated April 26, 2017, by Commercial Fire Protection, Inc. Jack Reinstra From: Fyrrce,Groc <gfyrrce@cityofanacortes.org> Sent: Wednesday, October 11, 2017 3:46 PM To: Jack Reinstra Cc: Kennedy,Jack; Nelson, Kait; Cricchio, Kevin; Lange, Steve; Ingalls, Paul Subject: 1501 Latitude Circle Plan Review Landed Gentry Attachments: 1501 Latitude Circle Plan Review Landed Gentry.doc; Plan Revision &Additional Info Cover Sheet.pdf Hi Jack, Please see Jack's plan review note below for corrections that need to be addressed so that he can finish his plan review: BLD-2017-0447 1. Required fire flow= minimum 1750 gpm. 2. Applicant must provide proof of available fire flow from acceptable source. 3. Fire flow may be reduced by 50 percent with residential sprinkler system per NFPA 13D. Jack Kennedy Assistant Chief/Fire Marshal Anacortes Fire Department 360-293-1932 Office 360-661-3437 Cell Please see my attached plan review note for corrections that need to be addressed so that I can finish my plan review. All other plan reviews were accepted and approved as submitted. Please fill out the attached Plan Revision&Additional Cover Sheet along with a transmittal letter(s)stating the correction required, and how it was corrected,for each item,on each review,and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. If you have any questions, feel free to address them to the appropriate party. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 Helping to provide safe communities through education and cooperation 1 ANACORTES PUBLIC WORKS DEPARTMENT oti?Y°•4 Steven Lange, Project Manager P.O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 �j. 4j E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 1000 Memo Date: September 12,2017 From: Steven Lange Subject: Site Plan Review#1 for 1501 Latitude Circle cc: Eric Shjarback, Justin Symonds The submitted site plan for 1501 Latitude Circle was reviewed by the Public Works Engineering Department on September 12, 2017. • 08-28-17: Submittal to Public Works Engineering • 09-12-17: Public Works review and memo back to Building Department The following comments are provided: • No additional frontage improvements are required with this proposal. • Please issue the building permit when ready. a •< • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste A • Transportation•Equipment • Capital Projects • Development Services q�/p• BUILDING PERMIT APPLICATION REVIEW: DATE: �\---6-- r — PERMIT#: I 333 SITE ADDRESS: ,\ 1 v/1.14 1-We, PARCEL#: Vn nI SURVEYED SITE PLAN: „❑yes no J-3 'n033 c1 TT • \ 0 v1 ZONING DISTRICT: ?N.2. \\ • Is the land use permitted in zone ❑yes ❑no CRITICAL AREAS: J • Is any critical areas located either on the subject property or within 300 feet ❑yes Q no SHORELINE JURISDICTION: 3 • ❑yes ❑no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment ❑yes ❑no JIMPERVIOUS SURFACE MAXIMUM: ) 1 1 a I g () 3 MINIMUM SETBACKS: 3 j t ?31 _.:Ok Cl rMINIMUM LANDSCAPING: �� V / MINIMUM#OF TREES: Cc ,k(\c_ \X‘ / MAX LOT COVERAGE: 31-1-0 /V ,e c VO 3 V- /I MAX PERMITTED HEIGHT: I 5) cn L 7' OFF-STREET PARKING: �( _ I (-')� Q- i EASEMENTS: ) r '-\C Print Window • Page 1 of 1 Details for Parcel: P133686 Jurisdiction: ANACORTES Zoning Designation: Please contact the city of ANACORTES for ANACORTES zoning information. Recorded Documents Excise Affidavits Documents scanned and recorded by the Auditor's office Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133686 6042-000-028-0000 SE 22 35 01 Owner Information Site Address(es) Map Links 48 NORTH ANACORTES LLC 1501 LATITUDE CIRCLE Open in iMap 504 E FAIRHAVEN AVENUE Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: BURLINGTON, WA 98233 Zip Code Lookup I Site Address Information PDF I DWF Current Legal Description Abbreviation Definitions 2017 Values for 2018 Taxes* Safe Information 2018 Property Tax Summary Building Market Value $ 00 Deed Type WARRANTY DEED 2018 Taxes will be available after 2/15/2018 Land Market Value +$108,000.00 Sale Date 2017-06-02 Total Market Value $108,000.00 Sale Price $4,350,000.00 Use the Taxes link above for 2017 taxes Assessed Value $108,000.00 Taxable Value $108,000.00 * Effective date of value is January 1 of the assessment year(2017) Legal Description at time of Assessment *Land Use WAC 458-53-030 Neighborhood (21AVIEW)ANACORTES VIEW RESIDENTIAL • Levy Code 0900 Fire District School District SD103 Exemptions Utilities *SEW, WTR-P Acres 0.18 Improvement 1 Attributes Summary Building Style RESIDENTIAL HOMESITE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering *Total Living Area Heat/Air Conditioning Unfinished Basement Fireplace *Total Garage Area Bedrooms Bathrooms For additional information on individual segments see Improvements tab * Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning. Please contact the appropriate planning department in your jurisdiction for land use questions. *Total living area includes above grade living area and finished basement area. * Garage square footage includes all garage areas; basement garages, attached garages, detached garages, etc. Assessment data for improvements is based on exterior inspections. Please contact the Assessor's office if the information does not accurately reflect the interior characteristics. https://www.skagitcounty.net/Search/Property/ 9/15/2017 48Ai Planning, Community, & Economic Development Department { ,1 .. P. Box 547, Anacortes, WA 98221 PH: 360.299.1984 1Qr ,SfV G cpR L 3 Elements of SWPPP QConstructao Stwn nwater Pollution Prevent ©r Nan) 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 rovided on t ommunity, & Economic Development Department,as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: 0 A D/2/M 4n1+4 C ou"E,d Site Address: /5-0 / L. A i i T 'n2 ,iir2 Prepared By: /I-4 Q, / cv,eivrily PeVek40/`46 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 ;-iefrnent3 e laln the__ fbftg ���1 ,m(tw m ices _ 1PF used kustifi re;loving for th r.se thrt will not bie ase�lo l r sejA,2le se att cl a ruamra$im t®f� l�r P e r�8ain�lans©r ` �;)6,1.i =1'22 ,41. e- ELEMEENT io 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. Aiir282011 CITY OF ANACORTES 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. O 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 dispnsai area ❑ Conduct street washing only after sediment is removed in accordance with the above bullet. O Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. ELEMENT 3: Control Flow Rates 0 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 O Design, install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. O Construct sediment control BMPs(sediment ponds,traps,filters,etc.)as one of the first steps in grading.These BMPs shall be functional before other land disturbing activities take place. O Minimize sediment discharges from the site.The design, installation and maintenance of erosion and sediment controls must address factors such as the amount,frequency,intensity and duration of precipitation,the nature of resulting stormwater runoff,and soil characteristics, including the range of soil particle sizes expected to be present on the site. O Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an Page 2 of 8 March, 2017 infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP,but must meet the flow control performance standard in Element#3,bullet#1. ❑ 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. El Provide and maintain natural buffers around surface waters,direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. 0 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 a: 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. El Control stormwater volume and velocity within the site to minimize soil erosion. O 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. O 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. El Stabilize soil stockpiles from erosion, protect with sediment trapping measures,and where possible, be located away from storm drain inlets, waterways,and drainage channels. O Minimize the amount of soil exposed during construction activity. O 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 ground water away from slopes and disturbed areas with interceptor dikes,pipes,and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. O At the top of slopes,collect drainage in pipe slop drains or protected channels to prevent erosion. o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year,24-hour frequency storm for the developed condition.Alternatively,the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6,may be used.The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model(WWHM)to predict flows, bare soil areas should be modeled as "landscaped"area. o Where 15-minute time steps are available in an approved continuous runoff model,they may be used directly without a correction factor. 0 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. O 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). O 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. O Inlets should be inspected weekly at a minimum and daily during storm events. Page 4of8 March,2017 ELEMENT 8:Stabilize Channels and Outlets ❑ Design,construct, and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material,adequate to prevent erosion of outlets, adjacent streambanks,slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first,then add check dams as necessary to function as an anchor and to slow the flow of water. ELE' 'ENT 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. O Provide cover,containment, and protection from vandalism for all chemicals, liquid products, petroleum products,and other materials that have the potential to pose a threat to human health or the environment.On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110%of the volume contained in the largest tank within the containment structure. Double-walled tanks do not require additional secondary containment. Q 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. U 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 8 March,2017 O Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only.Do not wash out concrete trucks onto the ground,or into storm drains,open ditches, streets, or streams. Do not dump excess concrete on site,except in designated concrete washout areas.Concrete spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. O Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑ Woody debris may be chopped and spread on site. ❑ 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. ELE INT 10: Control De-Watering O 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. O 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. D 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 swage for small volumes of localized dewatering. 0 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 11: Maintain BMPs u Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. O Remove all temporary erosion and sediment control 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. ELF°v ENT 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 a {-hi. ❑ 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. O Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan(e.g.,subdivision approval). 0 From Oct 1 through Apr 30,clearing,grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt-laden runoff from leaving the site through a combination of the following: Page 7 of 8 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. ELE' 13 Protect Low Impact Development OMPS ❑ If implementing any bioretention facilities or rain gardens, see Pg. 253 for requirements. /..‘• ,V7 /i d•D Applicant Signature DaAtb • Page g of March, 2017 EXHIBIT "B" Responses to the "13 Elements of SWPPP" (Construction Storrnwater Pollution Prevention Plan) ELEMENT 1: Preserve Vegetation/Mark Clearing Limits The clearing limits will be marked by using either BMP C233: Silt Fence, or BMP C103: High Visibility Plastic or Metal Fence, as shown on the Erosion Control Plan. C233 is to be used along the west and north property lines and the C103 along the east and south property lines. Preservation of the native top soil will be preserved as much as is practical by use of a stock pile as shown on the Erosion Control Plan. Stock pile location may vary. Stock pile shall be protected as indicated on the Erosion Control Plan. ELEMENT 2: Establish Construction Access BMP C105 shall be used as the construction access. Only one access point is proposed. No wheel wash is proposed. Any track out shall be cleaned daily by shoveling and/or sweeping. More frequent cleaning as necessary. ELEMENT 3: Control Flow Rates No flow rate controls are designed for the individual lot. However, erosion control BMPs described in ELEMENT 4, below will reduce velocity of flows. ELEMENT 4: Install Sediment Controls The following BMPs are proposed as temporary sediment controls: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway off of Latitude Circle, to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture. C123: Plastic Covering cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood. The primary source of dust control will be from spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following BMP improvement(s) are proposed for permanent sediment controls: C124: Sodding Sodding is to establish permanent turf for immediate erosion protection. C125: Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 5: Soil Stabilization The following are temporary soil stabilization BMPs: C233: Silt Fence To be place along the perimeter of the site to protect downstream properties from the transport of coarse sediment, as well as to mark the clearing limits for the construction crew and to alert the public as to the potential dangers of the ongoing onsite construction activity. C105: Stabilized Construction Entrance To be place in the location of the future driveway on 15th Street, to provide a stable and clean point of access for construction vehicles. C121: Mulching To provide immediate temporary protection of exposed soil from erosion, as well as conserving moisture. C123: Plastic Covering Primarily used to protect the stock pile from erosion. May be used as a short term cover of small areas of exposed soil. Not intended for large areas. C140: Dust Control As this project will be constructed during the dry season, dust control may be necessary to protect the surrounding neighborhood. The primary source of dust control will be controlled spraying of the disturbed area with water. C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. The following are permanent soil stabilization BMPs: C124: Sodding Establishes permanent turf for immediate erosion protection. C125:Top Soiling Provides a suitable growth medium for final site stabilization with vegetation. T5.13: Post-Construction Soil Quality and Depth Establishes soil quality and depth regains greater stormwater functions in the post development landscape, provides increased treatment of pollutants and sediments that result from development and habitation. ELEMENT 6: Protect Slopes C235: Straw Wattles Straw Wattles reduce the velocity and can spread the flow of rill and sheet runoff, and can capture and retain sediment. ELEMENT 7: Protect Drain Inlets C220: Storm Drain Inlet Protection Onsite inlet protection will use Block & Gravel Curb Inlet Protection. Offsite inlet protection will use Catch Basin Filters manufactured for use at construction sites. ELEMENT 8: Stabilize Channels and Outlets C207: Check Dams Where drainage swale are created to convey stormwater, temporary gravel check dams may be used to reduce velocity and to dissipate flow energy. ELEMENT 9: Control Pollutants All fuel, lubricants, paint, and/or other hazardous material shall be stored in a lockable, covered storage container if kept on site. ELEMENT 10: Control De-Watering While excavating to install the sanitary sewer, stormdrain, and water systems to depths up to 14 feet, no ground water was encountered. Therefore, no dewatering is anticipated. ELEMENT 11: Maintain BMPs A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 12: Manage the Project A trained Certified Erosion and Sedimentation Control Lead (CESCL) will be on the job site. CESCL personnel are trained in and responsible for the proper maintenance of the erosion control BMPs. The CESCL will work with the City of Anacortes Inspector to maintain all BMPs. ELEMENT 13: Protect Low Impact Development BMPs No low impact development BMPs are planned or required for this individual lot. ba r- �� �A PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT ' c• Mailing Address:PO Box 547,Anacortes,WA 98221 Phone:360.299.1984, Fax: 360.293.1938 \74.4 '4 ten1pGae Residential Stormwater Plan Checklist Minimum Requirements 1-5 Stormwater requirements are based on the 2012 Stormwater Management Manual for Western Washington(SWMMWW).A link is provided on the City of Anacortes website, under Planning Department,Stormwater Regulations,as well as under the Engineering Division of Public Works. Residential construction is exempt from additional stnrmwatAx_provisions if:t involves no expayrsiallof 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 Uff 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 pastures Minimum Requirements 2-9 of the 5` iMMAN apply.If Minimum requirements 1-9 apply, please see the Large Scale Stormwater Plan Checklist for additional submittal requirements. *Tyner h9aim�o — - - - Site Address d / ,AM/7 4i'i2 (we e_zt Brief Description of the Project: if it[R, IP !I Pre I eve00,ped Conditions L. Runoff of the Site AUG 2 8 2011 -- - _ - _ CITY OF AIdALURTES Page 1 of 4 March 22,2017 l;eveloped Conditi;•ns&Run.ff 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 Survey:,r,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 f.llows: • 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 Soils Report:Done by a soil scientist certified by Soil Science Society of America, licensed sewage designer,or other suitably trained persons working under the supervision of a professional engineer,geologist,hydrologist,or any other professional supervised by an engineering geologist registered in Washington State.(Soils Report Page 2 of 4 March 22,2017 must include details as listed on Pg.79). In addition,describe soils by name,erodibility, settleability, permeability,depth,texture,and soil structure. Testing should occur between December 1 and April 1. o Soils Map:Based on the report. o Preliminary Development Site Plan Layout: Locate proposed buildings, roads,parking lots,landscaping features,on-site stormwater management BMPS(Determine BMPs starting on Pg.95.Suggested BMPs correlate with responses to the 13 elements of the SWPPP, Pg. 237, and preliminary location of stormwater treatment and retention/detention facilities. Considerations are on Pg. 83.These methods could reduce required facility sizes,but are not required for approval.Show existing and proposed contours,show all cut and fill slopes indicating top and bottom of slope catch lines,and identify developed condition drainage basins. o Survey of existing native'vegetation cover:This is only required if there are native soil and vegetation protection areas proposed for the site.Survey shall be done by a licensed architect,arborist,qualified biologist or project proponent identifying any forest areas on the site and a plan to protect those areas.The preserved area should be placed in a separate tract or protected through recorded easements for individual lots. o Vicinity Map:Clearly locate the property, identify all roads bordering the site,show the route of stormwater off-site to the local natural receiving water,and show significant geographic features and sensitive/critical areas(streams,wetlands,lakes,steep slopes, etc). 0 Construction Stormwater Pollution Prevention Plan(SWPPP)—The SWPPP shall be implemented beginning with initial land disturbance and until final stabilization. From October 1 through April 30, clearing,grading, and other soil disturbing activities shall only be permitted if shown that silt-laden runoff will be prevented from leaving the site through methods listed on pg. 44. Best Management Practices (BMPs)Standards and Specifications are listed on pg. 261. Please see pg.230 for details on using the Site Analysis to produce the following materials: o Narrative: Explain and justify the pollution prevention decisions made.This will contain concise information concerning existing site conditions, construction schedules, wet season construction activity, constraints,and other pertinent items that are not contained on the drawings.This is based on the 13 Construction Elements,which must be considered unless site conditions render the element unnecessary and the exemption is clearly justified. Elements listed on pg. 44&described in detail starting on pg. 236. o Drawings&Notes:Where and when the BMPs should be installed,the performance the BMPs are expected to achieve,and actions that will be taken if the performance goals are not achieved.Show water quality monitoring locations. o Special Reports&Studies: Include any studies(i.e.wetlands delineation). If a facility is required and feasible for Minimum Requirement 5,a PIT Test must be done in the location that the facility location is proposed based on the preliminary development site plan layout. ❑ Other permits:Any other necessary permits as required by other regulatory agencies.Identify if those permits include conditions that affect the drainage plan, or contain more restrictive drainage-related requirements. Prior to Final Stormwater Inspection 0 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 Occupancj ❑ speration . Malntenance 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. ❑ Veclaration „f Cove-ant for Privately Maintained Flow Control rreatment 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. ray signing below,you are ce tifying that you have read and understand the still uwater requirements. Be sure that you have checked cff all applicable bones. Applicant Signature Dat Page dof4 March 22, 2017 EXHIBIT "A" Responses to the "Complete Residential Stormwater Plan Checklist— Minimum Requirements 1-5". Brief Description of the Project: To construct one Single-Family Residence (SFR) on a single legal lot within the City of Anacortes. 7,936 square feet in size, Zoned as R2. Pre Developed Conditions & Runoff on the Site: The property is vacant. The site slopes from the southeast to the northwest at a grade of approximately 12%. The property is bounded as follows: NORTH: Lot 29, 48 North. EAST: Fully improved street of Latitude Circle. SOUTH: Lot 27, 48 North. WEST: Lot 23, 48 North. Developed Conditions & Runoff of The Site: The proposed improvements are as follows: Construct a SFR with an approximate lot coverage of 37.0%, and an impervious lot coverage of 44.6%. No detention was required for the Plat of 48 North, but there is an existing water quality bio-swale for the plat. A roof drains and footing drains will be hard lined to the existing stormwater collection system. The point of connection for Lot 28 is located at the northeasterly corner of Lot 28. After construction, landscaping will be provided to permanently stabilize the site from erosion. Summarize difficult site parameters, the natural drainage system, and drainage to and from adjacent properties, including bypass flows: The site slopes from the southeast to the northwest at an approximate grade of 12% and the disturbed soil has been seeded and/or mulched to reduce erosion. The only tributary drainage the lot could receive is from Lot 27 to the south. However, the stormwater runoff from Lot 27 will be directed to the existing stormwater collection facilities located within said Lot 27 and will not impact Lot 28. Hydrological Site Plan: Survey: A topographic survey has been performed by Herrigstad Engineering, showing the existing improvements around and within the subject property, along with the existing contours at 2-foot intervals. Soils Report: A Geologic Hazard Assessment and Geotechnical Engineering Services report was prepared by GeoEngineers, dated July, 21, 2015, and is already part of the record documents provided to the City of Anacortes. Preliminary Development Site Plan Layout: A "Site Plan" has been prepared by Landed Gentry Development, Inc., showing both the existing and proposed improvements as requested, along with an "Erosion Control Plan". See attached. A "Survey of existing native vegetation cover" was performed by the Urban Forestry Services, Inc., for the project, dated August 12, 2015, and a tree preservation plan was developed and adopted by the City of Anacortes. A "Vicinity Map" has been provided on Sheet 2 of 2 of the "Erosion Control Plan", attached. Construction Stormwater Pollution Prevention Plan (SWPPP): See Exhibit "B", attached. Other Permits: Building Permit for SFR. EXHIBIT "C" PRIMARY BMPs nnrlr AUG 2 8 2017 CITY OF ANAGORTES BMP C124: Sodding Purpose The purpose of sodding is to establish permanent turf for immediate erosion protection and to stabilize drainage ways where concentrated overland flow will occur. Conditions of Use Sodding may be used in the following areas: • Disturbed areas that require short-term or long-term cover. • Disturbed areas that require immediate vegetative cover. • All waterways that require vegetative lining. Waterways may also be seeded rather than sodded, and protected with a net or blanket. Design and Sod shall be free of weeds, of uniform thickness (approximately 1-inch Installation thick), and shall have a dense root mat for mechanical strength. Specifications The following steps are recommended for sod installation: • Shape and smooth the surface to final grade in accordance with the approved grading plan. The swale needs to be overexcavated 4 to 6 inches below design elevation to allow room for placing soil amendment and sod. • Amend 4 inches (minimum)of compost into the top 8 inches of the I soil if the organic content of the soil is less than ten percent or the 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. .. t 4-28 Volume II- Construction Stormwater Pollution Prevention February 2005 • • BMP T5.13 Post-Construction Soil Quality and Depth Purpose and Definition Naturally occurring (undisturbed) soil and vegetation provide important stormwater functions including: water infiltration;nutrient, sediment,and pollutant adsorption; sediment and pollutant biofiltration; water interflow storage and transmission; and pollutant decomposition. These functions are largely lost when development strips away native soil and vegetation and replaces it with minimal topsoil and sod. Not only are these important sturmwater 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 `II' 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 L 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 200f 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 minimum depth of eight inches except where tree roots limit the depth of incorporation of amendments needed to meet the criteria. Subsoils below the topsoil layer should be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers, where feasible. • These criteria can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. If blended topsoil is imported, then fines should be limited to twenty-five percent passing through a 200 sieve. • The resulting soil should be conducive to the type of vegetation to be established. Maintenance • Soil quality and depth should be established toward the end of construction and once established, should be protected from compaction, such as from large machinery use, and from erosion. • Soil should be planted and mulched after installation. • Plant debris or its equivalent should be left on the soil surface to replenish organic matter. • It should be possible to reduce use of irrigation, fertilizers,herbicides and pesticides. These activities should be adjusted where possible, rather than continuing to implement formerly established practices. August 2001 Volume V—Runoff Treatment BMPs 5-13 !AMP Ce_Uds:arms fry irp ose and Degevition 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 • um equiremen s (p.35)) must implement on-site stormwater management BMP's (See 1-2.5.5 Minimum Requirement #5: On-site Stormwater Management(p.55)). Rain gardens are an on-site stormwater management BMP that can provide effective removal of many stormwater pollutants, and provide reductions in stormwater runoff quantity and surface runoff flow rates. is Rain gardens are non-engineered, shallow, landscaped depressions with compost- amended soils and adapted plants. The depression ponds and temporarily stores storm- ., water runoff from adjacent areas. A portion of the influent stormwater passes through the amended soil profile and into the native soil beneath. Stormwater that exceeds the stor- age capacity is designed to overflow to an adjacent drainage system. Ap lications =nd Limit-lions Rain gardens are an on-site stormwater management BMP option for projects that have to comply with Minimum Requirements#1 -#5, but not Minimum Requirements#6-#9. For projects electing to use List#1 of 1-2.5.5 Minimum Requirement#5: On-site Storm- water Management(p.55), rain gardens are to be used to the extent feasible for runoff from roofs and other hard surfaces unless a higher priority BMP is feasible. Infeasibility criteria for rain gardens are the same as for bioretention. Please see Biore- tention infeasibility criteria in BMP T7.30: Bioretention Cells, Swales,and Planter Boxes_ (p.959). Although not required, Ecology recommends installation by a landscaping company with experience in rain garden construction. Rain gardens constructed with imported compost materials should not be used within one-quarter mile of phosphorus-sensitive waterbodies. Preliminary monitoring indicates that new rain gardens can add phosphorus to stormwater. Therefore, they should also not be used with an underdrain when the underdrain water would be routed to a phos- phorus-sensitive receiving water. Design Guidelines Refer to the Rain Garden Handbook for Western Washington (2013)for rain garden spe- cifications and construction guidance. