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Home My WebLink AboutPermit File BLD-2017-0425 3716 Leeward Lane I V ir •....::...:,:,,,,...,,,,.„.,..:,.,..„,:,,,:::,„,:, :,:„..„,„..,„„„,.... ,i.,,„4,5<,:,4.,,,,„„„ "* ,„ ,x ¢ O ti Le I rasa �+ • `,' ..�� SII+0. ti:,...„,. ...,..\ Vek*:'''': : � > R • kkf 11111k. illialiV tift2 Apea rim Li _4 ...,,. .., 10 i til VO or,. a, 0 • ., tion &his' .' \•:.t..4a (110 ,f, , .., 44 ii ) • 4 er gill \It I. ± I t \~maNi y yeV (3) LIM 1111P :„.....:::..,„*, ,,„, �i ,i. 'finump' - - 4 ct .........„. __ , . . ...,,,,,.,...„,:, 2 iNtask zY> ai) . , :YFc, • 2Y4 � ■ r� {% ...,„,:, { ci,„, Iiiii VA t. 41 see rilivisie 4 �/ ilk , ,i) 0 ...,,,..,„.„, ice ` \ ? •� arse'" cp. 4r) Alf ai 410.11111 AirMill Ft if, ‘44)) al""'"? Let c..,, ,. elOrtkisgtellab al , csn,t) litati ...i. t � CO ::::. 4 „L., Ls it ; mot `i. ) .. Niel 'bonne, Ii :T:44.4ty. ,,,z.:,::•::: .....in (IN e!c „.. ,:;,:: „, ..,, ,,..,. "t as) cn V ,.... 7 CIL_ Nig -.gal as) ala ,.:,.: K1 dessocessai 0 :., i A) ililit \41111.141. tom ,.. ...„ a..) .,...„<„,.:,,..., • , ::iri.ii§iltp., st er >tier 4,..„4,.. IIIIMMai fr < > takt NI CD 1 Cora.' .. th eta. C:v ak• < N:NIIIM: ; ++,�aa kt,i 44\ZIP ;%“,,,,,,tisa 14... \bi- .....c.4%. b. 41.142.. 41111%.3/43/4 '4):,,NT4\..$%!' (IN'. s) `t Hilill .1.1111 "111.11.111111# ILI. ere 3/4.03/4,zakasHmallia" 1044:4% >� \jib tt`%'\M1i'<"ij> { ` N :1/4 .........t t"\-- Iola %N....,,,_ ,......__-- 41/44:1/4i till • F ::,. ':::::,$14:. ..:*;4iz, }--nn) a , \dig IS an Uls • OD a) a_ k 1.140) Ili Calt04) I ri,..,::: .it. y. v}:,` oF: tin • „,„ ,,,,,,s..„ < a Is W9f..:,,:h•-•• — M1 w: an a�iseuziti OP- ilisli +ram PROJECT DESCRIPTION . a3 PROJECT INFORMATION J. SYKORA, GPBD n NEW SINGLE FAMILYsn PROJECT ADDRESS: J. STERLING sn RESIDENCEto meµ- �, ° -' �• Y�- a :. ° , 1/4" = 1' U.N.O. ZONING TYPE: R 2 3116 LEEWARD LN, ANAGORTES, VIA 98221 W 8-7-11 a R CODE COMPLIANCE CD ALL CONSTRUCTION TO COMPLY WITH LOCAL GODES AND Z 4 - ORDINANCES AND THE FOLLOWING: u PLAN AREAS o - 2015 INTERNATIONAL RESIDENTIAL CODE STUDIO 0 5Q FT - 2015 WASHINGTON STATE ENERGY CODE - -- " �- �' , t, •` MAIN FLOOR & 2 196 ..o - 2015 UNIFORM PLUMBING CODE BASEMENT ' . , �� ..k`SY xc.. :. Pia j $-N+k-4 ` mAS { UPPER FL OOR DEFERRED SUBMITTALS 6 ,Fps,4 1&2 SQ FT St TOTAL LIVING AREA: �} bS7 SQ.FT. g 1. MECHANICAL HVAG SYSTEM DRAWINGS +alp x ' . t ., ::- _ 4, -0 W RAGE 614 SQ.FT. 2. ELECTRICAL POWER DISTRIBUTION DRAWINGS 3 - , z 4Y y 5Q FT GA a �_ ` � 1 = t „ COVERED ENTRY 18 3. NATURAL GAS DISTRIBUTION DRAWINGS s - a t._. I PI 4. PLUMBING DRAWINGS f � DECK 262 5Q FTci DRAWINGS / CALCULATIONS . ` 5. ROOF TRUSS DRAW � � ti tn : - '` _IIt,if PERVIOUS PATIOS 185 SQ.FT. �+ b. FLOOR JOIST DRAWINGS / CALCULATIONS ' I " c 1. LANDSCAPE PLANS ` . S. LIGHTING PLANS 9. CABINET SHOP DRAWINGS . 17 w 10. CUSTOM HARDWARE / BRACKET SHOP DRAWINGS 11. FIRE SPRINKLER FIRE AREA: N/A 12. SOLAR PANELS o 13. ELEVATOR PERMIT FIRE FLOY�I REQ. = NIA w co 0 DESIGN INFORMATION _ _ a- o N PROJECT TO HAVE FIRE 2 w m BUILDER: STRANDBERG CONSTRUCTION, INC. — om1_ 1 i tu r es k -- SUPPRESSION SYSTEM INSTALLED. a z ° ° w P.O. BOX 319 ANAGORTES WA 98221 ni m z It- 360 293 1431 f ) / E \� ]E NG. ► ]H[ ]ETk4]IJ) ]PtJ[ ]E(.S ]�.]ES ][ ]D ] �eDESIGNER: JIMSYKORAGPBDSTRANDBERGCONSTRUCTIONI �[,]H[ ]E ,,, 0 2 JIM@STRANDBERGGONSTRUGTION.GOM 311 6 LEEY ` ARD LN , ANAGORTES , INA g8221 - DRAFTSMAN: JASON STERLING - STRANDBERG CONSTRUCTION INC. Zits. JASONS@STRAN DBERGCONSTRUCTION.COM Z Q W _:` t — I _AL _ REVISION TABLE z � , LAYOUT PAGE TABLE .,� CONTRACT DATE PG$$ DATE DESG fiPTION PG# TITLE COMMENTS A v d Al COVER SHEET _ o iz A2 SITE & LANDSCAPE PLANEt 1 A3 FOUNDATION PLAN aWiliF. -liall -------,,.,..,„,,, a LU A4 FOUNDATION DETAILS - MirA5 BASEMENT FLOOR PLAN } T�s w m FLOOR FRAMING PLAN crni OF ANACOR Ab L Al MAIN FLOOR PLAN Fell , . . ; • PLANS �=sU N PLAN I PERMIT #: Is 0,4 ��N AS LONER ROOF FRAMING ADDRESS: _ 11.E-1 � m FLOO R FRAMING AND FLOOR PLAN APPROVED BY: 11 t n5E1 Al UPPER OP urn u0 & UPPER ENGINEERING G I E E R I N G PLAN SUBJECT TO FIELD INSPECTIOM. APP6�C3VE `A10 UPPER ROOF FRAMING F�ORfION. Al 1 BUILDING SECTIONS 4P�$ pogw$ SECTIONS > NJN Al2 BUILDING SE :gin g3pg w Al EXTERIOR ELEVATIONS ® =gU ZODU !mN�O p04i Ilia �.2UF A14 EXTERIOR ELEVATIONS I .1 �`�° 1;:: ro.i/ EXTERIOR ELEVATIONS gal Al S ENGINEERING INFO BASEMENT PLAN OWNER APPROVAL INITIAL: All ENGINEERING INFO MAIN PLAN PAGE: Alb STRUCTURAL SPECIFICATIONS _ All STORMNATER BMP'S — ` OF: SEP 1 8 2011 A20 CURB , SIDEhIALK, AND DRIVE1�tAY CITY OF ANAt,Ur., 2m P 9L 1 A11J. SYKORA, GPBD (41) 41Y-0• ni P ANCHOR NIT OR ALL \ 'V -10'-0•' --4'-b"- tii 18'b" - 3'-0- - a'-0" J. STERLING =. SIMPSON STRONG WALL 7 r- - - - - - — -- v - I' i , w. _ - - - -- i 1/4" = 1' U.N.O. m 0 T / 1 in 2--� _ — s v 1 —� I A y _}- - _f- - T—T — - -- - - - ® � I 8-1-11 ily I- a'0 � _ rz� b Z b eL4 SLAB OR PLINTH FOR OD A4 2A4 I I BUTTRESS SUPPORT IL o a I I 111 011) w w I I six re v i 4"CONCRETE SLAB i I - I Z o- O INSULATED R-10 p 4"CONCRETE SLAB UE U U INSULATED R-10 I I I Zo x x :o 4 aii)) Q L5TH115 I Q .- ID 6"X1b" •NGRETE PO• G I OM II ®a InU I a 1 I v - - 8"X24"GO GRETEFOOTINGWI3IW L_ I 'l 1 c1. I- if 1 N IV b32'_b" I lasW c yP yy1 'J al fi C -I z -P_b"- I _ _ _ ,3�-b.. - _ .. __.. .2,-0 _- _._ _ z_6-_ 25.-0'' , -..- I I A4� :o r ANCHOR KIT FOR SW5818 illf O Ir- Tr., SIMPSON STRONG WALL yI i�� I- 1. >_,. 1 F - v� m _ ANCHOR KIT FOR SW5818 L 40 I Q m m I ? I 51MPSON STRONG WALL I \ 1� > In nCO N iiItu 4 1 " o o A4 BASEMENT SLAB w 4 �'°4� rI 1 ; I 1b19 SQ FT a. 2 it \\__BUCKoUTFOR 5 4� I I E GARAGE DOOR A4 My - 211-6" -- 4-6" r-1 -31-0" v I I—I 4"CONCRETE SLAB 0 CRAWL-SPACE VENTILATION INSULATED R-10 _ tri A GRAWLSPAGE AREA: 155 SQ.FT. ► I 1 n I= I ri SLOPE GARAGE FLOOR P 155/ 150= 1.03 5Q. FT OF PENT 15 REQUIRED. I A4J — ° I B5N1 O IS USING 6 X 16 FOUNDATION VENTS,2 VENTS ARE r. \ REQUIRED. ONE SUCH VENTILATING OPENING 1 I b �4 \ I 24"x 24"x 24"FOOTINGS 0 W 1s to SHALL BE WITHIN 3 FEET OF EACH CORNER OF r L ELEVATOR SHAFT to gag 2-B" r r - -1_ \ -2 I N IN/(3)ri5 EA.WAY T&B Z 0 to 111 CO $ THE BUILDING. 2015 IRG-R408.1 - GHEGK FOO NG PLACE Er T U r � 4"CONCRETE SLAB -i-I- T rarH�JPERJIs•- I a I I 2 ® I } I fitsI r - - - I -, - a-- - / -SLANT TOP OF FOOTING. �r x a r- \, t FINAL LOCATIONS OF FOUNDATION VENTS TO BE I _ ( I ( 1 1 o rJ N I t _'l W 'V O 0 •., DETERMINED ON SITE. o ,45w J' r - - - r Q Z CO V W N 1 0._2 fi y 13 1' 1" -3'-0"_ i. 1 F I 1 4"I a 2-0• T " I 3'-0 $ 2-0 2-2" 1 j Q • Z O pa ill STUDIO SLAB I GARAGE I /A4\ - i ® I MI i I CONCRETE—'�J I _ — f : Q. 0. m I rc VX,b" § A h I SLAB OR PLINTH FOR FOOTING 403 5Q FT r 614 5Q FT BUTTRESS SUPPORT -I L J 13 I v - - - � fl r - - - -TW b MI I § b n • V-5" 1 3'-0"—_I. 4-r _ I SH I I q� * �A444� 4"CONCRETE SLAB All — 1 21'-b" I ;I. , I8'-2 1l2" v • 1 15 2-11"-±1'-4" I 5'-11 1/2' - 11'4"-L fr-1'-4" 3'-11" - -1'�• T-4" I l `] ri FL. - 11'-2" I -I- -- 10t4" - - I I x I T - r 1 - I „lour-� - 04 1/2" 2-31 V V cia tY 1 � 1 - 1 LLOJ _Ir I � i LJ I Z r N o Z O -�-_ \ \ I 1 m 1' 10" I sg I ir b b I go b El m o m111 IIPPrilE . � 1 \ 1 \ CRAM-SPACE ACCESS _ �� x - w Q Z to ` Alt-Z-- A4 -J A4 A4 Q SLOPE GARAGE FLOOR T T - - T - _-S MILL.VISQUEEIll , I I 1- v 1 I m ,� u 6 MILL.YISQUEEN I ( 8 L— - C .I - --1 I II --I - I Z - z , n 1 1 A4 1 1- 1 1 I t I 4"CONCRETE SLAB o 1 r 1 10 -I 6 1 0 o V ' O ' r"' :,� 0-- INSULATED A44� �_ INSULATEDR-10 1. L- - - J o- o I 1 X 4"CONCRETE SLAB A4 111 -;� INSULATED R-10 _ . ` - _�- _ - - - r' - I 24"x 24"x 24"FOOTINGS V 95v I 1 (3)1k5 EA.WAY T8B 4� / 4 1 / 4 a-o vz,,'4• v-1 yr 1 1 2 - �I �q44� y4 A4� 15'-0• �A� �4� -A4 - - - A4 - � L SLANT TOP OF FOOTING. E in z 3 6,z3 PERVIOUS FA t�- �— i e — ' -- J (V �_ (� L -� 1205QFT 4F _1- Q/ 15'-0" I -- 14'-C - N 10'-0" 10•-0" 5-0" T-b" 10'-3112' _.� _.. 11•.e)" - il'-01/2' 4-d' 410 7-0"� O iF� _.___` - 39'-0" _.... • -- 15'0• • • 1T-111/2"—i .I s 25'-01/2' A 16'-0" N f Ci tit I 1Z Z w HDU2 HOLD DOWN STHD HOLD DOWN MSTG STRAP I I L � J W 4) Model HOU2-SD52.5 Anchor Diameter. '. �, r t�e m Maximum Allowable 0 J .. _ Tension Ilbs.l i •• o ,isLo0 SLABS Oil r, is or SP sr1,NT 1 DECK BEAMs ao o e SUBGRADE:USE STRUCTURAL FILL OR NATIVE MATERIAL,COMPACTED TO 95%RELATIVE COMPACTION. IT IS STRONGLY RECOMMENDED THAT n M yL woo� 0 TOP PL. SIN.TO BASE PL. ALL STRUCTURAL FILL BE CHECKED BY A GEOTEGHNIGAL CONSULTANT. (aG, 1 I `'r I Q E O °� o e 3 UNDERSLAB INSULATION:MAY USE XPS OR EPS RIGID FOAM WITH MIN,25 P51 COMPRESSIVE STRENGTH UNDER SLAB. IF USED,PROVIDE AND °E=LL € �I (2)3/4'X 8"LAG BOLTS NDu5 tnslaliallon 1 - THROUGH BEAM FLANGE INSTALL PER MANUFACTURERS RECOMMENDATIONS. i i�rc Sy • AUG 1 1 2017 0 •. ,: (ND@Swurl m (ONE EACH SIDE) iwaQ= 3 o o SLAB THILKNE55: USE 4"MINIMUM. a�lwo 4 '. U 6 PlHrb a:112195 N EL o eA o REINFORCEMENT:USE ANY OF THE FOLLOWING: 08 o 1'` • MINIMUM 113 REBAR AT 24"O.G.EACH WAY CENTERED IN SLAB. CITY OF ANACORTES T w§en STEMWALL INSTALLATION nc% " 000 $ O • (�i23. -WELDED WIRE FABRIC, MINIMUM W2.9 X,6 X 6(6 Ga.)CENTERED IN SLAB. SPLICES OVERLAY 8"MIN. Z »,", smwa•."1 o.em ldi".1 " • *2A6 .—•I a i-rcop orsPSPeCle. X6NT ae.m - FIBERMESH PER MANUFACTURERS RECOMMENDATION. "'5$�< Si 9-to uin pare e o Oz•rn MOW coon"" Condition T e e �I -HELIX MICRO REBAR, MIN 5LB5 PER CUBIC YARD. O 'c' e"eoI EV:. 4� MKS w'ei "°""Conn wal Mw.AaoS` rN e W 12 X 26 STEEL I BEAM CONTROL JOINTS:MAXIMUM RECOMMENDED SPACE=8'O.G. EACH WAY. THIS 15 A NON STRUCTURAL ITEM AND MAY BE CHANGED OROMITTED BY p nemesis tie1 » 1 m ' °o, - POWDER COATED FINISH 2eoii j "^ AT eNI u tb s -� �.e� OWNER. GENERAL N T 1-- MSTC < VAPOR BARRIER USE MINIMUM 6 MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. ~o 2 �I It's— io a a d i m -, el> 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. Phi IpgipaaI 2a10Ge a I a - NI a 15 fee NEB Q;§pO SIM Z I Q i'a � ,Sl. ..orrimaawir nx 12"` '� - 0= 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. o 1 Iwar rr• n�r'n--* ' �N""ig1nMV i w5oF w,N� 1 I Z 3.VERIFY HEADER HEIGHTS WITH SUPER. '"_ us F z W DI -tw •Y I ( o PL `��✓ 4.ALL EXTERIOR WALLS ARE2x6- 16"O.G.5TUD5, UNLE55 NOTED OTHERWISE. imlin eat mm�weN iR o• f ` ,m AR A 5.ALL INTERIOR WALLS ARE 2 x 4- 16'O.G.5TUD5,UNLE55 NOTED OTHERWISE. la- FLI.-� N+lh-H' j.-.-•.5 asa2'SY10 <T likr — r ; w. w. una ".:. NnpIAaJ.i. mu ( _ MAIN FLOOR & STUDIO 2,196 SQ.FT' t ��W, 'W VQ b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER PYT•e-arrrr.oi ` .' 3/8"BASE PL.WELDED W/ �a 1/41'FILLET TO COL. �r~a" C DISPENSERS, MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR ,I_ BASEMENT 1 ,619 SQ.Ft jj - a - (4)3/4"DIA.X 8"HEADED ` k • ,ale c ALL THREAD EMBEDDED - _ - - - ----- _ - -- • ', Sir LOCATIONS. O1^lNER APPROVAL _ )--� _..� 6 I A, IN CONCRETE FOOTING. UPPER FLOOR ?82 SQ.FT1� lj INITIAL: Ai 1 _ (TWO EACH SIDE) TY r j�� FOUNDATION NOTES rsvedy PAGE: �« :.6 L s TOTAL LIVING AREA: 4,6515Q.FT. �' 1.ALL FOUNDATION FOOTINGS TO BE 18" BELOW GRADE @ FROST DEPTH. Man-Reassansime (3)#5 EW CONCRETE OOTING. '�` TOP 8 BOT. . SLANT TOP hND ThPER - AL ... 4' • EDGES TO MINIMIZE GARAGE 614 SQ.FT. Ni/e1 2.JOISTS MAY RUN PERPENDICULAR TO DIRECTION SHOWN. • PROJECTION ABOVE GRADE. I 3. FOUNDATION WALL HEIGHTS MAY VARY DEPENDING ON FINAL GRADE. ` '" COVERED ENTRY 18 SQ.FT-• - OF: J r h� w' Ej.4A in€E,Q1t 5E4/ 4-FOUNDATION FOOTING MAY VERY DEPENDING ON FINAL GRADE. mores% DECK SUPPORT COLUMN DECK 262 SQ.FT. G �� aS Fort J l +�lL 5. FOUNDATION DETAIL MAY VERY DEPENDING ON FINAL GRADE. S,emww- :'I°t SCALE:112=1' �,T£�KS D1J L't . W..�e. . ;, .,ra.- A.,, or 24--" PERVIOUS PATIOS 185 SQ.FT. 6.ALTERNATE FOUNDATION DETAILS AVAILABLE UPON REQUEST. end dsi me -2". I — - - I J. SYKORA, GPBD r N SIDING MATERIAL I i, SIDING MATERIAL (3) BRACED RETAINING WALL - TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION jIi l/16 05B 0 BRACED RETAINING WALL - TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION I II l/16 055 J. STERLING 1/2" SHEETROCK 1i2" SHEETROGK NAILS OR SCREWS 2" OG. STGGD 3/4" 5UBFLOOR 3/4" SUBFLOOR L.mill i OPTIONAL 4"SLAB1/4" = 1' U.N.O. -22 ggA B G D E F G W X Y Z �� A B G D E F G W X Y Z (GARAGE, PATIO) S NAILS IN . j 1 (FLOORR JOISTS ° (JOISTS PARRALLEL ONLY) FOOTING FOOTING WALL ANCHOR BOLT BLOCK VERTICAL HORIZ. FOOTING FOOTING FLOOR JOISTS w BLOCKING a Z / RETAINED WALL $-7-1 RETAINED WALL FOOTING WALL ANCHOR BOLT BLOCK VERTICAL HORIZ. FOOTING FOOTING #'G FOOTING 'A35 TYP.ONLY d HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING " SPACING REBAR REBAR TRANSV. CONT. ' REQ IF A>4' i - _ OPTIONAL 4"SLAB HEIGHT POSITION WIDTH HEIGHTF THICKNESS SPACING SPACING REBAR REBAR TRANSV. CONT. � Iij I V (GARAGE,PATIO) a0' - 4' CENTEREDSi" �� NOT F ` ` SIMPSON HANGER 1 $ b b 12 #4 @ 24" #4 @ 24" N/A (2) #4 a 0' - 4' CENTERED 1 $" b" b" -12nNOT } @24" #4 @ 24" N/A (2) #4REQUIRED IF JOISTS PARALLEL W - �- REQUIREDL.-INSTALL"G"BLOCKING IFJ015T5 PARALLEL E - g Z 4' 1 "- b' S" 24„ $" b" 56" 4$" #4 @ 24" #4 24" #4 24" " „ „ 4"TIGHTLINE@ @ (2) # 4 IN(2)BAYS z 4 1 - b 5 -INSTALL"G"BLOCKING ~ gE - 24" $ 6 56" 4$ #4 @ 24 #4 @ 24 #4 @ 24 (2) #4 IN(2)BAYS. W _� Z 67 Irl -SCREW5 OR NAILS I A il EXT.WALLS ONLY p i -SCREWS OR NAILS W Qa.) ,,, u u u u u n „ 32" n n u ID 6, 1 - $ b 32" 10" b 2$ 2$ #4 @ 16" @ 24 #f4 @ 16" 3"D.G.THRU SUBFLODR 18°MIN. = d „ - „ I 2 Z (3) #4 BELOW GRADE 6 1 $ b 10" b 2$ 2$ #4 @ 16" #4 @ 24° #4 @ 16° (3) #4 3"O.L.THRU SUBFLOOR A J X ' I l9 0z _ _ -� iL o X 18"MIN. I 4 TIGHTLINE W BELOW GRADE w8' 1 " - 10' $" 42" 10" $" 1 $" 1 $" #5 @ 14" #4 @ 24" #5 @ 14" (4) # 4 Q EXT.WALLS ONLY = S' 1 " 10' $" L2" 10" $" 1 $" 1 $" #5@ 14" #4 @ 24" #5 @ 14" (4) #4GRAWLSPAGE ID 1 , MIN LAP SPLICE=24" 1 GRAWLSPAGE �� -MIN LAP SPLICE=24" Z Y In Z_ Y C 1 GENERAL NOTES: NOTE #1 \ ' B GENERAL NOTES: NOTE #1 \\ ' — B J SLAB OR FILL-SEE NOTE 1 J SLAB OR FILL-SEE NOTE It 1 s * COLUMNS C, D, E, IN, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE I COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY U5E GREATER. FILL OVER FOOTING IN GRAWLSPAGE ( •a-1:. * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. WHEN NO SLAB Is NEEDED. D __ DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. WHEN NO SLAB 15 NEEDED. I D DRAIN ROCK* b MILL VB4"PERF. * bMILLVB 4"PERF.ASSUMED SOIL BEARING PRESSURE: 2 000 P5F RETAINED HT.(A) FILL REQUIRED (E,T.wAu5ONL» ASSUMED SOIL BEARING PRESSURE: 2,000 P5F RETAINED HT.(A) FILL REQUIRED 3 (EM.WALLS ONLY) z IF N05LAB _8�� -_.__. IF NO � _ 8n � � * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 P5F MAX SNOW. o' -4' NONE C " MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. o' -4' NONE G �+ * REBAR MINIMUM GRADE 60. 5' -6' 12" TOE HEEL * REBAR MINIMUM GRADE 60. 5' -6 12" TOE HEEL i * CONCRETE MINIMUM fc 2500 psi T-8' 18" * CONCRETE MINIMUM fc 2500 psi 1' -8' 18" • *ASSUMED SOIL BEARING PRESSURE: 2,000 P5F p ASSUMED SOIL BEARING PRESSURE: 2,000 PSF (1/11) ** ANCHOR BOLT SPACING USE LESSER OF THIS OR SHEAR WALL CALLOUT. 9' - 10' 24" NOT TO SCALE ** ANCHOR BOLT SPACING - U5E LESSER OF THIS OR SHEAR WALL CALLOUT. 9' - 10' 24" " - - ---- NOT TO SCALE Cu E SIDING MATERIAL I; SIDING MATERIAL E a® W RETAINING WALL - WALL HAS FILL ON INSIDE CDet CANT. RETAINING WALL - TOP OF ALL I5 NOT CONNECTED TO FLOOR DIAPHRAGMNO FLOOR 1/16 05B 12" MIN. tl l/16 056 0 1I _o WITHIN 12" I PONY WALL `) -- 2 X 6 WALL 2 X b WALL (N A B C D E F G IN X Y Z A B C D E F G IN Y Z c to o two! 4"SLAB F F ��I b" MIN. z rc o- m (; 2 UNBALANCED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK VERTICAL HORIZ. FOOTING FOOTINGt RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK VERTICAL HORIZ. FOOTING FOOTING I' [: (n H HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR REBAR TRANSV. CONT. HEIGHT POSITION WIDTH HEIGHT THIGKNE55 SPACING" SPACING REBAR REBAR TRAN5V. GONT. II. Q X 1- 1- t6 Q Q R-10 FOAM -I z Lax v z `'' 1 0' - 4' CENTERED 18" b" 6" SEE NOT 44 @ „ it4 @ 24" N/A (2) # 4 (®BASEMENT PERIMETER ABOVE GRADE AREAS) E 0' - 4' CENTERED 1 $" b" b" SEE NOT #4 @ 24" #4 @ 24" N/A E m i o d a SHEARWALL REQUIRED (2) #4 ^ SHEARWALL REQUIRED d 4' 1 "- I 3" REQUIRED 18" #4 24" #4 18" W 24"MIN. W - I A 1- g ® I 0_ (71 4' 1 "- b' 3" 24" $" b" SEE NOT #q @ 18" #4 @ 24" #4 @ 18" (3) #4 I ' �_ Z 6' 24 $ b C9� @ C9� (3) #4 "E �_ y 2 „ n u SEE 4°TIGHTLI SHEARWALL REQUIRED p SHEARWALL 10" UJ 4 q Ul PIll N 6' 1" $' 6" 36" bn SEE NOT #5 @ 11" #4 @ 24" #5 @ 11" (4) # 4 b' I n _ $' bn 36" 10" 6" SEE NOT @ „ @ „ @ „ (4) #4 A V Z `� #5 11 #4 24 #5 112 SHEARWALL REQUIRED SHEARWALL J REQUIRED X ---- a X 18"MIN. 0 u , u „ 10" u SEE NOT , t24 „ „ 'u , " , " " 10" " SEE NOT ,� „ , w 8 1 - 10 $ 4$ $ #5 @ 9' #5@9 (4) # 5 �� S 1 - 10 $ 4$ $ #4@24 #5@9' (4) #5 2"GLR. CRAWLSPACESHEARWALL REQUIRED ILI S. 5HEARWALL REQUIRED 2"GLR.SCREENED 7 PVG - MIN LAP SPLICE=24'• I ZWEEP HOLES 6'O.G. MIN LAP SPLICE=24" w Y 404"TIGHTLINE Z Y z 0) o 18"MIN. \ B W O GENERAL NOTES: --- Z ' B 24"MIN.FOR GENERAL NOTES: # )7 I 10'WALL * NOTE #1 SLAB OR FILL-5E\OTE#1 _Ti ��// • * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE - - I COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPACE \ 0 !L Q * DRAIN ROCKWHEN NO SLAB I5 NEEDED. re DRAIN ROCKCOLUMNS F, G, ARE MAXIMUMS. MAY LESS. DBra COLUMNS F, G, ARE MAXIMUMS. MAY LESS. D - 1,�r (�4"PERF. _ / --/ 4"PERF- I- t / I * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF • 8 ' A55UMED SOIL BEARING PRESSURE: 2,000 P5F RETAINEVHr.(A) FILL REQUIRED IFrMiosL�A6 8, af— CI * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/25 P5F MAX SNOW. G * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. o' -4' NONE G W N_ * REBAR MINIMUM GRADE 60. TOE HEEL * REBAR MINIMUM GRADE 60. 5' -6' 12" TOE HEEL !� * CONCRETE MINIMUM fc 2500 psi * * CONCRETE MINIMUM fc 2500psi 1' -8' 18" • I� *ASSUMED SOIL BEARING PRESSURE: 2,000 PSF ASSUMED SOIL BEARING PRESSURE: 2,000 PSF Q Q U1 "* ANCHOR BOLT SPACING - USE LESSER OF THIS OR 5HEAR WALL CALLOUT. ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT. 9' - 10' 24" z Lu NOT TO SCALE - NOT TO SCALE ' II I -a--1 RADIANT 1/2" GYPCRETE FOR I m RADIANT FLOOR HEATING 3/4" 05B \ _ lS) woos 11 -f/8" BGI JOISTS 12" 50N0 TUBE 11/41 b X b P.T. P05T2X WAL —I LSABUbb POST BASE / ik5R-30 INSULATIONp GARAGE DOOR GAR �-- 3woow (WHERE NEEDED) - BUCK OUT FOR GARAGE DOOR 4 �3� ° CONTINUOUS BLOCKING X. -- _.- I o ti °�wnsy�NcJ'0 W WO LI -sr �`-' 4" GONG. SLAB OVER b MILts' WO (4 GRADE 40 #4 REBAR 1/2" X 10" A.B. 48" 1/2" SHEETROCK / _ VAPOR BARRIER ON A, , '2 Q N=,wa / z �af� 2 X 6 STUDS 16" O.G. WITH ;da PERT. HOOKS O.G. W/ 3" X 3" / GRANULAR FILL z DOUBLE TOP PLATE. O2 BEARING PLATE \ Y w:= .. di' inlit 1/2" X 6" A.B. 4$" O.G. W/ 11.1 (4) GRADE 40 #4 REBAR 2 X TREATED PLATE �\ t 6 •..' -Iy Wo=� 3" X 3" BEARING PLATE z 1 '-0" 7 EACH WAY - .. O ~'Iowa, �t 7 __ _ el gw 000w TREATED SOLE PLATE I - - ►"� - - -� _ In--11-1L- � o kite, a/3w js 1 Z =ss \ i b" X 16" GONG. FOOTING W/ (2) j L ,- „ i� �,-`611Nar2'sA� ss=o GRADE 40 $k 4 HORZ. REBAR (2) #4 REBAR CONT. - 1 b — ' (2) GRADE 40 #4 REBAR 0 s IS r-oft. "P Qj„(,l..� L PEP r. MAY VARY-PER PLAN—or - 16" STSM•S 0''i L'Y ' raz 6 MILL VAPOR BARRIOR UNDISTURBED SOIL �fy . AiraIL f/% �/-�� OWNER APPROVAL INITIAL: PAGE: STRIP FOOTING 8 PONY WALL 0 POST FOOTING THICKENED FOOTING C5DTYPICAL FOUNDATION WALL (gl GARAGE DOOR SCALE: 1" = 1' SCALE: 1" = 1' SCALE: 1" = 1' SCALE: 1" = 1 ' OF: =r • WINDOW FLASHING INSTALLATION NO SCALE ° STEP # 3 I STEP # 2 STEP # 1 1/2" SHEETROGK © �' J. SYKORA, GPBD 8" CONCRETE MALL " ' nI 6' 1"Minimum / R-21 INSULATION �'o" J. STERLING 3 V ' / 2 X 4 WALL @ 4" FROM CONCRETE a-o vz' 1z' 1 1 2 7-41rz'-{- 17-2 t/z' 3 a' a'-a'-� 34 BUILT OUT ONLY IN FINISHED AREAS -1410 6" 3'-0" 9-2' I 4-0 1'-a" STEP A- 1.0 - I1J4" - 1' U.N.O. v` -"--I NSTALL TYVEK HOUSE WRAP 01 411 r T 1 - - - -�^I59 3045 PI . BE -NG FROM A OVE TO R W60 90l b PIG. 1/2 WEDGE ANCHOR 48 O.G. INSTALL 1YYEK APRON BELOW v I l HWH I w -i -- - 6' - _ ■ / n n __ 45) STEP B- I tp - - •-®46' I- 4XB • 96' 111 z. 1• V "`-�IN5TALLTYVEK TAPE �/ STEP A- 2 X BORATE TREATED PLATE y /1, i - -� a 1ssW Q_1_11 U • C645 r V a Ir -, • j ...,„_.----INSTALL SILL L_ - - - 1 Fw 8 A5 -J - - - - E}al - v 5 15� _ I� NSTALL VYGOR ACROSS WINDOW SILL G _ _ _ • STEPC- TYPICAL FURRED OUT I I 4INS (3111) STEP A-INSTALL WINDOW 84"VYCOR TAPE INSTALL TYVEK FLEX WRAP IN WINDOW CORNERS E1 Y CALL IN BASEMENT N I I I I. \ I z lI TYPICAL HEADER FRAMING NO SCALE - in STOIFAGE I OFFICE I I 4'Y1-a BEDROOM #1 I I ' HEADER LESS THAN 5' HEADER MORE THAN 5' WINDOW W/b"POST WINDOW WI3"POST SCALE: 3/4" - 1 80 FT I� 157 S x FT I ' - I -a la CEILING 2 171SQFT 11 (� �q m 0 Co _-_._ _ . _.__-- -__ _ __ _ _ __ DROPPE�GEILINC�m slogel 1 IDESI 1CLBIlN6 T6Y. I IiO cor ■ ■I Ii! ■ ■I o UJ �J I i Zo I� T z-6„� 5 1 Imo ,RIDER LESS Tows MswtP MOVIE Tu"s 111111111 - II- aOEM - I ( I _ _ K `Y DROPPED CEILING (� n isms* - ' InM,=momm, D)rJI6some Qn l .1D TIPFLArero--4 FROM TIP waer°.� ACCESS UNDER I I 1 p I - o 1 - - - z-0 1 a LSTHDB ill3-0 a'_a' topr,vure BOTTOM MATE ITO STAIR LANDING Q t'-51/2 1'-10' 0)mouse n,.wMMa _ __ 7._•.- - BEARING_ I cc¢JJ•-.r1 6_5. I I L 41 -I I I I ,J 28� 2880 • I + 4 A I■I �I . �I BEARING TO J -B FARING FROM ABOVE Y 5 P05T(2-2X) C I TOTDNGFOM - - - - BEARING FROM ABOVE FARING TO BEARING FROM AB I m (�'�`T(S-'�T - - - 05T(4-2x) TO POST(4-2c) 1' `NT tT7I1 ti � STACK a UP ZI. I T w lasW . 6 u DI, ; (� 1 1pl41 3 `(w o i- I I RISE•7'/8" s„IFe ►"• R*, 12 RUN.10" Ci ti C!'��WA.fy�� (PA - o :will � iclionii . 1� Z F.1'-6" 13'-b•• 21•-b• I 7.6" 25'-0" 10'_0" 2'-0' B_A (n HALF N ALL R'YSJ�'-3-01/20 ty r - -1 rt - - � I Ira I I .. II o 0 N seI n 1 I ®p I a Q "�13SIF]17" L_ 1 IT I I L- 9-a. 1 Jel z DE LL W lorteg S/ - I o '° I II I -- I LIVING ra o LL 7/kr �� I II I DPI I r �Q __- o f > y ry q § --___-- m t0'cquNG o II�"I R Im E teens W30/ /® I a I I r CO t m Q O I- I Ip t 5 �-77�L461 µ Es 1 L 4. 1--- 21,_6.� 46 r-I 3I3/4 :' 4�I) 3l4" I« rM6�LT£ 5 ONL . I -jHALFNL Lnkli aI BBW _ Z ILI wSt r9-1 1/7' : 721 41.1 LNGTO IQ (T� b_� 4'-0 rie.1F�, 8'-1" r HOG-2X1 T4)1l2' I 3'-5112' rL i M ^+ t3'4 " I Q .. CV N _ I BEARING fROM ABOVE -` _- - _._ _ - _ _1T J Z LIIIIII_ 'U _ BEARING FROM A - - O ii a) III itZ in I I i.A TOPOST(3-h) Iir613:5EARIT TOP05T(3-2X)� r, ��-, Z = ND b'-0 314' _ I- m 1'-01/2" BEARING TO P05T(3-2x II U d 2 rc 19W _ 3-a- � 4'-a' 9-0" Q (L mL I w6 W I I m4 - I �1 L o I _.:_ STUDIO GARAGE ma IT El cE 400 50 FT 614 SO FT �- - - _ J " g ?Li I I W N A SUPPORT GOWMN 5080.. 1 1 / t �,I V.12.26 STEEL T BEAM UJMN 15 Z 1� I I Ii! \'laI® 46 T o mQ O 15VILI I ( � DROPPED CEILING tI II - 4'-2'- -3 5 1/2' 3-9 1 2-2 1l2'� 4X m Z • .71 1 T 1 1 '�_I 2880 _° 2880 _ i �� ? .^ �J HANr61NGL 2 I ;Q 21Y' T_z...�_ _ 2 V/ i I I o • Y a ��\\ ILI �t 1 I. dEAPoNGTOPO5T f 1 ITI a in ,„ n I I 1 f i�R (� ` �` I �1' z1 �I �'I I I �' z I I w `" BEDROOM #2 15 o E /-'� I•- I CANGRETE HALF WAI.L-I- I • I r-2-1 t/2'„ I 4X 203 SQ FT ""°� •:) ry w V T - - - TT -7 I , ill ,t��x�Djl n ;� L 1acEIUNG 4 v "- o Z I I ...1--PONYv WALL - - 10 b I I- 10 , m 10 .u"_ r I ,F3 Q v r - - - - I FARING TOPOST r - u •O meallbsia------------."3/4%.-4"1"1"---------,..„.„...„..„HiSlir 1 - - - -I-J_ - - - - .J__ I /] (2-2<I t? -'R, 12I I BATH BAT i! `xein; v !L a 46 5Q FT 52 SO F 4x8 o- z Vel ;10'CEILING43 F-P s • DROPPED GEI ING I Iz r 1 ,p1 1 /. FIBERGLASS II @ 1 wt2.26 STEEL•rBEAM r'� J I < 1 CI I 1 I� J I • 0 SHOWER -� BEARING FROM ABOVE SUPPORT GOWMN w ° 'I a TO POST(3-2x) 195W Q ( 1 -__l L. J L L n I m AS c 96" } I �I, IIIII♦' -' 96 BEARING FROM ABOVE f �` 1 WVV ^ • 1•�-i .1, -J 4�.! r��. - - ___ L PERVIOUS PATIO L 1 2 - - - - --_ - L J= - 120 SQ FT NV67 4020 PIG -1- W66 9013,PIG. 1'-2 O 4'-0' - 4-7' ,I 4-0' I ot Q ILI a-9 112' 04 r- 431-0" 16'-0" 7-6" 4-4 10'-31/7 5'-31/7' "I- 6'-0" 13'-9" _ 3-0" 4-a' 9-0" Z LU I I 11 V47 L J = (f) . WINDOW SCHEDULE NUMBER OTT LOOK SIZE WIDTH HEIGHT DESGRF'11GN DECK BEAM WOl 3026 36" 30" PIG. ' ,- TOP PL SIM.TO BASE PL. W03 ,,3026 36" 30" PIC.TEMP _ - W03 ,3026 36" 30" PIG. WP4 3016 36• 90" PIG.TEmP ' ge, I W05 4026 48" 30" PIC. e=Sg (2)RO XH LAG BOLTS Qw< THROUGH BEAM FLANGE WO6 40268 48" 30" PIG. BM 1 WOl 400 45' 96• PIG.TEMP rilL z,. I (ONE EACH SIDE) N 4060t0060" 1�" PIG.TEMP YEMP �z,ua w10 50100160" '120" PIG TEMP HEADER SCHEDULE iwo0= IN11 50100 60" 120" PIG.TEMP -_ (Y i. a `o I W72 2076 24• 90' SH.TEMP MARK SIZE/iWE FRAMING � PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT 8 C.OLDBHUTOFF i�F' F "<o W 13 301b 36' 90' SH.TEMP HARK GENE RAC L NOTE 5 F R, M I N G NOTES FLOOR P LAB N NOTES CONTROL VALVES 8 WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL o w<a V1 W74 bola 72" 20" PIG. O ogkwa TRIMMER USE(1)2X EACH END W75 6018 12" 20" PIG. ® -Q)2 X6HF R2 to STUD,ALL HEIGHT FROM BOTTOM Pule TOTOPPure. COMBINED HORIZONTAL AND VERTICAL LENGTH OF3,5'FEET. THE MAXIMUM LENGTH OF '�,XuN �1I W76 8018 96" 20" PIC. 4 OR •oPENINGSPIDERTHANY,USEMINIMUM(2)2XEACHEND 20H 9 THE DUCT SHALL BE REDUCED 25 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR O “'6 _ WIT 8018 96" 20" PIC. -4X6 HF x2 •OPENNGS r PIPE AND LESS.USE MINIMUM(1)2X EXAM ENO 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. 5g-a W 12 X 26 STEEL I BEAM � SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED EACH 90-DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF m W1B 11016 22" 90" SM.TEMP. ��E�� 'RIHMER USE(1)2X OR CONGEAL PLANES MANGER EACH END. POWDER COATED FINISH W19 ¢LBO 12' 96" PATIO DOOR .Q)2 X 8 HF R2 MAY USE Kt Fu FOR 2,uw OR FG6 FOR2X6 W FOR MDR CONNECT IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. s w a o N W20 1107E 22" 90" 5H.TEMP. ® 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. 2. COORDINATE W/MECH.8 ELEC. FOR LOCATIONS 8 SIZES OF FOUNDATION/ GIVING ACCESS TO EACH SEPARATE SLEEPING AREA IN NEW CONSTRUCTION, �Ega� w 4X OR KING STUD.FULL HEIGHT FROM BOTTOM PATE TO TOP PATE. 1' Q p �I W21 3076 36" 90" 5H.TEMP. _4X8HFR2 -OPENINGS YIDER THAN S',USE MINIMUM.(2)2X EACH END 21 H SLAB/JOISTS BLOCKOUTS- 1 �'^ «moo W22 '3076 36' 90" 5H.TEMP. -OPENINGS BVWDE AND LESS.USE MINIMUM,(t)2x EACH END. REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL 8E i w o rc 3.VERIFY HEADER HEIGHTS WITH SUPER. g-r o ('Vd� W23 3016 36" 90' SH.TEMP. TWMMER usE(1)2x EACH END OR CONCEALED FLANGE HANGERBUILDING WIRING AND SHALL BE EQUIPPED WITHABAT7ERY BACKUP. SMOKE PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 opgGo w24 ,2070 24" 84" 5H.TEMP. �g -(2)2X8HE*2 EACH END. 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR ''-- _° F ® OR KING STUD:FULL HEIGHT FROM BOrrON PLATE TO TOP PLATE. DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. G.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPENABLE WINDOW ,<N�u'�a Z W2s 5518 65" 20" PIG. 22 H 4.ALL EXTERIOR WALLS ARE 2 x 6-16"O.G.STUDS,UNLESS NOTED OTHERWISE. o=mE H-O -1%8NFr2 -OPEWNGSWDERTNANS',USEMINIMUM.(2)2%EACHENp SCHEMATIC DESIGN ONLY. MANUFACTURER SHALLPROVIDE AND SUBMIT _ W26 20i11 24" 95" PIG.TEMP. OPEMHGssIDENAN s'.s,EMINwIMUM.(n EACH END. OR OPENING INTO THE BUILDING. MINIMUM DUCT 512E 154 INCHES. DRYER,KITCHEN, Z 5;�00 �Vr 'V W77 303E 36" 42" PIG.'rE NIA ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL 10 AND BATH FANS TO BE SEPERATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK zioQi Z W28 3076 36" 90" PIG.TEMP. TRIMMER USE(1)2X EACH END OR CONGEALED RANGE HANGER 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. -o ir w- -D12X101wa2 EACH END. PRIOR TO THEFABRICATIONANDINSTALLATION. 2 SHELF AND HANGING ROD. 11.1 QUz» 'I'll W29 31036 46" 42" PIC."F"tMIPPRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE ma 31036 46" 42• PIG. TE nP 4X7 OR KING STUD:RILL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. 23 H "D=q, w -4X10 HF RI -OPENNGS WIDER THAN Y.USE MINIMUM.(2)2X EACH ENO CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX 000�g Z W 'II W31 3107E 46" 90" PIG.TEMP. -OPENINGS 5 VIDE AND LESS.USE HININUH,(1)2X EACH END. 6.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER DISPENSERS,MEDICINE 4.ALL TRUSS TO TRUSS &TRU55 TO BEAM CONNECTORS TO BE DESIGNED I I .g Goo CONNECTORS NOT EXCEEDING b FEET IN LENGTH MAY USED IN CONNECTION WITH W32 31016 46" 90" PIC.TEMP. CABINETS,ETC. COORDINATE WITH OWNER FOR LOCATIONS. w °V LLp W33 3211038" 22" PIC. -6.'15X10.5GLE __ BY MANUF. 3 BUILT IN SHELVES. DOMESTIC DRYER EXHAUST. G`.0 ILI W34 32110 38" 22" PIG. OR SEARING: EAR OLENGTH,THIS �lSWEN O EE THAT CALLOUT FOR G TO eXT.WALL. NEGTION. H - - -- - - - - 2OOi ''I W35 32110 38" 22" PIG -5X 1]PSL PLAN AREAS <>o W36 3276 35" 90" PIG.TEMP. 5. FLOOR SHEATHING TO BE 3/4"CDX OR OSB STURDI-FLOOR TBG, GLUE E AND 2T x 30"MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. ,n W o W31 3216 35" 90" PIC.TEMP. NAIL W/RING SHANK 8d'S®6" EDGES& 12" IN THEFIELD. FACE GRAIN FRAME OUT ACESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2' < / �i�E W36 3216 ,38" 90" PIG.TEMP. 5.5X12 GLB LNTH:TMg HEADER TO SPAN BETWEEN MKS _Cr:. ----- _ - - __-- -' 4 CABINET-OWNER/CONTRACTOR TO VERIFY. 11 OR 26 H - - - _.- - -_. ---- PERPENDICULAR TO SUPPORTS- ROOF SHEATHING TO BE 1/16"05B ORPLYWOOD. ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER- w<�o W39 2 5080 60' 96" PIG. BEARING:OEAR DN BSw WTIH MIN_HR,CO saxn G are"BASE PL WELDEDW/ 40 2 5060 60" 96" PIC PSL MAIN FLOOR & STUDIO 2,1 % JQ"FT. EQUAL. _ STRIPPED OR SEALED TIGHT. ED �_ - I, 1/4"FILLET TO COL. W41 2 5060 60• 96" PIC. - ------ - - - - --- -- ---- -- 1 EGRESS WINDOWS SHALL HAVE AN OPENABLE SECTION FOR EMERGENCY EGRESS 5.7 W42 2 207E 24• 90• SH.TEMP. LENGTH:THIS HEADER TO SPAN EXT.WN1 TO exr HALL- 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST GUARDRAIL 36"ABOVE FINISHED FLOOR.STAIR HANDRAIL 36"ABOVE STAIR NOSING. (4)3l4"D1A.X6"HEADED W43 2 3026 36" 30" PIG. -6X 10 DF BEARING:uSE(t)2X TRIMMER EACH END OR HUG HUNGER TO DUNG 2TH BASEMENT 1 67q SQ.FT. 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE Y)"WIDE AND 24" r144 2 10026 120" 30" PIG. STUDS. LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO12 INTERMEDIATE RAIL SPADING SHALL NOT OWNER APPROVAL A ALL THREAD EMBEDDED HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR C I, W45 2 3016 36• 90• 5H.TEMP - - -- - - - - -- --- ALLOW A 4"DIAMETER SPHERE TO PASS THROUGH PER I.R.C.SECTION 312.2. IN CONCRETE FOOTING. FLOOR HOEDOWN LOCATIONS.-i W46 2 10016 120" 90" PIC.TEMP. -5.5X10.5GLB LENGTI:THIS HEADER TO SPAN EXTWLLLTOEM.WALL. UPPER FLOOR 752 SQ.FT. `___. (TWO EACH SIDE) W47 2 2076 24" 90" 5H.TEMP. OR BF-ATOTI BEAR ER EON 1,15P4•BEAR 252x NG C,ALLOUT FOR 5TUD5.CONNECT CONNECTOR 26 H WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCF1 PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR INITIAL: �PIC. - PSL -AT n so TOTAL LIVING AREA: 4 brjl 5C�"� 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS b ASA CLOCK TIMER WITH A ZONE RATING OF1.50RLE55. TRIM GONGRETE FOOTING. 2 2 18 24' 20" DAWN. '. 5 0R9GLBORPSL BEAwNG e�"rsoHissrvwn�H.«UcwaarwNMEwwNGsruD 29 H - - _ -- - F - WHERE THERE IS A LOAD BEARING WALL ABOVE. 13 MANUF C UGERS SPEASTOR MINI UM LE REQUIREMENTS FN PAGE: - 4 SLANT TOP AND TAPER 1151 2 1051E 24• 20" 5H-TEMP. -3 X 10.5 GLB OR PSL -AT OTHER SEAR TRIMMER•2KING STUDS. ---- _-.-_ _. _.-- MANUFACTURERS HEARTH MATERIAL.A FOR MINIMUM OF NON-COMBUSTABLE (3)#5 EW. I FA.U.ON 16"HIGH PLATFORM.TOP OF PLATFORM TO BE 1 7/8"T&G PLYWOOD. SURROUND 8 TOP& DOT. - - S.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8"TYPE"X'GYP.BD. NO FURNACE EDGES TO MINIMIZE _ M -5.5x12 GLB LENGTH:'MISHVRrO SPAN FROM EXT.WALL TO ENT_WALL - - - - --- - - PROJECTION ABOVE GRADE. W56 2 30ib 36• 90" PIG. PSLR 31 H GARAGE 614 SQ.FT. 7 SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A GARAGE FLOOR SUFACES SHALL BE MINA"CONCRETE. SLOPE CONCRETE FLOOR MIN W54 2 2676 30" 40" PIG. w5s 2 2676 30" 90• PIc. 9, INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE BEDROOM,BATHROOM,OR CLOSET. PROVIDE AT LEAST 30.OF WORpNG SPACE IN 14 1/8"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. W57 2 31076 46" 90" PIG. ® SEARING:BEAR ON TBSIN-SEE THAT CALLOUT FOR GONNEGT1ON. CONNECTIONS A5 WELL A5 FROM TRUSS OR RAFTER TO BEAM FRONT OF FURNACE. W58 2 31076 46" 90" PIC. COVERED ENTRY 18 SQ"FT" I CONNECTIONS. W59 0 304E 36" 54" PIC. TWMMER USE EACH END.opt HUGO. '---' - - -- - - _ -- - ' ".. ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE OF: W6I 0 5018 108• 96" PIC. ® -(2)2 X e HF#2 15 TEMPERED GLASS 4x8 KING STUD, HEIGHT COTTON PLATE)2 TOP PLATE DEGKSUPPORTGOLUMN W61 0 5L00 ,60 96" PIC.TEMP. OR -OPENINGSWIDERTWH5',USE MINIMUM(2)2XEAC.HEND 32k DECK 262 SQ.FT. NSTALLED,SHALL BE PROVIDED WRHDEVICES TO ABSORB HIGH PRESSURES W62 0 3080 36" 96" SH.TEMP. -4X8HFp2 -OPENINGS 9 AIDE AND LESS,USE MINIMUM.(1)2X EACH END. RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, - 2 SCALE: 1/2=1' W63 0 16080 192" 96" 4 PANEL PATIO DR - 8 W64 0 3080 36• 96' SH.TEMP. - END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE 1"165 0 8080 96• 96" PIG.TEMP. ® -5.5 X 12 GLB TRIMMER USE(2)2%EACH END W66 0 9018 ,108" 20" PIC. OR KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. 41 H PERVIOUS PATIOS 185 SQ.FT. STRAPPED WITHIN UPPER I13 AND LOWER I/i TO PREVENT OVERTURNING IN AN lb 20 MIN.FIRE RATED DOOR II/ $GIC-L{es:Vr os&I•it. W57 0 4020 48" 24" PI -P5L USE MINIMUM,(3)2X EACH END _ .__„ _ ,. EARTHQUAKE. 4 J. SYKORA, GPBP ,- ir - 0 16'-5" -- -- - 14'-7" _. 3-0" - 4'-0"- J. STERLING a, _-- -__-10'-0" 5-5" 2-4 1 f2".( . ___ 1T-2 1/2"- r -r - - - -- E NG FROM A TO HDR m -.3 a II . L - - - - - - - - Io - ' 1 1/4" = 1' U.N.O. I Li L - - - { _ 1 _ _ 8 7 17 v - - if?, I �!1 H Jit - --sSIMP ! 1� �_ I .O m HANGERS O�v m.�HANGERS q I I o 0 I= II -) 0 0 I I CY) ra Lim Z I ImI fi - 6 m J 0 , v - 1= I - I Q ImLirl mn_ 1 _. I � a - I- W R - ---1 _ a z - - �T i I ! INIC)� � ba1/a I G `. _ - .-�0ARIN&F_O - _JN _.. - �_, 1 "v J - BEARING FRO M�ABOVE�/ �� FARING TO VBEARiNG PROM ABOV7- - I 1 �G�05T(4 2d 70 POST(4 7x) 'o S I N illitD X 1 3/4'X 11 V0 LVL n ,3--- SIM siMPsoN K ` F'A �N _ JOISTS 16"O.G. 13/4"X it l/b'LVLJOIST5 IE"O.G. I f of L- _ I 3E NC f '' HANGERS al ,f,' 1 C:� 5 -i'-b"' 13'-b" --__ _._ 21'-6^ _.-- Z-b"--"- I BBEARO, -J l ,� iii / / ,f''" �' ;. Tie _ _.. -o m __- ! y l s.- .- L 1'-1 1!Z' �. . V w - i� E9 i r _ a t" ay� II ___..._.. 25'-0" � - q.0" ;}: E--- --.-__ -F a l ISM II 351-0" ' K = _I , I b m I i t 0 ill_ m , �� I II I I o< P U <1(134.4# el !o O =p glz / 11 I �� - _=o 07 vSIMPso - 000 2 -cal I HAN6E15 R a o O o 1.£+''.,'.D� ia.. &E d'„'d lw" L I- -_--I BEARING TOPOSjr I ._m --- - Is I r I v P D Kr c inII . - _ o c I I HANGE'N I r - - I 131-0" O 1 2-1 L I I I BEARING TO q 13'-0" W r -, r " COST(4-2c) _ _ -J �, Z tt w ('() - OA . -- K r _ _ - 1 L. r _ I DECK FASCIA COMP EXT.MAT -I. m (-. £ ______ t � I ET' � I RING PROM ABODE I - � � -- � Q rCS • j III I BovE I - $ TOPOST(3-h)-� / 1�-- ■ < x ' all 1 0 , -- -. I I !'�I I�� 80 POST(3R 2c)A 1. _ 1 z I I I �(-. � �� 51/2 xi7 GLB DECK BERM-WRAPPED � � 1 � W O m list , fir ri N Ili BEARING TO POST(3-2x I RI \51MP50n w w - 1 -`- 1I B - 5B . -_ - - I _ _ - 1 a -� In1 m X D._ <C 0. in K f l :o RANGE - - - - -, I- B I I >. 1w u+za STEELRrC WEAN;II- ' - ■� • V �� SUPPORI'LOLUMN �■ I I ~ I I ! I 1 ! I �51MP50 51M ,rN �_- � .,. . I 14-11/Z, I I I I ! I .. RANGE _ ___ _----._ HANG:- T- i lam'-_ - _ _-_.3'-9 i/2" -IT-2-2 112" 5'-T' b'-2" _ I I diN U ry Cal 1 15 IJ. 4'-11 112" 6'-21/Z' I 4'-b" • g-10" J - i O R - i r- __- _ _ !_ _ O .ry, ( 1 i 0 Ca) -t-� I -ems I 1=�J II m� I � II. L Z ©K V I v' ,_ o w ¢ Zv Y SEARING TOPOST . o � 1! I I III<1 y O � 0 ' . ■ 11 1/5" BGI 6000 1.5"I"JOISTS 16"O.G. -__- ---r- -- _ ---- - -- 'S � )---__ I c4 cs 0 - m p I ! io! -- - _ _ - _ __ w a o a = 'O W 12 FD FLOOR DIAPHRAGM ISED PLATFORM - - - - -a O I. -.' .1 - - m IL- --- r -ill gI I I I ,I' - I _ - __ :-:.-_ ell __-. m a m { Z CONCRETE HALF WALL x O m I ' 3@ ,Ijjl -....-... I TO MEET GARAGE 'r --) me `B_ JI I ■1 I I I UK NI U Q I III - � .� - -L JL rwu - 1_ L 1 ;EARTIG POST (H -' �j -1-1--PONY ! I � I w - o 1/ Z 11 o f J r I I I 1 I I I I - --= - is _ � =__� w loll o a-n 1 2 to'-0 1/2 t B ----ti---_____ - B - - - B I BEAPoNGF�Jh ABOVE, , I W,zx�s erg BEAM44 m v CZ m ir-II TO POST(3-2x) BEARING FROM ABOVE I ` - LOLmN_b IIj l I m ' _� 0 i - a- - = - _. - __. _ 70195W 51/2"x12"GLB DECK BEAM-WRAPPEDv RQ'h L� L 1 r -I- - -- ` --I r DECK FASGIAS/4"CAMP.EXT.MAT. O T-8" 10'-31/2' -.- 5'-3 1/Z' b._0.. t3,_9.� - 9-0• 11.-0" 2-0" O w 3qw --- Ce I 1 113'-}++0' -- - ---- I� ^ 30 LB FELT OR SUITABLE BARRIER Floor Joist Blocking per IRC 502.7 I I Z J (Seismic Design Categories D1 & D2) TO BE USED BETWEEN HANGER AN• �- J W ACQ-D&CA-B TREATED SILL SILL SEAL BGI Joist �- t- "�y Blocking 12 FD FLOOR DIAPHRAGM m rlli� / ' • SHEATHING: WITH JOISTS AT 24"OR 19.2"OC, USE MIN., 24 OG RATED, APA STURD-I-FLOOR; EITHER 3/4"SPECIES GROUP 1, OR"1/8" SPECIES GROUP 4. MAY BE 05B OR PLYWOOD. •SHEATHING: WITH JOISTS AT 16"OG, USE MIN., 16 OG RATED, APA STURD-I-FLOOR, MIN., 19732"THICK. MAY BE OSB OR PLYWOOD. GENERAL N OT ` • SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) iff - ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE LONG DIMENSION ACROSS SUPPORTS. �,• NAILING: GLUE,AND CONNECT WITH 10D RING SHANK NAILS OR#9 SCREWS,AT 6" EDGES, 12" FIELD. 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. Zxw o�I \ I '� ` BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS)AND CONNECTIONS TO SHEAR WALLS BELOW. '`'�. °_ oiwl I .' eillio•L _ 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. 45 I° __.._ - of � �a� 1T511.66 ` SIMPSON HANGER TYPES (� 1_ Simpson Strong-Tie Intermediate ll \ 3.VERIFYHEADERHEIGHT5WITHSUPER. +� gK°-°°i �awo BEND TAB AND Bearing \� ^ °3°r> FASTEN WITH tOdx1 , V r ' n w vrrvAlLslwlEry -'� 0^rALLOR ) Nailing per lord �1 4.ALL EXTERIOR WALLS ARE 2 x b- 16"O.G. STUDS, UNLESS NOTED OTHERWISE. in": MARK TYPE SIMPSON HANGER MODELS Z 3wti code provisions 1 °.p o 0 _ WEB STIFFENERS - 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G. STUDS,UNLESS NOTED OTHERWISE. t'i tflait- \ ARE NOT USED / 1. AG/AGE IV 1 \ TOP PLATE HANGER / CONTINUOUS BLOCKINGI B { ® POST CAP 2. LGE b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER �� io / DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR `inwOo / NOT TO SCALE NOT TO SCALE, 3. RTC LOCATIONS. °O=go a �aa 1. ABU w°= FRAMING NOTES =_�_° go POST BASES 2. ABA =°°a= O I °UZJ Face Mount 3 ABy� woaws O 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. O °.� Joist hanger ^ a SIDING TYP. j W p o 1. H2.5A ]-m "o TYVEK HOUSE WRAP TRUSS SEISMIC & 2.COORDINATE W/MECH.&ELEC. FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOISTS z g O,..„44,,,,,,,r, 000F PLAN F /v�� 1411) HURRICANE TIES 2. H1 BLoucour5 <�o ♦ � l/16058SHEATHING Ri..�V - - _-- rc�w� 4 Ps ADDED2X&.OGKING FOR DEPTH FLASHING DECK PLANKING 3.FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC ezo >� ►�► _��_�►�► MAIN FLOOR & STUDIO 2,196 SQ.FT. DESIGN ONLY.MANUFACTURER SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO LL E Ilii�� SIMPSON ZMAx LustD EXP. BEAM SEISMIC - - THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND 010[S% A 6' A �1111��` 2xi2Pr.JO5T,6 °.`. BASEMENT 1,679 SQ.FT. ® & HURRICANE TIES 1. HGA10 INSTALLATION OWNER APPROVAL • amp- Pr, DT= 4.ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MAN UF. FASTEN 2X PT LEDGER WITH UPPER FLOOR 782 SQ.FT. 1. ITS 4. MIUINITIAL: 5.FLOOR SHEATHING TO BE 3/4"GDX OR O5B STURDI-FLOOR T&G,GLUE AND NAIL W/RING SHANK r �e AL.L AD CONNECTION ON I S S REWS. 1/4"0.G. SOS { I-JOIST HANGERS 2. MIT/ HIT 3d's®b"EDGES&12 IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF PAGE: LATERAL LOAD LONNELTION scRews®,b"°�' 4 6'J'7 SQ.FT. Nail Boise Ri Sd I� \ 2X12 TREATED DEGKLEDGHt TOTAL LIVING AREA: , 3. IUS SHEATHING TO BE T116"O56 OR EQUAL. Versa-Lam or Boise GLULAM Beam: to BGI®joist with 8d Beam width shall exceed nail into each flange. ^ b.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND 2x specified hanger nail length GARAGE 614 SQ.FT. \ 1. LU5 4. LU FACE-MOUNT NT BETW BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. rE DECK TO HOUSE COVERED ENTRY 18 SQ.FT. 5Hb JOIST HANGERS 2. HUS 7.PROVIDEBLOGKINGBETWEENI-J015TSATINTERIORBEARINGLOGATIONSWHERE c JOIST TO BEAM 1 RIMBOARD CONNECTION 3. Mus THERE 15 A LOAD BEARING WALL ABOVE. OF: / NOT TO SCALE NOT TO SCALE SCALE: 3/4" = 1' DECK 262 SQ.FT. GLULAM BEAM AND 1• HU 4. &.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. DOUBLE-5HEAR 2. HUG (USEE OFFSET PERVIOUS PATIOS 185SQ.FT. JOIST HANGERS 3. HUGO HANGER FOR 9.INSTALL HURRICANE TIES AT ALL TRUSS 0R RAFTER TOP PLATE CONNECTIONS A5WELL EDGE OF DECK) A5 FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. WINDOW FLASHING INSTALLATION NO SCALE STEP # 3 I STEP # 2 STEP # 1 J. SYKORA, CPBD r s T4'-5 i!2' - " Mininn;.•.. I 5'-a• 20•-51/2' 53w" 3'-0"--.-. 13,-0,: J. STERLING . 33 cr- I _ a o - y-(y 71'-1 a' ..�-5'�7" t5._10" _ ._. _.. - N R BUTTRESS 10" W013026PIGI• NO3'026PIG 1/411 = 11 U.N.O. -175 STEPA- ABOVE ROOF BEARINGT0 F05T TO BEAM- W023016 PIG _ W043076 PIG. i j�INSTALL TYVEK HOUSE WRAP _ ___ -_. . X N ._ j RETAINING WALL RETAINING WALL o 4 ® 13 �..�. � /, • �' N BOOKCASE ART'WALL 5 STEP B- i i DESIGN T.B.D. DESIGN T.B.D. ` � -. ...,_ o b C/ 5' �@ 135" v 8- /-1 I a N F z r • �1�'-" INSTALL TYVEK TAPE �`Op,.- / STEP A- +.` - - - - - - - - - - - i 14- ' • �---INSTALLTI'VEK APRON BELOW I.-94" 0 - • WINDOW SILL Q a r J • / Q al o,n n a STEP 'C in di C�©15 ® dn. INSTALL VYGOR ACROSS WINDOW SILL Ln OOa 8 '.' STEP G- Y - 1 c M" m STEP A-INSTALL WINDOW&4"VYGOR TAPE INSTALL TYVEK FLEX WRAP IN WINDOW CORNERS z - 'V4:1) - ,-.. ma c� 15 00 NO SGALE g oa "- LIBRARY OFFICE POSR'H4GTD) o n u TYPICAL HEADER FRAMING m H �r 15J 153 21450FT m zo HEADER LESS THAN 5' HEADER MORE THAN 5' WINDOW IN/6"POST WINDOW W/3"POST in "ry'"w' "P v J w VAULTED CEILING VAULTED CEILING 0.0_ W t7 06 Le V ei RUC) - MEADERLEE9 THAN S HeAOERMORETNU15' Ti.., R N _'' n,V(V �) . TEMP -6r� in ,C m IIT) . f1)YJN69TR1 FNOM D1MN69NDs G� ia TO PATER?J Fen TOP PwO 0-' m3emTOHPure -S .4X877•_ia" b'-3112" T-8" T-27l2' S _ -atn1MNHEni[ b66 --- BEARING WALL B. - GTP POTLa= r vzt ....4\____-___t t 4-____---.t t I t f , ELL 6 ) IIIP h P05TBEAPo(3-2NG � 75w-DETAIL DS� irN kill m m I. i.._ C $ 4,c7 UP mm > CONCRETE cl CV mBX5.5GLBPO I■� 15 s L Q-16P COAT. , IENP • m STEPS v Y tR .-. - rc JC� '!'I L C 1--- zo I o (1115 2 �+ -J 0 O FIREPLACE FINAL DESIGN 8 DIMENSIONS T.B.D. in g -` GA.e,- j[� PILL fLLL PJo15Q FT 1�I VERIFY DESIGN W/SUPERVISOR 0 g�1,41 i �F �,4k w'^'?l.. `��\' {^2,�y",� , o o I 0 RISE=7 1/2" 4X6 S "Y!J V I RUN=1D' milinlij N 5.5X715 GLB P05T-75P , ;r �' 15 ON OH'RABOVE -bait ° L 6., TEM ,` / • I 1' I'--'T-11" I a 3" I I 21$" `, m -i..=IIII'=EA:ING TO �i r - if d 3„ BUTTRESS 10" i a11. '- ' + <II° If h A - 1'-10" 6'-0" 1-10" 2-5"-s- ABOVE ROOF ,4 J ♦� +3-_may s'118 1107E 5H. W 79 6080 PATIO DOOR W20 1107E - mow - ✓d27 303E PIG 12 d = 15 I I LL '• " y �S'jl�P' R `.' +R rN28 307E PIGI m f *e+r t4i I R �_ � -..•- i -f-� n r'-b tl7� I 3-0 a 311Y-mh o s Flry I It 'I GREAT ROOM ® o n o LL 1 forma. 3" SOOT 96" ®�" --III- --96"95W 1 Q 18-0" +1.9::y a- a�° : a 514 5Q FT 4xb T_ zo 6.S '-‘- co r I a HIGH FLAT CEILING O � C$ �� 5 1�1 g180®96" RETAINING WALL 4 y 1'+ m m m CI- in 5.5X1.25 GL8 POST-74 ,q 1.11101111.11 -q1- - - ® F in m o m I I -a 1 m '~DESIGN T.B.D. in la la I E 6 t E€Q 5 's>�144 . 3 a(.-a_ 3 63/a" I iv I 4 :1E9: 14$ Fart m _ I I N �Q.L"LC��;ti. / § a L _J n I o W 404 d l l P �BEAPoNG �^ .,,{LT� ,r1O l o 0 ry TO P05T I �n. 4X6 Q ll1 m N.- m - EVATOR m 1 Z Rw' 15 W tC) Q re m Hn N v DETAIL OS '�- q,$„ -� m m qb•� BEAT5NGTO l5W Z - POST(3-Dd � . r I- b-3" - 3'-3" - 5-63/4" 5'-6114" 14'-1 t/2" '^ W o •, CP N 1'-0" �.. 5.5 X21 GLB FLOOR BEAM-BOT.�1121/8"-WRAPPE BEAPoN6 ®' tb ,d -.. -/ _ GELLING TRANSITION 15IT0 POST IT N Q Z "+-) U in Z N h L J . R 21'$" �I � -.- in m 4080 - :EAPoNG TO POST I HDR PROVIDED BY FLOOR BEAM ABOVE I 12D 0 (1]- '7 - - IN _ Wi' 2016 BR F-4'$1/Y' 4'-71/ 2-0"�-. 10,-4" Ilf ■•. �Y _ BFI.RINGx� � �Ir CLOSET - 1 BSw.D5 0 3 d-10" 13'-0" 0_ 1JI ` -0741 I1aC7 � tt Ni0 b - -- -BE.APoNG TO PO§Y(3 2x STUDIO GARAGE 1 ,, 15 (- - I I (NI 400 SO FT 614 5Q FT BUTTRESS 10" o " tPOWDERI iii Ati_jigi � V...i `� i, FULLY INSULATED , FULLY INSULATED "+ - _ ABOVEROOF - ry ® 40SQFTe JI �- / AND DRYY•IALLED AND DRYWALLED _°' ny10'CELLING ^� in 0 Luz �_ olI a3 4x626610-38" 1. I onDINING- 3'-0" 3'-0" •' zr , 110 5Q rT DROPPED GEBJNG COVERED DECKI14 PLANTIN `rvIIW21 307E SH W22 307b 5H. 3° 6 "ill mJ ® __ . . _ gE 10'GELLRIG TO ENCASE BLIIm m�_ CANTILEVERED BEAMS 262 5Q FT ;p ��\\ V o- BEARNG TO dip mI p. Z COMPOSITE DECKING 12 `o �+1ul I STAIRS o ��56„ - @16. 15„ 7P05T(2-2) I2- I{ {- I- I1 1 t' ® I 1111 VW P �w= m ` Osestatieltab o J 325QFT ER L - - -- - - - - .r m® 6 5 oa 16 DN n 1 MUO OM I� It Z or m noE r ILI if z S U IC 1j1 KITCHEN I I I� ��/ v • mI m 4Xb �96" -19 a i$ ir I�, 1a•cEIUNG ...411 SMREOET OI- IIII 1 N I 11N I 0.6.: DOG 0 41t INNEL I5Q 3J _ _ _ - _ -- K _ _ - _ - st \/-- - - - - -- - - - ...4:: 3,_2, - L _ J _. OVEN _.. ._. _.. _ I P 15 DROPPED BEAM n 121 B1/6"Ds I i _ - 1 y = 3 2x r[ - o FARING MDR PROV BY 12 �Q/ 96" CI 96" _� in BEARING TO POST(2-2N))K _ __ ) - _ BEAPo TO i: Zj. _ '- - S♦L _ _____ -.._�_.-- - - .--- __ _ _ - .. -_._ 1 S.5 X FLOOR - M - / O R >'v1 r, PLC. W146018 PIG. 5-9' _ T-a' to'-131a" i W 33 5H T2, -DOT011218"-WRAAPPPE(D I1 6'-a'�-- •-I-• 25 S" -- Q re ILI a.3.. 1W-0" - 43,_0" _ 16'-0" z -.i _ 39b" p R n 115'-0" a, NOTE:VERIFY ALL HEADER 1 J HEIGHTS WITH SUPERVISOR f _ ENERGY CREDIT 1 a --WINDOW SCHEDULE EFFICIENT BUILDING ENVELOPE ENERGYGREDIT2a ENERGY CREDIT 3a ENERGY CREDIT 5c NUMBER QTT' LOOR SIZE WIDTH HEIGHT DESCRIPTION i r . . , . ,- \ 1 302E WIDTH HEIGHT PIG. -WINDOWS: U=0.28 AIR LEAKAGE CONTROL 8 EFFICIENT VENTILATION HIGH EFFCIENCY HVAC EQUIPMENT EFFICIENT WATER HEATING �, 3016 36" 50" PIC.TEMP. -FLOOR:=R-38 INSULATION -AIR LEAKAGE:3.0 AIR CHANGES PER HOUR -GA5 FIRED, PROPANE,OR OIL FIRED -GAS FIRED,PROPANE, s W03 302E $ 6" 30" PIG. w$o� Woo 301E 36^ 90" PIc.TEMP. -SLAB ON GRADE-R•10 ENTIRE SLAB -WHOLE HOUSE FAN PER SECTION M7507.3 BOILER WITH MINIMUM AFUE OR 94%. WITH MINIMUM EF OF 91%. Z °i; WOS 4026 48" 30" PIG. g WOb ,402E 46" 90" IPIC. 4 �' zs I " " W07 4080 48" 96" PIG.TEMP. 1{I Wo8 14060 48" 96" PIG.TEMP. aw"a airc�p tt°ox W09 50100 60" 120' PIC. _____ �3�mo W1O 50100 60" 120" PIG.TEMP. HEADER SCHEDULE W71 150100 60" ,120" PIG.TEMP. PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED H0T8CALD5HUTOFF ��w W 12 3076 ]24" 90" 5H.TEMP- MARK SIZE/TYPE FRAMING MARK G A O T G FRAMING NOTES FLOOR I=L A�1� NOTES CONTROL VALVES 8 WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL ff w w v ` . W13 307E 36" 90" SH.TEMP. ,jE;` J W74 6018 l2" 20" PIG. TRIMMER USE(D2x EACH END q COMBINED HORIZONTAL AND VERTICAL LENGTH OF)SFEET. THE MAXIMUM LENGTH OF � z -0)2 X 6 HF R2 EL 0 s W15 4018 112" 20" PIG. ® PING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR MI- i o W76 801E 96" 20" PIG. 4 OR OPENINGS WIDER THAN S,USE MINIMUM,(2)2X EACH END 20H '"� wf . ' ( +g -4X6HF 1P2 -OPENINGSSKDE ANVLESS.USE MINIMUM.(+)2X EACH END. 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. SMOKE DETECTOR EVERY DWELLING UNIT SHALL HAVE ASMOKE DETECTOR LOCATED EACH 90-DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF P'oaia ... W17 ,8018 96" 20" PIG. Hid W78 11076 22" 90" 5H.TEMP. TRIMMER usE(1)2x OR CONCEAL RANGE HANGER EACH END. IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. ® wiz W19 I 6060 12" 96" PATIO DOOR -Q)2 x8 Hr R2 TMAT RIMMER USE(1)PORRX1 W OR CONCEAL RA GE HANGER PREACH CONNECT. 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.fit U.N.O. 2.COORDINATE 1M/MECH.& ELEC. FOR LOCATIONS &SIZES OF FOUNDATION/ GIVING ACCESS TO EACH SEPARATE SLEEPING AREA IN NEW CONSTRUCTION, Wa0 ' 1107E 22" 90" SH.TEMP. 4)( OR PIN-OPNDGSWIDERTHANOHBOTMOMPLATE TO TOP)2XEAC END 21H 1 = W21 3076 36" 90" SH.TEMP. ® OR P2 -OPENINGS WIDER THAN s,USE MINIMUM,(2)2xEACH END SLAB/JOISTS &LOCKOUTS. REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS5FiALL BE ® wop W22 I 3076 36" 90" SH.TEMP. -OPENINGS S WIDE AND LESS.USE MINIMUM.(1)2X EACH END. 3.VERIFY HEADER HEIGHTS WITH SUPER. rcon Oz Y123 I 3076 56" 90" SH.TEMP. -OPENINGS USE EACH END OR CONCEALED FLANGE HANGER BUILDING WIRING AND SHALL BE EQUIPPED WITH BACKUP.SMOKE PROVIDED WITH FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 oo= o W24 2070 24" 84" 5H.TEMP. "% -(2)2X8HF%2 EACH END. 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR awe OR PING STUD:FULL HEIGHT FROM eortoH PLATE TO TOP PLATE. 22H DETECTOR AND CADETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE- G.F.M.AND SHALL NOT TERMINATE CLOSER THAN3FEET TO ANY OPENABLE WINDOWii'mrc vv25 5518 65" 20" PIG. ® 4.ALL EXTERIOR WALLS ARE 2 x6-16"o.c.STUDS,UNLESS NOTED OTHERWISE. SCHEMATIC DESIGN ONLY. MANUFACTURER SHALLPROVIDE AND SUBMIT OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE 1541NCHE5. DRYER,KITCHEN, ,- 0 •OPENINGS WIDER THAN S',USE MINIMUM.(2)2X EACH END / )N26 , 2D71124" 95" �pIc.TEMP. -4x6HF 12 _oPENINbs9 WIDE AND LESS,USE WNIHUM.m2x EACH END. ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL 10 AND BATH FANS TO BE SEPERATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK goo<a W2'T ,303E 36" ,42" PIG. T'C TIE TRIMMER USE(U2X F.c4 END OR CONCEALED FLANGE HANGER 5.ALL INTERIOR WALLS ARE2x4-16"O.G.STUDS,UNLESS NOTED OTHERWISE. SHELF AND HANGING ROD. �/ - W28 ! 307E 36" 90" PIG.TEMP. -Q)2xt0HG R� TRIMMEEACH D. PRIOR TO THE FABRICATIONAND INSTALLATION. 2 PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE oo=" i W29 3103E 46' 42' P G. T N"I� 4X7 OR PING STUD:PULL14EIGHT FROM BOTTOM PLATE TO TOP PLATE. 23 H w o z w� /// E -OPENINGS WIDER B.USE MINIMUM,(z)Dx EACH CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX 0 D o 0 u W30 131036 46" 90" PIG.TEMP. � -4X101012 E�Nzo W31 3707E 46" 90" PIG.T MP. -OPENINGss WIDE AND LESS,use MINIMUM.(qax EACH END. 6.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER DISPENSERS,MEDICINE 4.ALL TRUSS TO TRUSS &TRU55 TO BEAM CONNECTORS TO BE DESIGNED CONNECTORS NOT EXCEEDING b FEET IN LENGTH MAY BE USED IN CONNECTION WITH '�p rc$o W32 31076 46' 90" 'PIC.TEMP. CABINETS,ETC. COORDINATE WITH OWNER FOR LOCATIONS. BY MANUF. 3 BUILT IN SHELVES. DOMESTIC DRYER EXHAUST. yFg° W33 32110 38" 22" PIG. -6.-15X10.5GLE LENSTH:THIS HEn:ENT°SPAN EXT WALL TO EXT.WALL. 25 H PLAN AREAS o W34 32110 55" 90" PIG. OR BEARING:BEAR ON TSW-SEE THAT LALLOUT FOR GDNNEGTON. / RE/ S ° °6 {$ W35 3211055" 22" PIG. -SX 12 PSL 5. FLOOR SHEATHING TO BE 314"GDX OR 055 STURDI-FLOOR T&G,GWE AND 2Tx30"MIN.ATTIC AGGE55 TO BE ACCE551BLE WITH UN085TRUGTED HEADROOM gapo P,-,, W36 327E '38" 90" PIG.TEMP. NAIL WRING SHANK Bd's(glb" EDGES& 12" IN THEFIELD. FACE GRAIN FRAME OUTACESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2' z o I "HRRrvn W37 I 327E 38' 90" PIG TEMP 4 CABINET-OWNER/CONTRACTOR TO VERIFY 11 PLYWOOD. ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER- �i emR NMR1+,1il -5sX12 G1J8 LENGZII:HEADER TOSPAN BETWEE s"nii PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 1/16"055 ORa_ W38 321E 60" 96" •PIC.TEMP. e) OR 26H MAIN FLOOR & STUDIO 2,116 SO.FT. EQUAL. STRIPPED OR SEALED TIGHT. W39 ' 2 5080 60" 9b" PIG. -� BEAIIN6:8EAR ON 85WWTH MIN.,IHUGO S]5X11 W40 2 5080 60" 9b" PIG. 1,141 2 5080 60" 94" PIG.• EGRESS WINDOWS SHALL HAVE AN OPENABLE SECTION FOR EMERGENCY EGRESS 5.1 II W42 2 2076 24" ;10" SM.TEMP, LENGTH:THIS HEADER TO SPAN Exr..WALL TO EXT.WALL 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST GUARDRAIL 36"ABOVE FINISHED FLOOR.STAIR HANDRAIL 36"ABOVE STAIR NOSING. BASEMENT 1 6'I9 SG.FT. 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPENABLE SECT ON TO BE 2 W DE AND 24' 12 INTERMEDIATE RAIL SPACING SHALL NOT OWNER APPROVAL W43 2 302E 36" 30" PIG. 6x1 -6X10 OF SEARI�:USE(1)2K TRIMMER EACH END OR HUL HANGER TO KING 27k , LOCATIONS AND BETWEEN UPPER AND LOWER 5TUD5 AT FLOOR TO HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR A W44 2 301E 120" 30' PIG. W45 2 301E 136" 90` 5H.TEMP. '182-- FLOOR HOEDOWN LOCATIONS. ALLOW A 4"DIAMETER SPHERE TO PASS THROUGH PER I.R.C.SECTION 3122. W46 2 10070 120" 190" PIG.TEMP. -5.5X 10.56LB LENGTH:THIS HEADER TO SPAN EXT.MALL TO EXT.WALL. UPPER FLOOR 5Q•F '• LWHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUGFI PRE-MANUFACTURED,ZERO GLEARANGE GA5 FIREPLACE.CONSULT WITH OWNER FOR INITIAL: W47 2 2016 '24" 90" SH.TEMP. BEMUNC.:BEAR ONMbW-SEE THAT CALLOUT FOR CONNECTION OR -AT VWDILNDBeAR(2)1XaNb5TUD5.LONNC-GTaN65ND5 28H 1. PROVIDEBLOCKINGBETWEENI-JOISTS AT INTERIOR BEARING LOCATIONS 6 ASACLOCKTIMERramAZONERATINGOF1.5ORLESS. TRIM PACKAGE.GONTRACTOR51iALLA55UMEALLOPTIONS. REFERTO PAGE: W48 2 2060 24" 12" 5H. ® -PSL TOHDRWI DI LSD. - I W49 2 4018 ,40" 20" PIc. WHERE THERE 15 A LOAD BEARING WALL ABOVE. 13 WED 2 ;4018 48'• 20•' plc. TOTAL LIVING AREA: 4651 CJQ"� MANUFACTURER55PEC5 FOR MINIMUM REQUIREMENTS NON-COMBUSTABLE W51 2 4018 '48" 20" PIG. -5.5 X 9 GIB OR PSL LENGTH:THIS HDR To SPAN BET.155W I TPoMHERA9N65TUD FAU.ON 18"HIGH PLATFORM.TOP OF PLATFORM TO BE 11/8'T&G PLYWOOD. SURROUND&HEARTH MATERIAL. IA52 2 ;2018 24" 20" AWN. OR BEARING:BEAR ON156WWI MN.H000. 21H _ - -_ _ --- ---W53 2 2056 '24" :66" SH B.ALL CONNECTIONS TOBE51MP50NOREQUAL..TEMP. -3X10.5 GLB OR PSL -AT OTHER END BEAR(1)2X TRIMMER.2 KING STUDS. EXPOSED FACE AND SIDES TO HAVE I LAYER S/8"'7YPE'X"GYP.BD. NO FURNACE , W54 2 2676 .50" 10" PIG. GARAGE 614 50.FT 1 SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A GARAGE FLOOR SUFACES SHALL 8E MIN.4"CONCRETE. SLOPE CONCRETE FLOOR MIN W55 2 261E 30' 90" 1 PIG. -g.gX 12 GLB 9. INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE BEDROOM,BATHROOM,OR CLOSET. PROVIDE AT LEAST 30'OF WORKING SPACE IN 14 , _ "= W56 2 3076 36" 90" ,PIG. OR LENGTH:THISHDR TO SPAN FROM EXT.WALL TO EXT.WALL 31H ,,,,N W57 2 31016 46" 90" PIG. a BEARING:BEAR ON IESW-SEE THAT CALLOUT FOR CONNECTION. FRONT OF FURNACE CONNECTIONS A5 WELL AS FROM TRUSS OR RAFTER TO BEAM 118"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. . W58 2 31076 46" 90" PIG. COVERED ENTRY 18 SQ.FT CONNECTIONS. 1A159 0 304E 36" 54" PIG. -__ - ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE 1C, W60 0 3018 108" 20" PIG. ® -R)2X8 HF112 TRIMMER:USE(1)2x EACH END.oR Nx/w. TEMPERED GLASS • 4XB MN&STUD.FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE DECK 262 5Q.FT. INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES • W61 0 5080 60" 96" PIG.TEMP. OR -OPENINGS WIDER THAN6,USE MINIMUM,(2)2XEAGHEND 32H W62 0 3080 36" 96" SH.TEMP. -4X8HF42 -OPENINGS V HIDEAND LESS,USE MINIMUM,(1)2f EACH END. RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, DECK SUPPORT COLUMN W63 0 16080 192" 96" 4 PANEL PATIO DR }^� W64 0 3050 36" 9b" 5H.TEMP. 8 END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE l�e// NO SCALE W65 0 8�0 96" 96" PIG.TEMP. ® -5.5 p5L 72 GLB TRIMMER;U5E(2)2X EACH END PERVIOUS PATIOS 185 SQ,FT. STRAPPED WITHIN UPPER Ilj AND LOWER 113 TO PREVENT OVERTURNMGIN AN 16 20 MIN.FIRE RATED DOOR. W/ (�'-eta 6JIHL oH:✓IGB- \ OR KING STUD:FULL HEIGHT FROM BOTTOM PLATE TO TOP PLATE. 41 H Wbb 0 9018 108" 20" PIG. L -px USE MINIMUM,MIX EACH END ____ EARTHQUAKE. 1•67 0 4020 46" 24" PIG. _ _ PLAN AREAS J. SYKORA, GPSP MAIN FLOOR & STUDIO 2,146 SQ.FT. -- 57-6" - - a. BASEMENT 1 ,619 SO.FT. b za 33.-0" ---3'-a'�- 1V-0" J. STERLING METAL FLASH CAP ON 2 X 14 FASCIA BUILDUP(VENTED)-12"OVERHANG § a' - I BEARINGTOFOSTTOBEAM- I ,, II II UPPER FLOOR 182 SQ.FT. IIco EL " = 1'1/4 U.N.O. ii TOTAL LIVING AREA 41657 SO FT. �� o II ii II II l II_ I fa �2 ii ii d ,_ o 4)4.1:12i 1/4124 <_� 8-1-11dWa 1:12GARAGE 614 SQ.FT. J I Lida v 11_ E LLoa �� d= COVERED ENTRY 18 SQ.FT. �_ &EE z z �d� /�71 �� 5 a s a 9� �m� A8 t-c. _ _ �a� A8 _. DESK 262 SQ.FT. > _ X XO �UWi� O ® i-m-O ill \ / Ytv g® m 11 a = z a a o N a ;'z 0- BEARING TO _� , a o n° n - PERVIOUS PATIOS 1855Q.FT. <o �® Sao N � � � �_ �•a POST ...Hi a _ <W nw uZ F aNO x $D0 ® Qj L3 iID v a c)vo mII 0-db 11.1 Vaal♦ LL < W -A ":' - ;� mom a 5H3 ' iw (101) 0 1:12 1 ♦1:12 A ,J '-�� BEARING TO POST TO BEAM AV + �, 11.1 \ J A 5.5X96LE-BOT Q1211/b I- � -A 3-0'd 7-Q'� -WRAPPED - ENG.65L 55X9G 13-BOT.®1211/8'- IRAPPW I V ENG. 65L BEARING WALL BEARING TO POST �0 CEILING TRANSITION p' - - - F. EARING TO POST(3- x) CEILING TRANSITION 8 A (b 2.) j L I A BEARINGTO $ iY BEARING TO BEAM(HANGER) POST(3-2c) ! 16._ C I I 2Xe Exvwr Y A 3X5.5GLB POST -- - _-- - Y rsin-16P CONT. 8 - - I I 1/4:12♦ 5 Cti I - C3AR j a 6" 39'-0" d 6" P akfr 136" -216 _ 26. I I I %, .. 4C O o METAL FLASH GAP ON 2 X 14 FASCIA BUILDUP(VENTED)-b"OVERHANG b O 5.5X7.15 GLB P05T d5P �� p b.v sr ` I 1 I - - J - - - 14 I) BEARING TO P05 _ 5 IL 11 y T• i ;q A 30"HEEL CANTILEVER TRUSSES 30"HEEL O e o <thin. fl zY Q I-- `- -�-I- J b`{1 - C-0" I f_ I I I j ate' ,+ Q W W ^® CI a 4a� Q ENTRY ROOF/CEILING I ( -� IL X(Hl Ti �` 2li � � PLATE 1211/8" n r �� Rp+r...�liy I Al IRE/115 DESIGN T.B.D. p 0 111 Y '�+�YJJIlfV+�'�� 4 _ ® VERIFY DESIGN W/SUPERV150R� ( N�� O is.. , 1liG g /� AS /b" _- 1 I ry I I I I 5.5XT.15 GLB POST-TS- ,� ;R "„ _/// �7 PLATE01211 lawns saw (� i A8 + /\ AS ♦ \A a, i__ -5-0"- - - a 1 o o aw GA.4�(Aj �.Q(.S �� ('V N N N I ''-.Z a o II �'R:L.G�"..•r L K N N lV (V m. ' BEARING T '..1/4:tl-► ry I� F • 1 , TO POST ) ain o BEARING TO O 1f1 L W �.- 0 POST(3-1x) IL CT to .-- N _et z x`. 2 5.5X11 GLB FLOOR GERM-BOT.®11111e'-YVRAPPE BEARING'\leZ p m Il-I al �. I $ O - L---� CEILING TRA1751TION �� TO P05T _ Z W x ft r Z - E r= Q EARING TO POST I I .BEAM BEARING TO BEAM(HANGER) / , I %1/4ABEAM BEARING TO BEAM(HANGER) Q Z to Q tii ry {q MANUFACTURED TRUSSES 24" O.G. `1 _L Z ;�m STANDING SEAM METAL ROOF t BARING WALL/ BEAMPROVIDEGHDRBELOW- r 5 - 0 Z _ C ILI 11 RD ROOF DIAPHRAGM TYP. -" en m F BEARING TO POST(3-lx • m o .. 21W I I n t I a r X METAL FLASH GAP ON 2 X 14 FASCIA BUILDUP(VENTED)-12"OVERHANG -' L CV N _ g o 1 i a l l �ti I I a w i o et- � 9 U _... i I1 m I \ m - 12"HEEL 1 \PLATE @ 145 1!8" PLATE Q 121 1/8" 36"HEEL : BEARING TO $ LL -- O CI_ 'D �„' a '.ABA MANUFACTURED TRU55ES 24" O.C• I I POST(2 bJ IL CI a �P I 1Y X®I I .Z ('1 I- I+ g STANDING SEAM METAL ROOF nIII® m 2m + -+ 1.11 f4 N 11 RD ROOF DIAPHRAGM TYP. mm n xm 1"- ,y 61 esi / 61 s ®I1 I i i I 111 ILI 0 \ / 3 0 \A8J PLATE®145 1/8", i''' PLATE®121 1/8" ♦ $ I v ri Z\Ag J 4 7 �Ag� x o PLATE®121 1/8" I I FARING TO P05T I 'sNOR PROV BYe I I PLATE(cr;?121 1/8" PLATE 121 1!B" b b II ISMS - (3-2c) DROPPED BEAM BEARING TO 185W�-L - - = EAM BEARING T M(HANGER) V I:, e I - - - --- a a SH3 BEARIN�GII TO POST(]-2� I i-B NG OBEA Il I I • A _ - e _ O f 5807.®11/8"-NPiAPAM LU PED o METAL FLASH CAP ON 2 X 14 FASCIA BUILDUP(VENTED) 6"OVERHANG I ri I N 48"OVERHANG-MTAL FLASH GAP ON 2 X 14 FASCIA BUILDUP{VENTED)-12"OVERHANG 0 Di f 39.-0"-- -- - --15'_0,. _ 43'-0" 1W-0" N A t iii 1131-0' 0�4- al STANDING SEAM METAL ROOF MANUF.TRUSS 12 VENTILATION NOTCH AIR BAFFLE W/ 1"GAP / STANDING SEAM METAL ROOF w MANUF.TRUSS . HEEL VARIES /7/16"SHEATHING SLOPE VARIES STANDING SEAM METAL ROOF MANU.TRUSS MANUF.TRUSS 7/16"SHEATHING 12 �-- /STANDING SEAM METAL ROOF / 12 (� (REFERENCE PLAN) �_ AIR BAFFLE W/1"GAP m 7/16"SHEATHING 7l16'SHEATHING R-491N5ULATION -�___ SLOPE VARIES -� 2 AIR BAFFLE IN/1"GAP 2X 10TRIL (REFERENCE PLAN) - _ �� 2 X 12 FASCIA _ � _ ALUM.DRIP EDGE GENERAL NOTES "�_ R-491N5ULATION 2X10 VENTED . 5 2X 10 TAIL OUTLOOKER II BLOCK ' GUTTER F� 2 X 12 FASCIA I(I,., ,_,� :EL VARIES � � AWM. DRIP EDGE 2 X NAILER ►_� / II 1.ALL DIMENSIONS ARE TO FAGS OF STUD UNLESS NOTED OTHERWISE. `o 0 `�II ' ENGL05EDISOFFIT/ °°VENTED BLOCK 2X12FASCIA2 XGUTTERSTRIP VENT 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. "°10TAIL_ ENCLOSED50FFIT 2,_O„-. Till STRIPVENT Z5y► 2 X 12 FASCIA BUILT UP °wENCLOSED SOFFIT oHEEL VARIES RAKENNLL - II 51MPSON HANGER TYPES 3.VERIFYHEADERHEIGHTSWITH5UPER. O :II >-VENTED BLOCK STRI VENT = _�:• r( r( OVERHANG VARIES Qm2_Q (REFERENCE PLAN) � sw5!8"SHEETROGK ENG OSED SOFFIT =� R-49 INSULATIONS _�------ 4.ALL EXTERIOR WALLS ARE 2 x b-16"O.G.5TUD5, UNLE55 NOTED OTHERWISE. n 1/2"SHEETROCK 2'-0" 5/8"SHEETROCK 5/8"SHEETROGK R-49INSULATION , „ , „ O iwN.y-,� OVERHANG VARIES() Mtn°sHEEraocK 1 -6 0-6 MARK TYPE 51MP50NHANGERMODELS 1�. oFVQo 2 X 6 WALL (REFERENCE PLAN 1/2"SHEETROCK 5/8"SHEETROCK 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G.STUDS,UNLESS NOTED OTHERWISE. N w a OVERHANG VARIES -2 X b WALL •F :o s F REFERENCE PLAN) I R-21 INSULATION - 2 X 6 WALL 1/2"SHEETROGK 2-0 1.AG/AGE f n W o I�.I I .( 2 X 6 YVALL ( cOVERHANG VARIES ® POST CAP 2. LGE b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER \, a i �`wak6 (REFERENCE PLAN) DISPENSERS, MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR Z ° / 3. RTC 11 1 !��~ / ROOF EAVE DETAIL3LOCATIONS. LL1 - Nwyw° 1 2 X 10 TRUSS TAIL DETAIL �� @ TRUSS RAKE 2 X 10 TRUSS TAIL DETAIL A CANTILEVER TRU55 DETAIL a SCALE: 1/2=1' `t SCALE: 1/2= 1' 1• �u s=ir=o SCALE:1/2=1' \ SCALE:l/2"=1' - o<_ ® POST BASES 2.ABA FRAMING NOTES aw,« wo=R, 3. ABW 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. O op°�� '"a>;oo BC!RAFTER 24"O.G. a w °° VENTILATION NOTCH AIR BAFFLE IN/ 1"GAP 12 STANDING SEAM METAL ROOF - 1. H2.5A 2.WORDINATE W/MECH.8 ELEC.. FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOISTS o0 0=° STANDING SEAM METAL ROOF BC!RAFTER STANDING SEAM METAL ROOF TRU55 SEISMIC & 7/16"SHEATHING 12 \ 1 1$12. H1 BLOCKOUTS. in l/16"SHEATHING 1 R-38HDINSULATION 1/16"SHEATHING HURRICANE TIES ooma AIR BAFFLE W/1"GAP II • VENTED BLOCK 1 _I __ AIR BAFFLE W/ 1"GAP VENTED BLOCK SCREW OR RING SHANK PER CALLOUT 3.FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE I5 FOR SCHEMATIC w<io 1 X 10 ii 3/4"WEB -Tel / BC! RAFTER 24"O.G. LOWER ROOF DESIGN ONLY.MANUFACTURER SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO i La III THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND AWM.DRIP EDGE DUTLOOKER 5TIFFNER II ___ __r 2x1zFA5c1A __ _ l EXP. BEAM SEISMIC GUTTER _ _ _ _ - -. 1 1. HGAIO INSTALLATION. 2XNAILER I� I! gX10TAIL 2X12FASCIA IiI & HURRIGANETIES OWNER APPROVAL 2X12FASCIA 2X10TAIL �� TOP CHORD OF TRUSS OR MIN. HEIGHT STRIP VENT SHEAR WALL 4.ALL TRUSS TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. 1---------'"�_ VENTED BLOCK TO MATCH RAFTERS. LEDGER LOK OR ENCLOSED SOFFIT ' ] PER PLAN 1. ITS 4. MIU INITIAL: �� 5/8"SHEETROCK 5/8"SHEETROGK STRIP VENT 5D5 LAGS PER GALLOUT bSL. 5.FLOOR SHEATHING TO BE 314"GDX OR OSB STURDI-FLOOR T&G,GLUE AND NAIL W/RING SHANK STRIP VENT2'-�„ 1/2"SHEETROCK ENCLOSED SOFFIT I-JOIST HANGERS 2. MIT/HIT 8d's @ b"EDGES&17'IN THEFIELD.FADE GRAIN PERPENDICULAR TO SUPPORTS.ROOF PAGE: ENCLOSED SOFFIT 3/4"WEB STIFFNER OVERHANG VARIES LEDGER PER CALLOUT SHEATHING TO BE tli6"OSB OR EQUAL. f' 2'_0•I R-38 HD INSULATION (REFERENCE PLBUI � 41 2 X 6 WALL 5l8"SHEETROCK •_ 2,-0„ ,f 3. IU5 BUILT UPI R-21 INSULATION 3l4"WEB 5TIFFNER I SHEATHING 6.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY'BENEATH ALL POST LOCATIONS AND ----1/2"SHEETROCK RAKE WALL �I -R-36 HD INSULATION OVERHANG VARIES �� 1. WS 4. LU BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. 2 X 6 WALL 1/2"SHEETROCK (REFERENCE PLAN) 5H& FADE MOUNT 2. HUS I ---R-21 INSULATION --R-21 INSULATION �/ JOIST HANGERS 3. MUS 1.PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE OF. 2X6 WALL- THERE IS A LOAD BEARING WALL ABOVE. ROOF EAVE DETAIL "I" JOIST RAFTERGLULAM BEAM AND 1• Hu 4.(USE 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. 