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 915 � .a For amending the native soil within the rain garden, Ecology recommends use of com- post that meets the compost specification for bioretrention (see BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (p.959)). Compost that includes biosolids or manures shall not be used. For design on projects subject to 1-2.5.5 Minimum Requirement#5: On-site Stormwater Management(p.55), and choosing to use List#1 of that requirement, rain gardens shall have a horizontally projected surface area below the overflow which is at least 5% of the total impervious surface area draining to it. If lawn/landscape area will also be draining fo 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. LUJrn rdrains 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. M.in8enanee Please refer to the Rain Garden Handbook for Western Washington (2013)for tips on mulching, watering, weeding, pruning, and soil management. The "Western Washington Low Impact Development(LID)Operation and Maintenance (O&M)Guidance Docu- ment' may be consulted for more detailed guidance. Purpose and l e lnUtrtion Bioretention areas are shallow landscaped depressions, with a designed soil mix and plants adapted to the local climate and soil moisture conditions, that receive stormwater from a contributing area. Bioretention provides effective removal of many stormwater pollutants by passing storm- water through a soil profile that meets specified characteristics. Bioretention can also reduce stormwater runoff quantity and surface runoff flow rates significantly where the exfiltrate from the design soil is allowed to infiltrate into the surrounding native soils. 2014 Stormwater Management Manual for Western Washington Volume V- Chapter 5-Page 916 Figure 111-3.1.1 Flow Diagram Showing Selection of Roof Downspout Controls Large native area Yes Uze FuH Big rafvr ur set aside or high Full Infiltration stems on-site Infiltration? y No Lots suitable for Yes Use Bioretention or Rain Garden infiltration? a depending on project size No Criteria for Downspout Yes Use Dispersion met? Downspout Dispersion Systems No Connect downspouts to street drainage system with perforated stub-outs (see Section 3.1.3) 6,,,, Figure III-3.1.1 Flow Diagram Showing Selection of Roof Downspout Controls DEPARTMENT OF Revised November 2015 ECOLOGY Please see hftp:/rlvww.ecy.wa.gov/copyrighf.html for copyright notice Including permissions, State of Washington limitation of liability,and disclaimer. 1 • 2014 Stommwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 451 i H I- 1 oil Downspout Full Infiltration Systems (BMP T5.10A) Downspout full infiltration systems are trench or drywell designs intended only for use in infiltrating runoff from roof downspout drains. They are not designed to directly infiltrate runoff from pollutant-generating impervious surfaces. AppIffc r4Uon Projects subject to 1-2.5.5 Minimum Re.uirement#5: On-site Stormwater ManaaAmpn e or in ivi ua 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 goof 1<.von pout Full Infiltration If roof runoff is infiltrated according to the requirements of this section, the roof area may be discounted from the project area used for sizing stormwater facilities. Procedure for Evaluating Feasibility 1. Have one of the following prepare a soils report to determine if soils suitable for infiltration are present on the site: A professional soil scientist certified by the Soil Science Society of America (or an equivalent national program) a A locally licensed on-site sewage designer A suitably trained person working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington. The report shall reference a sufficient number of soils logs to establish the type and limits of soils on the project site. The report should at a minimum identify the limits of any outwash type soils (i.e., those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand)versus other soil types and include an inventory of topsoil depth. 2. If the lots or site does not have outwash or loam soils, and full dispersion is not feasible, then consider a rain garden or bioretention BMPs (the next lower priority on-site stormwater management system). 3. Complete additional site-specific testing on lots or sites containing outwash (coarse sand and cobbles to medium sand) and loam type soils. Individual lot or site tests must consist of at least one soils log at the location of the infiltration system, a minimum of 4 feet in depth from the proposed grade and at 2014 Stormwater Management Manual for Western Washington Volume Ill- Chapter 3-Page 452 least 1 foot below the expected bottom elevation of the infiltration trench or dry well. Identify the NRCS series of the soil and the USDA textural class of the soil horizon through the depth of the log, and note any evidence of high ground water level, such as mottling. 4. Downspout infiltration is considered feasible on lots or sites that meet all of the fol- lowing: ® 3 tee1 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 Critteris fur flu idgrr iti o n Trenches Figure 111-3.1.2 Typical Downspout Infiltration Trench (p.455)shows a typical downspout infiltration trench system, and Figure I11-3.1.3 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 II1-3.1.2 Typical Downspout Infiltration Trench (p.455)prior to backfilling. 5. Infiltration trenches may be placed in fill material if the fill is placed and compacted under the direct supervision of a geotechnical engineer or professional civil 2014 Stormwater Management Manual for Western Washington Volume 111- Chapter 3-Page 453 - • engineer with geotechnical expertise, and if the measured infiltration rate is at least 8 inches per hour. Trench length in fill must be 60 linear feet per 1,000 square feet of roof area. Infiltration rates can be tested using the methods described in Section 3.3. 6. Infiltration trenches should not be built on slopes steeper than 25% (4:1).A 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 Figure lllm3,1.4 Typical Downspout Infiltration Drywell (p.457)shows a typical downspout infiltration drywell system. These systems are designed as specified below. General 1. Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impermeable soil layers. 2. When located in course sands and cobbles, drywells must contain a volume of gravel equal to or greater than 60 cubic feet per 1000 square feet of impervious sur- face served. When located in medium sands, drywells must contain at least 90 cubic feet of gravel per 1,000 square feet of impervious surface served. 3. Drywells must be at least 48 inches in diameter(minimum) and deep enough to contain the gravel amounts specified above for the soil type and impervious sur- face served. 4. Filter fabric (geotextile)must be placed on top of the drain rock and on trench or dry- well sides prior to backfilling. 5. Spacing between drywells must be a minimum of 10 feet. 6. Downspout infiltration drywells must not be built on slopes greater than 25% (4:1). Drywells may not be placed on or above a landslide hazard area or on slopes greater than 15%without evaluation by a professional engineer with geotechnical expertise or a licensed geologist, hydrogeologist, or engineering geologist,and with jurisdiction approval. 2014 Stormwater Management Manual for Western Washington Volume Ill e Chapter 3•.Page 454 tl ' • BMP C125: Topsoiling Purpose To provide a suitable growth medium for final site stabilization with vegetation. While not a permanent cover practice in itself,topsoiling is an integral component of providing permanent cover in those areas where there is an unsuitable soil surface for plant growth. Native soils and disturbed soils that have been organically amended not only retain much more stormwater, but they also serve as effective biofilters for urban pollutants and, by supporting more vigorous plant growth, reduce the water,fertilizer and pesticides needed to support installed landscapes Topsoil does not include any subsoils but only the material from the top several inches including organic debris. Conditions of • Native soils should be left undisturbed to the maximum extent Use practicable. Native soils disturbed during clearing and grading should be restored,to the maximum extent practicable,to a condition where moisture-holding capacity is equal to or better than the original site conditions. This criterion can be met by using on-site native topsoil, incorporating amendments into on-site soil, or importing blended topsoil. • Topsoiling is a required procedure when establishing vegetation on shallow soils, and soils of critically low pH(high acid)levels. • Stripping of existing,properly functioning soil system and vegetation for the purpose of topsoiling during construction is not acceptable. if an existing soil system is functioning properly it shall be preserved in its undisturbed and uncompacted condition. • Depending on where the topsoil comes from,or what vegetation was on site before disturbance, invasive plant seeds may be included and could cause problems for establishing native plants, landscaped areas, or grasses. • Topsoil from the site will contain mycorrhizal bacteria that are necessary for healthy root growth and nutrient transfer. These native mycorrhiza are acclimated to the site and will provide optimum conditions for establishing grasses. Commercially available mycorrhiza products should be used when topsoil is brought in from off-site. Design and If topsoiling is to be done,the following items should be considered: Installation • Maximize the depth of the topsoil wherever possible to provide the Specifications maximum possible infiltration capacity and beneficial growth medium. Topsoil depth shall be at least 8 inches with a minimum i 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 Soormwater Pollution Prevention 4-29 Y f5 features limit the depth of incorporation. Subsoils below the 12-inch depth should be scarified at least 2 inches to avoid stratified layers, where feasible. The decision to either layer topsoil over a subgrade or incorporate topsoil into the underlying layer may vary depending on the planting specified. • If blended topsoil is imported,then fines should be limited to 25 percent passing through a 200 sieve. • The final composition and construction of the soil system will result in a natural selection or favoring of certain plant species over time. For example,recent practices have shown that incorporation of topsoil 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 6- inch stripping depth is common,but depth may vary depending on the particular soil. All surface runoff control structures shall be in place prior to stripping. Stockpiling of topsoil shall occur in the following manner: • Side slopes of the stockpile shall not exceed 2:1. • An interceptor dike with gravel outlet and silt fence shall surround all topsoil stockpiles between October 1 and April 30. Between May 1 01: 4-30 Volume II— Construction Stormwater Pollution Prevention February 2005 and September 30, an interceptor dike with gravel outlet and silt fence shall be installed 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 mudd co (lit'.• w en 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. : ' 1 1 February 2005 Volume Il— Construction Stormwater Pollution Prevention 4-31 4 BMP C103: High Visibility Plastic or Metal Fence Purpose Fencing is intended to: (l)restrict clearing to approved limits;(2)prevent disturbance of sensitive areas,their buffers,and other areas required to be left undisturbed;(3)limit construction traffic to designated construction entrances or roads; and, (4)protect areas where marking with survey tape may not provide adequate protection. Conditions of Use To establish clearing limits,plastic or metal fence may be used: • At the boundary of sensitive areas, their buffers, and other areas required to be left uncleared. • As necessary to control vehicle access to and on the site. Design and • High visibility plastic fence shall be composed of a high-density Installation polyethylene material and shall be at least four feet in height. Posts Specifications for the fencing shall be steel or wood and placed every 6 feet on center(maximum)or as needed to ensure rigidity. The fencing shall be fastened to the post every six inches with a polyethylene tie. On long continuous lengths of fencing,a tension wire or rope shall be used as a top stringer to prevent sagging between posts. The fence color shall be high visibility orange. The fence tensile strength shall be 360 lbs./ft. using the ASTM D4595 testing method. • Metal fences shall be designed and installed according to the manufacturer's specifications. • Metal fences shall be at least 3 feet high and must be highly visible. • Fences shall not be wired or stapled to trees. Maintenance • If the fence has been damaged or visibility reduced,it shall be Standards repaired or replaced immediately and visibility restored. 4-6 Volume 11-Construction Stormwater Pollution Prevention February 2005 iiiP CC105: Stabilized Construction Entrance opose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by vehicles or equipment by constructing a j 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 o See Figure 4.2 for details. Note: the 100' minimum length of the IInstallation entrance shall be reduced to the maximum practicable size when the Specjfiearions size or configuration of the site does not allow the full length(100'). A separation geotextile shall be placed under the spails to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation(ASTM D4632) 30% max. Mullen Burst Strength(ASTM D3786-80a) 400 psi min. ADS (ASTM D4751) 20-45(U.S. standard sieve size) Consider early installation of the first lift of asphalt in areas that will paved;this can be used as a stabilized entrance. Also consider the installation of excess concrete as a stabilized entrance. During large concrete pours, excess concrete is often available for this purpose. Hog fuel (wood-based mulch)may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads.Hog fuel is generally less effective at stabilizing construction entrances and should be used only at sites where the amount of traffic is very limited. Hog fuel is not recommended for entrance stabilization in urban areas. The effectiveness of hog fuel is highly variable and it generally requires more maintenance than quarry spails. The inspector may at any time require the use of quany spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause degradation of the subgrade support over time. Fencing(see BMPs C103 and.C104) shall be installed as necessary to restrict traffic to the construction entrance. 4-8 Volume 11--Construction Stormwaler Pollution Prevention February 2005 4 Whenever possible,the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance fl Quarry spalls(or hog fuel) shall be added if the pad is no longer in Seemdards accordance with the specifications. If the entrance is not preventing sediment from being tracked onto pavement,then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping,an increase in the dimensions of the entrance, or the installation of a wheel wash. e Any sediment that is traced 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. e Any quarry spalls that are loosened from the pad,which end up on the roadway shall be removed immediately, e If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing(see BMPs C103 and C104)shall be installed to control traffic. • Upon project completion and site stabilization, all construction accesses intended as permanent access for maintenance shall be permanently stabilized. Driveway shad meal the requirements el the perrnitling egency II is rec°,,Men ad that Ilre entrence bo crowned so Piet runoll Pend drama oil Iha pad • •w• lr�stalldrNewayculverl II theta is a roadside �•,Q'•,':�1 ddchpresent r14.�•� 4"-g^gunny apalls �',•„ Geolemfe �, 6 e` 12°min.IhIclrness Ab Provide lid wldlh of tngress/egreas area Ffljum4,2 Sietaaaza 1 Constructo©n[ rrihanve February 2005 Volume II— Construction Stormwater Pollution Prevention 4-9 is �'�f�;' BMP C121: Mulching 'y Purpose Thepurpose of mulchingsoils is toprovide immediate temporary i' X_„ rP p �Y i �: 4��;, protection from erosion. Mulch also enhances plant establishment by ' '-s°'` '.,:,,0 conserving moisture,holding fertilizer, seed,and topsoil in place,and ; ;' moderating soil temperatures. There is an enormous variety of mulches ': '; >>V that can be used. Only the most common types are discussed in this j: '. .-: ` section. `' III Conditions of Use . Asa 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 1111 months. • During the wet season on slopes steeper than 3H:I V with more than 10 feet of vertical relief. • Mulch may be applied at any time of the year and must be refreshed periodically. 6 Design and For mulch materials, application rates, and specifications, see Table 4.7. Installation Note: Thicknesses may be increased for disturbed areas in or near 1,111 Specifications sensitive areas or other areas highly susceptible to erosion. Mulch used within the ordinary high-water mark of surface waters should be selected to minimize potential flotation of organic matter. Composted organic materials have higher specific gravities (densities)than straw, wood,or chipped material. Maintenance • The thickness of the cover must be maintained. Standards • Any areas that experience erosion shall be remulched and/or protected E - - with a net or blanket. If the erosion problem is drainage related,then the problem shall be fixed and the eroded area remulched. 1 I i' 1 1 pi L Illi 4-20 Volume 11—Construction Stormwater Pollution Prevention February 2005 BilNP C123: Plastic Covering Pua^,pose Plastic covering provides immediate, short-teen erosion protection to slopes and disturbed areas. C®d8digioDBr 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-tern(greater than six months) _ applications. • Clear plastic sheeting can be used over newly-seeded areas to create a greenhouse effect and encourage grass growth if the hydroseed was installed too late in the season to establish 75 percent grass cover, or if the wet season started earlier than noimaI. Clear plastic should not be used for this purpose during the summer months because the resulting I high temperatures can kill the grass. e 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. o While plastic is inexpensive to purchase,the added cost of installation, maintenance, removal, and disposal make this an expensive material, up to $1.50-2.00 per square yard. • Whenever plastic is used to protect slopes,water collection measures must be installed at the base of the slope. These measures include plastic-covered berms,channels, and pipes used to covey clean rainwater away from bare soil and disturbed areas. At no time is clean runoff from a plastic covered slope to be mixed with dirty runoff from a project. ® Other uses for plastic include: 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 Il @ Construction Stormwater Pollution Prevention February 2005 Design gYnd Plastic slope cover must be installed as follows: lU`saliagi4)Td I. Run plastic up and down slope, not across slope; Spec ceilOA r 2. Plastic may be installed perpendicular to a slope if the slope length is less than 10 feet; 3. Minimum of 8-inch overlap at seams; 4. On long or wide slopes, or slopes subject to wind, all seams should be taped; 5. Place plastic into a small (12-km1 wide by 6-ineh deep)slut tieucli 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; I. 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 bent, riprap,or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. Maintenance Torn sheets must be replaced and open seams repaired. Standards • If the plastic begins to deteriorate due to ultraviolet radiation,it must be completely removed and replaced. • When the plastic is no longer needed, it shall be completely removed. • Dispose of old tires appropriately. February 2005 Volume II - Construction Stormwater Pollution Prevention 4-27 BMP C140: Dust Control Purpose Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways, drainage ways,and surface waters. Conditions of Use • In areas(including roadways)subject to surface and air movement of dust where on-site and off-site impacts to roadways, drainage ways, or surface waters are likely. .Design and • Vegetate or mulch areas that will not receive vehicle traffic. In areas installation whcic planting,mulching,or paving is impractical, apply gravel or Specifications landscaping rock. ! • Limit dust generation by clearing only those areas where immediate activity will take place,leaving the remaining area(s)in the original condition, if stable. Maintain the original ground cover as long as 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. Irrigation systems should be installed as a first step on sites where dust control is a concern. • Spray exposed soil areas with a dust palliative, following the manufacturer's instructions and cautions regarding handling and application. Used oil is prohibited from use as a dust suppressant. Local governments may approve other dust palliatives such as calcium chloride or PAM. • PAM(BMP CI 26) added to water at a rate of 0.5 lbs. per 1,000 gallons of water per acre and applied from a water truck is more effective than water alone. This is due to the increased infiltration of water into the soil and reduced evaporation. In addition, small soil particles are bonded together and are not as easily transported by wind. Adding PAM may actually reduce the quantity of water needed for dust control, especially in eastern Washington. Since the wholesale cost of PAM is about$4.00 per pound, this is an extremely cost- effective dust control method. Techniques that can be used for unpaved roads and lots include: • Lower speed limits. High vehicle speed increases the amount of dust stirred up from unpaved roads and lots. • Upgrade the road surface strength by improving particle size,shape, and mineral types that make up the surface and base materials. 4-40 Volume ll—Construction Stormwater Pollution Prevention February 2005 ® Add surface gravel to reduce the source of dust emission. Limit the amount of fine particles (those smaller than .075 mm) to 10 to 20 percent. o Use geotextile fabrics to increase the strength of new roads or roads undergoing reconstruction. o 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. Stalndn riLr February 2005 Volume II—Construction Stormwater Pollution Prevention 4-41 14V—W' Cl&i: C R=ii CC i rrnuionin and Sediment Control Lead Purpo e 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. CoHdigions 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: e 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: ww.ecy.wa.gov/pro •ams/w /stormwater. OR ® Be a Certified Professional in Erosion and Sediment Control (CPESC); for additional information go to: www.cpesc.net Spergicatwns c Certification shall remain valid for three years. The CESCL shall have authority to act on behalf of the contractor or developer and shall be available,on call, 24 hours per day throughout the period of construction. • The Construction SWPPP shall include the name,telephone number, fax number, and address of the designated CESCL. © A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region. Duties and responsibilities of the CESCL shall include,but are not limited to the following: ® Maintaining permit file on site at all times which includes the SWPPP and any associated permits and plans. • Directing BMP installation, inspection,maintenance,modification, and removal. • Updating all project drawings and the Construction SWPPP with changes made. February 2005 Volume 11—Construction Stormwater Pollution Prevention 4-47 © Keeping daily logs, and inspection reports. Inspection reports should include: © Inspection date/time. Weather information;general conditions during inspection and approximate amount of precipitation since the last inspection. O A summary or list of all BMPs implemented, including observations of all erosion/sediment control structures or practices. The following shall be noted. 1)Locations of BMPs inspected, 2) Locations of BMPs that need maintenance, 3)Locations of BMPs that failed to operate as designed or intended, and 4) Locations of where additional or different BMPs are required. ®Visual monitoring results,including a description of discharged stonnwater. The presence of suspended sediment, turbid water,discoloration, and oil sheen shall be noted,as applicable. ©Any water quality monitoring performed during inspection. ®General comments and notes, including a brief description of any BMP repairs,maintenance or installations made as a result of the inspection. o Facilitate,participate in, and take corrective actions resulting from inspections performed by outside agencies or the owner. 4-48 Volume 11 Construction Stormwater Pollution Prevention February 2005 f , 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 darn. February 2005 Volume II— 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. y, 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. • 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. E, {t' 4-76 Volume II- Construction Stormwater Pollution Prevention February 2005 l `rah rkk 51) View LookingUpstream kip` 18"(0.5m) --.- t • - 12"(150mm) tl,iLli I ;II K�� \\ \� gog o o c�a • \\ /4%/i//,/ `, \/i,// %/ �0000a �Er °� d ui,.,/V 24"(0.6m) I MOTE: C�eo�oP�°;pa oo�.c i a. o g . - Key stone into channel banks and .\/\\�\\\\/\\/ extend it beyond the abutments a ,\, //, minimum of 18"(0,5m)to prevent ® A flow around dam. Section A - A ' FLOW 24"(0.6m) <,8 ,'':/ •�' Qo * O a 61° (70()*Opo 0 . o 8'(2.4m) -- Spacing Between Check Dams 'L'= the distance such that points'A'and 13'are of equal elevation. 'L' a ao 1 0 Q to -POINT POINT'B' /,\//\j\/\ \ . ,r \//jam%%\//i\%i`//��//�\'j%\// // / / I. 44��• o \///\///.\./\s/\//\\/," /,�/'/�4\// / / \/\\\//,//,, NOT TO SCALE Figure 4.13-Cheek Dams • February 2005 Volume ll- 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 runoff that enters the catch basin will be conveyed to a sediment pond or trap. 'et protection may be used J anywhere to protect the drainage system. It is likely that the drainage `'. system will still require cleaning. Table 4.9 lists several options for inlet protection. All of the methods for storm drain inlet protection are prone to plugging and require a high frequency of maintenance. Drainage areas should be limited to 1 acre or less. Emergency overflows may be required where stormwater ponding t___--. `-- would cause a hazard. If an emergency overflow is provided,additional end-of-pipe treatment may be required. Table 4.9 Storm Drain inlet Protetion Applicable for Type of Inlet Emergency Paved!Earthen 6 , Protection Overflow Surfaces • Conditions of Use ( Drop Inlet Protection Excavated drop inlet Yes, Earthen Applicable for heavy flows. Easy protection temporary to maintain. Large area flooding will Requirement: 30'X 30'/acre occur Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated inlet protection flows. Will not pond. Gravel and wire drop No Applicable for heavy concentrated inlet protection flows. Will pond. Can withstand traffic. . Catch basin filters Yes Paved or Earthen Frequent maintenance required. Curb Inlet Protection Curb inlet protection Small capacity Paved Used for sturdy,more compact with a wooden weir overflow installation. Block and gravel curb Yes Paved Sturdy, but limited filtration. inlet protection Culvert Inlet Protection Culvert inlet sediment 18 month expected life. trap ... _ _ f i C: 1 4-82 Volume 11— Construction Soormwater Pollution Prevention February 2005 1 L Design and Excavated Drop Inlet Protection -An excavated impoundment around the Insgo 1 i gi,ai storm drain. Sediment settles out of the stormwater prior to entering the Sp cifticagionr storm drain. ® Depth 1-2 ft as measured from the crest of the inlet structure. ® Side Slopes of excavation no steeper than 2:1. o Minimum volume of excavation 35 cubic yards. o Shape basin to fit site with longest dimension oriented toward the longest inflow area. o Install provisions for draining to prevent standing water problems. o Clear the area of all debris. o Grade the approach to the inlet uniformly. o Drill weep holes into the side of the inlet. 0 Protect weep holes with screen wire and washed aggregate. • Seal weep holes when removing structure and stabilizing area. o It may be necessary to build a temporary dike to the down slope side {sw of the structure to prevent bypass flow. Block and Gravel Filter- A barrier formed around the storm drain inlet t; with standard concrete blocks and gravel. See Figure 4.14. • Height 1 to 2 feet above inlet. O Recess the first row 2 inches into the ground for stability. • Support subsequent courses by placing a 2x4 through the block J opening. • Do not use mortar. o Lay some blocks in the bottom row on their side for dewatering the pool. o Place hardware cloth or comparable wire mesh with 1/4-inch openings over all block openings. • Place gravel just below the top of blocks on slopes of 2:1 or flatter. e An alternative design is a gravel donut. o Inlet slope of 3:1. o Outlet slope of 2:1. I o 1-foot wide level stone area between the structure and the inlet. A: o Inlet slope stones 3 inches in diameter or larger. o Outlet slope usegravel '4-to 3/4-inch mi nimum at a muu um thickness of 1-foot. I tj February 2005 Volume II—Construction Stormwater Pollution Prevention 4-83 • Nan View A ;,0•6"bi ( Drain r, �-,.^ n ram.. Grate!` •'aoJ ej.;^,-:G ,�;•O,0G. ``•1rsPAD •t`j o �•• I ./':,•_ o Qr'' 4,' ;•4°6. \\ 4.0.,, ",000' Concrete '• ' 1'� )a' i� ��.0. • ,:Jo Block 140, `.;• 1 r t,..- lonoi spry` 44,—(--ArSci‘Jo 11H1}01 jr. ol&e)( 1, • ' ' ot. Gravel ' � ° ,o o Backfill • 'oCp4 •('�'�.s o2;,(;� 1•/^ ram'+! �')G r' to 1,1 ���`441 A S cilo n A - ;~t Concrete Block Wire Screen or Filter Fabric Gravel Bac}cflil—\,_.... . Overflow Water Ponding Height • o8-q r-� Water �° Sa °ntecr Go0 oo Y- // .yam. - /, /:-N — '/ \-;- \ -/.\ '\: X/ / /':-�\� Dro Inlet �;..�/' \,, /./ ':\v//� \%;\/ Notes: 1. Drop inlet sediment barriers are to be used for small, nearly level drainage areas. (less than 5%) 2. Excavate a basin of sufficient size adjacent to the drop inlet. 