5 ROOF SAYE DETAIL @ "I" JOIST RAFTER@ ROOF EAVE DETAIL @ "I" JOIST RAFTER D3 LOWER ROOF CONNECTION TO SHEAR WALL el DOUBLE-SHEAR 2. HUG OFFSET -) SCALE: 1/2=1' SCALE: 1/2"=1' SCALE: 1/2=1' SCALE:1/2=1" - -- JOIST HANGERS HANGER FOR 9.INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS A5 WELL / - 3. HUGQ EDGE OF DECK) A5 FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. UPPER FLOOR FRAMING PLAN UPPER FLOOR PLAN GENERAL NOTES J. SYKORA, GPBD 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. ----- ------ n or 2.ALL HEADER MATERIAL TOBE4x1OD.F.#2 U.N.O. J. STERLING , -_ _..____ -____ ____ +-p++ .-..____ 3'-0" 131-0" 3.VERIFY HEADER HEIGHTS WITH SUPER. v�' N BEARING TO f'05TTO BEA 4.ALL EXTERIOR WALLS ARE 2 x b-1b"O.G.STUDS, UNLESS NOTED OTHERWISE. 1/4'" - 1' U.N.O. 41 - /Lyi�7 I I 5.ALL INTERIOR WALLS ARE 2 x 4-lb"O.G.STUDS, UNLESS NOTED OTHERWISE. p� U. I id I I b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER v-1-1 ® l I I � DOGATION� MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR FRAMING NOTES C:71) iV BM I , , BEARING TO__.® 1.REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. CD 2 POST(4-2x) m 1 I 2.COORDINATE IN/MECH.&ELEC.FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOISTS (. I I BLOCKOUTS. (1) W I ,l m I I I I 3.FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC I I DESIGN ONLY.MANUFACTURER SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO inI O 41'-b" I THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATIONAND BEARING TO POST TO BEAM I + 3'Hi" I 36-0" I I 7-0"' INSTALLATION. 5.5 X9 GLB-SOT®121 lig. WRAPPED -_ 5.5X9 L3-BOT0121 V98 RING TO b �� CHIMNEY CHASE ( _} 4.ALL TRUSS TO TRUSS 8 TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. b r _ 75W GONT-DETAIL O7 x -11r.- BEARING WALL BEARING TO POST 41 I I ' •EA-•NG TO POST((3-2x) m j 5.FLOOR SHEATHING TO BE 314"COX OR OSB STURDI-FLOOR TBG,GLUE AND NAIL YV!RING SHANK kr (6-�`) DECO WYE CEILING BEAMS .EA NG io BEAM(HANGER) POST(3 2x) �� , h 8d's®b"EDGES 8 1T IN THEFIELD.FADE GRAIN PERPENDICULAR TO SUPPORTS.ROOF (3 IB"X 12'bL65) ' I o _ �. b o =p --- -- - SHEATHING TO BE 7/16''0560R EQUAL. -� up ,i,��---I66,�..m p in m 5 W I v ' 1 tN �PIREPLACE FINAL DESIGN 8 DIMENSIONS T.B.D. 6.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND 6 3 X 5.5 GO POST 10 OJ In 3 X 5.5 GLB POST VERIFY DESIGN)W SUPERVISOR CJ 3 X CANT. K 31/2"X 11 7/B'LVL a[ _ _ / -16P CONT. ,a BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. m O m �, FLOOR BEAM KI in1f I - m o ° B' SI :EARN&TO BEAM(HANGER) fr b X1 12 ® in 7.PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHEREOz 11 78 BGI 60001.8"I"JOISTS 16"O.G. EL 7 Irr THERE 15 A LOAD BEARING WALL ABOVE. 6 11 ^ r-12 FD FLOOR DIAPHRAGM r p x Y in m b DM 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. 1 1-- 5.5X725 GLB POST GONE ��+ (111 I a' BEAR NG TO BEAM(HANGER "{ -f� - 96" I 6 < S.S X 7.25 GLB POST-l5P 9'-5 1/2" 8'-11 1/2' 17'-7" 9.INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE CONNECTIONS A5 WELL BEARING To POST-‘, 2'-b Sla" © b' 10 3/8" Y ®; b - b- ti s I I - ` U A5 FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. b v I Al 3-iPS�T�v�L `w - a ..: t�i 1 h ° + ( T wT s . 3'_0" 5'_3„zv � I - E b 51MP50N HANGER TYPES w wito^ BEARING TO BEAM I IOW C1 a 1/2" ' b - ry O § O w Sa , N 1r1 IV ENTRY ROOF/CEILING 9'a' l 3'-8 314" 5'-81 W" a TRELLIS DESIGN T.B.D. 7€1 inh u- SIMPSON / mg,n I _ OPEN BELO MARK TYPE IMP HANGER MODELS ek 4j VERIFY DESIGN W/SUPERVISOR � -- `� t0- -, HANGERS ry0a b b 115SQ T -__ZO x Wx- J N -=' i m a 466 LANDING $ P.70 4835QFT � SIMPSON �d I IX 5.5X1$GLB POST. 5P�� I ® a ��a' 1.AG/AGE m +f�$I :o f HIGH FIAT CEILING 5.5 X 7.25 GLB POST-15P CONT. O I -_ 4am_�_ 5H5 _- _ nrV .° O O BEAMS TO HAVE % 3 X MO® 4 3'-0"� q v411111 e� CONTINUOUS LOOK w o-� ®3'-8314" h a POST GAP 2. LGE -� !- I 1 I tU-' - .- PA j - ^ I'; BEAPoN6TOPOST 1 I _ 1 g r ® b 1 1 0 3. RTC r 1 BEARING 1'-0" +�J 5'-8 3/4" m m ri 1.ABU T r TO POST ir- ._ __.. POST BASES I 2 ABA O N : i�i m >L I75W GIN- DETAIL D' 3.ABW Z tu trto m { ' m coat 1I 9-6" ELEVATOR m ...Q - - m 4 ® 15 Q A m r , „ L in I I 41'-b" P05T�.�) 2 X 8 EX-BE POST I 30 5Q FT I CEILING TRANSITION 2 d 5 5 FARING TO POST 12'-5 1/2' 96 - z'_o••_ n 1.H2.5A W 4 X re , I j BEARING TO TO 5'-11 11T 3'Hi 1/2" • 5'-51l4" 9-B M 11/l" 7-a'-- b-3" 3'-3' (n .T__- BEARING TO BEAM(HANGER 5.5X21 GO FLOOR BEAM-80'f.®112118 -WRAPPE6-C - ..-.- - -- II HURRICANE TIES 2. H1 W 15 _ t -..- - - - I Q Z � Q TRUSS SEISMIC m I -- - d_ ___ - EARL TO POST �; : N BEARING TO BEAM(HANGER) ,l -.. EAM BEARING TO BEAM(HANGER) - b I y.W22r-! _ Q Q t. Ore _ 4 1' 51MPSON BEA PROVIDES HDR BIgrPPIA [ *� 1 • _ _ I wI�HAN6ER5 BEARINGWNl 1 j it: a Il J -_I\4oac/- _f 1 I) m 5 15 �N EXP. BEAM SEISMIC -- _ v _ b sd� I a_ ® 1. HGA10 I I BEARING TO POST 0-2x) I^ I I iik I- RING TOP05T 7 I mBI & HURRICANEITIES in o s'-11 12 10'-51/4+ ,o'_„- ta'-z va"� GL�sb vMER_B �✓$AIm�`4 w c� Iy - 5t✓� _-_ s a - cv r 81 5Q FTa I P lir o \"""1III�7 k. v "° axasKYLIGHr MASTER BDRM�HALL �� " 1. 1T5 4. MIU ` l r a� a I i d) .D 15 �/ CI a O _ O R o ® R 10 !. b c0 O r -) ---_O _ - _ _ / N ,y SHOWER ' q'j 9'GEILIN 'U I ,p i I dJf II ', --- m 4-2 a 475QPT a? _ ._ - -J G p4 83 5Q FT m m MASTER BD ® I-JOIST HANGERS 2. MIT/HIT 51MP50 F ,�mn ,V tt m- m 40EILING RANGE I - m 'V I - F s 1 tN- Z j '-b" 1'-4' 7-31/2" 3-81/4" 5'-51/4" I 5'-4 1/2" �r ' 3. IU5 0 t Z. i D. w o N J I w 'O L.1'-8">,? 241 50 FT '� K -s S -= mw -= -1 m I"-4-0" J 1CIL U.I U I d D a_ z O L a,i O d K ^ 1 �� - VAULTED CEILING 15 - 1. LU5 4. LU ® ® o w w d o d - 2848 ] 2680 _- - 2680 I_ - :o -o g =o sv . _ I--6 0� $m� qI f 4 ! LINEN r- 3 ) FACE-MOUNT z QID d i)I BEARING TO m - ` O 1 eS W m 2/ Z -'� 'p 'O '- a-9 1 n" �1 `-'`-' 5 Hb 2. HUG U! � POST(2-2x) A m0 3) I�'_ - ^o -- k5tr I _ ^o I ^) 4 , , �� . JOIST HANGERS F-- In -- 8° oo� ie . �� w �® x+ 10rg;� 28b0 e - 1f z Xl ooR 3. MU5 (1✓ f w S LL e LL m T S d- m I a:0 2'-3 1/2"•I I le o 0 0 W '�� $p n{I m $p ," p ml I o m gym.... . HU 4. HHGU me I_ _ ;. VLL- xl JIL x+H vLL 1 - - FA^e^°CE�l GLULAM BEAM AND 1 W o;- 00 ry mh n mn mry 5 - WI- pi m ,..,^ ^ :Is $' r^ �- I.t: I SLOPED DROP ` 4 CEIUNb 2b h 9'LEW NG 2 4 CEILING a _I r a r 6LOS T ry I 11J ® DOUBLE SHEAR 2. HUG (USE OFFSET J r m 1 I (1 CLOSET HERS I o N JOIST HANGERS 3. HUGQ EDGE OF DECK) v ii Z is-9 e < __ HANGER FOR prom w at - . + x '_-d - SIMPSON I 51MP5ON I BIMPSON )' cEIUNb in rI 3'-2" `. �� HANGERS HANGERS I HANGERS 0 _ . 10 ( ,J I I- U) 1 .. 5j P50N ✓ 1 DROPPED AREA FOR :FARING TO POST I HDR PROD.BY eh q�lb" 2 1 e @ 96"-- e©©96" _ 2 �0 96 ®96" C OP qb";1", :o LU V -1 RADIANT HEAT PIPE DROP 6-24 BEARING TO BEAM(HANGER)i) DROPPED BEAN HANGER +I 13EARING TO 126 © •EAM BEARING TO BEAM(HANGER) _ I _ BEARING TO POST(1-at - I III - - et 5.5X21 GLB FLOOR BEAM -- , „ -- - - - - - - t O T .I»IrG>I!�!I!6I, -� _ - _ :. W51 4018 PIG. - '1 b PIG. W49 3418 PIG 'W48 2060 C.- W41 201.5H. 61-6" V-11112' - 10131/4" 9'-51/4" 10'-8++ -SOT,0t12 VB"-WRAPPED ,. {� ' z-z' 7-0" -T' 41-0" 3-9" 41-0" 2'-5" 3'-4" 74" 7-0" 1'-4' F-i III ____ 43+D" - 16'-0" _ a 3 a_ - 5'-3" T-3 1/2" - - 8'-2 1/2' b'-3 1/2' • 14'-5 112' z 9 11V-0" - GARA J 41'�" , 'rof wMsy%A a LIal r - - WINDOW SCHEDULE g•trg~ T. ",'a C I ter-)_ `\ �•t' NUMBER On' FLOOR 51ZE WIDTH HEIGHT DESCRIPTION 1A101 3026 36 ' 30" PIG. so i Y902 3076 36" 10" PIG.TEMP. I ill. / 12 FD FLOOR DIAPHRAGM W03 3026 36" 30" PIG. Floor Joist Blocking per IRG 502.7 *SHEATHING: WITH JOISTS AT 24"OR 19.2"OG, USE MIN., 24 OC RATED, APA STURD-I-FLOOR EITHER 3/4"SPECIES GROUP 1, W04 3076 36" 90" PIG.TEMP. ° I� I/ 1 (Seismic Design Categories DI &D2) OR 7/8"SPECIES GROUP 4. MAYBE 05B OR PLYWOOD. W05 4026 48" 30° PIG. le' > T3 WO6 4026 48" 30 ' PIG. �`- Blo 9 *SHEATHING: WITH J015T5 AT 16" OC, USE MIN., 16 OG RATED, APA STURD-I-FLOOR, MIN., 19/32"THICK. MAY BE OSB OR w01 4080 43" 96" PIG.TEMP. it +, 51JA W08 40B0 45" 96 PIG TEMP. 4 2i5L¢ * PLYWOOD. w09 50100 60" 120 ' PIG.TEMP. 111 `I AL S/7/`7 W2i�o SHEATHING LAYOUT: CASE 1 PER 15C2306.2.1(1) W10 50100 60 ' 120• PIG TEMP. A T/ / �6�� -ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE TANG DIMENSION ACROSS SUPPORTS. 1,411 50100 60" 120" PIG TEMP. / n/ ° 8s • Y912 2016 24" 90' 5H.TEMP. ..... !L iiiiii * NAILING: GLUE,AND CONNECT WITH tOD RING SHANK NAILS OR#9 SCREWS,AT 6" EDGES, 12" FIELD. w13 3076 36" 90' SH.TEMP. t ,. aZ• W14 3016 36" 90 ' PIE. s BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS(BEAMS)AND CONNECTIONS TO SHEAR WALLS BELOW. W15 601B 72' 20" PIG ,�tAW166016 96' 20" PI Es,-4 u.��.�.�11s s�•e'11" ® 2 'W1l 801E 96' 20' PIS. -IntermP�iate WiB _ 11076 22" 90" SN.TEMP. (st,'�, t �,�°" W11 60B0 72" 96" PATIO DOOR Y mitt. ert• O i:rco° Bearing W20 11016 22" 90" Sy.TEMP. ,t WALL OR BEAM) Nailing per local W22 3016 36" 90" SH.TEMP. / R �� B..i-- F°iz'a W21 3076 36" 90" SR.TEMP. C Rill i waLL code provisions W23 3016 36" 90" 5H.TEMP. - - -rW24 2070 24" B4" 5H.TEMP. ifsW25 5518 65" 20" PIG.W26 2055111 24'65" 20" PIE.TEMP.CONTINUOUS BLOCKING W2, 3036 36" 42" PIG. - P.W26 3016 36" 90" PIGTEMP. �W21 31036 46" 42" PIG. TjMP �■ ®NOT TO SCALE IL Ill W32 31016 46" 90" PIGMP. I "'° MW33 32110 36" 22" PIG. /-------I* 'f- -- t\ ► D W34 321103B" 22" PIE. )Face MOUnt W35 32110 38' 22' PIG. 7t �, ----- �� 23132'MIN,PLYWOOD/OSB W36 3216 3B" 90" PIG.TEMP. .. FLAN oso$ Joist hanger OR RIMBOARD CLOSURE. W31 3216 38" 90" PIG.TEMP.. � LA AREAS elP P." 1ill \ ` W39 5080 60" 90" PIG.TEMP. ___-+ ` W39 2 5080 60' la" PIE. *:ws xxxa,BCI JOKT BLOCKING W40 2 5080 60" 96' PIG ` \ - /x®JIRED FOR CANTILEVER. Y441 2 5080 60" 96 ' PIG NAIL WITH Bd NAILS Wag 2 20,6 24" 90 ' SH.TEMP. �isii " - MAIN FLOOR & STUDIO 2,196 SQ.FT. eato INTO EACH FLANE. fri _--- - W44 2 10026 120 ' 30" PIG. -- --- was z 3076 36" 90 ' SR TEMP. FT OWNERAPPROYAL r B�pwS ewgwgaB6-Nryvled__ k l BASEMENT 1 ,679 SO .FT. , 2 10/6 14" 10" PIG.TEMP. I W4l 2 2076 14' 90" 5H TEMP. ▪ Arose Walt r Su sB24. WWI 1A.ttn1da see below.I W43 2 2060 24" 72" 5H. `�, Height:Ekstrom plate to uoa®arbadci<am.Ok�fwadaSw•SP lmgand.a x,�t« ..r-,_ UPPER FLOOR l82 SQ.FT. INITIAL: W49 2 341B 40" 20" PIG. SNSN r:ism MSK a4ir banesd rdowny m lap Mmr of well bebw.Aaaded floor/et sne)haae+a 11111St",,;(06 W50 2 4018 48' 20" PIE. �' i t -sB `K PAGE: ��` ' A w51 z 4018 46" 20" PIG +BlamgvI4ro r.as.a a. ) s s s7 ".mom a SW SOLCdi Ia:m rrrx ,�aa.L1z TOTAL LIVING AREA: 4` 651 Sari W52 2 2018 24' 20" AWN. k „" reams dgeofrough°pmmg.Rew.atMa orwail maim may be fiLd m wait.=A,d awwag I Nail Boise Rimboard W53 2 2056 24" 66" 5H.TEMP. I,n;em Sw'11 afro+w'tb,.aa.r(e."nrcl race or stud.Shen at.�.a.w hash top wiulemande:x ® ® 0 W54 2 2616 30" 90" PIG. ' ' "�` GARAGE 614 SQ.FT. Vella-Lam or Boiseexceed MBeam: to BGl joist with ge `� Top c".eNa.. Header bramromra,eoa�n anoag will. m W55 2 ,2676 36" 90" PIE. . _ Como mmdcofswSe with swat rows 3R-SBPS. _ Beam width shall exceed nail into each flange. I W56 2 3076 36" 90" PIE. - _Connect RCdrbrainto SwsB with SUS witty,-hot some the Sa so _ - w57 2 31016 46" 40 PIG. ,. COVERED ENTRY 18 SQ.FT. 2xspecifiedhangernaillength ` 4 -- Ata:dpomarswst) KrwPxswsBwtdw:a.rheaaw;3tNSLOr.. _ _ w59 2 3 66 36" 54" PIG. W59 0 3046 36' 54" PIG. a Bottom one l .Concsw SR.SS% loll,Iron SY.sill ro rod sivilorm2PN'. OF; W60 0 9018 10B" 20" PIG. • - Bottom Ca*aalba Com:cawFsw'bebw wish MSlC4 kit. OS Wbl 0 5080 60" 96" PIG TEMP She wp plate ur wvl helms as necessary to keen MFK24 h,ddown;. / \ JOIST TO BEAM RIMBOARD CANTILEVERED FLOOR JOIST w62 0 3obo 36 96" SH.TEMP. DECK 262 50.FT. G F W63 0 16080 192" 96' 4 PANEL PATIO DR \ DECK SUPPORT COLUMN DECK SUPPORT COLUMN J NOT TO SCALE NOT TO SCALE NOT TO SCALE w64 0 8080 36" 96" PIC TEMP. }F�� W65 0 8080 96" 96' PIG.TEMP. D J NO SCALE �� SCALE: v2"=,' PERVIOUS PATIOS 185 SQ.FT. Wbb 0 9018 106" 20" PIC. w61 0 4020 48" 24" PIG. UPPER ROOF FRAMING PLAN UPPER FLOOR ENGINEERING PLAN GENERAL NOTES J. SYKORA, CPBD 1-- -1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. o n d 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. J. STERLING is .23 3.VERIFY HEADER HEIGHTS WITH SUPER. w v w 4.ALL EXTERIOR WALLS ARE 2 x 6- 16"0.C.STUDS, UNLESS NOTED OTHERWISE. 1/4" = 11 U.N.O. 19 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.STUDS, UNLESS NOTED OTHERWISE. --- n 'u _ _ z b. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER a DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR 0"-6" - -- -- ---- ___ -411-6" -- --.--- ---- 01-7 LOCATIONS. 3'-a' - 361-0" _. -METAL FLASH CAP ON 2 X 14 FASCIA BUILDUP(VENTED)-24"OVERHANG FRAMING NOTES Di) { a a 1 W 1. REFER TO SHEET A4 FOR FOUNDATION NO7E5 AND DETAILS. DI:?: ev 0 j 3. I . d - 1 2.COORDINATE VW MECH.&ELEC. FOR LOCATIONS&SIZES OF FOUNDATION/SLAB/JOISTS U) al a.' ) I 1SWGONT-DETAIL D1 I BLOCKOUTS. (11) LU -e Ill Q 2 / V 1 i N VI ____ _ I�_ _ ____1,__- ^� s 3.FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR SCHEMATIC O a w ,--r`- MO\ nA1 O/ 'a DESIGN ONLY.MANUFACTURER SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO En- 1:12 THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRICATIONAND X. aie, 3X5.5 GLB POST ♦1.12 Ems] --`� ® INSTALLATION. Q t 16P CONT. v I I �' MO Q o- a n o © 4.ALL TRU55 TO TRU55&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. if <w w x 2wo w 5.FLOOR SHEATHING TO BE 3/4"COX OR 058 STURDI-FLOOR T&G,GLUE AND NAIL NI/RING SHANK J> ad's®b"EDGES& 17 IN THEFIELD.FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF )` IL w [ I SHEATHING TO BE 1/16"O55 OR EQUAL. 8 5.5 X 7.25 GLB POST-75P CONT. t J Lt b.PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS AND 6 J w a S m < I BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. CON o� [ �- I W 1 0 Ua R x Q 7.PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE alTHERE 15 A LOAD BEARING WALL ABOVE. a b CO e -ry n S.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. Y ai ♦1:12 ♦1:124 0 [ I .c. V 5.5%1.25 GLB POST-75P CONT. R 9.INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE CONNECTIONS A5 WELL o x 0 iB O O Rip _. V drib AS FROM TRU55 OR RAFTER TO BEAM CONNECTIONS. L 5'� °� 3 ? _ ! SIMPSON HANGER TYPES <wl tii � n 2 tii § cl0 < s z I x i MARK TYPE SIMPSON HANGER MODELS F m ,n F {� 2 W -n In Q -- _ 2'-r I �* '�'- 75W CONT.-DETAIL D7 1. AG/AGE d _w e3 ~ Q 2 111 W ® O < r ry IL 12xaExTw._, � - 1PW w o �.' ; © POST GAP 2. LGE In vz ir FARING TO POST i6 I 3. RTC ry b i- -k ! _ - LL zl t 14- re 1.ABU co 0 Q z H w el -.__-_. . _------- -._-_ O ,) W Q 1 (�X6CEILINGBEAM-WRAPPED-TOP61211/6"• e =. - ita _ .. POST BASES 2.ABA O m a7 O 2 `" C ___ ABw to r s_q 3 m n _ r A 10EARING TO BEAM ^n ♦1:12 11 FARING TO POST 0 ♦1:12 w _ 1. H2.5A o r n 1 _ ° z - TRUSS SEISMIC 8 1 a X TT ro W A10 I a a 1'., iiillac ® HURRICANE TIES 2=H1 Q J z ® � N c, '- II\ RE,BEARING TO(2-2x) inx a cus. m I m f <_ I - EXP. BEAM SEISMIC _ _ AR 5GW & HURRICANE TIES 1. HGA10 �� 'gyp0 try( F LLl r © - [ ,E� iv v I �I . mop a xxi- 1. ITS 4. MIU ZI� w 'D $gip o A I I-JOIST HANGERS 2. MIT/HIT ® I . °� I ® _ a ® 3. US < EL r C1.) x I ♦1:12 g FACE MOUNT 2. HU5 Q w3I 12 • a ® JOIST HANGERS 3. MU5 - I- • A10 W4.9,4„ J z V , O w _ _-.,.. - I s " - -' __ - - - ' GLULAM BERM AND 1. HU 4. HHGU W II , , - a • 1PW DOUBLE-SHEAR -2 HUG HANGER FOR J H + �- JOIST HANGERS 3 HUGa EDGE of DECK) V it d I II 1 METAL FLASH CAP ON 2 X laafiASGIA BUILDUP(VENTED)-24"OVERHANG - �•-- Z A _ - 14'-5 Ill" A. . .. a - w ,. a. A� ;` 0- 12iew* VENTILATION NOTCH AIR BAFFLE W! 1"GAP -� �'�wA3I�j� ® ' X SEAM METAL ROOF SLOPE VARIES STANDING SEAM METAL ROOF MANU.TRUSS t ____,-STANDING .. (REFERENCE PLAN) '~ 14 G, ,,g r �t�r�"/ram 4. .,'t s" I ('O 7Mb"SHEATHING 7/16"SHEATHING R-49 INSULATION ,: 1 y1 I"` i 1, AIR BAFFLE W/1"GAP METAL FLASH CAP ON E ,;r _� ''r, "'IL '' R-4,1 INSULATION 2 X 14 FASCIA BUILDUP ,, 2 X 10 I. NTED :1 rIz. - _ _ II OUTLOOKER BLOCK t � 73 ' - _ -ALUM. DRIP EDGE 2X NAILER rj4 +,` 5`� 2X 70 TAIL GUTTER STRIP PENT/ ' N METALFLASkGAPON , L�/ y ,RAKENALL VENTED BLOCK _-„�, I; I1 y i p F Z iLw G STRIP VENT » zU N �5/8"SHEETROCK 2 -0 _ Y ENCLOSED SOFFIT 1 F p o 0 1l2"SHEETROCK-___..-.- .- 2'_0" 1/7 SHEETROCK - . i ,q,., �'" .i"ti'` '», § it OYERHANGVARIES � ,-- 1l2"SHEETROGK ",�<w- 2 X&WALL �. KOVERHANG VARIES (REFERENCE PLAN) 2 X 6 WALL I `..(i� s O L' g al (REFERENCE PLAN) I .--R-21 INSULATION 5IMP5ON HANGER TYPES W � Na= FOR ENGINEERING DETAILS z GG O OW ROOF SAVE DETAIL TRUSS RAKE aoo.o 2 X 10 TRUSS TAIL DETAIL @ ® TRUSS SEISMIC & H2.5A/H1 0 V �w < 1 SCALei2=1' �2� SCALE: 1/7 1' HURRICANE TIES w==Np Z o=„oo al STANDING SEAM METAL ROOF SEE PA6E Al6 '1U HEEL VARIES 11�'' ., „,, G7/16"SHEATHING VENTILATION NOTCH.., AIR BAFFLE W/1"GAP 12 _ L{i t amp'-'o METAL FLASH CAP ON ► z,z< MANUF.TRUSS STANDING SEAM METAL ROOF BC! RAFTER STANDING SEAM METAL ROOF 1 IL "' <>s= X 14 FASCIA BUILDUP 12 X �� PLAN AREAS IL Roma _ SLOPE VARIES 7/16"SHEATHING R-38 HD INSULATION 7/16"SHEATHING 2X 12 FASCIA-1 10TAIL , (REFERENCE PLAN) t AIR BAFFLE W/ 1"GAP VENTED BLOCK I METAL FLASH GAP ON _-- - a L 2 X 14 FASCIA BUILDUP ' 2 X 10 ' III BC' RAFTER 24"O.G. ' _ T__ OUT LOOKER re-�_ METAL is FLASH CAP P MAIN FLOOR & STUDIO 2 1 g6 5Q.FT. STRIP VENT VENTED BLOCK 2 X NAILER -- ac�' I 2 X10 7AIL - - -- -._._/ III_ j215TIFFNER - il BASEMENT 1 ,61q SQ.FT. OWNERAPPROYAL /4 ENCLOSED SOFFIT FoR sTRoN6 NALL spEcs . qSTRIP VENS� II�� - ! ! . . -- -- --- -- „ VENTED BLOCK �'j 11 P i UPPER FLOOR 182 SQ.FT. INITIAL: 2 O ENCLOSED SOFFI .STRIP VENT t // , �, o0 5/8"SHEETROGK PAGE: OVERHANG VARIESG1 1/7 SHEETROGK ENC ED SOFFIT TOTAL LIVING AREA: 4 651 501T. OVERHANG VARIES 5EE PAGE ENGINEER PACK '--- ---... ' (REFERENCE PLAN) / (REFERENCE PLAN) 2 X b WALL 7.1 K 2'-O" _R-491N5ULRTION ► --R-21 INSULATION NERAKEW P = I `� GARAGE 614 SG.FT. 5!8"SHEETROGK RAKE WALL ATION OVERHANG VARIES 1/2"SHEETROCK (REFERENCE PLAN) - - _.---- ----2X6NALL COVERED ENTRY 18 5Q.FT. OF: I R-21 INSULATION DECK 262 SQ.FT. ..--------) ROOF EAVE DETAIL 2 X 10 TRUSS TAIL DETAIL © "I" JOIST RAFTER ROOF EAVE DETAIL @"I" JOIST RAFTER PERVIOUS PATIOS 185 SQ.FT. 3 SCALE: 1/2=1' 12 SCALE: 1/2' -1' '1 SCALE: 1/2= 1' OVERALL BUILDING HT.-44 4— BUILDING HT. NOTE:VERIFY ALL HEADER NOTE:VERIFY ALL HEADER BUILDING SECTION DETAILS J. SYKORA, GPBD r HEIGHTS PUTH SUPERVISOR 1 HEIGHTS PUN SUPERVISOR --- o n 111111a��1� � �� , PLATEHT�TOPOF is 1 COLOR BE DETERMINED.ROOFING. J. STERLING Eni Mar __ _ _____ �� ____ STANDING SEA METAL __.._:. I I II m 0 II II m �_li it 2 MASTER BDRM VAULT J 141to 9 b ' l l I331 1 to n I �I �I �� n 1 u UPPER MASTER BDRM u - I`T� 'I I I 'ITS J I WINDOW HEADERS 2 METAL FLASH GAP ON 2 X 14 FASCIA BUILDUP 1/4 1' U.N.O. v PLATE HT • , -- I_" I I + TYP.PLATE HT. g T-P.UPPER WINDOW HEADERS 1 6 TTT 3 ENCLOSED SOFFIT(VENTED) A z ®GREAT ROOM n TYP.NtlNDOw HEADERS a �+��_�� a V (B) ENCLOSED SOFFIT (NON-VENTED) 2 So MANUFACTURED TRU55E5 24" O.G. MASTER BDRM 4 4 (B) 11 T/8" BC! 6000 1.8 "I"JOISTS 1 RAFTERS 24"O.G. 011) r © rl_, IIh5C Ills_ lyi --- k4B rII_ !i1,1 ° R-49 INSULATION - BLOWN CELLULOSE � Z V rj (B) R38 HD INSULATION CO 35 6 6 'i — (C) R-49 MIN. CLOSED CELL SPRAY FOAM n 15 ••• gia) 0 m �Iii 8 I 8 -- ___ '.> A UPPER �� 4 UPPER 1p n 6 5/8 SHEETROCK orrl:11) °OFFICENDOW HEADERS �I' 1ter _ .. _ a ®_ 1:1 . _1111: _ Al 1 — _ . PLATE HT PLATE HT. GI`. 1lir 5.5X4&B-BOL®1211/8" LOWER WINDOW HEADERS S.SX3IGLB FLOOR SEAM 5.5X31GLB FLOOR BEAM _Al UPPER HDRWINDOW TTT m al -WRAPPED ®GREAT ROOM 6 -BOT@1131m--WRAPPED ®DINNING R-21 INSULATION MINIMUM ■ -BOL�113 ilB"-NRAPPED � 3 v ir es, TYP WINDOW HEADERS `I '' USE CLOSED CELL SPRAY FOAM _ --- TYP.WINDOW HEADERSID n C i fi m 53 '1? $ 1/2" 5HEETROGK x 8 5 OFFICE o GREAT ROO DINING b o- b q CABLE RAILING 36" HIGH TO CODE s CZ .3 FINAL DESIGN T.B.D. i� J j 15 ® ® 5/4 X 6 DECK PLANKING <thiullid MAIN FLOOR - . - '_' .; ., .. .. .. 1 ,I... . I:;' MAIN FLOOR 14 1/8"FLUOR SYSTEM :■ ® �I,iI II it .S. I ®' .S. S 5- I I II , 1�1� ® I� I I 14 1!8"FLOOR SYSTEM a', MAIN PLATE HT c PLATE kT. : PLAN AREAS TTT !I � 6 ��' 11 2 X 12 PT. JOIST 16" O.G. - w 1 7 TYP.WINDOW HEADERS All '• LL __ AVG. Or, OWL OF FOOTPRINT 4 ii TYP?SOON HEADERS . MAIN FLOOR & STUDIO 2,116 SQ.FT TT AVG. Gr•�cOF FOOTPRINT 12 DECK BEAM WRAPPED IN 5/4" COMPOSITE EXT. MATERIAL BASEMENT 1 ,611 SQ.FT. I 8 o BEDROOM #1 LIVING BEDROOM #2 a UPPER FLOOR 182 SQ.FT. 13 11 7/8" BGI 6000 1.8 "I" JOISTS 16" O.G. ry R-30 INSULATION. - FIBERGLASS BATTS , i-. � TOTAL LIVING AREA: 4,651 SQ.FT: 14 R-38 INSULATION OVER O m el �" GARAGE 614 SQ.FT. ® ® � ® —� BAsNTFLooR CRAWL OR CANTILEVER. o X /� 1 1/2" GYPGRETE FOR w O C:,,,- 6 ici 4: BASEMENT FLOOR vOt : COVERED ENTRY 18 SQ.FT. I COMPACTED FILL OR UNDISTURBED SOIL I 15 RADIANT FLOOR HEATING Q J Z DECK 262 SQ.FT. ,IIOII,, PERVIOUS PATIOS 185 SQ.FT. I iOi,__BUILDING SECTION_ 16 4„ CONC. SLAB ti 4 a m scue,r4-=, � (B) R-20 FOAM INSULATION (4" THICK) BUILDING SECTION 1 UJ 2 v2 1 OVERALL BUILDING HT.- i ` -' -- T OVERALL BUILDING HT. Z NOTE:VERIFY ALL HEADER TTT TNQTE:VERIFY ALL HEADER O ILI HEIGHTS PIITH SUPERVISOR - - => HEIGHTS NTH SUPERVISOR Z ^ l PLATE HT.QTOP OF + I 1 Z , { . O MASTER BDRM VAULT , 2 kiL--L 1 ©' 4 I 5 ' Q 5PLATEHT. -- 'I T '�! ! { , �_ • - 3 4 PLATE HT. '� TTT l b a 6 UPPER WINDOW HEADERS TT I— • h Z TYP.Al HEADERS M TOP OF STAIR v V /, f t 8 _ _ ' W � n- N I M., W — F-1 1 I k HIS MASTER BDRM LANDING Q WIii o- CLOSET HALL I 9 9 Z II�IIII I! - 1 I 115 - 15 �MI — _ �4B u.. u.. 5C ,. , ` 80T. 13111e"-WRAPPED � __' 31?X717/8'LVL FLOOR BEAM � UPPER FLOOR -. -- �Ir W II i '( 6 6 1 F 1 3B 3 , f II r i - PLATE HT. ' I �.. 8 8 7 •. PLATE Hi. 1 1 L ' 51/1'X111/8"LVL FLOOR BEAM III ,II III UPPERYINDOW HEADERS R . /\ 'a zr UPPER WINtkr.MDR®ENTRY © n ,II I -WRAPP 8-BOT.�1211/&' LIBRARY o aV -BOT. 13ll1/8"-WRAPPED II' -WRAPPED ® tr �oo� ___ ID 51/&'X13"GLB FLOOR BEAM IIIIII I oNVo p --- n EXPOSED Q a a TYP.Y�IDOW NFhDF% G/ Il r— TYP.WINDOW HEADERS p p o g ➢I I ika°0T t u ID II , - Lr L VI QT 8 IWQ,W O l 1 zWa6 o- KITGH N I i GREAT ROOM �q 1II LIBRARY r fi § Il III C " moo H Ill F0 4- -0 ' '^I ° - °= ~ptii non�/�_._1. III '"` s ��0 ■ 6 15 III —� 15� �. MA�IFLOOR (io§Na p fiEU �I r , 1 1 I 141/6"FLOOR SYSTEM o MAIN FLOOR _ 14 ,. , , 1 1 14 •--i 14 1/8'FLOOR SYNEM , — — _ II II III of 13 3I�.01116 ' •. PL/1'E Hi Z © 6 =w zKtIn PLATE HT. - - - 1 DROPPEDGEILING DROPPED CEILING �' DROPPEDGEILING , � "0_'_ 6 FI NoowL WINDOW HIDERS® J _ _.— - - I R atoo BASEMENTtTH I & I 8 } I ` awp�u V im�nro 1 TYP.YUNDOWHEADERS AVG.Or G.•4 Of FOOTPRINT 000`= AVG.d.�, ( .. OF FOOTPRINT . . '-� r } <�o TTTT OH — � � Z6iK II Icci `<16_ _ b o- BATH I LIVING 9 OFFICE b I e0 , ---I-i OWNER APPROVAL 9 Ica J — ------_.I I� I INITIAL: II + cis 15 I15 1 i PAGE: BASEMENT FLOOR 166 _ I _ . __ k _ 16B Ll I — 165 ° BASEMENT FLOOR g — T m • e l 0 6v • COMPACTED FILL OR UNDISTURBED SOIL BUILDING SECTION OF: SCALE:1/4"=1' BUILDING SECTION 2 OVERALL A _-, _ k OVERALL BUILDING HT. - BUILDING HT. CULTURED STONE. 12 ► NOTE:VERIFYALLHEADER BUILDING SECTION DETAILS J. SYKORA, CPBD TYPE AND COLOR 1 HEIGHTS WITH SUPERVISOR tt ry TO BE DETERMINED. _ 12 N STANDING SEAM METAL ROOFING. 1 _ _ 1►--I_■1—_I I1 t 1 J. STERLING I_ / COLOR TO BE DETERMINED. _._-- —� © - — 4} fi: 2 METAL FLASH GAP ON 2 X 14 FASCIA BUILDUP 114" = 1' U.N.O. � ©i- --- _ . �� / — NOTE:VERIFY ALL HEADER �- . PLATE HT. Ar iw �- — --- - - II 4 PLATE HT. HEIGHTS WITH SUPERVISOR _,_ 3 !� 8 ■—I 0 8 10: TTT ENCLOSED SOFFIT(VENTED) 8_7_1-� UPPER WINDOW HEADERS UPPER WINDOW 1 ®TOP OF STAIR 65f4"X 10117"GLB HEADER HEADER5�GREAT ROOM GARAGE HT. ', i ... 12 (B) ENGL::::::::EO:2-:ENTED) "- I2 �` I � - - 2 MANUFA " O.G. : I _-��..,.__ SOUR PANELS BUTTRESS 10" 3 I I 4 : &! :zELLULOSE LANDING �- I -- nsobt- 12 � � I I - _ Lim 6 BUTTRESS 10" ABOVE ROOF 1 -. S (B) R38 HD INSULATION 0 No — I 1I FIREPLACE :::::::Sw CELL SPRAY FORM _ ---� �� -_I V DESIGNN NUDESIGN&SUPERVI50ft DIMENSIONS T.B.D. 5 Evil" �� I a) ,.,Lu o •R5Y5T la �I UPPER FLOOR A .- 3 6 UPPER m MID WINDOW TOP FLOOR— ---a' 14 1/8"� �AIR I - --- �1lsir I� © 14 1/8"FLOOR SYSTEM PLATE HT. -. f � :�' PLATE HT. lYP WINDOW 7 6 6 7 1 PLATE HT. - ` m 5110"XITGLBFLOORBF�AM LOWERWNDOW _ HEADERS V ' et 5i, `� I WRAPPED-EXPOSED®CND ILI HEADERS®GREAT ROOM 8 8 A R-21 INSULATION MINIMUM a P EXPOSE7GLeFLooftBGAMu'l v 5V7x17GLBHEADE USE CLOSED CELL SPRAY FOAM �� EXPOSED _ -. x ♦ BOT.WINDOW TOP ��;� :.:_ ®STAIR I ♦�� i STAIR LANDING b�e1:1 = DESIGN T.B.D. I�� 1 _ 4 -s �, GARAGE C 1 S 1/2" SHEETROCK �i GREAT ROOM '' 6 i o 6 zABLE RAILING 36" HIGH TO CODE R Sii�``�� CULTURED STONE. C FINAL DESIGN T.B.D. i TYPE AND COLOR CULTURED r��4 lia , ° 16 ° ` TO BE DETERMINED. STONE. at, I% 12 MAIN FLOOR _ OF GARAGE 1 O 5/4 X b DECK PLANKINGTYPE ANO LOLOR asa�� -- �� „ _IL (1PLATO BE DETERMINED. 4 @MAIN FLOOR �� a� /ria an _ _ 1/4f ` MAIN FLOOR / MPACTED FILL OR UNDISTURBED SOI CO L A 14 1l8"FLOOR SYSTEM �'111 SIMPSON MANGE SIMPSON HANGERS �,I SIMPSON HANGERS`®Mlial�l1 I. 141/8"FLOOR SYSTEM TE HT. •� ` �' _ - - -- -m PLATE HT. TT Arlin ' DROPPEm '� 51Q"X18 GLB FLOOR BEAM 6 ��' 4Ah 11 2 X 12 PT. JOIST 16" O.G. t. p ` WRAPPED METAL WRAPPED 2 X 14(BUILDUP)LADDER FRAME 1 _ T `— BUILDING SECTION lie,s 1/7X11 VB"PSL FLU;:-BEAM EYEBROW ROOF TOP Ill 8 � �� BOT®17118"- .4 ° " ®-b"FROM FLOOR � \�/ SCALE:1/4 =i' AVG. ORIr. Ati 8 �!I AVG. R . LL &AASt OF 4 - STAIR LANDING `� 51/7"X 17"GLB HEADER TYP.WINDOW HEADERS I—$-�RAOe OF --- FOOTPRINT DESIGN TIED. FOOTPRINT 1 DECK BEAM WRAPPED IN E E 5/4" COMPOSITE EXT. MATERIAL o mo ilk ii LIVING k 13 11 7/8" BC] 6000 1.8 "I" JOISTS 16" O.G. , 11.1i R-30 INSULATION. - FIBERGLASS BATTS d o — 14 R-38 INSULATION OVER O a °/ i I ® I � •. CRAWL OR CANTILEVER. z `� ° � m � -� 1 15 IM ° - S BASEMENT - - a (T) tu 1 �_ - ® FLOOR 1 1/2" GYPGRETE FOR w a O !Et la "�UNDISTURBEDSOIL . r , 15 RADIANT FLOOR HEATING Q < x cl w N ,Id II - vita 1 Al 4 `i. BUILDING SECTION 4" CONC. SLAB to 4 a m SCALE:V4"=1• _ 16 (B) R-20 FOAM INSULATION (4" THICK) BUILDING SEGTIO BUILDING SECTION 3 v 2- - Cr �+ a + OVERALL 12 4 ��I��' - BUILDING HT O CULTURED STONE. ! NOTE:VERIFY ALL HEADER 1 1 1 TYPE AND COLOR 1 HEIGHTS WITH SUPERVISOR j„{n� hillilliliPilli .( 12 TO BE DETERMINED. 1 z Q Is) - BDRM VAULT __ 6 7 r. 5ix .... y_.. - i - - 1—��.�CiarrCell_ '-/,•/�rift bUPPER MASTER BDRM OOUR PANELS 1 .. _ =�/ �rt 1 8 WINDOW HEADERS V ot Z. Q �. ' PANELS - - -'---- • PLATE HT : : —I 2 Its :� ..:I LA E .� 3 z 2 • I I - ,1 2 3 �1 SLOPED DROP ei ` CEILING i•I TYR YANDOIN `�l `�, i 3 HEADERS Y - I k --. _ 7 , Ey f 1- STEAM HERS CLOSET HI5 CLOSET TOILET MASTER BDRM o 5, IX . . 3 ei III 5 I 4 ROC1M a_ Ill 1: PLATE HT. - _ 13 vinso _ TIT. © 6 8 b 6 17 '©. J 4 `: ■�f� w plIS1 r I ; ki WINDOW 91 F Q —� '�+ _� I��,'II I - m 1'- HEADERS ,I, 8 --- 8fr 5 _ _ 15 DROPPED LOOK RADIANT ABTA PIPE DROP 15 15 (T) I . 6 1 i�. � UPPER FLOOR �[ I LN d ' ' j�® y 51MPSON HANGERS I'I SIMPSON HANGERS j"1�® J_ SIMPSON HANGERS �' 141t8"FLOOR SYSTEM • �I, 7xto�o15T5®tr o.c._ ,♦ . ♦ PLATE HT. im� 4 X 8 MO FLOOR BEAM' 14 51/7 X 17 GLB FLOOR BEAM 6.15 X 15.5 BEARING FLOOR BEAM SIMPSON HANGERS 14 _ = 17 X 17 GLB FLOOR BEAM-WRAPPED UPPER R BOT.®1211/B•• - 0 - - HD DINNING g if' NDOYI G BOT. 7191/]"-WRAPPED--- II—� I 5.5 X 71 GIB FLOOR BEAM @ q� STUDIO GARAG V 8 A TO ENCADGEWNG BOT.0117 1/E'-WRAPPED 6 o 0 I■ PH FIREPLACE FINAL DESIGN TO BEAMS DTP.WINDOW u ua - 8 DIMENSIONS T.B.D. HEADERS w o E I'� VERIFY DESIGN Ma SUPERVISOR O zzpih' �� 4----) j 15 16 I 16 MUDROOM I KITCHEN II jGREAT ROOM i DECK _ f `g W 0 • T - a • -14.. I q Ma V MAIN FLOOR - a — _ OF GARAGE COMPACTED FILL OR UNDISTURBED SOIL COMPACTED FILL OR UNDIST ;.:, . SOIL " I III • _ T 5.111 O SIMPSON HANGERS w 'w~rc b I�I II - in E -a": I ---__-_ ® \ ®+ _ ® _e__ _ 1 1 t MAIN FLOOR "�"W MAIN FLOOR - - 411, 14 1/8 FLOOR SYSTEM -i ® -- - -- --®.. i - - ® 14 _®�'I PLATE HT Zoa3zg J_ 14 T 14---- . DROPPED CEILING : F-41- - r I�'��. �:_< a ' DROPPED FLOOR BEAM -- - b1 ' METAL WRAPPED 7 X 14(BUILDUP) 3000ww IPLAN AREAS �PONYWALL b Cl „ I," LADDE®FRAMEEEBROWROOF on(�. Ogg N 1.--1 1- ♦ -TOP -b'FRON FLOOR i`fP.WINDOW HEADERS AVG -1 zmt!o 9 I <9QEOF �l o6ox �. rU V i PRINT a;u'- MAIN FLOOR & STUDIO 2,116 SO.FT. 14w5 — M Pli BASEMENT 1 ,679 SO.FT. W1]x]65EaPBEAM I.L-1 T. -_ LAUNDRY BATH BATH BEDROOM #2 UPPER FLOOR 782 SQ.FT. OWNER APPROVAL TOTAL LIVING AREA: 4,651 SQ.FT_ INITIAL: NW 1 GARAGE 614 SO.FT. I 166 El - I 16B ElT BASEMENT PAGE: P _ • . ° I- - FLOOR COVERED ENTRY 18 SO.FT. UNDISTURBED SOIL I DECK 262 SO.FT. _ OF: PERVIOUS PATIOS 185 SQ.FT. ,0 BUILDING SECTION BUILDING SECTION 5 t a - - l•-- + 3'0" H OVERALL BUILDING HT A.. OVERALL BUILDING HT. EXTERIOR DETAILS J. SYKORA, CPBD r NOTE:VERIFY ALL HEADER 12 NOTE:VERIFY ALL HEWER S r. HEIGHTS WITH SUPERVISOR 1 HEIGHTS WITH SUPERVISOR _._____- '3 STANDING SEAM METAL. 2 1 TYPE AND COLOR TO BE DETERMINED. J. STERLING PLATE HT.Q TOP OF 2 MASTER BDRM VAULT r 13 1144 10026 PIG. W43 3026 PIG. 2 2"X 14" FASCIA(METAL!^!RAPPED). 1/4" = 1' U.N.O. UPPER MASTER BDRM 6 ENCLOSED SOFFIT (VENTED). WINDOW HEADERS V TYP.PLATE HT '- IN41 5080 PIG. W40 5080 PIG. W39 5080 PIG. ` PLATE 3 CONTINUOUS ALUMINUM GUTTERS. 8-7-11 a rep.WINDOW HEADERS TIP.UPPER WINDOW HEADERS GREAT ROOM V � 4 ROOF/CEILING TRELLIS DESIGN T.B.D. CIII) 6 6 1 ' I 5 ► _ 1 Z fr "X" METAL CORNER TRIM. b (1) Lai . I:UPPER FLOOR "' W4610076 PIG. W4530765H. J W064026 PIG. W054026 PIG. 6 FIBER CEMENT PANEL SIDING. m UPPER WINDOW HEADERS PLATE HT. I 6 ®OFFICE _ PLATE HT. MID WINDOW TOP s �( CEDAR LAP SIDING. ®GREAT ROOM DROPPED CEILING 7 INSTALL WITH 4" EXPOSURE. IlD 6 TO ENCASE ", _ " CANTILEVERED BEAMS n x TIP.WINDOW HEADERS TYP.YdNDOW HEADERS z 8 FIBER CEMENT SIDING INSTALLED. WITH 7" OF EXPOSURE. o 51 6 6 6 IA 6 5 � 6 6 c m 3 1 ' 9 CI 36" HIGH RAILING TO CODE. '4oz - 12 SkErvi - III 10 j 5/4" X 6" DECK PLANKING. s III 16 iii_ 10 Iu 1 MAIN FI OOR ' I T I I 11 I I I MAIN FLOOR b � 1111 50100 PIG. 1110 50100 PIG...EMI l 50100 PIG. '^'^8 4080 PIG.�W07 4080 PIG. 14 1/8"FLOOR SYSTEM -- e 141/8"FLOOR SYSTEM 5/4" COMPOSITE DECK FASCIA MATERIAL. N __ __ PLATE HT • 11 PLAN �i AREAS G 11BF \__ RETAINING YVALL PLATE HT 1 1 (B) • - BEAM WRAPPED IN SAME. J AN A A✓ 14 14 14 14 DESIGN T.B.D. LA- W65 8080 PIG. 1,1164 3080 5H. 1163 16080 4 PANEL PATIO DR — 111162 3080 SH. 1161 5080 PIG. -- -- - - - -- -- E MAIN FLOOR & STUDIO 2,116 SQ.FT. AVG. OR° &-RAcroF FOOTPRINT + ` TrP.""°NDOY4HEADERS - TYP.WINDOW REAPERS 40 AVG OAG bRAI><OF FOOTPRINT 12 O TYPE AND COLOR TO BE DETERMINED. v BASEMENT 1 ,611 SQ.FT. 2 UPPER FLOOR 182 SQ.FT. 5 1 b 15 15 6 6 b l 5 b 6 o 0 13 STONE COLUMN GAP. ni 2 § o- c TOTAL LIVING AREA: 4,651 SQ.FT. 14 METAL WRAPPED 2 X 14 (BUILDUP) I LADDER FRAME EYEBROW ROOF O In GARAGE 614 SO.FT. — -- - TOP ® -6" FROM FLOOR - 65L/ D3 z o m , v p I- r- c __ _ 16 BASEMENT FLOOR W 12 x 26 STEEL"I" BEAM W d p n CO COVERED ENTRY 18 SQ.FT. BASEMENT FLOOR ` Cr1�- �� I 15 SUPPORT COLUMN (2/A5). [a z m ® w D' di 1 - DECK 262 SQ.FT. 1 NORTH ELEVATION D- r Z z a °x � - _ N m f n 4 a m PERVIOUS PATIOS 185 SG.FT. SCALE: 1/4" = 1' 16 4" GONG. SLAB. NORTH ELEVATION v Cr 0 Z -I •.. LL ILI OVERALL yl " ,r: _ _ '5) BUILDING HT. i ' 12 — u_( • NOTE:VERIFY ALL HEADER HEIGHTS WITH SUPERVISOR Z — iZ VAULTED PLATE HT.Q 1 Ti 12 12 , 1 , O MASTER BEDROOM 2 1 J N11..1 0- 1. 1 24 X 48 SKYLIGHT v !Y, d UPPER W NDOIN 1 `' SOLAR PANELS _� � /�-SOLAR PANELS L -y HEADERS MASTER BDRM 3 �� 3 - t L j ilv u v Q PLATE O (M Pi , O IY T ---ram GREAT ROOM 1 2 TYP.WINDOW HEADERS r 13 ot OF UPPER FLOOR 8 /I��// ^ <' UPPER WNDOW re ■ 1-11 HEADERS®GREAT ROOM _ I ' '�T' 0 FF�♦ iLIII n o 5 ` 6 5 � 121 6 6 6 3 ' r3 ,� r 1 al 4) 1 6 6 PLATE HT. + t j-- 12 aL 2 1 1 13 I 11 1 1I 1 TMP m _ I I I 13 "' T I. 3 1'_—_-, - 3 - --- -- ----- -- 1119 6080 PATIO DOOR --- WINDOW HEADERS J t W03 3026 PIG. 1101 3026 PIG. -.13 - - _ __. z Y In UPPER FLOOR a UPPER WINDOW HDRS i_ii 141/3"FLOOZSYSTEM ®OFFICE 1 - - Z a�o� �:" PLATE HT. E. 2 -=-p _ ko $ o LOWER WINDOW - I 12 • 6 (Z) HEADERS®GREATROOM T b 5 b ] 5 _. - -- u e q, DROPPED CEILING "-- - - u - o zwoo¢ ir TO ENCASE 3 3076 SH. VW 3076 SH. W21 3076 5H. - - o 3 k a z ry CANTILEVERED BEAMS --- - - _ - i rc a w W TYP.WINDOW TOP -- - - 1 13 - — "w< " owwa /S zw yr ice -._t .__ W ZFKO-- 5 b . SI b b 12 _ 12 12 I wl-iwit o -, - W20110765H. 178110765H. MAIN FLOOR + W LPa°2&. 9 �o = �' ; -- RETAINING WALL OF GARAGE QzAro GE- o=wo _ DESIGN T.B.D. a w 1,91 - - 12 I O gg2•2 MAIN FLOOR --- W04 3016 PIG. NO2 3076 PIG. '• MAIN FLOORthEicric w 7) 14 1!8"FLOOR SYSTEM - - MAIN FLOOR N WON r C--- L / It p o 0 PLATE HT I 11 I III a_'" ° I 11(1B RETAINING WALL /� I14I 1141 DESIGN T.B.D. ZQ Poor hip AVG. GRG. • '\ :z0_ u.A/IOIE OF4 TIP.WINDOW HEADERS wi rou I PRINT Di A � W60 9015 PIG. 0 lip 7 . 6 5I b OWNERAPPROYAL tr. INITIAL: EG W593046PIG. !NEST ELEVATION PAGE: SCALE: 1/4" = 1' 16 BASFMPNT 4, FLOOR OF: (NEST ELEVATION EXTERIOR DETAILS J. SYKORA, CPBD OVERALL OVERALL , OVERALL IN BUILDING BUI DING MT. �' I BUILDING HT. �' ' BUILDING HT. _. cr- NOTE:VERIFY ALL HEADER 1 STANDING SEAM METAL. J. STERLING 12 HEIGHTS WITH SUPERVISOR TYPE AND COLOR TO BE DETERMINED. I - 1 I 1 I 24 X 4b SKYLIGHT — 1 I TOP OF MASTER 2 2"X 14" FASCIA(METAL WRAPPED). 1/4 = 1U.N.O. V • 12 1 1 PLATE HT.Q U.N. r 1 BDRM VAULT ENCLOSED SOFFIT (VENTED). 1 I o 3 1 a 3 3 CONTINUOUS ALUMINUM GUTTERS. 8-7-1 1 z 2 a 7YP. PLATE a PLATE HT. ', ( PLATE HT. 'r — — I P. HT. W56 3016 PIG. 2 W W 58 31076 PIG. 57 31076 PIG. y155 2616 PIG. W54 2616 PIG. W53 2056 5H. UPPER WINDOW HEADERS UPPER WINDOW HEADERS 2 TYR WINDOW HEADERS •TOP OF STAIR ®TOP OF STAIR — < 4 ROOF/CEILING TRELLIS DESIGN T.B.D. ryLim L 5 6 5 / l 6 12 6 15 5 "X" METAL CORNER TRIM. 0 11 a _ CD 12 I I 1 - r ll) W " A 13 11 — m 131 I1I , 3 2 b FIBER CEMENT PANEL SIDING. in 3 — 1 I 4 2 in MID WINDOW HORS.STAIR �- ril 4 MID WINDOW HORS®STAIR — 3 I I LOW PLATE HT. II - 1O 4r UPPER FLOOR CEDAR LAP SIDING. 2 1 I OF LIBRARY —NOS 32110 PIG.W34 32110 PIG.W33 32110 PIG. W25 5518 PIG.— 14 1/8"FLOOR SYSTEM 1 I NSTALL W ITH 4" EXPOSURE. ID x 1 W27 3036 PIG. UPPER WINDOY4 HORS 2 =W30 31036 PIG. =W29 31036 PIG. �, PLATE HT. s I II m ®LIBRARY IIII s I 1 ,, :� FIBER CEMENT SIDING INSTALLED. .2 PEP WINDOW TOP Tl'P.WINDOW TOPI \N TYP.WINDOW HEADERS $ WITH T' OF EXPOSURE. A Q O S _ _ _ 3 12 5 b f f t. o 12 17 6 .1 , q 36" HIGH RAILING TO CODE. Pt (ZSb SWIM o § 1- b _ 10 5/4" X b" DECK PLANKING. -t. ' 1 16 716— W24 2070 5H. 16 5/4" COMPOSITE DECK FASCIA MATERIAL. MAIN FLOOR �W28 3076 PIG. W MAIN FLOOR W38 3216 PIG. VM37 3216 PIG.Nee 327b PIG._W32 31076 PIG._W31 31076 PIG.�W26 2O111-PIG. -"r- I T MAIN FLOOR 11 (g) - BEAM WRAPPED IN SAME. _ <thins° W 14 1/W,t-LU ST UK S I tM 14 VS"FLOOR SYSTEM 14 1/8"FLOOR SYSTEM PLATE HT PLATE HT ', PLATE HT. J 12 NATURAL STONE. E TYPE AND COLOR TO BE DETERMINED. v AVG. 0". j AVG i 6.+ AVG. OQO. GRAMS OF f� I s0.ADE'OF I i / '. 04ADE'OF _O FOOTPRINT 1 I FOOTPRINT - FOOTPRINT ''"' i 13 STONE COLUMN CAP. cw co 16 NEST-SIDE OF ENTRY ELEVATION SOUTH ELEVATION 1"�TION ---- METAL WRAPPED 2X 14 (BUILDUP) Q ill K ° SCALE: 1/4" = 1' /' SCALE: 1/4"= 1' 14 LADDER— r ACCESS 1 - TOP @ -6" FROM FLOOR 65L/ D3 O rc Cr m EP N qp m I-' Imo—. c — — W12x26 STEEL"I" BEAM w apO m ia- cz 1 SUPPORT COLUMN (2/A5). Q z Q z cCv 3 — O z ° O w a = .0 tri 33 m i ns a s mKe Ilk 3 16 4" CONC. SLAB. SOUTH ELEVATION u) vco ahiiiiro.,...„,, .� OVERALL ILI 0 z BUILDING HT. u' 12 NOTE:VERIFY ALL HEADER CIW 12 1 I w HEIGHTS WITH SUPERVISOR 1 PLATE HT.(4 TOP OF i>y,. 12 2MASTER BDRM VAULT ki) 1 SIH.I �"=� 24 X 48 SKYLIGHT � W 1 2 __ILitd T 3 - V l < — f _� 2 I — y A, TYP.PLATE HT. 2 IIII U! IhI� —7 ce Q II •� �JI ■ TYF..WINDOW HEADERS - O ce ('�� 6 b 5 W52 2018 AWN. b W51 4018 PIG. W50 4018 PIG. 6 W49 3418 PIG. ■ 6 b 5 - isi a'-+ ui 1 L__I f z.4 . PLATE HT I i - rl IIIIIIIJ IIiI IIIIII IIJI II IIII DMWI (n YANDOW 2 W48 2060 5H. HEADERS Olin 20765H. FLOOR SYSTEM 14 Si UPPER FLOOR Ur 's P .r PLATE HT. b 1^1156018 PIG. 1.41146018 PIG. Z La 3a 6 El 15 DROPPED CEILING w b TO ENGAGE 85�0 O gw8i III TYP.WINDOW HEADERS a CANTILEVERED BEAMS I i z Nyy=Ym ZWQgW • I - aww 1 5 16 / 1 7 - W F=wF 6 \ 6 b b 6 N >w= b ' 4 q =_ MAIN FLOOR • / ( - I �;MI OF GARAGE �; 111 �aFoo b / �aorz LHI et pOyWO wii�E 16 — 10 O o3Qoo N=�== W1330165H. W12201b 5H. it MAIN FLOOR o�`- MAINFLOOR SIS y 141/8"FLOOR SYSTEM . w �GG PLAN AREAS __J 11 PLATE HT (�/ W w 14 �� MAIN FLOOR & STUDIO 2,116 SQ.FT. - ,,.PWNDOWHEAPERS 1111 s�< fzo- ki AVG. PP��o-. E'a z o dEw- I kRDt'OF z=':p 74020 PIG. FOOTPRINT X w`410 BASEMENT 1 ,611 SQ.FT. I W66 9018 I � UPPER FLOOR 182 SQ.FT. 6 1 51 6 1 ', 15 0 OWNER APPROVAL TOTALLIVIN& AREA: 4,657 S&.FT. EAST ELEVATION INITIAL: GARAGE 614 SQ.FT. SCALE: 1/4" = 1' PAGE: I1I COVERED ENTRY 18 SQ.FT. 1 0 BA0.FMFNT FLOOR DECK 262 SQ.FT. OF: 1 PERVIOUS PATIOS 185 SQ.FT. EAST ELEVATION EXTERIOR DETAILS J. SYKORA, GPBD r s N NOTE.VERIFY ALL HEADER STANDING SEAM METAL. n HEIGHTS WITH SUPERVISOR 1 TYPE AND COLOR TO BE DETERMINED. J. STERLING z S co j 1 2"ENCLOSED X 14" FASGSOFFIT (IA(METVENTED).AL WRAPPED). 1/4" = 1' U.N.O. GARAGE HT. TT 4 12 OLAR PANELS 12 p 13 5 ► b 3 CONTINUOUS ALUMINUM GUTTERS. 8.-7_11 a 2 4 ROOF/CEILING TRELLIS DESIGN T.B.D. IP 12 2 12 � 13 Z PLATE HT. 0 I , I_ ©_ 5 "X" METAL CORNER TRIM. 0 TYP.WINDOW HEADERS El 0 LU 0 b FIBER CEMENT PANEL SIDING. Jr 6 6 5 ► 121 CEDAR LAP SIDING. a - - I13I I13I ` � INSTALL WITH 4" EXPOSURE. 1 w FIBER CEMENT SIDING INSTALLED. i k _ 1 _,_ Q�-� _ ale 8 WITH T' OF EXPOSURE. V MAIN FLOOR .- - ! m OF GARAGE - (111:$q 36" HIGH RAILING TO CODE. ° W 6 it Z 16 12 12 12 12 12 ++ ;1 MAIN FLOOR ��, T 1 - 1 5/4" X b" DECK PLANKING. RETAINING WALL RETAINING WALLW i DESIGN T.B.D. DESIGN T.B.D. 11 5/4" COMPOSITE DECK FASCIA MATERIAL. i (B) - BEAM WRAPPED IN SAME. w J r 1 NATURAL STONE. 1 12 TYPE AND COLOR TO BE DETERMINED. o NORTH ELEVATION - GARAGE SCALE: 1/4" = 1' 13 STONE COLUMN CAP. cv U- In METAL WRAPPED 2 X 14 (BUILDUP) -C ° LADDER FRAME EYEBROW ROOF O °' ' Lit 14 - TOP Q -b" FROM FLOOR - 65L/ D3 z a 13-if„ 'Si m - W 12 x 26 STEEL"I" BEAM 72 w a p p ni 15 SUPPORT COLUMN (2/A5).16 _1 IN .., Mir- 11;1 _1 o - . Q z , 1 Qz z , aa 4" GONG. SLAB. NORTH ELEVATION - GARAGE v Cr - 0 Z Li- 1.1..1 - z a W- mot' I— — I— a . Z " 0 '�1C NOTE VERIFY ALL HEADER` : W ` HEIGHTS WITH SUPERVISOR V if . .� 12 '� GARAGE HT Ir t / Z 2 SOLAR PANEL 2 w 13 O iL SIMI IX 1 b f CZ iR^- © Zw 12 2 !1I 4 '. PLATE HT t r I ..WINDOW r '4 / inHEADERS II II II II TY 1111 8018 PIG. 1116 8018 PIG. •(1 II II II II V � L <,i 12 ff 6 6 li 0 h. b - Iwo §2 wo wUw ` wn /} w£ ohm<'m - - - MAIN FLOOR Fie I AF f ARA4F M I! W �a �o o go, aat ° p!3 U r QZ MAIN FLOOR f• O g �a Ati tOO FLAN AREAS11 tY W Vim= MAIN FLOOR & STUDIO 2,116 SQ.FT. SOUTH ELEVATION - GARAGE a_ te wo zU SCALE: 1/4" = 1' X I I I BASEMENT 1 ,611 SQ.FT. Lu UPPER FLOOR 152 SQ.FT. OWNER APPROVAL TOTAL LIVING AREA: 4,651 SQ.FT ` , INITIAL: GARAGE 614 SQ.FT. PAGE: COVERED ENTRY 18 SQ.FT. DECK 262 SQ.FT. OF: PERVIOUS PATIOS 155 SQ.FT. SOUTH ELEVATION - GARAGE J. SYKORA, CPBD r 1PW N J. STERLING II a ,. AI ,SSW -- -----._..----- ill , C7 I CI tO 43 1/4" = 1' U.N.O. e Yf f 4Y 111 u , 8-7-11ri �g rt x'7� 2PW IN Fit 't � r a 1). r� SL ! ISTHDB Q A..2 -lir L5THD0 a„) ,..,.., __ II ' a '1 ID Ai 85W a�' At I t MIC3 I C . b ili IT.• v s 11 N la /W N El Lk- V (35W 0 1 v- 1/4)CI 2 nt I O igsvivx eta - 7Q V i L i nip 6 thi P. rx: Lli d X rz r c¢ -1 Q Q XO t0 1 7 0 Z tU - \\IN .11 - -II _, r I i a I I INS il\Mith Ili ri trAfr . 1111%0110 Z f v ly z 1 YV V / z -Orr w si Wine -i tir -- — A— Q w PLAN AREAS Z ce HDU2 HOLD DOWN 5THD HOLD DOWN MSTG STRAP SHEARWALL TOP CONNECTIONS NOT TO SCALE -_-__ Z _ Model.HMS SBS2.5 --SA. SHEARVVALL TOP CONNECTION SHIARNALL TOP CONNECTION MAIN OTUFO STRONG V'LALL. SPECS .(IU�� BASEMENT 1 ,b19 F . Tension Ilbs.) ^ ` ° o 0 DI SP sPF,n, UPPER FLOOR 182 5Q FT. � ORYaSSEE PAGE ENGINEER PACKT t HOE TOTAL LIVING AREA: �},(�rj"� 5Q.FT Z Hi Q) SPUGtiN2Slar) ir = Ti) w GARAGE 614 SQ.FT Z V R NTRY 18 SQ.FT.r4 as S:EMWALL INSTALLAEMbetfineTIONIn.Lon.I V.I1 xa_./ c v —___.-___ GO E ED E owned � " oo SHEATHING SPLICE TRUSS HEEL SHEAR WALL TYPE 6) . " _ 1 PY�I DECK 262 SQ.FT. - Lf, SnnmPn P-A Shales MR RaUi q'1wWwb- -. ., yF¢iy- 1a+91x Ancia --- 2VE_.- o b \ Anew WIC tNn,nNN caMeell - , h o : W MINIMUM LENGTH OF SHEAR PANEL. ( -- - I- r/ce Ova II[ aer'uuav mxvm.CURB(wa,m-. Mfi.(aW Co .aornmr an. u"r Loc I 1 II II z?w a ,• IF W CONSTRUCT ENTIRE WALL PER THIS CALLOUT. PERVIOUS PATIOS 155 SQ.FT. — MYcli "�"' cS �'SPLICE IF "NS" MEANS NOT A SHEAR WALL. BUILD PER CODE MINIMUM LU :ri-o MSTC 2OzGO rnrenwaaw „ OR xlcnoe Tnr. . eEuw --sas• .eeoaaro. o o z�Om< Sx,"_pm Sa4.'N It, 1e 18 14 15 td w• I BOZOS SFR; sseeis 12% 126 IN 12% I2+ Rw a 'r STUD MATERIAL NAIL EDGE/FIELD TOP PLATE SILL PLATE& BLOCKING AT TOP OF WALL TOP OF MALL BOTTOM PLATE �„�„tI o z a o CALLOUT CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD 5I2E TOP PLATE MUDSILL ANCHOR SILL ANCHOR "_F. page Room/ �m/ova be to mmcre� . SIDES OF WALL (SEE STD STRUG. SPACING STUD SPLICE CONNECTION AT CONNECTION AT TO FRAMING MAX Ovo�a +C STUDS IN/ UNSUPPORTED TO CONCRETE MAX SPACING RP0» xmRa"aw"aurnexowwaxamwOM/11 - WIND/SEISMIC MINIMUM SCREW 512E MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN E w.n w"+om..o.•.arrr+®.ea..a...a rJ +• i ' SPECS.) SPACING IN INCH MINIMUM NAILING EDGES MIN. EMBED 000"'w Ovae mn FRAMING FRAMING INCHES "•Goo .* alioors, I I I LOWER ROOF O SHEAR CONNECTION TRUSS HEEL „ NO SHEATHING SPLICE B - 5'°=D V - ' s T- 10' 24" 2 X 4 SAWN 6/6®24' CONT.SHEATHING m pt,"'o ,...t. x.eur " �.. .Ga.. 1 SHEAR NALL CONT.SHEATING Arr. • a oiox taker "-7: '- PER RAN ,mlaPaa.s 4 " OR A34 OR LTP4 BLOCKING OR 5/8"J-BOLT OR y o? { ran ewe row nH"n SCION OR RING SHANK 'i/1b OSB ONE SIDE. a " H2.50R 5DWG 5/8"TITEN HD pEw° v `Icl.rc f,k .". IN WV Over PERCALLOUT 12 16 2 X b SAWN 6/12�16" ( ) AT 36"MAX SEE 000'a *•' FFl.rthir ral : 1 OSIER , }F 1 PW�I 1 bb / 120 OR 1/1 b" SIDE DIRECTLY 8d , " 2 2X 4 48" LAP W/ 2X NA 15600©24'MAX 1 bd gp 6" W 3"WASHER 12" / 4" GAR �� -1.0.2xk 1,---? (PJ) 16d NAILS DETAIL =` g www �' a• 16 12 2 X 6 SAWN4. VN 6/12 12" SEE DETM/ OR MASA OR tx Rn 1�{f _ SF PLYWOOD TO STUDS D1 \D2� MA5AP ' Of w 'v w( Rim ww-swnwasrwranm _,,. . .. TOP CHORD OF TRUSS OR MR HEIGHT t- TO HATCH RAFTERS LEDGER LOK ORPea - CA 4� NM..aR "" x 'p ten orrIOn n, ' SOS LAO PER CAILAROL n ` i O' 22' 12" 1 .15 X 5.5 LVL 6/126112" I�7 �" omW/ srmwaAarw s w ." - EDOER PER GALLOUT �'� " GONT.SHEATINGsYr om,EaNaal-+n' 1 16 2 X 4 SAWN CONT.SHEATINGOWNER APPROVAL OR A34 OR LTP4 /f die INITIAL: ''•- r_. EATHING 1I1 bI' OSB ONE SIDE. , „ W BLOCKING OR 5/8"J-BOLT OR / IA i [a. I 12 1 b 2 X 6 OJ'AW N ¢$"�,AP ink AT 36"MAX SEE H2.5 OR 5DK4C 5/8"TITEN HD1\ L_ - '"1 - J SHEAW'°ALL TOP GONNsCTION eti490 / 350 OR 7i 16" APPLY EITHER Sd 4/12®lb" (2)2X 4 2X 2X 15600(024'MAX 16d @ 4" W/3"WASHER 36" / 4" PAGE: --�.._ © SIDE DIRECTLY V 1 (8} 16d NAILS DETAIL Paw..-S nr.rwa. ywl Deal Oh Sim PERPENDICULAR JOIST 1b 12" 2 SAWN SEE DETAIL OR MASA OR At swm-wangaa . ti aw Stang PLYWOOD TO STUDS CD1> CD2> MASAP •°n NI/ SPLICE JOIN R RIM EJO 5T THING 22' 12" 1.15 X 5.5 LYL P!�'(r7 • I 10' 241' 2 X 4 SAWN GONT.SHEATING CONT.SHEATING �alOMl[i say /Qj I ' r " OR A34 OR LTP4 �• � 1/2 OR W BLOCKING OR 5!8 J-BOLT OR OF: �"�� II I " AT 36"MAX SEE H2.5 OR SDWC 5/8"TITEN HD 4 1 "D II ® 60TH 5d FOR 1/2" 4!a®2a° 48 LAP W/ 15600 @ 24'MAX " 12" ��" t�L><E�S �� BHEAT"HG M EA NH6�T�� 220 / 220 OR 5/8 14' 16" 2 X 4 SAWN (2)2x 4 2X NA DETAIL 16d (g� 6 W 3"WASHER / 4 51.44.1.6.7•E 'Nlli: ._: .1 sPLIGE - a�' SPLICE © SIDES 6d FOR 5/8" 4/4CP 1b" (8) 16d NAILS SEE DETAIL OR MASA OR II '�`a .1.6.7 L. . ��vr. SHE'""" - sorelsm°omw He.•lavvi 5 aP: oa S..-.0 1 lio-naiiw - Rnwe1Piar" r,n"Ia.lw,lr., e _ - DRYWALL 16' 16" 2X6 SAWN 01 D2 MASAP ITS AA. ONLY . 1171"1 J. SYKORA, GPBD IN N it, xJ. STERLING N ri i 4' . Y 1451n4-D5 43 1/4" = 1' U.N.O. i 0 ru I 1 b_-_11 R II i i C:7) 2PW (I) 2PW ►© ass) Lii LI er 15W-DETAII 05 • Di I I p * Ci! b 2PW [ <W(15l L` _ - v I ti- 5 - v o' z v �-+ J 0 W LL i I I I O Q C 1PW 0 /Alri V T51^l-DETAIL D5 CA 2PW CI I-62 MPff — _ "( o RCP c) in Z it r Ill ft dXIX t¢ © MP — z QCA Q 1i.i CCA • - c J Yi,: b D 4iLQ Q 21 6I fi ... ua Ci IL 41 ter_ �,,- - w C:4 al . E\ I— — i--- — z t1) o iPW 2PW 1b5,_05H W N V INwq )51 V Z ITN1211 1W I— k / Z weadoe o D� 1ri Q Z -1 HOLD DOWN STHD HOLD DOWN MSTG STRAP LLIZ %D _ Model xou2-sosz5 SHEAR/POLL TOP CONNECTION SHfARYVALL TOP CONNECTION MAIN FLOOR & STUDIO 2,116 SQ.FT. 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' "IL - ' 2PW a APPLY EITHER raz73 ,,+" PAGE: H2.5 OR SDNIC 5/8"TITEN HD L .ter 48"LAP IN/ AT 36"MAX SEE �` �L _"" R• " SHE:ARWALL TOP CONNIPTIONIST 410 / 350 OR ?/16 8d 4112 16" (2)2X 4 2X 2X DETAIL 15600 24 MAX 1(2d @ 4 IN/ WASHER 36 / 4 a� Pi..we._awm..n,v.wa - PERPENDICULAR) T SIDE DIRECTLY 16' 12" 2 X 6 SAWN (8) tbd NAILS bAq"MaA,Yt+Fea" w.. pxeul"a Ohre wIR Slwa - © PLYWOOD T05TUD5 SEE DETAIL OR MASA DR t '� a4 JOIST JOIST W/SHEATHING lD 1 D2 MASAP N OVAL A W/SHEATHINGSPLICE OVER RIM JOIST 22' 12" 1 .'15X55 LVL \ ) g/itlr CONT.SHEATING 8/ t9 — I , 24" CONT.SHEATING l„�BLOCKING OR 5/8"J-BOLT OR �'�* •± 1/2" OR 10 2 X 4 SAWN OR A34 OR LTP4 y{2.5 OR SDWG 5/8"TITEN O �^ 1 , G A OF. dye =' 1 I 48" LAP W/ AT 36"MAX SEE EA 1486/2, 5 A764lim II RG I ® BOTH 5d FOR 1/2" 4/4 CO 24" D GMEATM,rG Thies. i� 220 / 220 OR 5/8 14 16 2 X 4 SAWN (2)2X a 2x NA DETAIL 15600 24'MAX 16d (gl 6 I"0 3"WASHER ?2 / 4 G IL. ' GPLIGE ,I iiiit SPUGE © SIDES bd FOR 5/8" 4/4 @ 16" (8) 1bd NAILS SEE DETAL OR MASA OR 15 r3 r T Maw Pee- ..I, _..... .a,._- „MPar",t GRIVSO. DRYWALL a"w,hhu.PNOn a,tl:wEY: al IRw,tltlmn _ , ,,�. 16' 16" 2 X 6 SAWN (/ \ MASAP '�' M Ixa10,In:N+N r�tlmw IIryllFo0 F ` \D 1/ D2 T�nA,'S ^LY , PREFAB 1"I00D PRODUCTS FRAMING CONNECTORS FRAMING FOUNDATIONS / CONCRETE GENERAL NOTES J. SYKORA, GnBD a CV PREFABRICATED TRUSSES. WHERE SHOWN ON THE PLANS, MANUFACTURER: SIMPSON BRAND 15 SPECIFIED, HOWEVER MATERIAL. ALL SAWN FRAMING LUMBER, NOT INCLUDING BEAMS, POSTS, AND COLUMNS, SHALL BE GEOTECHNICAL REPORT: CCI IS NOT AWARE OF A GEOTECHNICAL REPORT FOR THIS PROJECT. CCI BASIS OF DESIGN-APPLICABLE COPES: J. STERLING p5 ALL PREFABRICATED STRUCTURAL ROOFING MEMBERS ANY OTHER NATIONALLY RECOGNIZED BRAND MAY BE USED SPRUCE PINE FIR, HEM FIR, OR DOUGLAS FIR- LARCH, NUMBER 2 OR BETTER, UNLESS OTHERWISE STRONGLY RECOMMENDS THAT A GEOTECHNICAL REPORT BE PERFORMED BY A QUALIFIED CODE. THE DESIGNS HEREIN ARE PREPARED IN SHALL BE DESIGNED BY A CERTIFIED PROFESSIONAL PROVIDED THAT THEY ARE EQUIVALENT IN THEIR ABILITY TO SHOWN. ALL SAWN HOOD SHALL HAVE MOISTURE CONTENT LESS THAN 25%. GEOTECHNICAL ENGINEER FOR ALL CONSTRUCTION PROJECTS. SOILS ANALYSIS AND ACCORDANCE WITH THE 2015 IBC. CONSTRUCTION SHALL n ENGINEER. THE PREFABRICATED STRUCTURAL ROOFING CARRY ALL APPLIED LOADS IN ALL ORIENTATIONS. GENERAL CONSTRUCTION: PREDRILL ALL NAIL HOLES WHERE REQUIRED TO AVOID SPLITTING. GEOTECHNICAL ENGINEERING ARE NOT A SPECIALTY OF GGI. CCI DEFENDS ON OTHERS FOR THE CONFORM WITH THE MOST RECENT BUILDING CODE 1/4" = 1' U.N.D. d DESIGNER SHALL PROVIDE TO THE CONTRACTOR STAMPED INSTALLATION: THE CONTRACTOR SHALL INSTALL ALL CONNECT ALL HOOD MEMBERS PER THE PLANS AND APPLICABLE BUILDING CODE. WHERE PROVISION OF SOILS DATA, WHICH INCLUDES BUT 15 NOT LIMITED TO: ALLOWABLE BEARING ADOPTED BY THE APPROVING JURISDICTION. 1) DESIGN DRAWINGS WITH APPROPRIATE NOTES SHOWING PREFABRICATED ITEMS IN STRICT ACCORDANCE WITH THE STRUCTURAL PLANS DO NOT SPECIFICALLY ADDRESS A STRUCTURAL ELEMENT, CONSTRUCT SAID CAPACITY, LIQUEFACTION POTENTIAL, SLOPE STABILITY, ACTIVE AND PASSIVE LATERAL PRESSURES, LIMITED SCOPE OF CONSULTANTS WORK: 6 MEMBER SIZES, FORCES, INSTALLATION PROCEDURES, MANUFACTURER'S RECOMMENDATIONS AND REQUIREMENTS. ELEMENT PER MINIMUM BUILDING CODE. INTERNAL FRICTION ANGLE, AND COHESION. IN THE ABSENCE OF A GEOTECHNICAL REPORT CCI WILL CONSULTANT. THE CONSULTANT IN RESPONSIBLE CHARGE &_'l_11 i BLOCKING, BRACING, ETC. THE LOAD CARRYING CAPACITY OF THE PREFABRICATED BEAMS AND POSTS. ALL SAWN STRUCTURAL BEAMS, HEADERS,AND POSTS SHALL BE DOUG FIR MAKE ASSUMPTIONS REGARDING SOIL PARAMETERS, HOWEVER, CCI TAKES NO RESPONSIBILITY OR OF THE WORK INDICATED HEREIN 15 TIM K. GARRISON, P.E., ENGINEERED HOOD-GENERAL. THESE PRODUCTS MUST BE ITEM CANNOT BE GUARANTEED IF THIS PROVISION 15 NOT LARCH NO 2 OR BETTER, EXCEPT WHERE EXPOSED TO HEATHER AND SPECIFIED AS PT(PRESSURE LIABILITY FOR FUTURE SETTLEMENT, OR DAMAGE OR INJURY DUE TO EARTH MOVEMENT OR FAILURE DOING BUSINESS AS CONSTRUCTION GALL, INC., HEREAFTER PROVIDED, STORED, AND INSTALLED IN ACCORDANCE WITH ADHERED TO. NAILS AND SCREWS WHICH WILL BE EXPOSED TREATED) MAY BE HEM FIR NO. 2 OR BETTER. GLULAMS, PSLS, LVLS, ETC. SHALL BE PER OF ANY KIND. INDICATED AS "CCI." 01) MANUFACTURER'S RECOMMENDATIONS. FAILURE TO DO THIS TO WEATHER SHALL BE GALVANIZED OR STAINLESS STEEL. IF PREFABRICATED HOOD PRODUCTS SECTION BELOW. STRUCTURAL FILL: "STRUCTURAL FILL" SHALL BE GRANULAR MATERIAL CONFORMING TO LOCAL OR SCOPE OF CONSULTANTS WORK.THE SCOPE OF WORK OF MAY VOID THE WARRANTY AND DIMINISH LOAD CARRYING INSTALLATION RISKS CRACKING OF HOOD, CONTACT MULTIPLE PLY MEMBERS. STATE HIGHWAY SPECIFICATIONS FOR IMPORTED ROAD BASE OR SUB BASE; OR USE SAND OR CCI 15 LIMITED TO STRUCTURAL ANALYSIS OF A NEW SINGLE- Slam 2 CAPACITY.ANY NATIONALLY-RECOGNIZED BRAND THAT ENGINEER FOR ALTERNATE NAILING AND /OR ALTERNATE TRIMMERS, KING STUDS, HEADERS. WHERE MORE THAN ONE 2X 15 PLACED AGAINST ANOTHER AND OTHER CLEAN GRANULAR MATERIALS NO LARGER THAN PEA GRAVEL. ALL STRUCTURAL FILL MUST FAMILY RESIDENCE. MEETS THE BELOW SPECIFICATIONS IS ACCEPTABLE. CONNECTOR. USED AS A MULTIPLE FLY KING STUD, TRIMMER, OR HEADER, CONNECT ALL PLIES WITH 1bD AT 4" OC, BE COMPACTED PER THE FOLLOWING SECTION. CCI TAKES RESPONSIBILITY ONLY FOR ITEMS SPECIFICALLY a) W I-BEAM COMPOSITE WEB I FLANGE JOIST PRODUCTS. THE SIMPSON SDS HOOD SCREWS. WHERE SPECIFIED, INSTALL STAGGERED. NON-STRUCTURAL FILL: "NON-STRUCTURAL FILL" 15 SOIL (NATIVE OR IMPORTED)WITHOUT: ORGANIC ADDRESSED IN OUR DRAWINGS AND CALCULATIONS. OW CONTRACTOR SHALL INSTALL THE I-JOIST PRODUCTS PER MANUFACTURER'S RECOMMENDATIONS. IN GENERAL BEAMS, COLUMNS. WHERE MORE THAN ONE 2X, OR LVL, OR LSL 15 PLACED AGAINST ANOTHER AND MATERIALS; ROCKS AND LUMPS GREATER THAN 3" IN ANY DIMENSION; TRASH; AND THE LIKE. IF USED CONSTRUCTED ITEMS NOT SPECIFICALLY ADDRESSED COMPLETE WITH WEB STIFFENERS AND OTHER BLOCKING/ THESE DO NOT NEED PILOT HOLES. HOWEVER, IF HOOD 15 USED A5 A MULTIPLE PLY BEAM OR COLUMN, CONNECT ALL PLIES WITH GLUE AND 2, 16D AT 4" AS COMPACTED FILL, IT MUST BE COMPACTED PER THE FOLLOWING SECTION. HEREIN SHALL BE BUILT PER MINIMUM CODE. BRACING A5 SHOWN ON THE PLANS AND/OR A5 OLD AND OR VERY DRY PILOT HOLES MAY BE REQUIRED TO SPACING. COMPACTION: PLACE ALL FILL MATERIALS IN LIFTS NOT EXCEEDING 8-INCHES. COMPACT USING IS) :,i RECOMMENDED BY THE MANUFACTURER. AVOID SPLITTING. USE LENGTH AS SPECIFIED IN PLANS BUT GLUE. WHERE SPECIFIED, HOOD GLUE SHALL BE COMMERCIAL GRADE WITH MINIMUM SHEAR MECHANICAL (VIBRATORY OR IMPACT)METHODS. LOADS 1:5 * 3 PSL(PARALLEL STRAND LUMBER)AND VERSA-LAM.WHERE NEVER LESS THAN REQUIRED TO ENSURE FULL STRENGTH. STRENGTH OF 450 PSI AT 28 DAYS. USE LIQUID NAILS LN-940 OR EQUIVALENT. PREP AND APPLY PER IN PAVED AREAS AND UNDER STRUCTURES, USE STRUCTURAL BACKFILL COMPACTED TO 95% FOLLOWING ARE THE LOADS USED FOR THE SUBJECT DESIGN GALLED FOR, USE MINIMUM 2.0E, 2,900 P51 MINIMUM SIMPSON 5D HOOD SCREWS. WITH MOST SIMPSON MANUFACTURER'S RECOMMENDATIONS. RELATIVE COMPACTION. /ANALYSIS: ALLOWABLE BENDING STRESS. CONNECTORS, CONTRACTOR MAY USE SDI IN LIEU OF tOD WINDOW AND DOOR OPENINGS. IN NON-PAVED OR NON-FOOTING AREAS USE STRUCTURAL BACKFILL OR NATIVE BACKFILL MINUSC I LVL(LAMINATED VENEER LUMBER). WHERE GALLED FOR, USE NAILS, AND !OR 5D10 IN LIEU OF 16D NAILS. THESE ARE HEADER. USE HEADER SIZE SHOWN ON STRUCTURAL PLANS. MAY USE LARGER OF SAME MATERIAL. ROCKS, LUMPS, AND ORGANIC MATTER, COMPACTED TO 92% RELATIVE COMPACTION. 0 ROOF LIVE: 20 PSF. A MINIMUM 1.9E, 2,600 PSI MINIMUM ALLOWABLE BENDING PROVIDED IN 1-1/2"AND 2-1/2" LENGTHS. USE THE LENGTH ALL HEADERS SHALL BE INSTALLED WITH THEIR TALL DIMENSION VERTICAL. IF HEADER IS LESS THAN 3 WHERE PIPES ENTER AND EXIT STRUCTURES (DISTRIBUTION BOXES, UTILITY BOXES, CATCH BASINS, 0 ROOF + CEILING DEAD: 15 P5F s STRESS. NECESSARY FOR FULL PENETRATION INTO THE MEMBER(5) INCHES HIDE (I.E. A SINGLE 2X OR SINGLE LVL) USE A FLAT 2X NAILED TO THE BOTTOM OF HEADER IN MANHOLES, ETC.) USE STRUCTURAL FILL AROUND THE STRUCTURE. CAREFULLY PLACE AND 0 ROOF SNOW: 25 P5F o L5L(LAMINATED STRAND LUMBER).WHERE CALLED FOR, USE CONNECTED. AN "L"CONFIGURATION WITH 16D AT 4" MAX SPACING. IF NO HEADER 15 SPECIFIED, THE WALL 15 COMPACT TO 95% RELATIVE COMPACTION UNDER AND AROUND ALL PIPES. 0 FLOOR LIVE: 40 PSF s WHEN ROOTS, ROCKS, OR OTHER UNDESIRABLE MATERIALS CAUSE OVER-EXCAVATION, FILL OVER- 0 FLOOR DEAD: 1.5" 6YPGRETE: 21 PSF. Lin 8 MINIMUM 1.3E, 1,100 P51 MINIMUM ALLOWABLE BENDING ASSUMED NON-LOAD BEARING AND WALL TOP PLATE MAY SERVE A5 THE HEADER. 8 MULTIPLE ADJACENT OPENINGS. WHERE ADJACENT DOOR OR WINDOW OPENINGS OCCUR IN A WALL, EXCAVATION AND COMPACT PER THE ABOVE. 0 DECK LIVE: 40 P5F +� e STRESS. FOUNDATIONS, FOOTINGS ON SOIL:ALL FOOTINGS AND FOUNDATIONS TO BEAR ON UNDISTURBED 0 DECK DEAD:10 PSF. GLUE-LAMINATED TIMBERS. UNLESS OTHERWISE NOTED, ALL HEADERS FOR EACH OPENING SHALL BE INDIVIDUAL MEMBERS WITH FULL-HEIGHT KING STUDS I BETWEEN THEM. EACH HEADER SHALL USE THE NUMBER OF KING STUDS SPECIFIED IN STRUCTURAL EXISTING SOIL OR STRUCTURAL FILL.ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH 0 EXTERIOR WALL DEAD: 10 P5F 6LU-LAM BEAMS SHALL BE 24F-V4 DF/DF INDUSTRIAL FOOTINGS AND FOUNDATIONS TD BE REMOVED AND REPLACED WITH STRUCTURAL FILL. BOTTOM OF O EXTERIOR WALL W/CULTURED STONE DEAD: 25 PSF. APPEARANCE GRADE, MANUFACTURED BY AN AITG 1 GALLOUTS. TRIMMERS, AKA JACK STUDS. USE SIZE(OR LARGER) PER STRUCTURAL CALLOUTS. CONCEALED FOOTINGS TO BE BELOW LOCALLY PRESCRIBED FROST ZONE, NOT LESS THAN 12". 0 INTERIOR WALL DEAD: 1 P5F tii J APPROVED FABRICATOR. STORE AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. FLANGE HANGER OF SIMILAR BEARING LENGTH AND CAPACITY MAY BE SUBSTITUTED FOR TRIMMER. FOUNDATIONS. FOOTINGS ON ROCK: WHERE FOOTINGS BEAR ON ROCK, CLEAN THE ROCK FREE OF 0 SEISMIC FACTORS: 55= 1.091, 51= 0.436. LL KING STUDS UNLESS OTHERWISE SHOWN ON PLANS USE THE FOLLOWING. THESE MUST BE FULL- DIRT, MOSS, DEBRIS, OR OTHER DELETERIOUS SUBSTANCES. PLACE CONCRETE DIRECTLY ON 0 SEISMIC DES CATEGORY: "D" t IF THESE SPAN CONTINUOUSLY OVER ONE OR MORE CLEANED ROCK. WHERE ROCK IS SLOPED LESS THAN 3:1 (18-DEGREES), NO DOWELS INTO ROCK ARE 0 HIND EXPOSURE 'D', 3-5EG GUST: 120 MPH. INTERIOR SUPPORTS OR ARE CANTILEVERED, U5E 24F-V8 DF/ HEIGHT, BOTTOM PLATE TO TOP PLATE, IE DIAPHRAGM TO DIAPHRAGM. U DF. IF VISUALLY EXPOSED TO INTERIOR LIVING SPACE, USE •'OPENING LE55 THAN 6'WIDE USE MIN., ONE KING STUD EACH END OF HEADER. NECESSARY. 0 ASSUMED ALLOWABLE 501E BEARING PRESSURE: 1,500 0 v ARCHITECTURAL APPEARANCE GRADE. •* OPENING 6' HIDE TO 9'WIDE- USE MIN.,TWO KING STUDS EACH END OF HEADER. WHERE ROCK IS SLOPED 3:1 (18-DEGREES)OR GREATER, USE#4 X 16" LONG DOWELS PSF. PERPENDICULAR TO ROTOHAMMERED HOLES TO BE %" DIAMETER, ocs PLYWOOD OR O5B SHEAR WALLS.ALL SHEAR WALLS SHALL •` OPENING 9' HIDE TO 1b'WIDE, USE MIN., THREE KING STUDS EACH END OF HEADER. ROTOHAMMERED 6" INTO ROCK. a cc E BE POSITIVELY CONNECTED TO HORIZONTAL DIAPHRAGMS DISCONTINUOUS TOP PLATE. WHERE WALL TOP PLATES ARE CUT, OMITTED, OR OTHERWISE FACE OF ROCK. NO EPDXY IS NECESSARY. DOWELS TO BE LOCATED AS FOLLOWS:0 FOR CONTINUOUS FOOTINGS, USE DOWEL WITHIN 6" OF ENDS, CORNERS,AND INTERSECTIONS SINGLE PROJECT: 0 OR SLABS AT THEIR TOPS AND BOTTOMS PER THE PLANS AND DISCONTINUOUS AT A HEADER, THE END OF THE HEADER SHALL BE CONNECTED TO THE REMAININGp K 0 °' TOP PLATE BEYOND WITH A HORIZONTAL G518 STRAP WITH MINIMUM 12" LENGTH ON THE HEADER AND AT 48"OC MAX SPACING. DOWELS TO BE CENTERED ON 5TEMWALL. THE CALCULATIONS, DRAWINGS, NOTES, SPECIFICATIONS, IL_ w I-- , � N CALLOUTS. WALL SHEATHING MAY BE EITHER ORIENTED9 AND 12"LENGTH ON THE TOP PLATE BEYOND.STRAP MAY BE ON TOP, INSIDE, OR OUTSIDE OF WALL. 0 FOR PAD FOOTINGS, U5E TWO DOWELS SPACED 8"APART, CENTERED ON FOOTING. IF DOWEL I5 AND /OR TABLES PREPARED BY CCI ARE VALID ONLY FOR z A cn r4- s STRAND BOARD(05B)OR PLYWOOD APPROVED FOR USE A5 TOO LONG TO FIT IN FOOTING, USE 90-DEGREE BEND A5 NECESSARY TO PROVIDE 2"COVER AT TOP THE PROJECT INDICATED HEREIN. THESE DOCUMENTS ARE rt U-IQ ' t_ LATERAL-RESISTING SHEATHING BY AN APA-APPROVED ANCHOR BOLTS. OF FOOTING. NOT VALID, ARE NOT APPLICABLE TO,AND SHALL NOT BE Q z w R iii MANUFACTURER. STORE AND INSTALL IN ACCORDANCE WITH SHEAR HALL ANCHOR BOLTS CONNECTING MUD SILLS, USE 5/8" DIAMETER X 8" MIN EMBEDMENT AT --� w 3 THE SPACING SHOWN IN THE PLANS BUT NEVER GREATERTHAN 60" OC AND WITHIN 12" OF ENDS AND SLABS ON GRADE. SUBGRADE BELOW SLABS SHALL BE SIMILAR TO THE ABOVE. A LAYER OF FREE USED FOR ANY OTHER PROJECT AT ANY OTHER LOCATION. d _ THE V RECOMMENDATIONS NS OF APA AND IBC FOR SHEAR DRAINING MATERIAL AND A SUITABLE VAPOR BARRIER(DESIGNED BY OTHERS)ARE RECOMMENDED COMPETENT CONSTRUCTION PERSONNEL/SAFETY: co I '-' a N. RESISTING VERTICAL WALL SHEATHING. CORNERS, WITH 3"X 3"X .229" STEEL WASHERS, WRENCH TIGHT. WET SET ANCHOR BOLTS SHALL w HAVE A HOOK OR HEAD ON THE EMBEDDED END. ROTOHAMMERED ANCHOR BOLTS AT THE SAME FOR ALL INTERIOR SLABS. ONLY COMPETENT PERSONNEL FAMILIAR WITH SPACING MAY BE USED IN LIEU OF WET SET-SEE SPECIFICATIONS IN PREVIOUS SECTION. AN FOOTING DRAINS. FOOTING DRAINS,WITH WASHED DRAIN ROCK OR MIRA DRAIN OR EQUIVALENT CONSTRUCTION AND SAFETY PRACTICES GERMANE TO THE I 1 1 (71 STRUCTURAL STEELEXTENDING TO FINISHED GRADE, SHALL BE PROVIDED AT THE BASE OF ALL FOOTINGS AND PROJECT SHOWN HEREIN SHOULD BE EMPLOYED TO �Li ALTERNATE TO WET-SET ANCHOR BOLTS AND WASHERS MAY BE SIMPSON MASA OR MASAP AT THE l 2 1 SAME SPACING SPECIFIED FOR WET SET ANCHOR BOLTS. RETAINING WALLS WHICH WILL HAVE EARTH PLACED AGAINST THEM. FOOTING DRAINS SHALL BE 4" ASSEMBLE AND CONSTRUCT THE WORK. V cr cr PERFORATED PIPE ROUTED DOWNGRADIENT TO DAYLIGHT, UNLESS OTHERWISE SPECIFIED. CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL Z GENERAL. ALL FABRICATION AND ERECTION OF STRUCTURAL NON-SHEAR WALL ANCHOR SOL T5 SHALL BE SPACED A MAXIMUM OF 12-INCHES AND WITHIN 12- 0 STEEL SHALL COMPLY WITH THE REQUIREMENTS OF AISC INCHES OF ENDS AND CORNERS AND SHALL BE FITTED WITH 2" STEEL PLATE WASHERS. USE EITHER STANDARD CONCRETE: OSHA AND STATE LABOR AND INDUSTRIES STANDARDS. (NINTH EDITION). 1/2" DIAMETER X 8" MIN EMBEDMENT WET-SET, OR 1/2"TITEN HD WITH 4" MIN EMBEDMENT. STANDARD CONCRETE. CONCRETE FOR FOOTINGS, SLABS, AND WALLS SHALL ATTAIN A MINIMUM 28 CONTRACTOR ASSUMES FULL RESPONSIBILITY AS TO Z D1 Ili SHOP DRAWINGS. CCI RECOMMENDS THAT THE CONTRACTOR NON-SHEAR HALL ANCHORS MAY BE 0.145" DIAMETER POWDER-ACTUATED PINS WITH 1-1/2" MIN DAY STRENGTH OF F'G = 2,500 PSI UNLESS OTHERWISE NOTED ON PLANS. MINIMUM CEMENT CONSTRUCTION METHODS USED, SAFETY PROVISIONS Di CONTENT = 5 SACKS PER CUBIC YARD. MAXIMUM WATER/GEMENT RATIO SHALL BE 0.45.ALL EMPLOYED,AND THE FINISHED AS-BUILT CONDITION OF THE I— OR BUILDER SUBMIT SHOP DRAWINGS TO CCI FOR REVIEW CONCRETE EMBEDMENT, AT lb" OC, UNLESS OTHERWISE SHOWN . Z MATERIALS SHALL BE IN ACCORDANCE WITH ACI 318, LATEST EDITION. MIXING AND PLACING OF ALL STRUCTURE AND RELATED SYSTEMS. AND APPROVAL PRIOR TO FABRICATION AND ERECTION OF PRESSURE TREATED LUMBER. USE PRESSURE TREATED LUMBER IN CONTACT WITH CONCRETE AND / W THE STRUCTURAL STEEL PORTIONS OF THE PROJECT. SUCH OR SOIL, AND WHEN DIRECTLY EXPOSED TO WEATHER. PRESSURE TREATING CHEMICALS SHALL BE CONCRETE TO BE IN ACCORDANCE WITH IBC AND ACI 304, LATEST EDITION. MATERIALS AND METHODS: u„' Q REVIEW AND APPROVAL OF SHOP DRAWINGS 15 BEYOND INERT, OR OTHERWISE NON-REACTIVE WITH METAL CONNECTORS (INCLUDING NAILS, BOLTS, FRAMING ADMIXTURES. INDUSTRY RECOGNIZED AND APPROVED ADMIXTURES AFFECTING SET TIME, PROVIDE AND INSTALL ALL MATERIALS IN ACCORDANCE WITH v W d GCI'S CURRENT SCOPE OF W W WORK. CONNECTORS, ETC.) OR STRUCTURAL STEEL MEMBERS. FLOABILITY, AND /OR WATERPROOFING MAY BE USED PROVIDED THE STRENGTH AND DURABILITY MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS. STRUCTURAL SHAPE MATERIALS.ALL STRUCTURAL SHAPES IN CERTAIN CASES NON-PRESSURE TREATED LUMBER MAY BUTT AGAINST CONCRETE. IN THESE OF THE CONCRETE 15 NOT ADVERSELY AFFECTED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ALL I— ), Z SHALL COMPLY WITH THE FOLLOWING STANDARDS EXCEPT CASES USE A LAYER OF HEAVY,ASPHALTIC-TREATED CONSTRUCTION PAPER BETWEEN HOOD AND AIR ENTRAINMENT. PROVIDE 5%AIR ENTRAINING IN ALL CONCRETE EXPOSED TO THE EARTH OR FIELD PERSONNEL UNDERSTAND AND ADHERE TO THIS. v vNI /' —I WHERE NOTED OTHERWISE. CONCRETE. WEATHER. W .. Co 0 HIDE FLANGES: ASTM A992, (FY= 50 KSI.) BLOCKING I BRIDGING. PROVIDE CONTINUOUS BLOCKING AT ALL BEARING LOCATIONS. PROVIDE FULL FLY ASH. HIGH QUALITY FLY ASH OR OTHER NATURAL POZZOLAN MAY BE USED IN ACCORDANCE 0 n/ 0 lL o ANGLES, CHANNELS, AND PLATES: ASTM A36 (FY=36 KSI) OR DEPTH BRIDGING OR BLOCKING AT 8' OG MAX. IN JOIST OR RAFTERS WITHOUT CONTINUOUS WITH ASTM G618 WITH A CORRESPONDING REDUCTION IN CEMENT CONTENT. ANY SUCH CONCRETE TEMPORARY SUPPORT AND BRACING: SHALL OBTAIN AT LEAST THE STRENGTH AND DURABILITY CHARACTERISTICS AS STANDARD GENERAL. PROVIDE ADEQUATE TEMPORARY SUPPORT TO Q W BETTER. PLYWOOD DIAPHRAGM CONNECTION ON THE TOP . 0— BOLTS. BOLTS AND ANCHOR BOLTS TO BE ASTM A301 GRADE FRAMED FLOORS WHICH SUPPORT POSTS SHALL BE SOLIDLY BLOCKED WITHIN THE FLOOR CAVITY TO CONCRETE LISTED ABOVE. ALL WALLS, ROOFS, BEAMS, COLUMNS, AND FLOORS DURING —I A, UNLESS OTHERWISE SHOWN. PROVIDE STANDARD POSITIVELY TRANSFER POST, COLUMN, OR OTHER CONCENTRATED LOADS THROUGH THE FLOOR TO SHOTGRETE. CONCRETE FOR SHOTGRETE SHALL ATTAIN A 28 DAY STRENGTH OF Ft = 3,500 P51. USE CONSTRUCTION. DESIGN OF SAME 15 NOT INCLUDED HEREIN. al MATERIALS, APPORTIONS, MIX METHODS,APPLICATION METHODS, AND FINISHING PER ACI 506R, CONTRACTOR OR OWNER SHOULD CHECK ALL TEMPORARY- WASHERS UNDER ALL NUTS AND ANCHOR BOLTS, UNLESS THE SUPPORTS BENEATH. LATEST1 r— EDITION.ALL SHOTCRETE APPLICATION BY CERTIFIED APPLIERS ONLY, USING INDUSTRY- SUPPORTING DEVICES WITH A QUALIFIED PERSON. r(11 SPECIFICALLY PROHIBITED ELSEWHERE. BOLTS. UNLESS OTHERWISE SPECIFIED: USE WASHERS ON ALL BOLTS; TIGHTEN ALL BOLTS TO A VERY STEEL COATING SYSTEMS. THE REQUIREMENTS OF THIS SNUG WRENCH TIGHT CONDITION; USE STANDARD A301 BOLTS; FOR BOLTS IN HOOD, DRILL THE SAME STANDARD EQUIPMENT. CONTRACTOR SHALL BE RESPONSIBLE FOR THE ADEQUACY CONCRETE REINFORCING: OF ALL TEMPORARY AND/OR PERMANENT SUPPORT SECTION ARE STRONGLY RECOMMENDED BUT ARE OPTIONAL DIAMETER HOLE AS THE BOLT; FOR BOLTS IN STEEL DRILL HOLES 1/16" LARGER THAN THE BOLT STRENGTH, SPLICING, BENDING. REINFORCING BARS (REBAR) SHALL BE GRADE 60 (FY=60 K51) OR SYSTEMS. AT THE OWNER'S DISCRETION.ALL COATING SYSTEMS SHALL DIAMETER. PROVIDE THE FOLLOWING MINIMUM EDGE DISTANCES BETWEEN CENTERLINE OF BOLT g "' BETTER, UNLESS OTHERWISE SPECIFIED IN THE PLANS. ALL REINFORCING SHALL BE SPLICED, RETAINING WALLS. DO NOT BACKFILL AGAINST RETAINING LiLL BE INSTALLED IN STRICT ACCORDANCE WITH AND ALL EDGES OF BOLTED HOOD,AND BETWEEN CENTERLINE OF MULTIPLE BOLTS: oog MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS. 5/8 INCH DIAMETER BOLTS 3 INCHES DETAILED, BENT,AND SUPPORTED IN ACCORDANCE WITH APPLICABLE ACI CODE. WALLS UNTIL CONCRETE HAS CURED TO AT LEAST 2,500 PSI goo WELDED WIRE FABRIC. UNLESS OTHERWISE SPECIFIED, WELDED WIRE FABRIC (WWF)SHALL BE W2.9, (OKAY TO USE HIGH EARLY STRENGTH ADMIXTURES OR °i TOUCH UP SHALL ALSO BE IN ACCORDANCE WITH 3/4 INCH DIAMETER BOLTS 3.15 INCHES —1Z 1=°gw MANUFACTURER'S RECOMMENDATIONS. 