3. The top of the structure(ponding height)must be well below the ground elevation downslope to prevent runoff from bypassing the inlet. A temporary dike may be necessary on the dowslope side of the structure. 1 Frame 6.1 - BOock and C Pawl Moo. . - Gravel and Wire Mesh Filter - A gravel barrier placed over the top of the inlet. This structure does not provide an overflow. • Hardware cloth or comparable wire mesh with '/2ai,nch openings. O Coarse aggregate. • Height 1-foot or more, 18 inches wider than inlet on all sides. o Place wire mesh over the drop inlet so that the wire extends a minimum of 1-.foot beyond each side of the inlet structure. • If more than one strip of mesh is necessary, overlap the strips. • Place coarse aggregate over the wire mesh. • The depth of the gravel should be at least 12 inches over the entire inlet opening and extend at least 18 inches on all sides. 4--84 Volume 11 m Construction Stormwater Pollution Prevention February 2005 Catchbasin Filters- Inserts should be designed by the manufacturer for use at construction sites. The limited sediment storage capacity increases the amount of inspection and maintenance required, which may be daily for heavy sediment loads. The maintenance requirements can be reduced by combining a catchbasin filter with another type of inlet protection. This type of inlet protection provides flow bypass without overflow and therefore may be a better method for inlets located along active rights-of- way. • 5 cubic feet of storage. • Dewatering provisions. • High-flow bypass that will not clog under normal use at a construction site. • The catchbasin filter is inserted in the catchbasin just below the grating. Curb Inlet Protection with Wooden Weir—Barrier formed around a curb inlet with a wooden frame and gravel. • Wire mesh with 'A-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 'A-inch openings. • Place two concrete blocks on their sides abutting the curb at either side of the inlet opening. These are spacer blocks. • Place a 2x4 stud through the outer holes of each spacer block to align the front blocks. • Place blocks on their sides across the front of the inlet and abutting the spacer blocks. • Place wire mesh over the outside vertical face. • Pile coarse aggregate against the wire to the top of the barrier. Curb and Gutter Sediment Barrier—Sandbag or rock berm(riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure 4.16.. • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm sized to sediment trap standards for protecting a culvert inlet. February 2005 Volume 11- Construction Stormwater Pollution Prevention 4-85 Maintenance • Catch basin filters should be inspected frequently,especially after Standards storm events. If the insert becomes clogged,it should be cleaned or replaced. • For systems using stone filters: If the stone filter becomes clogged with sediment, the stones must be pulled away from the inlet and cleaned or replaced. Since cleaning of gravel at a construction site may be difficult,an alternative approach would be to use the clogged stone as fill and put fresh stone around the inlet. • Do not wash sediment into storm dra. . I • I'I• -•• • excavated material evenly over the surrounding land area or stockpile and stabilize as appropriate. 1111( 4-86 Volume II— Construction Stormwater Pollution Prevention February 2005 O RP C233: Sill 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. Ca-math-ow of Use Silt fence may be used downslope of all disturbed areas. Silt fence is not intended to treat concentrated flows,nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment pond. The only circumstance in which overland flow can be treated solely by a silt fence,rather than by a sediment pond, is when the area draining to the fence is one acre or less and flow rates are less than 0.5 cfs. Silt fences should not be constructed in streams or used in V-shaped ditches. They are not an adequate method of silt control for anything deeper than sheet or overland flow. Joints in filter fabric shall be spliced al posts.Use staples,wire rings or 2"x2' by 14 Ga.wire or equivalent to attach fabric to posts equivalent,if standard ,,,,,,;�. strength fabric used Filter fabric 4 ;, ',IL-JL-11=11, tir11-1fET11r1K.-III - : = max IVIinimum 4"x4"trench "cf" E U I N Bridal trench with native soil Post spacing may be Increased \ or 3/4"-1.5"washed gravel to 8'if wire backing is used 2"x2"wood posts,steel fence posts,or equivalent - - Rgurfe 4.19 sift Fence Design and Drainage area of 1 acre or less or in combination with sediment basin I6rrsealladon in a larger site. Speclficagioms c Maximum slope steepness (normal (perpendicular)to fence line) l:1. Maximum sheet or overland flow path length to the fence of 100 feet. No flows greater than 0.5 cfs, The geotextile used shall meet the following standards. All geotextile properties listed below are minimum average roll values(i.e.,the test result for any sampled roll in a lot shall meet or exceed the values shown in Table 4,10): • 4-94 Volume 11 m Construction Stormwater Pollution Prevention February 2005 . i t I r -:.,,, t1 °a BMP G235: Straw Wattles 4 Purpose Straw wattles are temporary erosion and sediment control barriers ' 01 - - consisting of straw that is wrapped in biodegradable tubular plastic or j ;;'' similar encasing material. They reduce the velocity and can spread the • 0 flow of rill and sheet runoff,and can capture and retain sediment. Straw wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length. The wattles are placed in shallow trenches and staked along the contour of Is disturbed or newly constructed slopes. See Figure 4.21 for typical construction details. 0 Conditions of Use • Disturbed areas that require immediate erosion protection. • Exposed soils during the period of short construction delays, or over winter months. II • On slopes requiring stabilization until permanent vegetation can be ! established. • Straw wattles are effective for one to two seasons. ii • If conditions are appropriate,wattles can be staked to the ground using willow cuttings for added revegetation. • Rifling can occur beneath wattles if not properly entrenched and water can pass between wattles if not tightly abutted together. It 101( Design Criteria • It is critical that wattles are installed perpendicular to the flow direction and parallel to the slope contour. I . Narrow trenches should be dug across the slope on contour to a depth i 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 i wattle. • Start building trenches and installing wattles from the base of the slope and work up. Excavated material should be spread evenly along the I uphilI slope and compacted using hand tamping or other methods. • Construct trenches at contour intervals of 3 to 30 feet apart depending 1111 on the steepness of the slope, soil type, and rainfall. The steeper the slope the closer together the trenches. • Install the wattles snugly into the trenches and abut tightly end to end. I Do not overlap the ends. • Install stakes at each end of the wattle,and at 4-foot centers along entire length of wattle. I. • If required,install pilot holes for the stakes using a straight bar to drive holes through the wattle and into the soil. I • At a minimum, wooden stakes should be approximately 3/4 x 3/4 x 24 r ( inches. Willow cuttings or 3/8-inch rebar can also be used for stakes. 111 III i 4-100 Volume 11—Construction Stormwater Pollution Prevention February 2005 I Maintenance ® Stakes should be driven through the middle of the wattle,leaving 2 to 3 - Standards inches of the stake protruding above the wattle. ® Wattles may require maintenance to ensure they are in contact with soil and thoroughly entrenched, especially after significant rainfall on steep sandy soils. ® Inspect the slope after significant storms and repair any areas where wattles are not tightly abutted or water has scoured beneath the wattles. k +�;. Straw Rolls Must ` ��. Il Be Placed Along \\ A/ ‘,a�f - ,,, Slope Contours �� %'� Ad'iaeent rolls shall . / tightly abut- . ,,,A .., :,i,--,-, ,•,t, .,--,-4 ,7. ov , , s\.. . ,\v-, 10'-25'(3-8m) �;C 4, NN7'\/ " \,, \5, Spacing Depends `r 1 on Soil Type and Sediment,organic matter, Slope Steepness �\\ and native seeds are /\ d/ captured behind the rolls. :, .a. r.i r N '' 3"-5"(75-125mm) F -. %� � . j.---- Live Stake \ . k` , A \/\ 1" X 1" Stake i not to scale (25 x 25mm) -•,_ 11,, \ is .F: NOTE: / at 1.Straw roll installation requires the placement and secure staking of the roll in a trench,3"-5"(75-125mm) t + deep,dug on contour. runoff must not be allowed to run under or around roll. ';',1*' ' .N` Figure 4.21 m Straw Wattles ``'T-'. February 2005 Volume 1!— Construction Stormwater Pollution Prevention 4-101 cy . T' UG 2 8 2011 18579 W. Lakeview Lane im K. Garrison, P E P.E. Mount Vernon,WA 98274 Consulting Engineer CITY OF ANACORTE Phone: (360)708-1865 .mg Structural Analysis: Retaining Walls At Various Locations In WA For Landed Gentry Homes and Communities Client: Landed Gentry Homes and Communities CCI Job Number: T1 5076 Building Design: Landed Gentry Homes and Date: July 21, 2015 Communities GAR* 28873, l01+►AL I ow lb - 1 INDEX: Design Sketches and Callouts SKI —SK2, CO1 Standard Specifications. B—D Calculations. C 1 —C20 Total No. of pages excluding cover sheet: 26 Notes,Disclaimers: ConstructionCalc,Inc. (CO) takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). 611 . I _----_-__111------- —1/4171— .,... v - , ,, dr-- D.,..10. ,__,-- --3 1 „ 7N2 Vj , ° I ' -1 7/( 9 1: - 3Q17\st . 1 . ./ f--Z1 1)1 k 14 IIsvic_,—DT-1/470 1 I L. [ 1 i, v icfr-2, ----- , . • l' n1- 4r --------1 k , :;%:',': ;•,X ..> e' "------' ; r-10 4-- - N i_ S'09.7Y.-1 V LI-13Q(s3a Cr---k‘v\rZY r: 1Q151_1-7c6 n , z)-1031 wl.s m S `litel._.,3 _40 ---7j-Q 3 A tn.( Q--3114Ifrv) 1.qZ 00911 = -60 0 •0.3 1-4(v-ca vi-d/4 i.,. ( 9 v 1 - -41.6-a - --nos, illw 0, i 11 _ -) 1 ooi-z, .= i "---)I• ,;) i ''.. (s_LI`O —Ik__ ._ I_1__I I 1 fi iv -a:0J -7\i P.,oiL,10 1-r-n7nel q-DN,Iv--4 _.-----;'l i (\,,__L If , , "i99�1 "3r91 '"..1 i k` ,‘Pccr' `- 3z1 %L.sl?s- lii i ____ 1 0 ;-_--IT -7-= 6i 'i 0+. .0; il vt _7(.: ir ' q .2._5 '-Do pr____L:_, ._. ____----_, ------y,,---i--- t a ► / t ~ZJ0071 1-7� 1Q •' v1a1�__ `i.,(1,'� r cTv ��14N1 S � 2 i I I �� sue► �10 ...; i'''t S 9�? =L 3 Q' 1 -AVth 111. Gaffs 3� b,3, i •1-- ;-vi 01- �:31')3 I) 9 r ►, ?51. o', j - h - , .-r??3- '>Vg. 10N Q( , 1 ____________Jr. SaS 1 Of � ::5,Kr---01 i I 1\1! .'''P \ NY", If r d )P j 1, 1. y 1 5�b. Q49z A )I -f— ,_t - i it__ 1, x 0 �I 1,-p12�iQ. ° kj1`fIrilvi Q k4 ' Cantilever Retaining Wall A B C _ D E W _ X Y Z Retained Wall Footing Footing Wall Vertical Horiz. Footing Footing Ht. Position Width Height Thickness Rebar Rebar Transv. Cont. 0'-4' 10" 28" 9" 6" #4 @ 24" _ #4 @ 24" #4 @ 24" 3, #4 4' -6' 12" 36" 9" 6" #4 @ 18" #4 @ 18" _ #4 @ 18" 3,#4 6'-8' 9" _ 45" 12" 8" #5 @ 18" #4 @ 18" #5 @ 18" 4, #5 8' - 10' 12" 60" 12" 8" #6 @ 12" #4 @ 18" #5 @ 12" 6, #5 Braced Retaining Wall A B C D E F G W X Y Z Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing Ht. Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. 0'-4' 10" 28" 9" 6" 72" Not Reqd #4 @ 24" #4 @ 24" #4 @ 24" 3,#4 4'- 6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" 3, #4 6'- 8' 12" 42" 10" 8" 42" _ 46" #4 @ 18" #4 @ 18" #4 @ 18" 4, #4 8'- 10' 21" 60" 12" 8" 26" 29" #5 @ 13" #5 @ 18" #5 @ 13" 6,#5 General Notes: * Columns C,1), E, W, X, Y, Z are minimums.May use greater. *Columns F, G are maximums. May use less. Standard Structural! Specifications°e Copyright, Tim K. Gnrnison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code.The designs herein are prepared in accordance with the 2012 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of this work is Tim K. Garrison,P.E.,doing business as ConstructionCalc, Inc.,hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of: o Braced retaining walls of various heights. O Cantilever retaining walls of various heights. O Assumptions are listed in these Specifications and on SKl and SK2. The retaining walls designed herein may be used on any Landed Gentry project in WA where the assumptions listed herein are adhered to. CCI takes responsibility only for items specifically addressed in our drawings and calculations. CCI has not analyzed any other portion of any building, including but not limited to: foundations,beams, columns,walls,floors,floor framing systems,roof framing system,connections,etc. LOADS Following are the loads used for the subject design/analysis: o Roof live:20 psf. 0 Deck dead: 0 psf O Roof+ceiling dead: 15 psf 0 Exterior wall dead: 10 psf O Roof snow:25 psf 0 Interior wall dead: 0 psf O Roof tributary width: 20 ft. 0 Adjacent surcharge load: 0 lb. o Floor live: 40 psf 0 Assumed allowable soil bearing pressure: O Floor dead: 15 psf 1,500 psf. o Floor tributary width: 2 floors at 7.5 ft. 0 Load Summary:Live= 1000 plf.Dead= each; or 1 floor at 15 ft. 705 plf. Snow=500 plf. O Deck live: 0 psf SINGLE CLIENT: The calculations,drawings,notes, specifications,and/or tables prepared by CCI are valid only for Landed Gentry Homes and Communities in WA. These documents are not valid,are not applicable to,and shall not be used for any other client. INSPECTIONS: CCI recommends that the Contractor, Builder, or Owner retains a qualified structural specialist to inspect the items analyzed/designed herein. Note,this is not a requirement for"special inspection"per the building code. COMPETENT CONSTikUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. C- Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. TEMPORARY SUPPORT AND BRACING: Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI.CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability,active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill:"Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base;or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. When roots,rocks, or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them.Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans. Maximum water/cement ratio shall be 0.45, All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304,latest edition. Admixtures.Industry recognized and approved admixtures affecting set time, flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. 1 � � Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content.Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength, Splicing,Bending.Reinforcing bars(rebar)shall be grade 60(Fy=60 ksi)or better,unless otherwise specified in the Plans. All reinforcing shall be spliced,detailed,bent,and supported in accordance with applicable ACI code. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x .229"steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2"steel plate washers.Use either 1/2"diameter x 8"min embedment wet- set,or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors maybe 0.145"diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16" OC,unless otherwise shown . Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather.Pressure treating chemicals shall be inert,or otherwise non-reactive with metal connectors(including nails,bolts, framing connectors,etc.) or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Floors. All wood floor diaphragms shall be nailed or screwed and glued.Use thickness as required to support the intended loads,never less than 5/8". Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans,connect floor diaphragm with 8d(ring shank or screw shank nails, or similar sized screws)at 6"on edges, 12"in field,non-blocked,per IBC Case 1 pattern. Install in accordance with APA guidelines. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be galvanized or stainless steel.If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. C / S RUCTION ALc RetainCaic ConstlructionCalc, Inc. Ake,E,n}ryow 'r$T;ttr*0u1(41tR.1i[ 'njdulSffy v2.O1 Job Name Wall I.D. 4'max cantilever Other Info 7/20/2015 • Soil Under Footing Soil Type [Class 5:Clay,sandy clay,silty clay,clayey slit,silt and sandy silt Soil bearing capacity,unfactored I 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 4.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 4.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes Unit weight,pcfl 130 pcf Angle of Internal friction,degreesI 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg ResistingConditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall _.. _ Soil lateral (passive)capacity;unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity toads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead.psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top • 400 0 plf 300.0 plf Loads From Contln- Roof Snow(only) 25.0 psf 500.0 plf uous Members? I No I®1 Floor 3 Loads Top ® 0.0 pif 0.0 plf Floor 2 Loads 40,0 psf 15.0 psf 7.50 ft Top V 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top vp 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18,00 ft Top ® 180.0 plf Other'psf load and trib width Top ® 0.0 Of 0.0 plf Other gravity loads,plf Descrip'n,opti: Top I V I 0.0 plf Other gravity loads,pit Descrip'n,opt'l: Top w Subtotals,gravity loads,unfactored: 1,000 pif 705 pif 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? [zero seismic load Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? I No 1® Include wall weight in seismic force? No RetainCalcV2 02.xls . 7/20/2015 GZ Horizontal seismic soil coefficient,kh! 0.00 i 1 Vertical seismic soil coefficient,kvi 0.00 j • Wall Type Wall Type: [Cantilever(not restrained at top) j Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.0 in Wall: Concrete,normal weight V Allow soil press 1,500 psf _ Wall compressive strength,psi, fc= 2500 ® Toe Soil press 1,457 psf F.S.. Load Comb Okay? I Compressive strength to use,psi : 2,500 psi Heel soil press 1,485 psf 1.03 D+L+S Okay Wall thickness,in. 6 • ® Overturning 683 ft-lb Wall thickness to use,in. 6.00 in Resisting 3,440 ft-lb 5.04 D+S Okay r t• g: Footing width,ft. 2.33 ft 26.0 hi Sliding Force 436 lb Footing height,In. 9.00 in Resisting NA NA D+L Okay Location of wall on footing 'Input your own wall location V Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.l 12.0 in 1 10 0 in Max mom apld 659 ft-lb Footing compressive strength,fc 2,soo psi _� Moment allow 2,610 ft-lb 0.25 .9D+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 494 lb Shear allow 4,018 lb 0.02 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 ® Vert steel,min 0.13 sq-In 0.09 sq-in 0.65 Okay Vertical rebar size #4 ® Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) i ®I Min Req'd Length Layer 1,vertical rebar location(depth) 'Edge,earth side V Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 In Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ® Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 964 ft-lb r s`-'' " 4 t 2 - ' O jL Horizontal rebar size L4 Iv I Moment allow 3,357 ft-lb 0.29 '.D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,889 lb Footing Reinforcement Shear allowed 5,175 lb 0.36 '.D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size #4 ® Heel Number of rebar layers(mats) t U Tension on Bottom Layer 1,transverse rebar locationLsottom,minimum cover,3" ® Moment appl'd 182 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,362 ft-lb 0.05 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,In 18.00 in Shear appl'd 360 lb Layer 2,transverse rebar location N/A,no 2nd layer I ' I Shear allowed 5,175 lb 0.07 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size rr 4 ® Equiv. No of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 In 3 Ea. Spacing 10.0 in O.C. 13.3 in O.C. 0.75 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 494 lb 1.2D+1.6H+1.6L+.5S Max V . 494 lb 1.2D+1.6H+1 6L+.5S Loc'n from top 4.00 ft Wall Moments F.S.. Load Comb Max pos. 659 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 659 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/20/2015 G5 S"RUCTION ALim C RetainCaic ConstructionCalc, Inc. ' ;pi'gow*rrg+_rya Ouifl'A t g I`n;A;u5,t v2.01 Job Name 44.502,3 t"/®-fro Wall I.D. 6'max cantilever Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy slit Soil bearing capacity,unfactored I 1,500 psf Soil coefficient of friction NA i f Soil lateral sliding resistance,Cl.5 only, j 130 psf Retained Suil Behind Wall Retained height,ft 6.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 6.50 ft Soil Type Granivair/day mix,dense Moisture Content Moist ♦ Can top of wall move slightly? Yes Unit weight,pcf 130 pcf Angle of Internal friction,degrees 30 deg Depth to groundwater,If any,ft - Backfiil angle,degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what Is Its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top V 400.0 pif 300.0 pif Loads From Contin- Roof Snow(only) 25.0 psf 500.0 pIf uous Members? l I " 1 No V Floor 3 Loads [Top 0 0 pif 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 pif 112.5 Of Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top ♦ 300.0 pIf 112.5 pif Wall Dead Load 10.0 psf 18.00 ft Top ♦ 180.0 pif Other'psf load and Crib width Top ♦ 0.0 pif 0.0 p1f Other gravity loads,pif Descrip'n,opt'I: Top ♦ 0.0 p1f Other gravity loads,pll Descnp'n,opt'l. Top gir • Subtotals,gravity loads,unfactored• 1,000 pif 705 pif 500 pif Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? (!Zero seismic load — — Reduce seismic loads? I- Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? L__ I®I RetainCalcV2_02.xls 7/20/2015 Horizontal seismic soil coefficient,kh1 0.00 Vertical seismic soil coefficient,kv 0.00 Wall Type Wall Type: Cantilever(not restrained at top) Wall and Footing Construction -Cantilever and Braced Stability Eccentricity,^e" 0.2 in ~Wall: Concrete,normal weight -EP Allow soil press 1,500 psf Wall compressive strength,psi, fc= 12soo ® Toe Soil press 1,445 psf F.S.. Load Comb Okay? Compressive strength to use,psi 2,500 psi ; Heel soil press 1,344 psf 1.04 D+L+S Okay l" Wall thickness,in. ® Overturning 1,960 ft-lb Wall thickness to use,in. 6.00 in Resisting 6,409 ft-lb 3.27 D+S Okay Footing: Footing width,ft. 3.00 ft 36.0 nr Slidinry Fuic,e 880 lb Footing height,in. 9.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wail location 1®I Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.1 18.0 in I 12.0 in Max mom apld 2,223 ft-lb Footing compressive strength,fc 2,soo psi ® Moment allow 2,296 ft-lb 0.97 .9D+1E+1.6H Okay Key height,in. 0.00 in Key width,In 0.00 in Shear appl'd 1,113 lb Shear allow 4,076 lb 0.18 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size 1#4 ®I Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) i mr Min Req'd Length Layer 1,vertical rebar location(depth) Edge,earth side V Measured from Stub vertical embed in wall 24.0 In Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 2,234 ft-lb Horizontal rebar size 1#4 ♦ Moment allow 3,356 ft-lb 0.67 1D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,In. 18.00 in Shear appl'd 2,835 lb Footing Reinforcement Shear allowed 5,175 lb 0.55 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req`d? Yes 6-in,min. Transverse rebar size #4 V Heel Number of rebar layers(mats) 1 Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 630 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,358 ft-lb 0.19 .9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,223 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 5,175 lb 0.24 .9D+1E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #4 Equiv.No of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 In , 3 Ea. Spacing 10.0 in O.C. 13.3 In O.C. 0.75 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 1,113 lb 1.2D+1.6H+1.6L+.5S Max V 1,113 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Wall Moments F.S.. Load Comb Max pos. 2,223 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 2,223 ft-lb 1.2D+1.6H+1 6L+.5S RetainCalcV2_02,xls 7/20/2015 s RUCTION ALc RetainCaic ConstructionCalc, Inc. We�l=iiypoWif'U BuIll,itllln l v2.01 Job Name '6606 Wall I.D. 8' max cantilever, case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,silt and sandy silt Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type Granivalr/clay mix,dense Moisture Content Moist V Can top of wall move slightly? Yes Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg I Depth to groundwater,if any,ft - Backfill angle,degrees to horiz, 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf j 145 pcf 1 I Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at To Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),in. Live.psf Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top I®I 400.0 Of 300.0 plf Loads From Contin Roof Snow(only) 25.0 psf 500.0 plf uous Members? 1 No V Floor 3 Loads Top I V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top v 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top - 300.0 plf 112.5 plf Wall Dead Load 10.0 psf. 18.00 ft Top V 180.0 plf Other'psf load and trib width Top w 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'i: Top V 0.0 plf Other gravity loads,pH Descrip'n,opt'l: Top I V I Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. V Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? zero seismic load n Reduce seismic loads? • V Use 1/3 increase to allowable soil bearing? No sr Include wall weight in seismic force? No RetainCalcV2_02.xls 7/20/2015 it Horizontal seismic soil coefficient,kh 0.00 ? �c t Vertical seismic soil coefficient, kv 0.00 Wall Type 1 Wall Type: Cantilever(not restrained at top) Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.4 in Wall: Concrete,normal weight ® Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 L'I Toe Soil press 1,430 psf F.S.. Load Comb Okay? Compressive strength to use,psi 2,500 psi I Heel soil press 1,279 psf 1.05 D+L+S Okay Wall thickness,in. [8 w Overturning 4,647 ft-lb Wall thickness to use,in. 8.00 in Resisting 10,123 ft-lb 2.18 D+S Okay Foot' q: rooting width,ft. 3.50 ft 42.0 in Aiding force 1,565 lb Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location V Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,ins 28.0 in 6.0 In Max mom apld 5,269 ft-lb Footing compressive strength,fc 12,500 psi s Moment allow 5,333 ft-lb 0.99 .9D+1 E+1.6H Okay Key height,in. 0.00 In Key width,in 0.00 in Shear appl'd 1,978 lb Shear allow 6,198 lb 0.24 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade f Grade 60 ® Vert steel,min 0.21 sq-in 0.14 sq-in 0.70 Okay Vertical rebar size #5 ® Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G.V' Number of rebar layers(mats) i ® Min Req'd Length -- Layer 1,vertical rebar location(depth) Edge,earth side V Measured from Stub vertical embed in wall 30.0 in Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 7.5 In Layer 1,vertical rebar center-to-center spacing,In. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ['® I Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in Moment appl'd 5,572 ft-lb Horizontal rebar size I I s` ® Moment allow 6,749 ft-lb 0.83 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 4,271 lb Footing Reinforcement Shear allowed 6,750 lb 0.63 !D+1.6H+1.6L+ Okay Footing rebar grade Grade 60 7;1Hook req'd? No Transverse rebar size #s w Heel Number of rebar layers(mats) [ ® Tension on Bottom Layer 1,transverse rebar location Centered In rooting V Moment appl'd 125 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 6,772 ft-lb 0.02 !D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 421 lb Layer 2.transverse rebar location I N/A,no 2nd layer ® Shear allowed 6,750 lb 0.06 'D+1.6H+1.6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Lonoitud'l Stee Provided Required Unity Okay? Longitudinal rebar size I a 5 I® Equiv.No of Bars• Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 4 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 1,978 lb 1.2D+1.6H+1.6L+.5S Max V 1,978 lb 1.2D+1.6H+1.6L+5S Loc'n from top 8.00 ft Wall Moments F.S.. Load Comb Max pos. 5,269 ft-lb 1.20+1.6H+1.6L+.5S Loc'n from top 8.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 5,269 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/20/2015 G7 C 'onstructionCalc Inc. �����®t� �Lc ftetainCalc Wr er.:powec:;Ttba 3j1,la:finy -Iini csarray v2.01 Job Name t (�o1 b Wall I.D. 8'max cantilever, case 2, no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,slit and sandy slit Soil bearing capacity,unfactored I 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 1 130 psf 'Retained Soil Behind Wall_ _ Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 8.50 ft Soil Type •Granlualr/clay mix,dense Moisture Content Moist gir Can top of wall move slightly? Yes IV Unit weight,pcf I 130 pcf Angle of internal friction,degrees I 30 deg Depth to groundwater,if any,ft - Backfrll angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf I 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at To Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),In. Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 0.00 ft [Top I IPI 0.0 plf 0.0 plf Loads From Contin Roof Snow(only) 25.0 psf 0.0 plf uous Members? No - Floor 3 Loads Top ® 0.0 Of 0.0 plf Floor 2 Loads 40 0 psf 15.0 psf 0.00 ft Fr WI, ' I 0.0 plf 0.0 plf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top I sr 0,0 plf 0.0 plf Wall Dead Load 10.0 psf 0.00 ft Top ® 0.0 plf Other'psi load and trib width [Top V I 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'I: Top ♦ 0.0 plf Other gravity loads,pll Descrip'n,opt'l: Top • Subtotals,gravity loads,unfactored. 0 plf 0 plf 0 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: O ft-lb O ft-lb O ft-lb Surcharge Load I-loriz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load I Reduce seismic loads? I- I®] Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? No V RetainCalcV2_02.xls 7/20/2015 G� Horizontal seismic soil coefficient,kh` 0.00 Vertical seismic soil coefficient,kvj 0.00 ! t Wall Type Wall Type: Cantilever(not restrained at top) Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 7.7 in Wall: Concrete,normal weight ® Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 Fri Toe Soil press 1,535 psf F.S.. Load Comb Okay? Compressive strength to use,psi 2,500 psi Heel soil press (24 psf) 0.98 / D+L+S N.G. 1,/D ie- Wall thickness,in. le ® Overturning 4,647 ft-lb Wall thickness to use,in 8.00 in Resisting 8,133 ft-lb 1.75 D+L Okay . , Footing height,in, 12.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in. 28.0 in 9.0 in Max mom apld 5,269 ft-lb 17 Footing compressive strength,fc 2,500 psi w Moment allow 5,206 ft-lb 1.01 .9D+1E+1.6H N.G. ✓ pp Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 1,978 lb Shear allow 5,913 lb 0.29 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.21 sq-in 0.14 sq-in 0.70 Okay Vertical rebar size a 5 ® Horiz stl,spcg 18.0 in O.C. 10.3 In O.C. 1.74 N.G. vO p Number of rebar layers(mats) 1 ® Min Req'd Length Layer 1,vertical rebar location(depth) Edge,earth side I® Measured from Stub vertical embed in wall 30.0 in Layer 1,cover to use,In. 2.00 in Earth face Stub 90-degree bend In footing 7.5 In Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ® Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 4,850 ft-lb , Horizontal rebar size a 5 ® Moment allow 6,749 ft-lb 0.72 !D+1.6H+1.6L+ Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appi'd 3,324 lb Footing Reinforcement Shear allowed 6,750 lb 0.49 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 ® Hook req'd? No Transverse rebar size a s ♦ Heel Number of rebar layers(mats) i ® Tension on Bottom Layer 1',transverse rebar location Centered In footing V Moment appi'd 455 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 6,755 ft-lb 0.07 'D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 in Shear appl'd 1,211 lb Layer 2,transverse rebar location N/A,no 2nd layer Shear allowed 6,750 lb 0.18 !D+1.6H+1.6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size L5 ® Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 4 Ea. Spacing 10.0 in 0.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb ' Top wall V 0 lb NA Base wall V 1,978 lb 1.2D+1.6H+1.6L+.5S Max V 1,978 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Wall Moments F S. Load Comb Max pos. 5,269 ft-lb 1.2D+1.6H+1.6L+.58 Loc'n from top 8.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 5,269 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2 02.xis 7/20/2015 7M Rw9 N o� etailnCalc Construe ionCalc Inc. S RUCTION ALC 9 We'E.n�;vow4' '-ir;hesuu',ir;Ainq,tindi Sli'GS v2.01 Job Name /b Wall I.D. 10'max cantilever,case 1 full gray. Other Info 7/20/2015 Soil Under Footing Soli Type Class 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy silt Fr I Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. 130 psf Retained Soil Behind Wall - Retained height,ft 10.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Grantuair/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes Unit weight,pcf 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg ResIstin Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall V Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf 145 pcf Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall I 1 If ledger,what is its width(eccentricity,horiz dim),in. Live.psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top V 400.0 plf 300.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 500.0 pif uous Members? No V Floor 3 Loads Top ® 0.0 pif 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 pif 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 pif 112.5 pif Wall Dead Load 10.0 psf 18.00 ft Top ® 180.0 pif Other'psf load and trib width Top ® 0.0 plf 0.0 pif Other gravity loads,pif Descnp'n,opt'l: Top ® 0.0 pif Other gravity loads,ph Descrip'n,opt'I: Top Subtotals,gravity loads,unfactored: 1,000 pif 705 pif 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. I B Subtotals,moments,unfactored: O ft-lb O ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? - qv Use 1/3 increase to allowable soil bearing? {No Include wall weight in seismic force? t_o RetainCalcV2_02.xls 7/20/2015 CIO Horizontal seismic soil coefficient,kh 0.00 i I Vertical seismic soil coefficient,kv 0.00 i t Wall Type _ Wall Type: !Cantilever(not restrained at top) ®I Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.2 In Wall: Concrete,normal weight i Allow soil Ares; 1,500 psf Wall compressive strength,psi, fc= I2500 U Toe Soil press 1,280 psf F.S.. Load Comb Okay? Compressive strength to use,psi i 2,500 psi i Heel soil press 1,227 psf 1.17 D+L+S Okay Wall thickness,in. Twil Overturning 8,484 ft-lb Wall thickness to use,in. 8.00 In Resisting 20,374 ft-lb 2.40 D+S Okay Footi q: Footing wlrtth.ft. 5.00 ft 60.0 In Sliding Force 2,337 lb Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in 40.0 in i 12.0 in Max mom apld 10,291 ft-lb Footing compressive strength,fc 2,soo psi j 1 Moment allow 10,338 ft-lb 1.00 ,9D+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd ' 3,090 lb Shear allow 12,577 lb 0.20 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade krade 60 ® Vert steel,min 0.44 st}-in 0.14 sq-in 0.33 Okay Vertical rebar size I#6 V Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G. Number of rebar layers(mats) i w Min Req'd Length 40- Layer 1,vertical rebar location(depth) Edge,earth side V Measured from Stub vertical embed in wall 36.0 in Layer 1,cover to use,in. 2.00 in Earth face Stub 90-degree bend in footing 9.0 In Layer 1,vertical rebar center-to-center spacing,in. 12.00 In Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ® Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 9,902 ft-lb Horizontal rebar size #s ® Moment allow 9,954 ft-lb 0.99 'D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 5,327 lb Footing Reinforcement Shear allowed 6,750 lb 0.79 ID+1.6H+1.6L+. Okay Footing rebar grade Grade 60 i Hook req'd? No Transverse rebar size #s ® Heel Number of rebar layers(mats) j I - Tension on Bottom Layer 1,transverse rebar location Centered In footing V Moment appl'd 1,284 ft-lb Layer 1,cover to use,in. 4.19 In Moment allow 9,957 ft-lb 0.13 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 12.00 in Shear appl'd 2,554 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear.allowed 6,750 lb 0.38 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,In. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size rx s )w'Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0,81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1.2D+1.6H+1.6L+.5S r Max V 3,090 lb 1,2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Wall Moments F.S.. Load Comb Max pos 10,291 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 10,291 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xls 7/20/2015 Gl C is RUCTION ALc RetainCaic Construct ionCalc, inc. rc; pnwr:r_T(he tliu,i inq 411at, v2.01 Job Name tlt70-16 Wall I.O. 10'max cantilever, case 2, no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,slit and sandy slit I L Soil bearing capacity,unfactored ! 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI,5 only. I 130 psf I Retained Soil Behind Wall Retained height,ft 10.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type Granivalr/clay mix,dense V Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf Angle of internal friction,degrees I 30 deg I Depth to groundwater,if any,ft, Backflll angle,degrees to horiz. 5 deg Resisting onditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf ! 145 pcf i Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of fig,thickness,inches '4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),In. Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 0.00 ft Top V 0.0 pif 0.0 plf Loads From Contin- Roof Snow(only) 25.0 psf 0.0 If uous Members? p No V Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 0.00 ft [Top ® 0.0 plf 0.0 plf Floor 1 Loads 40.0 psf 15.0 psf 0.00 ft Top ® 0 0 plf 0.0 plf Wall Dead Load 10.0 psf 0.00 ft Top V 0.0 plf Other'psf load and trib width Top • 0.0 plf 0.0 plf Other gravity loads, plf Descrip'n,opt't: Fop V 0.0 plf Other gravity loads,ph Descrip'n,opt'I: Top Subtotals,gravity loads,unfactored: 0 pit 0 plf 0 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored' O ft-lb O ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? IZero seismic load Reduce seismic loads? Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? No RetainCalcV2_02.xls 7/20/2015 Horizontal seismic soil coefficient,kh I 0.00 ; G►z Vertical seismic soil coefficient,kvi 0.00 1 Wall Type Wall Type: Cantilever(not restrained at top) V Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 7.9 in Wall: [concrete,normal weight !v I Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 ® Toe Soil press 1,456 psf F.S., Load Comb Okay? Compressive strength to use,psi I 2,500 psi Heel soil press 168 psf 1.03 D+L+S Okay Wall thickness,in. 18 o Overturning 8,484 ft-lb Wall thickness to use,in. 8.00 in Resisting 15,956 ft-lb 1.88 D+L Okay F t' q: Footing width,ft 5 00 ft 60 0 ifs Sliding Force 2,3371b Footing height,in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Fnput your own wall location V Heel prol'n Wall Design Unity Load Comb Okay? Wall location to use,in 1 40.0 in j 12.0 in Max mom apld 10,291 ft-lb 1 Footing compressive strength,fc 2,500 psi I v I Moment allow 10,246 ft-lb 1.00 .9D+)E+1.6H N.G. Key height,in, 0.00 in Key width,in 0.00 In Shear appl'd 3,090 Ib Or- V Shear allow 12,291 lb 0.23 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.44 sq-in 0.14 sq-in 0.33 Okay Vertical rebar size x 6 V Horiz stl,spcg 18.0 In O.C. 10.3 in O.C. 1.74 t/ N.G. Number of rebar layers(mats) w Min Req'd Length 014 Layer 1,vertical rebar location(depth) Edge,earth side I V Measured from Stub vertical embed in wall 36.0 in Layer 1,cover to use,in. 2.00 In Earth face Stub 90-degree bend in footing 9.0 in Layer 1,vertical rebar center-to-center spacing,in. 12.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer V Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In. Moment appl'd 9,233 ft-lb Horizontal rebar size •5 - Moment allow 9,954 ft-lb 0.93 !D+1.6H+1,6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 4,369 lb Footing Reinforcement Shear allowed 6,750 lb 0.65 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? No Transverse rebar size #5 V Heel Number of rebar layers(mats) i - Tension on Bottom Layer 1,transverse rebar location centered in footing V Moment appl'd 1,296 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 9,957 ft-lb 0.13 !D+1.6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,in. 12.00 in Shear appl'd 2,593 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,750 lb 0.38 !D+1.6H+1.6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size (#5 1 V'Equiv.No of Bars: Area of steel 0.37 sq-In 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay • Wall Shear Forces F.S.. Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1 2D+1.6H+1.6L+.5S Max V 3,090 lb 1.2D+1,6H+1.6L+.5S Loc'n from top 10.00 ft Wall Moments F S. Load Comb Max pos. 10,291 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from lop 10.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 10,291 ft-lb 1.20+1.6H+1.6L+,5S RetainCalcV2 02.xis 7/20/2015 C'2 ConstructionCalc Inc. IS Rl9CT'I®NI �aLCT" RetahiCafc weiE in powc r:3T_ft e_LO u_!r_c ng KeQu:OrN V2.01 Job Name q�r (50i 4 Wall I.D. Cr 4'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey sill,silt and sandy slit Soil bearing capacity,unfactored 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. j 130 psf Retained Soil Behind Wall Retained height,ft 4.00 ft Tot.wall ht Vertical distance from retained soil to top of wall,ft 0.50 ft 4.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Moist Can top of wall move slightly? yes I ' I Unit weight,pcf E 130 pcf Angle of internal friction,degrees 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Reslsting_Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing,against wall Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf = 145 pcf I � Depth of resisting soli,Dbf,inches. 0.0 in If asphalt or concrete bn top of ftg,thickness, inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall V If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft Top V 400.0 plf 300.0 plf Loads From Contin Roof Snow(only) uous Members? 25.0 psf 500.0 plf No V Floor 3 Loads Top ® 0.0 plf 0.0 plf Floor 2 Loads 40,0 psf 15.0 psf 7.50 ft ITop ® 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top w 300.0 plf 112 5 plf Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 plf Other'psf load and trib width Top V 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'l: Top V 0.0 plf Other gravity loads,pll Descrip'n,opt'l: Top V Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 Of Additional Moments,ft-lb Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: 0 ft-lb O ft-lb O ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? Zero seismic load Lid Reduce seismic loads? - Use 1/3 increase to allowable soil bearing'? No J V] Include wall weight in seismic force? No s RetainCalcV2_02 xis 7/21/2015 Horizontal seismic soil coefficient,kh 0.00 ci4- 1 Vertical seismic soil coefficient,kv 0.00 I Wall Type Wall Type: Braced,fixed(moment resisting)at base Wall and Footing Construction -Cantilever and Braced Stability Eccentricity,"e" 0.0 in Wall: Concrete,normal weight ® Allow soil prest 1,500 psf Wall compressive strength, psi, fc= 12500 ® Toe Soil press 1;491 psf F.S.. Load Comb Okay? Compressive strength to use,psi 2,500 psi I Heel soil press 1,496 psf 1.00 D+L+S Okay Wall thickness,in. 6 ®il Overturning NA Wall thickness to use,in. 6,00 in Resisting NA NA NA Okay Footing: Footing width,ft. 2.30 ft 27.6 in Sliding Force 383 lb Footing height,in. 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing I Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.I 11.4 in j 10.3 in Max mom apld -175 ft-lb Footing compressive strength,fc 12,500 psi s Moment allow -3,817 ft-lb 0.05 .9D+1 E+1.6H Okay Key height,in. 0,00 in Key width,In 0.00 in Shear appl'd 437 lb Shear allow 3,118 lb 0.01 .9D+1E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 V Vert steel,min 0.10 sq-in 0.09 sq-in 0.86 Okay Vertical rebar size a 4 ® Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) t v Min Req'd Length Layer 1,vertical rebar location(depth) Centered In wall V Measured from Stub vertical embed in wall 24.0 in Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend in footing 6.0 In Layer 1,vertical rebar center-to-center spacing,in. 24.00 In Max allowed per Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer I V per ACI=18" Toe Unity Load Comb Okay? Layer 2,cover to use,In. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 1,021 ft-lb Horizontal rebar size #4 v Moment allow 2,535 ft-lb 0.40 'D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 In Shear appl'd 2,449 lb Footing Reinforcement Shear allowed 5,175 lb 0.47 '.D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-in,min. Transverse rebar size #4 - Heel Number of rebar layers(mats) i v Tension on Top Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 415 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 1,410 ft-lb 0.29 '.D+1 6H+1.6L+. Okay Layer 1,transverse rebar center-to-center spacing,In. 24.00 in Shear appl'd 964 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 2,925 lb 0.33 '.D+1.6H+1 6L+. Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Lonoitud'i Stee Provided Required Unity Okay? • Longitudinal rebar size #4 v Equiv.No of Bars. Area of steel 0.22 sq-in 0.22 sq-in 0.99 Okay Longitudinal rebar center-to-center spacing,max,in. 11.00 in 2 Ea Spacing 11.0 in O.C. 12.1 in O.C. 0.91 Okay Wall Shear Forces F.S.. Load Comb Top wall V 58 lb 1.2D+1.6H+1.6L+,5S Base wall V 437 lb 1.2D+1.6H+1,6L+.5S Max V 437 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 3.20 ft Wall Moments F.S.. Load Comb • Max pos. 178 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 3.10 ft Max neg. -175 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.00 ft Base wall M -175 ft-lb 1.2D+1.6H+1.6L+.5S • RetainCalcV2_02.xls 7/21/2015 1 r5 ConstrvctionCal� Inc. RUCTi®NCALC RetainCalc 9 W4 ,in P:o i,e rrTtry l.fpiulia A trig•I+,,Qu_AI,1 y v2.O1 r Job Name 6)01 C Wall I.D. 6'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey silt,silt and sandy silt V I Soil bearing capacity,unfactored 1,500 psf I Sod coefficient of friction NA 1 Soil lateral sliding resistance,Cl.5 only 130 psf I Retained Soil Behind Walt_ Retained height,ft 6.00 ft Tot wall ht. Vertical distance from retained soil to top of wall,ft 0.50 ft 6.50 ft Soil Type Granlualr/clay mix,dense i Moisture Content most Can top of wall move slightly? Yes V Unit weight,pcf 130 pcf 1 Angle of Internal friction,degrees 30 deg I f Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin_ Conditions_lin Front Of Wall _, Condition Concrete slab or asphalt on top of footing,against wall Soli lateral(passive)capacity,unfactored,psf/ft depth 0 psf l Unit weight of material over top of toe,pcf . 145 pcf t i : Depth of resisting soil,Dbf,Inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall _ Gravity loads: All gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim),in. Live,psf Dead,psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft Top Iv,' 400.0 plf 300.0 plf Loads From Contin Roof Snow(only) 25.0 psf 500.0 plf uous Members? I No ®I Floor 3 Loads Top V 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15 0 psi 7.50 ft Top [I 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psi 7.50 ft Top ® 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 pif Other'psf load and trib width Top V 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opta: Top V 1 0.0 plf Other gravity loads,pll Descrip'n,opt'I: Top Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb [Clockwise:opposite of ledger-applied moment. Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load, a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? zero seismic load _ V • Reduce seismic loads/ - V Use 1/3 Increase to allowable soil bearing? No Include wall weight in seismic force? No RetainCalcV2_02.xls 7/21/2015 • CAG Horizontal seismic soil coefficient,kh 0.00 Vertical seismic soil coefficient,kv 0.00 I Wall Type Wall Type: Braced,fixed(moment-resisting)at base Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.1 in • Wall: Concrete,normal weight v Allow soil press 1,500 psf Wall compressive strength,psi, fc= 250o Toe Soil press 1,491 psf F.S.. Load Comb Okay? Compressive strength to use,psi 2,500 psi j Heel soil press 1,445 psf 1.01 D+L+S Okay Wall thickness,in. 6 v Overturning NA Wall thickness to use,in. 6.00 in Resisting NA NA NA Okay Footing: Footing width,ft. 2.83 ft 34.0 in Sliding Force 768 lb Footing height,in. 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location v Heel prof n Wall Design Unity Load Comb Okay? Wall location to use,in.! 16.0 in 12.0 In Max mom apld 626 ft-lb Footing compressive strength,fc 2,soo psi _� Moment allow 1,310 ft-lb 0.48 .9D+1E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 in Shear appl'd 973 lb Shear allow 4,076 lb 0.14 .9D+1 E+1.6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 1 V Vert steel,min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size •4 v Horiz stl,spcg 18.0 in O.C. 11.1 in O.C. 1.62 N.G. Number of rebar layers(mats) i s Min Req'd Length Layer 1,vertical rebar location(depth) Centered In wall V Measured from Stub vertical embed in wall 24.0 In Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend In footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer v Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in. Moment appl'd 1,993 ft-lb Horizontal rebar size L 4 v Moment allow 3,356 ft-lb 0.59 '.D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,in. 18 00 in Shear appl'd 3,391 lb Footing Reinforcement Shear allowed 5,175 lb 0.66 'D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-in,min. Transverse rebar size N 4 v Heel Number of rebar layers(mats) i v Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 544 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,358 ft-lb 0.16 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in, 18.00 in Shear appl'd 973 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 5,175 lb 0.19 .9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in Lonoitud'I Stee Provided Required Unity Okay? Longitudinal rebar size re 4 Fri Equiv.No of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Lopgitudinal rebar center-to-center spacing,max,in. 10.00 in 3 Ea. Spacing 10.0 in O.C. 13.3 In O.C. 0.75 Okay Wall Shear Forces F.S Load Comb Top wall V 139 lb 1 2D+1.6H+1,6L+.5S Base wall V 973 lb 1.2D+1.6H+1.6L+.5S Max V 973 lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.65 ft Wall Moments F.S.. Load Comb Max pos. 626 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 4.50 ft Max neg. -812 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 6.00 ft Base wall M -812 ft-lb 1.2D+1.6H+1.6L+.5S RetainCalcV2_02.xis 7/21/2015 CT" Reta�ill�oaIC Constructio®Calc Inc. S RUCTIONALC 9 We 7`nfPowerS4Ubt 1! iFl:n•n9'IirtAust' v2.01 Job Name tiW (o Wall I.D. 8'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5:Clay,sandy clay,silty clay,clayey slit,silt and sandy slit i Soil bearing capacity,unfactored Ra 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,Cl.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 8.00 ft Tot.wall ht. Vertical distance from retained soil to top of wall,ft 0,50 ft 8.50 ft Soil Type Granlualr/clay mix,dense Moisture Content Moist Can top of wall move slightly? Yes V Unit weight,pcfl 130 pcf E Angle of internal friction,degrees; 30 deg Depth to groundwater,if any,ft - Backfill angle,degrees to horiz. 5 deg Resistin Conditions In Front Of Wall Condition Concrete stab or asphalt on top of footing,against wall V Soli lateral(passive)capacity,unfactored,psf/ft depth 0 psf Unit weight of material over top of toe,pcf i 145 pcf Depth of resisting soil,Dbf,Inches. 0.0 in If asphalt or concrete on top of ftg,thickness,inches 4.0 in Loads at Top Of Wall Gravity loads: iAll gravity loads applied to top of wall If ledger,what is its width(eccentricity,horiz dim), In. Live,psf Dead.psf Trib Width,ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft ,Top v 400,0 pif 300.0 pif Loads From Conlin- Roof Snow(only) 25.0 psf 500.0 pif uous Members? No V Floor 3 Loads Top s 0.0 pif 0,0 pif Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 pif 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top w 300.0 pif 112.5 pif Wall Dead Load 10.0 psf 18.00 ft Top ® 180.0 pif Other'psf load and trib width Top v 0.0 pif 0.0 pif Other gravity loads,pif Descrip'n,opfl• Top ® 0.0 pif Other gravity loads,pH Descrlp'n,opt'I: Top Subtotals,gravity loads,unfactored: 1,000 pif 705 pif 500 plf Additional Moments,ft-lb Lkckwlse:opposite of ledger-applied moment. Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? [Zero seismic load Reduce seismic loads? - Use 1/3 increase to allowable soil bearing? No V Include wall weight in seismic force? No RetainCalcV2_02.xis 7/21/2015 t CrIS Horizontal seismic soli coefficient,kh 0.00 . I Vertical seismic soil coefficient,kv 0,00 i Wall Type Wall Type: Braced,fixed(moment-resisting)at base Wall and Footing Construction-Cantilever and Braced Stability Eccentricity,"e" 0.1 in Wall: Concrete,normal weight ® Allow soil press 1,500 psf Wall compressive strength,psi, fc= 2500 I_I Toe Soil press 1,497 psf F.S. Load Comb Okay? Compressive strength to use,psi I 2,500 psi I Heel soil press 1,438 psf 1.00 D+L+S Okay Wall thickness,in, 8 ® Overturning NA 1 Wall thickness to use,in. 8.00 In Resisting NA NA NA Okay Footing: Footing width,ft. 3.50 ft 42.0 in Sliding Force 1.310 lb Footing height,in. 10.00 in Resisting NA NA D+L+S Okay Location of wall on footing 1 Input your own wall location J V I Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in, 22.0 In I 12.0 in Max mom apid -2,180 ft-lb Footing compressive strength,fc 2,500 psi ® Moment allow -2,434 ft-lb 0.90 .9D+1E+1.6H Okay Key height,In. 0.00 in Key width,In 0.00 in Shear appl'd 1,721 lb Shear allow 4,218 lb 0.31 .9D+1 E+1,6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade 60 ® Vert steel,min 0.13 sq-in 0,12 sq-in 0.86 Okay Vertical rebar size is 4 V Horiz stl,spcg 18.0 In O.C. 8.3 in O.C. 2.16 N.G. sir Number of rebar layers(mats) i sy Min Read Length Pit Layer 1,vertical rebar location(depth) Centered In wall a y ( p ) Measured from Stub vertical embed in wall 24.0 in i Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend In footing 6.0 in Layer 1,vertical rebar center-to-center spacing,in. 18.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ® Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,In. Moment appl'd 3,712 ft-lb Horizontal rebar size #4 ® Moment allow 3,956 ft-lb 0.94 !D+1.6H+1.6L+. Okay Horizontal rebar center-to-center spacing,In. 18.00 In Shear appl'd 4,603 lb Footing Reinforcement Shear allowed 6,075 lb 0.76 !D+1.6H+1.6L+. Okay Footing rebar grade Grade 60 V Hook req'd? Yes 6-in,min. Transverse rebar size g 4 V Heel Number of rebar layers(mats) I ® Tension on Bottom Layer 1,transverse rebar location Bottom,minimum cover,3" V Moment appl'd 857 ft-lb Layer 1,cover to use,in. 3.00 in Moment allow 3,958 ft-lb 0.22 .9D+1 E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in. 18.00 In Shear appl'd 1,610 lb Layer 2,transverse rebar location N/A,no 2nd layer V Shear allowed 6,075 lb 0.26 9D+1 E+1.6H Okay Layer 2,cover to use,in. Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size #s ® Equiv.No of Bars: Area of steel 0.31 sq-in 0.30 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 12,00 in 3 Ea. Spacing 12.0 in O.C. 12.4 in O.C. 0.97 Okay 4 ,if 4- vas-/ Wall Shear Forces F S. Load Comb Top wall V 257 lb 1.2D+1.6H+1.6L+.5S Base wall V 1,721 lb 1.2D+1.6H+1.6L+.5S Max V 1,721 lb . 1.2D+1.6H+1 6L+.5S Loc'n from top 6.00 ft Wall Moments F.S.. Load Comb Max pos. 1,488 ft-lb 1.2D+1.6H+1.6L+,5S Loc'n from top 5.80 ft Max neg. -2,180 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 8.00 ft Base wall M -2,180 ft-lb 1.2D+1.6H+1.6L+.5S RetalnCalcV2_02.xis 7/21/2015 C19 ConstructionCalc, ecAsiS RUCTIONCALC RetainCalc Wie TEtiti'powe 5.rtgepufltl,ng Industry v2.01 Job Name -6(501 t • Wall I.D. 10'max braced. Other Info 7/21/2015 Soil Under Footing Soil Type Class 5•Clay,sandy clay,silly clay,clayey slit,slit end sandy silt (® Soil bearing capacity,unfactored j 1,500 psf Soil coefficient of friction NA Soil lateral sliding resistance,CI.5 only. 130 psf Retained Soil Behind Wall Retained height,ft 10.00 ft Tot,wall ht Vertical distance from retained soil to top of wall,ft 0.50 ft 10.50 ft Soil Type s cranium(/clay mix,dense ® ! Moisture Content Moist Can top of wall move slightly? Yes Unit weight,pcfl 130 pcf • Angle of internal friction,degrees! 30 deg ! Depth to groundwater,if any,ft Backfill angle,degrees to honz. 5 deg Resisting Conditions In Front Of Wall Condition 'Concrete slab or asphalt on top of footing,against wall I®I • Soil lateral(passive)capacity,unfactored,psf/ft depth 0 psi Unit weight of material over top of toe,pcf 145 pcf 1 I Depth of resisting soil,Dbf,inches. 0.0 in If asphalt or concrete on top of fig,thickness,inches 4 0 in Loads at Top Of Wall Gravity loads: rAII gravity loads applied to top of wall If ledger,what Is its width(eccentricity,horlz dim),in. Live,psf Dead,psf Trib Width.ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20.00 ft .Top ® 400.0 plf 300.0 plf Loads From Conlin- Roof Snow(only) uous Members? 25.0 psf 500.0 plf [No Floor 3 Loads Top ® 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 pit 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top ® 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top V 180.0 plf Other'psf load and trib width Top ® 0.0 plf 0.0 plf Other gravity loads,plf Descrip'n,opt'I Top • 0.0 plf Other gravity loads,pll Descrip'n,opt'I: Top Subtotals,gravity loads,unfactored: 1,000 plf 705 plf 500 plf Additional Moments,ft-lb Clockwise:opposite of ledger-applled moment. Subtotals,moments,unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall,b',ft. Horiz width of applied load,a',ft. Pressure of applied load,q',psf Earthquake Loading Seismic load? I Zero seismic load Reduce seismic loads? • er Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? I No RetainCalcV2_02.xls 7/21/2015 C,it) Horizontal seismic soil coefficient,kh 0.00 1 Vertical seismic soil coefficient,kv 0 00 i Wall Type Wall Type: Braced,fixed(moment-resisting)at base NY Wall and Footing Construction-Cantilever and Braced Stability Eccentricity, "e" -0,1 in Wall: Concrete,normal weight ® Allow soil pres! 1,500 psf Wall compressive strength,psi, fc= [2soo w Toe Soil press 1,435 psf F.S.. Load Comb Okay? __ i Compressive strength to use, psi I 2,500 psi 1 Heel soil press 1,452 psf 1.03 D+L+S Okay Wall thickness,in. 8 I ' I Overturning NA Wall thickness to use,in. 8,00 in Resisting NA NA NA Okay Footing: Footing width,ft. 5.00 ft 60.0 in Sliding Force 2,025 lb Footing height,in. 12.00 in Resisting NA ' NA D+L+S Okay Location of wall on footing Input your own wall location ® Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use,in.] 31.0 in I 21.0 in Max mom apld -4,554 ft-lb Footing compressive strength,fc 2,500 psi _ w Moment allow -4,808 ft-lb 0.95 . .9D+1 E+1.6H Okay Key height,in. 0.00 in Key width,in 0.00 In Shear appl'd 2,680 lb Shear allow 8,423 lb 0.26 .9D+1 E+1.6H Okay Wall Reinforcement _ Provided Required Unity Wall rebar grade [Grade 60 'W Vert steel,min 0.29 sq-in 0.14 sq-in 0.50 Okay Vertical rebar size 5 f® Horiz stl,spcg 18.0 in O.C. 10.3 in O.C. 1.74 N.G. Number of rebar layers(mats) I ® Min Req'd Length Layer 1,vertical rebar location(depth) Centered In wall ® Measured from Stub vertical embed in wall 30.0 in Layer 1,cover to use,in. 3.63 in Toe face Stub 90-degree bend in footing 7.5 in Layer 1,vertical rebar center-to-center spacing,in, 13.00 in Footing Design Layer 2,vertical rebar location(depth) N/A,no 2nd layer ® Toe Unity Load Comb Okay? Layer 2,cover to use,in. Tension on Bottom Layer 2,vertical rebar center-to-center spacing,in Moment appl'd 6,702 ft-lb Horizontal rebar size I p 5 _ ® Moment allow 9,225 ft-lb 0.73 !D+1.6H+1,6L+. Okay Horizontal rebar center-to-center spacing,in. 18.00 in Shear appl'd 5,956 lb Footing Reinforcement Shear allowed 6,750 lb 0.88 !D+1.6H+1.6L+. Okay Footing rebar grade G2de 60 ® Hook req'd? No Transverse rebar size #5 ♦ Heel Number of rebar layers(mats) I ® Tension on Bottom Layer 1,transverse rebar location.Centered In footing ® Moment appl'd 5,338 ft-lb Layer 1,cover to use,in. 4.19 in Moment allow 9,225 ft-lb 0.58 .9D+1E+1.6H Okay Layer 1,transverse rebar center-to-center spacing,in 13.00 in Shear appi'd 5,838 lb Layer 2,transverse rebar location N/A,no 2nd layer I®- Shear allowed 6,750 lb 0.86 .9D+1 E+1.6H Okay Layer 2,cover to use,in. � Hook req'd? No Layer 2,transverse rebar center-to-center spacing,in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size ;K s ® Equiv.No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing,max,in. 10 00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F.S.. Load Comb Top wall V 410 lb 1.2D+1.6H+1.6L+.5S Base wall V 2,680 lb 1.2D+1.6H+1,6L+.5S Max V 2,680 lb 1.2D+1.6H+1.6L+,5S Loc'n from top 7.25 ft Wall Moments F.S. Load Comb Max pos. 2,869 ft-lb 1.2D+1.6H+1.6L+,5S Loc'n from top 7.00 ft Max neg -4,554 ft-lb 1.2D+1.6H+1.6L+.5S Loc'n from top 10.00 ft Base wall M -4,554 ft-fb 1.2D+1.6H+1.6L+.5S • RetainCalcV2_02.xls 7/21/2015 Site Address /SD/ LeAtv4e ('Prr/e Project AW SF Building Permit# —2 / — 'L/S Department Date Initials Notes /" _ Building U�OI(71 c S1 u-/Ud 12-Q.0 1 t t_/ I Ca-/i ( //l? UI 14,04led COff ec TIG+is �v /W �7 rh lic Works q/9l/ Ape j�� d r �SS(Se_ 7.267/1-7 I );\(_.0 --- (NONICA 0(3Z'k nr<ing 74// .ormwater 1A5A pN fo l,iAre4,1 ir „ `-r , i ;La,.29 ✓2 S r/tc..n �-•�v'� f��,,.