1 INCH DIAMETER BOLTS 4.15 INCHES 6"Xb"(6 GA.), ASTM A-185. SPLICE BY LAPPING ONE MESH +2"ALL SIDES. ADDITIONAL CEMENT IN THE MIX TO ACHIEVE THIS). FOR aka= STRUCTURAL STEEL SYSTEMS THAT WILL BE EXPOSED TO MINIMUM DISTANCE BETWEEN EDGE OF BOLT AND ANY EDGE OF STEEL PLATE (ANGLES, GUSSETS, COVER. PROVIDE THE FOLLOWING MINIMUM COVER: RETAINING HALLS THAT ARE TO BE CONNECTED AT THEIR 0 �<sw �wwl FOOTINGS AND OTHER UNFORMED SURFACES, DISTANCE FROM THE BAR TO EARTH FACE...3" TOP TO HORIZONTAL FLOOR DIAPHRAGMS, DO NOT BACKFILLDe __" HEATHER SHALL BE SHOP COATED WITH A 3 COAT SYSTEM. FLANGES, WEBS, ETC.) SHALL BE ONE INCH. °A, FORMED SURFACES IN DIRECT CONTACT WITH EARTH 2" AGAINST THE RETAINING WALL UNTIL SUCH HORIZONTAL 2Fv6 PREPARATION SHALL BE A COMMERCIAL SANDBLAST, 2 —3 ENGINEER SHALL SPECIFICALLY APPROVE ANY BOLTED CONNECTION USING LESS EDGE DISTANCE "5&o MIL ANCHOR PATTERN. THE PRIME COAT SHALL BE A 3 MIL THAN SHOWN ABOVE. SURFACES EXPOSED TO HEATHER 1-1/2" DIAPHRAGMS ARE IN PLACE AND PROPERLY CONNECTED TO 'i_!1� THICK ORGANIC ZINC PRIMER. THE INTERMEDIATE AND LAG BOLTS.ALL LAG BOLTS GREATER IN DIAMETER THAN 1/4"SHALL HAVE PILOT HOLES PRE-DRILLED. V SURFACES EXPOSED TO SALT WATER 3" THE RETAINING WALL. � \ V W;p.� ° ,s°• TOPCOATS SHALL BE 3 MILS THICK EACH USING A VINYL HIGH- SIZE OF PILOT HOLE IN THREADED PORTION SHALL BE 10% OF THE UNTHREADED SHANK DIAMETER FOR SLABS ON GRADE, CENTER THE REINFORCEMENT IN THE SLAB UNLE55 OTHERWISE SPECIFIED. l6w°6 BOLTS AND DOWELS IN CURED CONCRETE: T 8a BUILD COATING SYSTEM. UNLESS OTHERWISE SPECIFIED BY (OR ALTERNATIVELY, 90% OF THE ROOT DIAMETER OF THE THREADED PORTION). PILOT HOLE 3 NJ°la THE OWNER, THE FINAL COLOR SHALL BE 'PRIMER GREY'. GENERAL. THIS SECTION SHALL APPLY TO BOLTS AND DOWELS INSTALLED IN CURED CONCRETEF. wt=N� DIAMETER OF UNTHREADED PORTION SHALL BE THE SAME DIAMETER AS THE UNTHREADED SHANK. w °a<o° l l y�oa� USING ROTOHAMMER TECHNIQUES. MINIMUM CONCRETE EMBEDMENT= 4-INCHES UNLESS V CONTRACTOR SHALL VERIFY THIS COLOR WITH OWNER OTHERWISE SPECIFIED. MINIMUM DISTANCE TO ANY EDGE OR END OF CONCRETE = 3" FROM HOLE R�f� p��8 PRIOR TO ANY PAINT APPLICATION. a°°° may°= STEEL WHICH HILL NOT BE EXPOSED TO WEATHER SHALL BE CENTERLINE UNLESS OTHERWISE SPECIFIED. OF 81, .fi 0 m�,o EXISTING REINFORCING. IT IS IMPORTANT THAT NO EXISTING REBARS ARE DRILLED OR GUT DURING �, � . A a= SHOP OR FIELD COATED WITH A 2 COAT SYSTEM CONSISTING V / �`"° OF A 2 MIL RED OXIDE ZINC CHROMATE ALKYD PRIMER ROTOHAMMER OPERATIONS. LOCATION OF EXISTING REINFORCING BARS MAY BE BY NON- , , e. 4,.. f sq UNDER A 2 MIL LONG OIL ALKYD ENAMEL. PREPARATION DESTRUCTIVE METHODS(PACHOMETER, RADAR, OR SIMILAR). I . 4 ,; �: ° SHALL BE WIRE BRUSH CLEANING. UNLESS OTHERWISE WASHERS. USE 3"X3"X.229"WASHERS ON ALL HOOD MUD SILL ANCHOR BOLTS. SUCH WASHERS MAY • T - SPECIFIED BY THE OWNER, THE FINAL COLOR SHALL BE BE SLOTTED, WITH PLATE WASHER UNDER THE NUT AS ALLOWED BY THE IBC. AT NON-MUD SILL Qy `wStEay OWNER APPROVAL 'PRIMER RED'. CONTRACTOR SHALL VERIFY THIS COLOR WITH LOCATIONS, SMALLER WASHERS MAY BE USED. USE A STEEL PLATE OR MALLEABLE IRON WASHER ANAL UNDER NUTS AND THE HEADS OF ALL BOLTS THAT CONNECT HOOD. ��1" l OWNER PRIOR TO ANY PAINT APPLICATION. y INITIAL. NON-EPDXY SYSTEMS. U5E SIMPSON TITEN HD WHERE SHOWN IN THE PLANS. THESE ANCHORS MAY IM 6/ k: .. w PAGE: BE USED TO RESIST TENSION LOADS AND SHEAR LOADS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. Er., ts.1,86W5 `A"" EPDXY SYSTEMS. FOR BOLTS, USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH ET-HP OR SET HIGH tom ' STRENGTH EPDXY, WITH ZINC PLATED, A301 'ALL-THREAD' BOLTS A5 SHOWN IN THE SKETCHES. FOR :IT f 5 4 9; L.. , DOWELS, USE ET-HP OR SET HIGH STRENGTH EPDXY AND REBAR A5 SPECIFIED ON THE PLANS AND OF: CALLOUTS. DRILLING OF HOLES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH EPDXY MANUFACTURER'S RECOMMENDATION. Q BMP G154: CONCRETE WASHOUT AREA O BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT Q BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND BMP G235: WATTLES J. SYKORA, GPBD r PURPOSE PURPOSE PURPOSE DEPTH PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO el PURPOSE AND DEFINITION WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT 15 WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS IS DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT NATURALLY OCCURRING(UNDISTURBED)501E AND VEGETATION PROVIDE IMPORTANT STORM W sr W .I ATER FUNCTIONS urn - ENTERING SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT. ATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. J. STERLING CONDITIONS OF USE INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS w CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE II-42.14 CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION PROJECTS WHERE: WATTLES(P.318)FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN 1-30,30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE.FOR RESIDENTIAL CONSTRUCTION ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL ew CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTIONTOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4'r = 1' U.N.O. t ON WATTLES(HTTP://WWW.WSDOT.WA,GOV/DESIGN/STANDARDS/PLAN5.H7MOSEGT10Nl) PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE, RATHER THAN ONLY AT THE MAIN SUBDIVISION -CONCRETE 15 USED AS A CONSTRUCTION MATERIAL. THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTHMUDTH TO PROVIDE VEHICLE ACCESS/PARKING, ij -IT IS NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). _ -.. -CONCRETE TRUCKS,PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET WASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS iu 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASHWATER MAY BE DISPOSED OF IN A USE WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN 8_"'f_1-� AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP,IT 15 DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF FORMEDre POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME n" GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH AS STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. DRAINS,OPEN DITCHES,OR WATER 5001E5,INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. APPLICATIONS AND LIMITATIONS -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY NOT TO SCALE ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH 15 NOT THE SAME A5 PRESERVATION OF NATURALLY OCCURRING ------- --'-- " `"""__-" EFFECTIVE FOR ONE TO TWO SEASONS. SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE CD -PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT - MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH • -r Sm Minimum - i WATER FROM PASSING BETWEEN THEM. -• NUMEROUS MATERIALS SUCH AS COMPOST,COMPOSTED WOODY MATERIAL,BIOSOLIDS,AND FOREST PRODUCT i tit Lath and flagging RESIDUALS.IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE Q ORI on 3 sides DESIGN CRITERIA cn _ AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE,IT 15 IMPORTANT THAT IMPORTED TOPSOILS (1) ralrar Sandbag -NARROW WATTLES S SHOULD BED TO FLOIN DIRECTION AND PARALLELROTO THE SLOPE CONTOUR. W IMPROVE 501E CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP GAN BE CONSIDERED 0 -NARROW TRENCHES SHOULD DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS - INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT. Eerm Sand AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES oa 1101111.111 10 DESIGN GUIDELINES MO SHOULD BE DUG TO A DEPTH OF 5-TO 1-INCHES,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE. 14�g -SOIL RETENTION.RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT I j 10 mil:ask;lining -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD EX1�t a' Varies 1 EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. ;.Kr}` 1. PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A y I 4A • DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO 3.. ---- -CONSTRUCT 7RENGHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,SOIL TYPE, 'dIIIIC3 OTHER PORTIONS OF THE S17E WHERE FEASIBLE- 9.. -i 1 AND RAINFALL-THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES.LI -SOIL QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUSI ? -INSTALL THE WATTLES SNUGLY INTO THE 7RENGHES AND ABUT TIGHTLY END TO END.DD NOT OVERLAP THE ENDS. y }tJ Berm SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL,AT r-- _I_ -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. f_ PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE - ! 100 ruin- 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% C i J I ) ( s U Section Notes: AND INTO THE SOIL. • e 10 mi plastic lining �.,� .µYE I ,-,;_ \ ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. Plan Notes: WOODEN STAKES SHOULD BE APPROXIMATELY 314 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INCH REBAR GAN i y <- THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF s fii _ 1. Actual layout ALSO BE USED FOR STAKES. y� Q r'' • ‘-1 INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE al ‘)1 determined in -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING Install driveway >• .. ••--�� SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, Type "Below Grade" 2. A con ita# was ABOVE THE WATTLE. ehlveit itt ere is a {(y WHERE FEASIBLE. g sign shall be ins roadside ditch present 4"-8,quarryi \ 2-MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. z within 0 m of g ;11 3m Minimum temporary con MAINTENANCE STANDARDS spa0s .= ° 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS $ washout Today.• -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH 501E AND THOROUGHLY ENTRENCHED, /l A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING s ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. / ;' / f THE COMPOST SPECIFICATION FOR BMP T7.30: BIORETENTION CELLS,SWALEB,AND PLANTER BOXES(P.951),WITH THE <1/41" S y i°4rod frame �-, _ EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLIDS OR MANURE-THE COMPOST MUST ALSO HAVE AN e Ir searound fastenec -. . . _ _.. GeatexGle ...,,e....-,...,...:_'.,-..:-,--:::,:::: `. , 1 . . NITROGEN _,. ��" ORGANIC MATTER CONTENT OF 40%TO 65% AND A CARBON TO NITROGEN RATIO BELOW 25.1 THE CARBON TO / around en• tre RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND Si / stakes with hvo ..�fl I��I stakes .ire"-- (12m) i v�f -._ �>fr- \, LOWLANDS REGION. '� Varies - pl mil �+, `t f _,: B CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR plastit lining \ t'. f/ - : OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT i111 �� , d1 ,:;r' /// + 15' n. EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B,TESTING PARAMETERS,IN WAC 113-350-220. • lr \N'S. 'r Notes: * THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. 1 �- Stake /' 1. Driveway shah meet 12'minimum thickness J j (typ.) Straw ro0s must be /// the requirements of the � L IMPLEMENTATION OPTIONS:THE 501E QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE Section B-B placed along slope / 01 Adjacent rolls -f penniturg agency. METHODS LISTED BELOW: 10 mit plastic lining contours / shall tightly abut tt 1..LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. iV 1// 2. It a recommended that Provide full width 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM Two-stacked of ingress/egress r '/ , yr the entrance be CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. j 2x12 frame PlanV 1 J,+ ';+2•.t:. area m > wood frame V � � c'tE '� � crowned so that runoff 4„..- drains off the pad. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE 17 PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST IL d1 Type "Above Grade" with Wood Planks / tl ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- z a 15 W (t - - NOT TO S".d F /� 1 APPROVED"RATE DRAT A CUSTOM CALCULATED RATE. a n r -- -- """"- - -- - 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. 111 d tY'> 10'-25'(3-6m) \ MORE THAN ONE METHOD MAYBE USED ON DIFFERENT PORTIONS OF THE SAME SITE.SOIL THAT ALREADY MEETS THE Q Z 0• Z CI Figure II-4.1 .7a Figure 114.1 . I DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND 15 NOT COMPACTED,DOES NOT NEED TO BE AMENDED. J ' Z O w \ l Stabilized Construction Entrance C° a. m Concrete Washout Area -7/47-11\ 0 MAINTENANCE hl Revised June 2015 Revised Jerre 2015 Spacing depends y. s'- •AR TM E N T U F -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED,PROTECT FROM DEPARTMENT D F on soil type and 7� p COMPACTION,VEGETASUCH TION AFRND MULCH THE AMENDEDHINERY SOIL AREND AFTER EROSION.INSTALLATION. --------- -- e slope steepness -fi'/~ft' E LOGY ECOLOGY -- aaa��Vaa� 5edirrahve organic matter. Reese see hiplM�wiw.ecy wa.gav/eapyn`ghtM.ml for copyright notice including permissions. -PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. ry .please see httplhaw-w.ecy via gowtopynghLMm/far copyright notice mcktdi no plPgYssi and native seeds are 8ta1 ot ':::=s..r.ing`en limitation of liability,. arrd as.a -a;. %- State of 'Wasnrngton limitation of futility,and disclaimer. LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE 501E SURFACE TO REPLENISH ORGANIC MATTER. . \ .-,_- _ -_ -_._ 'q.*� captured behind the rolls. -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, v �- �� ,' RATHER THAN CONTINUING 70 IMPLEMENT FORMERLY ESTABLISHED PRACTICES. Z Q BMP C1230: SURFACE ROUGHENING �``�_ \. ® STORM DRAIN INLET PROTECTION I-40.20-00 Purpose: f I 1.SIZE THE BELOW INLET GRATE DEVICE(81GD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE Q BMP G233: SILT FENCE O ^� Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sediment 3S I �{ 2 trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a Oiler or other suitable equipment4 c____ -1)). 3'-5'(15-125rtmy 2-THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE - I_ on the contour or by leaving slopes in a roughened condition by not fine grading them. Use this BMP in conjunction with other BMPs such USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A o {- TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE FIGURE IY as seeding,mulching,or sodding. A 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. Z \ 6--10"Dia. 11-4.2.12 SILT FENCE(P.364)FOR DETAILS ON SILT FENCE CONSTRUCTION. W 0 CONDITIONS OF USE: N %li �- I200-24Inin i -All slopes steeper than 3H:1 V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. ` �'�rr.\ a I 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01,3(15). -I set -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. Litre Smoke ./`>•, "`t CONDITIONS OF USE '- N -Slopes with a stable rock face do not require roughening. i�� " - SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. v +L z -Slopes where mowing is planned should not be excessively roughened. .y��••- / `` SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF '` . n // ` / 1 c__. THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. II- V / Z s� �- f+ (25x 25ndn) _lie "rle Du..�aa� T5 . ` r'+''/r TRY 5 E ILL F NGE IS NOT INTENDED TO TREAT GONGENTRATED FLOWS NOR IS IT INTENDED TO TREAT SU85TANTIAL AMOUN V J ��rw.E. :,. ""`.`�`° OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. W - L ` NOTE. 1 s " DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN 1. Straw roil a lion requires the placement and secure slaking / °I ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. 0 Di �`�'a. �- r�" of the roil Siin a bench.3"-5"175-'25mmt Ceep.dug an 400tour. ° ca a A-- a �-z�_ Runoff must not be avowed to run under w aaurM rtl0. NOT TO SCALE �n�0�"s J 1L - a �.a- rasa a r ar . / 2 thillit J. G. c?- P�Z � , `ice Figure II-4.2611 .14 _� q, ��ftEr DU� � Joints in filter fabpncsh�t ced ;; �� j /- . a tle Use sta Yes,wire s ior s'�� n �� '' ) equivalent to attach fabric[o posts ----N, a 3 Vltattles ""� 2 7 2 by 1a Ga.vine or equivalent. L j h- !r;Nta- a'Hif `'3 �� Lei_ Revise°November 2015 / d standard strength fabric used I' lit* i I "a as-a. DEPARTMENT OF - ��' - --•-- _��r�y'�,�, �� z ra ECOLOGY t \,�14_ I ��y�'� Please see hftpJAwvw.ecy.cva.gdvkwpyngM.html for copyright no[iw mduding permissions. a A ' �^ ''� ' v �a State of Washington limitation of tiabigey. and disclaimer. - s J a�ra�` 9=�� g y p �`}a- G` O BMP G123: PLASTIC COVERING e i " ' �- 824 Tracking•with machinery u and diem a .a } w� tea. ra 'tea a a a ail. - the slope pr°vik. - -:wi0 \\ „� o `' cz o ¢�• catch seed,ra, iurroH. \ ca. cam. a� ca_ PURPOSE: r A: rX_ 411 f . • ouw re a a 'om PLASTIC • COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. - } ,, }k ``- '- y-"�-1` y sQea°=e - _^I 1/INICTIONIIIEW4` r\\n\l�\��\c\\��i,\\ii\� \ .i /\\/\ F\ \ e+-e °3vm Tracking CONDITIONS OF USE: rr r1` = a w PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, I ~e w p Minimum I 1 6I I 'max o EXCEPT AS STATED BELOW. pag 4"x4'trench L.-)• PSTIC IS PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY LA g=w i,�a,�tr�,", RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX ~ Post spacing may be increased w a`; �11t MONTHS)APPLICATIONS. to lt'if wire backing is used rx2'wood posts.steel 11:=I1=1L• GRATE fence Posts.or equivalent f i o o 1 II=U=Ik -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE -Rccruxmwr orate sRowhr-`l a'6 1- Ili-11=II=I µ _ =11=11. a- ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. o o y l4 o Nw�w En Il•e - s -PLASTIC SHEETING MAY RESULT IN INCRFASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE �-t'_1� W_z0. NH11lI 1fr f�=t=l, MEASURES TO COUNTERACT THE INCREASES.CREATING ATROUGH WITH WATTLE50R OTHER MATERIAL GAN CONVEYj hz ,r=11={1= - 2 dstandar wire or used r.i. ,,_11=11=N=N= GLEAN WATER AWAY FROM THESE AREAS. � �� d s febrb "x2'by 14 uiralent err�(I I -r. ,t- __ oOww 1iI Il =N=N=11= WHILE PLASTIC 15ENT ENEXPEN5IVERENCH TO PURGNHASEGTHE ADDED COSTKFILL ROLLED INSTALLATION,MC COVERING OADtNTENANGE,REMOVAL,AND l r,r _' _� 1:811`: _ -.7 5p 6^min 11=11=1r 0 ( __ =11-11- � Filerfebnc� �r I �mz�0 i35my (15Bmrtiy =11=1� DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. r / `,`r __ � f<I -. �Il_ -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE • ` " 61561 2Vf in rii rrtw o °p&Q �illl SLOPE.THESE MEASURES INCLUDE PLASTIC COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY GLEAN so Z 3 -r s I RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS-DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVERED 4 1 r 1. a (1 ¢,�,a Contour Furrows SLOPE WITH DIRTY RUNOFF FROM A PROJECT. ^/ V / BELOW Baer(IRATE SE�ACE , - OVERFLOW BYPASS Inn.) -.�\ I `�. wit ?- Maxirtwns .+ soil or/,"- .:.'...--.} rill - _ Sa native trench.4"- J '1 .I= ' 1.5'washed gravel ' • _' ifr 12" \ \ \/•' GINNER APPROVAL i lli=n ? p``']�n{�9J3 Minimum \�\'"ti, / Grooves will catch seed fendizk-., �� It• II=d' .�= I i �--v. MOBCAPS 4"x4"trench T41=11=11.=.h, a=11' fl-1 I t?� T^� INITIAL: . mulch-rainfall,and detxease runoff. P1i=.11JU.=kFt- r.=11-11=11=11 Q 11 11-411=A- at .II=11=11=II=1 U' 1C 1= �1I=11=11 PAGE: 1*11�- II ISOMETPo°VIEW cEMIF1CATERtl amens rxp woca posts.steel NOT TO SCALE T -. Ise -^- ��"- NOT T4 SCALE -e�..tr-.�.....== fence posts.or equivalent 0 Figure 11-4.1 .5 STORM DRAIN Surface Roughening by Tracking INLET PROTECTION Figure II-4.2.12 STANDARD PLAN 1-40.20-00 Silt Fence OF: and Contour Furrows ��'�' C' DEPARTMENT DF Revised i42O15 hN 7 Revised Octaber2014 Y,"F DEPARTMENT Of ., ECOLOGY ECOLOGY Please see hftpJhwr✓P.ecy.wa.g°w+tdpyrigM.Mrnt for copyright notice including pevmiiiorra, ..r...R+.awrr....r Pease see httpJAviaM•.ecy.wa.gov/copyrighZhtml for copyright notice including permissions. Stale of Washington limitation of liability. and disclaimer_ State of Washington Imitation of hanky. and disclaimer. STANDARD PLAN F- 10 . 12-03 - CONCRETE CURBS STANDARD PLAN F-80 . 10-04 - CONCRETE DRIVENAY ENTRANCE J. SYKORAI, GPED n ce J. STERLING VARIES(SEE CONTRACT) _ m FACE OF CURB ---� VARIES 12"TO 24" �-- FACE OF CURB FACE OF CURB FACE OF CURB BROOMED (SEE NOTE 1) VARIES(SEE CONTRACT) - w FINISH(TYP} 1BROOMED DRIVEWAY 1/4" = 1' U.N.U. VARIES - 812" I 6 12" VARIES FROM 6"(IN)70 0"(IPIJ- „� IFINISH (TYP.) i / 3/8"(IN) EXPANSION JOINT{TYP.) - .. 1" 10"TO 22" ?" I MAINTAIN 1H :6V SLOPE �� I CEMENT CONC. PEDESTRIAN CURB(TYP.) SEE STANDARD PLAN F-30.10 (SEE NOTE 1) ENTRANCE (SEE CONTRACT) 5112" 1" VARIES 1"(IN) ON SIDE OF CURB I (WHEN SPECIFIED IN CONTRACT)- SIDEWALK _ - E \ r . R )R_ RSEE STANDARD PLAN F-10.12 -jletkM1 &I .1 .1'.- '4itatewilWelllellela �� (TYP}• MATCH ROADWAY 1-(IN)R. I MATCH ROAAY MATCH ROAY //7^ 1/2"(IN)R. MATCH ROROWAY , SLOPE / 3/8"(IN)EXPANSION JOINT CEMENT CONC. SIDEWALK CEMENT CONCRETE -SLOPE / / SLOPE SLOPE 1/2"(IN)R. - 3"{IN)R. {TYP.)-SEE STANDARDSIDEWALK/ E 1l2"(IN) ROADWAY TYP.) PLAN F-30.10_./ 11 v in 112" IN R. a ' 1R"(INj ROADWAY1l2"(IN)R. ° . { ) R_ "� i ( R. MATCH SIDEWALK WIDTH -fil ROADWAY ' °" •; N ° .• ° . y \ I �O _��b_ ° ,. ..a rr,, j (SEE CONTRACT)/-w, ° n '_ v P` - ° • o `°. I b • . ' a u r1 ° ' Io FLUSHWITHGUTTERPANATCURB *Ij * (SEE CONTRACT) \ CY) m - I_ I O LRIP AT EDRITVEWAY E 1NTRa.ANCVERTICAL 11 112" 11 112" �` I f 1'-6" .I 0 - 1 6" j I \�� Fr" ."'I11 % ll 00 a Si aMMINO.111111111111111111111111111111111111111111111111 Ili (14D 0 DUAL-FACED CEMENT CONCRETE CEMENT CONCRETE DEPRESSED CURB SECTION r/ TRAFFIC CURB AND GUTTER I TRAFFIC CURB AND GUTTER I AT CURB RAMPS AND PLAN VIEW 0 J CEMENT CONCRETE CURB DRIVEWAY I DRIVEWAY ENTRANCES CEMENT CONCRETE AND GUTTER(SEE NOTE 3) TAPER(TYP.) DRIVEWAY ENTRANCE LTYPE 1 CURB AND GUTTER NOTES {TYP) (TYP) PLAN VIEW SIDE SLOPE(TYP.) (SEE NOTE 3) TYPE 2 ENCII) i 1. When the driveway width exceeds 15' (ft), construct a full depth 15'MAX. (SEE NOTE 6) VARIES 15'MAX. (SEE NOTE 6) expansion joint with 3/8" (in) joint filler along the driveway centerline. 112"(IN)LIP BETWEEN g 6, MC, TYP_) (SEE CONTRACT) (TYP.) ROADWAY GUTTER GRADE { See Standard Plan F-30.10. Construct expansion joints parallel BREAK GRADE GRADE BREAK, with the centerline as required at 15' (ft) maximum spacing when (SEE CONTRACT) (SEE CONTRACT) AND CURB,OR SEE 1!2" I R r 1 (IN)R. 6�� CEMENT CONCRETE NOTE _ BREAK NOT STEEPER THAN * * < driveway widths exceed 30' (ft). ` (N) { CURB RAMP, LANDING e * CONTRACT PLANS "� CEMENT CONCRETE OR 11F (IN)R. I --__� ROAD GRADE / �"..____.-. ;p ASPHALT CONCRETE 1•QM ORDRE Y 1. See Standard Plan F-30.10 for Curb Expansion and f '' SIDEWALK OR PATH VARIES FROM ! R Contraction Joint spacing and see Standard _ - 2. See Standard Plan F-30.10 for sidewalk details. 12"pN)R. (TYPJ DEPRESSED CURB AND b .,E- Specification Sections 8.0q and 9-04 for ., f _ GUTTER(SEE NOTE 3) 6'(IN)TO 0"(IN) ' . PEDESTRIAN RAMP 3. Curb and Gutter shown: see the Contract Plans for the ! ° ' ° ° . ,; addltlonal requirements. PEDESTRIAN RAMP a curb design specified. See Standard Plan F-10.12 for ,spy jb - a . - 6 d ° 1 Curb Details. (11:1 II 1 CEMENT CONCRETE �_ 3/8'(IN) EXPANSION JOINT(TYP.)- DRIVEWAY J. 3l8"(IN)PADJACENTREMOLDED JOINT TILLER �•3/0"(IN) PREMOLDED SIDEWALK(TYP.) v SECTION O SEE STANDARD PLAN F-30.10 4. Avoid placing drainage structures, junction boxes (SEE NOTE 7) SIDEWALK DRIVEWAY RAMP w (WHEN TO CEMENT JOINT FILLER or other obstructions in front of drivewayentrances. CONCRETE SIDEWAI-K) 3i8"(IN) EXPANSION JOINT{TYP.}- 1/2"(IN)LIP BETWEEN SEE STANDARD PLAN F-30.10 SECTION O ROADWAY GUTTER 5. Where "GRADE BREAK" is called out. the entire length of the g CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE PEDESTRIAN CURB (SEE CONTRACT) (SEE CONTRACT) AND CURB(OR SEE line between the two adjacent surface planes shall be flush. NDCURCONTRACT) LEGEND t/2"(IN)R. 6. The Pedestrian Ramp length is not required to exceedl5 feet AT CURB RAMPS, LANDINGS, p DEPRESSED CURB (unless otherwise shown in the Contract Plans). When applying - SLOPE IN EITHER DIRECTION <WI AND DRIVEWAY ENTRANCES ) CONT aAND GUTTER the 15-foot max. length (measured from back of sidewalk) the15%OR FLATTER RECOMMENDED FOR--a- � * m (SEE NOTE 3) rDnning slope of the pedestrian ramp is allowed to exceed ti.3%. * DESIGN/FORMWORK(2%MAX.) IRI + Use a single constant slope from bottom of ramp to top of 7.5%OR FLATTER RECOMMENDED FOR CJG®lT 24°l G Q A (`� DRIVEWAY RAMM - .•.-- ramp to match into the sidewalk over a horizontal distance * * DESIGN/FORMWORK(8.3%MAX.) / y WA,rgI �� ii a of 15 feet. e� zi Q� / ^ 3/6"(IN)EXPANSION JOINT(TYP.)- (SEE •NOTE 6) 4'�R 1 '7�y''� ic Z �s mil, 'p' DRIVEWAY SEE STANDARD PLAN F-30.10 FACE OF CURB FACE OF CURB FACE OF CURB ,g h '� -. (SEE NOTE 7) 7. Beyond limits shown. Pay item does not include driveway. I/ LT( VARIES 12"TO 24" FACE OF CURB ✓ I U 0 O See Contract Plans. r , 7 1(4" rTi "'1 o SECTION B "CEMENT CONCRETE DRIVEWAY ,q sl _. ac VARIES 6 1/2" ENTRANCE TYPE 2"PAY LIMITS • t Q+ 1" 1U'TO 22" 1" c %1 n C"� aim z 4j CONTRACTION JOINT(TYP.)- SEE STANDARD PLAN F-30.10 OA �E+ 2eFi80R4� Q�' V (SEE OONTRACT} 8 1!2• 1" 1 1 tIM R' O ® 34363 QO 44 W "CEMENT CONCRETE DRIVEWAY FOR RAMP LENGTHS GREATER THAN 8'-0"PROVIDE ES ei STB �j1 TN Q �� Ap)STg� �� LL ENTRANCE TYPE 1"PAY LIMITS CONTRACTION JOINT EQUALLY SPACED 4'- MIN OC. SIGNAL F'* aL 0 1"(IN) R. t"(IN)R. 12"(IN) R. t"(IN)R. i/2"(IN) R / arS r�' lika` CO 1) Y Cr c ROADWAY ROADWAY • ' e , a ROADWAY z ( ENOTE111II22U1�4:2G PM .- ' o ° . , m ROADWAY .,-„ Harry,I'A ¢ DRIVEWAY /,�-' to CP DRIVEWAY _ _ I . . of _ °� S ° . ;/, • May62014131PTvt o sE n / I (SEE NOTE 7) cr/ t / CEMENTCONCRETEE IL w `- \ \� ° . DRIVEWAY ENTRANCE z tn sit i Lir . ° , . . CEMENT CONCRE CURBS ` r; r/ - o "' I- 1,,-, cG- °, , . . ° CL 4000 CONCRETE TYPES 1, 2, 3, A 4 (X D x 1')_'CL 4000 CONCRETE` PER STANDARD SPEC.8-06.3 STANDARD PLAN F-80.10-04 U1 aI • ° . . . a 1 ° D • STANDARD PLAN R-1O. 3 PER STANDARD SPEC.B-08.3lI` /. ii, SHEET 1 OF 1 SHEEr \ r k SHEET t OF 2 SHEETS Q J • Z Z W 1 3!4" 1 3t4" �- 1 8114• B 1/4" JI - / `. Ca,maI:.xn � x 0-- d 0. _ II" APPROVED FOR PUBLICATION / APPROVED FOR PVBLICATION Q = Bekuuch,Pisa) / / �� 9afaten, Ni 1415:A142'PM a/ `{yam Iun 1120N 125 PM /� / SIA 1L Dt51DN LtG NUR �+' STARRESGNENGINEER \ ISOMETRIC VIEW ISOMETRIC VIEW + Washington State Department of Transportation DUAL-FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT .w.m:y.. . Dep.nmerdMTtmp.eaGen -; t �J T CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB TYPE 1 - PAY LIMITS TYPE 2 PAY LIMITS V N d, STANDARD PLAN F-30 . 10-03 - CONCRETE S I D EV%1ALKS 0 Z CI tu II- 0" B" SIDEWALK SEE © 6 1l2" ---- _^ _ FOR SIDE TREATMENT SIDEWALK 6 1!2" Z ' ` ' I� (SEE CONTRACT) CONTRACTION FACE OF CURB v , 1'-0" 1..a. SEE OTHER SIDEWALK SECTIONS (SEE CONTRACT) JOINT 5 1!2" 1" al ROUNDING 2.0°4 1 1/?(IN) R. (TYP.) CURB NOT INCLUDED IN BID ITEM- 1)7(IN)R(TYP.) - v O z_s%Max` ;PiA ° 1 v z r vl 2.0%MAX SEE STANDARD PLAN F70.12 a '1"ON)R. b ROADWAY "C Ore • SEE RAISED EDGE 318"ON) PREMOLDED '.T • SEE CURB FACE DETAIL •� '. ° ;` 1J ` / --I DETAIL-THIS SHEET JOINT FILLER . . ° 1` Y e LU et WITH RAISED EDGE MONOLITHIC CEMENT CONCRETE t TFOP OF CONCRETE NADE CREE(ISURFACE CURB O TOP OF CONCRETE SURFACE CURB AND SIDEWALK 8" s 12' r O ^�I 7-0' NOTE i-�a tu SIDEWALK . MIN. (SEE CONTRACT) CURB FACE DETAIL 1'-D" 1'-6' LU 1. Four feet of the sidewalk width shall be the minimum pedestrian accessible ROUNDING (- 112"(IN)R. (TYP) CURB NOT INCLUDED IN BID ITEM- route free of vertical and horizontal obstructions. Gratings, Access Covers, EXTEND SIDEWALK TRANSVERSE EXPANSION -t 2.0% / 1 MAX0% " -L SEE STANDARD PLAN F-10.12 Junction Boxes, Cable Vaults, Pull Bons and other appurtenances within the JOINTS TO INCLUDE CURB(FULL DEPTH) LLI} ,- -- sidewalk must have slip resistant surfaces, be flush with surface, and match r ' grade of the sidewalk. t- e'� 0 3/8"(IN) 2 Vt.p� ' •PREMOLDED WALL OR BARRIER - JOINT FILLER ADJACENT TO CURB SIDEWALK (STEEP FILL SLOPES) BROOMED FINISH(TYP.) `- f I w"O 1'-0' SIDEWALK 1/2"(IN)R 0° 4"(IN)WIDE,SMOOTH-TROWELED oywp 0 AU.CUT MIN. (SEE CONTRACT) f�° PERIMETER ` tarn o SLOPES "0° < CEMENT CONCRETE CURB r ,a o W <w�a . J1/7'(IN) R(TYP.) I�igial G (CURB AND GUTTER SHOWN) 2koiF r j CURB NOT INCLUDED IN BID ITEM- NOT INCLUDED IN BID ITEM > ,,,Q„o K ,F, m "+� ! v i 2.0%MAX. i SEE STANDARD PLAN F-I0.12 318"(IN) PREMOLDED oa \\ � ► SEE STANDARD PLAN F.10.12 i W< w OR _I JOINT FILLER Al" \ pin RA' -6013/8'(IN)PREMOLDED JOINT FILLER a.3r SIDEWALK ADJACENT TO WALL DETAIL ��- / Q O p a a ADJACENT TO CURB , LY paEoa BRIDGE OR PEDESTRIAN �'�' ` oozooRAILING \ . a"'u�'a' CONTRACTION JOINT HiN- IN SIDEWALK ONLY - ozoQz �� aU BARRIER-SEE SIDEWALK CONTRACT PLANS-`yr �� (SEE CONTRACT) LEVEL 1 112' ' ''Q(PANSION JOIN BOTH p A'f°RIe En Q "�_"�BOO V r 'rb CURB AND SIDEWALK a G=_ 1 1!?"(IN) R(TYP.) 1r1"(IN)R. fFrj � 4� IVil NAsyi 9 Zm o+ CURB NOT INCLUDED IN BID ITEM- r{a Y'�' e`" `� FLUSH ' - SEE STANDARD PLAN F-10,12 a � & y y "� � < 0 0 0$r 'v 2.0%MAXI / i -II Winielltaninlaajle®®1 SI V(IN) It liallit- r> ttwDVERTICAL MALL- 318'iIM PREMOLDED -///��4 ,. • M�AND�R�N '� � oSEE DETAIL JOINT FILLER(TYP.) t JOIN DETAILINISH 7'a, 4,..363�40 �'rC'�ADJACENT TO CURB AND RAIUNG OR WALL S Tt 1 RAISED EDGE DETAIL �SIONAL '" DINNER APPROVAL EXTEND SIDEWALK TRANSVERSE Harry.3'-0"MIN. JOINTS TO INCLUDE RAISED EDGE -/. . ` May6 2014 3:41 PM FOR SIDE TREATMENT _ SIDEWALK _ BUFFER STRIP INITIAL: SEE OTHER SIDEWALK (SEE CONTRACT) (SEE CONTRACT) 1•1318" • Mr TO 1/4" CEMENT CONCRETE PAGE: SECTIONS lip J> "P 2 0%MAX 1�IN)R. CURB NOT INCLUDED IN BID ITEM- SIDEWALK v SEE STANDARD PLAN F.10.12 ° . r• ' A .° STANDARD PLAN F-30.10-03 4 °9 O4 •n ' �� O - SHEET 1 OF 9 SHEET FINISHED GRADE 1"(IN)BELOW TOP OF CONCRETE n ��7 � �� A APPROVED FOR PUBLICATION SURFACE FOR PLANTING-FLUSH IF PAVED 74--a '�•`d°�'�' Wt1n 7111.1 a OF: PREMOLDED r la"tl vnn e�s PM JOINT FILLER STATE DESIGN ENGINEER ANL ADJACENT TO BUFFER STRIP 0 EXPANSION JOINT 0 CONTRACTION JOINT wiiwshin$eu See. n1 et T...Ppoda an 1500 E.College Way#515 Tim K. Garrison, P.E. Mount Vernon,WA 98273 Phone: (360)708-1865 Consulting Engineer timg@BuildersEngineer.com Structural Analysis: New IIome at 3716 Leeward Lane, Anacortes, WA Client: Stefan Hendricks CCI Job Number: T17050 Building Design:Jim Sykora, Strandberg Date: July 21, 2017 Homes 4L, ic,t,- 0 wAR* D [E g 120 W � k., ...4 ,,,, ,.., AUG 1 1 2017 Icy fe ,, ill l f a CITY OF ANACORTES A‘!OVAL 5/7/17 worm tow s, INDEX: Design Sketches and Callouts SK1 —SK8 , CO1 —CO8 Standard Specifications. B--H Calculations. C 1 —C30 Total No. of pages excluding cover sheet: 53 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. 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I k I GONGRE-r-.FOOT.ING I ; I I INSTALL ER° MANUFACTURERS RECOMMENDATIONS. ------ ----_--- �•} I Li I ;p 3 ?I'K'p�"'C'ONGRE•SE-F60'T NG � r B}tR•EAF,$-$LAY JI SLAB THICKNESS:USE 4"MINIMUM TOTAL LIVING AREA: 4',65 / SO.FT. Q _ 7 3} REBAR•EAGH1MAY "1! !REINFORCEMENT: USE ANY OF THE FOLLOWING: _-` ' - ---" -- «- _�.�•.�._,1'r•.-+-1 T-•-I 3'-1'-----4.- --•1'-9'-�4.. 1'a• 0.4" 4%5 I 2'-^` II�� -}4INIMUM Ua, REBAR AT 24-O.G. EACH WAY CENTERED IN SLAB. ' GARAGE 614 5Q.FT. 1 ;4 I 'J L_ T — --• —•..--- —" ... J L. ---. — • �-- -, I ff I L.— — L_, 1-WELDED WIRE FABRIC,MINIMUM W2.4 X,6 X 616 Ga)CENTERED IN SLAB SPLICES OVERLAY b"MIN. ' - -� 1 �b9' r ? 1 IV • >i 1 >-):tYIGONGRETE F007 6Kr in § n 1 I - a ' I rIQERMESH PER vANUFAGTURERS RECOMMENDATION. 1 ry -HELIX MICRO REBAR, MIN 5L85 PER CUBIC YARD. �' COVERED ENTRY 18 SQ.FT. I I — s — — -L, - - - salsa. - •— a. ,�• .•,�„ J- L- .-+ ;.. I I CONTROL JOINTS: MAXIMUM RECOMMENDED SPACE=6'O.0 EACH WAY. THIS IS A NON STRUCTURAL ITEM AND MAY BE CHANGED OR OMITTED BY . ir I ? b 4__ _ 1cWNER. COVERED DECK 262 SQ.FT. ,q 1 Gi.4 _I�� -- • - - --- --------------I _ r d _ I,I L b.-1. a 3'-i• 3•.9• , _2•-0•_ 4•.5^ - I'-0-- -10•.a'� , 1`� -� !VAPOR BARRIER:USE MINIMUM 6 MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. I �ATIO- 1 S5 SQ.FT, 1. 3 `, I .I 1 . I t `i� �7 L- - - - -• - - - � AVi 1 !I !V!V y a, } —r1 i I r y� r f� ;�nPAOSB - ' 1 � � cr 655QFr n r t r- -- --� I I BASEMENT SLAS QJ P>x:\SCl.:Xl4}C••�U.:<SC:�: :*: :j4W:�Sf:}cW: ' ,!.' .'UC:S.X?:W V :sr-' =.1" 1 q +. I , o I: `" ' s' `; .- t b' 167 9 SO FT �, I - • • - BUGKOUT FOR ' 5 4 1 I z I _GARAGE DOOR A4 w 1 —s1'c 9'E" 3'-0' J -- I — —I 1 I Iar I- I ripliki‘.‘"Wai I Fa I i • _ 33, - - ' .. SLOPE GARAGE FLOOR .' T �`4 • P GFcAWL5PAGE VENTILATION �, I I - `> I ,�I ! • a —___• - o b - / ry 24"x 24"x 24"FOOTINGS • . . . • GRAYNLSPAGE AREA: 155 50.FT L tj I 3 A4 I-`.,----1/ T r, - n i r_A4 1 i I _ 4-4--( 1ta'5tr-Ar a•EA PthY - 155 1150= 1.03 5Q FT OF VENT IS REQUIRED. `� r -��_ :---_ o I v I 4. I I .� NO I Y I ® I Q I �-= -' {_ - - - -a - - _SLANT TOP OF FOOTING. _.(j.. s i•r 1 �•1 - • _ - USING.E X 16 FOUNI"),'•`1✓N•:E.wrs,2 VENTS ARE I j c I n I 1 I ;,, I y I � I :1 r-J �_ I r,- - 1-1 r , I ` 54 b.•1AJ REQUIRED. ONE St.CH'VENTILATING OPENING I 70'-;----4- "t 5'•3' 1°r'• 3'-0'-1-+ 2-^ I` 4'-9' 2'-0' 7V-- J_ a•.0•.-..:_..- a•-0' '•10 — LJ '--• -- I) 5HA LL BE 1NITHI V 3?c=T OF EACH CORNER OF I I m i .I, 1 t1�• a 1~V-4• t t 1 I - • STUDIO SLAB GAR' GE THE BUILDING 15IRC -Race ( 1 I I. I " _ r � 4JJ / GONLR_TE-' 1 364 SO2 FT 5b9 5Q FT FINAL LOCATIONS o= FOUNDATION ION VENTS TO BE q {I I 1 I- - T - -� S t!q ;FOOTING • 1 DETERMINED ON 317E 11 A 1 - I ,,,� ce, L J i y I�� n 1�I T' I ��,, tt , IiI I �'`A�4 , f I- - ' - , 27•.b•- 1�- - I'`=2112' 4 1.° L { b'-4112- .I.1'r^�--a.T-S'.t..!-3'•i t' _ .1'�` 7V--�-' , • ` - 7'•_2»_ __._- 4.----_ 19%4' -1 -1'- •I' . { I x" I I 0�10-r.—I--- _vita- 0'3 7!2 ! �[ • 1 - - — - _ _ _ _ — _ --# 1llb//_ L°J I� _LJ I = h of . E I 7- I If r. 7,1 CLIC II A _ 1( ,A4±-S Q I IrGRrWVLSP.AG'c ACCESS I of ` 6� em -; 1-� __ i I� S jLOPE GARAGE FLOOR- i I rf (� A4 4 / �� j• 6 MILL. 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YLn,Ni TM.•' � .••, l Structural Shear Wall Callouts©—Copyright ConstructionCalc,Inc (CCI) Typical Shea Wall Callout Symbol j This symbol indicates a de icated shear wall or panel,the type per callout below. e_____--- Walls without this symbol re not dedicated shear walls-use code-standard construction. 1PW Min length of shear p el,ft. 3.4 4 If"W",construct entir Wall per this callow,with minimum individual panel lengths indicated on plan. If"NS",means Not a Shear Wall.Build per code minimum. 1 I 1 Sill IBot ' anchor Stud Top of plate to max Capa- I unbrac• Stud Nail Edge Sill Block- Top of wall fram- spc'g/ city, Nails ed Stud mat'l /Field Top plate& ing at wall conn to ing, min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- conn to perpen- max. Mud sill embed- Call- ! seis, ing, Sides of screws, max., max., , size, std st'l Stud Plate, splice, w/edge ported parallel dicular spc'g, anchor to ment, out 'Eh,plf min. wall size ft. in. 1 min. specs) spac'g,in. min. min. nail'g edges framing framing in. concrete in. 1 10 24 2x4 Sawn 6/6@24 Con't 6/12@16 Con't sheathing 5/8"j- one, sheathing +blkg or bolt or 7/16" either 12 16 2x6 Sawn 6/12@l6 48"lap or A34 H2.5 or 5/8"Titen 1PW 168/ OSB or side, 8d 2-2x4 w/8- 2x NA or LTP4 SDWC- 16d @ 6 HD,w/3" 72/4 120 plywo- apply 16d at 36" 15600, wshr.Or od directly 16 12 2x6 Sawn 6/12@12 to studs max. See @ 24" MASA or 0 max. See MASAP 22 12 1.75x5.5 LVL 6/12@12 1D2 2PW 350/ (same) (same) (same) (same) (same) (same) (same) 4/12@16 (same) (same) (same) 2x (same) (same) 16d @ 4 (same) 36/4 1 10 24 2x4 Sawn 5/8"j- bolt or 5d for 48" lap 5/8"Titen 5GW 220/ 1/2" or both 1/2";6d 14 16 2x4 Sawn 4/4@24 2-2x4 w/8- 2x NA (same) (same) 16d @ 6 HD,w/3" 72/4 220 5/8"gyp for 5/8" 4/4@16 16d wshr.Or MASA or 16 16 2x6 Sawn 1 MASAP 1 n E Gc�Z Structural Callouts©—Copyright ConstructionCalc, Inc (CCI) 0 PA Per Architect * Structural Item:This item and related connectors shall be per architect/designer. 7 SW Simpson Strong Wall SB-Upper Level Detail * Strong Wall: Use SWSB24. Width=24".Height,see below. Height:Bottom plate to bottom of header beam.Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on D5 SWSB. * Alignment and King Studs:Nail 1.75x7.25 LVL to each side of SWSB with 16d @ 3"OC,staggered.LVL forms edge of rough opening.Remainder of wall section may be filled in with standard framing. _ Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Header beam to extend over entire Strong Wall. D7 - Connect outside of SWSB with portal straps SWSB-PS. _ - Connect header beam to SWSB with SDS screws that come with the SWSB. - At midpoint of SWSB connect top of SWSB to bottom of header with HSLQ37. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection: Connect to 8SW below with MSK24 kit. D5 - Slot top plate of wall below as necessary to insert MSK24 holdowns. 8 SW Simpson Strong Wall SB-Lower Level * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment and King Studs:Nail 1.75x5.5 LVL to each side of SWSB with 16d @ 3"OC,staggered.LVL forms edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. - Also use WSW-TOW24KT plate on outside. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread, 1"diameter,extended to footing bottom rebar and use double * nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,SWSB-RT. 9 SW Simpson Strong Wall SB * Strong Wall: Use SWSB18. Width= 18".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB.Okay to hang floor joist on SWSB. * Alignment at Window or Door:Nail 2x trimmer to SWSB for header support.Trimmer creates edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection: Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread,7/8"diameter,extended to footing bottom rebar and use * double nut and 3"x .25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template, SWSB- RT. G�i 11 RD Roof Diaphragm * Shear Capacity:Good for Eh=230 plf-seismic;Eh=322 plf-wind.Max aspect ratio=3:1. * Framing:Trusses or rafters:2x at 24"OC,max. * Framing Connection at Support: - Where connected to shear wall,connect per shear wall callout-top of wall. - Where trusses or rafters connect to beam,use H2.5,or A34 with screws,or similar,typ. - At ledger,connect per ledger callout. * Sheathing:7/16"min.,OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) Nailing:Use 8d at 6"edges, 12"field. * Blocking:Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm * Sheathing:With joists at 24"or 19.2"OC,use min.,24 oc rated, APA Sturd-I-Floor;either 3/4" species group 1,or 8"species group 4.Maybe OSB or plywood.Gd f0 psf, L @ L/360 ft. * Sheath7/ing:With joists at 16"OC,use min., 16 oc ratedoo, APA or Stur13d-I-FloorT ,min., 1de9/32"thick.May be OSB or plywood.Good for 245 psf TL @ L/360 deft. * Sheathing Layout: Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans,with the long dimension across supports. * Nailing: Glue,and connect with 10d ring shank nails or#9 screws,at 6" edges, 12"field. Blocking:not required except at supports(beams)and connections to shear walls below. 14 SW Simpson Strong Wall SB-Upper Level Detail * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height:Bottom plate to bottom of header beam.Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on D5 SWSB. * Alignment and King Studs:Nail 2x6 to each side of SWSB with 16d @ 3"OC,staggered. Stud forms edge of rough opening.Remainder of wall section may be filled in with standard framing. Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Header beam to extend over entire Strong Wall. - Connect outside of SWSB with portal straps SWSB-PS. - Connect header beam to SWSB with SDS screws that come with the SWSB. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection: Connect to 15SW below with MSK24 kit. D5 - Slot top plate of wall below as necessary to insert MSK24 holdowns. C.0 4 15 SW Simpson Strong Wall SB-Lower Level * Strong Wall: Use SWSB24. Width=24".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment and King Studs:Nail 2x6 to each side of SWSB with 16d @ 3"OC,staggered. Stud forms edge of rough opening.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. - Also use WSW-TOW24KT plate on outside. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread, 1"diameter,extended to footing bottom rebar and use double * nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template, SWSB-RT. 17 HD Alt 1-Holdown-Embedded Strap Type. * Min. Capacity:Good for 2185 lb uplift. Holdown:Use LSTHD8 for no rim joist condition. - For rim joist condition use LSTHD8RJ. Nails:Use 16, 16d to full-height stud as follows. Stud:Use larger of:king stud as spec'd elsewhere;or choice of 2-2x,3x,or 4x. Alt 2-Holdown-Bolt Type * Holdown:Use HDU2. * Lags:Use 6 SDS 1/4 x 2.5 to full-height stud per above Anchor Bolt: If wet set,use 5/8"diameter SSTB 16,or 5/8"all-thread with nut and 3"washer on embedded end. * Min embedment= 12".If too long to fit in footing,bend 90-degrees at bottom of footing,maintain 3"cover at bottom of footing. - If rotohammer,use 5/8"Titen HD or all thread&epoxy,with 6"min concrete embedment,centered in stem wall. 18 SW Simpson Strong Wall SB-Upper Level Detail * Strong Wall: Use SWSB12. Width= 12".Height,see below. * Height: Bottom plate to bottom of header beam.Okay to order SWSB long and cut to height as necessary. SWSB sits on MSK24 kit bearing plate directly on top plate of wall below.Affected floor joists may hang on D5 - SWSB. * Alignment:Trimmers or king studs optional. SWSB may form edge of rough opening.Remainder of wall section may be filled in with standard framing. _ Position SWSB to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Header beam to extend over entire Strong Wall. - Connect outside of SWSB with portal straps SWSB-PS. - Connect header beam to SWSB with SDS screws that come with the SWSB. * Sheathing: Sheathe header,SWSB,and wall,from mud sill to roof similar to 2PW. * Bottom Connection:Connect to 19SW below with MSK12 kit. D5 - Slot top plate of wall below as necessary to insert MSK12 holdowns. Goya 19 SW Simpson Strong Wall SB-Lower Level * Strong Wall: Use SWSB12. Width=12".Height,see below. * Height: Foundation to top plate.Okay to order SWSB long and cut to height as necessary.Note SWSB sits directly on foundation;wall and floor to frame around SWSB. * Alignment:Align this SWSB directy below SWSB above.Remainder of wall section may be filled in with standard framing. - Position to align with outside(exterior)face of studs. Shim as necessary to flush up with remainder of wall. * Top Connection:Connect top of SWSB to double top plate with SDS connectors that come with the SWSB. * Sheathing: Sheathe header, SWSB,and wall,from mud sill to roof similar to 2PW. Bottom Connection:Anchor bolts,use all-thread,7/8" diameter,extended to footing bottom rebar and use double nut and 3"x.25"washer on embedded end. Suggest using Strong Wall SB Anchor Bolt template,SWSB- RT. 20 H Header * Header:use min:2x6,tall dimension vertical in"L"configuration.Or use min.,2-2x6,or 4x6. - For"L" configuration,connect vertical header member to flat 2x with 16d @ 4"OC. * Trimmer: (a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. * King Stud:full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 21 H Header * Header:use min:2x10,tall dimension vertical in"L"configuration.Or use min.,2-2x8,or 4x8. - For"L"configuration,connect vertical header member to flat 2x with 16d @ 4"OC. * Trimmer: (a.k.a.,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. - As alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 lb.,FC6 good for 1010 lb.) • King Stud:full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 22 H Header * Header:use min:2-2x8;or 4x8. * Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end. * King stud: full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 23 H Header * Header:use min:2-2x10; or 4x10. * Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or concealed flange hanger,each end. * King stud:full height bottom plate to top plate: - Openings wider than 5',use min.,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 25 H Header at Strong Wall SB * Header:Use min.,6.75x10.5 glulam or PSL. * Length:This header to span from exterior wall to exterior wall,approximately 21'. Bearing:Bear on 7SW-see that callout for connection. C.,06 26 H Header at Strong Wall SB * Header:Use min.,5x12 glulam or PSL. * Length:This header to span between 8SW's. * Bearing:Bear on 8SW with min.,HUCQ 5.25x11. 27 H Header * Header:Use min.,6x10. * Length:This header to span from exterior wall to exterior wall,approximately 9'. * Bearing:Bear at corners on min., 1 trimmer;or HUC hanger to king stud(s). 28 H Header at Strong Wall SB * Header:Use min.,5x10.5 glulam or PSL. * Length:This header to span from exterior wall to exterior wall,approximately 13'. * Bearing:Bear on 14SW-see that callout for connection. - At other end bear two,2x king studs. Connect king studs to header with 2,L50. 29 H I Header at Strong Wall SB * Header:Use min.,3x10.5 or 5x9 glulam or PSL. * Length:This header to span between 15SW and trimmer/king stud,approximately 8.5'. * Bearing:Bear on 15SW with min.,HUCQ - At other end bear on 1,2x trimmer+2 king studs. 30 B Beam Beam:Use min.,4x6. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. 31 H Header at Strong Wall SB • Header:Use min.,5x12 glulam or PSL. * Length:This header to span from exterior wall to exterior wall,approximately 16'. * Bearing:Bear on 18SW-see that callout for connection. 32 H Header * Header:use min: 2-2x8;or 4x8. * Trimmer: (a.k.a.,Jack Stud)use min., 1-2x,or HUCQ. * King stud:full height bottom plate to top plate: - Openings wider than 5',use min..,2-2x,each end. - Openings 5'wide and less,use min., 1-2x,each end. 33 B Beam * Beam:Use min.,3x12 or 5x9 glulam or PSL. * Connection to Post:Use PC,AC,CCQ,HUC,cleats,or similar. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs or 4x under beam ends. 34 B Beam-Hang on Other Beam's End. * Beam:Use glulam or PSL or LVL,min. 5x10.5. * Connection to Beam:Use HUCQ;or WPU,HWU or GLT w/top flange offset. 35 B Beam-Cantilever with Backspan in Framed Wall. * Beam:Use glulam or PSL or LVL,min.5.125x21. * Bearing.Beam backsapn to be placed on wall top plate of lower wall and use the following: - At cantilever end ensure min.,3 studs,or 4x6,or SWSB. - At backspan end,ensure min.,3 studs or 4x6. Sheathing: Shear wall sheathing to be nailed to beam with edge nailing. 36 B Beam-Cantilever with Backspan in Framed Wall. * Beam: Use glulam or PSL or LVL,min. 5.125x21. • * Bearing.Beam backsapn to be placed on wall top plate of lower wall and use the following: - At cantilever end ensure min.,3 studs,or 4x6,or SWSB. - At backspan end,ensure min.,3 studs or 4x6. 37 B Beam-Hang on Other Beam * Beam:Use glulam or PSL or LVL,min.5x15 or 6.75x13.5. * Connection to Beam:Use HHGU. 38 B Beam * Beam:Use min.,5x10.5 glulam or PSL. Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs or 4x under beam ends. 39 B Beam * Beam:Use min.,4x8 DF or 1.75x11.8 LVL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3". At framed wall use min., 1 stud under beam ends. 40 B Beam * Beam:Use min.,5x9 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. 41 H Header * 'Header:use min:5x12 glulam or PSL. * Trimmer: (a.k.a.,Jack Stud)use min.,2-2x,each end. * King stud: full height bottom plate to top plate,3-2x each end. 42 J Joist Below Fireplace. * Joist:Use min., 1.75 x 11.8 LVL at 16"QC. 43 B Beam * Beam:Use min.,6.75x15 or 5x18 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,4 studs under beam ends. 44 B Beam * 1 Beam:Use min.,2.6 x 11.8 glulam or PSL. * Connection to Wall: Min bearing length on top plate,beam pocket,mud sill,etc.=3".At framed wall use min.,2 studs under beam ends. ea7 65 L Ledger-Roof Diaphragm Detail Ledger-Roof Framing Perpendicular:Use 2x or LVL ledger,min height to match rafters.Apply ledger over wall sheathing. * Ledger-Roof Framing Parallel:Ledger may be top chord of truss or last rafter or similar.Ledger to be placed against wall sheathing. * Ledger Connection: If connecting to rim or header,use SDS,or LedgerLOK at max 9"OC. - If connecting to studs,use 2, SDS or LedgerLOK per stud. D3 - Length of SDS or LedgerLOK=full depth penetration into rim,or 2.5"min embedment into solid framing. Min end distance of connector to end of ledger or splice= 1".Min edge distance to top or bottom of ledger= 1.8" * Roof Diaphragm:Connect roof diaphragm to ledger with 8d ring shank or screws at 3"OC. 66 L Ledger-Deck Joists to Rim. * Ledger:Use min.,2x,PT ledger,at least as tall as joists. Ledger Connection: Connect to rim with SDS or LedgerLOK at max.,9"OC and within 3" of ends and splices. - SDS or LedgerLOK to be of length necessary for full penetration in rim, 1.5"min. * Joist Connection:Connect joist to ledger with U or LU hanger. 71 P Post * Post:Use min.,2 studs or 4x4 under point load above. 71 P Post * Post:Use min.,3 studs or 4x6 under point load above. 75 P Post-Mullion * Post:Use min.,3, 1.75x 7.25 LVLs,or 5.25x7.25 glulam or PSL column. - This post is continuous from bottom plate to upper window header,25H. * Top Connection:Connect to 25H with 2,L70. * Bottom Connection: Connect to bottom plate with 2,L70. 76 P Post-Mullion * Post:Use min.,2, 1.75x 5.5 LVLs,or 3x5.5 glulam or PSL column. - This post is continuous from bottom plate to upper window header,27H. _ - Stair landing must connect to this post to provide lateral(out of plane)support. * Top Connection: Connect to 27H with 2,L50. * Bottom Connection: Connect to bottom plate with 2,L50. 77 P Post-Mullion * Post:Use min.,3,2x6 or 2, 1.75x5.5 LVL. - This post is continuous from bottom plate to upper window header,28H. * Top Connection:Connect to 28H with 2,L50. * Bottom Connection: Connect to bottom plate with 2,L50. 5 Standard Structural Specifications© — Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. LIMITED SCOPE OF CONSULTANT'S WORK: Consultant.The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc,Inc.,hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single- family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Exterior wall w/cultured stone dead: 25 O Roof+ceiling dead: 15 psf psf. O Roof snow: 25 psf 0 Interior wall dead: 7 psf O Floor live:40 psf 0 Seismic Factors: Ss= 1.097, S1=0.436 O Floor dead,carpet,tile,wood: 15 psf 0 Seismic Des Category: "D" O Floor dead, 1.5"gyperete: 27 psf. 0 Wind Exposure `D', 3-sec gust: 120 mph. O Deck live: 40 psf O Assumed allowable soil bearing pressure: O Deck dead: 10 psf. 1,500 psf. O Exterior wall dead: 10 psf SINGLE PROJECT: The calculations, drawings,notes, specifications, and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls,roofs,beams,columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary- C 1 supporting devices with a qualified person.Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity,liquefaction potential, slope stability,active and passive lateral pressures, internal friction angle, and cohesion.In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Non-Structural Fill: "Non-Structural Fill"is soil(native or imported)without: organic materials;rocks and lumps greater than 3" in any dimension;trash; and the like.If used as compacted fill, it must be compacted per the following section. Compaction:Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical (vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter,compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes, catch basins,manholes,etc.)use structural fill around the structure.Carefully place and compact to 95%relative compaction under and around all pipes. 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". Foundations,Footings on Rock: Where footings bear on rock,clean the rock free of dirt,moss, debris,or other deleterious substances.Place concrete directly on cleaned rock.Where rock is sloped less than 3:1 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-degrees)or greater,use#4 x 16"long dowels rotohammered 6"into rock. Rotohammered holes to be Y2"diameter,perpendicular to face of rock.No epoxy is necessary. Dowels to be located as follows: 0 For continuous footings, use dowel within 6"of ends,corners,and intersections and at 48"OC max spacing.Dowels to be centered on stemwall. ' D i 0 For pad footings, use two dowels spaced 8"apart,centered on footing. If dowel is too long to fit in footing,use 90-degree bend as necessary to provide 2"cover at top of footing. Slabs on Grade. Subgrade below slabs shall be similar to the above.A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them.Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete.Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304,latest edition. Admixtures.Industry recognized and approved admixtures affecting set time,flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash.High quality fly ash or other natural pozzolan maybe 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. Shotcrete. Concrete for shotcrete shall attain a 28 day strength of f c=3,500 psi.Use materials,apportions, mix methods,application methods, and finishing per ACI 506R,latest edition.All shotcrete application by certified appliers only,using industry-standard equipment. 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. Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF)shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. Cover.Provide the following minimum cover: Footings and other unformed surfaces,distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" Surfaces exposed to salt water 3" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar, or similar). Washers.Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers maybe slotted,with plate washer under the nut as allowed by the IBC. At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: Material. All sawn framing lumber,not including beams,posts, and columns, shall be Spruce Pine Fir,Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have moisture content less than 25%. General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code.Where Structural Plans do not specifically address a structural element,construct said element per minimum building code. Beams and Posts. All sawn structural beams,headers,and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No. 2 or better. Glulams,PSLs,LVLs, etc. shall be per Prefabricated Wood Products section below. Multiple Ply Members. Trimmers, King Studs, Headers.Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer, or header,connect all plies with 16d at 4"OC, staggered. Beams, Columns. Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4"spacing. Glue.Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or equivalent.Prep and apply per manufacturer's recommendations. Window and Door Openings. Header.Use header size shown on Structural Plans.May use larger of same material.All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them. Each header shall use the number of king studs specified in Structural Callouts. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs.Unless otherwise shown on Plans use the following.These must be full-height,bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide—use min., one king stud each end of header. * Opening 6' wide to 9' wide—use min.,two king studs each end of header. * Opening 9' wide to 16' wide, use min.,three king studs each end of header. F Discontinuous Top Plate.Where wall top plates are cut, omitted, or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS 18 strap with minimum 12" length on the header and 12"length on the top plate beyond. Strap may be on top, inside,or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x .229"steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set- see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2"steel plate washers.Use either 1/2"diameter x 8"min embedment wet- set, or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment, at 16" OC,unless otherwise shown. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather. Pressure treating chemicals shall be inert,or otherwise non-reactive with metal connectors(including nails,bolts,framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post, column, or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified:Use washers on all bolts;tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16"larger than the bolt diameter.Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts.All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. 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. Simpson SDS Wood Screws. Where specified,install per manufacturer's recommendations. In general these do not need pilot holes.However,if wood is old and or very dry pilot holes may be required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors,Contractor may use SD9 in lieu of l0d nails, and/or SD10 in lieu of 16d nails.These are provided in 1-1/2"and 2-1/2"lengths. Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer.The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation procedures,blocking,bracing, etc. Engineered Wood—General.These products must be provided, stored,and installed in accordance with manufacturer's recommendations.Failure to do this may void the warranty and diminish load carrying capacity.Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.0E, 2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Where called for,use minimum 1.9E,2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Where called for,use minimum 1.3E, 1,700 psi minimum allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade,manufactured by an ATTC approved fabricator. Store and install in accordance with manufacturer's recommendations.If these span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF.If visually exposed to interior living space,use Architectural Appearance Grade. Plywood or OSB Shear Walls.All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts.Wall sheathing may be either Oriented Strand Board(OSB)or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall sheathing. STRUCTURAL STEEL: General. All fabrication and erection of Structural Steel shall comply with the requirements of AISC(Ninth Edition). • Shop Drawings. CCI recommends that the Contractor or builder submit shop drawings to CCI for review and approval prior to fabrication and erection of the structural steel portions of the project. Such review and approval of shop drawings is beyond CCI's current scope of work. Structural Shape Materials.All structural shapes shall comply with the following standards except where noted otherwise. O Wide flanges: ASTM A992, (Fy=50 ksi.) O Angles,channels,and plates: ASTM A36 (Fy=36 ksi) or better. g Bolts.Bolts and anchor bolts to be ASTM A307 grade A,unless otherwise shown.Provide standard washers under all nuts and anchor bolts,unless specifically prohibited elsewhere. Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the Owner's discretion.All coating systems shall be installed in strict accordance with manufacturer's instructions and recommendations. Touch up shall also be in accordance with manufacturer's recommendations. Structural steel systems that will be exposed to weather shall be shop coated with a 3 coat system. Preparation shall be a commercial sandblast, 2—3 mil anchor pattern.The prime coat shall be a 3 mil thick organic zinc primer.The intermediate and topcoats shall be 3 mils thick each using a vinyl high-build coating system.Unless otherwise specified by the owner,the final color shall be `primer grey'. Contractor shall verify this color with owner prior to any paint application. Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel.Preparation shall be wire brush cleaning.Unless otherwise specified by the owner,the final color shall be `primer red'.Contractor shall verify this color with owner prior to any paint application. S " b • r ' : 3 :. U . .. . ... . . . . .... ... .. .. .. .. . . ... . ... ... .... .. .... "\ . �� i ` - • • r-i N3/4 0 0 . _ . . _........ in a I `� ( i : I • •tto - — — - — — I m _ r—= _ C I bLa era r' _. S -,'^' — U N Q) . --- i w 0 I 0 C CD 1 O D Oa • ; w ' 0 on I .. ....... . .r c ri � tl • ._ . �— . I � b ,___IL.,..,„ _.. _�; _ -- _ W W i _ ... ___ _ n \Cf Ni . . ...... ... . .. .. .... ...... . ' - ' I [I �� N 1 1•I, �� . .. .. ... . . ... ... . .. ......... .. .. ... ... . .. _ �. u ti\I ca Xt.Il , r i '`� + s i • IJ ii f . 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I• • • at . 3 . .... . .. . \A.\ • H - N • . . . .. . .. . . 1 Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Hendricks Job No t17050 Date 7/7/17 Location 3716 Leeward Lane, Anacortes, WA USGS 0.2 Second Response Ss = 1.097 % of gravity USGS 1.0 Second Response Si = 0.436 % of gravity No. of stories above ground lev. Two Stories Site Class Stiff Soil Profile, D (Typ.) 'V Risk Factor Comm'I, Industrial, Residential - Med Hazard, II 'V Eauiv Lateral Force Method Seis importance, IE = 1.00 Structural System Bearing wall - wood or light steel shear wall 11 .2 sec response, Ss = 1.097 Ss use for Cs = 1.097 Is structure regular and 5 stories or less? Yes v Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.436 Site coef, Fa = 1.061 Redundancy factor, p= 1 Site coef, F„ = 1.564 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 32 ft 0 - Str factor, Do= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.164 Height Limit (feet) 65 Spectral accel parameter, SMI = 0.682 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, Sps = 0.776 0 - Str factor, Do 3.00 Design spectral parameter, SDI = 0.455 Seismic Base Shear, V 0.119 *W I Building period coef, CTS = 0.020 Horizontal Seismic Load Effect, Eh 0.119 * W Approx fundamental period, Ta = 0.269 Vertical Seismic Load Effect, Ev 0.155 * W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.274D & -0.036D Building period, use, T = 0.377 LRFD Comb 5 1.355D + Eh + .5L + .2S Csmax= 0.260 LRFD Comb 7 0.745D + Eh Csmin = 0.010 ASD Comb 5 1:109D + .7Eh Seis response coef, Cs = 0.119 ASD Comb 6b 1.078D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.155D ASD Comb 8 0.491 D + .7Eh Max diaphragm force, Fpx max = 0.31 D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Hendricks Job No t17050 Date 7/7/17 Building Wind Exposure Exp D- Up to 600' of B or C + flat, unobstructed or water. V Enclosure Classification Enclosed Building (Typical) V 3-Sec Gust, Basic 120 mph ASCE7-10 maps, Fig 26.5, p247 Method ASD, Basic Combos. Stress increases allowed for wood only. V Load Comb Factor 0.6 Roof Pitch 1 2.00 /12 Slope 1 0 = 9.5 deg Roof Pitch 2 1.00 /12 Slope 2 0 = 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 7/7/17 Hill Shape Topographic Factor Not Applicable 1 ® LIB 0.38 Building Width Perp. To Ridge B = 105 ft h/L 0.75 Building Length Parallel To Ridge L = 40 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) hin = 30.0 ft 3-Second Gust Power Law Exponent a = 11.5 Eave Height (ft) heave = 29.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 700 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 1.162 26.8 ASCE 7 Height of Hill or Escarpment (ft) Hh = IBC Load Factor for ASD Wind - 1605.3.2 co = 0.60 - Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 36.42 psf Windward Wall Pressures Internal Pressure Elev K lntermed. Windward Value q, Wall Internal Pressure 0-15 feet 1.030 19.37 psf 13.17 psf +/- 6.56 psf 15-20 feet 1.083 20.36 psf 13.85 psf 20-25 feet 1 .126 21 .17 psf 14.39 psf Longitudinal (Parallel To Ridge) 25-30 feet 1.162 21.85 psf 14.86 psf 30-40 feet 1 .222 22.97 psf 15.62 psf Leeward Wall Side Walls 40-50 feet 1.270 23.88 psf 16.24 psf -9.29 psf -13.00 psf 50-60 feet 1.311 24.65 psf 16.76 psf (Outward) (Outward) 60-70 feet 1 .347 25.32 psf 17.22 psf Roof Pressures - 70-80 feet 1.378 25.91 psf 17.62 psf Based On Posn. Pressure Down Ridge 0 to h/2 -20.43 psf Transverse (Perp. To Ridge) h/2 to h -14.86 psf hto2h -11.14psf Leeward Wall _ Side Walls > 2h -9.29 psf -4.99 psf -13.00 psf (Outward) (Outward) Horiz prof 15.62 psf Slope 1 - 20.6 psf 2.00112 tg.L. -13.70 psf -6.73 psf -4.06 psf 14.86 psf 19.8 psf 1,4 I S. 14.39 psf t +/- 6.56 psf 19.4 psf lad +1- 6.56 psf 13.85 ptsf 1 +/- 6.56 psf '°"'1' 4"14.99 psf 18.8 psf M. ..56 psf 13.17 psf 44 18.2 psf t a 1 Et, , Roof 1 slope: 2:12 0.17 rads 9.46 deg Roof 2 slope: 1:12 0.08 rads 4.76 deg Press, slope 1, roof, horiz proj: 3.4 psf Press, slope 2, roof, horiz proj: 2.3 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 7/7/17 ConstructionCalc, Inc cs Lateral Load Calculator Job No.: t17050 Job Name: Hendricks By: tkg Architect/Designer: Sykora Date: 7/7/2017 Building: house and gar SEISMIC LOAD CALCULATOR Seismic Factor: 0.119 Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e•hse mid n- hse dn e- w s w s gar e-w gar n-s w Dim 1 41.00 37.00 1320.00 w Dim 2 40.00 17.00 1.00 Mul factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 N Trib Area 1662.6 0.0 637.7 0.0 1338.2 0.0 0.0 0.0 o Dead weight,psf.