(c Ca i /),— /✓�'f6 /3 i) Project Inter-Departmental Plan Review Tracking v 48'-6" , 0"p =MIM 101-0" 38'-6" iir FLOOR FLAN NOTES : 14'-4" 24,_2„ 1 4 -834 4 -10l5 8 4 - � 5 -3�4 6 -5 6 -5l5 VAN" a I. ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE. 21. TO COMPLY W/ 2015 WSEC SECTION R406.2, THIS HOUSE (3,041 SQ. FT,) / , / , / , •IL VERIFY DIMENSIONS SHOWN ON PLANS. DO NOT SCALE OFF DRAWINGS, WILL NEED 3.5 ENERGY CREDITS. TO ACHIEVE THIS. THE FOLLOWING 13'-10I" 24'- ,1 " • r E LANDD GENTRY OPTIONS HAVE BE SELECTED FROM TABLE 406.2: 2. FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS • 16" O,C. OPT, la (.5 CREDITS): EFFICIENT BUILDING ENVELOPE. SEE NOTE •15 2S4"Asr 24 -2 " TYPICAL. FRAME LOWER FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS FOR INSULATION VALUES, " HOMES 5 AND COMMUNITIES • lb" O.G. TYPICAL OPT. 2c (1.5 CREDITS), AIR LEAKAGE CONTROL I EFFICIENT VENTILATION. REDUCE THE TESTED AIR LEAKAGE TO 1.5 AIR CHANGES PER HOUR MAX. \ i \ 4 3. FRAME MAIN FLOOR INTERIOR WALLS WI 104 5/8" 2x4 STUDS • 16" O.C. WI 4 ALL WHOLE HOUSE VENTILATION REQUIREMENTS AS DETERMINED PER IRC ALUM. RAILIVG WI TEMP. SECTION MI501.3 SHALL BE MET WI A HEAT RECOVERY VENTILATION I 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL, FRAME LOWER FLOOR --GLASS PANELS (VERIFY 1 �_- P.T. bxb POST , SYSTEM W/ MN. SENSIBLE HEAT RECOVERY EFFICIENCY OF 0,85. S" WI BUILDER - TYPICAL) COVERED DECK (2 TYPICAL) INTERIOR WALLS W/ 104 5/8" 2x4 STUDS a I6" O.G. WI 1/2' GWB BOTH SIDES - - OPT. 3e ILO CREDITS): HIGH EFFICIENCY NVAc EQUIPMENT. USE GAS I TYPICAL UNLESS NOTED OTHERWISE, Y « �- O FIRED FURNACE W/ AFUE 94%, 5/4x4 646 CEDAR 31 - : '� PI A. FRAME GARAGE WALLS W/ 2x6 STUDS • 16" O.C. NERIFY HEIGHT OF OPT. 5a (,5 CREDITS), EFFICIENT WATER HEATING. ALL SHOWER HEADS 4 O DECKING (OR EQ.) OIka R WALL ON•SITE PER A5•BUILT FOUNDATION) KITCHEN SINK FAUCETS SHALL BE RATED AT 1,15 GPM OR LESS, ALL OTHER (2)4660 XOii _ _ �I S . d.. 11 y el:A11:0: LAVATORY FAUCETS SHALL BE RATED • 1.0 GPM OR LESS, 1 tRl r (SEE NOTE •14) fffJJJB. PLUMBING WALLS TO B£ FRAMED W/ 2x6 STUDS • 16" O,G. SEE PLANS \ \ \ \ II -0 7 o ' \ \FOR LOCATIONS (VERIFY JOIST PLACEMtl4T ABOVE AND BELOW FOR4x6 HF•2 4x6 HF•2 6060 $AVJ Q ���CLEARANCE) 6060 SAY (TEMP.) , , II II'll > N. I 16 ANGLED WALLS TO BE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE us4x6 HF•2 4j6 HF•2 6080 FRENCH DOOR • t ' ' in 1 4x12 NF•2 1. DIMENSIONAL LUMBER TO BE HEM-FIR •2 TYPICAL UNLESS NOTEDOTHERWISEO \ \ CITY8, UNLESS NOTED OTHERWISE USE 4x6 HF•2 HEADER IN 2x6 EXTERIOR WALLS - \ I-, ea): I OF ` _ I I S ABOVE DOORS AND WINDOWS W/ R-10 (MIN.) INSULATION. USE 4x6 HF 2 9 V _ I l in HEADER IN 2x4 EXTkRIOk WALLS (IF APPLICABLE) ABOVE DOORS AND - 01 $ a g IL - I I o 0 WINDOWS U.N.O. SEAMS AND HORS. TO HAVE 11/2" MINIMUM BEARING \ O MASTER BEDROOM �� v - 1 ? 1 TYPICAL U.N.O. (BEAMS SHOWN ARE MINIMUM REQUIRED OR BETTER r a I 3 � I i I SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION) = I W 11 - - 4 1 I 4 f-I .M. `9 IC Z 9 _CO 11 J l t- =� =� S. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF %I In �p I JI� Y Q GIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET A4.1 \ - „ 10 VAULTED (3/12 OPT.) �'1 +S �' 114 w _ I GREAT ROOM I X 10, PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, = Q a `. I I _ c \ TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. BETWEEN STUDS. ST Q 4 I 1 'p " , " , " 0 W , u I , " , u x COORDINATE W/ BUILDER/OWNER FOR LOCATIONS it 10 -6 3 -TIC ,) -8 Z 12 -IO I / 9 -IO 2 -V Y ✓G in II, INSTALL I/2" HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE 1 _ 1? t 1 �� rn WALL AND GARAGE BEARING WALLS, t 5/8" TYPE-X GWB • GARAGE rQ ' I CEILING '� \ - a I 34 1/2" HIGH 2x4 \ \ \ I STUD WALL BELOW 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF-CLOSING HARDWARE �Q 1 ki \ yam_ �.�_ _� _ It? 12" VANITY II 1 13. REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312, DECK QT1- rat /114=t); 81 -1 4„ 2'-21. m I m 11 II _, MI � RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE (01 -4) :> ' 1 a (VERIFY ON-SITE). T � -IpI _ _ 14. EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO m m to MASTER BATH _ 4-\ 7 1 9 3 I 1 3c _ r (3 2,�tr' I. ;_ 8 t R • r II a I I 1] COMPLY W/ IRO SECTION 310,1 (VERIFY WI WINDOW SUPPLIER AND/OR ' r r \ � 11 I / -: IN II DLL MANUFACTURER) .+ I 0 1 I IIIX S+ (� I I WALK-IN I 4\ IS. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE 4 r O LLnI I CLOSET I O I I b I I VAULTED O \ 7 IRC CHAPTER 11 IS AS FOLLOWS: .Sr `� --r LLI I I a iv v - ,�� KITCHEN d SLAB, R-lO RIGID • PERIMETER 4 UNDER ENTIRE SLAB 6? / 1 J 0 01 I (AS OPT„ I ,. -`�, 1 FLOOR' R-38 (4 ADJACENT TO UNCONDITIONED SPACES) jp " •}8F R' 1 EL X •stl I FURR CLG. 1 0. Q • I , , _ . WALLS: R-21 (R-10 MIN. • HEADERS, TYP,1 U SNOU)ER „ 1 G m �I DIN. TO SOT, I I O. I. Q1 I I - a tL z / O 12'_4 ° O INT, BSMT, WALLS: R-21 I x ie �I I OF BM,) I ,p Q I 0 FLAT CEILING: R-49 (R-38 IF INSUL. DEPTH IS MAINTAINED TO \ \ - S �l I II CO OUTSIDE FACE OF EXT. WALL) I I VAULTED CEILING- R-38 \� 4'-3" �, 6'-3W' �,2'-1014 /;I T S t R ' :" 1.°71:- DOORS: U•.200 MAX. (ONE DOOR UP TO 24 S.F. EXEMPT) , V.T.O. l`+ REFG- RANGE W, - _ _ WINDOWS: U",280 MAX, - :� +r - - , �'': cv FOOD ASV. - - GLAZING: 551.0 S.F. • 11.1A OF FLOOR AREA Q [II r 0, 1F- - 't- \ \ SKYLIGHTS: U•.500 MAX, S \ 7 Z W D �+ \ \ S FURNACE TYPE, NATURAL GAS FORCED AIR W/ TIN. ARE OF g4•, S = - N W x m LIN. $� �' V `O Si REFER TO 2015 WSEC CHAPTER 4 t IRC CHAPTER II FOR VERIFICATION OF X O r- _t M l`+ , LJ m ]t.) r T THESE VALUES I of Z =� BEDROOM •2 \4 _ 0 39" VANITY �0 ? a R 0 = , LAUNDRY _ ,�I o 0 \ m 16. MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS \ ._ _ -O 4 BATH o v ' in _ (CALCULATED • I/300th OP ATTIC AREA): z 13'-4� ° M 2'-6" 61 MIN. REQ'P' 1,302.24 SQ. IN. v 't 4 t C- �� -tv cll ACTUAL PROVIDED, Ib30.88 SQ. IN. 6r 8'-O" ?Lou 5'-0" 4'-lO" ' 68/4" -I'-II" 4'-9 " r - irl VENTED ELKS.: 106,88 SQ. IN. (lB • 9.425 SQ. IN, EACH) ' • CL I 1 _ y RIDGE VENT 924.00 SQ. IN. (T1 L/F • 12 SQ, IN. PLF) - I v SEE /` N DWI EQ. R, i (L 1 = 12" BYPASS iv NOTE •12 W 9 a V r r 1x�` - 2'-8" A ti SIN HALF WALL UP 0 /4 Il. SEE ELECTRICAL PLAN ON SHEET ELI FOR LOCATION I SIZE OF EXHAUST \ \ _ _ _ _ _ _ _ CLOSET y1 °1 HDU-D, CAP a B 1 11 in ,fir FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF = 1 ` r 3 O \ crl WASHINGTON VENTILATION t AIR QUALITY CODE < IRC MI501.4 SHELF 1 ROD ` ' �"' _ JF n 1 m • ARE AS FOLLOWS, _I 1l GAS ! A3�tTR DN, 5 EQ RI S .. I eta i- KITCHEN: 100 CFM RANGE HOOD \ i FRAME ROUGH OPNG. IN HWT + , 9 I r r ' IN ATTIC PIER , u Rl , „ I , u LAUNDRY; 50 CFM 80 CFM RECOMMENDED) STUD WALL FOR FUTURE -�4 ' 5 -1� 21-S" 5 -114 St-6" 1 -I ill BATHROOMS: 50 CFM (SO CFM RECOMMENDED) 3'-0" DR, (SIDE t SHEET ifiC 1�05, .3 f �✓ ,� , NOTE: ALL FANS ON 20-MINUTE 'TIMER TYPICAL. ELECTRICIAN TO ROCK OVER OPENING) 3'-48�' >.< ENTRY \VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS. VERIFYSHELF t RODTYPES t LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR PLATFORM 18" CLOSET BUILDER ABOVE SLAB -- PULL-ON _ a- r`Lk (SEE NOTE •19) STAIR ,p i - 12" m rimI8, INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS ATTIC ACCESS ,K" m rP BI-FOLD w ,e IN TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR IL i 1 a , 4'-O" I, 4'-2!*5" r- �2 z 4 CEILING THROUGH WHICH THEY PENETRATE -8"/ 5' 3'-1W' 8'-214„ x X 4 15. MOUNT HWT ON PLATFORM 18" ABOVE GARAGE SLAB PER IRC 1301.3. X 3-CAR GARAGE to STRAP HUT TO WALL PER IRC M1301.2, PROVIDE OVERFLOW PAN 4 ; - Q' _ PIPING PER IRC CHAPTER 28, INSTALL T 4 P VALVE t PIPE TO EXTERIOR cv , 41",IO 01 AI TERMINATION. INSTALL A VACUUM RELIEF DEVICE PER MFR'S SPECS. TO m TRAM- OM AB $ r RUT PER UPC 504.6 4 -6 HF•d STUDY 20, WHOLE-HOUSE VENTILATION PER NOTE *21. WHOLE HOUSE FAN LOCATED 166 \ \ P IN LAUNDRY ROOM (VERIFY W/ BUILDER) PIC 9 LARRABEE TEMP. let I \ ` ' 21. DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED W/ 5/8" 4x6 HF•2 LOWER j� /V ER LEVEL GWB AND PROVIDED W/ WEATHER STRIPPING GASKET 6 ,I ELECT. I o \ \ \ '22. FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT AT riF i PANEL. 9 5050 )CO LEAST 6 SQ. IN. AND PROVIDE READILY OPERABLE PAMPER, INSTALL E (SEE NOTE 014) GAS FIREPLACE WI CLEARANCES AND COMBUSTION AIR PER 0 - MANUFACTURERS RECOMMENDATIONS AND PER CODE 4x12 HF•2 FRONT -ORCN a , 4 MAIN FLOOR PLAN 23, 12 - 16" FIBERGLASS FACED GWB BACKER AT TUB/SHOWER SURROUND 1, . - _ I 4" CON. . SLAB41 i8 COASTAL 2 IN 8 -0 x1 -0 OVERHEAD 24, PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD I GARAGE DOOR 6x12 HF•2 bxl0 HF•2 bxi• HF•2 CLEARANCE PER IRC 801, USE PLYWOOD DAMS TO CONTROL CEILING \ -\ - - - �� G-a ' \ \ 16 -O"x-0" OVERHEAD GARAGE DOOR INSULATION REQUIRED ` RAILING PER -LOP. c�t4 JOB NO: LARRABEE LOWER LEVEL INSTALL STONE VENEER ON 25, PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL. COORDINATE THESE WALLS (SEE ELEVS,) 5'-834" II'-6 " 2 " P.T. 6x6 POST WRAPPED DESIGNED: LG THICKNESS LW OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND „ , „ „ PER BLDR• (2 TYPICAL) LEVEL TRANSITIONS !LW/ a'-0" 6 „ - -6„ Is'-0" 2 -6 ],-1 2 -1 ) -10 ; 6 -O 6.-0" DRAWN: JR 5' 6"� 12' O" / DATE: 8/24/2017 26. USE PRIMER/SEALER ON GWO'- B BEFORE AND AFTER TEXTURING 3,220 TOTAL S.F.S.F, / O" r 21'-O" GARAGE: 690 S.F. , 40'-6" , SHEET FRONT PORCH:: G S.F.S.FMAIN FLOOR FLAN A3 . 1 BACK DECK: 19 ,F. LOWER PATIO: 196 S.F. SCALE: I/4" • 1'-O" 1,914 S.F. WA min / 48'-6" a r aill / Id-o" r 141-4" r 24'-2" al / 4'-83a" 4'-IOIt" 4'-8�" 5'-3%" IV-II" 5'-114" / r / r / / / 13'-Io1�" / 24'-111" / LANDED GENTRY Mil Ai 12'-I° 12'-1" yy284" HOMES AND COMMUNITIES 51/4 7 � Ir M E J Ngi \ P.T. 6x12 DF-L'2 P.T. 6x12 D L'2 P.T. 6x6 POST-- ALUM. RAILING W/ TEMP, 4 43 TYPICAL) GLASS PANELS (VERIFY -_ � (L? iii1 � \YJ �W/ BUILDER - YPICAL) COVEREDECK Q iod 42)4660 XO 4° CONC. SLAB (SEE NOTE '14, SHT, A3.)) Thr ,. 4x6 HF'2 4x6 HF'2 9 201 1 6060 BAV \ \ Irk 4x8 HF'2 I 6080 FRENCH DOOR I G I I 4x8 HF'2 I CITY OF ANACORTES I I I I I I , n _ a 'BEDROOM °1 I I I ' I I I 1 0 -c,, I I I M 14'-2" 3'--1J&' O I I I I r 1 I 1im I) �v 14 I 1. 1-- .r'-1 FALSE BEAM ABV (TYP.J I I I U S IT l f T W = ID '12" BIPASS 1 I a I O x 10 Ice CLOSET j It I ro I I 11 �� _ iv SHELF a ROD 6'-O" 2'-8" O HI I u U 1 0 = 1 O '' \ ' sI FAMILY ROOM Z. � ' 0 1 `'•� ; I Ie" x24" CRAWL wu�f(l I ItZ1 Oa 1 N SPACE ACCESS -sr m NI I 3 I I Li C 9 1 3 I ry 1 I 4) I t 3 �• �q = i � a J L 4 . a' X - S, Ia, 4 I II I I O v 1`1•1 \ ,o m o i z BEDROOM •3 aD 1 a 11 ' N Q x Imo, \ R . t0 I . I I I of µIa ILL = IQ IJnLLJ I I I 6a ' � 3 u li r rr i li I I Ir , 0 , " I .41 � I SI N / 4 -II 4 -6 21-5 9 -o I -114 j, r �__�SEE NOTE '14 I I 4) SHT A3,1 in I I I _ REFG. I I SPACE iti r.sc 11`-� ,' n . 94. 1 '. we • ° . . e � tee • _' n a_ • i ems . • n \ \ CI � = 4 v 11 3' o" - Al V "Uu N 1 / . e e .v , t4 2 I , \ _ OVER CONCRETE OR MASONRY BLOCK FOUNDATION ! " ua 9 / EXTENT OF HEADER(TWO BRACED WALL PANELS) ^- ' iv N 61 r 441 WITH DOUBLE PORTAL FRAMES �, �i - �\ BATH 9 �4 / EXTENT OF HEADER (ONE BRACED WALL PANEL) ` •L.J �in � •P WITH SINGLE PORTAL FRAME e v v CRAWL SPACE ACCESS -0 o e o o i I I. 0 0 0 0 0 .4 .� '� v \ a \ e o 0 0 0 PONY 0 4 < 0 9, (IS" x 24" MIN.). VERIFY r 4'-1" 2'-10" I, 6j " it ° l c o MIN. 1000 LB TENSION STRAP a LOCATION ,.c r-i f 9 z • a ri o �� J i- PER TABLE R602.10.6.4 (ON • `� RAILING 2'_g" 2'-O" J 'e j F1 HEIGFfTt ° il / ° ° OPPOSITE SIDE OF SHEATHING) `, (VERIFY - - • o 0 0 0 o NI / 0 e e e o o '� �•' ,O \ TYPE) - - - \ a 0 0 0 0 MIN. 3' X 11-114" NET HEADER c o o 0 o e a UP II -Q 186R9 / 0 0 0 0 o 000001 (STEEL HEADER PROHIBITED) c o o e e o .4—SHEATHING FILLER IF NEEDED A ' V M I 3'-6" a 111 0 0 0 0 � 0 e e e e o I oL 0 0 a C. 0)0 n n -V + a , • w ,'a. - 1 r a • ° ° 01 __�� FASTEN SHEATHING TO HEADER WITH 8D COMMON OR CO 00 i'- j • < r. GALVANIZED BOX NAILS IN 3' GRID PATTERN AS SHOWN c 0 00 \ FASTEN TOP PLATE TO FLOOR-LINE ABOVE '' FLOOR ° e 6 EQ, R e 12 e e o CO 00 HEADER W/TWO ROWS v r e e c o 0 o OF 160 SINKER NAILS , LINE AEiY. e i TOTAL ° °MAX ' c o 0 0 3. O C.TYPICAL e • , + WALL o0 0 � v o ° \-\ 5a o0 0 • v .o • •' •: - HEIGHT T MINIMUM 1000 LB HEADER-TO•JACK•STUD STRAP e ° 0e, < e , 0 0 0 o PER TABLE R6D2 10 6.4 BOTH SIDES OF OPENINGo ° 00 00 ON OPPOSITE SIDE OF SHEATHING 00 00 NI WOOD STRUCTURAL PANEL MUST '•j al-iw 8'-101'4° ' 1 ° ° 0 0 0 0 0 0 BE CONTINUOUS FROM TOP OF o e o ° MIN. DOUBLE 244 FRAMING COVERED W/ MIN. 318' THICK o 0 0 o WALL TO BOTTOM OF WALL, OR e• b..e e o ° i4' FROM TOP OF WALL TO WOOD STRUCTURAL PANEL SHEATHING WI BD COMMON o 0 0 o PERMITTED SPLICE AREA • �' 0 0 0 0 OR GALVANIZED BOX NAILS © 3'O.C. IN ALL FRAMING 4 00 00 0 +( +4 (STUDS, BLOCKING & SILLS)TYPICAL 00 o 0 0 O0 00 o 0 0 00 �,a - v , V . p 0 � 10' o0 0 0 , o 0o e ° o 00 ` I, 1, Q MAX o 0 0 o e e e e FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE - HEIGHT NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WALL C4Rn 0 0 0 o HEIGHT ONE ROW OF 3 IN. O.C. NAILING IS REQUIRED IN EACH PANEL EDGE, 0 0 0 0 • , e ;`< - TT 00 oe Q 0c > 2'T018'(FINISHED WIDTH) OFOPENING �e,. a • v � a V . , e, F LARRABEE , FOR SINGLE OR DOUBLE PORTAL o 0 0 0' TYPICAL PORTAL FRAME • • a 0 t CONSTRUCTION _ oc > - oc -� MIN. IN.LENGTH-ST PANEL 2PER TWO-STORY) MIN. 00 00 +4 •° LOWER LEVEL o c �� ° - (16" MIN. ONE-STORY; 2A'MIN TWO-STORY) MIN. 1,000 LB. HOLD- e 9 e• DOWN DEVICE ° ° 00 MIN. DOUBLE 2x4 o c L. MIN (2)3,500 LB. STRAP-TYPE HOLD-DOWNS EMBEDDED INTO / a o 0 0 ` ,o 0 ' a a c _ EMBEDDED INTO CONCRETE AND NAILED CONCRETE AND FULL-LENGTH KING f INTO FRAMING NAILED INTO FRAMING e e e a STUDS PER TABLE ° • v 0 v , . . s - v d OC > 00 ee R502.5 (1)& (2) • '•` ° LOWER FLOOR PLAN 0c > .�, 00 0 - ,e, 0 FULL-LENGTH KING STUD NO. OF JACK STUDS PER 3/8' MIN.THICKNESS WOOD 0 , ° 'I - (MIN. NUMBER OF STUDS TABLE R502.5(182) —i 0 0 0 0 — ° y SHOWN) 0 0 0 0 -a-- STRUCTURAL PANEL y 4 COASTAL 1 & 2 / / dL o 0 a a -i - o • oyo < a ,. SHEATHING , v v . . - • v • , - _ \ '\--- 4 , `�' o " \ \ „ JOB NO: LARRABEE LOWER LEVEL MINI ANCHOR BOLT PER Rfi02,10.62 SIDE ELEVATION 10'-U" 21'-O" 5'-6" 12'-O" DESIGNED: LG REQUIRED W/ 2x2x3/16 PLATE WASHER FOUNDATION PER CODE / k DRAWN: JR r 48 -6 PORTALFRAME WITH HOLD DOWNS (PFH ) / DATE: 8/23/2017 0 1/2" = 1'-0" SHEET LOWER FLOOR PLAN SCALE: 1/4" e 1'-0" 1,306 S.F. A3 . 2 WA `A. - a City of Anacortes Invoice/Permit#: BLD-2018-0325 C.) 904 6th Street Applied date: 05/23/2018 P.O.Box 547 Issue date: 0512312018 ';.. ,'0 Anacortes, WA 98221-0547 Expire date: 11/19/2019 '". '''' il (360) 293-1901 Job Address: 1501 LATITUDE CIR Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221 Project: APN: Remarks: Install rooftop photovoltaic system. Owner: BOB MILLER Contractor: WESTERN SOLAR INC. Address: 1501 LATITUDE CIR Address: 4041 HOME RD ANACORTES WA 98221 BELLINGHAM WA 98226-9158 Phone: Phone: (360) 746-0859 License#: WESTES*910J0 General Information: Fees: Building Valuation 8850 Building Permit Fee 167.25 Plan Review Fee 108.71 . State Building Code Fee 4.50 Total Calculated: 280.46 Deposits/Receipts: 0.00 Total Due: 280.46 1 C, --I ' F-3 C —0 e' -0 r- ,-- '-. ,r in - - ' m ,, CD OD .5 t a r••3 ill ft. h.,;, --1 •.J ~•a ;1I l I-'. CD ,Y., -- r rr r i in G it Q? I —a , O ':i ,r, r.. u. ,=n ',.,) --i «-� z} _, r n m . '--' — ,--r• 71. �I 1 1 COri i v —' 111 �- �• .t 'u C.? .7 ID I .1' -n r- THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAY$•, 74R?'-IF'., CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMpocEb!-= HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISICAS5; OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR ROT, .0 - , GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVIS1ONS OF ANY OTHER VATS ©Fi•,a LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. "1 rn .l, �1 4, r,4, ra. :- )b4S7 ' SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY ,v T 7 Notes: Exterior/Interior DC Conduit Runs LOT 29 LatitudeCircle to be gabled as: TRACT C "Photovoltaic Conductors" Prilrae CorasaaGtaiats Inc.fain Disconnect to be Identified as: elba, Western Solar Enc. "Photovoltaic Power Source" 4042. Home Rd Ste A 95226 Design meets requirements of: 115' Bellingham,Bellingham, 'u"'1 WAC 51-54A-0605 LIC#: Vd't6ESTE5. 9'19J® Section 605.11.1.1, 605.11.1.2 a -4 LOT 28 Project Manager: Total PV Array Area: 542 sgft LOT 23 i 174 47/64" Eris Blatz Total Roof Area: N 1935 sqft 0/0 Roof Area of Array: 28% - min 18" setback from ridge 4041 Home Rd Ste A 33% Rule a off -- -ill �_ _,�— ---- 3elliaagham,WA 98226 —. _ .r d -�_.- .__ Tel, 36 - 2, 9839 PV System installed with min __�...._ w �. _._ >..z LP....._.... ; 18" setback from ridges T -�- ----_ ' — - Installing Electrician: T �-- — _^ I-r me Consultants Enc. Parcel#133686 .e � _= e._ dba, Western Solar Circe. —. "l' - _�--___ 4041 Home Rd Ste A x= _� _ F t...... y-. .._ . .___ 71' Bellingham, I,cif ' 9j y226 Existing Roof SFR: N 1935 sf 71 - - ,�;e. -_ LIC#: WESTES*872D0 r. _ -. �`- - " " .-tier.:.,..--"--,s..-.--- t- — I IMI Proposed PV!Solar Array: 542 sf _ _ ..--.-_..-..-__-=_ _ . . `- �Q-22� i/cl" Client Name: .' = 9 Bob lvlilder Residence ®-23747/64"- .^. .- , =% -d 150 Latitude Circle �' Anacortes, WA 98222. � ,, - -,ice _ Project Size: �' I - _, _ 3.35 CON PV Sy/stem � � _ �� �- p I 29 49/64 I . Production and Net lvdeters Drawn by: :- i� OT 24 and PV System Disconnect Dana G-9icE:onbot� oiv➢, 3r'�S `� 115` 0 �> < . ` Q L Itsse➢e Date: 8---___ I = up (30)Itek Energy SE,295 Watt BoB-DIODE Photovoltaic Modules a '8 cr.:, 5 17 3 -. ' e1 Total System Size:8,850 Watts DC,8.85 kWs / / r L1 Vmp=32.9 V,Imp=9.0 A,Voc=39.8 V,Isc=9.7 A Module Dimensions:39.41"x 65.94"x 1.57" p N Site Pan G Z• 11 Installed per Manufacturer Recommendations on roof of residence using flushmount Snap N Rack F, ' ) Q , Mounting System installed at 48"on center, '9 ? 1 �r into premanufactured trusses at 24"o.c. W _ s !� Meets all City of Anacortes Structural Permitting Requirements ,' Q t u`' rah 1 ' 43 lbs per solar module x 30 modules=1,290 lbs �✓ U) 18.05 sqft per solar module x 30 modules=541.5 sqft t `2 :.3•,. ' -. .14 1,290 Ibs/541.5 sgft=2.38 Ibs/sgft. _ Latitude 'Circle 1 U LL tad LL; Q V LU — rl co < La..: 0 C D — Notes: Exterior/Interior DC Conduit Runs to be labeled as: "Photovoltaic Conductors" Main Disconnect to be Identified as: "Photovoltaic Power Source" Prime Consultants Inc. Design meets requirements of: itek BoB-DIODE Modules dba.Western Solar Inc. WAC 51-54A-0605 4041 Home Rd Ste A Section 605.1.1.1, 605.1.1.2 Bellingham, WA 98226 LIC#: WESTES*91070 18" min clearance of chimney on east, south, west 18" min setback ir Project Manager: (-2' 6" actual) \ rr Eric Blatz -_.-___.._..--- -- ----- __ ., '� ---- ------- ---- -- -- _-----•------- -----------------_______--__-- ---- 4041 Home Rd Ste A !_, _ __' 1 r_._ _ --- ---= Bellingham, WA 98226 18.5 degree comp — _J 'it - j1 I; I — _ — Tel 360-224-9839 h? r I 1 ; j _ ------ Installing Electrician: I-� l/ i f � -'ii I _ ---_ -iV -- ----_� __ Prime Consultants Inc. �i ---_ i 1 <<. ------ dba. Western Solar Inc. ti 1 ,i f� , i ! _'i i, 1 ' 1 7•' . - L'�r n1J�i� — -- 1' ' ` 1 •'- 4041 Home Rd Ste A I ,! 1 1 i 1 I i„ — Bellingham, WA 98226 i/ I1I i ;—_�I'11 t ,i ; y1',` ,ti v ' LIC#:WESTES*872DD ii.... 11 -_. _ I rll -_;y 4r' ,1 l •��• ' •• i \i..1 i �` 1 i_,',1,7 � - t-- ----- -- - lI ,'` t. j 1 ,i 1 , 1• i I; ` `t1 �51;'F^ I III� ;-Ik 1 ti i' { Ii'�4 ii1li� 1, l,.,1 1t 11(4; Client Name: • i I i l` , 1 I I•1', j ' 11 t`1'11 ' , Bob Miller&Brenda Reimnitz I il . , t 11 . ' �',,; l ,11a1, , h 1 : 1•1'1 1 � 1 y,,, , I + , 1501 Latitude Circle i ` �" '�' ,,\'1 t Anacortes,WA 98221 Project Size: - (30) Itek Energy SE, 295 Watt BoB-DIODE Photovoltaic Modules 8.85 kW PV System Total System Size: 8,850 Watts DC, 8.85 kWs Vmp=32.9 V, Imp=9.0 A, Voc=39.8 V, Isc=9.7 A Module Dimensions: 39.41" x 65.94" x 1.57" Drawn by: Trish Merriman, WSI Installed per Manufacturer Recommendations on roof of residence using flushmount Snap N Rack Issue Date: Mounting System installed at 48" on center, 5/8/18 into premanufactured trusses at 24" o.c. N Meets all City of Anacortes Structural Permitting Requirements w Roof Overview +E 43 lbs per solar module x 30 modules = 1,290 lbs 18.05 sqft per solar module x 30 modules = 541.5 sqft S 1,290 lbs / 541.5 sqft = 2.38 lbs/sqft. StEV45101,1; 5Thp 3.AGE y FOOD NOTES'. B0155 I'�+U� L MEMSEP51 rr'4 ER`' ODD e N HING H1NG fl ER 5(o6 O ROOFUC WARE TO p�;SLIP pL P5 UNDER ROW 2.5" SI 51�6 }iARD Fy pOT BASE AND 1!E TORQUENu- (,: L65 OF SHINGLES ABO THE FOLLOWING.. •S•�yp-lb� __ aiwoK14.M•OUNs' ER 5IDE �`O EE WNSL.OPE� �ti.- r TOP OF FLAS RP+I FOOT 4UPSLO VS DO SNAPNRACK S.S.FLANGE NUT OF L r FOOT � �: � COMN BE MOUND�INy x 1OTAND MANY ORIEA� SP VJA5NER 4 ` NAPORA0( SS. CHANNE f"� LAG SCR S,S. �_-�_...__ �� FIA ASNER � STEP WCf 1; BOLA y t-t NDARD EW J � SfiMI EMBEDMENTaS���OOF t IS 5T to APNKAL L 5N - STANDARD RAIL ON SF}ApNRAG ROOF F NC' SNApNRACK L FOOT BASE --: ROOF DECKING T?P NG pC71NT�FOR L.FOOT MOUNtY SURFACES COMPLETED INSTALLATION FLASHED ON OMPOSITIDN RTOE nyT UWrnp LOW TO MODERA USING D UP TOv LS CAN B NG SPACERS AS N y FOOT TO L LEVELING" g�ED Q „B TE5100 4 IP11°4: PEN DETAIL.01 AER SHOWN PART NUN���' ° SCALE; DN5 5�140 pEl1 Q4� F�cpheB1g� _ o�si�NEsz WE' 12Q113 ER tYP• oRYan RAC �,�}ENERGY QOR� �ypFT�R'" mh1AlN��� APFRQVED fix' Fyrrce, Groc From: Fyrrce, Groc Sent: Wednesday, October 11, 2017 3:46 PM To: 'Jack Reinstra' Cc: Kennedy,Jack; Nelson, Kait;Cricchio, Kevin; Lange, Steve;Ingalls, Paul Subject: 1501 Latitude Circle Plan Review Landed Gentry Attachments: 1501 Latitude Circle Plan Review Landed Gentry.doc; Plan Revision &Additional Info Cover Sheet.pdf Hi Jack, Please see Jack's plan review note below for corrections that need to be addressed so that he can finish his plan review: BLD-2017-0447 1. Required fire flow= minimum 1750 gpm. 2. Applicant must provide proof of available fire flow from acceptable source. 3. Fire flow may be reduced by 50 percent with residential sprinkler system per NFPA 13D. Jack Kennedy Assistant Chief/Fire Marshal Anacortes Fire Department 360-293-1932 Office 360-661-3437 Cell Please see my attached plan review note for corrections that need to be addressed so that I can finish my plan review. All other plan reviews were accepted and approved as submitted. Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected,for each item,on each review, and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. If you have any questions,feel free to address them to the appropriate party. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 Av./rope:de r•.<viunandicd abort 4 eekea/ie:gi cast(/clr./ei:ratio i- 1 My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 2 atvY Anacortes Planning t Community Development Dept. Permit Center $ P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official, Planning Director FAX(360)293-1938 October 11, 2017 Jack Reinstra 504 E.Fairhaven Ave Burlington,WA 98233 RE: Plan Review notes for the proposed New Single Family Residence at 1501 Latitude Circle Please address the following items so I can complete the plan review. 1. The location of the man door on the garage on the site plan is different from the other plans,please make it consistent. 2. Please indicate on the plans that the anchor bolts need to be installed between 7 times the bolt diameter (4 3/8" for 5/8" diameter anchor bolt) and 12"from each end of the mudsill plate. 3. According to 2015 IRC Table R403.1 (1) and in accordance with Foundation Note#3,the footing width and size stated in Foundation Note A is insufficient for the loads that it is supporting. Please correct this in the plans. 4. Please indicate the depth of all applicable footings on the foundation plans and details. 5. Foundation Note H refers to Detail# 9 on A2.2 for the east side of the stairs. This foundation does not apply to this area because the foundation wall is not restrained at the top nor the bottom of the footing. Please indicate on the plans the footing that applies to the situation. 6. Foundation Note H refers to Detail# 9, on A2.2, shows a slab restraining the bottom of the foundation wall,but on the Lower Floor Framing plan, on A-4.3, does not show it that way on some walls; and on other walls it shows no restraint on the bottom,nor the top of the walls. Please make the detail consistent with the plan of how the house is to be constructed. 7. Please indicate this on the plans and details, the concrete coverage of the rebar. 8. The way that Foundation Note H refers to Detail#9, on A2.2, is designed is not consistent with 2015 IRC Section 404 and Table R404.1.2 (3)for vertical reinforcement. Please make it consistent with the Code or provide Engineering for it instead. 9. Please indicate on the framing plans that the joists need to overlap a minimum of 3 inches over the beams and be nailed together with 3- 10d nails per 2015 IRC R502.6.1. 10. Please indicate on the plans all post to beam connectors and attachments to interior and exterior walls. 11. Please indicate on the plans clearly, how all gravity loads are carried down by all beams to the bearing soil. 12. Please indicate on plans that there needs to be a bollard in front of the appliance in the garage. 13.For your information, I noticed that you called out 2x18 PT deck joists, when 2x8 HF#2 are sufficient. 14. Per Anacortes Municipal Code Table R301.2 (1)the Wind Design Speed is 115 mph;therefore according to Table R602.10.6.4, CS-PF and PFH need to have header-to-jack-stud interior straps that are 2,150 lbs. for openings greater than 9' wide and less than or equal to 16' wide, and 2,550 lbs. for openings greater than 16' wide. Please correct on the plans accordingly in all applicable details. 15. Please indicate on the Braced Wall plan because 7/16"nominal thick sheathing equates to 3/8" minimum thick sheathing for Wood Structural Panel;then,per 2015 IRC Table R602.3 (3),the minimum nail size is 8d. 16. Please indicate on the Lateral Plan that%2" GWB needs to be installed on the interior (opposite) side of all BWPs per 2015 IRC R602.10.4.3. 17. Please indicate on the plans the egress window for Bedroom# 3. Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 Hydrant Flow Test Report Test Date 4/26/2017 Test Time 12:30PM Location Tested by 1419 Latitude Circle Commercial Fire Protection, Inc. Anacortes, WA 98221 • 17199 Bennett Rd Mount Vernon, WA 98273 OCT 3 1 Mark Taitano CITY OF Ai'': TES Notes Read Hydrant New Hydrant, No Hydrant number yet. 86 psi static pressure 56 psi residual pressure hydrant elevation Flow Hydrant(s) Pitot Outlet Elev Size C Pressure Flow #1 3.5 0.93 29 1831 gpm Flow Graph 100 2804.0 gpm at 20 psi 80 60 psi 40 20 0 0 750 1500 2250 3000 3750 gpm Created with the free hydrant flow test program from www.igneusinc.com 1419 Latitude Circle,Anacortes,WA 98221 r '� r y r New Development; 48 North ! _ -'a += New Hydrant at 1419 Latitude Circle r' Static;86psi Residual:56psi I , 4" HM Pitot: 29 Flow: 1829gpm E s ' 0111.4110 fix' - t , 1 I ,� ,.t ; 4 - I. IN :,,;, Is. :,s.+.04:i:blo :"0 sea , . , 1 / . (, 411111111111111110 SS mil MED 'A;f: e l' '0 • 14 , I .. , ii 4... ...Th , LOT 29 "4 e .0.. 0 , .• - 1 iti Duc. igi D:,S0 0 LANDED GENTRY ., 0:„. Pi 4I (IC 1 1 1 ' : ' - , I 0 ,IF, , F— 101PRIVATE SD & , C occk (....) - pc ---- SS EASEMENT , :141 '.: ... 0...0 l,l:'1:;.-:' HOMES AND COMMUNITIES mil I 206.6 cc° .:`c. '4 -• , 0,,c,-e 4 , GENERAL NOTES .. i EXIST :c .1.4% , ' ' GRADE c1,1 :41 OWNER: 1"-- 192. .„, i ' • .4', LANDED GENTRY : 8 504 E. FAIRHAVEN E T I LOT LINE ' ' ( .4,, :14;p0D-ccu 0 , .0..,:, - "'aro*, .._, 37,1'. BURLINGTON, WA 'a A ei: f . ., 982.33 I /—(360)—755-9021 , S:ces,4". WID:ri:::s r4datssiatty m.sani . 0.:S. 11,1,371 , I----- s 4: \ ! , :4 BUILDING: 0 I— 26.22' --------- ' 66.00' ,' —. 21./1 ' II ,,, tt4:- 1: ,1„ill , MAIN FLOOR AREA- 1,914 SF \ 1 .7 4 333 LL FLOOR AREA- 1,306 SF 00° .14, I 1 ,,-, TOTAL FLOOR AREA- 3,220 SF / / t, , k.k. 43, It 3 ' GARAGE AREA- 696 SF I $D ,D80 „ . , go hi , e40,24 , , P SITE , , :,-,:. .,.0)(4 - - _ !,,,010:0:0 , TYPICAL -181e• J / ' 7 . • 1 7' PROP. 4" SCH A i PVC DRAIN LINE - , ., c.'4.', • - I. , ,c4,... ZONING: • ° , ' . • . / ' b P.U.D (UNDERLYING R2) • L-,) / 4 67 12.04: .,,,,. 4,3.29' / to .: 1- • 6.00' .:1-, SETBACKS: • c- ''.800 0. 08S • ,-.. , .h00 z° ,0 ALL SETBACKS IN COMPLIANCE , is V SP 41. .0 0,,c„. .`. ____,8 ..8..,,,,, ,,,„mm oxm4 8,8m8,8,8m ,.m.m govma ezmva{ wrg mum gogew - gagm gwa*, , . Upktm , ,',,.. SIAM MS M.M.) ..RAM MaR.d aasa an, mom maw mx.w 11"V V"V / ."Z" WITFI CITY GUIDLINES , 55 ° 7 mm, .m mow mai7/ 7_,ri C:, ,/ , 0, •72 / i I .61 I •s___ I _ i 00 -4-ff a 11 411° 7 cii 20' FRON'T YARD SETBACK ,' /, f,ARSR/EDKA:NRYGA:RADRSD MAAININ5.2',015' COMBINED FRONT YARD MIN 20' HEIGHT: MAX. ALLOWED: 35' . It co 1 8,,, ,,,,, __ .......0.......ansismr.....-f , ____,...,_ .. - . ,-- ----- .. -- . . _. .______, . . Alosappmpinai Iiinnwsppalliniiissiminadmiammisisi i 0 i: I ,4 I 1 , . . PROPOSED:UNDER I 14 -..s, PARKING SPACES PROVIDED= LOT LINE 1_4.1 /0 s UTILITY _., -.,, al' 3 IN GARAGE, 3 IN DRIVEWAY 100, 0 0.,5 it O I EASEMENT c 0 00 gi. , I , ; LOT LINE & L\., LOT COVERAGE Co I ' 4 ,77: RIGHT-OF-W Y BUILDING AREA: LINE 1 2,9,32 S.F. NE. ma — — ...., 7-5r PORCH I7I. >_ , ' -,f - CURB & GUI FR c LOT ; C\-C° i , 7,936 S.F. I LU123 / ".- = , = .'41 PERCENT COVERAGE: ,%a- i k-0 88N . 2,9,32 / 7,9,36 = .370% ' o . . . „ . t \ 18 i cc-i , MAXIMUM ALLOWED: 37.5% ---, LOT 23 IN . .;g C ----------------- 20):ARREDAR SERVICE LINE i 14's LOT 28 ,_ :„ ... h, 4 ''',°; I I IMPERVIOUS COVERAGE 1 2,58.5 S.F. BUILDING do Al - ( .. i STEPS/WALKWAY: 26 SF. SETBACK i _ ir 1 , Ten - PORCH: 139 S.F. , i 1 PATIO: 206 S.F. DRIVEWAY: 580 S.F. ., o 8 3,536 S.F. I 88Nr) . I \r: -- A PROP. 4" SC 40 PVC DRAIN LINE / \ i cv .::: '' ?:.0,:io,st"-r,('I;1 ° LINEE1°A'SEM UTILITYE N T ifia-'ILLIC)Ctiala: \ _II II : PERCENT EGA: r. GARAGE 1, D IVE A Y I j 11 I 11 ' . i '4 !.t. 1 1 D_II . I .3,536 /COVERAGEz936 .: 'R-08 :°:, 44.6% MAXIMUM ALLOWED: 48.0% ,0 g0 :: r.1 , i ..,0 1 ( ./Z ,......,... . .......,......,4 .....,..., F.... ii 1 II 17()" ,,. ' 20Y t •sr isa -, i?. ______ (11) 5° I ("2- > 1 o*ci o. •si, .,,,, ... ..,tar , .. , , / ite to .as ,.._ i• 8.r.r i I ' / ' 1 d I 1 15 ''''''•all air d / H I • to aft••at at ' , i ' ' ' Ct , N 0= a Z ft . 3.014, Sena 3e 4 -CD 1 • — -, is 'S. I ,, • i 0 I C). GO 0 1 • WM . rt- ,s, c) ' 42.04' 21.36' 4\ — 2.00' iti / 7 SP /r • (.- _ _ ki . 0.(,(.(0. 0. , GRAPHIC SCALE 11 1 sp , 08, It i 196.0 C.) , PROP. 4" SCH 40 PVC DRAIN INE 215.0 ,::: VVM ,°„:"a.; 20c'k` °:4° 4';. '°Vee''::.0. .0' 6 0 3 6 1 2 _ .. _ . EXIST , ,c, EXIST .. - 15iniii , , / ,GRADE . .,....,-, if__A„,.,,,,s, A I DC CO . GRADE 1/ 27.67' — 66.001 I .: • ,. . 0 -I 19 69' -4 4:- 1 . . — ( IN FEET ) S1 ' I to 11,3 „37' •,,, - Horiz. Scale: 1 Inch --= 6 Feet 0 Mbz0 0: , ta LOT LINE I , "-t N., 48 NORTH anl . I • , . I LARRABEE LL I •• k' ,.... 41 , i _ . I cci , I , I/ I 3-CAR LEFT -^ 0 z LOT 24 , 0 0, 1 , I i I-- , 1 - 11.1 C3 CC SITE PLAN i . cc z 0 > i i 0 ,- , o a. - 1 .....,: ,:„0: rN \N- LOT 28 ct n a- < 3. U ...1 a Q. . 30 < — a I-- j-i: \ 31 Z D D 1501 LATITUDE CIRCLE 0 - 2d ...aNt C 1:13 W t%A 0 IT. , I • 1 P ANACORTES, WA u_ u 3 , 4 • / . a 0 0 • \ 's Leir-ji 12 = . ,., ,"; : % „ \ tLJ 1 LOT 27 , , „„„:„, pt i-- (J) a cc -4. . It , y U z b,„ „, 5, I:14 la j ,: JOB NO' PLAT OF "48 NORTH" . cl. 2 TAW ' co,- ' co VS" - 'IA _____- _ —- _ Ci j2 I— , DESIGNED: LG * I .. tt 1:6 LU 0 :e,,, -; 4 ci. t__ uj 0 1..i z_, DRAWN. , ist v ie. L.` "al , ' 10/11/2017 ,--. DATE '4. a. cc Ln vi g I SHEET I of 1 4 ..../--- 1 i I I en 7 `�-) LOT 29LET PROTECTION �= OR DOWNSTREAM �� BATCH BASIN PER �•— - �� 10' PRIVATE & „C220, CATCHBASIN F LANDED GENTRY SS EASEMENT �� - 'FILTER TYPE . Q INLET PR TECTION e HOMES AND COMMUNITIES 0. ° I n/ PER C220,4BLOCK & 206.E EXIST GENERAL NOTES GRAVEL FILTER TYPE , " GRADE OWNER: E T LOT LINE , " LPLACE SILT . .- oi LANDED GENTRY t ' DE DOWN STREAM SIDE OF . \ / STOCK PILE, PERP RH E I3M C233BURLINGTON, B LIN 98233 113.3T I , 1-(360)-755-9021 26.22' H I 1 BUILDING: 66.DO' 21.1 f' , , :0,,,::',',,:mmt,atamo,irs:ovagra,, I ' MAIN FLOOR AREA- 1,914 SF LLFLOORAREA- 1,306 SF xx--x �i—.x x x�x- -x—x— TOTAL FLOOR AREA- 3,220 SF x�x—�x—x---x--x--x�-x—x—x—x—�x—x--.x—x—x—x--x�x --x�.x--x x—x--x•--x—_x—.x—.x—.x�x--x�—x--xxSD �� �G�`50A�. �..�x x xr<x x + I GARAGE AREA- 696 SF 1 ♦ ��` �'� t� PROP, 4" SCH PVC DRAIN LINE PRoaosED PERIMETER \ _ - -- , I SITETYPICAL S1 ��♦ CIS) BMP C233 FENCING (TYP) PER tc�,� SOIL STO KPILE I I ZONING: y' i �- 1d Ie I '1 1 S tq: -1- 4.67' 12.04'' „� 1 � 31 � - 43.29' — fCATflN I P.U.D (UNDERLYING R2) 6.oo (COVERT WITH I „ SETBACKS: x I ALL SETBACKS IN COMPLIANCE j 1 GG� PLA .TIC DURING I ,e' I WITH CITY GUIDLINES O ♦, x o STO'M EfrENTS , ",. 1 J 5 / o PROPOSED PERIMETER SIDEYARDS MIN 5', 15' COMBINED 1 g� ♦ CONSTRTION FENCE AR YARD MIN 2 ' 1 ti�.QO { ' �!► Qa� f e°�� �x i PER BM103 FRONT YARD MIN 20' QO �ypj5 — x --„I oo I j 1 o Q i , „ , ...,.......... __ . ! _, 20 FRON YARD SETBACKf EIGHT. GI __—.—� I H 1 o - I MAX. ALLOWED: 35 I 1 �I � PROPOSED UNDER LOT LINE i 1 W I PARKING: I I o c, / 10' UTILITY I . 1 ZI PARKING SPACES PROVIDED= i 3 IN GARAGE, 3 IN DRIVEWAY I 0 o EASEMENT I PROPOSED I ? i N I I LOT LINE & I PERIMETER SILT I Y GN �� RIGHT OF WAY 7 / /� BFENCING MP C2 3(TYP)PER x. 1 m �� 3 � �� O L 0 ( CO V ERA CE 1 ON • HIM — _ -0 LINE I I BUILDING AREA: ���.�I 2,932 S.F. II j v I PORCH ° I ? Q o CUR$ & GUTTER LOT AREA: 1 s 7,936 S.F. j I Q , 0 1 PROP. 4 SS �_ ... PERCENT / 936 GE 37.09 •_ W LOT 23 o FFMAIN:214.40 g I I `� „� MAXIMUM ALLOWED: 37.59b 20' REAR SERVICE LINE FPLL: 204.40 ttso°' �� o YAf 10' UTILITY ,, , x 1 LOT ; 28 � �� EASEMENT I IMPERVIOUS COVERAGE BUILDING 1 ® g o TEMPORARY LINE I0 SETBACK 4i IIt CONSTRUCTIO�� BUILDING: 2,585 S.F. II fi ENTRANCE P.' BMP I STEPSS/WALKWAY. 26 S.F. C105 a; PORCH: 139 S.F. ii o SIZE( TO F ) r PATIO: 206 S.F. I GG� �� I DRIVEWAY.. 580 S.F. I \)�•. V50 I ? TOTAL: 3,536 S.F. QQS✓� �' PROP. 4" SC 40 PVC DRAIN LINE DIVEW YII fi„ 1 • LOT AREA: �� GF:214.40 GF:213.90I '` ' I / I 7,936 S.F. 1 GARAGE I 1 t I 1 ini15 PERCENT COVERAGE 1 C _ t r 1 I �E 3,536 / 7,936 = 44.6% 1 ..k I MAXIMUM ALLOWED: 48.0% 1, , II ii II _---- a g se� •'��► I1 4 1 ) ite at as gre o ♦ fie C (\it I / / �G� OIL � ����or tear �I L CC f_ �_ _-� — - � �_� ... -1 0 �' CHECK DAM P ���� Iv�G� OA� 1� CONSTRUCTION FENCE '� i,3 Z .� AS NEEDED. ,' o �f - ��� Qor �� ; o I 5 PER BMP C10O., lei • 1 u 42.04' ,Q"� 21.96' ,\5� 2.00' 1 = <G�eG • WM I va 196.0 50 S v /, I GRAPHIC SCALE "Pre4,, CHECK DAMI:ER BMP m 215.0 �..m �, EXIST m PROP. 4" SCH 40 PVC DRAIN INE C207: cHEcw Darts, WM - i _ 6 0 3 6 12 GRADE I pc AS NEEDED, GRADE S — 19169' I I p 113.37' I Horiz- Scale 1 Inch = 6 Feet v LOT LINE sv�k_ .®.. .o.Ysh�IDl .. ypyp cs m in -H .� �.a�¢ ". rend ,.pn.mr. m_mXffir ,,,, M+�.MMx "Re _ �� rv''''' Wy [msgR: gmaWxY m'.tawww % 30 PROPOSED PERIMETER �" • m CONSTRUCTION FENCE ' I 48 NORTH PER BMP C103 j I loi�� f LARRABEE LL 3-CAR LEFT LOT 24 Erosion Control Notes for Residential Construction-City of Anacortes 1 A. Erosion Control Best Management Practices shall be in place per the accepted site plan prior ABBREVIATED LEGAL DESCRIPTIO Ifl EROSION CONTROL PLAN to any construction start. : 8 B. The erosion control shall be inspected once a day and modified to meet the surrounding LOT 28, 48 NORTH PLAT & PUD, SEC ION 22, li LOT conditions as needed. TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M., CITY ® C. The storm drain system shall be cleaned daily(Section 7-07.3).All drainage systems shall be; OF ANACORTES, SKAGIT COUNTY, ST,. TE OF j 1501 LATITUDE CIRCLE 0-0 cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. WASHINGTON, A.F. 201705020028. - _ D. Stabilized construction entrances and roads shall be installed at the beginning of construction - _ 0-2 I ANACO RTES p V V A tS and maintained during the duration of the project,Additional measures may be required such , as wash pads to ensure that all paved areas are kept dean. No mud is allowed to enter onto \//��/ 7 II I E, Any7)days�n the dryseason shall be immediatelystabilized with the approved ESC methods LOT T 2 I 7 City streets exposed that will not be disturbed for two(2)days during the wet season or seven - 7 �' PPI 22 (seeding,mulching, plastic covering,etc) JOB NO. PLAT OFNORTH" "48 F. bee viewed to identify twhi beginning ones can be seeded inopreparation for thle vnl nt r rains.eD sturb --- - - - _,-.�_,_ " (2)weeks P 9 g (October ) Disturbed DESIGNED LG areas shall be seeded within one(1)week of the beginning of the wet season.A sketch map - °, of those:areas to be seeded and those areas to remain uncovered shall be submitted to the I --" Project Manager,The Project Manager can require seeding in additional areas in order to DRAWN: I protect surface waters,adjacent properties or drainage facilities. I 70, G. Penalties for an Erosion Control violation are subject to a$300 to$1000 fine under Chapter .' DATE: 08/10/2017 I I I 17.66;Penalties for Violation. Each day is considered a different violation. a j SHEET 1 of 2 MI it I ili r,f. an 4111111111111110 SS Milli GOMM IMES WM LANDED GENTRY HOMES AND COMMUNITIES GENERAL NOTES OWNER: LANDED GENTRY 504 E. FAIRHAVEN BURLINGTON, WA 98233 1—(360)-755—9021 BUILDING: MAIN FLOOR AREA— 1,914 SF LL FLOOR AREA— 1,306 SF TOTAL FLOOR AREA— 3,220 SF GARAGE AREA— 696 SF SITE: TYPICAL ZONING: P.U.D (UNDERLYING R2) SETBACKS: ALL SETBACKS IN COMPLIANCE WITH CITY GUIDLINES 0i .y,: REARSIDEYAYARDRDS MMIN 2015' COMBINED FRONT YARD MIN 20' HEIGHT: • MAX. ALLOWED: 35' PROPOSED:UNDER a• PARKING:PARKING SPACES PR0IADED= } 3 IN GARAGE, 3 IN DRIVEWAY LOT COVERAGE ;: ;- _-- BUILDING AREA: 2,932 S.F. r LOT AREA: 3 - . v, PERCENT COVERAGE 2,932 f 7,936 = 37.09 MAXIMUM ALLOWED: 37.59 to II/PERVIOUSCOVERAGE -r.�. 2 .� ,...., e°.. ti� " hi*v' 3 , �, ;tb4b .x. ia; ... a. �. . m 4 E oa b"Sys:. m • T eCd". w L .`Y?...' ,. 00,0,400„ a"k • .e. ��'o-„' -�'re"�ss.,ak.�, ?3 a� 'h, ar s b bsx� .....a<z. : � - , ,.«� ��;��,.' �° ;_ . . ,,`�` a, �.� ���be. ;:��"b� a,..,:.. s�� � . _ �.�� ,..� . iu .ID BUILDING: 2,585 S.f: �� ...,NI .. 1..,, ;. • `�txre•a d` "4f:"R.tu .�`� "^'x x .. .eys a .,�,... •E.? "� :... L..... �JG: .,a ram« &. `-`' «,4...<,..+.,. f., '�.,.:a. a ,..... '°' .. ..r " •ti .a.a =rf _'^� firo:2.nv M'4us .e ."x"�,' r -3wv& ram..-. .. ...a%" .... . ^N .:,."m..:yk &>. ~� `� ��, . g STEPS/WALKWAY: STEkEWA 26 S.F. = �. �t PORCH. 139 S.F. PATIO. 206 SF. L ,, , 'lit DRIVEWAY. 580 S.F. a 4 i 36 S.F. li TOTAL r'° ak rid^ z-•:v'qj_+� '#'y..'7'«. 7° -66d.° 6 e LOT AREA: be^5a ) :- xxcea s� x i� a � ""..513 °fi .' "i: . i 'i ?, qLm Zbs 9 4Y "" ' ..."... aY � 6S.F. 4! PER CEN COVERAGE: 3,536 f 7,936 = 44.69 4 ' s ill ■ MAXIMUM ALLOWED: 48.0% SITE LOCATION 1 to 2E9 Zr== co Q ez9 = o Ell F- ANA CORTES ' `Vn / ^f� NOT TO SCALE . C . A ' 48 NORTH �,�. , f=° LARRABEE LL iii of °a s 88hy S, '`4` : '6 f 7 '. . 3—CAR LEFT ? a , \o at" EROSION CONTROL PLAN V m ....__ ��� LOT 28 I Map data ®2017 Google 1000 ft �� a. srit 1501 LATITUDE CIRCLE 1100 VICINITY MAP ANACORTES, WA I :it, li, LOT 29 (P133687) 1419 LATITUDE CIRCLE JOB No: PLAT OF "48 NORTH" ANACORTES, WA DESIGNED: LG DRAWN: DATE 08/10/2017 SHEET 2 of 2 1 NO SURCHARGE OR WHEEL FOUNDATION U I� /� TIO� I NOTES : lO� � , I�l fie I I�l I�l / 48'-61I see a NO FLOOR FOR "E" LOADS WITHIN 5'-0" 101-0„ 4-4" " / a AT LEAST 12" I 1 / / / 24 -2 / = • I. INSTALL PRESSURE-TREATED 2x6 SILL (MINIMUM) W/ I/2" DIAMETER x 10" 1 / 13'-10h„ 24'-7�Z" a 5 DEGREE MAX- SLOPE / / IIIIMIIIIIIII n ANCHOR BOLT 4 3 x3 x1/4 PLATE WASHER : 4'-0 O,C, ATOP ,{ •I FOUNDATION WALL, MINIMUM 2 BOLTS PER PIECE 3,5" TO 12" FROM END 2%. 12 -I" / 12 -1 23/a f c= 2500 psi .n -p00 I(I-III—III—III—III—III TYPICAL THROUGHOUT LANDED GENTRY fy= 60 ksi, grade 60 „W„ _ ►�zooms MIRA DRAIN 2,000 OR 2, INSTALL 4" PVC DRAIN PIPE BELOW FOOTING e LOW POINT FOR \ DECK LINE .4BV, (SEE SHT, A2.18) '----' ' 1 HOMES AND COMMUNITIES "• °D '0 0 WASHED GRAVEL (OR SIM.) POSITIVE DRAINAGE DURING CONSTRUCTION, VERIFY PLACEMENT OF 4" r QS \ \ MIN. SOIL BEARING 000 1 = 1,500 PSF ° 1l0 0 2° CLR. PERFORATED FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE ' LO`---' REVISIONS BY: • MAX. NO. OF STORIES „X„ o, 'D 1�%0 3, FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING Q 1 O SUPPORTED = 2 STICK 'A . 100 OF 1,500 POUNDS PER SQUARE FOOT 1/40 ' O O �j 10 - 26 - Il JR "A" FRAMED RESIDENTIAL A . 000 A Q �4 FLOORS + ROOF W/ o ° o� 4, INSTALL R-10 RIGID INSULATION • SLAB PERIMETER (VERIFY INSULATION ' NOTES: Oa,B„ 1. COORDINATE W/MECH. &ELEC. 25 PSF SNOW MAX. o Q VALUE W/ FLOOR PLAN NOTES ON SHEET A3,1) r F ® OX it 0 4 \ FOR LOCATIONS&SIZES OF o °A 00 5. BASEMENT TO BE BACKFILLED SO THAT THE MAIN FLOOR IS NO MORE I o ' ' d °" d ° o d °^ ° , > o \ 0 0 IF STUB BARS, MIN. FOUNDATION/SLAB ACCESS UTS. 4" (MIN.) CON(. o a ({Jo o 4 I 1 I Q G I- LAP SPLICE = 24" THAN 6'-O' ABOVE FINISHED GRADE FOR NO LESS THAN 50i OF THE I ° ' , 2. 30x24 CRAWL SPACE ACCES SLAB 12'-0" WIDE (MIN.) p- D "• po0 TOTAL FOUNDATION PERIMETER DIMENSION. MAIN FLOOR LEVEL TO BE ° o \ • p o° \ PANEL(24x30 MIN)-PROVIDE METAL OR a, °• (O� NO MORE THAN 12'-0" ABOVE FINISHED GRADE AT ANY POINT (PER IRC °^ d ° o • ° d '°^. d ° o ° ® ° d `°^. d ° o - p, FIBERGLASS WELL AS NECESSARY. INSTALL a .�•��••t 4" DIA. PERF. p I ° • 1l�1�• 1�� SECTION R301 STORY HEIGHT ABOVE G E) . ' SOLID COVER SLOPED AWAY FROM BUILDING- j �1 <1•• 1 DRAIN LINE o I � , _ 1 1 `� A - a.4''9 .a 4',9 . 4',4'9 . 4';4'9 .,a 4'9 . I„e 0o 00 00 0a, 1 •-�- ° INSTALL 4x8 MIN. BEAM SET ON WALL PLATE ° ' 4 4 ° d ° 4 ° • ° • ° e 00�4 IS 6, MINIMUM COVER FOR REINFORCEMENT IN CONCRETE CAST IN REMOVABLE •'a 1 ' I TO SUPPORT WALL ABOVE (OR INSTALL A% . A% . A•o . Am „ 6'o , 0 I I EXTENDED FOOTING "D" $ �'^ 000 1 FORMS THAT WILL BE EXPOSED TO THE EARTH OR WEATHER SHALL BE 1 I/2" A , INTERIOR CRAWL SPACE ACCESS-VERIFY W/ �pp U P D o D o D o D ° A o D D `CJO�p�,' ° ° OPTIONAL (TYPICAL ' a BUILDER&SEE o, o ° IV:::::: o •�: ° 00 00 FOR "5 BARS 4 SMALLER AND 2' FOR "6 BARS AND LARGER. FOR CONCRETE - ° 1 �q PLAN) �\ �a `a a a a a 00�0 o X I 3 PLACES) 3. 16x8 POUR-IN-PLACE FOUNDATION VENTS(OR 1'4, . A'A A'o A'n 4'a Am A'o 000000 CAST IN REMOVABLE FORMS THAT WILL NOT BE EXPOSED TO TO EARTH OR O a \ \ lb/ 16x6 VENTS IN FLOOR DIAPHRAGM(VERIFY W/ 1(I—I1(-111=III-11I—III=III-1(1-1I1= —III WEATHER, MINIMUM COVER SHALL BE 3/4". SEE IRG R403,1,3.5.3 0 , It BUILDER). NUMBER PER PLAN. „Z„ O r ; O l 4. 12"WIDE THICKENED SLAB EDGE. EXTEND .A 1'-4' x 8 G 71 / "4 R AR CONTIN 1 4.13- --\ , \ ; I ,I� p{` 8"BELOW GRADE. "Y° v \V� V/ / o, __, `� : : ) 5. VENTS TO BE LOCATED WITHIN 2'-0"OF CORNERS. TOE / „C, /HEEL O 3'-O" x " GONG, FTG, W/ EBAR PER RETAINNG WALL DETAIL HIS SHE T .,: \ 1 (VERIFY W/ WALL HEIGHT NEEDED) a \ ri\k *l l . 1s I FLOOR JOISTS: C 5'-O x 12 CONC. FTG. W/ REBAR PER RETAINING WALL DETAIL THIS SHEET I °°° I u.1E •g" LAYOUT SHOWN HERE IS FOR 2x FRAMING. IF ENGINEERED JOISTS ARE USED, MANU- ANTILEVERED RETAINING WALL DETAIL O (VERIFY W/ WALL HEIGHT NEEDED) =I ° I ° ID �, Q n ° ea I 0 4 1 FACTURER SHALL PROVIDE AND SUBMIT (ALE: 3/4" = 1'-0" r U `T T! YE'. ,.., U DEPARTMENT FOR ENGINEERED DESIGN TO THE BUILDING DO 5'-O x 12 CONC FTG. W/ REBAR PER BRACED RETAINING WALL DETAIL 109,SHE 42,2 (VERIFY / WAL HEIG T NE ED) h U I D I O ' . \ \ O THIS ° a- FABRICATION AND INSTALL ATION VAL PRIOR TO IC I ', I (TYP,:--} `- -r-'I ROW) 7 ° CANTILEVER RETAINING WALL SPECIFICATIONS ® 6" CONC, FOU U 'DON WALL W/ REBAR PER R 4.1,3 4 IR T BLE w THIS I 0 �. 0 Q I , *l V w l FLOOR SHEATHING: 404,L2(1) - 404,1,2(8 ° ROW) _ - 4 �___ Ni- �,� ;°a CI 1. USE3/4"CDXOROSBSTURDI-FLOORT&G, A B C D E W X Z _ „ " Q' W a G ►,° (Y I GLUE AND NAIL W/RING SHANK 8d's AT 6" O 8° CON(, FOUNDATION WALL W/ REBAR PER R404,1,3,2 4 IRC TABLE 'O 2-2 x 2-2 x 8 �k \ �q x I lCl `4:: O p, l7 I EDGES& 12" IN THE FIELD. FACE GRAIN RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING 404,1,2(U - 404,1,2(8 ffiGONG. FTG, `t o , ' , it I PERPENDICULAR TO SUPPORTS. HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR TRANSVERSE CONTINUOUS (L ® = IL 2. PROVIDE SOLID BLOCKING IN THE JOIST 1 O 8" CONC, FOUNDATION WALL 4'-0" TO 6'-0" HIGH, W/ REBAR PER RETAINING °a WALL DETAIL THIS SHEET, STEP FON, WALL PER GRADE (VERIFY ON-SITE) Q I C I Q' \ i iv p� z I CAVITY BENEATH ALL POST LOCATIONS 0. _4' 10" 28" 9" 6" #4 @ 24" #4 @ 24" #4 @ 24" (3)#4 O I'-10" x I'-10° x S" �Y 01 AND BETWEEN UPPER AND LOWER STUDS ° i AT FLOOR TO FLOOR HOLDOWN LOCATIONS. 0 4 CONC. FTG, ' _ HO 8 GONG, FOUNDATION WALL 81-0 TO 10'-O HIGH PER BRACED RETAINING Q O ° 4 I 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT 4' -6' 12" 36" 9" 6" #4 @ 18" #4 @ 18" #4 @ 18" (304 Z /' , 14'-011 \ 12 -O �p 12-6 z WALL DETAIL "9, SHEET A2.2 = " „ . z INTERIOR BEARING LOCATIONS WHERE THERE O ° . __ -- ' 9rel I - IS A LOAD BEARING WALL ABOVE. 6' - 8' 9" 45" 12" 8" #5 @ 18" #4 @ 18" #5 @ 18" (4)415 O 2' 8" x 2'-8 x 0" CONC. PAD FTG. W/ (2)*4 REBAR BOTH WAYS 4 6x6 /,' 21'-OI N " ' " _ 4. IF ENGINEERED FLOOR JOISTS ARE USED, 5 -O 2-6, 10-0 pI ' POST ON 90* FELT la „ _ \ / � , p ' PROVIDE TIMBERSTRAND RIMS WHERE FLOOR 8' - 10' 12" 60" 12" 8" #6 @ 12" #4 @ 18" #5 @ 12" (6)#5 f ° 11 -0 / _ Q 10 -O L \a / 1 1 , W I :: JOISTS BEAR AT EXTERIOR WALLS. O 1'-4" x 1'-4" x 12" CONC, PAD FIG, W/ SIMPSON 0BSQ66-5D52 (OR EQUAL) Os Noy cp I 5. CONNECTIONS:SIMPSON COMPANY OR EQ. \ 6. FIELD CUT ENDS, NOTCHES,AND DRILLED CONNECTORS TO BE HOT DIPPED GALVANIZED (OR EQ.) \ i ' E7 J o d ° o - o \ ° o° • \> o \ O HOLES OF PERSCRIPTIVE TREATED WOOD v °° SHALL BE TREATED IN THE FIELD IN ACCORDANCE • - r © 1'-8" x 1'-8" x 12" CONC, PAD FTG, W/ SIMPSON GBSQ66-SDS2 (OR EQUAL) �i or ' WITHAWPAM4. CONNECTORS TO BE HOT DIPPED GALVANIZED (OR EQ.) a Rif -CO r / ° ° a =(� °I FOUNDATION NOTES: MO 2'-3" x 2'-3" x 12" GONG, PAD FTG, W/ SIMPSON CBSQ66-SDS2 (OR EQUAL) - \ 1 10 I Y O THESE DETAILS REFLECT CONNECTORS TO BE HOT DIPPED GALVANIZED (OR EQ,) d `E'' ® I °° } 1i1 , I ' A GENERAL HIGHER STANDARD THAN THAT t ' ' 1 O %, I 1O ALLOWED BY THE IRC. THESE DETAILS 1.1 O 4" CONC, SLAB W/ NICON FIBER OR FIBERMESH THROUGHOUT (VERIFY Q .s iO ' INDICATE THE FOUNDATION AND REIN- _s 2-16d PLATE TO STUD � W/ BUILDER) SLOPE I/O" PLF MINIMUM TOWARD GARAGE DOOR(S) S, _ O I .'° [_ _, ,>a r4 \ , FORCEMENTREQUIREMENTS FOR THIS MINIMUM 24 IN.WO:: \VI �y I In I e, O ° ° I PROJECT. THE CONTRACTOR MAY NOT STRUCTURAL PANEL P 4" CONC. SLAB/STEPS (VERIFY FINISH W/ BUILDER) W/ NICON FIBER OR c0 < �` © - iiL 114 _ Nl ° O FIBERMESH THROUGHOUT (VERIFY W/ BUILDER) ® Q ' ►ae USE THE IRC MINIMUMS WITHOUT WRITTEN Q W ' Q, '4 A PERMISSION OF THE DESIGNER. D 111 a x ((1 cola' O � s ORIENTATION OF STUD 12" 4" MAY VARY AS ALT. O OPTIONAL: STUB LONG *4 REBAR INTO CONC. SLAB FROM GO � ' Ql FASTENERS: 16d NAIL @12"<.-, FOUNDATION WALL • 24" O.C. TYPICAL, THICKEN SLAB EDGE -3/211 3'-511 1 °° 1 , (TYP, ° METAL ELEMENTS INCLUDING, / \ z 'I THIS CONNECTORS, MUST USE HOT-DIPPED GYPSUM WALLBOARD (IF NECESSARY) 1 ,i 1 I 1 - _,� 1 3/� -- I GALVANIZED METAL WHEN IN CONTACT ROW) I pg :_v,— R POUR SLAB THROUGH DOOR OPENINGS TYPICAL — O j ,-a I I ° WITH ACZA PRESSURE TREATED MATERIALS. I" 1 O (gip �` °, _ O ® ° ° I [R319.3]-SEE 37/SP1 OPT.NON-STRUCTU•.' II0am ad O Qi l , FILLER PANEL I1i11 --- _�1= - S THICKEN SLAB TO 6" AT GARAGE DOOR OPENING 4 INSTALL *4 REBAR °a , I __, ! ° 5/16:1/2" CONTINOUS WOOD CONTINUOUS r _ _ -�- _ �_ _ _ r _ _ _ • '4 a1 1 J ,'a ,�� 6d COMMON(SUBFLOOR,WALMUCTURAL PANEL ' e , ° ° °^ ° d ° ° ° v ,, o• p °° , I"," Sd COMMON NAIL(ROOF) BRACED WALL LINE I'-4" x I'-4° x 8" CONC. PAD FTG, W/ 4x4 POST ON 90* FELT (OR EQ,) r I " - - o °^° ° ° " ' ° d ° ° ll 11 EDGE SPACING 6"O.C. a r , • °°° a o\ v •. o a I I INTERMEDIATE SUPPORT 12"o.c. „ „ ,i ALT STUD UO 2'-0 x 2'-O x 8 CONC, PAD FTG, W/ 4x4 POST ON 90* FELT (OR EQ.) ® � ,D I I '• CORNER DETAIL9 O I'-9" x f-9" x 8' CONC. PAD FIG, W/ 4x4 POST ON 90* FELT (OR EQ.) , OPT. I I �r - , ( Ly0 3/4„= 1,_0„ DOOR O O L, I Q' I 1 . ° O I6" x 6" (MIN,) SCREENED FOUNDATION VENT (-I TYPICAL - SEE SHT, A-4,3 M I\i. OCT 3 1 201 FOR ADDITIONAL VENTING REQUIREMENTS), VENTS CAN BE LOCATIED IN a \ `° \ THE FOUNDATION WALL OR FRAMED PONY WALL ABOVE (VERIFY ON-SIT I > I -1 °I �+ 1 ' r 9,..6 „ , I ® if 7-I Uas • -n ' OF ANACORTES I Q © I'-6" x 8" CONCRETE FOOTING W/ (2)»4 REBAR CONTINUOUS °/ a'_9„ I 8 9 / YO S" CONC. FOUNDATION WALL 8'-0" TO 10'-0" HIGH, WI REBAR PER RETAINING 2 O �•sa \ _, v / Cs ® n(/ WALL PETAL THIS SHE STEP FDN, WA L P - GRAD (VERIFY •N-SIT ) 0 I ° I pr a 1rlF T �.CONTINUOUS RIM JOIST ADDITIONAL FRAMING FULL HEIGHT BLOCKING '• st O 11 E 1 _MEMBER DIRECTLY ABOVE @ i6"o.c.ALONG ' © _ 4 OAtt ,xw O * OCT 3 1 2017 BRACED WALL PANEL BRACED WALL PANEL NOTE: (V ° OFOR ANY CRAWL SPACE AREAS NOT HAVING VENTILATION OPENINGS, O I I `t lt0 ' THE FOLLOWING CONDITIIONS MUST BE MET: r — — , ; I . I N CITY OFANACORTES I I. £XPOSED EARTH SHALL SE COVERED W/ CLASS I VAPOR RETARDER \ 1 1 \ �_O O I WI JOINTS OVERLAPPED 6" MIN, AND SEALED OR TAPED. EDGES co o ' ° I SHALL EXTEND 6" UP FOUNDATION WALLS AND ATTACHED 4 SEALED I 7 7 _ I 1= T I p l o a l s I ILARRABEE 8d @ 6"o.c.ALONG 8d @ 6"o.c.ALONG TOE NAIL 3-8d TO FDN. WALLS OR INSULATION (SEE R400.3). BRACED WALL PANEL BRACED WALL PANEL NAILS AT EACH I - I I V' , I ' I MEMBER 2. CONTINUOUS MECHANICAL VENTILATION o A RATE OF 50 CFM PER EACH ° °. _ _r o BLOCKING 50 SQUARE FEET OF CRAWL SPACE FLOOR AREA (SEE R408,3) I I I , I I ,- : :.,° - - 7 •• " .- ° v ° �' 3. INSULATE CRAWL SPACE WALLS (PERMANENTLY ATTACHED) FROM FLOOR ° I I ° I \ L - _ 1 _ - 1 _A- 1 L - _ L _ \ \ LOWER LEVEL BRACED WALL PANEL �— BRACED WALL PANEL �—BRACED WALL PANEL ABOVE TO FINISH GRADE AND EXTEND 2'-0" (MIN,) VERTICALLY (SEE I ° //�� 1,000* (MIN.) CAPACITY O -I- 7 I N1102,2,IU p t Q HOLD-DOWN ft II O ® I 3-16d @ 16"o.c.ALONG 3-16d @ 16"o.c.ALONG 3-16d AT EACH ° /1 R\ Q BRACED WALL PANEL BRACED WALL PANEL BLOCKING MEMBER I , ° I O T ® f E ° \ p SI FOUNDATION PLAN 1` ) : ..._ Fe -Thti \ 3,500# (MIN,) CAPACITY d r 1 - - ° , + ,O O + COASTAL 1 & 2 I \ \3 HOLD DOWN -4/ S -3 5 /r -4a / 16 -3 -4 / 5-S% Il -6Is 2a/a JOB NO: LARRABEE LOWER LEVEL I ADDITIONAL FRAMING CONTINUOUS RIM JOIST MEMBER DIRECTLY ABOVE FULL HEIGHT BLOCKING @ 16"o.c.ALONG 10 -011 21'-011 BRACED WALL PANEL BRACED WALL PANEL / / / 5 -61 / 12'-0'I / DESIGNED: LG —:::— WHEN PARALLEL TO FLOOR/CEILING FRAMING / 48'-611 611 DRAWN: JR BUILDERDATE: 8/24/2017 TO VERIFY ALL DIMENSIONS. CONSTRUCTION TO C MPLY TH THE 5 ONAL ODE, BRACED WALL PANEL CONNECTION 2015 �NIFORMIPLUMBINCs1CODER20151UlASHI RESIDENTIAL STATE ECE ENERGY FOUNDATION FLAN4 ALL APPLICABLE LOCAL, STATE 4 FEDERAL CODES. 1 SHEET /\ 2 . 1 SCALE: 1/4" = 1 -0" WA see kwiil I R-21 INSULATION a—' 1/2" G.W.B a I 5/8" TYPE X G.W.B. c-� . 11111111 v, R-21 INSULATION _ iiMMEMO 2"x6" STUDS @ 16"O.C. 5/8"X10"ANCHOR BOLTS, EMBEDED 7"INTO -�.. 2"x6" STUDS @ 16"0.C. CONCRETE,AT 4'-0"o/c,AND SET BETWEEN 3 2"x6"TREATED PLATE ><„4 2"x6"TREATED PLATE LANDED 1/2"AND 12" FROM BOARD ENDS WITH 3"X 3"X «I 4"CONCRETE SLAB L A N D E D GENTRY 1/4"THICK WASHERS. MIN. (2)A.B'S PER BOARD[R403.1.6.1] !4' 6 MIL VISQUEEN HOMES AND COMMUNITIES ►.�. m BLOCK OUT GARAGE SLAB TO ►1� FINISHED GRADE I _ I I—II I —I 1= BACK OF FNDN WALL @SIDES REVISIONS BY: J ' ,- 11 Ell I—I I I= FULL WIDTH OF GAR. DR. R.O. SO — a • .........::i�i .':I R-10 INSULATION (2') . I =III—I I I-1 ' DRIVEWAY SLAB CAN RUN INTO —! 1/2"GWB 2"x6" STUDS 16"o.c. 4 _ _ I —III—�' SPACE R-21 BATT � 10 - 26 - Il JR ti • I _� I 2X6 STUD WALL — I 1 1-#4 BAR IN THE UPPER 12" OF WALL 1 AIR SPACE •Nye III SLOPE GARAGE SLAB P.T.2X6 SILL CONT. _ 1 1-#4 BAR IN THE CONTINUOUS FOR POSITIVE 4" MIN. PERF. PIPE NOTE: OR USE P.T. N • a, . • III 4"CONCRETE SLAB ON 2" UPPER 12" OF WALL GRAVEL BED 2x6 STUDS @ 16" O.C. -I DRAINAGE AWAY FROM = - W/PERVIOUS �— STRUCTURE COMPACTED SAND/GRAVEL " I \ !Xr;!� W/NO AIR SPACE SLOPE BACKFILL �t�s� "` �.��e ' �4 •it 610ei!l%i #4 BAR 18"o.c. HORZ. (TYPICAL) 2"x4"TREATED PLATE _ - G n POWERED NAILED 24„ = —_ _ L — I r / ,!/ #4 BAR 18"o.C. HORZ. COMPACTED Fl• — — — — — — I ' FINAL Iwl°III III GRADE ° °°° °°°°°°°°°°°° 1-#4 BARS HORZ. (TYPICAL) • e (TYPICAL) III " ' I I II 16" #4 BAR HOOKED 48"o.c. '•at°�'��4.. ? 5/8"X 10"ANCHOR BOLT _ _ I I '—J I I p z SEE DETAIL 1 co DETAIL AT BASEMENT FLOOR � � � -� (TYPICAL) I�'"�'�,+;�. 1 po •{ • •'1 • • pap0 ° a • FILL TO BE GRANULAR — I ( I n• iA�♦i�S��. • • • r . FILL TO BE GRANULAR MATERIALH // s MATERIAL COMPACTED TO 95% ��,. �YTvr�r 1-#4 BARS HORZ. (TYPICAL) •� •r COMPACTED TO 95% a0 • SCALE: 3/4" = 1'-0" R-10 INSULATION SEE DETAIL 1 FOR JJJ NOTE: DETAIL IS DRAWN SEE DETAIL 1 FOR COMPACTED SAND/ / / 4" MIN. PERF. PIPE FOUNDATION CALL-OUTSFOUNDATION CALL-OUTS GRAVEL / 16" / W/PERVIOUS AT HIGH POINT OF THE SLAB 4" CONC. SLAB W/ BACKFILL (2)#4 BARS AS SHOWN 1/2"x4"TITAN HD 2 1/2" MIN. COMPACTED FILL DETAIL @ BASEMENT GARAGE O. H . DOOR GARAGE WALL @ 5'-0"O.C. VAPOR BARRIER 2 3/4" = 1'-0" � 3/4" = 1'-0" \4y 3/4" = 1'-0" L. ►=� SHEATHING 1/2"OR 7/16" 3/4"T&G SHEATHING GLUE SIDING SEE ELEVATIONS &NAIL TO SUPPORT MEMBERS 1/2"GWB GALVANIZED FLASHING ��[ P.T. 2X10 LEDGER w/SIMPSON le 2X6 SILL P.T. 6X6 HF �I CB66 ' '4"' • ° (2)SDS 1/4"X3" HDG @ 12"O.C. CONT. RIM Z + * 2#4 BAR CONT. I w/1/8"PILOT HOLE MAX. �1 in NOTE: SIMPSON HANGER TYPICAL �I-' P.T.2X6 MUD SILL 12"0 SONO TUBE , IIL EILAR 'I �Il .� II _ONSOLIDBEANG SOIL �/'�„'��'/''����, I',� ' N DDT2Z) i!iiiAI I - IL�����Z �i III .._�, 1/2" EXPANSION BOARD GRADE ►. J 2X10 P.T.JOISTS @16"OC ti � ) SLOPE AT INTERIOR FOOTING GRADE (SEEGRADENOTEBELOW) ul SCALE: 3/4" = 11-0' I—�yIII— 1-1 1 I I . . . 1. . — > IF FLR.SH • ING CONNECTED S1--I 1 I_ DIRECTLY TO P. .2x PLT. INSTALL NAILS OR SCREW' @ 2"O.C. : ,► 24"X24"X8"THICK STAGGERED ( �� . SEE DETAIL 1 FOR 2-0" w/(2)#4's EACH WAY LOADS WITHIN 5'-0" E TO FDN.)PER FLR. FOUNDATION CALL-OUTS FRAMING PLAN WHERE FLOOR JOISTS ARE �� 2x FLOOR JOIST PERPENDICULAR INSTALL PERPENDICULAR / \ RESIDENCE / DECK GARAGE RESIDENCE ® COLUMN CO L U M N DETAIL I A35 EACH JOIST TYPICAL WHEN"A"EXCEEDS 4'-0"; TO FDN.)PER FLR. - 6 = -- 7 3/4" = ,- $ 3/4" �- �� 7 WHERE F.J.ARE PARALLEL \ FRAMING PLAN >. \ 3/4" 1'-0" \ 1 0 PERPENDICULAR JOISTS = 1 0 INSTALL ML26 W/SDS 1/4x1 1/2 t EACH BLOCK TYP. VI NI VI * SEE FOUNDATION NOTE#1 , Inl Inl IN \t OVER CONCRETE OR MASONRY BLOCK FOUNDATION ?�7 EXTENT OF HEADER(TWO BRACED WALL SEGMENTS) / SIM@PSON A35 FLOOR SHEATHING 6" MIN. ° ,•°i WHERE F.J. PARALLEL INO / MIN. 1000 LB TENSION STRAP1. 48" O.C. FDN. INSTALL 2x BLOCKING STRAP SHALL BE CENTERED AT III=111=Ill=111=111=1p oao; (MATCH RE DEPTH)FIRST o� e 32"&SCREW OR NAIL SHTH'G / EXTENT OF HEADER(ONE BRACED WALL SEGMENT) / BOTTOM OF HEADER. ���` 2 X TREADS gog},° INTO BLKG. @ 3"O.C.TYPICAL og o• o ' ��F� (SEE COLUMN"G"IN BRACED / 'I o 0 0 0 0 c; J // � IIs 0 0 0 0 o c 0 0 0 0 0 0 Pa e• i RETAINING WALL SPECS. o c o 0 0 0 0 00 ri0WITH (2> 16d RING ERS CONC. FDN. DAMP-PROOFING oo ° n . FOR O.C.SPACING OF BLKG.) PONY ° o ° IIITO BE WATERPROOFED, FDN. �g a•^ WALL it SHANK NAILS @EACH WALLS THAT RETAIN EARTH & o�o�. / HEIGHT1 o 0 o WOOD BEAM ENCLOSE INTERIOR SPACES o /// �� STAIR STRINGER c 0 0 0 AND FLOORS BELOW GRADE ° / 0 0 0 0 o d p o 0 0 o III SHALL BE DAMPPROOFED 3%104 •a I o 0 0 0 o c o 0 0 0 o III FROM THE TOP OF THE FTG. oc4p- I o , NOTE. 0 0 0 0 0 / / 0 0 0 0 0 o SHEATHING FILLER IF NEEDED TO THE FINISHED GRADE o J)° t DO NOT BACKFILL FOUNDATION o 0 0 0 o MIN. 3"X 11-1/4"NET HEADER / o 0 0 0 0 0 I' III q(4,° UNTIL FLOOR DIAPHRAGM IS _ 0 0 0 0 0 0 °! MIRA DRAIN 2,000 OR ° Jo . 0 0 : 0 0 0 0 0 0 0 0 0 0 0 0 ��" —'g a CONNECTED TO WALL 2 X STRINGERS WASHED GRAVEL(OR SIM.) Op •c °° ° HEADER SHALL BE FASTENED TO THE KING o 0 0 o III / "A" oG�'° STUD WITH 6-16D SINKER NAILS TOP PLATE IS i III 00 00 00 0° 16DSINKERNAILSIN2 f'c=2500 psi Oo a• REQUIRED PER CONTINUITY.2 P ,J 4 0 0 0 1. 0 0 00000 o ROWS @ 3"O.C. NOTE: SEE FLOOR PLAN FOR RISER HEIGHT 7 3/4"MAX. 7 fy=60 ksi,grade 60 o J m FASTEN SHEATHING TO HEADER WITH SD COMMON NAILS IN "W" o 0 0 o AND TREAD WIDTH 10"MIN. LENGTH(TYPICAL). oQ 12' o 0 MIN.SOIL BEARING EQUAL 0 n . MAX 3-IN.GRID PATTERN AS SHOWN AND 3 IN. O.C. IN ALL FRAMING = 1,500 PSF p TOTAL o o (STUDS AND SILLS)TYP, o 00000 0 000000 NOSING PROJECTION SHALL NOT BE LESS THAN 3/4"AND NOT MORE THAN 1 1/4"(SEE IRC 311.7.5) '° • 1 WALL o0 0 00 00 MAX. NO. OF STORIES oGj a,e °X" HEIGHT o 0 0 0 0 0 0 0 SUPPORTED=2 STICK og a STAIR DETAIL FRAME RESIDENTIAL Oo ° IF STUB BARS MINIMUM 0 0 0 0 0 0 0 o WOOD STRUCTURAL PANEL MUST FLOORS+ROOF W/ ooQ°° LAP SPLICE=24" 0 0 0 0 0 0 0 0 BE CONTINUOUS FROM TOP OF1 1 OJT 3 2011 25 PSF SNOW MAX. o°•'• " MINIMUM 1,825 LB HEADER-TO-JACK-STUD STRAP N.T.S. v 90 a o 0 0 o WALL TO BOTTOM OF WALL,OR „B„ 0I ° / o 0 0 o SHALL BE CENTERED AT BOTTOM OF HEADER AND Qv^ . 4"(MIN.)CONC. INSTALLED ON BACKSIDE AS SHOWN ON SIDE FROM TOP OF WALL TO 00 co e • SLAB 12'-0"WIDE(MIN.) °° co 0 0 0 o PERMITTED SPLICE AREA �oo°o•^r ` ELEVATION a /( - 00 00 00 00 �„�l ° d'� C'. 0 o �. o `'. 10' 0 0 0 0 .,p\o 0 00 0 0 0 0 0 8 o0,. �•° „ p n 0 ° MAX. \ FORA PANEL SPLICE(IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE "D" n ,' 8 ' n c HEIGHT °° °° NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WAL o 0 0 0 0 6o0°•• e a .. • > a Leo "Z" 'tt 0 0 0 0 HEIGHT.ONE ROW OF 3 IN. O.C. NAILING IS REQUIRED AT EACH PANEL EDGE. 0 0 0 0 4 LARRABEE M 0 ug •° f•° .6m �'° j o0 00 00 0o ilk 1u"M �)11-111=Ii1=)11— i=111 5 3/4"PLYWOOD RISERS LOWER LEVEL 4" DIA. PERF. PIPE "Y" ' °° °°/ 2'TO 18'(FINISHED WIDTH) / o 0 0 0iil'■ WITH (2) 16d RING-SHANK IN FREE-DRAINING 0 0 0 0 0 0 0 0 NAILS AT EACH STAIR GRAVEL BASE „C„ o MIN. LENGTH BASED ON 6:1 HEIGHT-TO-WIDTH RATIO. FOR o 0 0 oIiiiii STRINGER HEEL/ TOE °° �/ EXAMPLE: 16 IN. MIN. FOR 8 FT. HEIGHT. BRACED WALL LINE o 0 0 0 °° °° ? WITH CONTINUOUS r FULL-LENGTH KING STUDS -- s BRACED RETAINING WALL DETAIL 0. 00o0 ooF MIN. NUMBER OF STUDS SHOWN SHEATHING o0 00 �II u = SCALE: 3/4" = 1'-0" °° °° ?' °° °° 01 2 X TREADS FOUNDATION DETAILS 0 0 0 o NO.OF JACK STUDS PER ‘ 0 0 0 o 2"x12"STRINGER _ f FULL-LENGTH KING STUD TABLE R502.5(1&2) I o 0 0 0 °° °° 3/8" MIN.THICKNESS WOOD - __-- —_-_.- --_--_-_ - 0 0 0 0 — STRUCTURAL PANEL ��U BRACED RETAINING WALL SPECIFICATIONS 0 0 p°0 0 - 0 0 0 0 / x SHEATHING f II - / / L L III A B C D E F G W X Y Z I - 3-16d NAILS JOB NO: LARRABEE LOWER LEVEL ' RETAINED WALL FTG. FTG. WALL MASA BLOCK VERTICAL HORIZONTAL FOOTING FOOTING �� SIMPSON H5'S AT 32" DESIGNED: LG HEIGHT POSITION WIDTH HGT. THICKNESS SPACING SPACING REBAR REBAR -RANSVERSE i e TINUOUS 2"x4" 16"o.c. STUDS O.C., STUD TO STRINGER DRAWN: JR IIII 10" 28" 9" 6" 72" REQ D #a @ 24" #a @ 24" #4 @ - (3)#4 SIDE ELEVATION S ; 2 ANCHOR BOLTS PER R403 1.6 REQU 1 _! NFOUNDATION PER CODE DATE: H/24/201 4'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 1,3" (3)#4 SHEET �o CONTINUOUS SHEETED PORTAL FRAME 12 STAIR DETAIL 6'-8' ,2" 42 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4t4 A...2 . 2 '� 8'- 10' 21" 60" 12" 8" 26' 29" #5 @ 13" #5 @ 18" #5 13" (6)#5 ) 1/2" = 1'-0" N.T.S. WA / 48'-6" i'-O"/ ••• 10'-O" 38'-6"/ / LOOK FLAN NOTES : / 14'-4" / 24'-2" / amp il / 4'-8%" / 4'-IC " / 4'-8%." / 5'-33/4" / 6'-51a" / 6'-5 " / 5'-114" / ii I. ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE, 21. TO COMPLY WI 2015 WSEC SECTION R4O6,2, THIS HOUSE (3,041 SQ. FT.) VERIFY DIMENSIONS SHOWN ON PLANS, DO NOT SCALE OFF DRAWINGS, WILL NEED 3.5 ENERGY CREDITS. TO ACHIEVE THIS, THE FOLLOWING . / 13'-IOIFz" / 24'-1 " OPTIONS HAVE BE SELECTED FROM TABLE 408,2: / P.T. 6x6 POST W/ LANDED GENTRY OPT. la (.5 CREDITS): EFFICIENT BUILDING ENVELOPE. SEE NOTE *15 234'// 24 -2" 23/" SIMPSON ABU66 POST 2. FRAME MAIN FLOOR EXTERIOR R EXTERIOR 104 WALLS5/8B 2x 1104 5/ a 16" O.C. BASE d SIMPSON ACE6 HOMES AND COMMUNITIES �� FOR INSULATION VALUES. TYPICAL, FRAME LOWER FLOOR W/ I04 5/8 2x6 STUDS OPT. 2c (1.5 CREDITS): AIR LEAKAGE CONTROL 4 EFFICIENT VENTILATION, POST TO BEAM (2 TYP.) a 16 O,C, TYPICAL \ Iii REDUCE THE TESTED AIR LEAKAGE TO 1.5 AIR CHANGES PER HOUR MAX, � \ „ 4 ALL WHOLE HOUSE VENTILATION REQUIREMENTS AS DETERMINED PER IRC ALUM, RAILING W/ TEMP. REVISIONS $Y: 3, FRAME MAIN FLOOR INTERIOR WALLS W/ 104 2x4 STUDS a 16 O.C. W/ SECTION M1501,3 SHALL BE MET W/ A HEAT RECOVERY VENTILATION ���/// 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL. FRAME LOWER FLOOR LASS PANELS (VERIFYA SYSTEM W/ MIN. SENSIBLE HEAT RECOVERY EFFICIENCY OF 0.85. _ N I IO - 21 - 11 JR INTERIOR WALLS W/ 104 5/8" 2x4 STUDS a 16" O.C. W/ I/2" GWB BOTH SIDES OPT, 3a MO CREDITS): NIGH EFFICIENCY HVAG EQUIPMENT. USE GAS O * W/ BUILDER - TYPICAL) COVERED DECK TYPICAL UNLESS NOTED OTHERWISE. FIRED FURNACE W/ AFUE 94%, ' X 5/4x4 S4S CEDAR =I - 9 OPT. 5a (,5 CREDITS): EFFICIENT WATER HEATING. ALL SHOWER HEADS t S O pEGKING (OR EQJ OI O 4. FRAME GARAGE WALLS W/ 2x6 STUDS a Is" O.C. (VERIFY HEIGHT OF KITCHEN SINK FAUCETS SHALL SE RATED AT 1.15 GPM OR LESS. ALL OTHER (2)4660 XO 0 s I WALL ON-SITE PER AS-BUILT FOUNDATION) LAVATORY FAUCETS SHALL BE RATED a 1.0 GPM OR LESS. (SEE NOTE *14) I \ \ \ \ - _� ❑ ri 0 [-^= I \ \ M. PLUMBING WALLS TO SE FRAMED W/ 2x6 STUDS a 16" O.C. SEE PLANS 4x6 1-1F*2 4x6 HF*2 6060 BAV Thr FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BELOW FOR O 6060 BAV (TEMP.) I CLEARANCE) oit — -I n v v MI_ 1 6, ANGLED WALLS TO SE 45 DEGREES TYPICAL UNLESS NOTED OTHERWISE ciii 4x6 HF*2 446 HF*2 6080 FRENCH DOOR = - SI = 4x12 HF*2 N 1. DIMENSIONAL LUMBER TO BE HEM-FIR *2 TYPICAL UNLESS NOTED r O I \ \ OTHERWISE i _ in 8. UNLESS NOTED OTHERWISE USE 4x6 HF*2 HEADER IN 2x6 EXTERIOR WALLS a 5 O z' ABOVE DOORS AND WINDOWS W/ R-IO (MN.) INSULATION. USE 4x6 HF*2 Oi U 01 0 4 I LL X tYl J HEADER IN 2x4 EXTERIOR WALLS (IF APPLICABLE) ABOVE DOORS AND n t1- u' = \ I O \ WINDOWS U.N.O. SEAMS AND HORS. TO HAVE 1 1/2" MINIMUM BEARING Q \ O LL MASTER BEDROOM -1 r I J I 'V 0 TYPICAL U.N.O. (BEAMS SHOWN ARE MINIMUM REQUIRED OR SETTER - rc = O - I U i j - Sr 14 I = = SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION) Q m ICO 4 Z 9 c0 I > -1Id X S4 9. VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF in [-i- I th 4 - I A 41 IL El 1i 9\ I W 10 VAULTED (3/12 OPT,) }I N GIRDER TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET A4,1 JE aGREAT ROOM I µ 0 10. PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, = \ TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC, BETWEEN STUDS, Io 2 \ �a 4 ' " 0 COORDINATE W/ BUILDER/OWNER FOR LOCATIONS ' L , , . _,I, _..to =.1 le /119 Iii II, INSTALL 1/2" HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE I I1 cn WALL AND GARAGE BEARING WALLS, 4 5/8" TYPE-X GWB a GARAGE \ \ 1l1 I 34 1/2" HIGH 2x4 \ \ \ CEILING I STUD WALL BELOW 12, INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF-CLOSING HARDWARE A' C Kicill N \ 12" VANITY wy��',V = II I 13, REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312, DECK 61 N u `� i0 S -l%4" 2'-2" c m -1 RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE s O •4 Ul = n. r O IC / lam 13 11 - —I— - CO (VERIFY ON-SITE), a \ \ _ 3 v �� O x MASTER BAT(-! :4:: r Q o QcQ v _ 14, EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO m O 2'-6" Q =� i— Q WICOMPLY W/ IRC SECTION 310,1 (VERIFY W/ WINDOW SUPPLIER AND/OR \ r O N =MANUFACTURER) �I Q LL—m �\ I 0 II O' - _ly -0 \ � IS COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE 4 I" r ' O DI CLOSET IO VAULTED �p IRC CHAPTER II IS AS FOLLOWS: ' SI J Q1 CAS OPT„ + \ " KITCHEN a SLAB: R-IO RIGID a PERIMETER 4 UNDER ENTIRE SLAB 'ill s " R LL m vi FURR CLG. u Z r i I FLOOR: R-38 (4 ADJACENT TO UNCONDITIONED SPACES) F S " Q }I N, TO $07, W Q4 Q RP I WALLS: R-21 (R-IO MIN, a HEADERS, TYP.) _ �Lal IN7, BSMT, WALLS: R-21 _ N XI I OF BM,) N 12-4/4 ,, FLAT CEILING: R-49 (R-3S IF INSUL, DEPTH IS MAINTAINED TO \ \ - 1 I I Pa \ cn I "I 0 OUTSIDE FACE OF EXT, WALL) _ 4'-3" 6 3!2" 2'-10!4" S d R t� \ II VAULTED CEILING: R-38 DOORS: U=,200 MAX, (ONE DOOR UP TO 24 S,F. EXEMPT) _ ^i V.T.O. cv �, REFG, ANGEWi_ WINDOWS: U=.280 MAX. `t SIMPSON MST BEAM - - \ , „ iii \ \ 0 GLAZING: 551,0 S.F. = 11,1% OF FLOOR AREA , 0 TO STUDS BELOW (TYP. W D [� _Er A \ \ SKYLIGHTS: U=.500 MAX, i FURNACE TYPE: NATURAL GAS FORCED AIR W/ MIN, AFUE OF 94% _ \ N 0 EACH END) M LIN, �Q REFER TO 2015 WSEC CHAPTER 4 4 IRC CHAPTER 11 FOR VERIFICATION OF t nl N O N 4 1 m o BEDROOM *2 �139" VANITY % - * THESE VALUES _ m w w LAUNDRY - - 16, MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWS \ V W r 1_O 4 ' BATH O in T 8 ,i e-n 2'_6" W 6� H (CALCULATED a 1/300th OF ATTIC AREA): - i 13 -4/a / r' t„ \ �/ �, m MIN. REQ'D: 1,302,24 SQ. IN. 0 Rail / 8 -O /2-O 5 -0 ACTUAL PROVIDED: 1,630,88 SQ. IN, 4 -10 3 -694 / II �,4 -9 - \ \ en VENTED BLKG,: 106,88 SQ. IN. (15 a 9,425 SQ, IN, EACH) _ SEE / R' D�l. I EQ. R. J IL \ RIDGE VENT: 924.00 SQ. IN, (11 L/F a 12 SQ, IN, PLF) t. 12" !BYPASS N NOTE *12 t m 4 U 1 r H LF WALL W( 11, SEE ELECTRICAL PLAN ON SHEET E1,1 FOR LOCATION 4 SIZE OF EXHAUST I CLOSET '+) n p 1 �- a _ 2-8 � p � � IN \ \ f IUD. CAP 1 X c\v FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF 4 SHELF t ROD \ \ '� N Q \ m WASHINGTON VENTILATION d AIR QUALITY CODE 4 IRC MI501,4 cv GAS = DN. EQ. RIStiERS t x 1 O •y = ' ' \ 6AS FLTRN = x m =ea ARE AS FOLLOWS: — \ II FRAME ROUGH OPNG. IN HWT yr i "' I r KITCHEN: 100 CFM RANGE HOOD STUD WALL FOR FUTURE 1'_��4 IN (I ATTIC PIER 5'_11/4" cq 2'_8" r�'_Ii4" 3'-6" I " t�l LAUNDRY: 50 CFM 80 CFM RECOMMENDED) y / / If�C 1305, ,3 i / / / / 3'-0 DR, (SIDE 4 SHEET BATHROOMS: 50 CFM (80 CFM RECOMMENDED) 3'_4�4" Q \ _ \ NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL, ELECTRICIAN TO ROCK OVER OPENING) `� /'/ ENTRY SHELF d ROD v VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS. VERIFY 1 PLATFORM IS" \ CLOSET ' TYPES 4 LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR PULL-DN 1h 1 ABOVE SLAB - „ A BUILDER (SEE NOTE *19) STAIR9 A l2 = n r ATTIC ACCESS 1 i±l �+ 1 BI-FOLD LL ' IS. INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS 1 PROVIDE BOLLARD r 4 -O" 4'-21h" IU a_ �! TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR Ij— u O 2 CEILING THROUGH WHICH THEY PENETRATE IN FRONT OF HWT , „ „ „ Z y 5-8 3 -� / 8 -2�i ri _ ° OCT 3 1 2011 19, MOUNT WWI ON PLATFORM IS" ABOVE GARAGE SLAB PER IRC 1301.3. - 3-CAR GARAGE 9 STRAP HWT TO WALL PER IRC MI301,2, PROVIDE OVERFLOW PAN 4 -' - PIPING PER IRC CHAPTER 28. INSTALL T 4 P VALVE 4 PIPE TO EXTERIOR F4 * 1p 41 IO r TERMINATION. INSTALL A VACUUM RELIEF DEVICE PER MFR'S SPECS. TO TRAN OM ABV STUDY U1 14 4 6 HF*2 HW7 PER UPC 504,E -JHH \ \ - ' 1660 O 20. WHOLE-HOUSE VENTILATION PER NOTE *21, WHOLE HOUSE FAN LOCATED PIC o LARRABEE IN LAUNDRY ROOM (VERIFY W/ BUILDER) TEMP, '1- 21, DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED WI 5/8" 4x6 HF*2 A LOWER LEVEL GWB AND PROVIDED W/ WEATHER STRIPPING GASKET W ELECT, �� � '°r'I'' \ \ \ F`PANEL O 5050 XO SIMPSO HN UC610 22, FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT AT I ' (SEE NOTE *14) cv SEAM TO HOUSE LEAST 6 SQ. IN. AND PROVIDE READILY OPERABLE DAMPER, INSTALL 0is II- (TYP. 4 PLACES) GAS FIREPLACE W/ CLEARANCES AND COMBUSTION AIR PER FRONT ORCH Y MAIN FLOOR PLAN MANUFACTURERS RECOMMENDATIONS AND PER CODE 4x12 HF*2 - " ••C, SLAB O 4 I- SIMPSON AC6 x SIMPSON ACE6 n COASTAL 2 23, 12 - 16" FIBERGLASS FACED GWB BACKER AT TUS/SHOWER SURROUND - \ 8'-0"xl'-O" I S OVERHEAD POST TO AEA 1 POST TO SEAM GARAGE DOOR 4 6x12 HF"2 6xIO HF*2 {� 6xIO HF*2 (3 PLACES TYP.) 24, PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD \ �— \ I —� _ _ _ }a_ \ \ \ CLEARANCE PER IRC 801, USE PLYWOOD DAMS TO CONTROL CEILING16'-0"xl'-O" OVERHEAD GARAGE DOOR � v INSULATION REQUIRED / RAILING PER $LDR.---} JOB NO: LARRABEE LOWER LEVEL ci >.INSTALL STONE VENEER ON 25. PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL. COORDINATE THESE WALLS (SEE ELEVS.) / 5 -8," / 11 -6 " 2 " P.T. 6x6 POST WRAPPED < DESIGNED: LG THICKNESS W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND " ' l u n " Ii u " u PER BLDR. (2 TYPICAL) W/ LEVEL TRANSITIONS 1 -51/2 / / 8 -O 6h // 2-6 / 16 -O / 21-6" j-I/ 2-1 )I-10"/ 6 -0 / 6 -O / SIMPSON ABU66 POST $ASE4 DRAWN: JR 26. USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING 3,220 TOTAL S.F. / 10'-0 / 2I'-0" / 5'-6" / 12'-0" / 1 DATE: 8/24/2017 GARAGE: 696 S.F. 48 -6 SHEET / / FRONT PORCH: 121 S.F. BACK DECK: 196 S,F, MAIN FLOOR PLANA3 LOWER PATIO: 196 S.F, • SCALE: 1/4" = 11-0" 1,914 S.F. WA MP•G / 48'-6" 101-0" 141-4" 24'-2" / �a / / / 4'-84 4'-l0i" 4'-83i4" 5'-35/4" 121-11" 5'-11r4" a 13'-10 " 24'-11h" LANDED GENTRY 2544" 121-I" _ ,12'_1" 2%" P.T 6x6 POST W/ ° HOMES AND COMMUNITIES ©� ' SIM°SON HUC612 Pe P.7, 6x6 POST W/ SIMPSON AC6 POST TO BEAM 70 BEAM (2 7YPIC `__ __ REVISIONS BY: © P.T. 6x12 DF-L*2 P.7, 6x12 10=-L"2 Q 10 - 21 - 17 JR ALUM, RAILING W/ TEMP, 9 GLASS PANEL& (VERIFY O 10 - 21 - 17 JR -0 W/ BUILDER - TYPICAL) COVERED DECK 0 -4) (2)4660 XO 4" CONC. SLAB -p I (SEE NOTE *14, SHT. 43.1) \ \ 4x6,NF�2 In 4x6HF-1 O 6060 BAV EMI imal;m,,,,,,,,,..;,:,,,,,,,,,,,,:,:.•.....,....-.,,,,,,,,,,,':;.- \ \ 1.4\ 4x8 HF*2 I I 6080 FRENCH DOOR 4x8 HF*2 I I I it r BEDROOM *4 - I 1 I _ I' I I I Kl 141-2" 3'-1'" 0 I 51-414" 5'-214" 1c Q FALSE BEAM ABV (TYP.) F 0 gi 'zit' n J F W * 1J \ 12" BIPASS I I 9 I O ' I� x \ N I O I ON '`r 10O \ _ y '71 I IW i • IJ v =p CLOSET N SHELF 4 ROD - / 6'-O"/ 2'-0" n 4 I 0 fa 41 O I l 0- z 1� '' O \ \ 4 x1 FAMILY ROOM z a 1 1 `m\ 7 1 18" x 24" CRAWL 1 ill LuI I p 1 I id Q 1 -' SPACE ACCESS - __r \ m (0 1 a x N p v IfC1 V m 1 i O . ui \ ' - I - Q BEDROOM w3 '� Q 1 a -1 iv in V 1 Q W. \---0- _1 1u_ 0 1 I I �� w 1 i isi V 1 r U 1 z 4'-I1" 4'-6" 21 5" " 1 in � / - 9 -O I -IFi ' SEE NOTE *14 I SHT, A3,1 1 1 - 1 - ( i ), REFG, SPACE ♦ n _ ^ - a , e d Dn d e - d D� d _ o , 0 o d. �a / 3'-0 , 0 iN OVER CONCRETE OR MASONRY BLOCK FOUNDATION o Z \ _ _ � if j / O / EXTENT OF HEADER(TWO BRACED WALL PANELS) / 9 ,4 � � Ol O 0 - W Er 141 - WITH DOUBLE PORTAL FRAMES o ♦ ' I r - O ' O / EXTENT OF HEADER(ONE BRACED WALL PANEL) + 4 -' c 4) a I BAT� Q N 4 ill -1/40 WITH SINGLE PORTAL FRAME / ' ° �J `� 3 ' 4 a CRAWL SPADE ACCESS ° _1 "" —� D \ / o 0 0 0 o d c o 0 0 0 0 // :Cr 0 ° o ° o o p (IS" x 24" MIN,), VERIFY zllWALL0c ° MIN. 1000 LB TENSION STRAP �` LOCATION / ' 4 -1" / 2-10" / ZHEIGHTI °PONY 0 0 '0 PER TABLE R602.10.6.4 (ON mRAILIN(s 2'_g" (14±11 1 to OPPOSITE SIDE OF SHEATHING) (VERFFI r I L_ - TYPE) o . \ \ / 0000000 0 0 0 0 0 C O O O 0 0 Da° 1 — - 6, 2,-S„ ^� \ 41, ° ° o 0 o c MIN. 3"X 11-1/4"NET HEADER co 0 0 0 0 +♦_SHEATHING FILLER IF NEEDED UP II EQ. RISERS / , 0 0 0 0 0 = (STEEL HEADER PROHIBITED) Coo 0 0 0 o ' I) I 3'-6" / 'p' m 0 0 0 ° ' Z. CO 0 0 0 0 \ 0c ° 0 0 0 • - ' F,O O O O 0 0 d d a G a e d �n•v o ♦ O ' °Dn•� o T V• 00 Oc co 00 c a ° v - a v '. � \ i P 0 o Q FASTEN SHEATHING TO HEADER WITH 8D COMMON OR c 0 °° 1 - _I 0° ° GALVANIZED BOX NAILS IN 3"GRID PATTERN AS SHOWN CO 00 HEADER ER TOPEN TWO ROWS FLOOR LINE ABOVE FLOOR D LID 5 E0+ . R. m 12' 0° COo c OF 16D SINKER NAILS LINE ASV, MAX. . TOTAL °° ° c o °o @ 3"O.C.TYPICAL 4 WALL o0 00 \ \ HEIGHT o o °o MINIMUM 1000 LB HEADER-TO-JACK-STUD STRAP _ CO 0 0 ° a 'c o a ° 00 00- P D PER TABLE R602.10.6.4 BOTH SIDES OF OPENING 0 0 0 0 ON OPPOSITE SIDE OF SHEATHING o 0 0 0 0° o° WOOD STRUCTURAL PANEL MUST a ' 4 8'_11,? • 0 0 0 o BE CONTINUOUS FROM TOP OF °° °° MIN. DOUBLE 2x4 FRAMING COVERED W/MIN.3/8" THICK 0 0 0 o WALL TO BOTTOM OF WALL, OR ° o. 00 0. WOOD STRUCTURAL PANEL SHEATHING W/8D COMMON 0 0 0° FROM TOP OF WALL TO a / PERMITTED SPLICE AREA , 1 0 0 0 0 OR GALVANIZED BOX NAILS @ 3"O.C. IN ALL FRAMING / 0 0 0 0 0 0 0 0 (STUDS, BLOCKING&SILLS)TYPICAL o 0 0 0 �ry o Qa hi OCTal t ?017 0 0 0 0 0 0 0 -744 D D J MAX. .-0-14FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL OCCUR OVER AND BE °o 0 0 HEIGHT °° NAILED TO COMMON BLOCKING AND OCCUR WITHIN THE MIDDLE 24 IN. OF WALL °° °° HEIGHT. ONE ROW OF 3 IN. O.C. NAILING IS REQUIRED IN EACH PANEL EDGE. °° °° ) t11 4 ;'a • be DC — O° 00 4 °c o 0/ 2'TO 18'(FINISHED WIDTH)OF OPENING e \ p a p OC DC FOR SINGLE OR DOUBLE PORTAL / °o o° TYPICAL PORTAL FRAME a LAR RAB E E 00 00 CONSTRUCTION o c 0 MIN. LENGTH OF PANEL PER TABLE R602.10.5 00 00 ° °� LOWER LEVEL � — (16"MIN. ONE-STORY;24"MIN.TWO-STORY) MIN. 1,000 LB. HOLD- . CC DOWN DEVICE °° °° MIN. DOUBLE 2x4 CC °°s MIN. (2)3,500 LB. STRAP-TYPE HOLD-DOWNS EMBEDDED INTO ► 0 0 0 o FULL-LENGTH KING ' ° o 0 c no - EMBEDDED INTO CONCRETE AND NAILED CONCRETE AND o o °o STUDS PER TABLE D p e 4 D O c 0 INTO FRAMING NAILED INTO FRAMING o° °o R502.5(1)&(2) ; - \ ° ° 4 ° \ \ 0c DC 4 4 Q FULL-LENGTH KING STUD NO. OF JACK STUDS PER 0 0 0 ' CC D°f (MIN. NUMBER OF STUDS TABLE R502.5(1&2) ► 0 0 0 O 3/8" MIN. THICKNESS WOOD LOWER FLOOR PLAN OC i DC SHOWN) 00 00 F STRUCTURAL PANEL \ - / / o 0 0 0 o d — o 0 010 0 0 SHEATHING \ 4 s COASTAL 1 & 2 J -9- I(/ ,< \ \ .. D° \ \ \ JOB NO: LARRABEE LOWER LEVEL SIDE ELEVATION 21 -0 5-6 12 -o DESIGNED: LG MIN 1 ANCHOR BOLT PER R602.10.6.2 FOUNDATION PER CODE IO -0 " " / REQUIRED W/2x2x3/16 PLATE WASHER / 481-6i1 / / DRAWN: JR PORTAL FRAME WITH HOLD DOWNS (PFH ) DATE 8/23/2017 C J 1/2" = 1'-0" SHEET LOWER FLOOR PLAN SCALE: 1/4" = I'-O" 1,306 S.F. A 2 WA SEISMIC CALCULATIONS: IRC TABLE R602.10,3(4) en o B >4 1-0 ADJUSTMENTS 12'-6" 1'-6" I,'-6" allIMI 48 -6 r — STORY HEIGHT 1,0 I t2'-534", 9'-4 " ,2'-53/4")'-Th", I 19'-O" ,2'-10t4" I WALL DEAD LOAD 1.0 f LANDED GENTRY 71- ROOF/CEILING DEAD LOAD 1.0HOMES AND COMMUNITIES I STONE/MASONRY IN SDC C-D2 N/A II i I REVISIONS BY: II CRIPPLE WALL N/A SEE NOTE *a I A 10 - 26 - 11 JR SEISMIC FACTOR TOTAL 1.0 I I I I I I CGS-WSP �y CS-WS#', SEE NOTE *8 (12" HIGH OPNGS,) BRACED WALL LINE - SEISMIC COMPLIANCE (SECTION R602) O t Gs-ws� i ° Gs-WSF f\ ri K L— BRACED BRACING BRACED WALL REQ' BRACING: B.W.L. SPACING SEISMIC FACTOR: BRACED WALL ACTUAL -' U NV (12" HIGH OPNGS.) 1 (S6" HIGH OPNG.) ' " WALL LINE METHOD: LINE (B.W.L.) RATIO TABLE FACTOR: RATIO STORY HEIGHT REQ'D (AFTER BRACED WALL - — - — - — - — - - — - — - — - — _ — _ — _ — _ — - — - . — _I� - — 1I INDICATOR TABLE R6O2.IO.4 TOTAL LENGTH R602,10.3(3) TABLE R602.10.3(4) TABLE R602.IO,3(4) ADJUSTMENTS) PROVIDED \ ii,-- - r - — - — - — - — _ J._ _ — _ — _ — _ — _ — - — - — Cr — - Nt 1 PF/PFH CS-WSP/ 481-6" 8.25' 1.0 1.0 8.25' 12,58' I I I I I 2 WSP/GB 48'-6" 14.55' 1,0 1,0 14,55' 25.50' II 3 UPPER GB se-6" 11,55' 1.0 1.0 11,55' 12.181 o I IID LII I I 4 UPPER CS-WSP 38'-6" 6,55' 1.0 1,0 6,55' 10.13' -'-1-- I e I ' m0I I I +I -140 A UPPER CS-WSP 58'-0" toe' LO 1.0 9.86' 32.96' 1- I -�I I B UPPER WSP/GB 66'-0" 19,80' 1,0 1,0 19,80' 33,04' \ - I *1 I 71 CM C UPPER CS-WSP 42'-0 1/2" 1.15' I,0 1,0 1,15' 23,83' 3'-1 " e I 1 _�I I iii D CS-WSP 211-111/2" 3,13' 1.0 1.0 3,15' 18,19' O ,•.a QI al N r I U .L-' ' Q�II , CV WIND CALCULATIONS: IRC TABLE R602,10.3(2) FOOTNOTES I I NOTE: I I DESIGN WALL HEIGHT FOR BRACED NUMBERED WALL LINES LETTERED WALL LINES S' \ I m • WALL CALCULATIONS: 9 TYPICAL NAI EXPOSURE CATEGORY 1.0 1.0 CM O � I I U la 4 \ I , ROOF EAVE-TO-RIDGE WEIGHT 1,0 1,0 \ i _ 1 II I / 11 I WALL HEIGHT 1.01.0 / di b NUMBER OF BRACED WALL LINES 1.45 1.45 cN i. I Y I WIND FACTOR TOTAL 1.45 1.45 u , 1 1 13'-31h" , BRACED WALL LINE: WIND SPEED COMPLIANCE (SECTION R602) `' I2 -13i4 GB I I I O 11'-1%4" co O (6 4 I/4") \ / T / i _ \ in (5'-9 VS") U -op BRACED BRACING BRACED REQT BRACING: WIND GYPSUM PANELS TOTAL BRACING ACTUAL BRACED O \ I �n WALL LINE METHOD: WALL LINE RATIO TABLE FACTOR FACTOR W/ HOLD- LENGTH REQ'D WALL PROVIDED ' I _ GB INDICATOR TABLE R602.10,4 SPACING R602,10.3(1) TOTAL TOTAL DOWNS 0 I I LQ I CS-tSP/ I 1 PF/PFH 20-0" 3,00' 1,45 N/A N/A 4,35' 12.58' le _ 4 2 W B SP/G 20'-0" 6,50' 1.45 N/A N/A 9,43' 25.50' �q I I • -,4--C- i- i I " 3 UPPER GB 25'-0" 1,15' 1.45 N/A N/A 11.24' 12,18' /---- I 4/211 / 3 -�� L I r L y ja \ I 4 UPPER CS-WSP 25'-0" 3.15' 1,45 N/A N/A 5.44' 10.13' U -1 a a► c A UPPER CS-WSP 21'-0" 3.15' 1.45 N/A N/A 4,51' 32,96' ' I N I K N U in U ' 1 B UPPER WSP/GB 25'-0" 1,151 1.45 N/A N/A 11.24' 33.04' \ \ WS GB _ GB � GB N -I r I • - - - — — ,- - - —7 - - — ra - - - — — — — — — C UPPER CS-WSP 11'-6" 2.63' 1,45 N/A N/A 3,81' 23,83' I H 11 I — - — 0 (LII I '? I ..77 D CS-WSP 25'-0" 3.15' 1.45 N/A N/A 5.44' I8.19' U II ' m I I St m a_ F . 1 \ N 3 I GE N 'BRACED WALL NOTES : Iil ;� - I -a I. PER IRC TABLE R602,I0,4 INTERMITTENT BRACING METHODS: / 10 5/s / 9-I 5h „ -Ih ,' 13 5h 7-51� , METHOD GB: INSTALL I/2" GYPSUM WALLBOARD W/ NAILS OR SCREWS * 1" SPACING AT PANEL EDGES INCLUDING TOP 4 BOTTOM PLATES (4'-6 I/2II) s'-Oit"j I I I 4 1" O,C IN FIELD: FOR ALL BRACED WALL PANEL LOCATIONS, EXTERIOR SHEATHING NAIL OR SCREW SIZE, SEE TABLE R602,3(I): FOR ' / I I INTERIOR GYPSUM BOARD NAIL OR SCREW SIZE, SEE TABLE R102,3,5 `C 0 U I I , ' 0 N , 2. PER IRC SECTION R602,I0.6,4 CS-PF: CONTINUOUSLY SHEATHED PORTAL FRAMEI r CONTINUOUSLY SHEATHED PORTAL FRAME BRACED WALL PANELS SHALL BE CONSTRUCTED IN ACCORDANCE WITH FIGURE R602,10.6.4 U I I , 1)C 13 1 2011 AND TABLE R602.I0.6.4 (GARAGE DOOR OPNG,) _' a_ C -I 3, NOT USED THIS SHEET + I �� u r U 4, PER IRC SECTION R602.10.4 CONTINUOUS SHEATHING BRACED WALL PANELS. I I LARRABEE 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 1,40" (MIN.) CAPACITY 1 CONSTRUCTED IN ACCORDANCE WITH ONE OF THE METHODS LISTED IN TABLE R602.10,4. DIFFERENT BRACING METHODS, OTHER THAN Q l' NSION STRAP HDR. „ (MIN.) CAPACITY I 0- CS-WSP 1 ° ' CS-WSP ! LOWER LEVEL THOSE LISTED IN TABLE R602.10,4 SHALL NOT BE PERMITTED A •NG - BRACED WALL LINE WITH CONTINUOUS SHEATHING DBL. STUDS BELO TENSION STRAP HD Y R, ' -co Q 5. PER IRC TABLE R602.IO,4 CONTINUOUS SHEATHING METHODS: L _ — — - — _ 1 TO DBL, STUDS BELOW I in MAIN FLOOR METHOD CS-WSP: INSTALL MINIMUM 1/16" WOOD STRUCTURAL PANEL W/ 86 COMMON NAILS • 6" SPACING PANEL EDGES AND 12" SPACING ' } — - — _ — - — _ — - — - — _ — - — - — - J J- - - - - — -A- t - - — — 1 I Io BRACED WALL PLAN FIELD, OR 16 GAUGE x 1 3/4" STAPLES 6 3" SPACING PANEL EDGES AND 6" SPACING FIELD \ - RdI 4x12 HEADER16. PER IRC FIGURE R602,IO,8(1) WHERE FLOOR JOISTS ARE PERPENDICULAR TO BRACED WALL PANEL INSTALL FULL-HEIGHT BLOCKING (CEN- \ y) M K — — _ — — — _ — — - — - - X '' I \ la 3-CAR GARAGE OPT. TERED) CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL. NAIL BOTTOM PLATE TO EACH BLOCK BELOW w/ 13J166 NAILS, IF FLOOR -PF (MINIMUM 4x12 HEADER) CS-PF COASTAL 2 ABOVE NAIL EACH BLOCK W/ 86 NAILS TOENAILED ' 6 O.C. TO DOUBLE PLATE BELOW (MAXIMUM SPACING) I ' 3,500* (MIN.) CAPACITY /1,000" (MIN.) CAPACITY 1. PER IRC FIGURE R602,10.8(2) WHERE FLOOR JOISTS ARE PARALLEL TO BRACED WALL PANEL NAIL BOTTOM PLT, TO SINGLE FLOOR JOIST HOLDDOWN - HOLDDOWN JOB NO: LARRABEE LOWER LEVEL CENTERED BELOW (OR PONY WALLA CRAWLSPACE) W/ I6d NAIL • 5" O.C. MAX. IF NO JOIST BELOW INSTALL FULL-HEIGHT BLKG. A I6" O.C. I 411" 16'-3" I 416", / 3'-3" / 5'-6" / 3'-3" I DESIGNED: LG t NAIL BOTTOM PLATE TO BLKG. W/ (3)I6d EA. BLOCK. NAIL BLOCK TO FLOOR JOISTS W/ (2)16d EA. END. IF FLOOR ASV. NAIL FLR. JST. / - (CENTERED) TO DBL. TOP PLATE W/ 86 NAILS A 6" O.G. ALONG BRACED WALL LINE. IF BLKG. ABv, NAIL EA, BLOCK TO TOP PLT, W/ 1'-4"/ , S'-S" / 211-0" I / 5'-6" / 12'-0" DRAWN: JR (3)Sd NAILS 4 NAIL BLKG, TO JSTS. W/ (2)I6d NAILS EA, END f 2'�" ' 2r�'_O" 21'-0" 21_0" DATE: 8/24/2017 X x SHEET 8, PER IRC TABLE R602,10,5 MINIMUM BRACED WALL PANEL LENGTH PER ADJACENT CLEAR OPENING HEIGHT IS AS FOLLOWS l9' WALL): /� Q WALL < = 12" OPENING: 3 " MINIMUM PANEL WIDTH MAIN FLOOR I ` CED FLAN 84" OPNG.: 32" MIN, PANEL WIDTHA3 - 96" OPNG. 4I" MIN, PANEL WIDTH ■ 3 SCALE: 1/4" - 1' O" I. WA MDIIMO SIM US IMIINSIII Ill SEISMIC CALCULATIONS: IRC TABLE R602.10,3(4) LANDED GENTRY ADJUSTMENTS HOMES AND COMMUNITIES STORY HEIGHT 1.O REVISIONS BY: WALL DEAD LOAD 1.O O B A Q 10 - 26 - 11 JR ROOF/CEILING DEAD LOAD LO 10'-0" 38'-6" STONE/MASONRY IN SDC C-D2 N/A T 17'-6" I 21'-O" CRIPPLE WALL N/A - ii 5�a , 9'-41a" i'-53/a°, 2'-33i4' I 6'-O" / 6'-I0" } 6'-2" ,2' 10%a"1, I SEISMIC FACTOR TOTAL 1.0 X I EC X I BRACED WALL LINE - SEISMIC COMPLIANCE (SECTION R602) I I I BRACED BRACING BRACED WALL REQ BRACING: BW. .L. SPACING SEISMIC FACTOR: BRACED WALL ACTUAL SEE NOTE *8 WALL LINE METHOD: LINE (B.W.L.) RATIO TABLE FACTOR: RATIO STORY HEIGHT REQ'D (AFTER BRACED WALL I kSEE NDICATOR TABLE RS02,10.4 TOTAL LENGTH R602,IO.3(3) TABLE RO2,IO.3(4) TABLE R&02,10.3(4) ADJUSTMENTS) PROVIDED GCS-WSP NOTE •8 (12" HIGH OPNGS.) i 3 LOWER WSP/GB 38'-6" 23.10' 1.0 1.0 23,10' 25,21' \ \ In II � 1 \ _ \ =si 4LOWER CS-WSP 38' 6" 14,63' 1,0 1.0 14.63' 16.96' O CS-WSP I CS-WSP CS-WSP O �\ \ O N\ I (1 " HIGH OPNG,) (96" HIGH OPNG,) 1- 9 A LOWER CS-WSP 25'-2" 9,56' 1.0 1.0 9,56' 18°42' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - a.�- 1- 5 LOWER GB 39'-10" 23,46' 1.0 1.0 23,46' 21,08 1 I I Q - , I I N C LOWER CS-WSP 211-4" 10,39' 1.0 1.0 10.39' 22.33' I I 3 I 44- QV id 1 fa I 4) M GI 01 I t3 IP `C I I I I WIND CALCULATIONS: IRC TABLE R602,10.3(2) FOOTNOTES I I I II0_ r I , 11 ' I NUMBERED WALL LINES LETTERED WALL LINES to 3 -4 /j -' \ I EXPOSURE CATEGORY 1.0 1.0 0 I- I \ J \ NOTE: •I. DESIGN WALL HEIGHT FOR BRACED 3 ROOF EAYE-TO-RIDGE HEIGHT 1.0 1.0 N • I WALL CALCULATIONS: 9' TYPICAL ' WALL HEIGHT 1.0 1.0 = I - - CV 0 3 I I p NUMBER OF BRACED WALL LINES 1.0 1.30 in V -- I \ in N WIND FACTOR TOTAL 1.0 1.30 \ - I I 4 iO I N I, 11 , BRACED WALL LINE: WIND SPEED COMPLIANCE,(SECTION R6O2) to i ml Im = �I ICI Q \a BRACED BRACING BRACED READ BRACING: WIND GYPSUM PANELS , I ' 0- WALL LINE METHOD: WALL LINE RATIO TABLE FACTOR FACTOR W/ HOLD- TOTAL BRACING ACTUAL BRACED \ - 13'-5" I I I 12'-4%2" 11'-9 " N 6P INDICATOR TABLE R6O2.IO,4 SPACING R602.IO3(1) TOTAL TOTAL DOWNS LENGTH REQ'D WALL PROVIDED "I y / D 3 LOWER WSP/GB 25'-0" 14.00' 1.00 N/A N/A 14,00' 25,21' CO y �11/2' U i 61 U WSP 1 ' 4 LOWER CS-WSP 25'-0" 6,15' 1.00 N/A N/A 6.15' 16.96' - c ' \ GB - \ \ �� . a "D a "p a�a . I -\ _<jr G8 GB A A LOWER CS-WSP 211-0" 5,15' 1.30 N/A N/A 1,48' 15.42' 1 . D , . , I 1 i B LOWER GB 21'-O" 12,00' 1.30 N/A N/A 15,60' 21,08' I 3'-611 o I . o C LOWER CS-WSP 11'-6" 4,88' 1.30 N/A N/A 6.34' 22,33' / o if 'I I = I p ° I SRACED WALL NOTES . I I - ,km 1. (CRAWLSPACE) I '4 1 WI \-- .°4 p .� 10 T 1, PER IRC TABLE R602.10.4 INTERMITTENT BRACING METHODS: CM o I ° o I 1 44 METHOD GB: INSTALL I/2" GYPSUM WALLBOARD W/ NAILS OR SCREWS s 1" SPACING AT PANEL EDGES INCLUDING TOP 4 BOTTOM PLATES . o I m \ry 4 1" O.C. IN FIELD: FOR ALL BRACED WALL PANEL LOCATIONS, EXTERIOR SHEATHING NAIL OR SCREW SIZE, SEE TABLE R602.3(1): FOR °` a•" 1SI 6) r) -I- INTERIOR GYPSUM BOARD NAIL OR SCREW SIZE, SEE TABLE R102.3.5 I D I I r - 2. PER IRC SECTION R602,10,6.4 CS-PF: CONTINUOUSLY SHEATHED PORTAL FRAME CONTINUOUSLY SHEATHED PORTAL FRAME BRACED WALL PANELS SHALL BE CONSTRUCTED IN ACCORDANCE WITH FIGURE R602.10.6.4 4 ° I '4 I a AND TABLE R602.IO.6.4 (GARAGE DOOR OPNG.) I ° 1 '\ \ o d p d . o A e o . °D^ d o d Dn V e °pn 0 \ I ° o 3, NOT USED THIS PLAN ` 0 4, PER IRC SECTION R602.IO,4 CONTINUOUS SHEATHING BRACED WALL PANELS. a , 4 ". , C OCT 1 1 2fl17 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 o - CONSTRUCTED IN ACCORDANCE WITH ONE OF THE METHODS LISTED IN TABLE R602,10,4. DIFFERENT BRACING METHODS, OTHER THAN - \-4 4 Va. o •a THOSE LISTED TABLE R 02.10.4 SHALL NOT BE PERMITTED ALON BRACED WALL LINE WITH CONTINUOUS SHEATHING ° 5. PER IRC TABLE R602.10.4 CONTINUOUS SHEATHING METHODS: METHOD CS-WSP: INSTALL MINIMUM 1/16" WOOD STRUCTURAL PANEL W/ 8d COMMON NAILS e 6" SPACING PANEL EDGES AND 12" SPACING I N N pV N o LARRABEE FIELD, OR 16 GAUGE x 13/4" STAPLES 6 3" SPACING PANEL EDGES AND 6" SPACING FIELD LOWER LEVEL 6. PER IRC FIGURE R602.10.8(1) WHERE FLOOR JOISTS ARE PERPENDICULAR TO BRACED WALL PANEL INSTALL FULL-HEIGHT BLOCKING (CEN- TERED) CONTINUOUS ALONG LENGTH OF BRACED WALL PANEL. NAIL BOTTOM PLATE TO EACH BLOCK BELOW W/ (3)16d NAILS. IF FLOOR /� WALL LOWER FLOOR ABOVE NAIL EACH BLOCK W/ 8d NAILS TOENAILED g 6" O,C. TO DOUBLE PLATE BELOW (MAXIMUM SPACING) LOWERFLOOi}� �i�,4� C�D FLAN 1. PER IRC FIGURE R602,10,8(2) WHERE FLOOR JOISTS ARE PARALLEL TO BRACED WALL PANEL NAIL BOTTOM PLT, TO SINGLE FLOOR JOIST BRACED WALL PLAN CENTERED BELOW (OR PONY WALL 6 CRAWLSPACE) W/ I6d NAIL A 5" O.C. MAX, IF NO JOIST BELOW INSTALL FULL-HEIGHT BLKG. 0 16" O.C. SCALE: 1/4" = ILO" 3-CAR GARAGE OPT. 4 NAIL BOTTOM PLATE TO BLKG, W/ (3)I6d EA. BLOCK, NAIL BLOCK TO FLOOR JOISTS WI (2)16d EA. END. IF FLOOR ASV. NAIL FLR. JST. (CENTERED) TO DBL. TOP PLATE WI 8d NAILS 6 6" O.C. ALONG BRACED WALL LINE. IF BLKG. ABV, NAIL EA. BLOCK TO TOP PLT. W/ COASTAL 1 & 2 (3)Sd NAILS 4 NAIL BLKG. TO JSTS, W/ (2)16d NAILS EA. END S. PER IRC TABLE R602.10.5 MINIMUM BRACED WALL PANEL LENGTH PER ADJACENT CLEAR OPENING HEIGHT IS AS FOLLOWS (9' WALL): JOB NO: LARRABEE LOWER LEVEL < = 12" OPENING: 21" MINIMUM PANEL WIDTH DESIGNED: LG 84" OPNG.: 32" MIN. PANEL WIDTH 96" OPNG, 41" MIN. PANEL WIDTH DRAWN: JR DATE: 8/22/2017 SHEET A3A WA ein a a a a a a a o LANDED GENTRY f HOMES AND COMMUNITIES lig Z z l u - I a � I R 1 z / -6/ p l Ill / U- p0 a1 N = 0 T X DSO * Sp DSO _ la � / ODS 1 _ L / � , � iJ 1 Qj, 1 1'-0n Ili V � I I, x di I °' - RIDGE s OMIT TAIL ON TRUSSES U / 2x6 RIDGE LINE ROP LEG 12 m DINING ROOM BAY \ Q (SEE PLANS) 1 \ -J s i IE,1-E354" I- _LI L\ �} Ul > </\ —I In -411-) // I 111 Ul I I UI Ul TRUSS PROFILE *4 1 N tO ODS \ SCALE: I/4" = I'-O" 1 I 1 Ltp_ UII �.10 I if 1 . p n I / 3 .i I_ .} A: TRUSS NOTES : , Lik - - IAI I. ENGINEERED MONO-TRUSSES (2 TRUSSES W/ HIP PACKAGE) g 24" O.C., SPAN 5'-lI 1/4", 18" TAIL I 2, ENG'D TRUSSES e 24" O.C., SPAN 21'-0", IS" TAIL ONE END ONLY, EXCEPT )142 1 I 1-6' Y I TWO TRUSSES W/ NO TAILS 3, ENG'D TRUSSES e 24" O.G., SPAN 38'-6", IS" TAILS, EXCEPT TEN TRUSSES W/ 18" TAIL ONE END ONLY \ , \.-- \ 4. ENG'D SCISSOR TRUSSES e 24" O.C., SPAN 38'-6", 18" TAILS, EXCEPT SIX TRUSSES WI 18" TAIL ONE END ONLY (SEE TRUSS PROF \ r \ \ 5. ENG'D TRUSSES 9 24" O.C., SPAN 24'-1 I/2", IS" TAILS \ m L s 6. ENG'D GIRDER TRUSS, SPAN 12'-0 1/2", NO TAILS \''k O — 5EE NOTE "8 L b w 1. ENG'O TRUSSES e 24" O.C., SPAN 12'-0 1/2", 18" TAILS r \<i N S. ENG'D TRUSSES e 24" O.C., SPAN 211-11 1/2", IS" TAILS r 0 ct)m \x9 x \ \ 9. ENG'D GIRDER TRUSS, SPAN 21'-11 1/2", NO TAILS "'' CV -4 Al I_ \ r \ ;ls TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO BE SPE FIED BY _ R EDGE LINE 2xI2 RIDGE BD. I ii'i TRUSS ENGINEER AND/OR MANUFACTURER, PLAN AND PROFILE SHOWN / !g ARE DESIGNER'S CONCEPT, VERIFY ANY CHANGES TO THIS PLAN W * - p 03 Si i 'aa TRUSS ENGINEER AND/OR MANUFACTURER i- N cx cx cx‘ , / r ' ' "' ig LARRABEE �, \mow L ' -° / r, o Hii LOWER LEVEL 1H1111.1.11„R / V I I ', , , I I _s Iiiiiiht.‘I L i �' 12x4ro<\ v S SEE NOTE •1 I x ROOF FRAMING PLAN , Ul <fi�c� c., \ O `_ ul iii (' 2x4 xCOASTAL 2 \4 ° ��\ 6x10 HF*2 DSO .,, . , ,I. ' Nii , ,r. ii: \I \ \4_�—\ JOB NO: LARRABEE LOWER LEVEL DESIGNED: LG DRAWN: JR DATE: 8/22/2017 .: i ROOF FRAMING FLAN SHEET SCALD: I/4" = I'—O" I k J.\ z1. 1 WA i IS IDS III II IMMO IMIMMIIIIIIIII LANDED GENTRY PROVIDE HOLD DOWN TENSION HOMES 11 N D COMMUNITIES DEVICE PER R501.2.4 4 FIGURE R501,2.3(1) NOT LESS THAN (2) REVISIONS BY: • LOCATIONS PER DECK, WITHIN P.T. 6x12 DF-L*2 P.T. 6x12 DF-L*2 2'-O" FROM EA. END OF DECK. EA. DEVICE SHALL HAVE 1,500* I to - 26 - Il JR MIN. STRESS CAPACITY ATTACH LEDGER TO END JST. P.T. 2x8 P.T. 2x8 DECK JOISTS 4 6" O.C. W/ 1/2" DIA. LAG SCREWS e 23" LEDGER — O.C. (2 ROWS STAGGERED) 4 1 R - - r 1/2" (MAX.) SHTG. SEE R501.2 4x6 HF*2 4x6 HF*2 II N I d TABLES R501.2 d R501.2.1 d "51 ° � ° FIGURES R5O1.2.1(1) 4 R5O1.2.1(2) 2x8 'ED ER / L JL JL JL JL JL J ii �"T.JL JE JL JL JLI JL JL �/JL ►�JL �° L JL JI I / L I II J I 4x6 HF*2 -I r 4x6 HF*2 A 4 J L a -1 E (2)2x12 0 R J C z- O �r r tY J Ul 4 W0 NJ L illIU cii r 1- OVERLAP FLR. JSTS. 3" ID •k' 4 \D- L PAST WALL/BEAM BEARING \ � � V -a zr r 4 NAIL TOGETHER W/ (3)IOd- '4I' ill i -rJ L NAILS PER IRC R502.6.1 - - n ( a r NON-SEARING WALL 11 II _ 4 IL-1 r X N u W N _� aJ L p�.l R i= - _ - r - - - _1 cV m M—i r J1 -a J L '-J L 3 6-0 r �-i r 4 Sal L �J L Pt" -1 I er r Ia J L aJ L �I ›- r r "4-1C -DC ffL,ti (2)2x12 �` � Nzt-I (2)2x12 � _ * O n u_ /� 'r.. x J L Co JQ O ❑ II � C `rN< 'L v 2x12 2x12 `nEr _ X ^ LaII4 co L IL —1 1— ��N QXX _ —WIC F _.. r U _I J L � .' _ AD . . -' ., .. A A ., tO - . o o 2xt2 FLR. JST. BELOW 6x12 DF-L*2 (I. S 0 ELI 2x12 FLR. JST. BELOW BRACED WALL ABOVEBRACED WALL ABOVE D E DI ,k , ea ;: — d el ?%utir 6 x s _11 Q IL it co ei ii ' t �Q v .ct (2)2x12 J ' = _ _ _ D , r N fe BEARING p L N //WALL v U " Cl x 0 . N r' z O EizA 4 e FLOOR LINE ASV. ± ' o ` a - ' ° d) O cm � N P.T. SLEEPERS ON ' ' SLAB FOR FLOOR a , , AREA ABOVE e o _ . D C ' • " • a C N. 00T 3 1 ton u m 04 . D a w to 4 ` aid 1- 4' - • a o- LARRABEE LOWER LEVEL o U D i MAIN FLOOR ` 11 ,111r FRAMING PLAN COASTAL 1 & 2 D JOB No: LARRABEE LOWER LEVEL DESIGNED: LG MAIN FLOOR FRAMING FLAN DRAW8R DATEE:: 8/25/2017 SCALE: 1/4" = 1'-0" SHEET A 4 • 2 WA OD MS SO S IIS 11111111 111111111111111 SI PROVIDE HOLD DOWN TENSION DEVICE PER RS01.2.4 4 FIGURE LANDED GENTRY R501.2,3(1) NOT LESS THAN (2) LOCATIONS PER DECK, WITHIN P.T. 6x12 DF-L"2 P.T. 6xI2 DF-L�"2 HOMES AND COMMUNITIES 2'-0" FROM EA. END OF DECK. i ` :: EA. DEVICE SHALL HAVE 1,500* REVISIONS BY: MN. STRESS CAPACITY ATTACH LEDGER TO END JST. A 10 - 26 - 11 JR P.T. 2x8 P.T. 2x8 DECK JOISTS ® '6" O.C. W/ 1/2" DIA, LAG SCREWS a 23" LEDGER \ O.G. (2 ROWS STAGGERED) e I/2" (MAX.) SWIG. SEE R501,2 1 4 TABLES R501.2 4 R5O1.2,1 4 1- = I -‘9 -= I / FIGURES R501.2.1(1) 4 R5O1.2.1(2) I[i 1 �t P.T. 2x& LEDGER L JL JL JL JL JL JL JL JL JL JL JL JL JL JL JL JL JL JI Il _, =- NOTE: "I FLOOR JOIST TO SIT ATOP �II PONY WALL OR HANG FROM - =`Er TOP EDGE OF PONY WALL 61 (VERIFY ON-SITE 4 W/ BLEAR.) IN S,-O„ OVERLAP FLR. JSTS. 3'' / -PAST WALL/BEAM BEARING 4 NAIL TOGETHER W/ (3)IOd (2)2x12 NAILS PER. IRC R5O2.6.1 4 ^ �F ISx24 (MIN.) CRAWL-----} Win . t7 (2)2x12 )- Ca x 6" CRAWL SPACE VENTS SPACE ACCESS CI I-- �, ,�✓ (14 TYPICAL) LOCATED IN Y V z 44 a- FRAMED PONY WALL OR IN ii . _ CONC. FDN. WALL (VERIFY 11 1I I ' ON-SITE 4 W/ BUILDER) I 0 ' I co 5.1 ‘ 1 O I Nif:\Ze.4 „t\t\rtc,xkiN \ I I EL CV it IL I / NI 1 -<&I b g. \L , _ E I P 2 — I , . _ . . f N ' L L .GER a r ° r 1 a r 1 0 ° a. L J -� ' A ® r P.T. 2x12 1 Q LEDGER L Q r Ul i - ✓.1 L — .. .. J `� r i 1 0 ° I o ° LL ° traagript iSkii 4t .