[ 15.0 r 15.0 1 15.0 [ 15.0 1 15.0 [ 15.0 i 15.0 f 15.0 1 Seismic factor.; 0.119 , 0.119 , 0.119 , 0.119 ! 0.119 , 0.119 ; 0.119 , 0.119 Calc'd seis load 2967.8 0.0 1138.3 0.0 2388.7 0.0 0.0 0.0 Dim 1 154.00 200.00 152.00 70.00 Dim 2 5.00 10.00 8.00 9.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 m 0 Trib Area 770.0 0.0 2000.0 0.0 1216.0 0.0 630.0 0.0 o Dead weight,psf., 10.0 ¢ 10.0 1 10.0 F 10.0 1 10.0 1 10.0 1 10.0 + 10.0 1 Seismic factor.i 0.119 1 0.119 1 0.119 I 0.119 1 0.119 i 0.119 i 0.119 1 0.119 i Calc'd seis load 916.3 0.0 2380.0 0.0 1447.0 0.0 749.7 0.0 Dim 1 782.00 2200.00 Dim 2 1.00 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 782.0 0.0 0.0 0.0 2200.0 0.0 LL Dead weight,psf.; 27.0 ; 27.0 i 27.0 ' 27.0 ; 27.0 I 27.0 j 27.0 i 27.0 Seismic factor.[ 0.119 a 0.119 1 0.119 L 0.119 1 0.119 1 0.119 a 0.119 i 0.119 Calc'd seis load 0.0 0.0 2512.6 0.0 0.0 0.0 7068.6 0.0 Other GLs 3884.1 6030.8 3835.7 6030.8 Seismic Applied V 3884.1 3884.1 6030.8 6030.8 3835.7 3835.7 13849.1 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e-hse mid n hse dn e- gar e-w gar n-s 0 w s w s w Dim 1 N Dim 2 &i Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 Wind psf load; 3.4 I 3.4 I 3.4 I 3.4 I 3.4 I 3.4 1 3.4 I 3.4 Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 42.00 38.00 50.00 to Dim 2 7.00 9.00 10.00 A Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 294.0 342.0 0.0 500.0 0.0 0.0 0.0 0.0 w Wind psf load[ 19.8 1 19.8 19.8 L 19.8 i 19.8 [ 19.8 I 19.8 i 19.8 Calc'd wind load 5821.2 6771.6 0.0 9900.0 0.0 0.0 0.0 0.0 Dim 1 52.00 50.00 28.00 44.00 to Dim 2 10.00 9.00 8.00 12.00 v Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 x Trib Area 0.0 0.0 520.0 0.0 450.0 224.0 528.0 0.0 w Wind psf load; 18.2 , 18.2 ; 18.2 , 18.2 , 18.2 ; 18.2 , 18.2 , 18.2 N Calc'd wind load 0.0 0.0 9464.0 0.0 8190.0 4076.8 9609.6 0.0 Other GLs 5821.2 6771.6 15285.2 Wind Applied V 5821.2 6771.6 15285.2 16671.6 8190.0 4076.8 24894.8 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- hse mid e-hse mid n hse dn e- gar e-w gar n-s 0 w s w s w Controlling V 5,821 lb 6,772 lb 15,285 lb 16,672 lb 8,190 lb 4,077 lb 24,895 lb 0 lb Controlling Force Type wind wind wind wind wind wind wind - C ' ConstructionCalc, Inc Description: hse up e-w Distribution of Lateral Loads Total V, unfactored 5,821 lb Wind or Seis control? (w or e) wind Building: house and gar Total V,factored 3,493 lb Grids 31,32,33 33.5 34 Percentage V 34% 33% 33% 0% Leftover V/grid 1,188 lb 1,153 lb 1,153 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,493 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 PnI 8 Pnl 9 PnI 10 Sum Eh PW use GW use 10.0 If 4.0 If 5.5 If 19.5 If 61 plf 1 PW 5GW 12.0 If 12.0 If 96 plf 1 PW 5GW 34 (SWSB) 0.0 If #DIV/0! #DIV/0! #DIV/0! Description: hse up n-s Total V, unfactored 6,772 lb Wind or Seis control? (w or e) wind Total V, factored 4,063 lb Grids 3a 3a.5,3b 3c Percentage V 50% 25% 25% 0% Leftover V/grid 2,031 lb 1,016 lb 1,016 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,063 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 3E! 36.0 If 36.0 If 56 plf 1 PW 5GW 5.3 If 9.4 If 14.7 If 69 plf 1 PW 5GW 3c 2.0 If 3.6 If 2.1 If 6.1 If 2.3 If 16.1 If 63 plf 1PW 5GW Description: hse mid e-w Total V, unfactored 15,285 lb Wind or Seis control? (w or e) wind SWSB at 24/2A good for 1340, reduce V/grid by that amount Total V, factored 9,171 lb SWSBs at 25, see calcs, C2 Grids 23, 24 25 Percentage V 50% 50% 0% Leftover V/grid 3,246 lb 4,586 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,831 lb SumcheckNG Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use F; 3.0 If 4.0 If 5.5 If 12.5 If 260 plf 2PW 8GW 2.5 (all SWSB) 0.0 If #DIV/0! #DIV/0! #DIV/0! Description: hse mid n-s Total V, unfactored 16,672 lb Wind or Seis control? (w or e) wind Total V, factored 10,003 lb Grids 2a-2c 2d-2g Percentage V 50% 50% 0% Leftover V/grid 5,001 lb 5,001 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 10,003 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 PnI 5 Pnl 6 Pnl 7 PnI 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 17.3 If 8.0 If 11.4 If 5.4 If 42.1 If 119 plf 1 PW 6GW 2 i-2g 9.4 if 33.0 If 42.4 If 118 plf 1 PW 6GW Description: gar e-w Total V, unfactored 8,190 lb Wind or Seis control? (w or e) wind Total V, factored 4,914 lb Grids 21 22 _ Percentage V 50% 50% 0% Leftover V/grid 2,457 lb 2,457 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,914 lb Sum check OK Min. Min. Grid Pnl 1 PnI 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use 4.0 If 4.3 If 4.0 If 12.3 If 200 plf 2PW 6GW 3.0 If 19.4 If 22.4 If 110 plf 1 PW 5GW Description: gar n-s Total V, unfactored 4,077 lb Wind or Seis control? (w or e) wind Total V, factored 2,446 lb Grids 2h 2j Percentage V 50% 50% 0% Leftover V/grid 1,223 lb 1,223 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,446 lb Sum check OK Min. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use GW use SWSB, see C2 0,0 If #DIV/0! #DIV/0! #DIV/0! 25.0 If 25.0 If 49 plf 1 PW 5GW G7 Ca: S RUCTION ALC Prof eam Tim Garrison, P.E. rote sm- av a< .tirs:onts;n: xx►aumm - v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 20h case i Other Info. 7/18/17 47 0.5 1 1.5 2 2.5 `3' 315 Type? Simple sp�ra,fully braced - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.00 ft 3.00 ft Allowable Deflection, Main Spans Live Only, L/ Cade tA"mum Normal L/.>60&L/240 VP1 360 = 0.10 in Total, L/ 240 = 0.15 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 3.00 ft Add Self Weight? Yes- Self wei9 at will be added to applied Dt, V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No . .`.. Increase Roof DL for pitch? .Yes. 1°1 Roof Pitch 1 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 13.00 ft 520.0 lb/ft 364.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 520.0 lb/ft 364.0 Ib/ft - Loads Point loads are 1/10 scale 1000 I , 500 - • 0 4 0.5 1 1.5 2 2.5 3 5 -500 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf 2 xs IP Load Duration Live;rt.00 vs % Overdesign 2 x 10 (4) 2 x 4 Moisture Medium Dry•1 % tir1 Do iglas i ir-t.arcrt v Repetitive Use? y o wM Pos Bending 18.5% (2) 2 x 5 3 x 6 Press Treated? No, • . rr' 1 No.2 V Flat Use? No Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. 100th.g,F_&tvss.....`r Fb Pos 1,079 psi Fv 180 psi Shear -1.9% Fb Nag 1,055 psi Fcp 625 psi Span(s) Defl'n 607.4% Allow Pos Mom 1,182 ft-lb 147.63 ina4 Cantilever(s) Defl'n NA Allow Neg Mom -1,155 ft-lb E 1,600 ksi Calc'd member FAILS by: -1.9% Allow Shear 1,305 lb El 76.216 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use: Load Duration:1.0-Live For 2 x 8 1.50 in 1.50 in - - Glu Lam Calc'd Member Resuitt For 6.75 x 15 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf Misc.manufacharm 41P Load Duration % Overdesign 2.5 x 6 5 x 6 8.75 x 9 Moisture Medium Dry - tt3 e' I c�.75 x-15 _ W.€ live: 1.00 V Pos Bending 4974.1% 3 x 6 5.125 x 6 Press Treated? No,Not P,T 'a', 24F-V4 OF/OF r'1 I Neg Bending NA 3.125 x 6 6.75 x 7.5 Temp Cond. 100decg.Ftia.k' I' i Fb Pos 2,400 psi Fv 265 psi Shear 1244.8% Fb Neg 1,845 psi Fcp 650 psi Span(s) Defl'n 31615.9% Allow Pos Mom 50,621 ft-lb 11898.44 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -38,918 ft-lb E 1,800 ksi Calc'd member OK by: 1244.8% Allow Shear 17,888 lb El 3,417,188 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 25.89 plf Cond's Of Use: Load Duration:1.0-Live For 6.75 x 15 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,330 lb 1,330 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 550 lb 550 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.150 in 0.150 in 0.150 in Max Dn Defl - -0.021 in - - - Allowed 0.150 in 0.150 in 0.150 in ProBeam_v7_0_WC , r C S t RUCTION ALC ProBeam Tim Garrison, P.E. We.5mpower<The suitditi. 1nd'ustr . v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h Other Info. 7/18/17 4 2 4 6 8 12 Type? Simple span.fully braced ryp Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 • 360 = 0.33 in Total, L/ 240 = 0.50 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 10.00 ft Add Self Weight? yes-self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? i No vo. Increase Roof DL for pitch? Yes 'r` Roof Pitch I 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 7.50 ft - 113.4 lb/ft 187.5 lb/ft Uniform Ld. 5 - 10 psf 0.00 ft - - Tot Unif Load - 113.4 lb/ft 187.5 lb/ft Loads Point loads are 1/10 scale 400 - 300 - 200 - 100 - //,, -1000 4 2 4 6 8 1@ 12 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn (2)2 x 10,7.1 plf (2)2 x 10 rr : Load Duration Snow.1.1s V % Overdesign - i (4)2 x 8 i Moisture Medium Dry-18% ♦ Douglas Fir•i.arch Mr i Repetitive Use? No V Pos Bending 5.4% (2)2 x 10 3 x 12 Press Treated? No,Not P.1,• i, No.2 V i Flat Use? No V i Neg Bending NA (3)2 x 8 4x 10 Temp Cond. 100 deg f&less 'r Fb Pos 1,138 psi Fv 207 psi Shear 148.7% Fb Neg 1,108 psi Fcp 625 psi Span(s) Defl'n 484.0% Allow Pos Mom 4,058 ft-lb 1 197.86 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -3,949 ft-lb E 1,600 ksi Calc'd member OK by: 5.4% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf For(2)2 x 10 Cond's Of Use: Load Duration:1.15•Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,540 lb 1,540 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 602 lb 602 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.500 in 0.500 in 0.500 in Max Dn Defl - -0.086 in - - - Allowed 0.500 in 0.500 in 0.500 in ProBeam_v7_0_WC G, e " ' `°' Proea Bm Tim Garrison, P.E. C i S i RUCTION C ALC w v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h case 2_, Other Info. 7/18/17 1 2 3 4 5 T Type? Simple span,fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:t,/360&t/240 s • 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? YeS-Self weight will be added to applied DC ♦ Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? 'N " o ' ° Increase Roof DL for pitch? Yes._-_- -,' . Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 28 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 243.3 lb/ft 400.0 Ib/ft Loads Point loads are 1/10 scale 800 600 400 200 -200 1 2 3 4 5 ` ' 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf 4 x 8 Load Duration Snow1.1S 'w %Overdesign 2 x 14 (4)2 x 6 Moisture Medium Dry- 18%4, ', Douglas Fir-Larch '►I Repetitive Use? No w Pos Bending 17.6% (2)2 x 10 3 x 10 Press Treated? No,Not P.T. w No.2 ► Flat Use? No rf► Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 10C1deg F&fess rr Fb Pos 1,345 psi Fv 207 psi Shear 79.6% Fb Neg 1,334 psi Fcp 625 psi Span(s)Defl'n 632.4% Allow Pos Mom 3,437 ft-lb 1111.15 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -3,408 ft-lb E 1,600 ksi Calc'd member OK by: 17.6% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf For 4 x 8 1.50 in 1. Cond's Of Use: Load Duration:1.15-Snow 50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,949 lb 1,949 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 749 lb 749 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.041 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_W C -.��: Tim Garrison, G✓P.E. c S it UCTIONCALc:rt ProBeam W. empower.the'5uiIdErt• ;ndustr v6.0 t Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All'designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 23h MOW. Other Info. 7/18/17 4 i 2 3 4 5 Type? Simple span.fully braced 'ti' Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum •Normal:1,1360&1/240 • 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No IP Increase Roof DL for pitch? Yes •l Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 8.00 ft 320.01b/ft 224.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 320.0 lb/ft 224.0 lb/ft - Loads Point loads are 1/10 scale 600 400 - 200 - 0 1 2 3 4 5 -200 4x And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 4 x 10 ♦' Load Duration Live:1.00 V %Overdesign 2 x 14 (4) 2 x 6 Moisture Medium Dry- 18% •. Douglas Fir Larch '►1 Repetitive Use? No Ir Pos Bending 80.7% (2)2 x 10 3 x 10 Press Treated? No,Not P:r. le No.2 • Flat Use? No V• Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less • Fb Pos 1,080 psi Fv 180 psi Shear 134.5% Fb Neg 1,070 psi Fcp 625 psi Span(s) Defl'n 588.0% Allow Pos Mom 4,491 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,452 ft-lb E 1,600 ksi Calc'd member OK by: 80.7% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0-Live For 4 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,657 lb 1,657 lb - - 0 ft-lb • 0 ft-lb 0 ft-lb 0 ft-lb Min Total 697 lb 697 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.044 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7_0_W C C4 I �' '" Tim Garrison, P.E. CI S1 RUCTION CALC ProBeam wa $rmm•*War.Tt1* nia*%din: Indust, v6.0 - Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17038 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. hdr below tall mulls 7-6,,bq Other Info. 7/6/17 4 2 4 6 8 10 12 14 4 18 Type? Simple span,fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length - Lenth of Spans: 16.00 ft 16.00 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 = 0.53 in Total, L/ 240 = 0.80 in N/A = 0.00 in Total, L/ N/A = 0.00 in s Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16.00 ft Add Self Weight? I Yes-Self weight wilt be added to applied DL 'r' Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? :Yes v Increase Roof DL for pitch? t Yes.-_._..'"' Roof Pitch I 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 2 40 psf 27 psf 6.00 ft 276.0 lb/ft 186.3 lb/ft Tot Unif Load 276.0 lb/ft 186.3 lb/ft - Point Loads Measured from left end of member. Member Total Length= 16 ft. • Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 5.00 ft 14.00 ft - 1,050 lb 1,750 lb 5.00 ft Point Load 2 20 psf 15 psf 25 psf 5.00 ft 14.00 ft - 1,050 lb 1,750 lb 10.20 ft • Loads Point loads are 1/10 scale 600 - 400 200 0 2 4 6 8 10 12 14 18 1 -200 - 1 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf i Misc manufacturers V Load Duration % Overdesign 2.5 x 16.5 5 x 12 8.75 x 10.5 I Moisture Medium Dry- 18% 1 r 5 x 12 ♦: Snow:1,15 V'. Pos Bending 6.8% 3 x 15 5.125 x 12 Press Treated? No,Not P.T. * 24F-V4,OF/OF 111Y Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. 100 deg F&Less fir; Fb Pos 2,760 psi Fv 305 psi Shear 112.0% Fb Neg 2,060 psi Fcp 650 psi Span(s)Defl'n 6.9% Allow Pos Mom 27,596 ft-lb 1720.00 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -20,596 ft-lb E 1,800 ksi Calc'd member OK by: 6.8% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 12 1.77 in 1.70 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,750 lb 5,513 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,716 lb 2,611 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.748 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_WC S ;RUCTION ALC ProBeam Tim Garrison, P.E. cauzarruzioararnecterun v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 29h Other Info. 7/18/17 1 2 3 4 5 6 7 8 A Type? Simple span.fully braced '►1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.50 ft 8.50 ft Allowable Deflection, Main Spans i Live Only, L/ Code Minimum-Normal_t7360&L/240 •I 360 = 0.28 in Total, L/ 240 = 0.43 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NN?----,.'.4 Increase Roof DL for pitch? Yes..___..: `:< Roof Pitch 1 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 18.00 ft - 272.1 lb/ft 450.0 lb/ft Uniform Ld. 2 40 psf 28 psf 7.00 ft 280.0 lb/ft 196.0 lb/ft Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 280.0 Ib/ft 588.1 lb/ft 450.0 lb/ft Loads Point loads are 1/10 scale 1500 1 1000 - 500 - 0 1 2 3 4 5 6 7 8 9 -500 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers v►' Load Duration % Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 I Moisture Medium Dry-18% V i I S x 10.5 V; Snow 1.15 r►I Pos Bending 103.6% 3 x 10.5 5.125 x 7.5 Press Treated? No,Not PT. . I 24F,V4,OF/OF r' Neg Bending NA 3.125 x 10.5 6.75 x 7.5 Temp Cond. I 100 deg f&less ip Fb Pos 2,760 psi Fv 305 psi Shear 118.4% Fb Neg 2,103 psi Fcp 650 psi Span(s)Defl'n 256.4% Allow Pos Mom 21,129 ft-lb 1482.34 in"4 Cantilever(s)Defl'n NA Allow Neg Mom -16,101 ft-lb E 1,800 ksi Calc'd member OK by: 103.6% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,883 lb 4,883 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,556 lb 2,556 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.425 in 0.425 in 0.425 in Max Dn Defl - -0.119 in - - - Allowed 0.425 in 0.425 in 0.425 in ProBeam_v7_0_WC �N )RUCTION AL' ProBeam Tim Garrison, P.E. we?Empower TO. nu=•ttan• •xnaustr v6.0 Important: Notches and connectors not dosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 30b Other Info. 7/18/17 4 0.5 1 1.5 2 2.5 3 4 Q Type? Simpte span,fully braced VIA Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.50 ft 3.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normai:L/360&L/240 '► 360 = 0.12 in Total, L/ 240 = 0.18 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 3.50 ft Add Self Weight? Yes, Self weight will be added to applied DL 'V Loads: Uniform Loads Over Full Length of Member i ; Loads From Continuous Member? i_NB..._...._!.. Increase Roof DL for pitch? Yes.„...._'!:i Roof Pitch i 1.5 :12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 21.00 ft - 317.5 lb/ft 525.0 lb/ft Uniform Ld. 5 - 10 psf 0.00 ft - - Tot Unif Load - 317.5 lb/ft 525.0 lb/ft Loads Point loads are 1/10 scale 1000 I 500 - 0 4 0.5 1 1.5 2 2.5 3 silINI, 4 -500 4x And Smaller(Lumber) Calc'd Member Results For 4 x 6 Solutions Using Self Weight of Sawn 4 x 6,4.9 plf 4 x 6 • Load Duration Snow:1.15 V %Overdesign 2 x 8 (4)2 x 4 Moisture Medium Dry• 18% V` Douglas Fir-Larch V i Repetitive Use? No Iv Pos Bending 52.5% (2)2 x 6 3 x 6 Press Treated? No,Not P.T. ♦ No.2 I`; Flat Use? No 'i, Neg Bending NA (3)2 x 5 4 x 5 Temp Cond. 100 deg Esc less Fb Pos 1,345 psi Fv 207 psi Shear 79.1% Fb Neg 1,341 psi Fcp 625 psi Span(s) Defl'n 1148.3% Allow Pos Mom 1,978 ft-lb 148.53 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -1,971 ft-lb E 1,600 ksi Calc'd member OK by: 52.5% Allow Shear 2,657 lb El 77,642 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.92 plf Cond's Of Use: Load Duration:1.15-Snow For 4 x 6 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 . Support 2 Support 3 Support 4 Max Total 1,483 lb 1,483 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 564 lb 564 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.175 in 0.175 in 0.175 in Max Dn Defl - -0.014 in - - - Allowed 0.175 in 0.175 in 0.175 in ProBeam_v7_0_WC 611 -`" ProBeam Tim Garrison, P.E. Cd JS 1 RUCTION ALC Pro 3 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 31h Other Info. 7/18/17 `a' 2 4 6 8 10 12 4 16 Type? Simple span,fully braced 'V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 600 = 0.28 in Total, L/ 480 = 0.35 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft Add Self Weight? i Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Increase Roof DL for pitch? Yes ' Roof Pitch l I: 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 2 40 psf 28 psf 7.00 ft 280.0 lb/ft 196.0 lb/ft Uniform Ld. 4 40 psf 10 psf 0.00 ft - - Tot Unif Load 280.0 lb/ft 196.0 lb/ft - Loads Point loads are 1/10 scale 600 400 200 0 /� 2 4 6 8 10 12 `r4 16 -200 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers r i Load Duration % Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 I Moisture Medium Dry- 18% ♦i i 5 x 12 ♦ Live:1.00 'V Pos Bending 99.3% 3 x 15 5.125 x 12 Press Treated? No,Not P.T. r 1 24F-V4,fir/nF W Neg Bending NA 3.125 x 15 6.75 x 12 Temp Cond. 100 deg F&less W Fb Pos 2,400 psi Fv 265 psi Shear 208.2% Fb Neg 1,810 psi Fcp 650 psi Span(s)Defl'n 6.8% Allow Pos Mom 23,997 ft-lb 1720.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -18,102 ft-lb E 1,800 ksi Calc'd member OK by: 6.8% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,439 lb 3,439 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,479 lb 1,479 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl - -0.328 in - - - Allowed 0.350 in 0.350 in 0.350 in ProBeam_v7_0_WC ct5 , Tim Garrison, P.E. CCa-kiS E RUCTION ION ALC ProBeam We.i5m3rower The Quita4a• 3ndustr,a v6.0 s Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. typ up flr joist Other Info. 7/18/17 / ' 2 4 6 8 10 d 12 Type? Simple span,fully braced w _-.. Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length 1 Lenth of Spans: 11,00 ft 11.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:t./600&t/480 V 600 = 0.22 in Total, L/ 480 = 0.28 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 11.00 ft Add Self Weight? No•Self weight is included In applied 01, V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No.__.....,:: Increase Roof DL for pitch? Yes iv` Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 2 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft Tot Unif Load 52.0 lb/ft 36.4 lb/ft - Loads Point loads are 1/10 scale 100 50 - 0 2 4 6 8 10 12 -50 I-Joist Calc'd Brand SCE-Boise Cascade 'r Results For 11-7/8" BCI 60001.8 Calc'd Member 11-7/8"BC!60001.8 NIP %Overdesign Acceptable Solutions Load Duration Live:1.00 t Pos Bending 203.7% l 9.1/2".BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.1S",w/o web stiffner ♦i Neg Bending NA 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) '1v'1 Shear 244.5% 9-1/2"BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s) Defl'n 152.7% 11-7/8" BCI 60 2.0 Allow Neg Mom. 62 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,175 lb Bearing 141.7% Allow Mid Rxn 2,500 lb Calc'd member OK by: 141.7% Self Wt 2.50 plf Controlling criteria is: Bearing Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 486 lb 486 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 200 lb 200 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.275 in 0.275 in 0.275 in Max Dn Defl - -0.034 in - - - Allowed 0.275 in 0.275 in 0.275 in ProBeam v7 0 WC , C(r �` ProBeam Tim Garrison, P.E. dS r I ucTlic� CALc s v6,0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. _ Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 33b Other Info. 7/18/174 2 4 6 8 10 12 A 14 Type? Simple span.fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.50 ft 12.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normat 14360 8t tJ2d0 ♦.;. 360 = 0.42 in Total, L/ 240 = 0.63 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.50 ft Add Self Weight? ;Yes-Self weight will be added to applied DL '► , Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No 40, Increase Roof DL for pitch? Yes VRoof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead - Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Tot Unif Load - 243.3 lb/ft .400.0 lb/ft Loads Point loads are 1/10 scale 800 1 600 - 400 - 200 - 0 r -200 4 2 4 6 8 10 12 14 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Mist manufacturers ir► Load Duration %Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture Medium Oty-t8% ,r l 'S x 10 5 Ir Snow:1.15 V o Pos Bending 64.7% 3 x 12 5.125 x 9 Press Treated? 'No,Not P.T. I 2.4F•V4,DF/DF V Neg Bending NA 3.125 x 10.5 6.75 x 7.5 Temp Cond. 100 deg F& mr Fb Pos 2,760 psi Fv 305 psi Shear 159.9% Fb Neg 2,088 psi Fcp 650 psi Span(s)Defl'n 284.8% . Allow Pos Mom 21,129 ft-lb 1482.34 in/4 Cantilever(s)Defl'n NA Allow Neg Mom -15,985 ft-lb E 1,800 ksi Calc'd member OK by: 64.7% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf For 5 x 10.5 Cond's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,105 lb 4,105 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,605 lb 1,605 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.625 in 0.625 in 0.625 in Max Dn Defl - -0.162 in - - - Allowed 0.625 in 0.625 in 0.625 in • ProBeam_v7_0_WC l7 �" w Protlearn Tim Garrison, P.E. Cc...."', IS RUCTIONALC 10.4.14.44swo v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member l.D. low roof joist /�� Other Info. 7/18/17 4 2 4 6 8 10 12 14 `t6 18 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection, Main Spans Live Only, LI Code Minimum- Normal L/360&Ll240 V 360 = 0.53 in Total, L/ 240 = 0.80 in NIA = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 2.0 :12 Mem True Len: 16.22 ft Add Self Weight? No• Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes 'Pi Roof Pitch 1 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 2.00 ft - 30.4 lb/ft 50.0 lb/ft Tot Unif Load - 30.4 lb/ft 50.0 lb/ft Loads Point loads are 1/10 scale 100 50 - 0 2 4 6 8 10 12 14 0 118 -50 I-Joist Calc'd Brand Kt-Boise Cascade w l Results For 11-7/8" BCI 6000 1.8 Calc'd Member ?11-7/8"SC160001.8 le; % Overdesign Acceptable Solutions Load Duration snow:L1S ♦;l Pos Bending 81.4% 9-1/2" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.7S",w/o web stlffner VP • Neg Bending NA 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) I i Shear 199.4% 9-1/2" BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s) Defl'n 422.5% 11-7/8" BCI 60 2.0 Allow Neg Mom. 34 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,175 lb Bearing 82.6% Allow Mid Rxn 2,500 lb Calc'd member OK by: 81.4% Self Wt 2.53 plf Controlling criteria is: Pos Bending Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 643 lb 643 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 243 lb 243 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.052 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7_0_WC 1 Tim Garrison, P.E. CdNS1RUCTIONCALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixit y,if any,not shown) Member I.D. 34b Other Info. 7/18/17 4 2 4 6 8 10 12 14 A16 18 Type? Simple span,fully bracedlir j Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 4r 360 = 0.52 in Total, U 240 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? I Yes•Self weight wilt be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No '"• Increase Roof DL for pitch? Yes w Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof , 20 psf 15 psf 25 psf 8.00 ft - 121.7 lb/ft 200.0 lb/ft Uniform Ld. 2 40 psf 28 psf 2.50 ft 100.0 lb/ft 70.0 lb/ft Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 100.0 lb/ft 311.7 lb/ft 200.0 lb/ft Loads Point loads are 1/10 scale 800 600 - 400 - 200 - 0 -200 4 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers rr Load Duration % Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 I Moisture Medium Dry-1856 V t "s 5 x 10.5 V Live 1.00 .I Pos Bending 11.2% 3 x 13.5 5.125 x 10.5 Press Treated? I No,Not PT, V 24F V4,DF/DF 's' Neg Bending NA 3.125 x 13.5 6.75 x 9 Temp Cond. 100 deg F&less it. Fb Pos 2,400 psi Fv 265 psi Shear 117.6% Fb Neg 1,812 psi Fcp 650 psi Span(s) Defl'n 21.9% Allow Pos Mom 18,373 ft-lb 1482.34 in'4 Cantilever(s) Defl'n NA Allow Neg Mom -13,872 ft-lb E 1,800 ksi Calc'd member OK by: 11.2% Allow Shear 9,275 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,263 lb 4,263 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,519 lb 2,519 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span I San 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.636 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7__0_W C l Tim Garrison, P.E. RUCTION CALC ProBeam • v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note, pitch and fixity, if any, not shown) Member 1.D. 35b Other Info. 7/18/17 // I Q 5 10 1 _.\ 20 25 Type? Cantilever(s),multiple ya►F>,fixity,or not braced sr Cantilevers? Right Cantitever V Number of Main Spans One Main.Spzo Fix Left End of Main Span? No,Leave it Pinned V Fix Right End of Main Span? NA -Right End is C mtiiever Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 5.00 ft 20.50 ft Top of Beam Lateral Support cctrtrnnu.us ' ' Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports Only 4* Bottom of Beam, Max Unbraced Length 15.50 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Cede minimum Normal:L/360 Fi I ja'° V; Live Only, L/ Cade iviini nuit► - Normat tl f2£f&U480 ._... ', 360 = 0.52 in Total, L/ 240 = 0.78 in 720 = 0.08 in Total, L/ 480 = 0.13 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft 1 Add Self Weight'? Yes:. Sett weight hilt be added to applied OL qt9 i Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? <No..._ _.._' : Increase Roof DL for pitch? Y4} Roof Pitch ' 2.0 :12 Llve Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25.0 lb/ft Uniform Ld. 2 40 psf 28 psf 1.00 ft 40.0 lb/ft 28.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 40.0 lb/ft 153.2 lb/ft 25.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 20.5 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 7,000 lb 3,771 lb 0.50 ft c Point Load 5 2,263 lb 2,000 lb 19.00 ft Loads Point loads are 1/10 scale 1000 500 5 10 1P 20 215 -500 --- 1 Glu Lam Calc'd Member Results For 5.125 x 21 Solutions Using Self Weight of Glulam 5.125 x 21, 27.5 plf Misc rF:anufact Frers V I Load Duration % Overdesign J 5 x 24 8.75 x 19.5 Moisture Medium,DFy 't8% V 5: ?.S xI1 !r) Snow: t.1a gr Pos Bending 1190.2% - 5.125 x 24 Press Treated? No,Not P.T. '� i 2 w v8. Dt</# F �' Neg Bending 354.0% - 6.75 x 21 Temp Cond. 10g0eg_u loss 71 Fb Pos 2,759 psi Fv 305 psi Shear 89.5% Fb Neg 2,557 psi Fcp 650 psi Span(s) Defl'n 982.3% Allow Pos Mom 86,617 ft-lb 13955.22 in'4 Cantilever(s) Defl'n -27.2% Allow Neg Mom -80,262 ft-lb E 1,800 ksi Calc'd member FAILS by: -27.2% Vt Allow Shear 21,866 lb El 7,119,394 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 27.52 plf Cond's Of Use: Load Duration:1.15-Snow For 5.125 x 21 3.46 in 2.57 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 11,537 lb 8,565 lb - - 0 ft-lb -9,259 ft-lb 0 ft-lb 0 ft-lb Min Total 3,909 lb 5,362 lb - - 0 ft-lb -17,680 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.016 in - - 0.000 in Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.006 in - - -0.081 in. eilP Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_WC Tim Garrison, P.E. K.,�,. > ______ '.. 5 N AL* PiroBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t17050 - Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 36b Other Info. 7/18/17 ji° , i 2 4 6 8 10 12 14 16 A 18 Type? Cantilever(s),rnoltiple spans,fixity,or not braced I i I Cantilevers? Right Cantilever %4' - --- Number of Main Spans One Main Spa; NP Fix Left End of Main Span? rsu,Leave it Pinned liy . Fix Right End of Main Span? NA_ night Endis Cantiievor Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.00 ft 2.00 ft 19.00 ft Top of Beam Lateral Support Continuous As' Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At.Suppotts Only 'y Bottom of Beam, Max Unbraced Length 17.00 ft _ Allowable Deflection, Main Spans Allowable Deflection, Cantilevers - _ Live Only, L/ Code minimum► f�lr)rFZ,ai tf3f�4&it?n(� i Live Only, L/ Code Minimum iEiorrraai 1/720 84 t148f1 _.."...`..`. . w.: 360 = 0.57 in Total, L/ 240 = 0.85 in 720 = 0.03 in Total, L/ 480 = 0.05 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 19.00 ft Add Self Weight? yes self weight will be added to applied 06. Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? tdn 1. Increase Roof DL for pitch? Ye 7 Roof Pitch o 2.0 :12 i Live Dead Snow Trib. Width Live Dead • Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25.0 lb/ft Uniform Ld. 2 40 psf 28 psf 1.00 ft 40.0 lb/ft 28.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 40.0 lb/ft 153.2 lb/ft 25.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 19 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location i Point Load 4 7,000 lb 3,771 lb 5.00 ft Point Load 5 2,263 lb 2,000 lb 18.50 ft Loads Point loads are 1l10 scale 1000 e 500 ' I 1 0 2 .4 6 8 10 12 14 16 18 2I 1 -500 Glu Lam Calc'd Member Results For 5.125 x 21 Solutions Using Self Weight of Glulam 5.125 x 21, 27.5 plf Miscrnanufacturers VI Load Duration % Overdesign - 5 x 24 8.75 x 21 Moisture Medium Dry-18% vr• S_125 re2t... w i Snow:1,15 qlot Pos Bending 94.5% - 5.125 x 24 Press Treated? No. Not.PS. vi mi ve,GP..F Neg Bending 1054.4% - 6.75 x 22.5 Temp Cond. 1tx)deg c&less v' Fb Pos 2,688 psi Fv 305 psi Shear 135.6% Fb Neg 2,514 psi Fcp 650 psi Span(s) Defl'n 253.6% Allow Pos Mom 84,373 ft-lb 13955.22 inA4 Cantilever(s) Defl'n -37.9% Allow Neg Mom -78,916 ft-lb E 1,800 ksi Calc'd member FAILS by: -37.9% • Allow Shear 21,866 lb El 7,119,394 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 27.52 plf For 5.125 x 21 Cond's Of Use: Load Duration:1.15-Snow 2.79 in 3.05 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,281 lb 10,151 lb - - 0 ft-lb -3,361 ft-lb 0 ft-lb 0 ft-lb Min Total 3,796 lb 5,470 lb - - 0 ft-lb -6,836 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - 0.069 in Allowed 0.850 in 0.850 in 0.850 in Max Dn Defl - -0.240 in - - 0.000 in Allowed 0.850 in 0.850 in 0.850 in ProBeam_v7_0_WC C., zl �'" '��" Tim Garrison, P.E. d S 1 RUCTION C ALC ProBeam a a v6.0 Important: Notches and connectors not.cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 37b Other Info. 7/18/17 4 2 4 6 8 10 12 14 A16 18 Type? Simple span.fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&t/240 k 360 = 0.52 in Total, LI 240 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? Yes•Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ;No •. Increase Roof DL for pitch? Yes ' .! Roof Pitch I 2.0 :12 . Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 20.00 ft - 304.1 lb/ft 500.0 lb/ft Uniform Ld. 2 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 400.0 lb/ft 694.1 lb/ft 500.0 lb/ft Loads Point loads are 1/10 scale 2000 1500 - 1000 - 500 - 0 -500 4 2 4 6 8 10 12 14 46 18 Glu Lam Calc'd Member Results For 6.75 x 12 Solutions Using Self Weight of Glulam 6.75 x 12,20.7 plf Misc manufacturers v Load Duration %Overdesign - 5 x 15 8.75 x 12 Moisture Medium Dry•is% V_ 1 6.75 x 12 V Snow:1.15 or 1 Pos Bending -12.0% 3 x 19.5 5.125 x 15 Press Treated? I No,Not PT. V s 24F-v4,DF/t'F rr Neg Bending NA 3.125 x 19.5 6.75 x 13.5 Temp Cond. 100 deg i=&lass r► Fb Pos 2,760 psi Fv 305 psi Shear 52.8% Fb Neg 2,099 psi Fcp 650 psi Span(s)Defl'n -6.8% Allow Pos Mom 37,257 ft-lb 1972.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -28,333 ft-lb E 1,800 ksi Calc'd member FAILS by: -12.0% Allow Shear 16,457 lb El 1,749,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 20.71 plf For 6.75 x 12 Cond's Of Use: Load Duration:1.15-Snow 2.46 in 2.46 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 10,771 lb 10,771 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 5,540 lb 5,540 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0,775 in Max Dn Defl - -0.828 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7_0_WC G 2 7 - ,p, Tim Garrison, P.E. l S ` UC____ CALC ProBeam • J v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 38b Other Info. 7/18/17 2 4 6 8 10 12 A 14 16 Type? Simple span.fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.50 ft 13.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&11x'i4 r 360 = 0.45 in Total, L/ 240 = 0.68 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.50 ft Add Self Weight? yes-Self weight will be added to applied OL Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? No 'e` • Increase Roof DL for pitch? YeS Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 10.00 ft 400.0 lb/ft 280,0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 400.0 lb/ft 280.0 lb/ft - r Loads Point loads are 1/10 scale 1000 500 0 I , 2 4 6 8 10 12 14 16 -500 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf Misc manufacturers ♦ Load Duration % Overdesign 2.5 x 15 5 x 10.5 8.75 x 9 Moisture Medium Dry-18% ♦I S x 10.S • Live:100 •I Pos Bending 16.3% 3 x 13.5 5.125 x 10.5 Press Treated? I No,Not PT. +tr 24F-V8,DF/DF +r' Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. i 100 deg F&less it: Fb Pos 2,400 psi Fv 265 psi Shear 98.2% Fb Neg 2,359 psi Fcp 650 psi Span(s) Defl'n 13.1% Allow Pos Mom 18,373 ft-lb 1482.34 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -18,059 ft-lb E 1,800 ksi Calc'd member OK by: 13.1% Allow Shear 9,275 lb El 868,219 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 10.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,681 lb 4,681 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,981 lb 1,981 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.675 in 0.675 in 0.675 in Max Dn Defl - -0.597 in - - - Allowed 0.675 in 0.675 in 0.675 in ProBeam_v7_0_WC z, Tim Garrison, P.E. > .a • S 1 RUCTION C ALC ProBeam EMIXtrAtErVaMirilltaTIM v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 39b Other Info. 7/18/17 1 2 3 4 5 6 7 4 __ Type? Sintpie span,fully braced 141, Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ Code fvlinintium- Nornzal:L/360 SR 11240 IP._ 360 = 0.27 in Total, L/ 240 = 0.40 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft Add Self Weight? Yes-Self weight.will bc•ad(Jed zo applied DL lr Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? `No 1 i Increase Roof DL for pitch? Yes v Roof Pitch 1 2.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.00 ft - 15.2 lb/ft 25.0 lb/ft Uniform Ld. 2 40 psf 28 psf 3.00 ft 120.0 lb/ft 84.0 lb/ft Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load 120.0 lb/ft 209.2 lb/ft 25.0 lb/ft Loads Point loads are 1/10 scale 400 200 0 1 2 3 4 5 6 7 4 9 -200 4x And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf '4 x 10 V 1 Load Duration rive:1.e0 ci► % Overdesign 2 x 14 (4) 2 x 6 Moisture Medium.Ory• 18% 'tl► _Douglas Fir-Larch ®' ; Repetitive Use? I No 'r Pos Bending 66.4% (2) 2 x 10 3 x 10 Press Treated? l No,Not Fx� ♦ i No.2 '® Flat Use? I No AP Neg Bending NA (3) 2 x 8 4 x 8 Temp Cond. f 100{ieg F tk less IV Fb Pos 1,080 psi Fv 180 psi Shear 187.8% Fb Neg 1,066 psi Fcp 625 psi Span(s) Defl'n 375.0% Allow Pos Mom 4,491 ft-lb 1230.84 in'4 Cantilever(s) Defl'n NA Allow Neg Mom -4,436 ft-lb E 1,600 ksi Calc'd member OK by: 66.4% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf For 4 x 10 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - Engineered Lumber Calc'd Brand Soi%Cd,cade v Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf Calc'd Member 1.75 x 11,875 2.0E 2800 Ver„ii 2800 VersaLam 1.3125 x 9.5 1.4E VersaLam Rim - Load Duration Live: 1.00 v % Overdesign 1.75 x 7.25 2.0E 2800 VersaLam - Repetitive Use? I No r► Pos Bending 255.2% 2.625 x 7.25 2.0E 2800 VersaLam - Fb Pos 2,798 psi Fv 285 psi Neg Bending NA 3.5 x 5.5 2.0E 3100 VersaLam - Fb Neg 2,338 psi Fcp 750 psi Shear 192.5% 5.25 x 5.25 2.0E 3100 VersaLam - Allow Pos Mom. 9,590 ft-lb E 2,000 ksi Span(s) Defl'n 528.1% i - - Allow Neg Mom. -8,014 ft-lb El 488,413 ksi Cant(s) Defl'n NA - - Allow Shear 3,948 lb Calc'd member OK by: 192.5% - - 1244.21 in^4 Controlling criteria is: Shear - - Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,350 lb 1,350 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 870 lb 870 lb - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.084 in - - - Allowed 0.400 in 0.400 in 0.400 in . ProBeam_v7_0_WC & z4 �� "' ProBeam Tim Garrison, P.E. v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. upper landing catwalk /� Other Info. 7l18/17 4' 5 10 15 2tY 25 Type? Simple span,fully braced 1,0 i _ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.50 ft 20.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal 1/3G0&t/240 r 360 = 0.68 in Total, L/ 240 = 1.03 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft Add Self Weight? ,yes.Self weight will be added to applied DL IF . Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No .;w_ Increase Roof DL for pitch? Yes V, Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 4.00 ft 160.0 lb/ft 112.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 160.0 lb/ft 112.0 lb/ft - Loads Point loads are 1/10 scale 300 200 - 100 - 0 -100 �/\ 5 10 15 20P' 25 - Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Mist manufacturers •I Load Duration %Overdesign 2.5 x 15 5 x 12 8.75 x 10.5 Moisture Medium Dry•18% W 15 x 12 VP LWve:1.00 '1 Pos Bending 59.0% +3 x 15 5.125 x 12 Press Treated? No,Not PT. V- r 24F-va,DP/EW rr; Neg Bending NA 3.125 x 13.5 6.75 x 10.5 , Temp Cond. i 100-deg F&less �4r Fb Pos 2,400 psi Fv 265 psi Shear 259.9% Fb Neg 2,309 psi Fcp 650 psi Span(s) Defl'n 16.3% Allow Pos Mom 23,997 ft-lb 1 720,00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -23,092 ft-lb E 1,800 ksi Calc'd member OK by: 16.3% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Deft-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,945 lb 2,945 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,305 lb 1,305 lb - - 0 ft-lb 0 ft-lb • 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell - 0.000 in - - - Allowed 1.025 in 1.025 in 1.025 in Max Dn Defl - -0.881 in - - - Allowed 1.025 in 1.025 in 1.025 in ProBeam_v7 0_WC C 1f � " ` `r' ProBeam Tim Garrison, CC Stt UCTIONCALC t v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b Other Info. 7/18/17 4 2 4 6 8 10 12 14 A16 18 Type? Simple span,fully braced r► Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum •Normal:L/360&L/240 !r 360 = 0.52 in Total, L/ 240 1 = 0.78 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.50 ft Add Self Weight? ?Yes-Self weight will be added to applied DL IP Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No Increase Roof DL for pitch? Ys Q . .. ..`.1 Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psi 15 psf 25 psf 3.00 ft - 45.6 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 28 psf 0.00 ft - - Uniform Ld. 5 - 10 psf 11.00 ft - 110.0 lb/ft Tot Unif Load - 155.6 lb/ft 75.0 lb/ft Loads Point loads are 1/10 scale 300 - 200 - 100 - 0 . -100 T 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers v f Load Duration %Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 I Moisture Medium Dry-18% V.I 1 S x 12 i Live:1.00 -1 Pos Bending 224.9% 3 x 9 5.125 x 7.5 Press Treated? No,Not P.T. V 24r V4,prior '1,. Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. 100 deg F el less lir Fb Pos 2,400 psi Fv 265 psi Shear 456.1% Fb Neg 1,804 psi Fcp 650 psi Span(s) Defl'n 352.4% Allow Pos Mom 23,997 ft-lb 1720.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -18,041 ft-lb E 1,800 ksi Calc'd member OK by: 224.9% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.0-Live For 5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,906 lb 1,906 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,325 lb 1,325 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.171 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam v7 0 WC 74 CMS's RUCTIION C ALE ProBeam Tim Garrison, P.E. We Empower i the aulterno Zndustr v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity, pp if any,not shown) Member I.D. 41h J� Other Info. 7/18/17 2 4 6 8 10 12 14 16 `t8 2'�0 Type? Simple span,fully braced 'r' Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection, Main Spans Live Only, LI Code Minimum Normal:L1360&L/240 rl' i, 360 = 0.60 in Total, L/ 240 = 0.90 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 18.00 ft Add Self Weight? j Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No I Increase Roof DL for pitch? Yes Ir Roof Pitch 1 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 28 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 243.3 lb/ft 400.0 lb/ft Loads Point loads are 1/10 scale 800 -I 600 - 400 - 200 - l -200 2 4 6 8 10 12 14 16 4 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers V, Load Duration %Overdesign 2.5 x 18 5 x 12 8.75 x 9 I Moisture Medium Dry•18% 'V 1 'S x 12 w Snow 1.15 •1 Pos Bending 3.5% 3 x 16.5 5.125 x 12 Press Treated? No,Not P.T. +V► 24f•.V4,DF/Dr ry Neg Bending NA 3.125 x 15 6.75 x 10.5 Temp Cond. I 100 deg F&less 'V Fb Pos 2,760 psi Fv 305 psi Shear 105.6% Fb Neg 2,046 psi Fcp 650 psi Span(s) Defl'n 90.9% Allow Pos Mom 27,596 ft-lb 1720.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -20,458 ft-lb E 1,800 ksi Calc'd member OK by: 3.5% Allow Shear 12,190 lb El 1,296,000 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf For 5 x 12 Cond's Of Use: Load Duration:1.15-Snow 1.82 in 1.82 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,928 lb 5,928 lb - - O ft-lb O ft-lb O ft-lb 0 ft-lb Min Total 2,328 lb 2,328 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl - -0.471 in - - - Allowed 0.900 in 0.900 in 0.900 in ProBeam v7 0 W C 6 Z7 Tim Garrison, P.E. CCii\-1S-TR* 1 CTIO A .0 ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC,All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. flr joist Other Info. 7/18/17 2 4 6 8 10 12 14 ' 16 Type? Simple span,fully braced '► Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.00 ft 15.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&t/480 r<s 600 = 0.30 in Total, L/ 480 = 0.38 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.00 ft , Add Self Weight? ;No•Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? :No w: Increase Roof DL for pitch? Yes...,.,,_.40 i Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft Uniform Ld.5 - 10 psf - - Tot Unif Load 52.0 lb/ft 36.4 lb/ft - Loads Point loads are 1/10 scale 100 • 50 - 2 4 6 8 10 12 14 16 -50 I-Joist Calc'd Brand 'BCI. Boise Cascade Y Results For 11-7/8" BCI 60001.8 Calc'd Member 1 t7/8"BC]6000 t.8 V %Overdesign Acceptable Solutions Load Duration Live:too rl'i Pos Bending 63.3% 14" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.7S",w/o web stiffner r . Neg Bending NA 11-7/8" BCI 6000 1.8 - Brng @ Mid-Supports: ;(No Mid Support) ♦ Shear 152.6% 11-7/8" BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 7.8% 11-7/8" BCI 60 2.0 Allow Neg Mom. 34 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 77.2% Allow Mid Rxn 2,500 lb Calc'd member OK by: 7.8% Self Wt 2.50 plf Controlling criteria is: Defl -Span Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 663 lb 663 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 273 lb 273 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.375 in 0.375 in 0.375 in Max Dn Defl - -0.566 in - - - Allowed 0.375 in 0.375 in 0.375 in ProBeam_v7_0_WC i 0 II Tim Garrison, P.E. G I�IS'•l2UCTIt NCALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17050 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 43b Other Info. 7/18/17 _ 4 5 10 15 2� Type? Simple e. span. ll ,braced fullybraced . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.50 ft 20.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:1./360&L/240 V 360 = 0.68 in Total, L/ 240 = 1.03 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft Add Self Weight? i No-Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? >, Na-.-,_--_:! Increase Roof DL for pitch? Yes 7, Roof Pitch I 2.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 28 psf 13.00 ft 520.0 lb/ft 364.0 lb/ft • Uniform Ld. 5 - 10 psf - - Tot Unif Load 520.0 lb/ft 364.0 lb/ft - Loads Point loads are 1/10 scale 1000 500 0 5 10 15 2d 25 -500 Glu Lam Calc'd Member Results For 6.75 x 15 Acceptable Solutions Misc manufacturers IIP Load Duration %Overdesign - 5 x 18 8.75 x 15 Moisture Medium Dry- 18% • 6,75 x 15 le Live:1.0U w I Pos Bending 4.2% 3 x 22.5 5.125 x 18 Press Treated? No,Not P.T. v' 24F-V4,OF/DF w Neg Bending NA 3.125 x 22.5 6.75 x 16.5 Temp Cond. 100 deg F&less qv Fb Pos 2,293 psi Fv 265 psi Shear 97.4% Fb Neg 1,768 psi Fcp 650 psi Span(s)Defl'n -0.3% Allow Pos Mom 48,377 ft-lb 11898.44 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -37,290 ft-lb E 1,800 ksi Calc'd member FAILS by: -0.3% Allow Shear 17,888 lb El 3,417,188 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 25.89 plf Cond's Of Use: Load Duration:1.0-Live For 6.75 x 15 2.07 in 2.07 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,061 lb 9,061 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,731 lb 3,731 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Z / Allowed 1.025 in 1.025 in 1.025 in i.``a 5 -Q Max Dn Defl -1.028 in - Allowed 1.025 in 1.025 in 1.025 in ProBeam_v7_0_WC , G22a Tim Garrison, P.E. CdjS r}RUCTION ALC ProBeam Erszmacturtuaromratun v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t17038 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. tall mulls M',j p Other Info. 7/6/17 4 6 4, 2 4 6 8 10 12 14 16 18 Type? Simple span,fully braced 'M► Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length` Lenth of Spans: 19.00 ft 19.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Roof Mems,No Ceiling:U180&L/120 w 180 = 1.27 in Total, L/ 120 = 1.90 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 19.00 ft Add Self Weight? [No,Self weight is inducted in applied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? [Yes 'P pitch?Roof DL for Yes 'r i' Roof Pitch I 1.5 :12 , i Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 4 19 psf - 5.50 ft 122.7 lb/ft - Tot Unif Load 122.7 lb/ft - - Loads Point loads are 1/10 scale 150 100 50 0 ,_ 2 4 6 8 10 12 14 16 18 40 -50 Engineered Lumber Calc'd Brand Boise Cascade '► Results For 5.25 x 7.25 2.0E 3100 Acceptable Solutions Calc'd Member i 5.25 x 7.25 2.0E 3100 Versalan rr VersaLam 1.3125 x 14 1.4E VersaLam Rim - Load Duration wind/Seis:1.6 . %Overdesign 1.75 x 11.25 2.0E 2800 VersaLam - Repetitive Use? No • Pos Bending 243.3% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 4,960 psi Fv 456 psi Neg Bending NA 3.5 x 9.25 2.0E 3100 VersaLam - Fb Neg 4,882 psi Fcp 750 psi Shear 892.6% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 19,009 ft-lb E 2,000 ksi Span(s)Defl'n 17.4% - - Allow Neg Mom. -18,711 ft-lb El 333,443 ksi Cant(s) Defl'n NA - - Allow Shear 11,571 lb Calc'd member OK by: 17.4% - - 1166.72 in^4 Controlling criteria is: Defl-Span - - Self Wt 9.73 plf Cond's Of Use: Load Duration:1.6-Wind/Seis - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5.25 x 7.25 2.0E 3100 VersaLam 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,166 lb 1,166 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total - - - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.900 in 1.900 in 1.900 in Max Dn Defl - -1.079 in - - - Allowed 1.900 in 1.900 in 1.900 in ProBeam_v7_0_W C CITY OF ANACORTES A S ■ B U I L T DATE: .5 - ( ,, 1. 10 SANITARY SEWER CONTRACTOR: s TRANI\8,E0,. 1 n STORM SEWER LOT ADDRESS: e.? 7 l(j (Pe.LC.M4t /_,/,/ 11 PLAT/DIVISION: C,ee CJu BLOCK: PERMIT NUMBER: ii L A a&11 0 -1 /� SCALE: iiiiniiniBinIIIIiiilMiiiiiiiiiiiiiiii!iiiiiiiiN W,__ .E ■ rrrrr . .U•UUUUrr ■■ , a ■ irr...■.e. ...E... 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N` ��' h {� :'L::' .: 1 Return Address: City of Anacortes Planning and Community Development 904 9th Street -ost Office Box 547 A Icortes,WA 98221 Drainage B M P Facility M. intenance Covenant Grantor(s ereinafter referred to as Grant,r: 1. 2. 3. Grantee: City of Ana,ortes, he,-inafter referred to as the City,a Political Subdivision under the L. s of tr e State of Washington. Legal Description of prope encumbered by covenant: Abbreviated: Common Name of the evelopm- t of the property encumbered by covenant: (if applicable,insert tot,Ow Plat Name) and/or as des ribed in Exhibit(s) " f (typically Exhibit A). Located in qtri qtr. Sec. Twp. , Rge. E.,W.M. Refer lice Number(s) of documents assigned, released,o odified: A sessor's Property Tax Parcel/Account Number(s)of probe s) cumbered by the drainage covenant: Page 1 Grantor's initials Return Address: City of Anacortes Planning and Community Development 904 6th Street Post Office Box 547 Anacortes,WA 98221 Drainage B M P Facility Maintenance Covenant Grantor(s) hereinafter referred to as Grantor: 1. 2. 3. Grantee: City of Anacortes, hereinafter referred to as the City, a Political Subdivision under the Laws of the State of Washington. Legal Description of property encumbered by covenant: Abbreviated: Common Name of the Development of the property encumbered by covenant: (if applicable,insert lot,Block,Plat Name),and/or as described in Exhibit(s) „ 'I (typically ExhibitA). Located in gtr.I qtr. Sec. Twp. N., Rge. E.,W.M. Reference Number(s) of documents assigned, released,or modified: Assessor's Property Tax Parcel/Account Number(s)of property(s) encumbered by the drainage covenant: Page 1 Grantor's Initials— 4 Grantor has a record interest in the property encumbered by the covenant and agrees that the obligations of Grantor shall inure to the benefit of and be binding upon the heirs, successors,and assigns. Grantor agrees that this covenant touches and concerns the land described in Exhibit and shall run with the land. Grantor by execution of this covenant acknowledges that the benefits of this covenant inure to Grantor,downstream property owners,and the general public,and that the City as third-party beneficiary of this covenant has the right, but not the obligation,to enforce this covenant on behalf of downstream property owners and the general public. The City requires this covenant to protect private and public property,private and public drainage infrastructure, and natural resources of downstream property owners and the general public. Grantor in consideration of the approval of the City development permit No. , relating to the real property described in Exhibit and in consideration of other valuable consideration, receipt and sufficiency of which is hereby acknowledged, hereby covenants to perform regular inspections upon the drainage facilities installed, or to be installed, upon Grantor's property. These inspections shall compare the facility/BMP device to the standards described in the current Stormwater Management Manual for Western Washington in use by the City of Anacortes (herein referred to as "the Manual") for all elements of the stormwater drainage system. For any BMP facility approved by the City but not included in the Manual; maintenance standards shall be as described in the manufacturer's operation and maintenance manual; which shall also be referred to as the Manual. As applicable, the system shall include the stormwater conveyance pipes, ditches,swales,and catch basins;stormwater flow regulation system detention ponds, vaults, pipes, retention ponds,flow regulation and control structures; infiltration systems and all other stormwater quality or flow control system. The inspections conducted on all facility/BMPs shall be performed by qualified personnel who have received professional training in the aspects of stormwater management for which they are responsible to inspect. For example a person qualified to perform an inspection on a detention pond must demonstrate that they have received professional training specifically on detention pond maintenance and compliance with standards. The City shall request a record of the inspection annually. The Grantor shall provide to the City a written record of the inspection performed and the condition of the facility/BMP upon request. The record shall provide an explanation of each maintenance component and potential defect identified in the maintenance standards in the Manual for each specific BMP/facility. Where measurements must be taken to (trash or debris exceeds 60% of the sump...) the actual field measurements must be included on the report. Pictures of each BMP facility shall be included, and the date(s) of the inspections must be clearly identified. Page 2 Grantor's Initials — . — The scope of this covenant and right of entry shall be adequate to provide for the access, inspection,and maintenance of the stormwater drainage system, and shall be subject to the following terms and conditions: 1. The City shall have the perpetual right of entry across adjacent lands of the Grantor for purposes of inspecting, auditing, or conducting required maintenance of the drainage BMP facility. 2. The facility specific maintenance standards contained in the Manual are intended to be conditions for determining if maintenance actions are required. The standards are not intended to be a measure of the facility's required condition at all times. Discovery through inspection that a facility's condition is in exceedance of a standard does not constitute a violation of this agreement. 3. Should a facility be discovered in a condition that constitutes an exceedance of any described standard, maintenance shall be performed on the following schedule: a. Within nine months for typical maintenance of facilities, except catch basins. b. Within three months for catch basins. c. Within eighteen months for any maintenance that requires capital construction or expenditure over $25,000 4. In the event that Grantor fails to complete the required maintenance within the identified time period, the City shall have the right to immediately and without further notice perform or contract with others to perform all maintenance necessary to return the facility/BMP to compliance with the standard. This work shall be performed at the sole expense of the Grantor. 5. If the City in its sole discretion determines that an imminent or present danger exists, that any condition exists that could constitute a threat to human health, welfare or the environment, or any condition exists that could cause the City to be found in violation of the Western Washington Phase II Municipal Stormwater NPDES permit issued to the City of Anacortes, or any other environmental permit, the City may take any action required including beginning maintenance or repairs immediately at Grantor's expense without prior notice to Grantor. In such event, the City shall provide Grantor with a written statement and accounting of all work-performed and the fees, charges, and expenses incurred in making such repairs. Grantor shall agree to reimburse the City or pay the City's vendors directly for all reasonable fees, charges, and expenses identified in the City's statement. 6. If the City is required to act as a result of Grantor's failure to comply with this covenant, the City may remove any obstructions and/or interferences that in the sole opinion of the City impair the operation of the drainage BMP facility or the maintenance thereof. Grantor agrees to hold the City, its officers, Page 3 Grantor's Initials — • — employees, and agents harmless from any and all claims, actions, suits, liability, loss, expenses, damages and judgments of any nature whatsoever, including costs and attorney's fees, incurred by the removal of vegetation or physical interference from the drainage BMP facility. 7. When exercising the maintenance provisions of the covenant, in the event of nonpayment, the City may bring suit to recover such costs, including attorney's fees, and upon obtaining a judgment, such amount shall become a lien against the property of Grantor as provided in RCW 4.56.190. 8. Grantor covenants that the owners of the property described herein are the person or persons identified on page 1 of this covenant as Grantors, that they have the right to grant this covenant on the property, and that the title to the property is free and clear of any encumbrances which would interfere with the ability to grant this covenant. Executed this day of _ Grantors: Signature(s): Printed Name(s): Title of Authorized Representative(s): (if signing on behalf of a corporation) Page 4 Grantor's Initials — • — 1 Drainage B M P Facility Maintenance Covenant PFN Additional Signatures (if needed): Note: Signature(s) of Grantor(s) must be acknowledged by appropriate Notary Form. Accepted and approved for the City of Anacortes: Date: Director City of Anacortes Department of Planning and Community Development Services Page 5 Grantor's Initials — • — CONSENT TO AND APPROVAL OF DRAINAGE BM P FACILITY MAINTENANCE COVENANT (lender), the current Beneficiary of a Deed of Trust recorded underAFN , records of City of Anacortes, which deed of trust encumbers the real estate described in Exhibit of the attached Drainage BMP Facility Maintenance Covenant, does hereby consent to the establishment of said covenant Signed: Title: Date: REPRESENTATIVE ACKNOWLEDGMENT STATE OF WASHINGTON ) ) ss City of Anacortes ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that (he/she/they) signed this instrument,on oath stated that (he/she/they)was/were authorized to execute the instrument and acknowledged it as the of to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: _ Signature: (print name) (Seal or stamp) _ NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON My appointment expires Page 5 Grantor's Initials INDIVIDUAL ACKNOWLEDGMENT STATE OF WASHINGTON ) ) ss City of Anacortes I certify that I know or have satisfactory evidence that is/are the person(s) who appeared before me, and said person(s) acknowledged that (he/she/they) signed this instrument and acknowledged it to be (his/her/their) free and voluntary act for the uses and purposes mentioned in the instrument. Dated: Signature: (print name) (Seal or stamp) NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON My appointment expires REPRESENTATIVE ACKNOWLEDGMENT STATE OF WASHINGTON ) ) ss City of Anacortes ) I certify that I know or have satisfactory evidence that s the person who appeared before me, and said person acknowledged that (he/she/they) signed this instrument,on oath stated that (he/she/they) was/were authorized to execute the instrument and acknowledged it as the of to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: Signature: (print name) (Seal or stamp) NOTARY PUBLIC INAND FOR THE STATE OF WASHINGTON Page6 Grantor's Initials My appointment expires Page6 Grantor's Initials ,.lt, Y-` 0City of Anacortes Invoice/Permit#: BLD-2017-0425 904 6th Street Applied date: 08/11/2017 `*I ' P.O.Box 547 Issue date: 10/03/2017 � " Anacortes, WA 98221-0547 Expire date: 04/01/2019 LareC,T ' - (360) 293-1901 Job Address: 3716 LEEWARD LN Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct single-family residence per approved plans Owner: STEFAN HENDRIKS Contractor: Address: 3602 EAST PROSPECT ST Address: SEATTLE WA 98112 Phone: Phone: License#: General Information: Fees: Occupancy Group it-2 Building Permit Fee 3,533.00 Use Zone R2 Plan Review Fee 2,096.45 Basement Square Footage 1679 Mechanical Permit Fees 136.40 Lot Area 18505 Plumbing Permit Fee 195.00 1st Floor Square Footage 2196 State Building Code Fee 4.50 2nd Floor Square Footage 782 Sewer Inspection Fee 50.00 Garage Square Footage 614 Storm Drain GFC-Residential 1,550.93 Deck Square Footage 262 Sewer GFC-Residential 9,206.33 Porch Square Footage 18 Park Impact Fee 615.00 Building Valuation 562500 Traffic Impact Fee 900.00 # Forced Air Furnace<=1,000 1 Plan Review Deposit 200.00 #of Bathtubs 1 Total Calculated: 18,487.61 #of Clothes Dryers 1 Deposits/Receipts: 200.00 #of Clothes Washers 1 #of Dishwashers 2 Total Due: 18,287.61 #of Gas Fireplace 1 #of Gas Piping 1 - 1 -003CAV -13 #of Gas Water Heaters 1 - m -' 61' 1--- -P. "'' t° m tX' ' r..'? Cr) ---5 -1 #of Water Piping 2 f ' '"° IA #of Hose Bibbs 5 °" r MI 1 m" ,;' #of Kitchen Sinks 1 1-"'• `i- `-.1 03 `"1 CA i M. I;. 1 —1 p rl' (1 0 r 11 :'x3 17., #of Lavatories 6 1,..:, -, 13 -P.. x:• ••.o1 r. #of Range Hoods 1 NI w, z- 1 #of Showers 2 : cc.; in IT. ist •- t-,• Tt t-'• T #of Slop Sinks 1 = c1 Ir rt. L #of Ventilation Fans 7 °- ,--; 1'1 ...... 1 ID #of Water Closets 4 = al m of r— .. i - -:3 3 C1 1 t-+ 0 1-� ci -'-1 t-+ F-- t. 1,1 1-1 1s 1-• -F. rs) 1-L 1-1. --.I r•..) r•41 as a. to it, 1-a CAal l z, P3 1 1•+:1 FYI n IS -4 m 1D h•.) C UI IT. '�1 'l1I 2 e-.. 1...) t-- ,. = -+,I Si w. .t Y 6 ` City of Anacortes Invoice/Permit#: BLD-2017-0425 904 6th Street Applied date: 08/11/2017 'r P.O.Box 547 Issue date: 10/03/2017 Anacortes, WA 98221-0547(360) 293-1901 Expire date: 04/01/2019 ■y�■ ri8 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. U4(A't te&A / SIGNATURE OF OWNER OR AUTHOR!AT AGENT ISSUE 1 4'+' 1� o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMEN DEPARTMENT { RESIDENTIAL BUILDING PERMIT APPLICATION 11100eMailing Address: P.O. Box 547, Anacortes, WA I r ' P `� fEllw Office Location: 904 6th Street, Anacortes WA t �co R T Phone: (360) 293-1901, Fax: (360) 293-19. '' RUG 12011 PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUA 7 E '`I"i'to 7;►/E, TS PROJECT ADDRESS(Street,Suite#): Parcel(s)#: P133204 3716 Leeward LN,Anacortes,WA 98221 Subdivision/Lot#: Project Valuation: $ , 00 /2 S-0.0 LOT 8, LEEWARD LANDING PUD APPLICANT: Phone:360 293 7431 Fax: Strandberg Construction, Inc Address(Street, City, State,Zip): E-Mail Address: 2018 R Ave,Anacortes,WA 98221 PROPERTY OWNER: Phone: Fax: ROSLYN &STEFAN HENDRIKS Address(Street, City, State,Zip): E-Mail Address: 3602 E PROSPECT STREET, SEATTLE,WA 98112 CONTACT PERSON: Phone:360-293-7431 Fax: Jim Sykora-Strandberg Construction Address(Street, City, State,Zip): E-Mail Address: jim@strandbergconstruction.com 2018 R Ave,Anacortes,WA 98221 LENDING AGENCY: Phone: Fax: Address(Street, City, State,Zip): E-Mail Address: CONTRACTOR:* Phone:360-293-7431 Fax: Strandberg Construction, Inc Address(Street, City, State,Zip): E-Mail Address: P.O. Box 319,Anacortes WA 98221 Professional License#: Exp. Date:02/02/19 *All Contractors&Subcontractors must have a valid City of Anacortes STRANCIO2OCC business license prior to doing work in the City. Contact the City's Business License#: Exp. Date:12/31/2017 Finance Department at(360)299-1968. 601839950 PROPOSED WORK: New Construction of Single Family Residence PROPOSED NEW SQUARE FOOTAGE: Basement SQ': 1,679 Finished Basement: ✓❑ Unfinished Basement ❑ 1"Floor SQ': 2,196 Garage/Carport SQ': 614 2nd Floor SQ': 782 Deck/Covered Porch/Patio SQ':465 Fire Sprinkler: Yes ❑✓ No ❑ Lot Area SQ': 18,505 Is construction associated with an accessory dwelling unit? Yes ❑ No ✓❑ I declare under penalty of perjury that the information I have provided on this form/application is true, correct,and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: Owner ❑ Agent ❑ (specify): Signature: Date: 11 II Page 1 of 3 d S dam/ a IMPERVIOUS SURFACE AREA: Existing Impervious SQ': 0 New Impervious SQ':4,310 Total Disturbed Land/Soil SQ': 7,398 Total Proposed: Cut: Fill: fNew hard surfaces(pervious& impervious) Land converted from native vegetation to lawn or landscaping SQ': Land converted from native vegetation to pasture SQ': MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: 1 Elec#: Other#: 1 Gas Water Heater: #: 1 Location(s): 1 Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: 6 Laundry#: 1 Other#: 7 Range Hood: #: I Location(s): Kitchen 1 Fireplace: Gas#: 1 Elec#: Other:#: Location(s): Great Room 1 V7 Clothes Dryer:/Duct: Gas#: Elec#: 1 Other:#: Location(s): Laundry 1 Stove/Range/Oven: Gas#: 1 Elec#: Other:#: Location(s): Kitchen ' 1 Range Hood: Location(s): Kitchen Gas Outlet(s): #: 2 Location(s): 2 Other: #: Location(s): TOTAL OUTLETS: PLUMBING FIXTURES: 1 Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 4 e igerator water supply(for water/ice dispenser): 1 Kitchen Sink: 1 ✓P essure Reduction Valve/Pressure Regulator: Utility Sink: 1 v Wat Service Line: 1 L-::,>/ Tub: 1 e . a r Piping: 1 Hand Sink: 6 lothes Washer: 1 �� Shower: /2 Ele trio Water Heater: Tank-less? Yes ❑ No El Dishwasher: 1- 1 flow Prevention Device: Hose Bib: 5 TOTAL OUTLETS: 20 TOTAL OUTLETS: 4 Page 2 of 3 Gl�Y �� PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT I RESIDENTIAL BUILDING PERMIT CHECKLIST Mailing Address: P.O. Box 547, Anacortes, WA 98221 1\ w4 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901, Fax: (360) 293-1938 Plans shall be of sufficient clarity to indicate the location,nature,and extent of the work proposed,and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE: mrc, a , e ►' SUBMITTAL REQUIREMENTS: " 'Z• oc. la �. fD 11:5. The number indicates the number of copies ; r•D : .1 b va n„ for submittal (if applicable). 41 0 ®.� O o n 5 e Residential Building Permit Application 1 1 1 1 1 pE Site Plan(Drawn to Scale) 2 2 0 2 2 ICopy of Boundary Survey ✓ ✓ ✓ Building Plans (Drawn to Scale) 2 2 2 2 2 ® Reduced Site Plan(11"X 17") 2 2 0 1 1 E Reduced Floor Plan(11"X 17") 2 2 2 2 1 Ej Structural Calculations (if applicable) 2 2 2 2 2 pa Energy Code Compliance(shown on plans) ✓ ✓ . Complete Stormwater Plan 2 2 0 2 ® 13 Elements SWPPP Checklist 2 2 0 2 ELandscape Plan 2 2 2 El- Grading Plan/Cut/Fill 2 2 2 1J- Critical Areas Report(if applicable) 1 1 1 1 Qi Geotechnical Report(if applicable) 1 1 1 1 2 Plan Review Deposit(due upon submittal) ✓ 1. Handouts and Standard Details may be found on the City's website at www.cityofanacortes.org or can be obtained at City Hall during normal business hours. 2. Plans, calculation, &reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. 3. The Stoiiiiwater Plan&Drainage Analysis shall comply with the 2012 Department of Ecology's Stormwater Management Manual for Western Washington (as amended in December 2014). For details on the Complete Stormwater plan,please see the Residential Stormwater Application Checklist. Page 3 of 3 ICC Most Widely Accepted and Trusted EVALUATION SERVICE In Caopernfion wan Lr:.l Innovation RESEARCH LASS ICC-ES Report ESR-1615 ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org Reissued 09/2016 This report is subject to renewal 09/2017. DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION SECTION: 07 2100—THERMAL INSULATION SECTION: 07 25 00—WATER-RESISTIVE BARRIERS/WEATHER BARRIERS 2714 Cam- e ei(W( 0 p1 L aA4 REPORT HOLDER: BARNHARDT MANUFACTURING COMPANY dba NCFI POLYURETHANES POST OFFICE BOX 1528 MOUNT AIRY, NORTH CAROLINA 27030 EVALUATION SUBJECT: INSULSTAR® AND INSULBLOC® SPRAY-APPLIED POLYURETHANE INSULATIONS ICC ICC ICC itsTh. PMG LISTED Look for the trusted marks of Conformity! �ww "2014 Recipient of Prestigious Western States Seismic Policy Council ■IM (WSSPC)Award in Excellence" A Subsidiary of cao Duna Atcn diced ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not SCC specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSIoc84,a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as A161 Attm5ted Program to any finding or other matter in this report, or as to any product covered by the report. PRODUCT CERTIFICATION Ar,Cr66dRf,CGN .1000 Copyright© 2016 ICC Evaluation Service, LLC. All rights reserved. siICC EVALUATION SERVICE Most Widely Accepted and Trusted N Cnt'en'irti I v��RflOV7EI071 L.1 iIESEAMJ,1 ICC-ES Evaluation Report ESR-1615 Reissued September 2016 Revised October 2016 This report is subject to renewal September 2017 www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00—THERMAL AND MOISTURE 1.2 Evaluation to the following green code(s) and/or PROTECTION standards: Section: 07 21 00—Thermal Insulation ® 2013 California Green Building Standards Code Section: 07 25 00—Water-resistive Barriers/Weather (CALGreen), Title 24, Part 11 Barriers IN 2012 and 2008 ICC 700 National Green Building REPORT HOLDER: StandardTM (ICC 700-2012 and ICC 700-2008) BARNHARDT MANUFACTURING COMPANY dba NCFI Attributes verified: POLYURETHANES ® See Section 2.0. POST OFFICE BOX 1528 2.0 USES MOUNT AIRY, NORTH CAROLINA 27030 (336) 789-9161 InsulStar and InsulBloc spray-applied polyurethane foam www.ncfi.com insulations are used as thermal insulating material. The jason.hoerter(&,,ncfi.net insulation may be used in any type of construction under the IBC (use on walls required to be of Type I, II, Ill EVALUATION SUBJECT: or IV construction is addressed in Section 4.6) and dwellings under the IRC. The insulations may be used INSULSTAR® AND INSULBLOC® SPRAY-APPLIED in nonstructural applications in wall and floor/ceiling POLYURETHANE INSULATIONS assemblies, and on the exterior side of foundations and the underside of on-grade slabs; and may be used in attics 1.0 EVALUATION SCOPE and crawl spaces when installed as described in Section 4.4. The insulations may be used as vapor retarders 1.1 Compliance with the following codes: (Section 3.5), air barriers (Section 3.4) and as air- ® 2015, 2012 and 2009 International Building Code° (IBC) impermeable insulation (Section 4.4). The insulations may ° be used as alternatives to the water-resistive barrier ® 2015, 2012 and 2009 International Residential Code required in IBC Section 1404.2 and IRC Section R703.2 (IRC) when installed as described in Section 4.5. The insulations Is 2015, 2012 and 2009 International Energy Conservation may be used in fire-resistance-rated construction when Code° (IECC) installed as described in Section 4.7. ® 2013 Abu Dhabi International Building Code (ADIBC)t 3.0 DESCRIPTION tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced 3.1 General: in this report are the same sections in the ADIBC. InsulStar and InsulBloc° are two-component, closed-cell, ® Other Codes (see Section 8) one-to-one-by-volume spray polyurethane foam systems Properties evaluated: with a nominal density of 2 pcf (32 kg/m3). InsulStar° and InsulBlocm insulation's liquid components are supplied in ® Surface-burning characteristics nominally 55-gallon (208 L) drums, labeled as "A" ® Physical properties component or "R" component. The insulation components have a shelf life of six months when stored at temperatures ® Thermal resistance between 70°F (21°C) and 90°F (32°C). ® Attic and crawl space installation 3.2 Surface-burning Characteristics: ® Air permeability The insulation, at a maximum thickness of 4 inches ® Water vapor transmission (102 mm) and a nominal density of 2 pcf (32 kg/m3), has a flame-spread index of less than 25 and a smoke- ® Water-resistive barrier developed index of less than 450 when tested in ® Fire-resistance-rated construction accordance with ASTM E84 (UL 723). There is no thickness limit when installed behind a code-prescribed ® Exterior walls in Type I through IV construction 15-minute thermal barrier, except as noted in Section 4.3.2 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as hiaik SI to any finding or other matter in this report, or as to any product covered by the report. CODEC M wP4 r.�r.-,cl u.^s^-^ CODE[CUNt� rw,„ toad Copyright© 2016 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 6 ESR-1615 I Most Widely Accepted and Trusted Page 2 of 9 3.3 Thermal Transmission R-values: or roof rafters, and in crawl spaces, and may be left ® exposed as an interior finish without a prescribed The InsulStar® and InsulBloc insulations have thermal 15-minute thermal barrier or prescribed ignition barrier. resistance R-values, at a mean temperature of 75°F The thickness of the foam plastic applied to the underside (24°C), as shown in Table 1 . of the roof sheathing must not exceed 101/4 inches 3.4 Air Permeability: (260 mm). The thickness of the foam plastic applied to InsulStar® and InsulBloc® spray-applied polyurethane foam vertical wall surfaces must not exceed 81/4 inches (210 mm). The foam plastic must be covered on all insulations, at a minimum thickness of 1 inch (25.4 mm), surfaces with DC 315 Fireproof Paint at a minimum wet are considered air-impermeable insulations in accordance film thickness of 18 mils (0.46 mm) [12 mils (0.31 mm) dry with 2015 and 2012 IRC Section R806.5 (2009 IRC film thickness]. The coating must be applied over the Section R806.4) and 2015 IBC Section 1203.3, as applicable, based on testing in accordance with ASTM InsulStar or InsulBloc® insulation in accordance with the E283. coating manufacturer's instructions and this report. Surfaces to be coated must be dry, clean and free of dirt, 3.5 Vapor Retarder: loose debris and other substances that could interfere The foam plastic has a vapor permeance of less than with adhesion of the coating. The coating is applied in accordance with the manufacturer's published installation 1 perm [5.7 x 10 11 kg /(m2sPa)], when applied at a minimum thickness of 016 inches (33 mm) and qualifies instructions. as a Class II vapor retarder as defined in IRC Section 4.4 Ignition Barrier — Attics and Crawl Spaces: R202. 4.4.1 Application with a Prescriptive Ignition Barrier: 3.6 DC 315 Fireproof Paint: When InsuiStar® and InsulBIoc® insulations are installed DC 315 Fireproof Paint is manufactured by International within attics or crawl spaces where entry is made only for Fireproof Technology, Inc. (ESR-3702), and is a water- service of utilities; an ignition barrier must be installed in based coating supplied in 5-gallon (19 L) pails and accordance with IBC Section 2603.4.1 .6 or IRC Sections 55-gallon (208 L) drums. The coating material has a shelf R316.5.3 and R316.5.4, as applicable. The ignition barrier life of 12 months when stored in factory containers at must be consistent with the requirements for the type of temperatures between 50°F (10°C) and 90°F (32°C). construction required by the applicable code, and must be installed in a manner so that the foam plastic insulation is 4.0 INSTALLATION not exposed. InsuIStar® and InsulBIoc® insulations as 4.1 General: described in this section may be installed in unvented attics and unvented enclosed rafter spaces in accordance InsulStar° and InsulBloce insulations must be installed in with 2015 and 2012 IRC Section R806.5 (2009 IRC accordance with the manufacturer's published installation Section R806.4) or 2015 IBC Section 1203.3, as instructions and this report. The manufacturer's published applicable. installation instructions and this report must be strictly 4.4.2 Application without a Prescriptive Ignition adhered to, and a copy of the instructions must be Barrier: Where lnsulStar® and InsulBloc® insulations are available at all times on the jobsite during installation. installed in accordance with Section 4.4.2.1 or Section 4.2 Application: 4.4.3, the following conditions apply: InsulStare and InsuIBloc® insulations must be spray- a. Entry to the attic or crawl space is to service utilities, applied to a suitable substrate on the jobsite using a and no storage is permitted. volumetric positive displacement pump as identified in the b. There are no interconnected attic or crawl space NCFI application manual. Preparation of the substrate must be in accordance with the manufacturer's areas. instructions. The insulation components must be stored at c. Air in the attic or crawl space is not circulated to other temperatures between 70°F (21°C) and 90°F (32°C) for parts of the building. several days before application. The insulation must not be d. Attic ventilation is provided when required by IBC used in areas that have a maximum in-service temperature Section 1203.2 or IRC Section R806, except when greater than 180°F (82°C). The foam plastic must not be air-impermeable insulation is permitted in unvented used in electrical outlet or junction boxes or in direct attics in accordance with 2012 Section R806.5 or continuous contact with water. 2009 IRC Section R806.4. Under-floor (crawl space) 4.3 Thermal Barrier: ventilation is provided when required by 2015 IBC 4.3.1 Application with a Prescriptive Thermal Barrier: Section 1203.4 (2012 IBC Section 1203.3) or IRC The InsulStar° and InsulBloc® insulations must be Section R408.1 , as applicable. separated from the interior of the building by an approved e. Combustion air is provided in accordance with IMC thermal barrier of minimum 1/2-inch-thick (12.7 mm) (International Mechanical Code®) Section 701. gypsum wallboard or an equivalent 15-minute thermal 4.4.2.1 Application without Intumescent Coating: barrier complying with and installed in accordance with the InsuIStar® and InsulBIoc® insulations may be spray-applied applicable code, except when the installation complies with to the underside of roof sheathing or roof rafters, and/or the requirements set forth in Section 4.3.2. There is no ° thickness limit when installed behind a code-prescribed vertical surfaces; and in crawl spaces, InsulStar and 15-minute thermal barrier. Within an attic or crawl space, InsulBloc insulations may be spray-applied to the installation must be in accordance with Section 4.4. underside of floors and/or vertical surfaces as described in this section. The thickness of the foam plastic applied to 4.3.2 Application without a Prescriptive Thermal the underside of the top of the space must not exceed Barrier: The prescriptive 15-minute thermal barrier may be 16 inches (406 mm). The thickness of the foam plastic omitted when installation is in accordance with this section. applied to vertical surfaces must not exceed 111/2 inches The insulation and coating may be spray-applied to the (292 mm). The foam plastic insulation may be left exposed interior facing of walls and the underside of roof sheathing and does not require covering with a prescriptive ignition ESR-1615 I Most Widely Accepted and Trusted Page 3 of 9 barrier or an intumescent coating. The insulations may be of Type X gypsum sheathing as shown in Figure 2. The installed in unvented attics as described in this section in OSB must be fastened to studs with 1 /8-inch-long accordance with 2015 and 2012 IRC Section R806.5 (2009 (48 mm), 6d coated nails spaced 7 inches (178 mm) on IRC Section R806.4). center. 4.4.3 Use on Attic Floors: InsulStar° and InsulBloc® 4.7.3 Insulation: InsulStar° or InsulBloc° foam is applied insulations may be installed exposed at a maximum in the stud cavity at any thickness from partially filling to thickness of 11 /2 inches (292 mm) between joists in attic completely filling the stud cavity. floors. The InsulStar° insulation must be separated from 5.0 CONDITIONS OF USE the interior of the building by an approved thermal barrier. The ignition barrier in accordance with IBC Section The InsulStar® and InsulBloc° insulations described in this 2603.4.1 .6 and IRC Section R316.5.3 may be omitted. report comply with, or are suitable alternatives to what is 4.5 Water-resistive Barrier: specified in, those codes listed in Section 1 .0 of this report, subject to the following conditions: InsulStar° and InsulBloc® spray-applied polyurethane foam ® insulations may be used as the water-resistive barrier 5.1 InsulStar and InsulBloc insulations must be installed prescribed in IBC Section 1404.2 and IRC Section R703.2, in accordance with the manufacturer's published when installed on exterior walls as described in this installation instructions, this evaluation report and the section. InsulStar® and InsuiBloc® foam plastic must be applicable code. The instructions within this report spray-applied to the exterior side of sheathing, masonry or govern if there are any conflicts between the other suitable exterior wall substrates to form a continuous manufacturer's published installation instructions and this report. layer of 1 inch (25.4 mm) minimum thickness. All construction joints and penetrations are to be completely 5.2 InsulStar° and InsutBIoc® insulations must be sealed with InsulStar° or InsulBloc°. separated from the interior of the building by an 4.6 Exterior Walls of Type I, II, III, and IV Construction: approved 15-minute thermal barrier, as described in Section 4.3, except when installation is as described 4.6.1 General: When used on walls of Type I, II, Ill and IV in Section 4.3.2 or in attics and crawl spaces as exterior wall construction, the InsulStar''' and InsulBloc® described in Section 4.4. spray-applied foam insulations must comply with Section 5.3 The surfaces to which spray-applied insulations are 2603.5 of the IBC and this section (Section 4.6), and the applied must be protected from the weather during maximum thickness of the insulation must not exceed 5 incheso(127 mm). The potential heat of InsuiStar® and application. InsuiBloc® spray-aplied foam plastic insulations is 1989 5.4 The spray-applied insulations must be applied by Btu/ft2 (22.6 MJ/m ) per inch of thickness when tested in installers certified by NCFI Polyurethanes. accordance with NFPA 259. 5.5 Use of the insulation in areas where the probability of 4.6.2 Specific Wall Assemblies: Wall assemblies termite infestation is "very heavy" must be in complying with Section 4.6 must be as described in Table 2 accordance with 2015 IBC Section 2603.8 (2012 IBC or Table 3. Section 2603.9), 2009 IBC Section 2603.8 or IRC 4.7 One-hour Fire-resistance-rated Wall Assemblies Section R318.4, as applicable. (Load-bearing): 5.6 Jobsite certification and labeling of the insulation must InsulStar° and InsulBloc® spray-applied polyurethane foam comply with 2015 IRC Section N101.10.1 and insulations may be installed on load-bearing one-hour fire- N1101.10.1 .1 (2012 IRC Section N1101 .12.1 and N1101 .12.1 .1 and IECC Sections C303.1 .1, resistance-rated walls (see Figures 1 and 2), provided the system is installed in accordance with the following: C303.1 .1 .1 , R303.1 .1 and R303.1 .1 .1 or 2009 IRC Sections N1101 .4 and N1101 .4.1 ) and 2015 and 4.7.1 Wood Framing: Minimum nominally 2-by-4 wood 2012 IECC Sections C303.1 .1 , C303.1 .1 .1 , R303.1.1 studs (kiln dried No. 2 spruce-pine-fir) spaced a maximum and R303.1 .1 .1 (2009 IECC Sections 303.1 .1 and of 16 inches (406 mm) on center. 303.1 .1 .1 ), as applicable. 4.7.2 Wall Finish (both faces): Two layers of 5/8-inch- 5.7 InsulStar° and InsulBloc® insulations at a 15/16-inch thick (16 mm) Type X gypsum sheathing complying with (33 mm) thickness or greater is a Class II vapor ASTM C36 or ASTM C1396, 4-feet-wide (1219 mm), retarder as defined in IRC Section R202 and IECC installed vertically as follows: Base layer fastened to studs Section 202. (with joints centered over studs) and plates with 6d coated 5.8 When InsuIStar® and InsulBloc° insulations are used nails, 17/8-inc h-long (48 mm) spaced 7 inches (178 mm) on as water-resistive barriers, they must be protected center or 1 /$ inches (48 mm) long Type S or W steel from ultraviolet (UV) light exposure in accordance with screws spaced 6 inches (152 mm) on center. Face layer NCFI's written instructions. fastened to base layer at the edges with 15/8-inch-long (41 mm) Type G screws at 8 inches (203 mm) on center 5.9 When use is on buildings of Type I, II, Ill or IV, and to studs with 21/2-inch-long (64 mm) Type S steel construction must be as described in Section 4.6. screws at 12 inches (305 mm) on center in the field, or 5.10 Use of the insulations in fire-resistance-rated face layer fastened to studs with 21/2-inch-long (64 mm) construction must be in accordance with Section 4.7. Type S steel screws at 8 inches (203 mm) on center on the dedges and 12 inches (305 mm) on center in the field. Face 5.11 InsulStar® and InsulBloc® insulations are produced in layer joints must be offset a minimum of 24 inches Mount Airy, North Carolina, and Clearfield, Utah, (610 mm) from base layer joints. All joints, screw or nail under a quality-control program with inspections by heads must be covered with joint tape and two coats of ICC-ES. joint compound in accordance with GA-216 or ASTM 6.0 EVIDENCE SUBMITTED C840. As shown in Figure 1 , the exterior face of the exterior wall can be finished with one layer of 7/16-inch 6.1 Data in accordance with ICC-ES Acceptance Criteria (11 mm) oriented strand board (OSB) in lieu of two layers for Spray-applied Foam Plastic Insulation (AC377), ESR-1615 I Most Widely Accepted and Trusted Page 4 of 9 dated May 2015 including reports of tests in ® 2006 International Residential Code® (2006 IRC) accordance with Appendix X of AC377. ® 2006 International Energy Conservation Code® (2006 6.2 Reports on room corner fire tests in accordance with IECC) NFPA 286. 8.2 Uses: 6.3 Reports on air leakage tests in accordance with The products comply with the above-mentioned codes as ASTM E283. described in Sections 2.0 through 7.0 of this report, with 6.4 Reports on water vapor transmission tests in the revisions noted below: accordance with ASTM E96. ® Application with a Prescriptive Thermal Barrier: See 6.5 Reports on fire tests in accordance with ASTM E119. Section 4.2.1 , except the approved thermal barrier must 6.6 Reports of potential heat tests in accordance with be installed in accordance with Section R314.4 of the NFPA 259. 2006 IRC. Application with a Prescriptive Ignition Barrier: See 6.7 Data in accordance with the ICC-ES Acceptance Section 4.3.1 , except attics must be vented in Criteria for Foam Plastic Sheathing Panels Used as accordance with Section 1203.2 of the 2006 IBC, and Water-resistive Barriers (AC71 ), dated February 2003 crawl space ventilation must be in accordance with (editorially revised January 2016). Section 1203.3 of the 2006 IBC, as applicable. 6.8 Reports of fire propagation characteristics tests in Additionally, an ignition barrier must be installed in accordance with NFPA 285. accordance with Section R314.5.3 or R314.5.3 of the 7.0 IDENTIFICATION 2006 IRC, as applicable. ® Application without a Prescriptive Ignition Barrier: Components of the InsulSta° and InsulBloc® insulations See Section 4.3.2, except attics must be vented in are identified with the manufacturer's name (NCFI accordance with Section 1203.2 of the 2006 IBC or Polyurethanes), address and o telephone number; the Section R806 of the 2006 IRC, and crawl space product trade name (InsuIStar® or InsulBloc ), use and ventilation must be in accordance with Section 1203.3 of application instructions; the density; the flame-spread the 2006 IBC or Section R408 of the 2006 IRC, as and smoke-development indices; and the evaluation report applicable. number (ESR-1615). Protection Against Termites: See Section 5.5, except Intumescent coatings are identified with the use of the insulation in areas where the probability of manufacturer's name and address, the product name and use instructions. termite infestation is "very heavy" must be in accordance with Section R320.5 of the 2006 IRC. 8.0 OTHER CODES ® Jobsite Certification and Labeling: See Section 5.6, 8.1 Evaluation Scope: except jobsite certification and labeling must comply In addition to the codes referenced in Section 1 .0, the with Sections 102.1 .1 and 102.1 .11 , as applicable, of products in this report were evaluated for compliance with the 2006 IECC. the requirements of the following codes: ® 2006 International Building Code® (2006 IBC) 1 ESR-1615 I Most Widely Accepted and Trusted Page 5 of 9 TABLE 1—THERMAL RESISTANCE (R-VALUES1) THICKNESS (inches) R-VALUES (°F.ft2.h/Btu) 1 6.8 2 13 3 19 3.5 22 4 25 4.75 30 5 32 6 38 7 45 7.5 48 8 51 9 57 10 64 11 70 11.5 73 12 76 16 102 For SI: 1 inch = 25.5 mm; 1 °F.ft2.h/Btu = 0.176 110 °K.m2/W. 'R-values are calculated based on tested K-values at 1- and 4-inch thicknesses. TABLE 2—NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES Wall Component Materials' Base Wall System — 1 — Concrete wall Use either 1, 2 or 3 2 — Concrete masonry wall 3 — 1 layer 5/8-inch-thick Type X gypsum wallboard complying with ASTM C36 or C1396 on the interior, installed over minimum 35/8-inch-deep, No. 20 gage, C-shaped steel studs, spaced a maximum of 24 inches on center. Gypsum wallboard must be attached with No. 6, 11/4-inch-long self-tapping screws located 8 inches on center along the perimeter and in the field of wallboard. Gypsum wallboard joints must be taped and treated with joint compound in accordance with ASTM C840 or GA-216. Floorline Firestopping 4 pcf mineral wool in each stud cavity at each floorline, attached with Z-clips Cavity Insulation — Use either 1, 2 or 3 1 — None 2 — Full cavity depth or less of InsulBloc®, InsulStar® or Sealite® OCX (ESR-3826) applied using exterior sheathing as substrate and covering the width of the cavity and inside the stud flange 3 — Noncombustible insulation' Exterior Sheathing —Only for Base Wall 1 — 1/2-inch-thick, exterior-type gypsum sheathing System No.3 — 2—5/8-inch-thick, exterior-type gypsum sheathing Use either 1 or 2 Exterior Insulation — 1 — None Use either 1 or 2 2 — InsulStar® or InsulBloc® insulation spray-applied foam insulation up to a maximum nominal thickness of 5 inches Exterior Wall Covering — 1 — Brick - standard nominally 4-inch-thick clay brick; brick veneer anchors —standard types Use either 1, 2, 3 or 4 installed a maximum of 24 inches OC vertically on each stud — Maximum 2-inch air gap between exterior insulation and brick 2 — Stucco - minimum /4-inch-thick, exterior cement plaster and lath. A secondary water- resistive barrier may be installed between the exterior insulation and the lath. The secondary water-resistive barrier must not be full-coverage asphalt or butyl- based self-adhered membranes. 3 — Minimum 2-inch-thick limestone, natural stone or minimum 11/2-inch-thick cast artificial stone. Any standard non-open-jointed installation technique such as ship-lap, etc., may be used. 4— Terracotta cladding — Use any terracotta cladding system in which the terracotta is a minimum of 11/4 inches thick. Any standard non-open-jointed installation technique such as ship- lap, etc., may be used. For SI: 1 inch = 25.5 mm; 1 pcf= 16.018 kg/m3. 'Insulation must comply with the applicable requirements of 2015 or 2012 IBC Section 720.2 (2009 IBC Section 719.2). ESR-1615 I Most Widely Accepted and Trusted Page 6 of 9 TABLE 3—NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES Wall Component Materials Interior Finish 1 layer 5/8-inch-thick Type X gypsum wallboard complying with ASTM C36 or C1396 on the interior, installed over /8-inch-deep hat channels attached to vertical and horizontal steel framing members. Gypsum wallboard must be attached with No. 6, 11/4-inch-long self-tapping screws located 8 inches on center along the perimeter and in the field of wallboard. Gypsum wallboard joints must be taped and treated with joint compound in accordance with ASTM C840 or GA-216. Floorline Firesafing 4 pcf mineral wool spanning from edge of slab to interior face of exterior veneer. Mineral wool to be attached with Z-clips or equivalent. Panel Framing Vertical and horizontal steel members with steel pin attachments designed to support the applicable loads in accordance with codes adopted by the jurisdiction where the project is located. Panel Joints Maximum 1-inch-wide panel joint with polyurethane backer rod inboard of Dow 790 sealant. Interior Insulation Maximum nominal 4-inch-thick InsulBloc spray polyurethane applied to the back of the exterior panels Exterior Panels — 1 — Minimum 1-inch-thick glass-fiber reinforced concrete (GFRC) panels by Clark Pacific Use either 1, 2 2 — Minimum 21/4-inch-thick Clark Composite Architectural Precast Panels (C-CAPP) panels by Clark Pacific Window Head Detail Minimum 2-inch-thick, 4 pcf mineral wool insulation completely covering spray foam, attached with 3-inch-by-10-inch-by-14 gauge-by-6-inch-long custom bent plate support clips and a 6-inch- by-2-inch-by-1/8-inch-thick aluminum window header. See Figure 3 Window Jamb detail Minimum 2-inch-thick, 4 pcf mineral wool insulation completely covering spray foam, attached with 3-inch-by-1 0-inch-by-14 gauge-by-6-inch-long custom bent plate support clips. 1 layer 5/8- inch-thick Type X gypsum wallboard complying with ASTM C36 or C1396 attached to the structural steel framing and completely covered with 1 layer of minimum 1/8-inch-thick aluminum flashing. See Figure 4. Window Sill detail 1 layer 5/8-inch-thick Type X gypsum wallboard complying with ASTM C36 or C1396 attached to the structural steel framing and completely covered with 1 layer of minimum 1/8-inch-thick aluminum flashing. See Figure 5 For SI: 1 inch = 25.5 mm; 1 pcf= 16.018 kg/m3. ESR-1615 I Most Widely Accepted and Trusted Page 7 of 9 FIGURE 1 NON-SYMMETRICAL ONE-HOUR FIRE RESISTANCE-RATED WALL ASSEMBLY Gypsum wallboard, Type X, 5/8.inch, two layers, staggered / joints. nailed or screwed as // specified in ESR 1615, Section 4.6. r f INTERIOR t- -! ! �1} '• , -W ` ,err_ \y , ---7--- r„c `K__, <♦ a •t,! .. Y .- -i +� �. •* -' 'i •• • • 0 A !� 4: ,11. - \ / f • +0 410-.."014104 p Iii: 41 . 41:0* ,� * !i 0.w#� • ,� :a • .W � .W* f.W * qt.:). *•W . i ` ;+r► .w.*#w.w.w �44 ww. 'as.w.w w. w. .• i� •i•,�►i i• . • e ..•••e a•a a a a *•*•a••• ••. ' s*''• . ►• * �'w• • •s• • •• �r ,' * : as i►� w:.w7 : �,�ii&t ! m +1 ¶'(,'!: + m.aasmr + •.am#m� & w *�sa.s. i ma. A 6 !2!4!i�' ...Y,•0•04.-0 .«: w :..e.2 A.A.::..'$23, ♦ 4 w-+,N,,,,,%- � i .ow<220 .E1.w • I f 1 \� EXTERIOR Wood studs, \ InsulStar or lnsulf3foc SPF - nom. 2x4 \ any thickness from partial \ OSB, 71.16 inch fill to full thickness FIGURE 2 SYMMETRICAL CANE-HOUR FIRE RESISTANCE-RATED WALL ASSEMBLY Gypsum wallboard, Type X, 5/8-inch, two layers, staggered . joints, nailed or screwed as / specified in ESR 1615. Section 4.6. / ''♦000 •-}:%M it t..rwOJ4rh1•40.1.*.+`f •- •1e�.aA.H+.<.t+Lo�'rrb0m.wint�.. • T.4b• • �'N l-te_> ..-;.-. _•....-..,,,. 5._..ah4.3Ao.►.twbewtoaL.N<.A3w3...a4_m..%/A,L" 4-,t-I<...c<. , .», troll' a1/ir*t�r 7 Sarin " `l ems-r•-•i• Iaaawow.' toor."reyr#ff� u* • ,.• w #VINI ��.,. 04 i•i s ilt% *.; ****-• +y i�► 0 ♦ �4p.�#14r• • a v •a S!•! 44.1 •.� • e -ii. :�. •• " • **Oda•: •:***_.� • • •a• a . • • ... • • •• *. ►+•.•i -.II +�Vol • +•.iil • 'r; :• *i!WO ••,�•: • M �F rii i:t i 14� 4 • ! • A 4i 4 402. - 11 ♦ ! a ! # # * a a •.••/ •!s� a ads . . *•. . .•• ~`1 # 40 w +r#• .�'ii•i.i,•;i s! r . i;in+►ii•4 fi. •;i;•!• Ai r i !# i iv s • ..�{.r •• fitz...•a•A• ' !►• lillig_.r�►atia Illan*A.Azar'e • _ =...7.- • t ! �i�+► • . . .'+h d_:r' 4 1` \ l.� Wood Studs, '\ \ InsuiSlar or lnsu1Bloo SPF nom. 2x4 '\ any thickness from partial \\ Gypsum wallboard, Type X, fill to full thickness 5/8-inch. two layers, staggered joints. nailed or sewed as specified in ESR 1615. . 1 , ESR-1615 I Most Widely Accepted and Trusted Page 8 of 9 FIGURE 3 ih" 10 .,soe.eeer�.. .. +m..:er.o..ca Test Frame 1 G" 1)i„ Hat Channel & Gyp. Bd, Test Panel 1" GFRC , 4" 1" 4" Foam ik,,,. - --1— �. c Face of Test Frame/ ::.. . lowi Face of Concrete Slab ,4 , k . . ::: . 4 ,: ,,,,-, ` s---1„...„, 7,ii. f .., " Deep x 14 Gouge Hat Channels (Typ.) f ,- 4 t 7. P �' Yestanel : . � .: . '~,—One (1") Inch Air Cop \\:-... 4 X 'it re 2" x 5" Thermafiber Sating �� 1 (4 PCF Mineral Wool Firesafing, . Intermittent Clip w/ Custom Support Clips) = -Angle Support G • _---_ Ra Frame . \.,- .p 84 Pone! }" ~��„_.%" Gypsum Board Type X R .� }; ( l� �qc Hat Channel (F3ywl�l) 414 i ‘NN///e/P T.7 ,Dow 790 Joint Seolant w/ Backer Rod— Aluminum Wind ,__Standord HOPE Plastic Header HSS 6x2xi6 Shim As Needed Detail - Window Head Condition - r 5 SCALE: 3"= Ji'-0° . m..� FIGURE 4 8" Deep x 14 Gauge //\\ .-r—I ,K Mat Channels (Typ.) WI" Gypsum Board Type X #ry _:_. n.`... . . \ a & Hat Channel (By SwRI) { V One (1„) Inch Air Gap `., --.,� yr !.c �f's'- +� ) * 11Y21)" x 12., Aluminum Flashing �' �. eL BeddingI. Sealant a. w Test Panel LJJ t., 2" x 5" Thermafiber Safing (4 PCF 2u / Mineral Wool Firesafing w/ Custom 2" Firesafing Support Clips) Detail a Window Jamb Condition 1 . 3 —,� _ e n 7.1- SCALE. 1t-G" ESR-1615 I Most Widely Accepted and Trusted _ Page 9 of 9 FIGURE 5 11 " Ye" x I2" Aluminum Flashing One (1") Inch Air Gap Bedding Sealant--\ TO Panel 1l 54" Gypsum Board Type X TO Frame a & Hat Channel (By SwRI) 4 t s Test Panel i" Deep x 14 Gauge 614 Hat Channels (Typ.) Face of rest Frame/ ''.—Face of Concrete Slab 1" GFRC 4" I" 4" Foam 10" 1Y" Hat Channel & Gyp. Bd. Test Panel .i)L, 10" ,r Test Frame .(6....) Detail - Window Sill Condition SCALE: 3"= 1'-0" ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1615 FBC Supplement Reissued September 2016 Revised October 2016 This report is subject to renewal September 2017. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 21 00—Thermal Insulation Section: 07 25 00—Water-resistive Barriers/Weather Barriers REPORT HOLDER: BARNHARDT MANUFACTURING COMPANY dba NCFI POLYURETHANES POST OFFICE BOX 1528 MOUNT AIRY, NORTH CAROLINA 27030 (336) 789-9161 www.ncfi.com jason.hoerter(a�ncfi.net EVALUATION SUBJECT: INSULSTAR® AND INSULBLOC° SPRAY-APPLIED POLYURETHANE INSULATIONS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2014 Florida Building Code—Residential • 2014 Florida Building Code—Building Properties Evaluated: • Surface-burning characteristics ■ Physical properties • Thermal resistance • Attic and crawl space installation ■ Air permeability • Water vapor transmission • Water-resistive barrier e Fire resistance-rated construction ■ Exterior walls in Type I through IV construction 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the InsulStar° and InsulBloc® spray-applied polyurethane foam insulations described in Sections 2.0 through 7.0 of the master report comply with the Florida Building Code—Building and the Florida Building Code—Residential, when designed and installed in accordance with the master evaluation report under the following conditions: InsulStar® and InsulBloc® spray-applied polyurethane foam insulations used in exterior walls of multistory buildings located in the High-Velocity Hurricane Zones must comply with Section 2612.3.2.4 of the Florida Building Code—Building. For products falling under Florida Rule 9N-3, verification that the report holder's quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued September 2016 and revised October 2016. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed zip as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as Rya Ar7:1/51 to any finding or other matter in this report, or as to any product covered by the report. t,I,'r 1K,% ......+.,. .. te4.ceeae7r .n o to t ra 1000 Copyright©2016 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 1 i 1p ICC EVALUATION SERVICE Most Widely Accepted and Trusted :,o,:- ss Innovation CJLS£a 4.IA ICC-ES Evaluation Report ESR-1615 Seal & Insulate with ENERGY STAR® Supplement Reissued September 2016 Revised October 2016 This report is subject to renewal September 2017. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 21 00—Thermal Insulation REPORT HOLDER: BARNHARDT MANUFACTURING COMPANY dba NCFI POLYURETHANES POST OFFICE BOX 1528 MOUNT AIRY, NORTH CAROLINA 27030 (336) 789-9161 www.ncfi.com EVALUATION SUBJECT: INSULSTAR® SPRAY-APPLIED POLYURETHANE INSULATION 1.0 EVALUATION SCOPE Conformance to the following: Seal and Insulate with ENERGY STAR Program, Definitions and Testing Requirements for Residential Insulation, Version 1.0 Properties evaluated: • Thermal resistance • Surface-burning characteristics 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to certify that the insulation products described in Sections 2.0 through 7.0 of the master report (ESR-1615) have been reviewed for compliance with the applicable codes noted in Section 1.0 of the master report and with the requirements set forth in the Seal and Insulate with ENERGY STAR Program, Definitions and Testing Requirements for Residential Insulation, Version 1.0. The insulation product covered by this supplement is defined as "Spray or Pour Foam Insulation." The requirements for testing laboratory qualifications and product sampling, as well as the specific material and test standards and editions used in this evaluation, are as set forth in the applicable documentation noted in Section 6.0 of the master evaluation report. 3.0 DEFINITIONS The following definitions are from the Definitions and Testing Requirements for Residential Insulation, Version 1.0, and are applicable to the subject of this report. 3.1 General Definition: Insulation: Any material mainly used to slow down heat flow. It may be mineral or organic, fibrous, cellular, or reflective (aluminum foil). It may be in rigid, semi-rigid, flexible, or loose-fill form. 3.2 Insulation Product Definition: Spray or Pour Foam Insulation: A thermal insulating material that is sprayed or poured (as a gel or foamy liquid) into place, and expands or sets into a cellular foam and cures at the point of installation through a chemical reaction. Foamed materials include, but are not limited to polyurethane, polyisocyanurate, phenolic, and cementitious insulation. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. eana 'r , i000 Copyright©2016 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 6 ESR-1615 Supplement I Most Widely Accepted and Trusted Page 2 of 6 3.3 Insulation Performance Definitions: R-value: The inverse of the time rate of heat flow through a body from one of its bounding surfaces to the other surface for a unit temperature difference between the two surfaces, under steady state conditions, per unit area. For the purposes of the Seal and Insulate with ENERGY STAR program, only Imperial units will be accepted [(h•ft2•°F)/Btu]. Smoke-Development Index: The characteristic of a material to emit smoke when exposed to flame or fire compared to red oak and inorganic cement. Flame-Spread Index: The characteristic of a material to resist the spreading of flames when exposed to flame or fire compared to red oak and inorganic cement. 3.4 Thermal Resistance: The INSULSTAR insulation has thermal resistance R-values as noted in Table 1 of ESR-1615, based upon testing. 3.5 Installation: 3.5.1 General: Installation of the INSULSTAR insulation must be in accordance with the requirements set forth in Sections 4.0 and 5.0 (as applicable) of ESR-1615. The insulation is manufactured on-site by spray polyurethane foam applicators meeting the qualification requirements of NCFI Polyurethanes. The following personal protective equipment and ventilation requirements are reprinted from the NCFI Polyurethanes published installation instructions and are provided at the end of this report for informational purposes: "F. SAFETY 3. PERSONAL PROTECTIVE EQUIPMENT (PPE): a. Skin: Wear gloves, coveralls, apron and boots as necessary to prevent contact of liquid components or partially-cured SPF with skin. When handling liquid components, gloves should be made of nitrile, neoprene, butyl or PVC. b. Eyes: Protect eyes while handling liquid components or spraying with safety goggles or safety goggles and a face shield. During spray application, eye protection may be provided by a full-face or hood respirator. c. Respiration: Firms engaged in the application of NCFI foam systems must have a written respiratory protection program for employees engaged in handling or applying NCFI materials. Depending on the situation, respiratory protection may include dust masks, air-purifying respirators (APR), powered air-purifying respirators (PAPR), or supplied-air respirators (SAR). 4. VENTILATION: Provide ventilation and other engineering controls to exhaust vapors from work areas and to protect building occupants and other trades." 3.5.2 Occupancy Time after Installation: The re-entry or re-occupancy time shall be in accordance with the manufacturer's installation instructions, which state: "E. RE-ENTRY NCFI InsulStar reacts and cures within seconds of application. Re-entry times will vary depending on factors including ventilation. Typically, when ventilation is continued for 24 hours following the conclusion of spray application and re-entry may occur at that time." 3.5.3 Figures: The figures shown represent general installations of the INSULSTAR insulation in the following applications: above-grade wall, below-grade wall, vented and unvented crawl space, unvented cathedral ceiling, and vented and unvented attic. These figures are for illustration purposes and are not to be construed or used as construction documents. This supplement expires concurrently with the master report, reissued September 2016 and revised October 2016. ESR-1615 Supplement I Most Widely Accepted and Trusted Page 3 of 6 h l itiiiiiitiPaHIPPIgirgiP6114,0001. 11 ;*; ;1:111�* * * ;.;*;14 *yam;}; ; ':r tiiiiii 11 �T* +* 7T4*f. ry" ',0 i* i4 *M 4'*4 * r * *'*ii * 4$�i r �' . i�iiiisisisii i R *�* Kii*F'*iF'ii iia: l elP:14:4 sii 4,0111414 iii ary�li Fi NeoP, of K'FiF F F F ■ / P.1-11-1-I.�I 1 ■ !INS Yif F F Fii;.%�F,1F -i a l.i.i_.il i-* '- pook„ ..e.,' i ,c.. .," 5ii4 i*ii,i°i+a 1t ■ r F+i i i 4 '41* ., ; .441,;;. Interior Partition i• a • iT *i;i ,.............1140 1,44.0 !li*i*i F,*t*ii. irii'i,i.ii'i RU•U Fi Fi/i.i44,4i ro:414.i:a1,.1 "�"�-- Interior Finished Surface iti,*a l a a a a (1 .inch Sheetrock.) elS*iI*l*la1141 fiii'kii'i%41:i iiiii+i+,i;i+i S''Si it i 1i ii i i i F*i jtY*lill *�'i * i i •. *i * * * i i ■*ice*a**� i I r ;;;141*i i*i*i NCFI INSiJLSTr 'i*i*i*iiq*i*i7i i! ► * s 7i* !+i i i i i # i i 1ri F�i 11111ii��iltlili i{�f1,F.:IF4Ff •.i �r }r ,dams a anayi:a w :i4itgh :4:.f# .i 4 19 Exterior Sheathing J * Thickness determined by design R.-value. N F'I INSULSTAR ABOVE GRADE WALL INSULATION NCFI 1--1 070413 Air space between ::;y- Spray Foam and - Interior Finish Surface Masonry Block - <( "4•'• % r . (Typical) ""` 0 i 4. �"_ Interior Finish Surface - >. (1/2-inch Sheetrook) tr 2 x 4 Studs offset from 4111 :}`01 T . t block wall 3/4" to 1" NCFI INSULSTAR .4*,, :',1 '''''..;:::4: -;- :'ii Of . •`�• 111101 il ---,----: ‘tileilliii. NCH INSULSTAR BELOW GRADE WALL INSULATION NCFI 1-2 053013 (insulation on Interior Side of Wall) ESR-1615 Supplement I Most Widely Accepted and Trusted Page 4 of 6 r,,_ --1;: Baffle to provide air space between -/ Thermal insulation and roof -.--, / Barrier deck, /�// / (as required % by local code) \ _,_,X,,;- ,,,,, / f"/'"_.�� ritilliggligiONitiiiMign;:;2;=:%:2;:;:a. +i�ifas°s":+i+:+:•:`:+i+ii: `f if.i+ii� � • }isj.�."2•ja.iaj•j.•.•.j.•.s ••3.2+�1.2` r.2•s •i:' ':•:'O.44• d�;:;:�•!••:�i•i•�'i+lr1 ••r;•i4i••''��•••:•••:ir..•.4.y:.i _ ,,,,_,1< ' •2• •:•:•i•2•! 2•!•2 wtoi:::v::s !r:: S .2 •2•:•:•:•2 2 /, \ 11( iiiii.=,fiiii 1 1:::;::::::::::: NCFI INSULSTAR •2 •; al 100000 liiiiiiiiiiiiiiii ':••2•b'•:;•••• Vented Soffit iii •::iii ' *Where attic entry is for the i:i:i::•2'•:•!• service of utilities only, thermal :;;_ =:, ; , and ignition barrier on the attic NCFI INSULSTAR ii;•`•�i,M iii•,• ? :: side of the spray foam surface :Jinn may be omitted. See ESR-1615 for specific information. NCFI INSULSTAR VENTED ATTIC: FLOOR/SOFFIT NCFI I-3 082212 :;iiiiiiii Subfloor ''`''iiiii NCFI INSULSTAR !ivi iii;iii iii<i: i:i:: ii i:i:igiiii:Aii :iii: iii ' �i`ii�is;ii:ii i_i::i iii i i:i iii?i $:i<:iiiiiiiiiiii: :;iiiieiiieiiiiiiiii ; .ii°.i : _•:Ti%l;: i i iisii iiii:i ii iii= ,_ ., , , ,, , ,:Till:: .Header :i , Ic...,___________,_4_, „,,,,,......,___A iiiii iiziiiiiFi�+i'; iiii L •'��,,f�,t,' ?ii Sill `�-��•.i;;;;;iii; I ►*�♦t�*s�ii :: % Joist Floor Cross Section ►+��♦� Thermal Barrier* 1 .+►��w (as required by Exterior Grade Pr local code) \\i�\\\�\\� ♦iii 11 1••1 6 Min • Footer Vapor Barrier '+ , '4 a•' " t %\ \fie� *Where crawlspace entry is for the _,� ` 1'' . :� : \\\f�\ \ service of utilities only, thermal ` . '�' '''- //\,/7/\t/\, and ignition barrier on the crawlspace /.�\/�\/.�\ side of the spray foam surface may be omitted. See ESR-1615 for specific information. NCFI INSULSTAR CRAWLSPACE: VENTED NCFI I-4 082212 1 ESR-1615 Supplement I Most Widely Accepted and Trusted Page 5 of 6 /, fi Subfloor i:i: i: ,iii ii= -T !pi i. Header--*—1i;i;i!ii:!:ii!:.in*iii i=I=i ==�`, 7 i iiiiii'=. iii=.i=.iiii=:. Sill ir• v• Viia:::: Joist Jr CM' ♦+�++++++++♦�inn! �f = •` ii '�i , !!n s Thermal Barrier* 9,ii i '' (as required by Exterior Grade __i ii', local code) +n�a_i i' • NCFI INSULSTAR +*-'' Viiigiiiii tiiiiiir +.+.s.iiir +++ Footer �+�+�4 6" Min Vapor Barrier +tea' 4 •, 'mow 4•� • •w' , .••• I•• . 1 �j , • v ' ,'4 /./ 7;6 /�� *Where crawlspace entry is for the -', `//,\//`\//\\,,' service of utilities only, thermal and ignition barrier on the crawlspace side of the spray foam surface may be omitted. See ESR-1615 for specific information. • NCFI INSULSTAR CRAWLSPACE: UNVENTED NCFI 1-5 082212 Note: In cold climates, embed metal connector plates in spray foam to prevent winter-time condensation. NCFI INSULSTAR !ippitili:• ,443 .•.::•.••:\ '�.�:�:::� •i•. .j•:•:•i•:•i Roof Sheathing •'...; .;; ,;;.1110" \ Ai'''''''''''''' Truss Top Cord / l''''•', Rafter „ .:'...,..?" ••••Se'• nnnnnnr :::I:�:::;'� nnnnnnr nnnnnnr :;;�;: WM nnnnnnr 1 Thermal Barrier* (as required by local code) A Ceiling /Thermal Barrier *Where attic entry is for the as required by local building code. service of utilities only, thermal and ignition barrier on the attic side of the spray foam surface may be omitted. See ESR-1615 for specific information. NCFI INSULSTAR UNVENTED ATTIC/ INSULATED ROOF DECK NCFI 1-6 082212 1 ESR-1615 Supplement I Most Widely Accepted and Trusted Page 6 of 6 a • • 4 ► • i . i•. . 1. . ... . i Wit• i ► • • • • •% NCFI INSULSTAR 111I Ok to specified thickness. OP. Roof Sheathing •40 • • : • ` • • • • • • +•••••••••••! Thermal Barrier as ►••••••i•i••r Rafter ► N• ► ! ' required by code. `❖`• l ►!•3i ...... A *Unvented cathedral ceiling applications are only permitted under the IRC when the provisions of Section 806.4 are met. NCFI INSULSTAR CATHEDRAL CEILING NCFI 1-7 082212 i PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT P VISION /ADDITIONAL INFORMATION COVER SHEET `r . , 'I AY 1 ailing Address: P.O. Box 547, Anacortes, WA 98221 litti ' Office Location: 904 6th Street, Anacortes WA 98821 Yr..w'"r�I yW SEP 1 Q 2011 Phone: (360) 299-1984, Fax: (360) 293-1938 Please u ` i o fit revsio a or additional informs II , o a r perm ` a o p c, 1 . Permit/Project#: BLD-2017-0425 Date: 9/15/17 Project Name: Hendriks Project Address: 3716 Leeward Lane Project Contact: Jason Sterling Company Name: Strandberg Construction Contact Phone: 360-293-7431 Contact Email: jasons@strandbergconstruction.com Has the permit been issued yet? ❑ Yes I No All revisions must be either clouded or highlighted &wet stamped by an architect/engineer (if applicable). Has this been done? El Yes ❑ No Is the plan revision or additional information,in response to a plan review letter? O Yes. A copy of the plan review letter with itemized responses to each item is required. El No,the revision or additional information is initiated by the applicant, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: Are you submitting a full replacement 0 Yes 0 No If not,what page # or title is being replaced: 1-2 Replaced. 5-6,9,11-14 Edited. Two full sized copies of all revised/additional information is required. Has this been done? III Yes ❑ No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. O Site Plan 0 Building Plans 0 Structural Plan ❑ Landscape Plan 0 Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report 0 SEPA checklist 0 Wetland Report ❑ Geotechnical Report 0 Storm Drainage Analysis 0 TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan 0 Survey (Boundary/Topographic) O Mechanical Plan 0 Plumbing Plan 0 Other: FOR OFFICE USE ONLY: DATE DATE ROUTED: ROUTED TO: ROUTED: APPROVED BY: APPROVED: ❑ Building Department ❑ Planning Department ❑ Stormwater ❑ Public Works Department ❑ Fire Department ❑ Third Party Review Ili a®d i SEP 12 2017 Strandberg N � 6,DESIGN 2018 R AVE ANACORTES WA September 15, 2017 Kevin Cricchio Associate Planner City of Anacortes RE: Building Dept. Review, Building Permit Application: BLD-2017-0425,3716 Leeward Lane Kevin, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. The lot dimensions on the site plan have been added. 2. The slopes are showing on the site plan. I have also added the actual percentage to the Max Impervious calculations. 3. The overall height from average original grade is actually showing on the elevations but is labeled "Avg. Low Point of Footprint". I will change the wording accordingly. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC P.O. Box 319 Anacortes WA 98211 9 8-22-17 RE: BLD-2017-0425, 3716 Leeward Lane Jim, I have completed my review of the building permit application to construct a residence at 3716 Leeward Lane. The following revisions are needed: 1. Show lot dimensions on the site plan. The lot dimensions need to coincide with the recorded survey for the plat/PUD. 2. List the percent slope on the site plan. Impervious surface is limited in the Shoreline Residential Shoreline Environment based on the percent slope per DR-5.9.10 of the shoreline master program. For example,for lots with slopes less than 15%, impervious surface is limited to 30%. For lots with a 15-30%slope, impervious surface is limited to 25%. Finally,for lots that are greater than 30% in slope, impervious surface is limited to 20%. Please note,that this just pertains to the land within the shoreline environment(200 feet from the ordinary high water mark). Additionally,you only use the buildable area landward of the marine bluff in determining slope. 3. Please note that both in the R2 Zoning District and Shoreline Residential Shoreline Environment, the maximum permitted height above original grade is 35 feet. Show overall height from average original grade on your elevations. Building height and conformance with the maximum permitted height requirement will need to be verified by a licensed surveyor. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. LI Fyrrce, Groc From: Fyrrce, Groc Sent: Thursday, September 14, 2017 3:38 PM To: 'Jason Sterling'; 'Jim Sykora' Cc: Ingalls, Paul; Lange, Steve; Kennedy,Jack; Cricchio, Kevin; Nelson, Kait Subject: 3716 Leeward Lane Plan Review Attachments: 3716 Leeward Lane PW Plan Review Memo.pdf; 3716 Leeward Lane Plan Review Strandberg.doc; Plan Revision &Additional Info Cover Sheet.pdf Hi Jason and Jim, Please see Steve's attached plan review note for corrections that need to be addressed so that he can finish his plan review. Please see Kevin's plan review note below for corrections that need to be addressed so that he can finish his plan review: 8-22-17 RE: BLD-2017-0425, 3716 Leeward Lane Jim, I have completed my review of the building permit application to construct a residence at 3716 Leeward Lane. The following revisions are needed: 1. Show lot dimensions on the site plan. The lot dimensions need to coincide with the recorded survey for the plat /PUD. 2. List the percent slope on the site plan. Impervious surface is limited in the Shoreline Residential Shoreline Environment based on the percent slope per DR-5.9.10 of the shoreline master program. For example,for lots with slopes less than 15%, impervious surface is limited to 30%. For lots with a 15-30%slope, impervious surface is limited to 25%. Finally,for lots that are greater than 30% in slope, impervious surface is limited to 20%. Please note,that this just pertains to the land within the shoreline environment(200 feet from the ordinary high water mark). Additionally,you only use the buildable area landward of the marine bluff in determining slope. 3. Please note that both in the R2 Zoning District and Shoreline Residential Shoreline Environment,the maximum permitted height above original grade is 35 feet. Show overall height from average original grade on your elevations. Building height and conformance with the maximum permitted height requirement will need to be verified by a licensed surveyor. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community&Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 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 as submitted. We will still need the deferred submittal for the fire sprinklers and PV System, and a separate permits applied for when the time comes. 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 td/1vridl;dcr e eoiirinutiiitiel t/rxoay/:edema/vow cliff/eoc)e crl/aiz My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 2 MgERV [eril StrandbgSEP 182011 1-j CITY OF9 NACOR TL O 2018 R AVE ANACORTES WA September 15, 2017 Groc Fyrrce Building Inspector City of Anacortes RE: Building Dept. Review, Building Permit Application:BLD-2017-0425,3716 Leeward Lane Groc, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. The overall height from average original grade is actually showing on the elevations but is labeled "Avg. Low Point of Footprint". I will change the wording accordingly. 2. Fire sprinkler, solar panels,and elevator permit deferred submittal note added to cover sheet. 3. The self-closing device note for garage door has been added. 4. Dryer vent length note has been changed to 35' 5. Upstairs landing railing code is noted by the#12 callout. I have added a pg.#too. 6. Upstairs Master Bedroom egress window is noted by the#5 callout. I have added a pg.#too. 7. Tempered window exceptions: a. Windows by the interior stairs i. Windows 27,29 and 30 have had the tempered note added. Other windows that are not already noted to be tempered have a bottom that is higher than 36" above landing or stairs. b. Window by the tub downstairs i. Window bottom is greater than 60" from tub bottom and does not need to be tempered. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC P.O. Box 319 Anacortes WA 98211 pt�F u� iAnacortes Planning& Community Development Dept. Permit Center a P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 September 14, 2017 Jim Sykora 2018 R Ave. Anacortes, WA 98221 RE: Plan Review notes for the proposed New Single Family Residence at 3716 Leeward Lane Please address the following items so I can complete the plan review. 1. Please indicate on the plans the overall building height from average original grade on the elevation plans. 2. List deferred submittal on cover sheet for fire sprinkler(required from the City), solar panels (required from the City and Labor and Industries) and elevator permit(required from Labor and Industries). 3. Please indicate on the plans that the fire-rated door to garage needs a self-closing device. 4. Please indicate on the plans the maximum dryer vent length is 35' (item 9 on both the Main Floor Plan and Basement Floor Plan lists it incorrectly). 5. Please indicate on the plans how the upstairs landing's open railing meets code. 6. Please indicate on the plans that the Master Bedroom on the Main Floor needs an egress window. 7. Please indicate on the plans that the following areas need to have tempered windows or state why they are an exception to the code: a. Windows by the interior stairs b. Windows by the shower down stairs Please contact me if you have any questions about these notes. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 Cricchio, Kevin From: Cricchio, Kevin Sent: Tuesday,August 22, 2017 8:55 AM To: Fyrrce, Groc; Ingalls, Paul Subject: BLD-2017-0425, 3716 Leeward Lane 8-22-17 RE: BLD-2017-0425,3716 Leeward Lane Groc, I have completed my review of the building permit application to construct a residence at 3716 Leeward Lane. The following revisions are needed: 1. Show lot dimensions on the site plan. The lot dimensions need to coincide with the recorded survey for the plat /PUD. 2. List the percent slope on the site plan. Impervious surface is limited in the Shoreline Residential Shoreline Environment based on the percent slope per DR-5.9.10 of the shoreline master program. For example,for lots with slopes less than 15%, impervious surface is limited to 30%. For lots with a 15-30%slope, impervious surface is limited to 25%. Finally, for lots that are greater than 30% in slope, impervious surface is limited to 20%. Please note,that this just pertains to the land within the shoreline environment(200 feet from the ordinary high water mark). Additionally,you only use the buildable area landward of the marine bluff in determining slope. 3. Please note that both in the R2 Zoning District and Shoreline Residential Shoreline Environment,the maximum permitted height above original grade is 35 feet. Show overall height from average original grade on your elevations. Building height and conformance with the maximum permitted height requirement will need to be verified by a licensed surveyor. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 cso,\q\ () \\e/nt 0-1 v 1\ \c)v \ u- v \\\V) %\ 'UILDING PERMIT APPL CATION REVIEW: �� O DATE: _ III \r.)__, JJJ PERMIT#: I o'--- )L 1, PS SITE ADDRESS: -6"1--\ n \--Rf-\W-SC\ \---C- C)'1 PARCEL#: 1��c. us_ SURVEYED SITE PLAN: 4J1 yes ❑no 'c-- A • Does site plan&dimensions match survey ❑yes no ‘...__.3*, ) s,,a.....(7,1 4 ZONING DISTRICT: R2_ • Is the land use permitted in zone Niyes ❑no ' CRITICAL AREAS: • Is any critical areas located either on the subject property or within 300 feet 0 yes no SHORELI E JURISDICTION: ) U°,\ ) ( ‘‘')- • yes ❑no r • Shoreline Environment cQ\I C\R- eNV back from OHM: Cit- 0e)S l • Is the land usepermitted in environment yes 0 no IMPERVIOUS SURFACE MAXIMUM: li)+(Ilk '� MINIMUM SETBACKS: '' ;�k41 t'w -1,„ ) IP (2- 1 5 ), , � MINIMUM LANDSCAPING: e) SVSC)\14 6-A1 C\-WRSQ*IS MINIMUM#OF TREES: \0) c e,-(;) S c4 - �\ MAX LOT COVERAGE:�v v A LO MAX PERMITTED HEIGiT: K \DOA_'ZIJ OFF-STREET PARKING: EASEMENTS: i ® \.(3 -\ Y Print Window Page 1 of 1 Details for Parcel: P133204 Jurisdiction: ANACORTES Zoning Designation: " Please contact the city of ANACORTES for ANACORTES l iss t ; zoning information. Recorded Documents ;i ° " Excise Affidavits Documents scanned and recorded by the Auditor's office Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133204 6036-000-008-0000 NW 23 35 01 Owner Information Site Address(es) Map Links HENDRIKS ROSLYN ANN 3716 LEEWARD LANE Open in iMap HENDRIKS STEFAN MORNAY Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: 3602 E PROSPECT STREET Zip Code Lookup I Site Address Information PDF I DWF SEATTLE, WA 98112 Current Legal Description Abbreviation Definitions (0.4254 ac) LOT 8, LEEWARD LANDING PUD, A REPLAT OF BLOCKS 1201 AND 1301 OF THE NORTHERN PACIFIC ADDITION, PUD-2014-0001, APPROVED MAY 11, 2016, RECORDED MAY 12, 2016, UNDER AUDITOR'S FILE NO. 201605120028, RECORDS OF SKAGIT COUNTY, WASHINGTON. 2017 Values for 2018 Taxes* Sale Information 2018 Property Tax Summary Building Market Value $,00 Deed Type WARRANTY DEED 2018 Taxes will be available after 2/15/2018 Land Market Value +$360,000.00 Sale Date 2016-10-04 Total Market Value $360,000.00 Sale Price $473,000.00 Use the Taxes link above for 2017 taxes Assessed Value $360,000.00 Taxable Value $360,000.00 * 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 *PWR, WTR-P Acres 0.43 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/ 8/17/2017 m IF a IF I IN IN IN x IF IN A III A FAA IF le t 5 � IF s � a A,MA4 4 s %I AN IF IN 3 ov A AAA A :"NA FAA a' :yY t' „a � Az 3r' f ti . ':. y `u:s aS, .; ✓ram a } gar ,� A .i IF IN A`Fwr, 'FfE °Y fir' 0 3 ;:5 b'�N£ i r - � s : 1 ' `•# NSF Ar IRA, A ' • 1 � 1 _ IF AAA A. :�• sty �} a` . 1 ,F "A 5 . •� AM IF IN IN f ! 1 n AN 11 � � 1 ,+ram • 0` 1 • t £ y II INV �. . w ,. A IF No A AN NANA a A s ` , Y • 1 • / . � . ._ig 1 / fib \ - l AA A Am AM All eml, . . _ lArI 3 ' Ai 3 ' rysLA _ me Ime I _ F11 x{ t _ 1 . 11 1 A me Im Am I 1 . me All , . 1 - or "AMM1 H .. - 1 � 1 L 1 1 : Ale le " • 1 • • 1 , �; .aiK •' � 1 ' 1 • � 1 ' ® • / 1 � � 1 • • 1 1 - 111 1 • 1 • 11 • • 1 ell 1 1 1 • • 1 : 1 • 10 • 1 • 1 / 1 • ' 11 • 1 � • � 1 1 1 • 1 • : 11 • 1 1 I� • 1 . 1 . 