- fr L x J CO fix, « . X 0 ® a r 1 ' p o L JI`, ° ° ° L _I° L _I o '_ p G'A Gip G'p G'p Gp Gp G'p /J'p G'p G`p .� L J / , A > A > A > A o D r 1 0 4 ° A a L J . ' - r P.T. 2x12 1 I ' v L. A LEDGER o a r 1 a . L. JA'A v D o- D . o D . c D .Ao D .�o 4 - p . A 4 . a OCT 3 1 2017 4 p < V ® ° ✓ o LARRABEE ° - LOWER LEVEL 4 ^ 4 LOWER FLOOR FRAMING PLAN COASTAL 1 & 2 JOB NO: LARRABEE LOWER LEVEL DESIGNED: LG LOWER FLOOR FRAMING FLAN DRAWN: JR DATE: 8/24/2017 SCALE: 1/4" = II-O" SHEET A4 . 3 WA en al ale 111 al ala Ilal al LANDED GENTRY HOMES AND COMMUNITIES 12 12 4 4 1/2" PLYWD. OR 1/16" 065 ON 1/2" PLYWD, OR 1/16" OSB ON ENG'D. TRUSSES ® IC O.C. ENG'D. TRUSSES 9 16" O.C. - -_ ENG'D. GIRDER TRUSS 2x4 VENTED - 2 2 � _�'— 2x4 VENTED BLKG. BLKG, _. i 'i:ek a :- I 5/4x8 FASCIA- 5/8" TYPE "X" GYP. BD, 5/8" TYPE "X" 5/4x8 FASCIA 2x4 STUDS A 16" O,C, GYP. BD. W/ 1/2" GYP. BOARD 2x6 STUDS g 16" O.C. W/ 1/2" HIGH-DENSITY_ 2x4 STUDS 6 16" 0,G, EACH SIDE OR 5/8" GYP. BD �_ W/ I/2" GYP, BOARD 2x6 STUDS ® 16" O,C,- �t. 2x6 STUDS B 16" O,C,— �` - — I/2" GYP, BD, (TYP,) 6 GARAGE SIDE EACH SIDE 3/4" T 4 G PLYWD (VERIFY) 1/2" GYP, BD, (TYP.) --�4° / SUBFLR. ON 2x12 FLR. JSTS, e 16" O G 2x12 BLKG. (TYP:) 4" CONC. SLAB PER FDN, 3/4" 7 4 G PLYWD (VERIFY) PLAN TO SLOPE I/8" PLF, SUBFLR. ON 2x12 FLR, JSTS, i TOWARD GARAGE DOOR e 16" O.C. P.T, 2x6 MUD SILL ° ° ° - III-II�111-11 ° III-IIfa'11-11�° 111-11�111-11�,'A ' CONC, FDN, WALL rX 4x5 BEAM ON 4x4 eee"`f PER FDN. PLAN a o 4 Irll—II )II-11� 1/2" GYP. BD,- 1/2" BLANK PANEL �° POST ON 90* FELT SOFFIT (VERIFY) ° 6 MIL. VAPOR BARRIER ° _1(OR EQ.) ON CONC, 0 4" PERFORATED 2x6 STUDS * 16" O.C. - r, THROUGH-OUT CRAWL SPACE FTG, PER FDN, PLAN as: DRAIN \A, 2x4 STUDS 9 16" O.C. a a W/ I/2" GYP. BOARD a _ EACH SIDE - 111=11�111=11I III-II III CON(, FTG. PER �+ I FDN, PLAN irff 3/4" T 4 G PLYWD (VERIFY) 2x6 FURRING 9 16" O.C. BUILDING EJECTION STUDY/GARAGE SUBFLR. ON 2x12 FLR. JSTS, W/ 1/2 GYP. BD. 6 ' ° 0 16" 0,C, HDWD. CAP ° SCALE: 1/4" = I'-O" 0 0 1It-)I111-I1�: O°III=IIII=III 'Al 1 A—GONG, FDN. WALL a 90*4x8 BEAM ON 4x4 POST ON a° PER FDN, PLAN A 9O FELT (OR EQ.) ON CONO,° ° ya 4" PERFORATED ---.. , FTG, PER FOUNDATION PLAN 0DRAIN 111-11111=11� III=11111=11� -II�II=11 III-11�11= -CONC. FTG. PER 6 MIL, VAPOR BARRIER — FDN. PLAN THROUGH-OUT CRAWL SPACE BUILDING SECTION 6 GREAT RM,/FAMILY RM,/BDRMS, SCALE: 1/4" = I'-On - - - - �� r r r r r d r r C r r 9 I/2° PLYWD, OR 1/16" OSB 7 2 ON ENG'D. MONO—TRUSSES N a p r 4 6 16" O.C, ENG'D, TRUSSES PER 2x NAILER, y @ ROOF FRAMING PLAN 1 r r 2x4 VENTED BLKG, ��6x10 HFx2 BEAM �� 5/4x8 FASCIA 2x10 NAILER- (BEYOND) BLANK PANEL SOFFIT _ I 1 P.T. 6x6 POST P.T. 6x6 POST PER BUILDER I - WRAPPED PER �� (BEYOND) I I BUILDER 6x10 BEAM (BEYOND) 2x6 LEDGER 2" ALUM. RAILING W/ I: I 16" x 16" MASTIC- APPLIED STONE 2x4 6 16" O.C. �_(VERIFY WA/ BLDR.) I � COLUMN 2x6 LEDGER STAIRS IN 5/4 x 4 DECKING PER 4" CON(, SLAB 2x12 JOIST FOREGROUND + BLDR. ON P.T, 2x8 I I I I PER FDN, PLAN r DECK JOISTS e 16 O,C, 2x6 FURRING m " I I1 U I,° :6, I6° O,C, - 1III_II111=112',-t--.--. ' - DECK TRIM PER-- 2x4 LANDING JOIST 2x8 LEDGER BUILDER oA 16" O,C, P,T, 6x12 DFL*2 BEAM2x4 LEDGER P.T, 6x6 POST 2" FORMED (BEYOND) 11.11 HANDRAIL 2x BLOCKING O 2x6 LEDGER 5/4 x 4 DECKING PER 2" ALUM, RAILING W/ BUILDING SECTION FRONT �ORC�-I LARRABEE ") a° ` BLDR. ON Pt 2x8 TEMP. GLASS INSERTS 6LOWER LEVEL u • (3)2x12 STRINGERS > (VERIFY W/ BLDR.) 2x4 THRUSTA DECK JOISTS m 16 O.C. BLOCK 2x4 STUDS 616 O.C. SCALE: I/4" = I'-O" DECK TRIM PER BUILDER - o P.T. 6x12 DF-L*2 BEAM 2x8 LEDGER P.T, 6x6 POST—,* BUILDING SECTIONS a (BEYOND) CONC. FTG, BEYOND COASTAL 2 ° `1 PER FDN, PLAN STAIR DETAIL ,__ SCALE: I/4" = I'-O" JOB NO: LARRABEE LOWER LEVEL DESIGNED: LG BUILDING SECTION e SACK DECKS DRAWN: JR SCALE: I/4" = 1'-0" DATE: 8/24/2017 SHEET A5 . 1 WA aaa iSIIIII IIP IIIS iiSil alleIll iNIMIll SIISMI LANDED GENTRY HOMES AND COMMUNITIES n ��— SIDING PER ELEVATION J ♦::: _-- WALL SHEATHING HEADER ♦�♦� SEE STRUC. ♦�♦�41 CAULKING R-10 INSULATION :=:: 1-/ METAL'Z' FLASHING � t II 1 VINYL WINDOW FRAME 2X6 WINDOW TRIM f/ :::: WINDOW FLANG (��^�\��\\\\` WINDOW FLANGE / 111 5/4"WINDOW TRIM @ FRONT& r h ♦` �� BACK ELEVATIONS ONLY(VERIFY) J VINYL WINDOW FRAME Nit- 'g LI IlL WALL SHEATHING STUD WALL cm __-- SIDING OR BATTS WINDOW HEADER 02 WINDOW SILL OSCALE 3" = 1'-0" * J SCALE 3" = 1'-0" COMPOSITION ROOFING (VERIFY TYPE Awn W/ BUILDER) ON (2) LAYERS 90* FELT 12 PER ELEVATIONS (OR EQ.) ON 1/2" PLYWD, OR 1/16" OSB AND/OR SECTIONS SHEATHING (VERIFY) ON ENGINEERED -4 ENGINEERED TRUSSES e 24" D.C. a TRUSSES e 24" O.C. 5/4x6 S1S2E PRIMED SPRUCE ` WINDOW WEATHER STRIPPING FASCIA (VERIFY W/ BUILDER) 5/8" TYPE I'X'I GYP. BOARD 1. INSTALL BUILDING WRAP PER MANUFACTURERS Alki" 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 • (2)2x6 TOP PLATE CORNER PIECES OR PLASTIC CORNERS. 3. INSTALL WINDOW PER MANUFACTURERS RECOMMENDATIONS & BEDDED IN CAULK. 2X6 STUDS 6 16" 0,C. I/2" GYP. BOARD 4. INSTALL 4"WIDE SELF ADHESIVE FLASHING TAPE OVER JAMB FLANGE EXTENDING PAST HEAD MIN. 2 1/2"&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" FLASHNG OVER TOP OF TRIM.* 7. CAULK BOTTOM, SIDE, & HEAD TRIM TO WIOW FRAME AND SIDING. * FLASHING TO BE UNDER BUILDING PAPER CONTINUING 2x10 RIM JOIST (VERIFY W/ BUILDER) UPWARD. P.t, 2x6 PLATE W/ 1/2" DIA. x 10" 2x6 PLATE ANCHOR BOLT 4 3"x3"xl/4" PLATE WASHER 4SH 0,C, 3/4" T 4 G SHEATHING (VERIFY) ON 2x12 1-IF•2 FLOOR JOISTS Q 1611 D.C. eu CONCRETE FOUNDATION WALL W/ (SEE SHEET A4.2) REBAR PER FDN. PLAN, R403.1,3,1 4 IRC TABLES 404.1.2(1) - 404.1.2(8). FOR _ 4x8 HF 2 SEAM ON 4x4 POST (4x6 FDN. WALLS TALLER THAN 48", USE *4 +� -1k. SPLICE) ON 90" FELT (OR SIM.) ON VERTICAL RESAR W/ 3" HOOK INTO =111=4R-M= o PAD FTG, PER FOUNDATION PLAN o ,c FOOTING 6 48" O.C. si le" x a" CONCRETE FOOTING W/ SEE A51 ° v�,°�_ _ RESAR PER FDN. PLAN 4 R403.1.3,1 m . .. FOR HEADER DETAILS 4" PERFORATED DRAIN IN —(1�=(R—UreIII t I1 FREE-DRAINING GRAVEL BASE $ y 1 � �� SEE A5.1 .; FOR HEADER DETAILS 11- = TYPICAL WALL DETAIL e CRAWLSPACE AREAS 2 S SCALE: 1/2" = 1'-0II o z 3 0 o SEE DETAIL *9 ON SHEET A-2.2 FOR BASEMENT WALL DETAIL �3 0 m o It LARRABEE aD ijr ; LOWER LEVEL eq WALL DETAILS 9'-1 1/8" TYPICAL WALL 8'-1 1/8" TYPICAL WALL SCALE 1/2"=1'-0" TYPICAL MAIN LEVEL SCALE 1/2"= 1'-0" TYPICAL UPPER LEVEL JOB NO: LARRABEE LOWER LEVEL DESIGNED: LG DRAWN: JR,BJ DATE: 8/22/17 SHEET ath A- 5 . 2 1 , WA eee S S SI Si SI LANDED GENTRY HOMES AND COMMUNITIES DECORATIVE GABLE VENT (4 TYP. - SEE SACK ELEV.) SI-41NCsLE SIDING (VERIFY TYPE W/ BUILDER) 5/4x8 PRIMED SPRUCE BARGE aims- 2 BOARD W/ Ix4 TRIM ID TOP EDGE .di/�tr" 11111�ss 4 COMPOSITION ROOFING (VERIFY addliediREA rNrlft._ TYPE a COLOR W/ BUILDER) -misil s- --crrrrrrr timm nimmensumbs� 5/4x8 PRIMED SPRUCE FASCIA asdar�11r1\t - , -"I-se-ft.-to.-_ -_ W/ 5" CONT. PAINTED METAL 2x10 TRIM BOARD W/ I/2" IllIMII� `I1II`+1ft..� - _ - GUTTER (TYPICAL) CHAMFER * TOP EDGE _saidingIMI rrNIMOSr1�r11 MMilt - 5/4x6 DOOR/WINDOW TRIM i g TOP: 5/4x4 DOOR/WOW. .j�'—____ a ■�` a WA■ m SIDES/BOTTOM (TYPICAL ������■�� • 1 � . � FRONT 4 SACK ELEVATIONS) 8I ■8 '8■ P.T. 6x6 POST WRAPPED - al �1 PER BUILDER I �� LAP SIDING (VERIFY TYPE ■■ 4 EXPOSURE W/ BUILDER .j ■ At - RAILING PER BUILDER STONE VENEER (VERIFY TYPE 4 LOCATION W/ BUILDER) FRONT ELEVATION SCALE: 1/4" = I'-O" II 4. 44 3 i. 1,, .1 sit, al , ,, . , tillfr. 1 : ... ,, ... iots de It BUILDING HEIGHT - � - _- I 4 r MAIN FLOOR PLT. HGT. MAIN FLOOR PL7. HGT. \-� - — P.T. 6x6 POST (7YP) - IR riiii9M MinliMMIMMINIMMEINIMM ■ ■ ■ ALUM. RAILING W/ I co TEMP. GLASS PANELS - m PER BUILDER / j CV // / MAIN FLOOR LEVEL so MAIN FLOOR LEVEL J`� — _ _ _ \ Q LOWER FLOOR PL7. HCsT. - - - - SLAB LEVEL e ARAGE DOORS - NOTE: WRAP BRICK VENEER ON EACH SIDE WALL OF 2-CAR PORTION OF GARAGE _ _ - - - - - - LARRABEE _ _ - - - - LOWER LEVEL cp j - AVERAGE ORIGINAL GRADE - FRONT R. LEFT LOWER FLOOR LEVEL -_ ELEVATIONS _ - - - - - - 3-CAR GARAGE OPT. = _ LEFT ELEVATION COASTAL 2 _ - - - ORIGINAL GRADE SCALE: 1/4" = I -O cos No: LARRABEE LOWER LEVEL - - DESIGNED: LG DRAWN: JR DATE: 8/24/2017 SHEET A6 . 1 WA IMP•M - II • ill II el LANDED GENTRY HOMES AND COMMUNITIES t �siidflr■1i_ a as/■f■r■ —tir■r■II.�_ +�■■■■S■■h■■■■ as._ .s/r♦■i.,_ `+rrrrr ■�■r■r■f■hIr■r■■1..._ ��/■■rr�= ■rr\\�_ `+r�■r■r■r■rrr■r■ 1� as� r■r■lO■r■r■r■■.._ `+rr■r■r■r■r■r■r�r�r■r ■\._ F 7// :>/,(0/ 7 /7 / /// / I i I [ _ 2x& TRIM BOARD W/ I/2" CHAMFER TOP EDGE P.7. 6x6 POST (TYP.) - 7/.4/ / / / / 1/4 1 ihit SACK ELEVATION SCALE: 1/4" = 1 -O" `11k - C _ BUILDING HEIGHT _ _ _ sic4 r� 17 I 1 g i \\ \ 1 MUM IIMIIIMISESM _ LARRABEE ' ORIGINAL GRADE \\ \ LOWER LEVEL - - - - - _ _ - _ BACK & RIGHT M AVERAGE ORIG NAL GRADE - _ _ - _— - _ L ELEVATIONS - - - - - - - - _ 3-CAR GARAGE OPT. IRIGI-IT ELEVATION - - - - - - - - - COASTAL 2 SCALE: 1/4" = I'-O" JOB NO: LARRABEE LOWER LEVEL ■ DESIGNED: LG DRAWN: JR DATE: 8/23/2017 SHEET A6 . 2 WA I GENERAL NOTES , PLUMB I 'G D): mem 108, HOSE BIBBS SHALL BE PROTECTED BY AN APPROVED NON-REMOVABLE TYPE SACKFLOW PREVENTION DEVICE ii PER IRC CHAPTER 29 - SITE PREPARATION: FLOOR FRAMING (CONT'D.): 109. ALL PLUMBING FIXTURES, INCLUDING TOILETS, SHALL BE CAULKED OR SEALED AT THEIR BASE [ UPC SEC. 401.21 T V 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 N D E D GENTRY N T R ` BEARING POINT OR AS REQ'D BY MANUFACTURER I IRC SEC. 502.1 1 HEATED SPACE AND INSULATION PROVIDE MIN. R-3 INSULATION WHERE REQUIRED TO ASSURE PIPES ARE PROTEC- TED HOMES AND COMMUNITIES 2. ALL STUMPS AND ROOTS SHALL BE REMOVED FROM THE GROUND TO A DEPTH OF 12" IN THE AREA OCCUPIED BY THE FROM FREEZING BUILDING. NO EXCAVATED MATERIAL IS TO BE USED FOR BACKFILL UNDER ANY CONCRETE WITHOUT APPROVAL OF THE 54. BEARING PARTITIONS PERPENDICULAR TO JOISTS MUST NOT BE OFFSET FROM SUPPORT BY MORE THAN THE DEPTH OF BUILDING OFFICIAL. ALL FILL UNDER CONCRETE TO BE STRUCTURAL AND SHALL BE COMPACTED TO 95% THE JOISTS. AT MINIMUM DOUBLE JOISTS ARE REQ'D UNDER PARALLEL BEARING PARTITIONS. JOISTS FRAMED INTO MECHANICAL: PER IRC 2015 SIDES OF BEAMS MUST BE SUPPORTED BY JOIST HANGERS OR LEDGER STRIPS I IRC SEC. 502.4 I BEAMS 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 [ IRC SEC. 502.6 1 APPROVED BY THE BUILDING OFFICIAL I IRC SEC. 111.1 / NFPA 541.1.1,1 1 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 A5.1), NOTE: HEARTWOOD BEAMS ARE NOT TO BE USED 56. ALL PLYWOOD OR OSB SUSFLOORING IS TO BE GLUED TO THE SUPPORTING FRAMING MEMBERS. GLUE IS TO BE APPLIED 122, GAS PIPING SHALL BE TESTED AT A MINIMUM PRESSURE OF 3 PSI. GAUGES USED FOR TESTING MUST HAVE AN W/ 4x DEPTH. BEAMS AND HEADERS TO HAVE I I/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 I IRC SEC. G2411.4.I / NFPA 54 1 BETTER-SIZE AND GRADE MAY SE INCREASED PER BUILDER'S DISCRETION. CHANGES TO PLAN MADE DURING CON- 123. CLOTHES DRYER DUCTS SHALL BE CONSTRUCTED OF MINIMUM 0.016" THICK RIGID METAL HAVING SMOOTH INTER- LOCATIONL SHOULD BE VERIFIED WI DESIGNER SINCE ALL STRUCTURAL MEMBERS ARE SIZED FOR THEIR SPECIFIC ROOF FRAMINGIOR FINISHES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW. NO SCREWS SHALL BE USED. TRANSITION 4 LOADS DUCTS SHALL NOT BE CONCEALED WITHIN CONSTRUCTION AND BE NO MORE THAN 12" IN LENGTH. DUCT SIZE MIN. 22. WOOD JOISTS CLOSER THAN 18" OR WOOD SEAMS CLOSER THAN 12" TO THE GROUND MUST BE OF TREATED WOOD OR 61. PLYWOOD ROOF SHEATHING IF EXPOSED ON THE UNDERSIDE MUST BE EXTERIOR GRADE AND IDENTIFIED AS EXPOSURE I 4" DIAMETER (OR AS REQ'D BY DRYER LISTING 4 PER MANUFACTURER INSTALLATION INSTRUCTIONS). DUCT SHALL TERMINATE AT OUTSIDE OF BUILDING WITH TERMINATION PER DRYER MFR. SPECIFICATIONS. TERMINATE MIN. 3 FEET WOOD OF NATURAL RESISTANCE TO DECAY [ IRC SEC. 311,1 I I IRC SEC. 803.2.1,1 I FROM ANY OPENINGS INTO BUILDING. DUCT SHALL HAVE BACKDRAFT DAMPER AND SHALL NOT BE SCREENED. 23. ALL WOOD IN CONTACT WITH CONCRETE, MASONRY OR EARTH MUST BE PRESSURE-TREATED WOOD OR FOUNDATION- 62. ENCLOSED ATTIC 4 RAFTER SPACES MUST HAVE CROSS-VENTILATION FOR EACH SEPARATE SPACE BY VENT OPENINGS MAXIMIM DUCT LENGTH SHALL BE 35 FEET AND SHALL BE REDUCED IN ACCORDANCE WITH IRC TABLE G2439.1.4,1. GRADE CEDAR OR REDWOOD AND MARKED BY AN APPROVED AGENCY. CUT ENDS OF TREATED POSTS MUST BE PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS DRYER EXHAUST SYSTEMS SHALL BE INDEPENDENT OF OTHER SYSTEMS RE-TREATED OR BE PROVIDED WITH PROTECTION FROM CONTACT WITH CONCRETE I IRC SEC. 311,1 1 THAN I/15O 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-HOUSE EXHAUST FAN (IF REQUIRED) TO HAVE A SONE RATING OF 1.5 OR LESS 4 BE 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 ASV, THE EAVE OR pEHUMIDISTAT. 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 SE COVERED WITH A CORROSION-RESISTANT I/4" MESH SCREEN FRESH AIR SYSTEM IS INSTALLED CONNECT TO RETURN AIR WITHIN FOUR 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.BEAMS, JOISTS 4 DECKING, POSTS, POLES 4 COLUMNS I IRC SEC. 311.1.3 I 63, AN INSULATION DAM MUST BE PROVIDED AT THE ATTIC ACCESS OPNG, WHEN USING BLOWN-IN INSULATION UNDERCUT INTERIOR DOORS TO ALLOW AIR MOVEMENT 25. ENDS OF BEAMS ENTERING CONCRETE OR MASONRY WALLS SHALL BE PROVIDED WITH A MINIMUM AIR SPACE OF I/2" 64. TRUSSES MUST BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL IN ACCORDANCE WITH ANSI/TPI I STANDARDS 125. EXHAUST FAN LOCATIONS 4 SIZES REQUIRED TO COMPLY WITH THE WASHINGTON STATE VENTILATION 4 INDOOR AIR AT TOPS, SIDES AND ENDS I IRC SEC. 311.1 ] I IRC SEC. 802.10,2 ] QUALITY (VIAQ) CODE ARE AS FOLLOWS: KITCHEN: 100 CFM (RANGE HOOD ACCEPTABLE) 26. STRUCTURAL EXTERIOR POSTS, BEAMS, JOISTS AND DECKING TO BE CEDAR OR TREATED MATERIAL I IRC SEC. 311 ] 65. TRUSS BRACING MUST SE PROVIDED TO PREVENT LATERAL ROTATION AND PROVIDE LATERAL STABILITY IN ACCOR- LAUNDRY: 50 CFM MIN. BATHROOMS: 50 CFM MIN, DANCE WITH THE INDIVIDUAL TRUSS DESIGN DRAWINGS I IRC SEC. 002,10,3 I 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- NOTE: ALL EXHAUST FANS ON 20-MINUTE TIMER. EXHAUST FANS TO VENT TO OUTSIDE AIR NO CLOSER THAN 3 FEET LESS STEEL OR COPPER (EXCEPTION: 1/2" DIA. OR GREATER STEEL BOLTS) I IRC SEC, 311,3,1 1 66, TRUSS MEMBERS MUST NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE FROM ANY OPENING APPROVAL OF A REGISTERED DESIGN PROFESSIONAL. ALTERATIONS RESULTING IN THE ADDITION OF LOADS THAT 126. ALL GAS COMBUSTION APPLIANCES (EXCEPT KITCHEN RANGE 4 CLOTHES DRYER) TO HAVE COMBUSTION AIR DUCTED 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- AND ARE EXPOSED TO THE WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING BLE OF SUPPORTING SUCH ADDITIONAL LOADING [ IRC SEC. 802.10.4 I DIRECTLY TO THEM SHALL BE PRESSURE-TREATED WITH PRESERVATIVE OR BE MANUFACTURED FROM NATURAL DURABLE WOOD I IRC SEC. 311,1,5 ] 61. TRUSS BOTTOM CHORDS SHALL BE DESIGNED FOR LOAD WHERE CONDITIONS IN TABLE R301,5 ARE PRESENT (TRUSS WASHINGTON STATE ENERGY CODE COMPLIANCE: ENGINEER AND/OR MANUFACTURER TO VERIFY) WALL FRAMING: (IN GENERAL MIN. REQ'MENTS PER IRC CHAPTER 6, AS DEFINED HEREIN OR SHOWN ON DRAWINGS) I I EXTERIOR SHELL: 131, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE (IRC CHAPTER II) IS AS FOLLOWS: FLOOR: R-30 31. FRAME MAIN FLOOR EXTERIOR WALLS WI 104 5/8" 2x6 STUDS m 16" O.C. TYPICAL. FRAME UPPER FLOOR EXTERIOR WALLS WALLS: R-21 W/ 92 5/8" 2x6 STUDS a 16" O.C. TYP. (VERIFY EXTERIOR SHEATHING TYPE WI 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) e 16" O,G. W/ I/2" GYPSUM WALLBOARD BOTH SIDES TYPICALIUNLESS NOTED 11. 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 e 16" O.C. WI I/2' GWB BOTH SIDES INSTRUCTIONS SHALL BE PROVIDED FOR EACH WINDOW Err THE MANUFACTURER DOORS: U•.200 MAXIMUM (VERIFY WEATHERSTRIP IS INSTALLED) TYP. (U.N.O.). FRAME GARAGE WALLS WI 104 5/8" 2x STUDS (PER PLAN) * 16" O.C. ANGLED WALLS TO BE 45 DEGREES WINDOWS: U..400 MAX, TYP, UNLESS NOTED OTHERWISE 12, ALL EXTERIOR TRIM AND SIDING JOINTS TO BE AS SHOWN ON THE ELEVATIONS. WHERE TWO BOARDS BUTT ENE TO END, SKYLIGHTS: U=,55O 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, t EXHAUST DUCTS MIN, R-4 32. STUDS PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPES SHALL BE SO FRAMED AND THE JOIST BELOW SO ALL PROJECTING WOOD TRIM [ IRC SEC. 103 ] (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 SAHFETY: CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY PASSAGE OF SUCH PIPES AND SHALL BE BRIDGED. WHERE PLUMBING, HEATING OR OTHER PIPES ARE PLACED IN OR PENETRATE 4 INSTALL WEATHERSTRIP TO MINIMIZE AIR LEAKAGE. SEAL OPENINGS AROUND INTERIOR PLUMBING PIPES PARTLY IN A PARTITION NECESSITATING THE CUTTING OF SOLES OR PLATES A METAL TIE NOT LESS THAN 1/8" THICK 4 6 EXTERIOR WALLS. REFER TO 2015 WSEC CHAPTER 4 4 IRC CHAPTER II FOR VERIFICATION OF INSULATION VALUES 1 1/2" WIDE SHALL BE FASTENED TO THE PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN (8)16d 81, EVERY DWELLING MUST HAVE ITS ADDRESS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET I IRC SEC. 319.1 ] (CHECK WITH BUILDING DEPARTMENT OF JURISDICTION FOR ADDITIONAL INSULATION REQUIREMENTS THAT EXCEED THE NAILS EA. SIDE [ R6O2,6,1 I 2015 WSEC) 82. EVERY BASEMENT, HABITABLE ATTIC AND EVERY SLEEPING ROOM MUST HAVE AI"-.LEAST ONE OPERABLE WINDOW 33. DOORS THAT ARE NOT DIMENSIONED TO HAVE TWO STUDS (3") BETWEEN R.O. AND NEAREST WALL OR EXTERIOR DOOR APPROVED FOR EMERGENCY EGRESS OR RESCUE. WINDOWS MUST HAVE A MIN. NET CLEAR 132. INSULATION TO FILL ALL EXTERIOR WALL CAVITIES--DO NOT COMPRESS! CUT TO FIT AROUND PIPES, WIRES 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 ] 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 ASV. 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 AT BELOW-GRADE CONDITIONS 4 WHERE EXPOSED ASV. GRADE TO PRE- CRIPPLE WALL WILL HAVE SOLID BLOCKING. CRIPPLE WALLS MUST BE BRACED WITH 15% MORE BRACING THAN AS REM, ABOVE [ IRC SEC. 801 1 VENT DAMAGE FOR THE WALL ABOVE, WITH WALL PANEL SPACING NOT MORE THAN 14 FEET I IRC SECTIONS 602.9 AND 602.10.11.1 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 I IRC SEC. 401.3 1 MUST BE PROVIDED WITH SMOKE ALARMS. A SMOKE ALARM MUST BE INSTALLED IN EACH SLEEPING ROOM AND OF THE INSULATION OUTSIDE THE SLEEPING ROOM IN THE IMMEDIATE VICINITY. THERE MUST BE AT LEAST ONE SMOKE ALARM ON EVERY 31. ALL TRIMMERS AND HEADERS FRAMING AN OPENING SHALL BE PER IRC TABLES R6O2.1(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 I IRC SEC. 314 I 136. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM JOIST STUN. STORIES TO BE CAULKED/SEALED. PLACE A VAPOR BARRIER OF TYVEK (OR EQUAL) OVER ALL EXTERIOR WALLS I IRC SEC. 103.2 1 85, FOR NEW CONSTRUCTION AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE EACH SEPARATE 1 ALL HOLES IN BUILDING ENVELOPE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS IN DWELLING UNITS WITHIN WHICH FUEL-FIRED APPLIANCES AL, PLUMBBINGING 4 HVAC PENE- 39. WOOD STUD WALLS MUST BE CAPPED WITH A DOUBLE TOP PLATE INSTALL TO PROVIDE OVERLAPPIN AT CORNERS AND ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES I IRC SEC. 315 I TRATIONS. OUTLETS, SWITCH BOXES AND RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED/ SEALED WITH APPROVED SEALANT OR HAVE FOAM FACE GASKETS INSTALLED. ALL RECESSED LIGHTS TO BE IC RATED, INTERSECTIONS WITH BEARING PARTITIONS, END JOINTS MUST BE OFFSET AT LEAST 24 INCHES I IRC S . 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 GUT 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 sC% 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 RESUL G HOLE IS NO A SPHERE 4" IN DIAMETER TO PASS I IRC SEC. 312.1 I 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 T 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 CUT OR NOTCH [ IRC FIGURES R60 6(1) t R602,6(2) I 81. INSTALL 1/2 GYPSUM WALLBOARD (MIN.) AT GARAGE:/HOUSE WALL AND GARAGE BEARING WALLS. INSTALL 5/8" TYPE-X TOP PLATES IF NOTCHED OR DRILLED TO MORE THAN 50% OF THEIR WIDTH SHALL HAVE A lb-GAUGE ETAL TIE 1 1/2' GYPSUM WALLBOARD AT GARAGE CEILING TYPICAL. INSTALL 20-MINUTE RATED DOOR BETWEEN HOUSE AND GARAGE OF THE BUILDING THERMAL ENVELOPE, ONCE VISUAL INSPECTION HAS CONFIRMED SEALING (SEE WSEC TABLE R402,4.1.1), OPERABLE WINDOWS 4 DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE IN WIDTH INSTALLED PER IRC FIGURE R602.6.1 I IRC SEC. 302.6 1 NOTE: SELF-CLOSING HARDWARE REQ'D BY CODE FRAME PRIOR TO THE TEST I WSEC R402.4.1.2 I EXCEPTIONS: A. A STUD MAY BE BORED TO A DIAMETER NOT EXCEEDING 50% OF ITS WIDTH PROVIDED TWA' SUCH STUDS LOCATED 88. THE FLOOR SURFACE IN A GARAGE SHALL BE NON-COMBUSTIBLE AND SLOPED TOWARD THE MAIN VEHICLE ENTRY DOOR- EXTERIOR WALLS OR BEARING PARTITIONS ARE DOUBLED AND THAT NOT MORE THAN TWO SUCCESSIVE STUDS ARE WAY I IRC SEC. 309.1 1 AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED IN ACCORDANCE WITH UL 325 [ IRC SEC. ABBREVIATIONS: BORED 309.4 I - B. APPROVED STUD SHOES MAY BE USED WHEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS 9 AT EL. ELEVATION MAX. MAXIMUM SH SINGLE-HUNG [ IRC SEC. 602.6 1 89. 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" 0' THE EDGE OF ANY STUD MENTS SHALL BE FINISHED WITH A NON-ABSORBENT SURFACE TO EXTEND TO A HEIGHT NOT LESS THAN 12 ABOVE THE A.S. ANCHOR BOLT ELEC. ELECTRICAL M.S. MACHINE BOLT (WINDOW) FLOOR I IRC SEC. 301 I ADD. ADDITION ELEV. ELEVATOR MECH. MECHANICAL SHWR. SHOWER ADJ. ADJUSTABLE ENG'R ENGINEER(ING) MEMB, MEMBRANE SHTH'G SHEATHING 41. FIRE BLOCKING SHALL BE PROVIDED TO CUT-OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL ANC) HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES AND BETWEEN A TOP-STORY AND THE ROOFS CE I IRC SEC. 302.11 ] 90. FURNACE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AND THE REQUIRE- INSTALL A.F.F. ABOVE FINISH FLOOR EQ. EQUAL MICRO. MICROWAVE BIM. SIMILAR FIRE BLOCKING AT: MENTS OF IRC CHAPTERS 13 THROUGH 20 4 CHAPTER 24. IF LOCATED ALT. ALTERNATE EQUIP. EQUIPMENT MIN. MINIMUM SPEC. SPECIFICATION IN GARAGE FURNACE AND HOT WATER TANK SHALL 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. 18" ABOVE GARAGE SLAB. STRAP ALUM. ALUMINUM EXP. JT, EXPANSION JOINT MTL. METAL SQ. SQUARE STAGGERED-STUDS AS FOLLOWS: HWT TO WALL I IRC SEC. M13O1.3 I, PROVIDE OVERFLOW PAN 4 PIPING AND INSTALL TEMPERATURE 4 PRESSURE RELIEF BA. BATH EXIST. EXISTING N.I.C. NOT IN CONTRACT S.S. STAINLESS STEEL a. VERTICALLY AT THE CEILING AND FLOOR LEVELS VALVE (W/ PIPE TO EXTERIOR TERMINATION) PER IRC CHAPTER 28. VERIFY PROTECTION FROM IMPACT BY AUTOS BDRM. BEDROOM EXT. EXTERIOR N.T.S. NOT TO SCALE STD. STANDARD SLDG. BUILDING F.D. FLOOR DRAIN O.C. ON CENTER STL. STEEL LARRABEE b. HORIZONTALLY AT INTERVALS NOT TO EXCEED 10 FEET: SLKG. BLOCKING FIN. FINISH ODWH ON-DEMAND WATER STOR. STORAGE B. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH A OCCUR AT SOFFITS, B.O. BY OWNER F.F. FINISHED FLOOR HEATER STRUCT. STRUCTURAL DROP CEILINGS AND COVE CEILINGS: PLUMBING: BOT. BOTTOM FLR. FLOOR O.F.C.I. OWNER TO FURNISH, SUSP. SUSPENDED LOWER LEVEL 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 A OVED MATERIAL TO CAB, CABINET F.O.G. FACE OF CONCRETE OH. OVERHANG TEMP. TEMPERED 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 E. FOR SITE-BUILT CHIMNEYS AND FIREPLACES, FIRE BLOCKING MUST BE A MIN. OF I" THICK AND S ORTED ON METAL BEEN TESTED, INSPECTED AND APPROVED I UPC SEC. 103,5.1,3 1 CSMT. CASEMENT (WINDOW) F.O.S. FACE OF STUDS O.H. OVERHEAD THK. THICKNESS STRIPS OR METAL LATH: CENTERLINE FT. FOOT OR FEET OPNG. OPENING T.O. TOP OF F. FIRE BLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQ'D AT THE LINE OF DWELLING S ARATION 102. PLUMBING SUPPLY PIPING SHALL BE TESTED WITH WORKING WATER PRESSURE OR, EXCEPT PLASTIC PIPING, 50 P81 AT CLKG. CAULKING F.E. FIRE EXTINGUISHER OPT. OPTIONAL TV TELEVISION PRESSURE [ UPC SEC. 609.4 I CLO. CLOSET FRPLC. FIREPLACE PH PHONE TYP. TYPICAL GENERAL NOTES CMU CONC. MASONRY UNIT FURN. FURNACE PIG PICTURE (FIXED WDW.) U.N.O. UNLESS NOTED 42. FIELD-CUT NOTCHES, ENDS AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE TREAT IN FIELD IN ACCORD- ANCE WITH AWPA M4 I IRC SEC. 311.1.1 1 103. PLUMBING DRAINS SHALL BE TESTED WITH WATER FILLED TO THE HIGHEST VENT IN THE SYSTEM OR 5 PSI AIR PRESSURE COL. COLUMN GA, GAUGE P.I.P. CONC. POURED-IN-PLACE OTHERWISE [ UPC SEC. 112.2.3 1 CONC. CONCRETE GALV, GALVANIZED CONCRETE V.T.O. VENT TO OUTSIDE CONST, CONSTRUCTION G.S. GRAB BAR P. LAM PLASTIC LAMINATE VERT, VERTICAL FLOOR FRAMING: 104. ALL PIPING PASSING UNDER OR THROUGH WALL SHALL BE PROTECTED FROM BREAKAGE. APPROVED PROVISIONS CONT, CONTINUOUS GLU-LAM GLUE-LAMINATED PLAS. PLASTIC VEST. VESTIBULE SHALL BE MADE FOR EXPANSION OF HOT WATER PIPING. VOIDS AROUND PIPING PASSING THROUGH CONCRETE FLOORS CPT. CARPET GR, GRADE PLWD. PLYWOOD VIN. VINYL ON THE GROUND SHALL BE APPROPRIATELY SEALED [ UPG SEC, 313,11 G.T. CERAMIC TILE GLOB GYPSUM WALLBOARD PR. PAIR W WASHER JOB NO: LARRABEE LOWER LEVEL DIA. DIAMETER HB HOSE BIBB P.T. PRESSURE-TREATED W/ WITH 51. JOISTS FRAMING INTO THE SIDE OF A WOOD GIRDER SHALL BE SUPPORTED BY APPROVED FRAMING NCHORS OR ON D DRYER HDWD, HARDWOOD R RISER WC WATER CLOSET DESIGNED: LG LEDGER STRIPS NOT LESS THAN NOMINAL 2" x 2" [ IRC SEC. 502.6.2 I 105. HORIZONTAL PIPING SHALL BE SUPPORTED AT SUFFICIENTLY CLOSE INTERVALS TO PREVENT SAGGING. PIPE SUPPORTS DSL. DOUBLE NORIZ. HORIZONTAL R.D. ROOF DRAIN D. WOOD FOR ABS MAY NOT EXCEED 4 FEET ON CENTER [ UPC SECS. 314.5 4 314.5.1 1 W DRAWN: BJ/JR DF DOUGLAS FIR HWT 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 !NSUL. INSULATION REFG. REFRIGERATOR W/0 WITHOUT DATE: 8/22/2017 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 INT. INTERIOR REQ'D REQUIRED WP WATERPROOF SHALL NOT EXCEED 25% OF THE JOIST'S DEPTH AND BORED HOLES ARE NOT TO BE WITHIN 2" OF THE TOP OR BOTTOM [ IRC P2120 1 DR. DOOR KIT. KITCHEN RM, ROOM W.W.F. WELDED WIRE SHEET OF THE JOIST. HOLES ARE NOT TO BE ANY BIGGER THAN I/3 THE DEPTH OF THE JOIST. HOLES AND NOTCHES MUST NOT DTI. DETAIL JST. JOIST R.O. ROUGH OPENING FABRIC BE WITHIN 2" OF EACH OTHER, NOTCHES IN THE TOP OR BOTTOM OF THE JOISTS SHALL NOT EXCEED 1/b THE JOIST DEPTH 101. SHOWERS AND LAVATORIES TO HAVE 2.5 AND 2.2 GALLON PER MINUTE FLOW RATE, RESPECTIVELY. WATER CLOSET SHALL DW DISHWASHERR LAY. LAVATORY S a R SHELF 4 ROD XO SLIDER (WINDOW) A 7 ■ 1 AND ARE NOT PERMITTED IN THE MIDDLE THIRD OF THE SPAN I IRC SEC, 502.1 4 502,8 L FOR NOTCHING AND BORING OF BE 1,6 GALLON/FLUSH MAX. DWG. DRAWING NATL. MATERIAL S.F. SQUARE FEET MANUFACTURED FLOOR JOISTS REFER TO THE MANUFACTURER'S SPECIFICATIONS AND FOLLOW THEIR RECOMMENDATIONS EA, EACH HF HEM-FIR SGD SLIDING-GLASS DOOR FULLY WA see NOTE: ffil 11 EXCEPT FOR EXHAUST FANS AND SMOKE DETECTORS, FIXTURE LOCATIONS ARE IMMI DESIGNER'S SUGGESTION ONLY (VERIFY ALL FIXTURE TYPES AND LOCATIONS WI ao OWNER). EXHAUST FANS TO COMPLY W/ WASHINGTON STATE VENTILATION AND a INDOOR AIR QUALITY CODE (CHAPTER 3). FAN NOISE NOT TO EXCEED 1,S BONES -- 9 0.1 INCHES WATER GAUGE. EXHAUST FANS TO SE VENTED TO OUTSIDE AIR TYP. LANDED GENTRY VERIFY ANY ADDITIONAL LIGHTING, A/V OR COMPUTER WIRING REQUIREMENTS W/ OWNER AND/OR BUILDER HOMES AND COMMUNITIES INTERIOR LIGHTING: A MINIMUM OF 50 PERCENT OF ALL a ZLUMINAIRIIES SHALL SE HIGH EFFICIENCY LUMINAIRIES. >4 IX] V ELECTRICAL PLAN KEY I II 1 EXTERIOR LIGHTING: LUMINAIRIES PROVIDING OUTDOOR - WALL SCONCE I LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL - I — BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL RECESSED CAN - ` -- BE HIGH EFFICIENCY LUMINAIRIES. Y CEILING FIXTURE R - \ , - n R � \ " LAJ EYEBALL CAN II i II _ 7 II II -. - --_-. I j II \ / I II ❑ _ c — ❑ r _ _- "— ) — _ so SMOKE DETECTOR II / , II 0 In 1LII \/ / II /� II II \ / II_ Q EXHAUST FAN rn 9Wt / '.!1 ' L 9A / 11 Li LIGHT SWITCH `i' 0; ES , / IP I �S aS S 13 3-WAY LIGHT SWITCH I 1 O WALL OUTLET 120 VOLTS I I � 220 VOLT OUTLET(DRYER&OVEN PLUG) KTV/TEL � " _ ' r _I T TV/TEL> - I � - 1 1, - I `J \ O Q . O `�J DJ 1 WATER PROOF GROUND FAULT j(�I` INTERRUPTER OUTLET 120 VOLTS \ o Q TV/TEL I ,- GROUND FAULT INTERRUPTER I \ \ O / I I \ I OUTLET 120 VOLTS /TE_ _ I \ - I, ' I 4 4 AND WTERNET MODUOLEE HANQaING -I T -_) PULL CHAIN LIGHT IItb\ — I FIX URE _ S- I 1 I 4- WALL MOUNTED LIGHT J J I / \ / I p I I I ILII ® HARDWIRE OUTLET tu i --____ _ __— , A C5 „..-- - — - . 4 ~ " 0 0i NOTE: I�SD II SD , W --� Sa I SMOKE DETECTOR(SD)S SD 110V INTERCONNECTED 4 O ,�I /1 I I > / il- —I I \ I WITH BATTERY BACKUP SSJ II ' _ `\ _ _ I t- \ S� II I I I J- iro �, i V II I I --� II 'B O- F + Al cfoni I 1( j I II I u O ` I z I I I ( I 1YYY III I I I , T50CFM /l I I W11 I il - ,1 11 1 50 CFM r \ (MIND / I I I I I (MIN.) 11 bEX. FANS `Id' 4 ,{ o , I- 0i / cn - � I / - l _ 1 y EX. FAN , 1 1 (L " I Pv1 I 1 - ' 1 O DISPOSAL• /\��J(��� 2 4 , 4- , 1-0 , O 1 1 1 ��J ��J a e iriCH. O CFM 0 O °A \ 1� .iysa�r�.� i,,. -. �' I ;(MIN.) I cur \ ^,. I �cn RANGE W/ IOO CFM I -O I I EX. FAN I � REFG. MICRO/H09Q AEsy._ _ , �w ,a \ .J C� 1 ' OO 0. � "' D W CO LIN, d1� Q a TO MICRO, a ! TV/TEED \ — o . O � _ - .. O' 50 rli _ 1 D N EX, FA I IIcr) \ So GEM '� _ _ _ ' $ X. F. — yam" I EX, FAN �__ ' = — _ _ - t = _ _ _ — �_ I /V I D /� — I"� ? \,____( 1 j_ _ _../ a t / I FOR = r = _ _ �, ; / \ 19 </ I -GLOWER — _ OPT. DR. p4 i \ \ I I / F_OOR o . p o e p o. p r C, 1 r'� :+ 11 ' 1 11 i I o e ,+ �+ . d Dn d ° • n. d D^ d o . . d Dom. d ° ° r O tau ES S `Y I _ I e • TO MAIN ' �\ / O11 GAS I FURN. 1 i n W II \, \ / I 7 a •J • FLOOR 1 /' O OII OwNWT kcATTI / \ \ 4 W. - _\ 7 yl DEDICATED TO �� T X O� 7 FREEZER p ° cs . i a '' ` _ _ = r — / HANGING I II / -. — e, e° NOTE: FIXT (�E ALL GARAGE OUTLETS I \ — ,4 4 TO BE 48" A.F.F. U.N.O. , LL , • T \ ° • ° ° II o - _- _ ______ - 7 - - 41 A II °'0 4 a • 'a CLG. � - - - - - - - � c' ' � II TV/TEL S 0 CC L .17 9 CLG. \, 4 4 , LARRABEE a. ' 0 a o LOWER LEVEL w ELECT, 4e I ❑ I ; a w ,' I PANEL O 1 : — — - - - ____i- ---- 1 \` ,_ _0 — 0 I _, ELECTRICAL PLANS < ,:a COASTAL 2 L 0 4 JOB NO: LARRABEE LOWER LEVEL — - - - DESIGNED: LG DRAWN: JR MAIN FLOOR ELECTRICAL FLAN LOWER FLOOR ELECTRICAL FLAN DATE: 8/24/2017 SCALE: I/4" = II-0 I SCALE: 1/4" = II-0" SHEET El . 1 WA