1 1 ♦ 1 : 1 III • 1 • 1 I: 1 : s I 1 1 • : 1 • 11 � 11 • • 1 • : 1 • 1 . : 1 • 1 CITY s FINDINGS OF , CONCLUSIONS OF LAW, & DECISION " CLOSED RECORD HEARING HATE : June 1 , 2015,. at 7:00 PM July 6> 2015 , at 7 :00 PM (Continued. tit) SITE VISIT . June 1 , 2015, at 5 * 30 PM PROJECT NAME . Leeward Landing PUD FILE NUlVIBER . PUD-2014-0001 (Planned Unit Development) SDM01.4-0001 (Shoreline Pennit) APPLICANT . . Nets Strandberg. .Strandberg Construction 2018 %W' Avenue Anacortes, WA 98221 LANDOWNER, Leeward Landing, LLC P.O . Box 319 Anacoltes, WA 98221 PROJECT PLANNER, Kevin Cricchio, A1CP Associate Planer City of Anacortes 904 61h Street Anacortes, WA 98221 SUBJECT PROPOSAL : Preliminary approval of a 10-lot replat (preliminary plat approval) including vacation of public right-of way; Planned Unit Development (PUD) approval including modification(s) to underlying zoning standards; Shoreline Substantial. Development Permit for site development and a shoreline trail (public & private), shoreline variance for trail setback to OHWM & SEPA environmental review. The ,site consists of approximately 4 . 63 f j' net acres along the Guemes Channel shoreline . City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page l of 23 PUD 2.014-0001 Ten ( 10) residential lots are proposed ranging in size from 17 ,776 to 20,236 square feet in area. One single-family residence with an attached garage is proposed for each lot. Additionally, one twenty. eight (28) foot high detached 2,000 square foot (maximum) accessory structure is also proposed on each lot. Where an accessory dwelling unit (ADU) is proposed within. each accessory building, living space is limited to 1 ,200 square feet (maximum) . A more in depth discussion regarding the applicant' s proposed . variance /deviation to code is listed below. Access to the site off of Oakes Avenue is proposed from a one way internal private roadway serving the 10 lots maintained by the homeowners association. PROJECT LOCATION : The subject properties are 4. 63 net acres in area. The subject properties are located in a portion of Section 23 ; Township 35 North; Range 01 East; Willamette Meridian SUBJECT PARCELS : Parcel # : P58285 , P58264, P31716 , & P31717 ZONING DISTRICT : The subject property is located in the. Residential (R2) Zoning District of the City of Anacortes . COMPREHENSIVE PLAN DESIGNATION : Residential Low Density (R2) SHORELINE ENVIRONMENT /DESIGNATION : Conservancy Environment (within first 100 feet landward of the OHWM) and Shoreline Residential Environment (from 100 feet to 200 feet as measured landward from. the OHWM) . EXISTING LAND USE : The subject property is vacant with no structures or improvements located on it. SURROUNDING ZONING & LAND USES : Direction : Zoning Present Land Use: North : Commercial Marine (CM) Guemes Channel Trail South : Residential R2 Oakes Avenue East: Residential (R2) Single-Family Residential West : Residential (R2) Single-Family Residential PERMITS REQUIRED : City Council ' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 2 of 23 PUD 2014-0001 The following permits /approval may be required in addition to the above: Civil Construction Plain approval, Final. PUD and Plat approval, NPDES Construction Storrrwater General. Permit, building permit(s); DOE approval of shoreline variance, other applicable state and federal permits/authorizations. EXISTING ENVIRONMENTAL CTJMENTS: Critical. Areas Report (11/17/ 14) ; SEPA Environmental Checklist (2/11115); DARPA (2/ 11 /15),; Large Parcel Storm. Water Plan ( 1 /8/15); Tree Preservation Plan & Vegetation. Conservation ( I1 /5/ 14); Revised Tree Preservation Plan & Vegetation Conservation Drawing (3 /31115), Landscape Plan ( 11 /6/14) ; Archeological Evaluation (7/24/ 14) Geotechnical Evaluation: (11 /4/ 14) ; Traffic Impact Analysis (10/3/ 14); Description of Shade Conditions (3 /31/15); ATSI' s ESA Compliance & SMP Shoreline Functions; Assessment (2/27/ 15); Shoreline Functions by Hart Crowser UTILITIES : o Water. City of Anacortes o Sanitary Sewero City of Anacortes o Garbage. City of Anacortes o Storni®water: City of Anacortes FC FIRE * o City of Anacortes i POLICE: o City of Anacortes A. FINDINGS OF FACT: I. SITE DESCRIPTION: The project site is vacant with no structures located on it, It is predominantly vegetated with alder trees with sporadic maple and fir located on it. The understory mostly consists of ferns , grasses, blackberry, and nettle . The southern and central part of the project site has a gentle northward sloped bench. Along the northern part of the subject property, the site dips to the north at an inclination of approximately 40 to 45 degrees and descends to approximately 60 to 80 vertical feet. to the shoreline of Guemes Channel . j At the base of the project site is located the Guemes Channel Trail (a public trail) and the Guemes Channel . shoreline. 'I IL REPLAT /PUD /SHORELINE PERMIT CHRONOLOGY & BACKGROUND , 1 . The applicant submitted the application for the subject replat, PUD, & shoreline permit to the Cit T of Anacortes on November 26, 2014. City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 I, Leeward Landing PUT. Page 3 of 23 PUDm2014-0001 2 . After reviewing the application material, it was deemed incomplete on December 23 , 2014 . 3 . The applicant submitted to revisions to the city for review on February 13 , 2015 . The application was still deemed incomplete on February 25 , 2015 . 4 . Additional revisions were submitted to the city on March 5 , 2015 . After reviewing the additional revisions, the application was deemed complete on March 11 , 2015 . 5 . On April 22 , 2015, an open-record public hearing was conducted regarding the subject PUD , replat, and shoreline permit applications . The open-record public hearing was continued to May 13 , 2015 at 7 : 00 PM. 6. Prior to the continued open-record public hearing on May 13 , 201. 5 , Planning Commission members conducted a site visit of the subject property at 6 :00 PM. 7 . Prior to the closed-record public hearing/meeting, City Council conducted a site visit of the subject property at 5 : 30 PM on June 1 , 2015 . I1I. CRITICAL AREAS REVIEW : Geologically hazardous Area: The project development was reviewed for proximity to critical areas . The 100-foot Conservancy shoreline environment setback from the ordinary high water mark includes steep slopes that are considered a geologically hazardous landslide /erosion hazard area. According to the Geotechnical Evaluation prepared by Geotest dated November 4 , 2014, flatter portions of the site range from 8 to 15 percent slopes while the bluff s slope is 70 to 90 percent. According to the Geotechnical Report, a thirty (30) foot building setback/ buffer is recommended from the top of the bluff. Additionally, the report states that the proposed roof and footing drains should be parallel to the top of the slope and setback a minimum of twenty- five (25) feet from the slope. The recommendations of the Geotechnical Evaluation have been incorporated herein as conditions . The Planning Commission has added condition of approval number forty (40) hereto requiring a forty-five (45 ) foot building setback as measured from the top of bank. Third Parr) Review: GeoEngineers located in Bellingham, Washington, reviewed the applicant' s geotechnical report and has suggested recommendations to the city which have been made as conditions of approval herein. Cultural Resources: According to a Cultural Resource Report and Addendum prepared by Caldera Archaeology dated August 29 , 2013 , and July 24, 2014, respectively no cultural resources or anthropogenically modified soils were identified during the investigation. Both the State of Washington' s Department of Archaeology and Historic Preservation and Samish Indian Nation reviewed the results of this archaeological survey report and concur with the finding that no further archaeological oversight is necessary for the project. Wetlands : City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 201. 5 Leeward Landing PUD Page 4 of 23 PUD -2014- 0001 According to a Critical Areas Report prepared by ATSI dated November 17 , 2014 , there are no wetlands located onsite. Priority 11abitat & Species_ No known priority habitat or species is located on or within close proximity to the subject properties following a review of Washington State Department of Fish and Wildlife ' s website. Shoreline Functions: On January 22, 20.15 , Hart Crowser prepared a memorandum addressing no net loss of shoreline functions and processes to comply with the Shoreline Master Program regulations. According to Hart Crower' s memo, the proposed 10 lot PUD, does not propose to make any changes to the beach substrate below the ordinary high water mark. Therefore, the physical beach and habitat functions (bluff erosion prevention, maintenance of littoral drift, and habitat) will not be altered and no loss of functions will occur. Hart. Crowser states that no "direct impacts to the beach will occur due to the proposed project, Therefore, there will be no loss of forage fish spawning habitat due to the project. The current condition of the beach habitat for forage fish spawning would not change due to the proposed project. While some trees on the upper portions of the bluff will be removed and replaced with shrubs and small trees, the vegetation that directly overhangs the beach is proposed to remain." Hart Crowser anticipates that the shading of the beach will remain the same as currently exists or only slightly altered but restored over time . Therefore, no net loss of shoreline functions is anticipated by this project. Endangered Species Act LFSA ) & Shoreline Functions. According to an Assessment of ESA Compliance & Shoreline Master Program (SMP) functions prepared by ATSI dated February 27, 2015, ATSI identified the Guemes Channel shoreline adjacent to the project area to the north as having endangered species within the marine waters of the Guemes Channel. However, ATSl states that the project as designed is ESA compliant and that there will be no net loss of ecological functions per the city' s SMP.. IV. TREE PRESERVATION PLAN chi VEGETATION CONSERVATION . . 'i The applicant submitted both a Tree Preservation Plan (See Exhibit 10) prepared by urban Forestry Services .and a revision to the Tree Preservation Plan 's drawing. According to the report, 187 trees were located onsite of which eight-four (84) trees are proposed for retention and 103 slated for removal which includes 7 trees at risk of failing. The site consists mostly of a dense canopy of red alder and big4eaf`maple. Replacement and proposed planting of native trees and shrubs will be used to comply with City of Anacortes Municipal Code. Planting will also help mitigate and minimize possible erosion while contributing to shoreline shading below. Trees designated for retention and proposed for planting can also be viewed in the Landscape Plan (See Exhibit 11) . V. TRANSPORTATION . City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 5 of 23 PUD =20140001 Transportation Solutions, Incorporated (TSI) of Redmond, Washington performed a traffic impact analysis of the proposed ten ( 10) lot Planned Unit .Development (PUD).. According to this report, the site accesses satisfy City of Anacortes level of service standards. Furthermore, no sight distance deficiencies exist. No offsite mitigation was recommended. Frontage improvements shall be consistent with city standards . VI. VACATION REQUEST: The applicant has requested that the unimproved portion of Minnesota Avenue shown on the preliminary PUD map (See Exhibits 1 & 12) which is surrounded by the subject properties be vacated as part of the subject 10 lot PUD request. If approved, this ROW area vacated would then be used as part of the subject PUD resulting in 10 lots . The City' s Public Works Department supports this vacation request (See Exhibit 3) . VII. PRIVATE & PUBLIC TRAILS . The applicant also is proposing to construct a private trail from Tract A and B as shown on the preliminary replat/ PUD map (See Exhibits 1 , 11 , & 12) . The private trail would connect to a proposed public trail located offsite beginning at the eastern edge of Tract . B . The public trail would meander along the bank/bluff in an east to west direction and connect to the Kansas Street Park. In exchange for the vacated portion of Minnesota Avenue, the applicant would construct the public trail, improve Kansas . Street Park (including paved parking areas) and construct a trail with steps/rails that connects to the Guemes Channel Trail below the bank as approved by the Parks Department . (See Exhibit 3) . VIII. PROPOSED CODE DEVIATION /MODIFICATION. The applicant has applied for a Planned Unit Development (PUD) which allows for some deviation /modification to city standards /code . Specifically, the applicant has proposed that the required setback for the underlying R2 Zoning District be reduced to 5 feet on both side yards instead of the required 5 feet on onside and no less than 15 on both sides combined (per AMC § 17 . 36 . 060) . Additionally, the applicant proposes a deviation to both the maximum permitted square footage to accessory structures and accessory dwelling units (ADU). According. to municipal code, accessory structures are limited to 1 , 000 maximum square feet while accessary dwelling units are limited to 900 square feet per AMC 17 .48. 010(B) and AMC 17. 10 . 170(D)) respectively. The applicant also proposes a variance /deviation to the maximum permitted height to accessory structures . According to AMC 17 .48 .010(B), accessory structures are limited in height to 16 feet above original grade . The applicant has requested that one twenty-eight (28) foot high detached 2,000 square foot (maximum) accessory building be permitted on each lot. Where an. accessory dwelling unit (ADU) is proposed within each accessory building, living space would not exceed 1 ,200 square feet. Lastly, the applicant proposes constructing a six (6) foot fence within the front yard parallel and adjacent to Oakes Avenue. According to AMC § 17 . 52. 010, fences within a front yard shall not City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 6 of 23 PUD=2014-0001 exceed 4 l2 feet (the first 2 V2 feet is a 100% sight obscuring fence. On top of this, an additional 2 feet is permitted provided it is 50% sight obscuring). Imo. NOTICE OF APPLICATION & HEARING . 1 . A "Notice of .Application & Hearing with Optional SEPA DNS " was published in the Anaeortes American Newspaper on March 11 , 2015 . 2. Notice was also posted on the subject property in three (3 ) different locations on. March 9, 2015 . 3 . Notice was posted at city hall, the library, and the USPS on March 6, 2015 . Additionally, the notice was posted on the city' s website. 4. Neighbors within. 300 feet of the subject property were mailed "Notice of Application & Hearing with Optional SEPA DNS" on March 9, 2015 . 5 . Departments and agencies of jurisdiction were emailed the respective application material, notice, and comment form on March 6, 2015 . 6. Notice of application & hearing with optional SEPA DNS was emailed to Department of Ecology on March 6 , 2015 , for posting on to the SEPA register. 7. The 3May comment period ended on April 10, 2015 . 8 . A SEPA MDNS was issued on April 15 , 2015 (See Exhibit 5) . Parties of record and departments/ agencies of jurisdiction were mailed /emailed copies of the MDNS. The SEPA MDNS was erria' led to Department of Ecology for posting again on to the SEPA register. 9. Notice of continuance of Planning Commission open-record public hearing was posted at city hall on April 23 , 2015. . 10. Notice of Closed Record Public Hearing /Meeting was published in the Anacortes American Newspaper on May 13 , 201. 5 . Additionally, Notice of Closed . Record Hearing was posted at city hall, the library, the post office, and on the city ' s website on May 5 , 2015 . Neighbors and parties of record were also mailed Notice of Closed Record Hearing on May 13 , 2015 The subject property was posted with four (4) Notice of Closed Record Public Hearing on May 7, 2015 : X, COMMENTS RECEIVED . Public Cormraents.6 To date, staff has received five (5) written comments (See Exhibit 4) on the subject PUD request from the following individuals . Public corhrttents : Date Receivedo 1 . Don Pete Peterson 3/16/15 2. Bruce Flanagan & names undersi ed) 4110/15 3 . Ross Barnes 4/22/15 & 5/13 / 15 44. Joan Obome 4/22/ 15 5 . Marilyn Deri 5/ 13/ 15 City Council ' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 7 of 23 PUD-2014-0001 .Department & Agencies of Tutzsdiction Comments: To date, staff has received several comments from departments & agencies of jurisdiction (See Exhibit 3) and the table listed below. The Skagit River System Cooperative expressed concerns and doubts that the proposed tree removal and trimming on the bluff above Guemes Channel will not result in no net loss of shoreline habitat due to a loss of shading. Strandberg Construction responded to this comment by revising their Tree Preservation Plan Drawing showing less trees proposed for removal Additionally, Strandberg Construction prepared a Shade Study with a description and graphical representation of shade provided by those trees designated for retention. The Samish Indian Nation provided comment stating that they had no cultural resource concerns after reviewing the applicant' s submitted Archaeological Evaluation. Washington State Department of Transportation also provided comment requesting that a single access to State Route (SR) 20 be used for the subject 10 lot PUD . Staff forwarded this comment to the applicant for review. The applicant along with representatives from the City of Anacortes Public Works Department met with WSDOT on Tuesday April 14 , 2015 , to discuss WSDOT ' s comment. Please see the attached memo (See Exhibit 3) from the Public Works Department summarizing this meeting. DEPARTMENT & AGENCY COMMENTS : DATE" . . .. :. . ... RECEIVED , 1 . Washington State Department of Fish & Wildlife 5/4/ 15 2 . Washington State Department of Transportation 4/7/ 15 3 . Department of Archaeology and Historic Preservation 3/24/ 14 4 . City of Anacortes Parks Department 4115115 5 . City of Anacortes Public Works Department 4/14/ 15 6. Samish Indian Nation Tribal Historic Preservation Office 3/30/ 15 7 . Skagit River System Cooperative 3/ 19/ 15 & 3 /23 / 15 8 . City of Anacortes Water Department 9 . City of Anacortes Street Department 10 . City of Anacortes Solid Waste Department 11 , City of Anacortes Operations Department XI. APPEALS : Parties of record were mailed copies of the signed recommendation following the Planning Commission ' s open-record public hearing conducted on May 13 , 2015 , to recommend approval to City Council . No appeals have been received to date . XII. SEPA ENVIRONMENTAL REVIEW : 1 . According to AMC § 16 . 080 . 010, SEPA environmental review is required for the subdivision of property into five (5 ) or more lots, tracts, parcels, sites, or divisions, for sale or lease . 2 . Notice of application and hearing with optional SEPA DNS was published, mailed to property owners within 300 feet of the subject property, and posted onsite as required by AMC and state law. City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 8 of 23 PUD - 2014-0001 .3 . Notice of application & hearing with optional SEPA DNS was also emailed to the Department of Ecology on March 6, 2015 , for posting on to the SEPA register. 44 On April 15, 2015; a SEPA Mitigated Determination of Non-Significance (MDNS) was issued using the optional. DNS process pursuant to WAC § 197. 11 .35.5 . Parties of record and departments/agencies of jurisdiction were mailed /emailed copies of the MDNS . 5 . The issued SEPA MDNS was emailed to the Department of Ecology for posting on to the SEPA register on April 15 , 2015 . IIIo SHORELINE MANAGEMENT ACT & 2010 SHORELINE MASTER PROD 1 . A portion of the subject property lies within 200 feet of a shoreline of statewide significance. Therefore, conformance with the City of Anacortes ' 2010, Shoreline Master Program which implements and administers the State of Washington' s Shoreline Management Act (RCW 90. 58) is applicable. 2 . Within the first one hundred (100) feet landward of the Ordinary High Water Mark is located the "Conservancy" Shoreline Designation /Environment. 3 . According to SMP' s DR-5 . 8 . 3,, structures shall be setback a minimum of 100 .feet from the Ordinary High Water Mark within the Conservancy Shoreline Designation /Environment. The applicant' s site plan shows conformance with this requirement. 4 . According to SMP ' s DR-5 . 8 .6 impervious surface is limited based on the percent of slope. 5 . From one hundred ( 100) feet to two hundred (200) feet landward as measured from the ordinary high water mark, is located the . "Shoreline Residential" Shoreline Designation /Environment: 6 . According to SMP ' s Table 5 . 1 , single-family residential developments within the "Shoreline Residential" Shoreline Designation /Environment, are permitted. . 7 . According to SMP' s DR-5 .9 . 5 , structures shall be setback a minimum of 60 feet from the ordinary high water mark. 8 . Since the subject development lies within two shoreline designations /environments, the stricter of the two setback requirements ( 100 feet as required in the Conservancy Shoreline Designation /Environment) will prevail /apply. 9 . According to SMP ' s Table 5 .2, the maximum permitted height in the Shoreline Residential" Shoreline Designation /Environment is thirty-five (35) feet. 10 . Maximum percent of impervious surface within the "Shoreline Residential" Shoreline Designation /Environment is based on percent of slope per SMP ' s DR-5 .9 . 10 . 11 . A subdivision within two hundred feet of a shoreline of the statewide significance requires an approved Shoreline Substantial Development Permit (SSDP).. 12. According to SNIP Chapter 6 .5 , all clearing and grading activities shall be limited to the minimum necessary for the intended development. Additionally, exposed soils shall be immediately developed or revegetated to prevent erosion. Exposed soils must be replanted such that complete coverage of exposed soils is attained within one growing season, or otherwise stabilized using mulch or other similar best management practice. Conformance with these requirements will be met .as conditioned. .I City Councils Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PLED Page 9 of 23 PL'D-20140001 1.3 . According to SMP Chapter 6 .9, applicants proposing development adjacent to a marine bluff shall submit a geotechnical. engineering report prepared by a Washington State licensed professional civil engineer with a specialty in geotechnical engineering . All proposed development on a marine bluff or in the required buffer is prohibited. The applicant has met these requirements. 14 . According to SMP DR4 . 11 .3 , residential development shall be located and designed to avoid the need for structural shore defense and flood protection works in the foreseeable future . The applicant has met this requirement. 15 . According to SMP DR 8 . 11 .4, subdivisions shall be designed to minimize potential conflicts with the use of adjacent public lands and areas of public access. This may include providing a physical separation to reinforce the distinction between public and private space, achieved by providing adequate space, through screening with landscape planting or fences, or other means . Additionally, subdivisions shall comply with local plans, codes, and/or ordinances. The applicant has met this requirement; 16 . Additionally, a Shoreline Variance is required as the private /public trail. at times traverses into the required one hundred foot ( 100) setback requirement per DR- 5 .8 . 3 and Table 5 .2 of the Shoreline Master Program (SMP) . Criteria for granting upland variances : Variance permits for development that will be located landward of the ordinary high water mark, including those areas designated by the Department of Ecology as wetlands pursuant to WAC 173 .22, may be authorized pro-vi the applicant can demonstrate all of the following : A) That the strict requirements of the bulk, dimensional, or performance standards set forth in the Master Program preclude or significantly interfere with a reasonable use g p g y . of the property not otherwise prohibited by the Master Program, Staff Analysis : A Shoreline Variance is required as a portion of the public trail proposed as part of this 10 lot PUD is within the 100 foot setback for the Conservancy Shoreline Designation lEnvironment.. This trail would be built by the developer as part of the subject development. The site sits on city owned property. .A public trail that starts at the subject property traverse eastward along the bank and connects to Kansas Street Park The public trail would also include a switchback that traverses northward down the bank connecting to Guemes Channel Trail. B) That the hardship described in subsection (a) above is specifically related to the property, and is the result of unique conditions such as irregular lot shape, size, or natural features and the application of the Master Program, and not, for example from deed .restrictions or the applicant's own actions . Staff Analysis ,• The subject property 's northern portion abuts a steep slope lbank. A public trail within this area that traverses east and west ultimately connecting to the Guemes Channel Trail below is located within the 100 foot setback of the Conservancy Shoreline Designation lEnvironment. The hardship results from the property 's proximity to a steep slope lbank and existing Guemes Channel Trail below. C) That the design of the project will be compatible with other authorized uses in the area and will not cause adverse effects to adjacent properties or the shoreline environment. City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 10 of 23 PUD-2014-0001 Staff Analysis: The proposed trail (public and private) that may be located within the I00 foot setback of the Conservancy Designation .IEnvironment per E P DR 5. 8. 3. b is compatible Willi existing and authorized land uses within the area. For example, Guemes Channel Trail a public trail located along the shoreline of Guemes Channel was recently permitted by the Department of Ecology. Additionally, the public trail will not result in .adverse impacts to adjacent properties or li the shoreline environment. The applicant has submitted numerous .studies analyzing its pp Y a impacts including but not limited to: a critical areas report; geotechnical report, storm_ water plan, tree preservation plan, archaeological evaluation, traffic impact analysis, landscape plan, description of shade conditions, and Endangered Species Act compliance. D) That the variance requested will not constitute a grant of special privilege not enjoyed by the other properties in the area. Staff Analysis . The variance request will not constitute a grant of special privilege. If approved, the variance would result in a public trail Which ultimately would connect to Guemes Channel Trail below. Guemes Channel Trail recently permitted already existing within the I00 foot setback of the Conservancy Shoreline Designation /Environment. .E) That the variance requested is the minimum necessary to afford relief Staff Analysis : The variance requested is the minimum necessary to permit the construction of a city I owned. public trail designed for the public use and enjoyment: , F) That the public interest will suffer no substantial detrimental effect. Staff Analysis, There will be no detrimental effect to the public interest, Conversely, the construction of the public trail represents an improvement to the public interest for both .the residents and visitors to the City of Anacortes: 17 . The subject proposal is consistent with the City of Anacortes ' 2010 , Shoreline Master. Program and development regulations listed therein for developments within both the "Conservancy" and "Shoreline residential" Shoreline Designation /Environment. Be CITY OF ANACORTES ' 2012 COMPREHENSIVE PLAN : The following goals from the City of Anacortes ' Comprehensive Plan appear to be applicable to the subject PUD proposal: General City Goal l : Create and maintain a high quality of life and environment that maximizes the opportunity for all citizens to share the social, psychological, physical, and economic benefits of Anacortes /Hidalgo Island ; aesthetics and health are key components of quality of life . City Council' s Findings of Fact, Conclusions of Law; & Decision July 6, 2015 Leeward Landing PUD Page 11 of23 PUD-2014-0001 General City Goal 2; Improve the image of Anaeortes as a marine oriented City by encouraging, protecting and enhancing marine views from public places, public access, and marine habitats and resources by encouraging marine water-dependent and water-related businesses and activities. General City Goal 3 : Promote compatible land uses and improve visual appearance in each and every zoning district. General City Goal 5 : Encourage the development of a balanced and adequate employment and revenue base necessary for provision of needed services . Transportation Goal 5 : Develop the City as a pedestrian friendly community and improve non- motorized circulation patterns . Transportation Go_al6 : Encourage a physically active community by allowing people of all ages to incorporate physical activity into their lives by walking, bicycling, exercising and using public transit as part of everyday living . Transportation Goal 7 : Require adequate off-street parking in all zones. Tourism Goal 1 : Encourage an attractive community in order to increase the City ' s appeal to visitors and residents alike. Tourism Goal 4 : Utilize the shoreline and marine resources of Anacortes to increase tourism while maintaining the quality of the resource . Parks and Recreation Goal 4 : Increase the opportunities for public access to and enjoyment of the shorelines of Anacortes . Conservation Goal 4 : Public access to shorelines and tidelands should be maintained, enhanced, and increased. The subject proposal is consistent with the goals of the City of Anacortes ' Comprehensive Plan identified above . C. ZONING ORDINANCE/ CODE , 1 . The City' s Zoning Map establishes zoning district boundaries and the City Zoning Ordinance establishes ( 1 ) the permitted use of land in the various zones, and (2) development standards . 2 . The subject property is located in the Residential (R2) Zoning District. 3 . Pursuant to AMC § 17 , 36 . 010 , the purpose of the Residential (R2) Zoning District is to maintain and create an environment which meets the standards for single-family residential development, by restricting uses within the district, and by requiring a minimum lot size and maximum density . City Council' s Findings of Fact, Conclusions of Law, & Decision July ' 6, 2015 Leeward Landing PUD Page 12 of 23 PUD -2014-0001 4. According to AMC 17 .36. 020, "single-family dwellings" are permitted land uses within the Residential (R2) Zoning District, 5 . According to .AMC § 17 .36 . 050, the minimum lot size for the Residential (R2) Zoning District is 7,500 square feet; 6. AMC § 17.36*060 lists the required setbacks for the Residential (R2) Zoning District. The applicant however has applied for variance /deviation (see above) to the required side yard setback to permit a five (5) foot setback on both side yards of each lot. 7. The maximum lot coverage for the Residential (R2) Zoning :District is thirty-five (35 ) percent per AMC § 17.36. 080 This requirement is reviewed at time of building permit application submittal . 8 . According to AMC § 17. 36.070, the maximum permitted- density for the Residential (R2) Zoning District is four (4) dwelling units per gross acre. The applicant has 5 .48 =E gross acres. According to code, the applicant could potentially create twenty-one (21 ) homes based on the permitted density and gross acreage (5 .48 acres X 4 = 21 .92 dwelling units) . Ten (10) dwelling Lmits are proposed as part of the subject PUD request. The density of the development is 1 . 82 dwelling units per gross acre ( 10 lots divided by 5 .48 gross acres) . 9 . AMC § 17 .46 . 020, two (2) parking spaces are required for each residence. Additionally, since Accessory Dwelling Units are proposed, the minimum number of parking spaces for both the ADU and single family residence is three (3) off-street parking spaces per AMC § 17610 . 170(F) , The applicant proposes two car garages attached to each residence and a one car garage serving and attached to each accessory dwelling units . 10 . The maximum permitted square footage to an Accessory Dwelling Unit' s habitable area is 900 square feet. per AMC. § 17. 10 .170(D) . The applicant however has applied for a variance /deviation to this requirement (See Section X) to exceed this standard. The applicant proposes constructing a 1 ,200 square foot Accessory Dwelling Unit within: a two thousand (2;000) square foot accessory building. The balance of the accessory building (800 square feet) v�'ill be used to house a one ( 1 } car garage serving the ADU. 11 . The maximum permitted area for a detached accessory structure /building is one thousand ( 1 ,000) square feet per AMC § 17 .48 . 010 . The applicant however has applied for a variance /deviation (See Section IX) to this requirement to exceed this requirement. The applicant proposes construct a 1,200 square foot Accessory Dwelling Unit within a 2,000 square foot accessary building. 12 . According to AMC § 17. 52 . 010 , fences within a front yard shall not exceed 4 lz feet (the first 2 I/2 feet can be a 100% sight obscuring fence. On top of this, an additional 2 feet is permitted provided it is . 50% sight obscuring). The applicant proposes constructing a six (6) foot fence within the front yard parallel and adjacent to Oakes Avenue. 13 . Landscaping is required according to AMC Chapter 17 .41 . The applicant has submitted a landscape plan meeting this requirement (See Exhibit 11) . Additionally, a final landscape and tree preservation will be required before final .replat /PUD submittal or approval is given. 14. According to AMC § 16 .50.050, a Tree Preservation Plan is required as part of application for a subdivision /planned unit development. Accordingly, the applicant has City Council' s Findings of Fact, Conclusions of Law, & Decision Ju y 6, 2015 Leeward Landing PUD Page 13 of 23 PUD-2014-0001 submitted both a Tree Preservation Plan and calculation of tree unit credits ' meeting this requirement (See Exhibit 10) . The minimum tree .density per AMC .§ 16 .50 .070 is one ( 1 ) tree unit per one thousand square feet. The applicant has met this requirement. 15 . According to AMC § 17 .44.010, the purpose of a Planned Unit Development (PUD) is: to permit greater flexibility and consequently more creative and imaginative design for the development of residential and business . uses than generally is possible under conventional. zoning regulations; To promote more economical and efficient use of the land while providing a harmonious variety of housing choices, a higher level of city attractiveness and quality, and preservation of scenic open space; and To correlate the intentions of this title and other ordinances of the city to encourage developments which will provide a desirable and stable environment in harmony with that of the surrounding area. 16 . According to AMC § 17 .44 . 020 , a. PUD is permitted on any size parcel of land, whether or -not it is part of a plat. Additionally, according to AMC § 17 .44 .030, single-family uses shall be permitted in a PUD in any residential zone subject to the criteria listed in AMC Chapter 17.44 . 17. According to AMC 17 .42 .010, street and alley vacations associated with dedication of new rights of way shall go through the replatting process set forth in AMC Title 17. 18 . According to AMC 17 . 04 .050, creation of or changes to lot lines shall conform to the use provisions, dimensional and other standards, and procedures of this title and Title 16, Subdivisions. 19 . According to AMC 17 . 05 . 030, development shall be prohibited, and all applications therefore shall be denied, if the development would cause the level of service on a concurrency facility or service to decline below adopted levels of service standards, unless the improvements or strategies to accommodate the new development are made concurrent with the development, subject to the provisions of AMC .§ 17 . 05 . 070(3 ) . For potable water, sewer/on-site sewage disposal and stormwater management; only available capacity or capacity that can be provided prior to the actual use of the facility will be used: 20 . The subject proposal is consistent with the above development regulations . D. OTHER APPLICABLE CODE, REVIEW CRITERIA, & PROCESS * The preliminary replat /PUD application is also subject to review for conformance with the following Anacortes Municipal Code Titles and Chapters : 1 . According to AMC § 16 . 40. 040, there are four (4) steps for approval of a PUD: A) Pre= application conference during which the city' s planning coordinating committee reviews sketches and conceptual information and makes recommendations to the applicant. Particular attention shall be given to the items where the PUD concept varies from normal subdivision 'standards, B) Preliminary PUD development plan where a .more complete conceptual plan is submitted for planning coordinating committee .review and then goes through a standard planning commission and city council approval process, C) Preliminary plat review and approval process with a detailed plan incorporating the approved preliminary PUP development plan concepts and conditions, and D) Final plat City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 14 of 23 PUD,2014-0001 meeting the submittal requirements of and following the approval process for a standard subdivision. 2. According to AMC § 16. 12 .010, when a preliminary plat meeting the requirements has been submitted, the administrator shall establish the date and time for an open record public hearing before the planning commission on the preliminary plat which shall not be more than sixty days from the date of the notice of complete application and which shall coincide with a regular meeting of planning commission. Following planning commission action; the administrator shall schedule the preliminary plat for the city council agenda for its next available meeting date in accordance with its rules and regulations . 3 . The subject proposal is consistent with the above development regulations . L. CONCLUSIONS OF LAW . 1 . The Planning Commission having fully reviewed the staff report hereby adopts said staff report as properly setting forth the issues, the land use requests, consistency with the existing regulations, principles; conditions and their effect upon the request. It is therefore adopted by the Planning Commission as a conclusion as if set forth in full herein. 2. The proposed preliminary planned unit ,development and preliminary re-plat as conditioned conforms to the general purposes of the city comprehensive plan, the city' s planning standards and specifications of the zoning ordinance, Title lb and other ordinances applicable to the proposal. Additionally, the. proposal males appropriate provisions for the elements listed in Section 16 . 12.020 .E AMC . 3 . The proposal includes a street vacation of a portion of Minnesota Avenue . The Planning Commission supports the proposed street vacation through the re-platting and Planned Unit Development (PUD) process and finds no evidence to do so otherwise. 4 . The requirements of the State Environmental Policy Act have been complied with. 5 . The public notice requirements of the Shoreline Management Act have been complied with. 6 . The Planning Commission bases its Findings of Fact and Conclusions of Law on the entire record, including all testimony and exhibits . Any finding which would be deemed a Conclusion of Law and any Conclusion of Law which should be deemed a finding is hereby adopted as such. 7. The project is consistent with the shoreline :designation and general goals, policies and development regulations of the Anacortes Shoreline Master Program, the Shoreline Management Act,. the :general purposes of the city comprehensive plan, the cty' s planning standards and specifications of the zoning ordinance, and other ordinances applicable to the proposal, City Council' s Findings of Fact, Conclusions. of Law,: & .Decision July 6, 2015 Leeward Landing PUD Page 15 of 23 PUD-2014-O001 F. STAFF RECOMMENDATION: The Department of Planning, Community, and Economic Development recommend that the subject replat, PUD, code deviation/ modification, vacation request, shoreline substantial development permit, and shoreline variance be approved by the City Council subject to staff s suggested conditions of approval listed below. G. PLANNING COMMISSION RECOMMENDATION . The Planning Commission conducted an open-record hearing on both April 22, 2015 , and May 13 , 2015 , (continued to) . At the conclusion of the hearing on May 13 , 2015 , the Planning Commission voted 6 -0 to recommend that City Council approve the subject replat, PUD, code variance /deviation, vacation request, shoreline substantial development permit, and shoreline variance based on staffs suggested conditions of approval and two additional conditions added thereto ( 440 & #41 ) : II. DECISION: Based on the foregoing information and analysis submitted by the applicant, and the City regulatory authority to implement the policies, standards, and the regulations of the Comprehensive Plan, and the Anacortes Municipal Code (AMC), the Anacortes City Council hereby approves the subject replat, planned unit development, code variance /deviation, vacation request, shoreline substantial development permit, and shoreline variance subject to the following conditions of approval : 1 . A clearing and grading plan consistent with City requirements shall be submitted by the applicant for review and approval by the City of Anacortes Planning\Building and Public Works Departments prior to any construction activities taking place on or off-site . Si ff te grading shall not adversely impact adjacent neighbors . 2 . A Large Parcel Storm Water Plan and Water Quality Control Plan consistent with City requirements shall be submitted by the applicant for review and approval by the Planning\Building and Public Works Departments prior to any construction activities taking place on or off-site. 3 . Clearing activities may require a Forest Practice Permit (logging permit) issued by the Department of Natural Resources prior to construction activities taking place on or off- site . 4 . Prior to any clearing\fill\grade work beginning, construction civil plans consistent with the City of Anacortes Engineering Development Standards, including but not limited to, Erosion Control Plan, Site utility\Infrastructure improvements Plan, Roadway Improvements Plan, Signage Plan, Street Lighting Plan and other plans and\or information required by the City Planning\Building and Public Works Departments shall be submitted for review and approval . 5 . Engineering and Inspection fees in the amount of $ 500 . 00 , plus 2% of the total estimated construction cost shall be due upon civil plan approval . No construction activity is City Council ' s Findings of Fact, Conclusions of Law, & Decision July 6 , 2015 Leeward Landing PUD Page 16 of 23 PUD=2014 -0001 allowed until the construction plans are approved, all fees have been paid and a preconstruction conference held. 6. Prior to the final plat approval, all infrastructure improvements shall be completed as required by the City of Anacortes Public Works Director and a 2-year Maintenance Bernd in place. The 2-year Maintenance Bond is 10% of the actual construction cost. 7. Fire Hydrants are to be located as approved by the City of Anacortes Fire Chief. Fire flows shall be addressed in a manner acceptable to the Fire. Chief and the City of Anacortes Public Works Department, 8. The water main will ,need to be extended to the most easterly boundary of the property and designed to allow for future extension by others per Public Works Department approval . 9 . The value of the vacated right-ofwway shall only go toward the offsite public portion of trail construction (Kansas Avennue Park .north to the Guemes Channel . Trail) . Any remaining funds shall be paid to the City of Anacortes. The value of the proposed vacated right-cif way will be determined prior to construction plan approval. 10 . Mailbox locations shall be reviewed and approved by the City of Anacortes Public Works Department and the U. S . Postal Service . 11 _. Street lighting shall be required at both 'ingress and egress of the project. Street lighting shall be energy efficient and shall limit glare and\or emission of light downward to the street and front yard areas . Street lighting will be installed per P.SE Schedule 52, Option "B ". Lighting fixtures and design shall be approved by the Public Works Director. Shields may be necessary to reduce impacts to adjacent properties . 12 . Sanitation, recycling, and compost collection shall be picke&up from the internal private road serving the subject replatl PUD -not placed on Oakes Avenue. 13_. There shall be no parking permitted on any portion of either Oakes Avenue or the one- way street located within the development. No parking signage shall be demarcated offite. A note to this effect shall be added to final replat 1PUD . 14 . Internal private driveway shall be required to provide for: A. A minimum of 244eet of paved asphalt with a thickened edge on one side to control sheet flow runoff. B. Maximum grade of 12% . C . One-way direction from west to east. D. Appropriate signage, shall be installed at Oakes Avenue to identify ingress and egress locations . E. The road shall be constructed to meet City requirements and maintained by the property owners of which it serves. 15 . Oakes Avenue, along the frontage of this project is required to provide for.: A. Cement Concrete 'Traffic Curb and Gutter with a 5 -foot minimum meandering sidewalk, landscaping, and driveway approaches . City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PU D Page 17 of 23 PUD-2014-0001 B . Storm drainage conveyance system that discharges on the south side of Oakes Avenue. C. If the City Engineer finds that inconsistencies of the asphalt edge along Oakes Avenue would not allow for proper drainage into the new curb and stormwater facilities, the appropriate amount of asphalt will need to be removed and replaced by the applicant to correct the issue . D . These improvements would extend to the easterly and westerly boundaries fronting Oakes Avenue . 16 . The proposed storm-water conveyance to the public outfall and easement shall be considered private and maintained by the property owners of which it serves . 17 . The proposed 10400t storm drain easement and collector system near top of bank shall be private and maintained by the property owners of which it serves . 18 . The conveyance system proposed along Oakes Avenue will be considered Public. This system will discharge to a swale along the south side of Oakes Avenue. This crossing will need to be coordinated with the Washington State Department of Transportation Local Region for appropriate permits . 19 . Sewer will need to be extended across Oakes Avenue to service this project and will need to be coordinated with the Washington State Department of Transportation. Local Region for appropriate permits . 20 . Proposed 15400t sanitary sewer easement for pump lines and collector side service pipe on the north side of the proposed manhole will be a private easement and maintained by the property owners of which it serves . 21 . The scope of the project shall not exceed that as set-out in the replat, PUD, shoreline substantial development permit, and shoreline variance applications (including attachments) , and in accordance with the determinations made and conditions imposed . Exhibit 12 shall be the approved site plan. 22 . The project shall comply with all applicable Shoreline Master Program regulations, including but not limited to , Chapter 5 , Shoreline Environments & Associated Policies and Regulations, Chapter 6, Environmental Protection General Regulations, and Chapter 8 , Specific Use Policies and Development Regulations. 23 . The applicant shall be responsible for reimbursement to the City for the cost of third party review, posting/mailing and publication of the public hearing for this proposal . Payment in full shall be made before building permit issuance . 24 . Development shall comply with the revised landscape plan (See Exhibit 11 ) . Landscaping shall be in place and complete before building permit certificate of occupancy will be issued. 25 . Preliminary subdivision and Planned Unit Development approval authorizes the applicant to proceed with application for necessary permits to construct required improvements and to prepare construction drawings in accordance with the determinations made and conditions imposed. City Council ' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 18 of 23 PUD-2014-0001 26. A note on the final short plat shall denote the following minimum building setbacks from the respective property lines as follows. A) Front * 204eet B) Rear% 20-Feet IF Cj Side: 5-feet 27. Both Tracts A & B shall be owned and maintained by the property owner, property owner's association, successors or assigns. A note to this effect shall be recorded on the final replat/ PUD map. 28 . Private utilities shall be owned and maintained by the property owner, property owner's IF IF association„ successors or assigns in a manner to ensure their functioning consistent with applicable regulations. A note to this effect shall be recorded on the final plat map. 29. Those trees designated for retention on the submitted tree preservation plan shall be protected before and during site development and construction through adherence to AMC § 16 . 50 . 100., Chain link fencing (or other sturdy construction fencing) shall be erected along the drip line (plus 6 feet) of each of the trees designated for retention on the plan. 30. Before any site development or construction activities occur on the subject property the applicant shall contact the Department of Planning, Community, and Economic Development to arrange a tree fence inspection. 31 . The lots in this subdivision are subject to applicable water, . sewer, and stormwater general facility and hookup fees and transportation, fire, and park impact fees. These fees are payable at levels in effect at the time of building permit issuance and may IF differ from those fee levels currently in effect; sewer and water latecomer charges may be payable . A note to this effect shall be recorded on the final plat map.. 32. Before final replat /PUD approval is given, the applicant /landowner shall provide covenants, conditions, and restrictions (CC&Rs) to the city for review and approval. 33 . Before final replat /PUD submittal or approval, the land surveyor shall place the respective property corners ofthe subject property. 34 . Unless otherwise outlined within a vegetation management plan that has been approved by the City of Anacortes, within the NGPE, vegetation or tree removal, topping, or trimming is prohibited unless approved by the City. The applicant would need to submit Ilk an ISA certified report that states a tree is dead, diseased, or dying and hazardous to surrounding uses, along with a geological hazardous area critical area report to the City of Anacortes ' Planning Department and Parks and Recreation Department for review and approval. Notwithstanding, vegetation /tree removal from an erosion or landslide hazard area and its associated buffer is prohibited per AMC § 17 .70 .260(4) . 35 . One twenty-eight (28) foot high, detached 2,000 square foot (maximum) accessory building is permitted on each lot provided it is in compliance with all other bulk and. dimensional standards for the zone, except where modified through these conditions of approval . Where an accessory dwelling unit (ADCJ) is proposed within said building, the living space shall not exceed 1 ,200 square feet. Impact fees & GFC shall be payable at City Council' s Findings Fof Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 1. 9 of 23 PUD-2014-0001 the time of building permit issuance for both the ADU and primary residence. The 2,000 square foot (maximum) permitted accessory building size and 28 foot high (maximum) height limit variance/deviance only applies to lots 3 through 9 Accessory structures on lots 1 , 2, & 10 shall meet current zoning code standards including but not limited to maximum permitted building size and height. 36 . Development shall comply with the issued SEPA Mitigated Determination of Non- Significance (MDNS) mitigation measures as follows . A. Development shall comply with all of the recommendations of the Geotechnical Evaluation prepared by Geotest dated November 4, 2014, listed therein (MDNS Condition #1 ) . B.. All structures shall be setback a minimum of thirty (30) feet from the top of the. bank of the geologically hazardous /steep slope as identified on the face of the replat /PUD (MDNS Condition #2) . [See Condition of Approval #40 below. The stricter of the two conditions shall prevail] C . A final. tree preservation plan shall be submitted for review and approval prior to construction plan .approval (MDNS Condition #3). D . Erosion control, dust control, and best management practices shall be employed during construction /development activities as required by both the Building and Public Works Departments (MDNS Condition #4) . E. The applicant shall submit a Large Parcel Stormwater & Water Quality Plan to minimize runoff, control erosion, and protect adjacent properties. Such measures may include replanting, reseeding, storm retention ponds, buffer areas or prompt development. This plan shall be prepared by a licensed civil engineer (MDNS Conditions #5) . F . Orange construction fencing shall be installed at the project boundary ' s clearing limits as required by the Planning Department (MDNS Condition #6). G. All applicable permits shall be secured before any construction activities begin onsite . (MDNS Condition #7) . H. Before building permits for each of the proposed residences will be issued, the applicant shall contact the Department of Planning, . Community, and Economic Development to arrange a tree fence inspection (MDNS Condition #8) . I . The landowner /applicant shall obtain . a National Pollutant Discharge Elimination System (NPDES) General Permit for Stormwater Discharge as required by the State of Washington's Department of Ecology (MDNS Condition #9). J. A legally enforceable agreement, which shall be recorded as a covenant and noted on the face of the deed or plat, and executed in a form satisfactory to the City of Anacortes ' acknowledging that the site is located in a geologically hazard area; the risks associated with development of such site; and a waiver and release of any and all claims of the owner(s), their directors, employees, successors, or assigns against the City of Anacortes for any loss, damage or injury, whether direct or indirect, arising out of issuance of development permits for this proposal (MDNS Condition # 10) . City Council ' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 20 of 23 PUD 2014-0001 K. Pursuant to City of Anacortes' Shoreline Master Program (SMP) Appendix A-3 . 9.4, unless otherwise provided or as part of an approved alteration, removal of vegetation. from an erosion or landslide hazard area or related buffer shall be prohibited . The applicant however has submitted a ,geotechnical report, tree preservation plan, and landscape plan addressing proposed vegetation removal. Any vegetation removal shall be consistent with the submitted geotechnical report, tree: preservation plan; and landscape plan (MDNS Condition #11 ): L . Pursuant to City of Anacortes' SMP A-3 . 9. 5, clearing shall be allowed only from May 11 to October 111 of each year provided that the city may extend or shorten the dry season on a case-by-case basis depending on actual weather conditions . Clearing limits shall be consistent with the submitted geotechnical report; tree preservation plan, and landscape plan (MDNS Condition # 12). M. The project geotechnical engineer, shall review the final civil drawings for consistency with the geotechnical report and provide specific detail for anchoring of the storm line on the slope. Site work shall be monitored by the geotech as determined by the Planning Department (MDNS Condition # 13 ) . N. Before final replat /PUD submittal or approval is given, the applicant shall provide a tree cutting and debris management plan for review and approval prior to any activity taking place onsite (MDNS Condition # 14). O . Before final replat /PUD submittal or approval is given, the applicant shall submit a final report from their project biologist and geotechnical engineer prior to plan approval concerning the construction of the off-site public trail (MDNS Condition #15). P. Before final replat /PUD approval .is given, the off-site public trail connecting to Kansas Street Park, improvements to Kansas Street Park, and connection to Guemes Channel Trail below shall be constructed to city standards (MDNS Condition 416) . Q . Before final replat /PUD submittal or approval is given, the applicant shall submit a detailed 'landscape plan addressing re-vegetation of both the steep slope and area of the project site that lies within the Conservancy Shoreline Designation /Environment. An as built shall be prepared after planting has been completed. Additionally, a 5 - year maintenance and monitoring plan shall be prepared and submitted to the city for approval (MDNS Condition # 17) . R. Before final replat; PUD submittal or approval is given, that portion of each lot that lies within. the Conservancy Shoreline Designation /Environment :shall be placed into a Native Growth Protection Easement with a long-term maintenance plan for the homeowners association. A split rail cedar fence shall be constructed at the edge of the Conservancy Environment as determined by the Planning Department with critical area signage placed on. it as required by the Planning Department (MDNS Condition #18)* 37. The applicant / landowner shall work with neighboring property owners east of the subject property that are adjacent to the private and public trail and provide a combination of a sight obscuring fencing and/or landscaping utilizing only native plants indigenous to Western Washington. City Council' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 21 of 23 1 PUD-2014-0001 38 . The Homeowner' s Association shall be responsible for the maintenance of all landscaping provided along the sidewalk fronting the subject property that runs parallel to Oakes Avenue. The height of any trees planted therein shall be similar to the landscaping in the San Juan Passage development /PUD fronting Oakes Avenue . This shall also be reflected in the CC&Rs . Additionally, the maximum permitted height of the fence proposed located within the front yard setback shall be five (5) feet from grade . 39. Before final PUD/ replat submittal or approval is given, the applicant/ landowner shall submit a 5-year maintenance and monitoring plan to the city for approval for all planting along the public trail, private trail, sidewalk located within the right-of-way, and plantings within the Native Growth Protection Easement (NGPE) located onsite. Once approved, the plan shall be noted on the final PUD /replat. 40 . As modified since the SEPA MDNS was issued, all structures shall be setback forty-five (45) feet from the top of the bank of the geologically hazardous /steep slope . This shall be identified and noted on the face of the final replat /PUD . 41 . The twenty-eight (28) foot high detached accessory structures (which may include ADUs) shall not exceed sixteen ( 16) feet in height (maximum) as measured above Oakes Avenue . INTRODUCED, PASSED, AND APPROVED BY THE CITY COUNCIL OF THE CITY OF ANACORTES on this 6th day of July, 2015 . CITY OF ANACORTES, WASHINGTON r LAURIE M . GERE, MAYOR Approved as torm and legality: ATTEST : Daftyo wetn m , WSBA# 40530 Steve D . Hoglund , City Clerk Treasurer City Attorge-V City Council ' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 22 of 23 PUD -2014-0001 JUI}I�IAL APPEAL : AMC § 17 .08 .090 " Notice of appeal of any final action taken under this title must be filed with the Superior Court and. served on the city attorney for the city within twenty-one (21 ) days of the date on which such final action was taken. For purpose of appeals from decisions of the Anacortes City Council, the " date of final action" shall mean the date on which the city council made its decision by vote taken at a regular or special public meeting. EXHIBITSO R aa gg lee R Exhibit # 1 .. . " Narrative, Master Pezinit Applcatzon, IA RPA, Applcaton, & Lector of" Authoritatio eI Exhibit #2 Notice of Application & Heating with Optional DNS Exhibit 43 Depent ,/AI artent fAgcnc cttnrrtent Received lee 11 Exhibit #4 Public Comments Received Exhibit #5 Issued SEPA MDN " . Exhibit #6 Geotechnical Report & Third Party Review :Exhibit #7 Traffic " Impact Analysts Exhibit #8 ATSI Critical Area Report, Addendum, ESA Compliance, & Ecological Functions, & Description of Shade Conditions ]Exhibit #9 Caldera Arcaeolo. tcal tZ oft & Addend��n3 , Idle III I Id de led Ille Exhibit # 10 Urban Forestry Service ' s Tree Preservation Plan & 'vegetation Conservation + Tree Credit Table Exhibit # 11 Landsca e Planlee I Exhibit # 12 Assessor ' s Info & GIS Map Exhibit 913 Site . PlaFon—oiln 000—�111111110 monsoon City Council ' s Findings of Fact, Conclusions of Law, & Decision July 6, 2015 Leeward Landing PUD Page 23 of 23 PUD-2014-0001. _y . Y SHORELINE MANAGEMENT ACT PERMIT DATA SHEET AND TRANSMITTAL LETTER, CITY PERMIT NOo SDP-2014-QO 1 : From. Planning Department o : Bob Fritzen City of Anacortes Department of Ecology P . O . Box 547 144010th Street, Ste . 102 Anacortes, WA 98221 Bellingham , WA 98225 Date of Transmittal : July 15, 2015 Date of Receipt: Type of Permit : Substantial Development ❑ Conditional Use ❑ Variance ❑ Revision 0 Special ❑ Local Government Decision : Approval ❑ Conditional Approval ❑ Denial ❑ Applicant Name: Nels Strandberg Landowner: Leeward Landing LLC Strandberg P . Q . Box 319 Construction 2018 " R" Avenue Anacortes, WA 98221 Anacortes, WA 9822.1 Phone : (360) 293 -7431 ---- Phone: Is the Applicant the Property Owner: Yes ❑ No ❑ ( Department of Natural Resources) Location of the Property : (Section, Township and Range to the nearest l Section or Latitude and Longitude, and a street address where available) The subject properties are 4 . 63 ± net acres in area . The subject properties are located in a portion of Section 23 ; Township 35 North ; Range 01 East; Willamette Meridian . Parcel # : P58285., P58264, P31716, & P31717 Water Body Name : Fidalgo Bay Shoreline of Statewide Significance : Yes ® No ❑ ( no in -water work proposed) Environment Designation : The project is located within the Conservancy ( shoreline area); environment/designation (within first 100 feet landward of the OHWM ) and Shoreline Residential (shoreline area ) environment/designation (from 100 feet to 200 feet as measured landward from the OHWM ) . Description of Project ( summary of the intended use or project purpose ) : The applicant has applied for Preliminary approval of a 10dot repla:t ( preliminary plat approval) including vacation of public right- of=way; Planned Unit Development ( PUD) approval including modification ( s ) to underlying zoning standards; Shoreline Substantial Development Permit for site development and a shoreline trail (.public & private ) , shoreline variance for trail setback to OHWM ; & SEPA environmental review. The site consists of approximately 4 .63 ± net acres along the Guemes Channel shoreline . Ten ( 10 ) residential lots are proposed ranging in size from 17 , 776 to 20, 236 square feet in area . One single- family residence with an attached garage is proposed for each lot . Additionally, one twenty-eight ( 28) foot high detached 2, 000 square foot ( maximum ) accessory structure is also proposed on each lot. Where an accessory dwelling unit (ADU ) is proposed within each accessory building, living space is limited to 1 , 200 square feet ( maximum ) . Access to the site off of Oakes Avenue is proposed from a one way internal private roadway serving the 10 lots maintained by the homeowners association . Notice of Application & Hearing Date : March 11, 2015 Final Decision Date : July 06, 2015 Don Measamer, Director of Planning, Community & Economic Development ( 360 ) 299- 1942 o __Y o :. SHORELINE E T ACT OF 1971 PERMIT FOR SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT S P ) SHORELINE I CE . TYPE OF ACTION . Substantial Development Application # : SDP-2014-0001 ❑ Conditional Use Permit Administering Agency: City of Anacortes Variance Permit Date Comp . App . Received : 3/ 11/2015 ❑ Special Use Approved : Yes Decision Date : 7/06/2015 Pursuant to Chapter 9038 RCVS(, the permit is hereby granted to : APPLICANT Nels Strandberg Strandberg Construction 2018 " R" Avenue Anacortes, WA 98221 LANDOWNER. Leeward Landing LLC P . O . Box 319 Anacortes, WA 98221 TO UNDERTAKE THE FOLLOWING DEVELOPMENT. The applicant has applied for Preliminary approval of a 10-lot replat ( preliminary plat approval ) including vacation of public right-of-way; Planned Unit Development ( PUD) approval including modification ( s) to underlying zoning standards; Shoreline Substantial Development Permit for site development and a shoreline trail ( public & private), shoreline variance for trail setback to OFIWM ; & S'EPA environmental review . The site consists of approximately 4 . 63 ± net acres along the Guemes Channel shoreline . Ten ( 10 ) residential lots are proposed ranging in size from 17 , 776 to 20, 236 square feet in area . One single-family residence with an attached garage is proposed for each lot . Additionally, one twenty-eight ( 28) foot high detached 2,000 square foot ( maximum ) accessory structure is also proposed on each lot. Where an accessory dwelling unit (ADU ) is proposed within each I of 9 I accessory building, living space is limited to 1, 200 square feet ( maximum ) . Access to the site off of Oakes Avenue is proposed from a one way internal private roadway serving the 10 lots maintained by the homeowners association . UPON THE FOLLOWING PROPERTY ( PLEASE LIST LEGAL DESCRIPTION , I . E. , SECTION TO THE NEAREST QUARTER SECTION , TOWNSHIP, RANGE) : The subject properties are 4 . 63 ± net acres in area . The subject properties are located in a portion of Section 23 ; Township 35 North; Range 01 East; Willamette Meridian . Parcel #: P582851 P582641 P31716; & P31717 Within Fidalgo Bay shoreline jurisdiction and/or associated wetlands . A portion of this project ®will be ❑ will not be within shorelines of statewide significance ( RCW § 90 . 58 . 030) . The project is located within the CONSERVANCY (shoreline area ) environment/designation (within first 100 feet landward of the OHWM ) and SHORELINE RESIDENTIAL ( shoreline area ) environment/designation (from 100 feet to 200 feet as measured landward from the OHWM ) . The following master program provisions are applicable to this development (state the master program section or page number) . If a conditional use or variance , also identify the portion of the master program which provides that the proposed use may be a conditional use, or that portion of the master program being varied . (See attached City Council' s Findings of Fact, Conclusions of Law, and Decision ) SHORELINE PERMIT ( File #: SDP-2014-0001) : Development pursuant to this permit shall be undertaken pursuant to the following terms and conditions : 1 . A clearing and grading plan consistent with City requirements shall be submitted by the applicant for review and approval by the City of Anacortes Planning\ Building and Public Works Departments prior to any construction activities taking place on or off-site . Site grading shall not adversely impact adjacent neighbors . I A Large Parcel Storm Water Plan and Water Quality Control Plan consistent with City requirements shall be submitted by the applicant for review and approval by the Plan ning\Building and. Public Works Departments prior to any construction activities taking place on or off-site . 3 . Clearing activities may require a Forest Practice Permit (logging permit) issued by the Department of Natural Resources prior to construction activities taking place on or off- site . 4 . Prior to any clearing\fill\grade work beginning, construction civil plans consistent with the City of Anacortes Engineering Development Standards, including but not limited to, 2of9 Erosion Control Plan , Site utility\ Infrastructure improvements Plan , Roadway Improvements Plan , Signage Plan , Street Lighting Plan and other plans and\or information required by the City Plan ning\Building and Public Works Departments shall be submitted for review and approval . 5 . Engineering and Inspection fees in the amount of $ 500 . 00, plus 2 % of the total estimated construction cost shall be due upon civil plan approval . No construction activity is allowed until the construction plans are approved , all fees have been paid and a preconstruction conference held . 6 . Prior to the final plat approval, all infrastructure improvements shall be completed as required by the City of Anacortes Public Works Director and a 2-year Maintenance Bond in place . The 2-year Maintenance Bond is 10% of the actual construction cost . 7 . Fire Hydrants are to be located as approved by the City of Anacortes Fire Chief. Fire flows shall be addressed in a manner acceptable to the Fire Chief and the City of Anacortes Public Works Department 8 . The water main will need to be extended to the most easterly boundary of the property and designed to allow for future extension by others per Public Works Department approval . 9 . The value of the vacated right-of--way shall only go toward the offsite public portion of trail construction ( Kansas Avenue Park north to the Guemes Channel Trail ) . Any remaining funds shall be paid to the City of Anacortes . The value of the proposed vacated right-of-way will be determined prior to construction plan approval . 10 . Mailbox locations shall be reviewed and approved by the City of Anacortes Public Works Department and the U .S . Postal Service , 11 . Street lighting shall be required at both ingress and egress of the project . Street lighting shall be energy efficient and shall limit glare and\or emission of light downward to the street and front yard areas. Street lighting will be installed per PSE Schedule 52, Option "B" . Lighting fixtures and design shall be approved by the Public Works Director. Shields may be necessary to reduce impacts to adjacent properties . 12 . Sanitation , recycling, and compost collection shall be picked -up from the internal private road serving the subject replat/ PUD - not placed on Oakes Avenue . 13 . There shall be no parking permitted on any portion of either Oakes Avenue or the one- way street located within the development. No parking signage shall be demarcated onsite. A note to this effect shall be added to final replat / PUD . 14. Internal private driveway shall be required to provide for. A. A minimum of 244eet of paved asphalt with a thickened edge on one side to control sheet flow runoff. B . Maximum grade of 12%. C. One-way direction from west to east. 3 of 9 D . Appropriate signage, shall be installed at Oakes Avenue to identify ingress and egress locations . E. The road shall be constructed to meet City requirements and maintained by the property owners of which it serves . 15 . Oakes Avenue , along the frontage of this project is required to provide for : A. Cement Concrete Traffic Curb and Gutter with a 5400t minimum meandering sidewalk, landscaping, and driveway approaches . B . Storm drainage conveyance system that discharges on the south side of Oakes Avenue. C. If the City Engineer finds that inconsistencies of the asphalt edge along Oakes Avenue would not allow for proper drainage into the new curb and stormwater facilities, the appropriate amount of asphalt will need to be removed and replaced by the applicant to correct the issue . D . These improvements would extend to the easterly and westerly boundaries fronting Oakes Avenue . 16 . The proposed storm-water conveyance to the public outfall and easement shall be considered private and maintained by the property owners of which it serves . 17 . The proposed 10400t storm drain easement and collector system near top of bank shall be private and maintained by the property owners of which it serves . 18 . The conveyance system proposed along Oakes Avenue will be considered Public. This system will discharge to a Swale along the south side of Oakes Avenue . This crossing will need to be coordinated with the Washington State Department of Transportation Local Region for appropriate permits . 19 . Sewer will need to be extended across Oakes Avenue to service this project and will need to be coordinated with the Washington State Department of Transportation Local Region for appropriate permits . 20 . Proposed 15400t sanitary sewer easement for pump lines and collector side service pipe on the north side of the proposed manhole will be a private easement and maintained by the property owners of which it serves . 21 . The scope of the project shall not exceed that as set-out in the replat, PUD , shoreline substantial development permit, and shoreline variance applications ( including attachments ), and in accordance with the determinations made and conditions imposed . Exhibit 12 shall be the approved site plan . 22 . The project shall comply with all applicable Shoreline Master Program regulations, including but not limited to, Chapter 5, Shoreline Environments & Associated .Policies and Regulations, Chapter 6, Environmental Protection General Regulations, and Chapter 8, Specific Use Policies and Development Regulations. 4of9 23 . The applicant shall be responsible for reimbursement to the City for the cost of third party review, posting/mailing and publication of the public hearing for this :proposal . Payment in full shall be made before building permit issuance. 24 . Development shall comply with the revised landscape plan ( See Exhibit 11) . Landscaping shall be in place and complete before building permit certificate of occupancy will be issued . 25 . Preliminary subdivision and Planned Unit Development approval authorizes the applicant to proceed with application for necessary permits to construct required improvements and to prepare construction drawings in accordance with the determinations made and conditions imposed . 26 . A note on the final short plat shall denote the following minimum building setbacks from the respective property lines as follows : A) Front: 204eet B ) Rear : 20- Feet Q Side : 54eet 27 . Both Tracts A & B shall be owned and maintained by the property owner, property owner' s association, successors or assigns . A note to this effect shall be recorded on the final replat/ PUD map . 28. Private utilities shall be owned and maintained by the property owner, property owner's association, successors or assigns in a manner to ensure their functioning consistent with applicable regulations . A note to this effect shall be recorded on the final plat map . 29 . Those trees designated for retention on the submitted tree preservation plan shall be protected before and during site development and construction through adherence to AMC' § 16 .50A00 . Chain link fencing (or other sturdy construction fencing) shall be erected along the drip line ( plus 6 feet) of each of the trees designated for retention on the plan . 30. Before any site development or construction activities occur on the subject property the applicant shall contact the Department of Planning, Community, and Economic Development to arrange a tree fence 'inspection . 31 . The lots in this subdivision are subject to applicable water, sewer, and stormwater general facility and hookup fees and transportation , fire, and park impact fees. These fees are payable at levels in effect at the time of building permit issuance and may differ from those fee levels currently in effect; sewer and water latecomer charges may be payable. A note to this effect shall be recorded on the final plat map . 32 . Before final replat / PUD approval is given, the applicant /landowner shall provide covenants, conditions, and restrictions ( CC&Rs) to the city for review and approval . 33 , Before final replat /PUD submittal or approval, the land surveyor shall place the respective property corners of the subject property. 5 of 9 34 . Unless otherwise outlined within a vegetation management plan that has been approved by the City of Anacortes, within the NGPE, vegetation or tree removal, topping, or trimming is prohibited unless approved by the City. The applicant would need to submit an ISA certified report that states a tree is dead , diseased , or dying and hazardous to surrounding uses, along with a geological hazardous area critical area report to the City of Anacortes' Planning Department and Parks and Recreation Department for review and approval . Notwithstanding, vegetation /tree removal from an erosion . or landslide hazard area and its associated buffer is prohibited per AMC § 17 . 70 .260 ( 4 ) . 35 . One twenty-eight ( 28 ) foot high , detached 2,000 square foot ( maximum) accessory building is permitted on each lot provided it is in compliance with all other bulk and dimensional standards for the zone , except where modified through these conditions of approval . Where an accessory dwelling unit (ADU ) is proposed within said building, the living space shall not exceed 1, 200 square feet. Impact fees & GFC shall be payable at the time of building permit issuance for both the ADU and primary residence . The 2 , 000 square foot ( maximum ) permitted accessory building size and 28 foot high ( maximum ) height limit variance/deviance only applies to lots 3 through 9 . Accessory structures on lots 1, 2, & 10 shall meet current zoning code standards including but not Limited to maximum permitted building size and height. 36. Development shall comply with the issued SEPA Mitigated Determination of Non - Significance ( MDNS) mitigation measures as follows : A. Development shall comply with all of the recommendations of the Geotechnical Evaluation prepared by Geotest dated November 4, 2014, listed therein ( MDNS Condition # 1 ) . B . All structures shall be setback a minimum of thirty ( 30) feet from the top of the bank of the geologically hazardous /steep slope as identified on the face of the replat / PUD (MDNS Condition #2 ) . [See Condition of Approval #40 below. The stricter of the two conditions shall prevail ) C . A final tree preservation plan shall be submitted for review and approval prior to construction plan approval ( MDNS Condition #3 ) . D . Erosion control , dust control, and best management practices shall be employed during construction /development activities as required by both the Building and Public Works Departments ( MDNS Condition #4 ) . E . The applicant shall submit a Large Parcel Stormwater & Water Quality Plan to minimize runoff, control erosion , and protect adjacent properties . Such measures may include replanting, reseeding, storm retention ponds, buffer areas or prompt development . This plan shall be prepared by a licensed civil engineer (MDNS Conditions #5 ) . F . Orange construction fencing shall be installed at the project boundary' s clearing limits as required by the Planning Department ( MDNS Condition #6 ) . 6 of 9 G . All applicable permits shall be secured before any construction activities begin onsite . ( MDNS Condition #7 ) . H . Before building permits for each of the proposed residences will be issued , the applicant shall contact the Department of Planning, Community, and Economic Development to arrange a tree fence inspection ( MDNS Condition #8) . 1 . The landowner /applicant shall obtain a National Pollutant Discharge Elimination System ( NPDES ) General Permit for Stormwater Discharge as required by the State of Washington 's Department of Ecology ( MDNS Condition #9 ) . J . A legally enforceable agreement, which shall be recorded as a covenant andnoted on the face of the deed or plat, and executed in a form satisfactory to the City of Anacortes' acknowledging that the site is located in a geologically hazard area; the risks associated with development of such site; and a waiver and release of any and all claims of the owner(s), their directors, employees, successors, or assigns against the City of Anacortes for any loss, damage or injury, whether direct or indirect, arising out of issuance of development permits for this proposal (MDNS Condition ## 10) . K. Pursuant to City of Anacortes' Shoreline Master Program (SMP ) Appendix A-3 . 9 . 4, unless otherwise provided or as part of an approved alteration , removal of vegetation from an erosion or landslide hazard area or related buffer shall be prohibited . The applicant however has submitted a geotechnical report, tree preservation plan, and landscape plan addressing proposed vegetation removal . Any vegetation removal shall be consistent with the submitted geotechnical report, tree preservation plan, and landscape plan ( MDNS Condition #11 ) . L. Pursuant to City of Anacortes' SMP A- 3 . 9 . 5, clearing shall be allowed only from May 15Y to October 1St of each year provided that the city may extend or shorten the "dry season on a case- by-case basis depending on actual weather conditions . Clearing limits shall be consistent with the submitted geotechnical report, tree preservation plan , and landscape plan ( MDNS Condition # 12 ) . M . The project geotechnical engineer, shall review the final civil drawings for consistency with the geotechnical report and provide specific detail for anchoring of the storm line on the slope . Site work shall be monitored by the geotech as determined by the Planning Department ( MDNS Condition # 13 ) . N . Before final replat /PUD submittal or approval is given, the applicant shall provide a tree cutting and debris management plan for review and approval prior to any activity taking place onsite (MDNS Condition ##14) . 0 . Before final replat /PUD .submittal or approval is given, the applicant shall submit a final report from their project biologist and geotechnical engineer prior to plan approval concerning the construction of the off-site public trail ( MDNS Condition #15 ). 7 of 9 P . Before final replat /PUD approval is given, the off-site public trail connecting to Kansas Street Park, improvements to Kansas Street Park, and connection to Guemes Channel Trail below shall be constructed to city standards ( MDNS Condition # 16 ) . Q. Before final replat /PUD submittal or approval is given , the applicant shall submit a detailed landscape plan addressing re-vegetation of both the steep slope and area of the project site that lies within the Conservancy Shoreline Designation / Environment. An as built shall be prepared after planting has been completed . Additionally, a 5-year maintenance and monitoring plan shall be prepared and submitted to the city for approval ( MDNS Condition #17 ) . R . Before final replat/ PUD submittal or approval is given , that portion of each lot that lies within the Conservancy Shoreline Designation / Environment shall be placed into a Native Growth Protection Easement with a long-term maintenance plan for the homeowners association . A split rail cedar fence shall be constructed at the edge of the Conservancy Environment as determined by the Planning Department with critical area signage placed on it as required by the Planning Department ( MDNS Condition #18) . 37 . The applicant / landowner shall work with neighboring property owners east .of the subject property that are adjacent to the private and public trail and provide a combination of a sight obscuring fencing and/or landscaping utilizing only native plants... indigenous to Western Washington . 38 . The Homeowner' s Association shall be responsible for the maintenance of all landscaping provided along the sidewalk fronting the subject property that runs parallel to Oakes Avenue . The height of any trees planted therein shall be similar to the landscaping in the San Juan Passage development / PUD fronting Oakes Avenue . This shall also be reflected in the CC& Rs . Additionally, the maximum permitted height of the fence proposed located within the front yard setback shall be five ( 5) feet from grade . 39 . Before final PUD/ replat submittal or approval is given , the applicant/ landowner shall submit a 5-year maintenance and monitoring plan to the city for approval for all planting along the public trail, private trail, sidewalk located within the right-of--way, and plantings within the Native Growth Protection Easement ( NGPE ) located onsite . Once approved , the plan shall be noted on the final PUD / replat . 40 . As modified since the SEPA MDNS was issued, all structures shall be setback forty-five (45 ) feet from the top of the bank of the geologically hazardous /steep slope . This shall be identified and noted on the face of the final replat / PUD . 41 . The twenty-eight ( 28 ) foot high detached accessory structures ( which may include ADUs ) shall not exceed sixteen ( 16 ) feet in height ( maximum ) as measured above Oakes Avenue . This permit is granted pursuant to the Shoreline Management Act of . 1971 and nothing in this permit shall excuse the applicant, owner, lessee, agent, successor or assigns from full 8of9 compliance with any other federal, state or local statutes, ordinances or regulations applicable to this project, but not inconsistent with the Shoreline Management Act ( Chapter 90 . 58 RCW) . This permit may be rescinded pursuant to RCW § 90.58. 140(8 ) in the event the perittee fails to comply with the terms or conditions thereof. Construction pursuant to this permit will not begin or is not authorized until twenty-one days from the date of filing as defined in RCW § 90 . 58. 140 ( 6) and WAC § 173-27- 130, or until all review proceedings initiated within twenty-one days from the date of such filing have terminated, except as provided in RCW 90. 58 . 140 ( 5 ) ( a ), ( b ) and (c) . JULY 15 , 2015 Don Measamer,, Shoreline Administrator Date This section for department use only in regard to a Shoreline Conditional Use permit or Shoreline Variance Permit : Date received by the Department : Approved : Denied : This shoreline variance is approved by the Department of Ecology pursuant to Chapter 90 .58 RCW. Development shall be undertaken pursuant to the following additional terms and conditions : Date 9 of 9 LEEWARD LANDING PUD AUDITORS CERTIR, CATE A REPLAT OF BLOCKS 1201 & 1301 OF THE RECORD OF SURVEY AT THE REQUESF'`6F,;4ALE K. HERRIGSTAD 111 NORTHERN PACIFIC ADDITION IN SEC . 235 6 OPP t, Skagit County Auditor 5173:8_Q TWP . 35 N , RNG 1 E . , W . M . 5/1 212 01 6 Page hil.# 41 , :07A1 --- ` - ANACORTES , WASHINGTON : - tl Not N\G j GB 6p DO ✓w r`fZ l No Ln j p� Lo a �/ . :. _ � 17 / :1TO.f -`'" = NlN o ' EPUTY AUDITOR LINN / 1496 � \mow _ / ssoR\a ENj \ \ o� i :l. SAL ': 1 RR ATION_ . / 2gg� 0� \p N SEER o' \ ` ' 1 . eseor s. Acuri{ :_No.s . 35Q123-0-004-0007, P31716; E 60. pRp\ pu o P�, ; N 6g505Q EO�EGNNMPL CSp P\PE \ 5� N `"; $09� A1ii100'�. 010 ;: P5tg2hr809-20i -010-0108, P58264; BPGK 9P K pF 8�� i� g� 0 rn\� w\QE i NtNP' ` 'i artsnse i blii b eSGW-08002115, dated February 10, 2016,Subdivisionf to i is from the g0 OP pf SOP GpE c ? PR\!k? S i 4q, / wP\� 3i ' this=property:;. iS -SUBJECT TO and T' VNo r \Rp�/ p SZpSEMFN� '" ??0 R NE / 625�' DRP\NER p�6R _4 A ��3 in. i p\PE / _ — N Ot'•t,, Q'`v = ` 'iti,iert recorded under Auditors File Number AF #201510070026 (PSE SSORM G" I `'''. PaserYient over newly installed utilities). n' �`' " �i .=' f4• Zoning: (R2) Residential Low Density District. N\GN wPi �gq 14 6p03 '5. Water Supply: Cit of Anacortes. Y = . ""' ' ' 1 6. Sewer Disposal: City of Anacortes. 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':: Sp FpR �p L OP o .: _• 0 \ LOT 1 6 „ / PROPERTY LINE TABLE DISTANCE HOA x`;:. � :,. ..L'= + ^ �P\��.., 40 � 59g6/ m N0. N BEARING335" ED12397E SURVEYORS CERTIFICATE \ \ LANDSCAPING ' 1 8 E 7 \ A ,:;a :; g;$: 4j 2 S 20'17'36" E 99.36' 1 hereby certify that the LEEWARD LANDING PLANNED UNIT \ o_ \ EASEMENT14:. t No. S : "' 9 k22 a 3 S 41640'57" W 33.98' DEVELOPMENT is based upon an actual survey and subdivision " \ AA• _. PK frNf1L SET N 6 4 S 2017'36' E 71 .94' performed by me or under my supervision of Section 23, \ \ � ' ,. 5 " :::''`2.00' , ON1'- / Township 35 North , Range 1 East, W. M. ; that the courses and G 5 N 69'42'24" E 3D.00 PL distances are shown correctly on the round; and that I have c0 � _ / SEE SECTION TIE ON SHEET 2. complied with the provisions of the statutes and platting Al. llillt en f \ established atulations deacht nd eaeent control monuments r erof taeeparcel II:;;:; _ of land being subdivided. 0000000 TNX�q .,..; Air ,:: ODIN / DALE K. HERRIGSTAD, P.L.S . C36 rtificate No. 27807 NEI Noll / - +^Y / ' Date PW '':r. \ .:.. f - _ PUD - 2014 - 0001 , SDP - 2014 - 0001 _.., - „ ` v;:: 23 \ SHEET 1 OF 9 •:: qp PLANNED UNIT DEVELOPMENT OWNER: LEEWARD LANDING, LLC "v .. '..Ao,. \ P.O. BOX 319 '` :tN \GRAPH DWN BY: DKH l\C SCALE ANACORTES, WA 98221 toll : SURVEY IN THE NW 1 /4 OF SECTION 23, 30 0 15 30 60 12o E. :::; ` i .;r '' CHECK BY: DH TOWNSHIP 35 N . , RNG. 1 EAST, W. M . SKAGIT COUNTY, WASHINGTON DATE: March 2016 ( IN FEET ) 1 inch = 30 ft. SCALE: 1 "=30' ITT HERRIGSTAD ENGINEERING & SURVEYING SECTION 23 , TOWNSHIP 35 N , RNG 1 EAST 4320 Whistle Lake Road , Anacortes, WA 913221 (360) 299 -8804 Job2012=83 LEEWARD LANDING PUD , — I��hlnVl�l� t 111�6U1 P 2011r• 51.. 0028 A RE PLAT OF BLOCKS 1201 & 1301 OF THE sa,3nc0u1rvebudita'i_ `; $va.ao 511212016 40 '": 4 af.�, 411 :07AM NORTHERN PACIFIC ADDITION IN SEC . 23 , 6 = ::,. -NET , z,. ;.,. 15 14 TWP . 35 N , RNG 1 E . , W . 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NE y `^ ' "` BLOCK NOTES v� of wasy j � Ell 1302 1 . ® FOUND CONCRETE MONUMENT IN CASE WITH COVER 5- 22 -2015 . ZgggO � 9L3 "• , ?. i` `•;,. 2. 0 FOUND REBAR & CAP AS NOTED VISITED 1 - 15 - 2016. Rob 42 2�„ FIE -_\` 27807 , ., >' ' N. Ali hAl L APlit K-101 will wool If - o ' ., A swill, :, I . . All w:m PW # 14 013NNNEEEEEEN Ell Cl All. Ell " ANIN Full. Cd ' ` ' - PUD - 2014 - 0001 , SDP - 2014 - 0001 w " "'r,� Ek� Lt�NCR h#3N MENT SHEET 2 OF 4 x' r ' !N SE VISITED I` o' '_ ;_ PLANNED UNIT DEVELOPMENT OWNER : LEEWARD LANDING, LLC 't .�o 2- 1_ ; 09 P.O. BOX 319 NFL E . - ' All AN Cl •. :. ,: GRAPHIC SCALE ANACORTES, WA 98221 DWN BY: DKH 50 0 25 50 100 200 SURVEY IN THE NW 1 /4 OF SECTION 23 , CHECK BY: DH 2 23 TOWNSHIP 35 N . , RNG . 1 EAST, W. M. mmmmmmmi i. '1 SKAGIT COUNTY, WASHINGTON DATE: March 2016 ( IN FEET ) 4 A: 1 ��h = so 1t. HERRIGSTAD ENGINEERING & SURVEYING Sow` 1 "=50' 4320 Whistle Lake Road , Anocortes, WA 98221 (360) 299 -8804 Jo62012-83 LEEWARD LANDING PUD IVI�A�d�I�VVBIVVB�� VV 1 20160S1.1,20C? 8 A REPLAT OF BLOCKS 1201 & 1301 OF THE 6Yagit County Aud tdr 617AM 5/12/2016 PagiK ,,;'` i3`?.f `�1411 :07AM NORTHERN PACIFIC ADDITION IN SEC . 231 tZ III . Lft%s I IF TWP . 35 N , R N G 1 E . , W . M . Fit _ - Fit M. - - ANACORTES , WASHINGTONb - — - It 0F`F IF CONDITIONS OF _APPROVAL SIGNED JULY 6t 20150 LEGAL DESCRIPTION '' ;_ "' ;;i '` 99. 1 . IF Sanitation ; recycling , and compost collection shall be picked — up from the 13. Development shall comply with the issued SEPA Mitigated Determination of PARCEL "A": IF internal private road serving the subject replat/PUD ILL %FL — not placed on Oakes NonSignificance (MDNS) mitigation measures as follows: F. i0IF IF+ f ` Avenue. A. Development shall comply with all of the recommendations of the Lots 3 thitugh 1Q� iric7 stls, Blb k '120,1s•""NORTHERN PACIFIC ADDITION TO Geotechnical Evaluation prepared by Geotest dated November 4, 2014, listed ANACCr�ffF$, '"'=3 s , pe pt1{ rerra,rded'' i,q,:; olume 2 of Plats, pages 9 through 11 , mom 2. There shall be no parking permitted on any portion of either Oakes Avenue therein (MDNS Condition #I) . inglusi3, rEoIt grd :-pf ;:SlCgg ;, Co+anty, '1Nashington . or the one—way street located within the development. No parking signage shall B. Pursuant to City of Anacortes Shoreline Master Program (SMP) Appendix ': '''; .. ` IF be demarcated onsite. A-3.9. 4, unless otherwise provided or as part of an approved alteration, removal I:tua„Lip. 15g in 's#he ;Cit3fi,1 1 Arfi_1 0 s, County of Skagit, State of Washington. of vegetation from an erosion or landslide hazard area or related buffer shall best,._ PAPFF RCEL L`^B ": ''` 3. The proposed storm—water conveyance to the public outfall and easement prohibited . The applicant however has submitted a geotechnical report, tree shall be considered private and maintained by the property owners of which it preservation plan , and landscape plan addressing proposed vegetation removal. '' • - J bin IF serves. Any vegetation removal shall be consistent with the submitted geotechniG.g1;,.;;,, All thaf:_pd'v#ion cif> the right—of—way of the former railway of the Great Northern report, tree preservation plan , and landscape plan (MDNS Condition ;1:'i` `. " :: Railway Fbo4pany in Section 23, Township 35 North , Range 1 East, W. M . , 4. The proposed 10—foot storm drain easement and collector system near top : � . .:,, ,;,. described) CG follows: of 1414t,vii IF. serves, k shall be private and maintained by the property owners of which itort 14. The Homeowner's Association shall be responsible for the maitritet7ance of`` "-?,.fie ingJ, "iLa at the Northeast corner of Block 1201 in Northern Pacific all landscaping provided along the sidewalk fronting the subject ert that II-xis = • g Addition to P 9 P 9 9 1 P IF . y - Ard'cortes, as per plat recorded in Volume 2 of Plats, pages 9 through 11 , 5. Proposed 15—foot sanitary sewer easement for runs parallel to Oakes Avenue. The height of any trees planted theXeirr shall be p ry pump lines and collector side � inclusive, records of Skagit County, Washington; similar to the landscaping in the San Juan Passage d veto' t POD ftontin 1 service pipe on the north side of the proposed manhole will be in a private P 9 9 e. �,. 9 thence Northwesterly along the Northeasterly line of said Block 1201 extended , easement and maintained by the property owners of which it serves. Oakes Avenue. This shall also be reflected in the CCi2s,,. a�iditid4�rallyI;the';:;,;. to a point 15 feet distant Southeasterly, measured of right angles, from the maximum permitted height of the fence proposed tk7caty, witlPig tff f O t ytilr7 " center line of the former railway of said Great Northern Railway Company, as 6 . The project shall comply with all applicable Shoreline Master Program setback shall be five (5) feet from grade. :I IF Fitlocated and constructed on March 6, 1940; regulations, including but not limited to, Chapter 5, Shoreline Environments & = thence Southwesterly parallel with said center line and 15 feet distant there Associated Policies and Regulations, Chapter 6, Environmental Protection General 15. Before final PUD/ replat submittal or approval is;_ given, the 'ppIlicant/ from , to the Southwesterly line of said Block 1201 extended Northeasterly; Regulations, and Chapter 8, Specific Use Policies and Development Regulations, landowner shall submit a 5 —year rnair)teird—hZ%!eF:gnd'' moitjtoring pla�i' tct'' the city thence Southeasterly along said extended line to the Northwest comer of Block Lit`for approval for all planting along ,tVie pubdip„ troiJ_ � E yatii°,; trail; F ide4alk located 1201 in said Northern Pacific Addition to Anacortes; 7. The following are the minimum building setbacks from the respective within the right—of—way, and plga6hgp_ Within "1:-h_ e 't.(atit . Grow#fi PeiStection thence Northeasterly along the Southerly boundary of said Northern Pacific property lines: Easement (NGPE) located onsite'' ;_ - Addition to Anacortes, to the point of beginning . A) Front: 20—feet B) Rear: 20—Feet C) Side: 51FFIFFIFfeet 16. As modified since the SEPIA Iy11 NS=,:was issues, ;.III structures shall be Situate in the City of Anacortes, County of Skagit, State of Washington, setback forty—five (45) feet from tfia .,toj ; of tF�&` bhk of the geologically 8 . Both Tracts A & B shall be owned and maintained by the property owner, hazardous/ steep slope. - PARCEL "C to property owner's association, successors or assigns. IF 17, The twgifity4pight (28) foot high detif 6 accessory structures (which may Lots 1 to 10, inclusive, Block 1301 , "NORTHERN PACIFIC ADDITION TO 9 . Private utilities shall be owned and maintained by the property owner, include ADUs)`��S�shah., not exceed sixteen ( 16) feet in height (maximum) as ANACORTES," as per plat recorded in Volume 2 of Plats, page 9 , records of property owner's association, successors or assigns in a manner to ensure their measured abovb ;;Odi0s. Skagit County, Washington. functioning consistent with applicable regulations . - - - . `ie. - Situate in the City of Anacortes, County of Skagit, State of Washington. 10. The lots in this subdivision are subject to applicable water, sewer, and = `_ - _ FIF IF - stormwater general facility and hookup fees and transportation, fire, and park ., PARCEL "D": impact fees. These fees are payable at levels in effect at the time of buildirtijt permit issuance and may differ from those fee levels currently in effect; sFILL erter That portion of Government Lot 4, in Section 23, Township 35 North , Range 1 and water latecomer charges may be payable. East, W. M., described as follows: IF iol. 11 . Unless otherwise outlined within a vegetation management J. in _tJ at,; hks -IF - Beginning at the Northwest corner of Block 1201 , "NORTHERN PACIFIC ADDITION been approved by the City of Anacortes, within the NGPE, vegettiar 'or tree =L. TO ANACORTES," as per plat recorded in Volume 2 of Plats, page 9 , records of removal, topping , or trimming is prohibited unless approved by e ! City. The I. -th Skagit County, Washington; applicant would need to submit an ISA certified report that stdtes %a tree is = _ thence Northwesterly along the Southwesterly line of said Block 1201 extended, dead , diseased, or dying and hazardous to surrounding= uses, aTgng;rwith a "' to a point 15 feet distant Southeasterly, measured at right angles, from the geological hazardous area critical area report to thp, Ci'1F ofi ,;Andtort Planni y centerline of the railway of said Great Northern Railway Company, as located and Department and Parks and Recreation Department"`fo,r;, reftw `trid `: praxQlR,._;; constructed on March 6, 1940; Notwithstanding, vegetation tree removal fromFILL„�dh erosiIidon de_ lafi�lslida;,;hazard .; thence Southwesterly parallel with said centerline and 15 feet distant therefrom , area and its associated buffer is prohibiter!'•"pepibbAMC §„17.7f:i28ti14) . % to the Southwesterly line of Block 1301 in said Plat extended Northwesterly; 12. One twenty—eight 28 foot hi lx ="I IF Qetahed : ' q -.!Maximum) ) thence Southeasterly along said extended line to the Northwest corner of said ( ) is ;� tbo.: rs' uare fbpt `maximum Block 1301 ; accessory building is permitted on .; acl -`lot ji ovide ''`it is in corn F41`bnce with all thence Northeasterly along the Northerly boundary of said "NORTHERN PACIFIC other bulk and dimensional st__ 3r�fs" for the ' jne'; _ except where modified ADDITION TO ANACORTES", to the point of beginning . through these conditions of -.0 7 rut W F I; an ce's,6ory dwelling unit (ADU) is proposed within said building ,"rthe ` .iivinr� "sp9e shdr , no „ exceed 1 , 200 square Situate in the City of Anacortes, County of Skagit, State of Washington . feet. Impact fees & GFC shall ' Is.a ° at the tIF1{@;:tflf building permit issuance for both IF tk *'`ite::.;gri imax residence. T1ie 2 ,000 square foot ILL (maximum) perr%fitted::=•:seg�.ss § bil ri' . size and 28 foot high (maximum) height limit vaMlane/deviarliR otJJyopolic . to lots 3 through 9. Accessory structures on lots;' 1 , 2, & 1 sf1p11 rreeet�Lurrent zoning code standards includinav, but got '.0imited to rrf xir um permitted building size and height. Forl IF = PW # 14 - 013 - DEV tit itlibbb.FF IF belPso, IF It PUD - 2014 - 0001 , SDP - 2014 - 0001 t.., FbtF. :IF : SHEET 3 OF Lit .. PLANNED UNIT DEVELOPMENT OWNER : LEEWARD LANDING, LLC Fire P:O, BOX 319 fy :'s ,_ ANACORTES, WA 98221 _ IF- .�.IF DWN BY: DKH °` WAS SURVEY IN THE NW 1/ 4 OF SECTION P3 , IF ` CHECK BY: DH I IF /� TOWNSHIP 35 N„ RNG, 1 EAST, WX IF et. IF. SKAGIT COUNTY , WASHINGTON DATE: March 2016 IF IF I ONAL LPN° SCALE: noted HERRIGSTAD ENGINEERING & SURVEYING 4320 Whistle Lake Road , Anacortes, WA 98221 (360) 299 -8804 Job2012-83 £8—ZLOZgor 'b088- 66Z (092) LZZ96 VM 'sa}JODDUV 'pOO8 a>IDI 911SILIM OZ£-V auoN alvos ONLUMMS V DMIZIaH IIRDAia QF'ZSIDIMIaH: VIEW �� toZ y�JD�I yp � �oeas s „• - - N013NIHSVM ),1Nf1N3 lI3dAS � � i r`; : ••:. ,,, ^�' Hp :AG No3Ho 'W'M ' 1Sd3 I 'JNd IN SE dIHSNM01 IF IF. '62 NOI133S 3N M AN 3H1 NI A3lAans r H a ' � -- mr � ; Syµ i - HHp vA8 NMO IZ286 VM `S3.L8D3VNd raa'� It! : ^k F11 - 61C XDH 'O'dtil Far _ ` _ - 311 `�NIQNVI UNVA331 :b3NM0 INSHdO'IUM imn allNNi�"IdFit - -- - = If b Jo 6 SSLYHS 000 - b l OZ - d0S ` l 000 - t� l OZ - 0 (ld _ sa}JDDDUy ;° }!� 'JamsDaJl _ _ FRII /Do A10 — l 0 — Fib l # Md .�. . .. ,� - : ��._. was oz ;D ^°p 1 S! _ IF If E %Ivr. 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H T DMI ` N 9C ' dAll - " i1s < ' _ VL= .: ` � Z ' OAS l�II 1� OI ,LIQQV OI ,� IOVd I�I2I � HZ �IOl�I Iooczs "` _ to p; z f "dEed 9LOZ2LI5 HHZ d0 T 0C T �S T 0a T S �IOOZg d0 ZVZdH23 V De'ELL4 • -_.,. ,Z �II�IIIII�r�I�DIIIII yr6o�S Qlld DNIGN t I GUVMHHr1 ot�Y 0;4 Anaeortes Planning & Community Development Dept. Permit Center ¢q P . O . Box 547, Anacortes, WA 98221 -0547 PH (360) 2934901 ° Don Measamer, Building Official, Planning Director FAX (360) 293 - 1938 September 14, 2017 Jim Sykora 2018 R Ave . Anacortes, WA 98221 RE : Plan Review notes for the proposed New Single Family Residence at 3716 Leeward Lane Please address the following items so I can complete the plan review. 1 . Please indicate on the plans the overall building height from average original grade on the elevation plans . 2 . List deferred submittal on cover sheet for fire sprinkler (required from the City), solar panels (required from the City and Labor and Industries) and elevator permit (required from Labor and Industries) . 3 . Please indicate on the plans that the fire-rated door to garage needs a self-closing device . 4 . Please indicate on the plans the maximum dryer vent length is 35 ' (item 9 on both the Main Floor Plan and Basement Floor Plan lists it incorrectly) . 5 . Please indicate on the plans how the upstairs landing ' s open railing meets code . 6 . Please indicate on the plans that the Master Bedroom on the Main Floor needs an egress window. 7 . Please indicate on the plans that the following areas need to have tempered windows or state why they are an exception to the code . a. Windows by the interior stairs b . Windows by the shower down stairs Please contact me if you have any questions about these notes . Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-2934 901 VNl Y 0 Planning , Community , & Economic Development Department PO Box 547 , Anacortes , WA 98221 PH : 360 . 299 . 1984 " �' 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan ) Please check off boxes to show that each element has been read and understood . Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify . Details of the 13 Elements and the correlating BMPs are listed on Pg . 236 of the 2014 Stormwater Management Manual for Western Washington ( SWMMWW ) . A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work' s page . Owner Name : ROSLYN & STEFAN HENDRIKS Site Address : 3716 Leeward LN , Anacortes , WA 98221 AUG 1 1 2011 Prepared By : Jason Sterling , Strandberg Construction Inc. CITY OF ANACORTES The Stormwater checklist or building permit determined that : ❑ The 13 elements must be addressed for 0 These elements must be addressed for construction activity adding under 2, 000 construction activity adding 2 , 000 sq . ft . sq . ft . of hard surface area . or more of hard surface area . This means that an attached narrative and site plan are required with this document . Under each element, explain the best management practices ( BMPs ) used or justify reasoning for those that will not be used . If needed , please attach a narrative to further explain plans or justification . ELEMENT 1 : Preserve Vegetation / Mark Clearing Limits ✓❑ Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area . Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practical . A high visability construction fence will be installed at the North , West, and south lot boundary . This will be installed prior to beginning construction . BMP to be monitored daily and repaired as needed . 1AV G Q Page 1 of 8 March , 2017 ELEMENT 2 : Establish Construction Access ❑s Limit construction vehicle access and exit to one route , if possible . 0 Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking onto roads . ❑p Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads . ❑ If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary ( ex : wet weather) . Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area . p Conduct street washing only after sediment is removed in accordance with the above bullet . ,r❑ Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State . Per BMP C105 a Stabilized Construction Entrance will be installed . Vehicle traffic to the construction site will be limited to one route . Any dirt or mud that is tracked onto the roadway will be clean immediately. To be installed prior to construction . BMP to be monitored daily and repaired as needed . C � 6 ELEMENT 3 : Control Flow Rates p 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 . Not applicable to this project. There are no storm-water swales or retention facilities to control . ELEMENT 4 : Install Sediment Controls ❑ Design , install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants . p Construct sediment control BMPs ( sediment ponds , traps , filters, etc . ) as one of the first steps in grading . These BMPs shall be functional before other land disturbing activities take place . ✓❑ Minimize sediment discharges from the site . The design , installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation , the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site . ❑ Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP , before the runoff leaves a construction site or before discharge to an Page 2 of 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 . p Locate BMPs intended to trap sediment on -site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages . ❑ Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration . ❑ Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column . Per BMP C233 a silt fence will be installed on the lower section of the lot boundaries per the site plan . To be installed prior to the start of construction . BMP to be monitored daily and repaired as needed . ELEMENT 5 : Stabilize Soils El Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion . Applicable BMPs include, but are not limited to : temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide ( PAM ) , the early application of gravel base early on areas to be paved , and dust control . ❑ Control stormwater volume and velocity within the site to minimize soil erosion . ❑ Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion . ✓❑ Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion . o During the dry season ( May 1 — Sept 30 ) : 7 days o During the wet season (Oct 1 — Apr 30 ) : 2 days ❑p Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast . p Stabilize soil stockpiles from erosion , protect with sediment trapping measures, and where possible , be located away from storm drain inlets, waterways , and drainage channels . 0 Minimize the amount of soil exposed during construction activity . p Minimize the disturbance of steep slopes . ❑ Minimize soil compaction and , unless infeasible, preserve topsoil . 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 . Install plastic covering per BMP C123 on Soils Stockpiles . BMP to be monitored daily and repaired as needed . ELEMENT 6 : Protect Slopes p 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 . ❑� 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 . ❑p Place excavated material on the uphill side of trenches, consistent with safety and space considerations . ❑p Place check dams at regular intervals within constructed channels that are cut down a slope . ❑✓ Consider soil types and its potential for erosion . El 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 . 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 (for example , track walking ) . To be installed as soon as grading for home site is established and slopes are present at the site BMP to be monitored daily and repaired as needed . ELEMENT 7 : Protect Drain Inlets 0 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 . 0 Clean or remove and replace inlet protection devices when sediment has filled one -third of the available storage ( unless a different standard is specified by the product manufacturer) . ❑� Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment . 0 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 . ❑r Inlets should be inspected weekly at a minimum and daily during storm events . Per detail 1 -40 .20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity of the project. To be installed prior to the start of any construction . BMP to be monitored daily and repaired as needed . Page 4 of 8 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. No stormwater runoff will be conveyed off site via channels , swales, or streams . ELEMENT 9 : Control Pollutants El Design , install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants . ❑� Handle and dispose of all pollutants, including waste materials and demolition debris that occur on -site in a manner that does not cause contamination of stormwater. ❑ Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment . On -site fueling tanks must include secondary containment . Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure . Double -walled tanks do not require additional secondary containment . ❑ Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures . Clean contaminated surfaces immediately following any spill incident . s❑ Discharge wheel wash or tire bath wastewater to a separate on -site treatment system that prevents discharge to surface water, such as closed - loop recirculation or upland land application , or to the sanitary sewer, with local sewer district approval . Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas . ✓❑ Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures . ❑✓ Use BMPs to prevent contamination of stormwater runoff by pH - modifying sources . The sources for this contamination include, but are not limited to : bulk cement, cement kiln dust, fly ash , new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults , concrete pumping, and mixer washout waters . Adjust the pH of stormwater if necessary to prevent violations of the water quality standards . Page 5 of 8 March , 2017 p 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 . ❑p 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 . Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts . To be installed prior to foundation / concrete installation . BMP to be monitored daily and repaired as needed . ELEMENT 10 : Control De-Watering ❑ Discharge foundation , vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond . ❑ Discharge clean , non -turbid de-watering water, such as well - point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element 8, provided the de -watering flow does not cause erosion or flooding of receiving waters or interfere with the operation of the system . Do not route clean dewatering water through stormwater sediment ponds . Note that "surface waters of the State" may exist on a construction site as well as off site ; for example, a creek running through a site . ❑ Handle highly turbid or contaminated dewatering water separately from stormwater. ❑ Other treatment or disposal options may include : 1 . Infiltration 2 . Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters . 3 . Ecology-approved on -site chemical treatment or other suitable treatment technologies . 4 . Sanitary or combined sewer discharge with local sewer district approval, if there is no other option . 5 . Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering . ❑ Construction equipment operation , clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑ Discharging sediment- laden ( muddy) water into waters of the State likely constitutes a violation Page 6 of 8 March , 2017 of water quality standards for turbidity . The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation . No dewatering will occur during the construction of this site . ELEMENT 11 : Maintain BMPs 0 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 . 0 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 . E✓ Remove or stabilize trapped sediment on site . Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation . BMP to be monitored daily and repaired as needed . ELEMENT 12 : Manage the Project — Projects subject to Minimum Requirements 1 -9 must have a Certified Erosion and Sediment Control Lead ( CESCL ) for site inspections . Projects subject to Minimum Requirements 1- 5 do not require the inspector to be certified . By the initiation of construction , the SWPPP must identify the CESCL or inspector, who shall be present on - site or on - call at all times . Management details starting on Pg . 250 . ❑p 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 . 0✓ Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function . I] Maintain , update, and implement the SWPPP . ❑s 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 . BMP to be monitored daily and repaired as needed . ELEMENT Be Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see P g . 2 S3 for requirements . Applicant Signature Date Page 8 of 8 March , 2017 PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENt DEPARTMENT k� . .. RESIDENTIAL BUILDING PERMIT APPLICATION ` Mailing Address : P. O. Box 547, Anacortes, WA �� w . Office Location : 904 6th Street, Anacortes WA w coy? Phone . (360) 2934901 , Fax. (360) 29349 a(: 3 V�'T AUG T 12017 PLEASE REFER TO THE RESIDENTIAL B UILDING PERMIT CHECKLIST BELOW FOR SU 79F S PROJECT ADDRESS (Street, Suite #) : Parcel(s) # : P133204 3716 Leeward LN , Anacortes , WA 98221 Subdivision/Lot # : Project Valuation . $ 875 , 000 LOT 8 , LEEWARD LANDING PUD APPLICANT : Phone : 360.293.7431 Fax: Strandberg Construction , Inc Address ( Street, City, State, Zip) : E-Mail Address : 2018 R Ave , Anacortes , WA 98221 PROPERTY OWNER: Phone : Fax: ROSLYN & STEFAN HENDRIKS Address ( Street, City, State, Zip) : E-Mail Address : 3602 E PROSPECT STREET , SEATTLE , WA 98112 CONTACT PERSON : Phone : 360.293.7431 Fes: Jim Sykora - Strandberg Construction Address ( Street, City, State, Zip) : E-Mail Address : jim@strand bergconstruction . com 2018 R Ave , Anacortes , WA 98221 LENDING AGENCY : Phone : Fax: Address ( Street, City, State, Zip) : E-Mail Address : CONTRACTOR: * Phone : 360-293-7431 Fax: Strandberg Construction , Inc Address (Street, City, State, Zip) . E-Mail Address : P . O . Box 319 , Anacortes WA 98221 Professional License # : Exp . Date :02/02/19 *All Contractors & Subcontractors must have a valid City of Anacortes STRANC1020CC business license prior to doing work in the City. Contact the City 's Business License # : Exp . Date : 12/31 /2017 Finance Department at (360) 2994968. 601839950 PROPOSED WORK* New Construction of Single Family Residence RO I OSED NEW SQUARKFOOTAGE6, . . Basement SQ ' : 17679 Finished Basement: ✓❑ Unfinished Basement ❑ V Floor SQ ' : 21196 Garage /Carport SQ ' : 614 2°d Floor SQ ' : 782 Deck/ Covered Porch/ Patio SQ ' : 465 Fire Sprinkler: Yes ❑✓ No ❑ Lot Area SQ ' : 18 , 505 Is construction associated with an accessory dwelling unit? Yes ❑ No ✓❑ I declare under penalty of perjury that the information I have provided on this form/application is true, correct, and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes . Print Name : Owner ❑ Agent ❑ (specify) : Signature : Date : Page 1 of 3 * � 1 r ` ^ �ti•F r 4 Ir in } �..yy� {� t arz Finance Department 017409 - 0062 Carla B . 08/ 11 /2017 03z42PM PERMITS AND INSPECTIONS STRANDBERG CONSTRUCTION BLD - 2017 - 0425 Single Family Residence Permit Construct single - family residence per approved plans pending 2017 Item : BLD - 2017 - 0425 200 , 00 Payment Ids 168919 _ - _ - 200 . 00 � Subtotal 200000 Total 200000 CHECK 200 . 00 Check Number 035025 Change due 0000 Paid by , rp STRANDBERG CONSTRUCTION IIlIIII� !lIIIII�lIl11► 1I111111111IIN ll{lilil11111111111IIIIIli3EIll11ll Thank you for your payment CUSTOMER COPY I 0 City of Anacortes Invoice/Permit # : BLD -2017-0425 904 6th Street Applied date : 08/11 /2017 P . O . Box 547 Anacortes , WA 98221 -0547 Issue date : -`_ (360) 293- 1901 Expire date : 02/07/2019 Job Address : 3716 LEEWARD LN Permit Type : Single Family Residence Permit ANACORTES WA 98221 Project: APN : Remarks : Construct single-family residence per approved plans Owner: STEFAN HENDRIKS Contractor: Address : 3602 EAST PROSPECT ST Address : SEATTLE WA 98112 Phone : Phone : License #: General Information : Fees : Building Valuation 875000 Building Permit Fee 5 , 015 . 00 Plan Review Fee 31059 , 75 State Building Code Fee 4 . 50 Sewer Inspection Fee 50 . 00 Storm Drain GFC- Residential 1 , 550 . 93 Sewer GFC- Residential 9 , 206 . 33 Park Impact Fee 615 . 00 Traffic Impact Fee 900 . 00 Plan Review Deposit 200 . 00 Total Calculated : 20 ,601 , 51 Deposits/Receipts : 0 . 00 Total Due : 20 , 601 . 51 x `1' r- .4.L u M !i1 i< Cq —"! — t ••41 rt C, iJ ry i� Jr T; h•: �i hJ = h•.} . CA S> CA r,,,•+ + 0 M ! 1T.. ) e 01 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 ig CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMroN ©" 11. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PIRQVr,SIONSj OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR ,pNOitC THt1 GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER T/ #It=)Ja, LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION . ! 1-� .a = N • -14 h_, CA Ms. 0 1>4 r .= 'D SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY -_ _:_ its �i .".•� } . rr LEEWARD LANDING PUD AUDITORS CERTl,5 LATE A REPLAT OF BLOCKS 1201 & 1301 OF THE RECORD OF SURVEY AT THE REGUE tFAgd;; K. HERRIGSTAO NORTHERN PACIFIC ADDITION IN SEC . 23 , p Yv 4kagR owner Auanor qp ':. 17Ts�p t'Bz, �. SH2/2a16 age M1;gyr rib. 411 :07 TWP . 35 N , RNG 1 E . 7 W . M . Anw =Y ANACORTES , WASHINGTON1M �: . e . mm w k.ONA 2i TO EPUTY AUDITOR TI / ,y9� t° ti� fl` }t t 8' 1 - Pftsespo4Q AaCSLan .s p —ON Goa-0007, P31716; E �' v w G , 35G12+3— 00". —OfllS, —20100 0-0108, P58264; Ilk ,°� GFs aw F pi SF "�,�so9-3p+ eata„oTGs P�ez �, N��N�� / ' / / / • G i g'!Q _ , _t5 a r 2:c et Plthe Subdivision n information is from Plei; aR,d 5 80021 i5* deed Feb uary 10o 2016, �S AA• t i C °p EJECT TO and T' V`�`` 5 t_5�ay ON,00- e+ '"�i *.. _ _ t to v4btd recorded under AudHors roe Number AF 1201510G70026 (PSE / °*, �ok� /� � , G" aser t over newly installed utiNtles)e 'p �' > / � ° A - ' t� Zoning: (R2) Residential Cow Density District. / 14 e ms° "Jai' N �� . a � 5, Water Supply: City of Anocortos. -�q a g o- a ��7, Sewer Sewer; City o of Anocortea. N ' i " � ' 7. Storm Sewer: Cityof Anacortes. ' j BI_.00f� S. • Set Rebor and Cap #27807. / 3n �t#,•�•�l F40tt 9 ,� ' +�.� T= / 9. 0 Found Rebcr and Cap as noted 2-29-2016. 60pS j�rct8A' ' 0� �. '�/ �/ It 10. Basta of bearing: Center lin of Oakes Avenue ROS200408} 20020. �,eeR GE" PLPE i9 i SEA c,G:.A „ NON �ORtt = �5i ' � i/ paG �Q � L�� Sf `' 5 . ,4• 85 PON l Cbcw+ t 'f.t [w ti 8'IQ rJf \ N- _' ' '° 15{ 000 J ` "r,C 'F i SO �O� JSf '\ �Q � \ '° \ s ' ' �p0�eclol / p\`S `-fit , / �n O•� Lti -:Nti42� t . V � ' 4MtS` . � ,, � JNFS ^ 913999 �4� MIN a k 0 NOW MI, ION fil ADDRESSES a,\ m = � � i ' T *e" } tg5 / ' •!�S PV SHOWN IN 80X ON LOTSON 'sp NOW 00, °u, 1 c* t° 3: t+ ��. �'`' � PP.OPERtt kll� TABLE �V \ ACCESS TO ; ' \ _ LOT 1 i r ry CATE O \ t HOA y/ Y r ; a , i �j / 9�t N 1302S35" ED 23.9�7 SURVEYORS aR$tfwtEthe LEEWARD CHIDING PLANNED UNIT y\ \ LANDSCAPING i "�a�` , 4% $ ,� E 2 - S 20'1736' E 99.36' Ycertify 3 ti A i� DEVELOPMENT is based upon an actual survey and subdivision TOO \EASEMENT z „ .e* q,22 �t 3 S 41'40'5T Y! 33.98' 23, \ \ � vrM�p - „�PK 'y,T g9 v performed by me or under my supervision WaMjian of Section courses "" / 4 S 6T4f36" E 71 ,94' township 35 North, Range 1 Eost. W.M.; that the courses and y;, - __ •,4� � y, 5 N 69'42'24- E 30.0(1' distances are shown correctly on the ground; and that 1 hove ";A�, / SEE SECTION TIE ON SHEET 2 complied with the provisions of the statutes and plotting \l, �r „� N � * 1 \ regufotions and that pertnansnt control monuments have been <L 4 esteblished at each and eve nfrof1; c rner of a poroai t � � �,.- ve ON of land being subdivided- --- rV Ns.ON N ',r w i ' ak" // GALE K. HERRIG57AD, P-LS. rtifiicjotel No. 27 7 °' .'ts, % x Dote M ,4 L 10 , 1. PW # 14 - 013- DEV PUD- 2014-0001 , SDP00012O14 - 0001 SHEET 1 OF 4 23 ' �._ PLANNED IJIVIT DEV$LOP]LENT OWNER: LEEWARD LANDING, LLc _ . % 4� \ P.0- BOX 379 \ ANACORTES, WA 9$221 DWN SY: DKH Nw �2 3 HI GRAPHIC SCALE , STOW SIN THE NW 1 HIP 35 N. R NG. OF SECTION 3, CHECK BY: DH ° 15 ` 30 60 fzo I EAST, WX y SKAGIT COUNTY. WASHINGTON DATE", Womb 2015 SCALE: 1 "�30, f inch - 30 f4 HERRIGSTAD ENGINEERING & SURVEYING SECTION 23, TOWNSHIP 35 N , RNG 1 EAST 4320 Whistle Lake Rood, Anocortes, WA 98221 (360) 299-8804 J0162012-83 LEEWARD LANDING PUD A REPLAT OF BLOCKS 1201 & 1301 OF THE 261 021173.00 5 5t7 2 M�9 2 oo. , A I I :67AM NORTHERN PACIFIC ADDITION IN SEC . 239 Na TWP . 35 N , RNG 1 E . , W. M . ,4 ,. , `A% 151 AA NS ANACORTES , WASHINGTON � F 44' 22 23 N s xet $ 1 p — G \AA � gk. . . .,, ,r4IJ �¢ BLOCK y� 1 , 01 ° ' t 4a. + 5 1 , � t 01 ¢ °o y 2 �t ,a?�26 "�ffi 1 `3 "a a2ro�t f6ps°oAAA N y9 P�,t62�3 gts°1j , t) .j \ BLOCK '1 y'' qs7 . 1` AQ 1i A N I . A. IF N$L ` � G y8 SPA t9g9� BLOCK 0 0 ^mow ' m ,,�$:.. 4 `�u � ah- �`. �.. '" gh22� 1 1202 BLOCK �s 4401 BLOCK NOTES `.< �n kp �\ 1302 1 . Q FOUND CONCRE - E MONUMENT IN CASE 'N!TH COVER 5-22-2015. 2O 2�$,c9 k 2. 0 FOUND REEAR & CAPAS NOTED VISITED 1 - 15-2016. ROS X o ; - ` PW # 14- 013 - DEV o. " PUD - 2014- 0001 , SDP - 2014 - 0001 SHEET 2 OF 4 w .$L4IdCRE"Er NT N ' VISITED PLANNED UNIT DEVELOPMENT OWNER: LEEWARD LANDING, LC 'N 1M?'09 P.O. BOX 319 "Ad% �. o i � ..yy«, GRAPHIC SCALE ANACORTES, WA 98221 M BY: DKH kAI ' ' ` 0 25 50 100 2cr SURVEY IN THE NW 1 /4 OF SECTION 23, CHECK BY: DH t 23 - TOWNSHIP 35 N. , RNG. 1 EAST, W.M. DATE u6 ch 2016 x. rH Feer 1 SKAGIT COUNTY, WASHINGTON t Inch = 56 1< SCALE: ti 1HERRIGSTAD ENGINEERING & SURVEYING 4320 WhisDe Lake Road, Anocartes, WA 98221 (360) 299-8304 Job20f2-63 LEEWARD LANDING PUD z0i6 A REPLAT OF BLOCKS 1201 & 1301 OF THE V12MIS" p + s %u 5N1l2ate ��3� ' qA lit 07A`4 NORTHERN PACIFIC ADDITION IN SEC . 23 , % ` - TWP . 35 N . RNG 1 Eel W . M . A :, �� + h ANACORTES , WASHINGTON .w ^ ;� CONDITIONS OF APPROVAL SIGNED JULY 6 . 2015. LEGAL DESC TI —�� Ae 1 . Sanitation, recycling, and compost collection shall be picked—up from the 13. Development shall comply with the issued SEPA Mitigated Determination of PARCEL' "A yt rH 'af , , ..�"" internal private road serving the subject repiai/PUD —not placed on Oakes NonSignificonce (LIONS) mitigation measures as follows: Lots 3 itfrv*Hgh 1 irusrg, BlaZOId, 'TlORTHEP,N PACIFIC ADDITION TO Avenue. A. Development shall comply with all of the recommendations of the pNgCg , `�p� [[efde �"ryr Geotechnfcaf EvaWuation prepared by Geotest dated November 4, 2014, listed volume 2 of Plats. pages 9 through it , m ueiJ4KFpr3£! t,5fgfk ty "Washington 2. There shall be no porking permitted on any portion of either Oakes Avenue therein (MDNS Condition §I). ,..��.``%� or the one—way street located within the development. No parking signege shall B. Pursuant to City of Anocortes Shoreline Molter Program (SMP) Appendix ltu in• �gna*, o Afipeor go County County of Skagit, State o/ WashingtOrt, be denwrcated onsite. A-3.9.4, unless otherwise provided or as park o/ on approved alteration, removal of vegetation from an erosion or landslide hazard area or related buffer shall bevy Is %Wn 3. The proposed storm—water conveyance to the public outfali and easement prohibited, The applicant however has submitted a geotechnical report, tree Ls'�y " „t, shall be considered private and maintained by the property owners of which it preservation plan, and landscape plan addressing proposed vegetation removal, 1, ° MI tha(�po° ian td}�• the right—ct—Way of the former raliwdy of the Great Northern serves. Any vegetation removal shall be consistent with the submitted geotechnicpj„",,; report tree reservation Ian, and landscape Ian MDNS Condition "�' � Railway A parry in Section 23, Township 35 North, Range 1 East, W.M„ 4, The proposed 10—toot storm droin easement and collector system near top p p PP ( . yrfi follows; of bank shall be private and maintained by the property omen of which it 14, The Homeowner's Association shall be responsible for the mor teoance of pgin " �'�at the Northeast carrier of Block 1201 in Northam Pack Addition to serves. all landscaping provided along the sidewalk fronting the subject prr{o,peit'y that irk M rto' es, as per plot recorded in Volume 2 of Plata, pages 9 through 11 , 5. Proposed 15—foot sanitary sewer easement for pump lines and collector side runs parallel to Oakes Avenue. The height of or Vees planted thPi,"efrr! shot! be inclusive, records of Skagit County, Washington; service pipe on the north side of the proposed manhole will be in a private similar to the landscaping in the Son Juan Passage m t P1:jP �nung 3' thence Northwesterly along the Northeasterly line of said Black 1201 extended, easement and maintained by the property owners of which it serves. Oakes Avenue. This shall also be reflected in the Cs. . diG llyy thd'+,yt er' to a point 15 feet distant Southeasterly, measured at right angles, from the maximum permitted height of the fence proposed ,{3coke'd wr�, t its 1ra•�t ydf3K center tine of the former railway of said Great Northam Railway Company, as 6. The project shall comply with all applicable Shoreline Master Program setback shall be five (5) feet from grade. located and constructed on March 6, 1940; regulations, including but not limited to. Chapter 5. Shoreline Environments & e thence Southwesterly parallel with said center line and 15 feet distant there Associated Policies and Regulations, Chapter 6, Erronmental Protection General 15, Before final PUD/ react submittal or approval s,, given, the pp 7,icaM/ from, to the Southwesterly fine of sad Block 1201 extended Northeasterly; rvi Regulations, and Chapter 8, Specific Use Policies and Development Regulations_ landowner shall submit a 5—yeor main tYntvd and% oFdtoKng plo.'. the city thence Southeasterly along said extended line to the Northwest comer of Black ttgg for approval for all planting along JNp Aublyr„ try, ptaFdroil .,gidg{vaik located 1205 in said Northern Pacific Addition to Anacortee; 7. The following are the minimum building setbacks from the respective within the right—of—way, and plygan wffhG e 't ab Grd{S(i F*tectlon thence Northeasterly along the Southerly boundary of said Northam Pacific property lines: Easement (NGPE) located onslte'` Addition to Anacortes, to the point of beginning. A) Front: 20—feet t. 8) Rear. 20—Feet C) Side: 5—feet lox.Ts." 16. As modified since the SEPA hit s issui, li structures shall be Situate in the City of Anacortes, County of Skagit, State of Washington, setback forty—five (45) feet from the ti:PI,of tt{e` b k of the geologically _ B. Both Tracts A & B shall be owned and maintained by the property owner, hazardous/ steep slope. PARCEL "C : property owner su s association, ccessors or assigns. m,�`ifu<. Late i to i0, inclusive, Black t301 , "NORTHERN PACIFIC ADDITION TO 17. The twgAkeight (28) foot high detti'tN�d accessary structures (which may 9. Private utilities shall be owned and maintained by the property owner, include ADUsrgh&, not exceed sixteen (16) feet in height (maximum) as ANACORTES; as per plot recorded ;n Volume 2 of Plats, page 9, records of property owners association, successors or assigns in a manner to ensure their measured abovekpasP .S Skagit County, Washington. functioning consistent with applicable regulations. Situate in the City of Anacortes, County of Skagit, Stets of Washington. 10, The lots in this subdivision are subject to applicable water, sewer, and ' stormwater general facility and hookup fees and transportation, fire, and park , PARCEL "D"' impact fees. These fees are payable at levels in effect of the time of build a �S 1t 0 » ,T'" That portion of Government Lot 4, in Section 23, Township 35 North, Range 1 permit issuance and may differ from those fee levels currently in effect; sei,pr yfiyr '.,.;. and water latecomer charges may be payable. •{ z ,c+ `^ - East W.M., described as follows 1 / . Unless otherwise outifned within o vegetation management pots y8' "•-'"i+ :;, Beginning T the Northwest corner of Block me "of Plat RN PACIFIC recoTION rds been approved by the City of Anarnrtes, within the NGPE, veget�gjl! o , ora+' TO ANACORTES," as per plat recorded in Volume 2 of Plats, yoga 9, roeords of removal, topping, or trimming is prohibited unless approved by 'th1lcity. The # s, ' Skagit County, Washington; applicant would need to submit on ISA certified report tt,Xt sto3esF tree is .; ti µ % thence Northwesterly along the Southwesterly tine of said Block 1201 extended, dead, diseased, or dying and hazardous to surroundingillu es, a rig with a to a point 15 feet distant Southeasterly, measured at rigit angles, from the geological hazardous area critical area report to th 6V, offs, aeq rt q' Plannir�j g centerline of the railway of said Great Northern Railway Company, as located and Department and Parks and Recreation Departmep¢"to�i1"w" reSe'yw >arld pfbasJ�,.n constructed on March B, 1940; Notwithstanding, vegetation tree removal from .dti sf6sion fig toRQat czard eR• thence Southwesterly parallel with said centerline and 15 feet distant therefrom, area and its associated buffer is prohibtte5}xpe Al MC § . 17.7i3 6 4}. " ^^' to the Southwesterly fine of Block 1301 In acid Plot extended Northwesterly; .j. -< pa � F2 thence Southeasterly along said extended line to the Northwest carrier of solid is A �� `� Block 1301 : 12. One twenty—eight (28) foot higN4VMtu4�ea�,72 00�r-§quare { t yYnoximum) thence Northeasteriy along the Northerly boundary of said "NORTHERN PACIFIC accessory building is permitted o acM of nded is m corn once with all a ADDITION TO ANACORTES", to the point of beginning. other bulk and dimensional staarXZ for theme?aryexcept where modified through these conditions of - tiprgval. w4vk on °4CC€ypory dwelling unit (ADU) is Situate in the City of Anccortes, County of Skagit, State of Washington. proposed within sad buiidinq, t, �1y}vir) ap a shu'iL nddt,, exceed 1 ,200 square feet. Impact fees & GFC shall iiie ayoblld' at the t1h7W-tf building permit issuance for both oVWIift� residence. Ttie 2,000 square foot (maximum) perrCf(te ; ss burldin size and 28 foal high (maximum} height limit va{tonpt%devio digit' applied to lots 3 through 9. Accessory structures on ttro�ts' i , 2, & T , s It rfl et �.:urrent zoning code standards - inciudin but 4ottknited to "xir'cum p`ei Itted building size and height N.- :t PW # 14- 013 - DEV ` k. �` PLiD - 2014- 0001 , SDP - 2014-0001 PIP ., � SHEET 3 OF PLANNED UNIT DE�,pp�tj j' OWNER: LEEWARD LANDING, LLPoll Bit Poll 319 - t � � a� ANACORTES, WA 98221 OWN BY: Owl `* OER `xs •" s SURVEY IN THE NW 1/4 OF SECTION 23, CHECK By: DH % TOWNSHIP 35 No, RNG, I EAST , W.N, SKAGIT COUNTY, WASHINGTON DATE: *arch 2016 � _ 'oixiiiw SCALE noted HERRIGSTAD ENGINEERING & SURVEYING 4320 Whistle Lake Road, Anocortes, WA 98221 (360) 299—SB04 Job2012-83 LEEWARD LANDING PUD Ilrlllllffll' lllla; 2016051r-C . t Is 6f12z01° 02 A REPLANT OF BLOCKS 1201 & 1301 OF THE e ;.i ' °`o'amo k' S7AM NORTHERN PACIFIC ADDITION IN SEC . 23 , � � %4' .r'� �► ,{ DEDICATION TWP . 35 N . RNLI 1 E . , W . M . Know All Men by these Present that SKAG 't AN MY ,d an d d� ANACORTES WASHINGTON LEEWARD LANDING LILAC, owner of the heYepyKApyPGt6 7rixtor ,this plat and dedicate to the use of the public „ stre' s Cad ii � sh nvn hereon and the use thereof for all pu p uses can telA With se thereof for public highway purposes toger r ,pfth ties , t to lmaibf all necessary slope for cuts and fills upon the lots 6gd `' ,cc ks s hoo her " frfs the original reasonable EASEMENTS PROPERTY NOTES: grading of all such stryeUv anLPFFaovd$eflas . flown h 0 - Rite Owners and their 1 . An easement is hereby reserved for and conveyed to the PUGEr SOUND assigns hereby waiver, 6N L(' gimis r Qa1"nages a which may be occasioned ENERGY INC. A.F. NO. 200807140094 , FRONTIER COMMUNICATIONS TELEPHONE 1 . Tract A o to be granted to the pedestrian Landing Homeowners to theTdo ant ro ( ) AssociationP P � is or)) n, age and maintenance of sold p for the purposes ti a pedestrian trait, storm drainage and ' z g d, COMPANY, CASCADE NATURAL GAS COMPANY, AND Cgns under CABLE TELEVISION landscaping with the construction and maintenance being the responsibility road aarea. °f; '? �vF,,-d`" yF"' COMPANY and their respective successors and assigns under and upon a 44 of the Leeward Lending Homeowners Association. ` foot wide private access and utility easement across lots 2 through 10 as shown an the face of the plot and extended to the Oakes Avenue right-of-way 2. Tract B is to be grunted to the Leeward Landing, LLC. The 15 Foot through a 30 foot wide easement on Lot 10 and 44 foot wide easement on Lot wide trait 2 is to shown across Tract 0 r granted to the Leeward k N a, --_ —y 2 being the full width of the lots at Oakes Avenue, as shown on the plat, in Landing Homeowners Association for the purposes of a pedestrian trail ., F which to construct, operate, maintain, repair, replace and enlarge underground k 3 pipes, conduits. cables and wires all necessary or convenient underground or Lee the Lansing Homeowners and maintenance being the responsibility of the round mounted appurtenances thereto for the Leeward Landing Homeowners Association. 5 M g pp purpose ne serving this fCAG(T B subdivision and other property with electric, qos, telephone and other utility .1}� � i service, together with the right to enter upon the streets, lots. tracts and + "•°""�^'vnr 'w �1• spaces at all times for the purposes herein stated. nf ,`gr�,p told of Waf�i on ^ , - �L�� 1, N. 2. The private road within the 44 foot wide access and utility easement will be 9 ? g� I , urF y '� w of hove satisfactory evidence that l.tr�v�r"�_A_ the responsibility of the Leeward Landing Homeowners Association for the o gn'6d instrument, on oath stated that (he/she/) (was/ore) euthofized to execute the purposes of a access road with maintenance being the responsibility of the %r strument and acknowledged it as the Wit ftixr' o Leeward Landing Homeowners Association. ''""5"""" ;d e (ZEEV/ARD LANDING LLC to be the free and PFF ♦ "` , wr voluntary act of such party for the uses and purposes mentioned� in the Instrument. 3. A Native Growth Protection Easement (NGPE) is hereby reserved over the �" qtw Given under my hand and official saai this � day of r 20_t�_: area on the subject property located within 100 foot landward of the Ordinary a A, x Notary Public in and for the State of Washingtn High Water Mark The NGPE shall remain undisturbed except as authorized by I the City of Anocortes often review and approval of a plan for the activities as i_ } Name printed fe1�1rH f- {A) L't'✓ ✓_ described b ,c ed in the NGPE agreement recorded under AFN 2nl n 17 OQIJU ,p" " ' Residing at �+��a,1, S V 1%kl*ISLUVf'9,,' 4. A 15 foot wide sanitary sewer easement, 7.5 feet either side of the a°` ' *"'s• � rcw`Fe My commissions expires �t `s' � axs,„p'•, a property line between lots 6 and 7 is hereby granted to the Leeward Landing ' r =ua,; OP gg� 7 .1pnv Homeowners Association for the purposes of sanitary sewer farce lines to each ' At. individual lot. The maintenance of each line is the responsibility of the lots for 3 k �•, w�' ,2c,, which they Serve. '�� ,� :; � ''• qTE OFMiP°j'�• 5. A private landscaping easement adjacent to the private access road across '+ Lots 2 and 10 as shown on the plat is hereby granted to the Leeward Landing Homeowners Association for the purposes of landscaping and maintenance. State of W in tap q' County of 6. A 10 foot wide storm drainage easement on and across the norther I certify that t know of have sotisfaetory evidence that portions of Lots 2 through 10 as well as Treats A & B. centered over the .�+ " +;. ,. i' signed this instrument, on oath stated ttrot (he/she/) (was/art) authorized to execute the storm drainage system as constructed is hereby granted to the Leeward Landing _ w # � at rt jefa ✓ar of Homeowners Association for the purposes of storm drainage and maintenance. _ r AN NCO TA APPROVALS instrument and acknowledged it as the _ SKAGIT BANK to be the free and i T P ` in amrt� f �{, ri of Anocortes meeting in voluntaryact of such a for the uses and oses mentioned in the instrument. 7. A 5 foot wide storm drainage easement on and across the eastem p b ' = 1 - 9P party rP of Lot 10 adjacent to Tract A, as shown on the face of the lot, is her .+e ""Cg &; r-Fr did find that the ,ot: l p ' `4i �aefiibr +E`�n 7 PUD serves the public use & interest & has Given under my hand and official seal this 1ti_ day of -" AN 20.110 granted to the Leeward Landing Homeowners Association for the pu"MM s dk, i=ath the subdivision Administrator to execute its written Notary Public In and for the State of WashingtnANN dp AN storm drainage and maintenance. "'9tieNO ¢r r •"b •. `s a5 •, Name printed n LW2LLTIQ/ o� , 8. A 15 foot wide Private Trail Easement on and across TrgjA centered overq Aw ' _ >:<: Resding at X ' LAAeS ��gj•¢�,PAY ° the existing trail location is hereby granted to the Leeward O g Hometown 'ligature of Planning Director M commissions expires 4/L ZOl$ $ Association for the purposes of a pedestrian path wt e m once bei + Y xpi Ap1-17 vrm I by the bell of the City of Anocortes, WA, this r the responsibility of the Leeward Landing Homeownesr • Ad�ocidgon r -% _ ' day of f 201 � �r'• a:• ^ � ATTEST: Giy Clerk '''' �'f We''• NOTES � � � �;; tom.., °' , t ra- Exami approv this I day of 20_Lt2_. 1 . subject to Declaration of Coven to o' '. tionsy e�trict ` ,, — ',. ---' SKAGIT COUNTY TREASURERS CERTIFICATE (CC&R•e), Geohazard Covenant and rRrm ncgrJAgrcemeiN eecorded � /� ! certify that all taxes heretofore fouled and which have become a lien upon the together under, ^0- '''3{, r eiar lands herein described hove been fully paid and discharged according to the Crty �gn' records of my office, up to and including the year of 20_LI,1,g. AFN �(O(1K (2(yi2(Rt �G ,._ � 0 ' 9i10 a " � = CITY TREASURERS CERTIFICATE Certified this — day of . 20 iig pFFlCIAL poi 2. The PUD referecce•+nti ber`".,,PUD�14-0001 ar `date of approval �/ �n thereby certify that there arc a delinquent special assessments `n /1 shall be indude '"i gwl jl de@6.g ar'Tq, racts, and all special assessments on an of the property herein contained y ___.�.. . f— j�jili w z,*' y °�u `w- xd+> yL dedicated as streets, alleys, or for other public use, are paid in a agit7 County Yreo�iarer s A :o ' 'Ln tuN. wz=w ggg This It day of L/1l1 20 `A'oOf Was PW # 14- 013 - DEV ,. { Treasurer, City of Anocortes PUD - 2014- 0001 , SDP - 2Q14 - 0001 SHEET 4 OF 4 ��*`, , h OWNER: LEEWARD LANDING, LLC PADw` ,. PLANNED UNIT DEVELOPMENT LE AR LA19 NDING, w�Y ANACf.AtTES, VA 9$221 OWN BY: OKH y � SURVEY IN THE NW 1/4 OF SECTION 23, :F TOWNSHIP 35 N:, RNG, 1 EAST, W art, 1yy .N. CHECK BY: OH SKAGIT COUNTY, WASHINGTON DATE: Morch 2016 gg emu. f=yX % t2 4 t or- °ru'uw SCALE: None HERRIGSTAD ENGINEERING & SURVEYING 4320 Whistle Lake Rood, Anacortes, WA 98221 (360) 299-8804 Job20t2-83 PLAN / ` RE / ` 5 CHIEF 1: eeELT Xb J . SYKORA, GPBD r- R MAIN FLOOR & STUDIO 2 , 196 5Q . FT. 6'-0111" 124 11l" Yi Wuem 1Y-2 112' TV 4%TOF BASEMENT 116795Q . FT. — - - -0" 5'-0' S'-Y' - -0" -- �_ — _ 595GabPI B WvrRon ovETo R we' 9olzP Ob- 10- 11 € - 71000000 I rWn J. 1 4Xi ® 96'• I . 1 4X6 ® 96' 1 W 4 Y UPPER FLOOR 01 5Q . FT 5 � � 5 — — — ! t d '" 15 �- a o V TOTAL LIVING AREA : 4 , 651 5QOFT I p III I 2 I " Z GARAGE 614 5Q . FT. RISE �? I I OFFICE h IR d en f BEDROOM #1 r/ " e 15150 FT a 2 iTi 50 FT ^ I0 PE�I a r� I IP to cE uuv �� Ig to cealuv 15 rf \i`)i } COVERED ENTRY 15 5Q . FT. POP > EI .`G / I - I I �❑p e I� I 5 - 1 �` . sTnOdL4 � Ti 5T I I . _ gY $ ry DECK 262 5Q . FT. r - $ Pov* uv �°) Er aiasri3 = Os; (4vim) E� TO osr(a°�> g PERVIOUS PATIOS 155 5Q . FT. I STAIR UF; 9b 50 Fr pu i 12 r n � v J Nee i..b. 13.-6. st.-6. 2'-6" 35•-0.. iG-0 Y -0" T O , L 9 � As „ s f @ fNLL O — I I ` I i LIVING ® ° DIN � � > I 55T 5Q FT IN � i p CEILING d a c N Y _ IS dl I � e dRIB 1 - - - - - - - - - - � I Ap m • I I— 21' 6^ 9' b^�T^ 3p III 2 � m 3 l z O l � � E ul W < o o m 5 51M O o m 14 ; esw m i 4 d m �I 3 l o- ELEVATOR X I — 0 5 4X8 Q 96 zro _ l wwwwomms 00 b'-B 3l4" --'-S E._. B'-1" '1'-B 111" 3'-5 1/1" 11 1 lv D S Rluv BE+aIVTO FROM ABOVE LlJ N I1 i = try - - - - 9'-1 tn^ bw Bla r Pasr �� = I ,'-p ,/2 J , i 3 I m Bp L SET - � In 3' 4'�' � z STUDIO GARAGE 5v oros I a r dlq� " 400 SO FT I I 614 50 FT 3 7 = 2 W W E CELLAR I 5 C3 Q 5 15 s " 6150 FT d ® / d Z Lu�e -( I -31I1" 4XB in m z z - - - - � � - - - - R6IBo z -0 , 3 E � b 2 Iry o � � � L ' I HALF E RITOPOST BEDROOM 0 BE #2 15 to � � � CONCRETE _ I1vz � � a " > T 2035Q FT ". //� IO CEluluv �— NO POET s LAUNDRY I � f� � � a I ° � Q L J 4� I Z 0 mcEa xv " "! = � £ I�i � � � 2 z �. I � - - I -k I 14 5 IL Lu _ J a �kf%�% / 1 o5r15 -O ��9r § L - - - - - - J L — - - w - - - s o�ww " m m qb /- // nnsovE x - .: " " • PERVIOUS PATIO , , ` '• ! m — - - 1 u 1 BE..R nBwE 5 .. . . 5 TOP 4 ® 4XB Oo 96 ee^wue FROM - - —�_ — — 1 — 12050 FTOMMIMMI, ANIMM, IMMIMMIF N61401a Plc. —S `wbb 9oie PPlc' —I —0 6' 4�,0. q.-0.. FRI pp Fee cram $ tl8 113'-0" O Raw¢� L J A 11 X LL Lie 7 '4� W�£ o Ro gg . 6 n 8 W 1L 3� 5aFj NT�i — 1 /2" SHEETROGK w �02uw — 8" CONCRETE WALL z M"° is R-211N5ULATION 2 X 4 WALL Q 4" FROM CONCRETE INN �i % = BUILT OUT ONLY IN FINI5HED AREAS OWNER {\ 01-411 APPROVAL 1 /2" WEDGE ANCHOR 46" O.G. INIrLLL T\� 2 X BORATE TREATED PLATE PAGE CITY OF ANACORTE8 ' ' > TYPICAL FURRED OUT OF: 1 WALL IN BASEMENT SCALE : 3/b" = 1 ' PLAN A ` EAS CHIEF ARCHITECT Xb 11��'_ � F Y J . SYKORA, CPBD s vr— IND MAIN FLOOR & STUDIO 281 % 5Q . FT. 5. 0 a" — 51 ° BASEMENT 1 , 679 SQ . FT. 13UTTRE5510" 3cl a i 5O2b FItc — lz fl' I�I ABOVE ROOF GTOf,o5TTOBRAM VNG230l6 FIG. Yu450E i IL. 08- 10- 11 RETAINING WALL RETAINING WALL -- - . - w UPPER FLOOR 162 5Q . FT. DESIGN T.B.D. DESIGN T.S.D. n WL W — - -BOOKCASE ® — Ali WALL n 4 35" 1 �j 4y 135' 1rj 3 _ U h 0) TOTAL LIVING AREA : 4 , 65` 15Q . FT. � 4 }I� m 4Z15 4 6 L PEAR G TzOOFFIELIBRARY Osi 15350 FT 27450 FTG4R4GE 614 SQ . FT. iml15 � � p Al p W 4%8 VAULTED CEILING VAULTED CEILING @ UJ a - mIK I yc § o $ 4X6 GOYERED ENTRY 18 SQ . FT. - � - ,,� L a DECK 262 5Q . FT. 11 Ila BEARIN WALL 6 R PDT _ FARING OBEAM(HANG ) g V �) �SPOE GT b -�) EnR GT AIL OS � - - xG TO BEAM (HANGER) POST(3- a) PERVIOUS PATIO5 185 5Q . FT. oo Nw UP R' wtiL n +7I ° CONCRETEo � 'X s.s GLB PO o STEPS 0 � � 6P CONT FI rv5 V ? v o STAIRS 4 � � 0 � 8950 FT 12 REPLAOEPxV vE snnENsoxs N „ m m P G u- VERIFY DESIGN rusuPERvISOsoR11/2 p � e o o' w 010 WI - " + - 13'-6' R B E 5.5XT256LBPO5T-15 -11 0•-3" 0. 3 BUTTRESS En ING � b'-0'— 1. 10 ' 2'-5° ABOVE ROOF - - ' v o it 110765H W1960ev PAT10 DOOR W2O 11016 ° 1. W2l '03E FIL 15 ISN m Nee 'CIb PI R ry O PSw " 9•-a' E5 GREAT ROOM 4%8 @ 96" 4X6 @ 96" 4XB @ 96" 1 w� tb•-o" 1 v < " ry ❑ —. § 514 50 FT 4X6 Z q Lu T 15 d Z g NIVN FurcSalNv @96" RETAINING WALL 55xrss GLe Posr -R ;p 1 _ DESIGN T.B.D. o O w w 3•-0" m ° N 3•-B aa" q 15 �_ z o w r _ - K Q X K m m a a " u! OO . . @j f BEARING o Q J m V) Z (V 3 4 I I W TO POST �❑ 4X I m a O Z i w Of - ELEVATOR - 11I 333 1 IL4a m � 3 r 9'.b" 305Gt FT t2 EAR G m i z _ 4 @ 96" B N rD Tsw o POSr(3 a) 5' 8114` 1411 'RATING 1'-I0I' 5.5X21 GLB FLOOR DEAN ® it2 116 wRAPPeO—� IL 5 T 05 I xG OPOST HORPRO.'IDEOByftOO VWtO ClbS 12 �- 4'-b 1121• 4'-1 WE 2'-0" lai" OR ABOVE v 10 ® eEA'1aNvf ❑ • � � 2xBwAt1 z -a' STUDIO GARAGE 15 i � � -- B-RNGrDPD 3 a I II 400 50 FT W 50 FT FULLY INSULATED FULLY INSULATED BUTTRES510 ' o `OPOWDER AND DRYMI-LED AND DRYWALLED ABOVE ROOF 4n ® 4050FT '' @ z PLANTING AREA a to CEILING dz 14 0 -3 0 -3 Y" ry Z ® I � Lu INNNNN 11' Lu -l" 3'-0" 3'-a' 3 -0' 0 5' 26 - - ' DROPPED CF LNG 'Z W 13^v76sH. w 3076sH. 233 `76 H � 30• DINING OINGASE I COVERED lU o -- - ® O O = g I 1705010 NGT zl� xTiavEREOBEAns CO s05262 50Fi"NG i 4 96" 4%b 96'• 4Xb 96' POET GEARING TO v 3 w STAIRS 15 15 15 DW " a 3250 FT TEWP 0 - - DNnn 1 MUDROOM M❑ 114 50 FT ♦- 3'H' x JT7. KITCHEN LLI @96311 OFT DET PANTRYw,NVE SL w : a \se - • b" 006 LL 34 5Q FT . OVE - EAR rvG To Pos .— -L rr 96" m BEARIN MICRO. (5 .a) — 15 Opp C 012OPOST 2 -a OFPED BEAftN 12 r — GLBF RBR M W 15 E015 FIL. W14 E018PI ta-1314"—� 012 v0 RAPPED i•i° 6 -a' 0. 3" _ 34-01 151-0" 43'A" 16'-0" 020 4 113•-01' oSuF 9 'gx NOTE: VERIFY ALLHEADER I (� HEIGHTS WITH SUPERVISOR ', 'I €F==B -'•� ENERGY CREDIT is EFFICIENT BUILDING ENVELOPE ENERGYCREDIT2a ENERGYGREDIT3a ENERGY CREDITED � 4€�0� 1 / - WI NDOW5: U= 0.2B AIR LEAKAGE CONTROL & EFFICIENT VENTILATION HIGHEFFCIENCY HVAL EQUIPMENT EFFICIENT WATER HEATING O [R ¢wg - FLOOR: = R-3B INSULATION - Al R LEAKAGE: 5.0 AIR CHANG ES PER HOUR - GA5 FI RED, PROPAN E, OR OIL FIRED - GAS FIRED, PROPANE, w __ - SLAB ON GRADE - R-10 ENTIRE SLAB - WHOLE HOUSE FAN PER SECTION M15013 BOILER WITH MINIMUM AFUE OR 94%. WITH MINIMUM EF OF 91 %. o °G€ MINI Immm 11� 'iL GNai` LJ— g€ ovo e 50€0 ION OWNER APPROVAL INITIAL PAGE OF: J . SYKORA, GPBD r �t � / / hrF ` FIFO t \ \ `\ \ l U) Ln > 6 A LL1 \\\\ \ \ ! 1 \ i b, W ILFit z _ 4 - �� \ `' LL o � ` / � / y�� 2 GARIL Sre"- 4 GARAGE s / r / '\ � � oil � r I l \ O �t \ ./•I-- y i . . t � C � BB. � ' � G \ 31 � �,=.. - / / /� _ /J 84. C o oo°0000° iIF BB J / /S / LANDSGAPELEGEND N DECK boo°oo°°oo .DRIVEWAY . o w°oO�^vLO LAWN AREA N io) ss �. Z o i B O� b Q Q X 5FR % SLOP= ° ® / Ch Z m O Iii Z ry _ F = �. A_ Oo . /- • CONCRETE DRIVE M f ILL 4 d MAX IMPERVIOUS N . OF 200' LINE - 1 , 884 5FI e \ 1 / 5 % 501L 5TOLKPILE a �' W {�► MULCH - PLANTING BED v C> A W qcz �� i I EXI5TINO BEDROCK O Q � N to 1 5 )111 � FIV JU IFFIFFIC fi . „ a% a`°`% �� N II \ DECIDUOUS TREE w f� i CLEARING LIMI_: ': `` r irt✓ I � ` I T �0 / / _ (AREA NORTH OF 200' LINE = 7,531 SF BEP T it f/ r O� � �1 V V "� Ak� " 3 MINE 0 act ij I \ / - 4111111 ry t \ Q � \ \ \ \ aToancoNNs 5. 1OT CONIFER TREE O Z J \� AUGU r• \ W IL IF o \ C ITY OF ANIACO '• ES 5HRU55 / PLANTIN (55 _ 1; / =a gyp•- \ \\ (Y (' PLAN AREA5 MINIMUM TREE DENSITY ORizNUNw IEBI� Calculation of the Total Tree Units Required. The total number of tree units 1 required to be provided by a regulated project or tree conservation permit approval listed In Section 16.50.100 shall be caWated by dividing gross site 5�3 1 \ _ , — 4 MAIN FLOOR & 5TUDIO 2 , 1 l Q e) 50 . FTe area, minus any public or private street r'ghtsof-way by one thousand Table\ /'�16.50.120(D). The result of the calculation will be the total number of tree units pdEiig required for the project approval within the building site. 3eo 13A5EMENT 1 , 619 5G2 . FT. LOT51ZE : 18,5055F TREE5 19FIC too REQUIRED: Q �o . Z UPPER FLOOR 7S2 SQ . FT. LOT INFORMATION 06 „ §o 207 2-§6 LOT SIZE : 115,505 SOFFIT. (.43 ac) W €rx TOTAL LIVING AREA : 4 657 SQ . FT. GLEARING LIMIT AREA : 1,9985Q FT ~ �¢u 20 gw / MAX BUILDING GOVEREAGE (35%) = 64471 SQ.FT. gw �� £ 67ARA67E 614 50 . FT. ACTUAL BUILDING COVEREAGE (11%) = 3, 111 SOFT. OWNER AREA BETWEEN TOP OF BLUFF & 200' OHVgM = 1,531 SQ.FT. APPROVAL MAX INITIFL COVERED ENTRY 18 5Q . FT. & 200' OHWMIO�8845QBTTWEEN TOP OF BLUFF PAGE ACTUAL IMPERVIOUS AREA BETWEEN TOP OF BLUFF & 200' OHWM = 1 ,6153 50.FT. DECK 262 5G2 . FT. PARCEL# P133204 oF: PERVIOUS PATIO5 185 SQ . FT. ADD RE55 : 3116 LEEVILN , ANAGORTE5, WA98221 OWNER: HENDRIK5 I 2015 Washington State Energy Code : UA Alternative Worksheet, Type R-3 Occupancies The Hendriks = 3716 Leeward Ln, Anacortes, WA 98221 PARCEL# P133204 MAIN FLOOR : 2 , 196 Missing Vertical Glazing Information BASEMENT: 1 , 679 UPPER FLOOR : 782 Psi (nt 9 T AU �� Conditioned Floor Area 4 ,657 00 CITY OF ANACORTES Component Performance, R occupancies Code Target Values Proposed Design Area UA Area UA Doors U = 0 ,300 208 62 208 58 Overhead Glazing U = 0 ,500 8 4 8 2 Vertical Glazing U = 0 . 300 691 207 11526 427 Flat/Vaulted Ceilings U = 0 . 026 25278 59 2 ,278 43 Wall (above grade) U = 0 . 056 51424 304 49589 128 Floors U = 0 . 029 236 7 236 7 Slab on Grade F = 0 .540 56 30 56 17 Below Grade Wall U = 0 . 042 11115 47 1 , 115 38 Below Grade Slab F = 0 . 570 142 81 142 36 Target UA Total 801 Proposed UA Total 758 Target Credits from Table 406 .2 3 .5 Proposed Credits from 3 .5 Table 406 .2 If the Proposed UA <_ the Target UA, and the Proposed Credits from Table 406 .2 are >_ those required in Section R406 .2 , then the home meets the 2015 WSEC , Exterior Doors Plan Component Door Width Height ID Description _ Ref. U Qt, Feet Inch Feet Inch Area UA Codel Door V Custom 1 0 .28 1 3 0 8 0 24 7 Codel Door V Custom 0 ,28 1 14 ° 8 ° 112 31 Codel Door V Custom 0 ,28 1 3 0 8 0 24 7 Codel Door V Custom 0 ,28 1 3 0 8 0 24 7 Code] Door V Custom 0 ,28 1 3 0 8 0 24 7 V ( 0 0 . 00 1 1 01 0 H VF 0 0 .00 1 1 01 0 Sum of Area and UA 1 208 58 Overhead Glazing : Plan Component Glazing Width Height ID Description Ref, U Qt. Feet inch Feet Inch Area UA Crystalite Skylight 0 0 .29 1 2 0 4 0 8 2 _ 0 0.00 0 0 0 0 .00 0 0 0 0 ,00 0 0 0 0 , 00 0 0 Sum of Area and UA 8 2 Copyright 2013, WSUEEP10-009 (Version 11 ) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 8/11 /2017 1 of 2015 Washington State Energy Code : ILIA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width Height ID Description_ _ Ref. U Qt. Feet n`h Feet inch Area ILIA W1 Milgard Montecito 0 0 ,28 1 3 0 21 6 8 2 W2 Milgard Montecito 0 0 ,28 1 3 0 7 6 23 6 W3 Milgard Montecito 0 0 ,28 1 3 0 2 6 8 2 W4 Milgard Montecito 0 0 ,28 1 3 0 2 6 8 2 W5_ Milgard Montecito 0 0 .28 2 4 ° 2 ° 20 6 W7_8 Milgard Montecito 0 0 .281 2 41 01 8 01 64 18 Wg_ 1 Milgard Montecito 0 0 .28 3 5 ° 10 01 150 42 W12 Milgard Montecito 0 0 ,28 1 2 ° 7 61 15 4 W13 Milgard Montecito 0 0 ,28 1 3 ° 7 6 23 6 W14 Milgard Montecito 0 0 ,28 2 6 ° 1 8 20 6 W16 Milgard Montecito 0 0 ,28 2 8 0 1 8 271 7 W18 Milgard Montecito 0 0 ,281 1 1 1017 8 14 4 W 1 g Milgard Montecito - Patio Door 0 0 ,28 1 6 0 8 0 48 13 W20 Milgard Montecito 0 0 ,28 1 1 10 7 9 14 4 W21 Milgard Montecito 0 0 ,28 3 3 0 7 6 68 19 W24 Milgard Montecito 0 0 ,28 1 21 0 7 ° 14 4 W25 Milgard Montecito 0 0 . 28 1 5 5 1 8 91 3 W26 Milgard Montecito 0 0 .28 1 2 ° 7 11 161 4 W27 Milgard Montecito 0 0 .28 1 3 0 3 6 11 3 W28 Milgard Montecito 0 0 .28 1 3 0 7 6 23 6 W29 Milgard Montecito 0 0 .28 2 3 10 31 6 27 8 W31 Milgard Montecito 0 0 .28 2 3 10 7 6 58 16 W33 Milgard Montecito 0 0 .28 3 3 2 1 10 17 5 W36 Milgard Montecito 0 0 ,28 3 3 2 7 6 71 20 Wag Milgard Montecito 0 0 ,28 3 5 ° 8 0 1201 34 W42 Milgard Montecito 0 0 ,28 1 2 ° 7 6 151 4 W43 Milgard Montecito qw 0 0 ,28 1 3 01 2 16 81 2 W44 Milgard Montecito V 0 0 ,28 1 10 ° 21 6 25 7 W45 Milgard Montecito w 0 0 .28 1 3 ° 71 6 23 6 W46 Milgard Montecito w 0 0 ,28 1 10 0 71 6 75 21 W47 Milgard Montecito w 0 0 ,28 1 2 0 71 6 15 4 W48 Milgard Montecito V 0 0,28 1 2 0 6 0 12 3 W49 Milgard Montecito 0 0 ,28 1 3 ° 1 8 61 2 W50 Milgard Montecito 0 0 ,28 2 4 0 1 8 13 4 W52 Milgard Montecito 0 0 ,28 1 2 ° 1 8 3 1 W53 Milgard Montecito qw 0 0,28 1 2 ° 5 6 11 3 W54 Milgard Montecito 0 0 ,28 2 21 6 7 6 38 11 W56 Milgard Montecito 0 0 ,28 1 31 01 7 6 23 6 W57 Milgard Montecito - 0 1 0 ,28 2 3 10 71 6 581 16 W59 Milgard Montecito 0 0 , 28 1 3 0 41 6 14 4 W60 Milgard Montecito 0 0 ,28 1 9 ° 1 8 15 4 W61 Milgard Montecito 0 0 ,28 1 5 ° 8 0 40 11 W62 Milgard Montecito 0 0 ,281 1 3 0 8 ° 24 7 W63 Milgard Montecito - Patio Door 0 0 ,28 1 16 ° 8 ° 128 36 W64 Milgard Montecito 0 0 ,28 1 3 ° 8 01 24 7 W65 Milgard Montecito 0 0 ,28 1 8 ° 81 ° 64 18 W66 Milgard Montecito 0 0 .28 1 9 ° 1 8 15 4 W67 Milgard Montecito 0 0 ,28 1 4 0 21 0 8 2 0 0 ,00 0 0 0 0 ,00 0 0 0 0 .00 0 0 0 0 ,00 0 0 0 0 . 00 0 0 0 0 ,00 0 0 0 0 . 00 01 0 Sum of Area and UAI 1 , 526 427 Copyright 2013, WSUEEP10-009 (Version 11 ) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 8/11 /2017 2 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Glazing Area Weighted U 0 .280 Flat[Vaulted Ceilings Plan Component Attic ID _ Description _ Ref. U Area UA R-60 FOAM insulation W/ Rafters 24" O.C. W Custom 0 . 019 668 13 Manufactured Trusses W/ R- 50 FOAM _ V Custom - 0 .019 1 ,610 3.1 V 0 0 .000 0 - - V 0 0 . 000 0 Sum of Area and UA 1 2 ,2781 43 Walls (Above Grade) Plan Component Wall 1D Description Ref. U Net Area UA 2x6 Wall W/11-19 Insulation & R-21 FOAM Custom 0 . 028 4 ,5891 128 0 0 .000 0 0 0 .000 0 0 0 , 000 0 Sum of Area and UA 1 4 , 589 128 Floor (over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA 11 7!8" Joists W/ R-30 Batt & R- 12 Foam 2" Custom 0 , 028 2361 7 w 0 0 . 000 0 _ V 0 0 , 000 0 0 0 .000 0 Sum of Area and UA 1 236 7 Slab on Grade (less than 2 feet below grade) Plan Component Slab Slab ID Description _ _ _ Ref. F Length UA R20 Fully insulated Heated Custom 0 . 310 561 17 0 0 , 000 0 1 0 0 .000 0 0 0 .000 0 Sum of Area and UA 56 17 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID Description_ Ref. U Area UA F Length UA R21 Foam 3.5' deptn Custom 0 .0381 98 3 .7 0 .310 33 10 R21 Foam7' depth ! Custom 0 , 034 19017 34 .6 0 .240 109 26 0 0 , 000 0 .0 0 .000 0 0 0 . 000 0 . 0 0 .000 0 Sum of Area, Length and LAI 1 , 1151 38 .31 1 1421 36 Copyright 2013, WSUEEP10-009 (Version 11 ) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 8/11 /2017 3 of 4 2015 Washington State Energy Code : UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit(s) 1a Efficient Building Envelope 1a 0 . 5 0 .5 lb Efficient Building Envelope lb 1 . 0 ❑ 1c Efficient Building Envelope 1c 2 . 0 ❑ 1d Efficient Building Envelope 1d 0 . 5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0 . 5 RI 0 .5 2b Air Leakage Control and Efficient Ventilation 2b 1 .0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1 . 5 ❑ 3a High Efficiency HVAC 3a 1 . 0 E 1 :0 3b High Efficiency HVAC 3b 1 .0 ❑ 3c High Efficiency HVAC 3c 1 :5 ❑ 3d High Efficiency HVAC 3d 1 . 0 ❑ 4 High Efficiency HVAC; Distribution System 1 .0 ❑ 5a Efficient Water Heating 5a 0 . 5 ❑ 5b Efficient Water Heating 5b 1 . 0 ❑ 5c Efficient Water Heating 5c 1 :5 1 .5 5d Efficient Water heating 5d 0 . 5 ❑ 6 Renewable Electric Energy 0 . 5 kWh ❑ Total Credits 3 .5 *Please refer to Table R406 .2 for complete option descriptions Copyright 2013, WSUEEP10-009 (Version 11 ) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 8/11 /2017 4 of 4 741 Marine Drive PHONE Bellingham, WA 98225 360 733_7318 1y,, /y, � 20611 on, Avenue 3 TOLL FREE FAX - r`yA�i / a�i Arlington, WA 98223 886 251 5276 360 733 7418 11 November 4 , 2014 Job No . 14-0158 Strandberg Construction PO Box 319 Anacortes , Washington 98221 Attn : Nels Strandberg AUG Re : Geotechnical Evaluation Leeward Landing Oakes Avenue CITY OF ANAGORTlES Anacortes , Washington Dear Mr. Strandberg , As requested , GeoTest Services , Inc . is pleased to submit this report summarizing the results of our geotechnical evaluation for the proposed residences to be located along the north side of Oakes Avenue , between Kansas Avenue and Anacopper Road , in Anacortes , Washington , as shown on the Vicinity Map ( Figure 1 ) . The purpose of this evaluation is to establish general subsurface conditions beneath the site from which foundation design recommendations for residences could be formulated . In addition , general recommendations for foundation design of a beach access staircase will be presented herein . Once explorations at the site of the proposed staircase are conducted , a more detailed addendum report providing staircase foundation recommendations will be provided to the client . Specifically , our scope of services includes the following tasks : • Exploration of soil and groundwater conditions underlying the subject property by excavating ten test pits with a tracked excavator to evaluate subsurface conditions . • An evaluation of the geologically hazardous areas per current City of Anacortes Code . • Provide this written report containing a description of subsurface conditions , test pit logs , findings and recommendations pertaining to site preparation and earthwork , fill and compaction , wet weather earthwork , seismic design , foundation recommendations including allowable bearing pressures and estimates of settlement , concrete slab-on -grade construction , parking lot and paved access drive subgrades , foundation and site drainage , utilities , temporary I and permanent slopes , tree removal and modifications , geotechnical consultation and construction monitoring . PROJECT DESCRIPTION We understand that there are plans to construct ten single family residences of unknown size on the subject property located along the north side of Oakes Avenue , approximately . 15 mile west of Kansas Avenue , in Anacortes , Washington . It is also our Page 1 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes, Washington Job No . 14-0158 understanding that each of the ten residences will be constructed on ten roughly rectangular shaped lots with a one way elongated u -shaped access road accessing the lots on the southern half of the subject property , and an approximately 10 foot wide beach access foot path and staircase will be constructed along the east and northerneast edge of the subject property , respectively . SITE CONDITIONS This section discusses the general surface and subsurface conditions observed at the project site at the time of our field investigation . Interpretations of the site conditions are based on the results of our review of available information , site reconnaissance , subsurface explorations , laboratory testing , and our experience in the project vicinity . General Geologic Conditions Geologic information for the project site was obtained from the online interactive Geologic Map of Washington State , published by the Washington State Department of Natural Resources ( DNR) . According to the online DNR map , subsurface conditions within the vicinity of the project site are composed of Pleistocene aged continental sedimentary deposits or rocks ( Qc(w) ) of the Whidbey Formation and Pleistocene aged glacial till deposited during the Fraser Glaciation ( Qgt) . Subsurface native soils observed within our explorations appeared consistent with the mapped glacial till . Surface Conditions The site of the proposed development , along the north side of Oakes Avenue , is currently void of structures . The topography on the southern and central portions of the site consists of a gently northward sloped bench . The topography along the northern portion of the site dips to the north at an inclination of ~40 to 45 degrees and descends ~60 to 80 vertical feet to the shoreline of Guemes Channel . At the time of our visits vegetation coverage throughout the subject property consisted of predominantly birch trees with sporadic maple and Doug fir trees and an understory of ferns , blackberry , and nettle . Vegetation along the north side of and adjacent to Oakes Avenue consisted of grasses . At the time of our subsurface investigation , surface water was not observed on the site . Subsurface Soil Conditions Subsurface conditions were explored by excavating and sampling ten test pits (TP- 01 through TP- 10 ) on August 1 , 2013 and April 17 , 2014 . Test pits were advanced to depths between 4 . 5 and 10 . 0 feet below ground surface ( BGS ) using a tracked excavator . Subsurface soils encountered on -site generally consisted of approximately 0 . 25 to 1 foot medium dense to dense , silty , gravelly , sand (topsoil ) overlying approximately 0 . 5 to 1 foot of dense , slightly gravelly to gravelly , silty to very silty , sand (weathered glacial till ) above dense to very dense and hard to very hard , gravelly , very silty sand to very sandy , Page 2of18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 silt/clay (glacial till ) to the base of all explorations . Notably , test pit TP - 03 lacked a topsoil horizon and test pits TP -06 and TP- 10 lacked an apparent weathered glacial till horizon . Refer to the attached Site and Exploration Map ( Figure 2 ) and test pit logs for approximate locations and subsurface detail , respectively . Groundwater Groundwater was not encountered at the time of our exploration . The groundwater conditions reported on the test pit logs are for the specific locations and dates indicated , and therefore may not necessarily be indicative of other locations and/or times . Groundwater levels and or seepage rates are not static and it is anticipated that groundwater conditions will vary depending on local subsurface conditions , season , precipitation , changes in land use both on and off site , and other factors . CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation , it is our opinion that subsurface conditions at the site are suitable for the proposed development , provided the recommendations contained herein are incorporated into the project design . We recommend that all topsoil and soft portions of the native soil be removed from all structural areas and that the footings are placed on the suitably prepared native glacial till . We anticipate 1 to 2 . 5 feet of topsoil and weathered glacial till may need to be removed to reach suitably firm soil for foundation support . It is our understanding that re-vegetation of the property between the top of the slope and the proposed residences is planned to improve the views on the lots . The existing trees and brush would be ground into mulch and the area re-vegetated with Salal , Red Sword , Fern , Oregon grape , and other native species that are relatively short to preserve the view . In our opinion , this would not adversely affect the slope . We recommend that the proposed roof and footing drain that will be parallel to the top of the slope be setback a minimum of 25 feet from slope . Site Preparation and Earthwork The portions of the site to be occupied by proposed foundation , floor slabs , pavements , and/or sidewalks should be prepared by removing any existing topsoil , deleterious material and significant accumulations of organics from the area to be developed . Based on our explorations , GTS expects that between 1 and 3 . 5 feet of topsoil and weathered glacial till will be removed during site stripping . Prior to placement of foundation elements or structural fill , the exposed subgrade under all areas to be occupied by soil -supported floor slabs , spread or continuous foundations , or new sidewalk areas should be re -compacted to a firm and unyielding condition and proof rolled with a loaded dump truck , large self- propelled vibrating roller, or similar piece of equipment applicable to the size of the excavation . The purpose of this effort is to identify possible loose or soft soil deposits and re-compact , if feasible , the soil disturbed during site excavation activities . Page 3 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 Proof rolling should be observed by qualified geotechnical personnel . Areas exhibiting significant deflection , pumping , or are observed to have elevated moisture contents that prevent the soil from being adequately compacted should be overexcavated to firm soil . Overexcavated areas should be backfilled with structural fill as recommended elsewhere in this report . During periods of wet weather, proof rolling could damage the exposed subgrade . Under these conditions , qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible . Fill and Compaction Structural fill used to obtain final elevations for footings and soil -supported floor slabs must be properly placed and compacted . In general , any suitable , non - organic , predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction , and the specified degree of compaction is obtained . Material containing topsoil , wood , trash , organic material , or construction debris will not be suitable for reuse as structural fill and should be properly disposed of offsite or placed in nonstructural areas . Reuse of Onsite Soil Reuse of existing fill , if present , or native glacial till as structural fill is not considered feasible due to its high "fines" content (that which passes the U . S . No . 200 sieve) high in - place moisture and organic content . We recommend any reuse of the native soils be limited to landscape and other non -structural areas . Soils containing more than approximately 5 percent fines are considered moisture sensitive , and are very difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent . The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort . Imported Structural Fill We recommend that imported structural fill consist of clean , well -graded sandy gravel , gravelly sand , or other approved naturally occurring granular material ( pit run ) with at least 40 percent retained on the No . 4 sieve , or a well -graded crushed rock . Structural fill for dry weather construction may contain on the order of 10 percent fines (that portion passing the U . S . No . 200 sieve) based on the portion passing the U . S . No . 4 sieve . Soil containing more than about 5 percent fines cannot consistently be compacted to a dense , non-yielding condition when the water content is greater than the optimum moisture content determined using test method ASTM D1557 . Accordingly , we recommend that imported structural fill with less than 5 percent fines be used during wet weather conditions . Due to wet weather or wet site conditions , soil moisture contents could be high enough that it may be very difficult to compact even " clean " imported select granular fill to a firm and unyielding condition . Soils with over- optimum moisture contents should be scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents . Page 4 of 18 GeoTest Services, Inc. November 4 , 2014 Leeward Landing , Anacortes, Washington Job No . 14-0158 Backfill and Compaction Structural fill should be placed in horizontal lifts , 8 to 10 inches in loose thickness , and thoroughly compacted . All structural fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density , as determined using test method ASTM D1557 . In paved areas , the fill should be compacted to at least 92 percent , except the upper 24 inches of subgrade , which should be compacted to a minimum of 95 percent of maximum dry density . The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill . We recommend that compaction be tested after placement of each lift in the fill pad . Wet Weather Earthwork As described above , the onsite soils are moisture sensitive . It is our experience that the native soil is particularly susceptible to degradation during wet weather . As a result , it may be difficult to control the moisture content of the site soils during the wet season . If construction is accomplished during wet weather , we recommend that structural fill consist of imported , clean , well -graded sand or sand and gravel as described above . If fill is to be placed or earthwork is to be performed in wet weather or under wet conditions , the contractor may reduce soil disturbance by : • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel "working mats " over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber-tired roller at the end of each working day • Providing upgradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades . Seismic Design Considerations The Pacific Northwest is seismically active and the site could be subject to ground shaking from a moderate to major earthquake . Consequently , moderate levels of earthquake shaking should be anticipated during the design life of the project , and the proposed structure should be designed to resist earthquake loading using appropriate design methodology . Based on the seismic design provisions of the 2012 International Building Code , structures bearing on the generally very dense native till soils should be designed for Site Class C , very dense soil and soft rock profile according to Site Class Definitions , Table 1613 . 5 . 2 , The corresponding values for calculating a design response spectrum for the assumed soil profile type is considered appropriate for the site . Page 5 of 18 GeoTest Services, Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 Foundation Support and Settlement Foundation support for the proposed improvements may be provided by continuous or isolated spread footings founded on suitably prepared , proof- rolled , very dense glacial till or on properly compacted structural fill placed directly over the glacial till . We recommend that qualified geotechnical personnel verify that suitable bearing conditions have been reached prior to placement of structural fill or foundation formwork . To provide proper support , we recommend that all loose portions of the site soil be removed from beneath the building foundation area (s) or replaced with properly compacted structural fill as described above . In areas requiring overexcavation to competent native soil , the limits of the overexcavation should extend laterally beyond the edge of each side of the footing a distance equal to the depth of the excavation below the base of the footing . In addition , we recommend that all foundation elements for the proposed structure (s) bear entirely on similar soil conditions in order to help prevent differential settlement from occurring . All continuous and isolated spread footings should be founded a minimum of 18 inches below the lowest adjacent final grade for freeze/thaw protection . The footings should be sized in accordance with the structural engineer' s prescribed design criteria and seismic considerations . Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied , continuous or isolated spread footings founded directly on glacial till , or on compacted structural fill placed directly over glacial till , may be proportioned using a maximum net allowable soil bearing pressure of 3 , 500 pounds per square foot ( psf) . The term " net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level resulting from the total of all dead plus live loads , exclusive of the weight of the footing or any backfill placed above the footing . The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads . Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure , as well as the strength and compressibility characteristics of the underlying soil . Assuming construction is accomplished as previously recommended and for the maximum allowable soil bearing pressure recommended above , we estimate the total settlement of building foundations should be less than about one inch and differential settlement between two adjacent load - bearing components supported on competent soil should be less than about one half the total settlement . The soil response to applied stresses caused by building and other loads is expected to be predominantly elastic in nature , with most of the settlement occurring during construction as loads are applied . Page 6 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 Resistance to Lateral Loads Passive earth pressures developed against the sides of building foundations , in conjunction with friction developed between the base of the footings and the supporting subgrade will resist lateral loads transmitted from the structure to its foundation . For design purposes , the passive resistance of well - compacted fill placed against the sides of foundations may be considered equivalent to a fluid with a density of 280 pounds per cubic foot . The recommended value includes a safety factor of about 1 . 5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth . The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill . In design computations , the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement . If future plans call for the removal of the soil providing resistance , the passive resistance should not be considered . An allowable coefficient of base friction of 0 . 25 for undisturbed native soil and an allowable coefficient of base friction of 0 . 35 for import structural fill , applied to vertical dead loads only , may be used between the underlying soil and the base of the footing . However , if passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance . A safety factor of about 1 . 5 is included in the base friction design value . We do not recommend increasing the coefficient of friction to resist seismic or wind loads . Concrete Slabs -on -Grade Conventional slab- on -grade floor construction is considered feasible for the planned site improvements . Floor slabs may be supported on properly prepared native subgrade or on properly placed and compacted structural fill placed over properly prepared native soil . Prior to placement of the structural fill , the native soil should be proof- rolled as recommended in the Site Preparation and Earthwork section of this report . We recommend that interior concrete slab- on -grade floors be underlain by a minimum of 6 inches of compacted , clean , free-draining gravel with less than 5 percent passing the U . S . Standard No . 200 sieve (based on a wet sieve analysis of that portion passing the U . S . Standard No . 4 sieve ) . The purpose of this layer is to provide uniform support for the slab , provide a capillary break , and act as a drainage layer. To help reduce the potential for water vapor migration through floor slabs , at a minimum a continuous impermeable membrane of 6- to 10- mil polyethylene sheeting with tape- sealed joints should be installed below the slab . The American Concrete Institute (ACI ) guidelines suggest that the slab may either be poured directly on the vapor retarding membrane or on a granular curing layer placed over the vapor retarding membrane depending on conditions anticipated during construction . We recommend that the architect or structural engineer specify if a curing layer should be used . If moisture control within the building is critical , we recommend an inspection of the vapor retarding membrane to verify that all openings have been properly sealed . Page 7 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 Pavement Subgrade Preparation Selection of a pavement section is typically a compromise between higher initial cost and lower maintenance on one side , and lower initial cost , with more frequent maintenance and less time before an overlay or other maintenance if necessary , on the other . For this reason , we recommend that the owner participate in the selection of proposed pavement improvements planned for the site . Site grading plans should include provisions for sloping of the subgrade soils in proposed pavement areas , so that passive drainage of the pavement section (s ) can proceed uninterrupted during the life of the project . Structural fill placed to establish subgrade elevation should be compacted to a minimum of 95 percent of its maximum dry density , as determined using test method ASTM D1557 . Prior to the placement of base- course and paving materials , the exposed subgrade under all areas to be occupied by asphalt and/or concrete pavement should be proof rolled . Proof rolling should be accomplished with a loaded dump truck , large self- propelled vibrating roller, or equivalent piece of equipment . The purpose of this effort is to identify possible loose or soft soil and recompact disturbed areas of the subgrade . Proof rolling should be observed and verified by GeoTest personnel . Areas exhibiting significant deflection , pumping , or saturated soils that cannot be readily compacted should be over-excavated to firm soil . Over-excavated areas should be backfilled with compacted granular fill . During periods of wet weather, proof rolling could damage the exposed subgrade . Under these conditions , GeoTest personnel should observe subgrade conditions to determine if proof rolling is feasible . Prevention of road - base saturation is essential for pavement durability ; thus , efforts should be made to limit the amount of water entering the base course . Exterior concrete slabs-on -grade , such as driveways and sidewalks , may be supported directly on undisturbed native or on properly placed and compacted structural fill ; however, long -term performance will be enhanced if exterior slabs are placed on a layer of clean , durable , well -draining granular material . Flexible Pavement Sections — Light Duty We anticipate that asphalt pavement will be used for new access drives and parking areas . We recommend a standard , or " light duty" , pavement section consist of 3 inches of Class B asphalt above 6 inches of crushed surfacing base course ( CSBC) meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification M3 . 9 [3] . Asphalt and CSBC sections should be founded above a subgrade compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557 . Depending on construction staging and desired performance , CSBC material may be substituted with asphalt treated base (ATB ) beneath the final asphalt surfacing . The substitution of ATB should be as follows : 6 inches of crushed rock can be substituted with 4 inches of ATB . ATB should be placed over a subgrade compacted to at least 95 percent of the relative density , and a 1 'h- to 2 - inch thickness of crushed rock to act as a working surface . If ATB is used for construction access and staging areas , some rutting and disturbance of the ATB surface should be expected . The general contractor should Page 8 of 18 GeoTest Services, Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 remove affected areas and replace them with properly compacted ATB prior to final surfacing . Foundation and Site Drainage To reduce the potential for groundwater and surface water to seep into interior spaces we recommend that an exterior footing drain system be constructed around the perimeter of new building foundations as shown in the Typical Footing & Wall Drain Section ( Figure 3) . The drain should consist of a minimum 44ch diameter perforated pipe , surrounded by a minimum 12 inches of filtering media with the discharge sloped to carry water to a suitable collection system . The filtering media may consist of open . graded drain rock wrapped by a nonwoven geotextiie fabric (such as Mirafi 140N , Synthetic Industries 351 , or equivalent) or a graded sand and gravel filter. The drainage backfill should be carried up the back of wall to within approximately 1 foot of the finished grade and contain less than 3 percent by weight passing the U . S . Standard No . 200 sieve ( based on a wet sieve analysis of that portion passing the U . S . Standard No . 4 sieve) . The invert of the footing drain pipe should be placed at approximately the same elevation as the bottom of the footing or 12 inches below the adjacent floor slab grade , whichever is deeper, so that water will not seep through walls or floor slabs . The footing drain should discharge to an approved drain system and include cleanouts to allow periodic maintenance and inspection . Positive surface gradients should be provided adjacent to the proposed residences to direct surface water away from the foundations and toward suitable drainage facilities . Roof drainage should not be introduced into the perimeter footing drains , but should be separately discharged directly to the stormwater collection system or other appropriate outlet . Pavement and sidewalk areas should be sloped and drainage gradients should be maintained to carry all surface water away from the building towards the local stormwater collection system . Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction . Construction excavations should be sloped to drain to sumps where water from seepage , rainfall , and runoff can be collected and pumped to a suitable discharge facility . According to the site plan provided by Herrigstad Engineering & Surveying ( Figure 2) , the stormwater collected from impervious surfaces associated with the proposed residences will be tightlined northward down the shoreline slope between lot 6 and lot 7 . Proper drainage controls have a significant effect on erosion . All surface water and collected drainage water should not be allowed to accumulate and/or run down the face of shoreline slope or outlet onto or near the top of the shoreline slope . A typical stormwater conveyance system should consist of an appropriately sized catch basin located near the top of the slope to collect all of the site drainage pipes . The water is generally carried down the site slope to the base of the slope with an overland , continuous HDPE pipe that is appropriately sized and anchored to prevent excessive movement . Future subsurface explorations along the HDPE pipe alignment will be required to determine anchoring depth . We recommend that all collected site stormwater tightlined to the base of the slope be discharged within an applicable tee diffuser. We recommend placing the tee diffuser directly onto the existing rip rap rock at the base of the slope to prevent excessive erosion within the area of discharge . We are available to help with the final design of a stormwater discharge system along with field fitting the system to the existing site conditions . Page 9 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 Utilities It is important that utility trenches be properly backfilled and compacted to minimize the possibility of cracking or localized loss of foundation , slab , or pavement support . It is anticipated that excavations for new underground utilities will be in the dense native soils . Trench backfill in improved areas ( beneath structures , pavements , sidewalks , etc. , should consist of structural fill as defined earlier in this report . Outside of improved areas , trench backfill may consist of re- used native fill . Trench backfill should be placed and compacted in accordance with the report section Fill and Compaction and as shown in the Typical Utility Trench Section ( Figure 4 ) . Surcharge loads on trench support systems due to construction equipment , stockpiled material , and vehicle traffic should be included in the design of any anticipated shoring system . The contractor should implement measures to prevent surface water runoff from entering trenches and excavations . In addition , vibration as a result of construction activities and traffic may cause caving of the trench walls . Actual trench configurations should be the responsibility of the contractor. All applicable local , state , and federal safety codes should be followed . All open cuts should be monitored by the contractor during excavation for any evidence of instability . If instability is detected , the contractor should flatten the side slopes or install temporary shoring . If groundwater or groundwater seepage is present , and the trench is not properly dewatered , the soil within the trench zone may be prone to caving , channeling , and running . Trench widths may be substantially wider than under dewatered conditions . Temporary and Permanent Slopes Actual construction slope configurations and maintenance of safe working conditions , including temporary excavation stability , should be the responsibility of the contractor, who is able to monitor the construction activities and has direct control over the means and methods of construction . All applicable local , state , and federal safety codes should be followed . All open cuts should be monitored during and after excavation for any evidence of instability . If instability is detected , the contractor should flatten the side slopes or install temporary shoring . Temporary excavations in excess of 4 ft should be shored or sloped in accordance with Safety Standards for Construction Work Part N , WAC 296- 155-657 . Temporary unsupported excavations in the native soils encountered at the project site are classified as a Type A soil according to WAC 296- 155-657 and may be sloped as steep as 3/4H : 1V ( Horizontal : Vertical ) . All soils encountered are classified as Type C soil in the presence of groundwater seepage . Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop . Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. We recommend that permanent cut or fill slopes be designed for inclinations of 2H : 1V or flatter. All permanent cut slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction . Page 10 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No , 14-0158 Beach Access Staircase and Public Trail Construction Recommendations We understand there are plans to construct a staircase and an approximately 5 to 10 foot wide foot trail down the slope face to obtain access to the beach . We recommend that the staircase be supported by pin piles embedded at least three feet into suitably firm glacial till . The depth to suitable bearing should be determined by exploring the portion of the slope onto which the staircase will be aligned with dynamic cone penetrometers ( DCPs) . This investigation needs to be conducted before construction of the stairs takes place . DCP explorations include advancing a pointed steel rod into the subgrade soils using repeated blows with a 35- pound drop hammer. The number of blows required to advance the rod 10 centimeters , or approximately 4 inches , is recorded during continual driving with the drop hammer. The blows necessary to advance the rod into the soil are correlated with the density of granular soil deposits and the consistency or cohesive soils . We recommend that the public access trail be founded on the dense glacial till underlying the site . It can be overlain with crushed rock or gravel to reduce degradation during the wet , winter months . We recommend that all exposed soil slopes from construction of the trail be hydroseeded as soon as possible to maintain slope stability . Depending upon the route chosen and configuration of the slope , retaining walls may be required to support the trail . All excavated soils from the construction of the trail should be removed from the slope face to prevent potential destabilization . GEOLOGICALLY HAZARDOUS AREAS The purpose of this report is to comply with current City of Anacortes Code ( CAC ) Chapter 17 . 54 . 080 - Geologically Hazardous Areas for the project to be located at parcels P58285 and P31716 off Oakes Avenue in Anacortes , Washington . Site Geology As previously stated , the online DNR map indicates subsurface conditions within the vicinity of the project site are composed of Pleistocene aged continental sedimentary deposits or rocks (Qc (w) ) of the Whidbey Formation and Pleistocene aged glacial till deposited during the Fraser Glaciation (Qgt) . Subsurface native soils observed within our explorations appeared consistent with the mapped glacial till . Soil Survey According to the United States Department of Agriculture ( USDA) Natural Resource Conservation Service website , the subject property is mapped as having Clallam Gravelly Loam — 8 to 15 Percent Slopes on the flatter portions of the site and Dystric Xerochrepts — 70 to 90 Percent Slopes on the bluff slope . According to the Soil Survey , the Clallam Gravelly Loam soil has a relatively low erosion susceptibility and has an erosion factor K (susceptibility of a soil to sheet and rill erosion by water) of 0 . 20 while the Dystric Xerochrepts have a very low erosion factor of 0 . 15 . Values of K range from 0 . 02 to 0 . 69 , and , the higher the value , the more susceptible the soil is to water erosion . Page 11 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 Coastal Zone Atlas According to the Washington State Department of Ecology ' s Coastal Zone Atlas , the south -facing shoreline slope on the subject property is mapped as " Unstable " . However , the DOE ' s disclaimer states , "these maps are intended to educate the public about the shoreline and to guide regional land use decisions . The maps SHOULD NOT be used as a substitute for site specific studies carried out by qualified geologists and engineers . " Based on the observations made during our site visit , it appears that the shoreline slope below the vicinity of the project site is relatively stable . We did see isolated areas of small slides on the beach at the base of the subject slope and observed normal erosion on the bluff face but no obvious signs of significant instability or rotational failure were observed on the subject property during our site visit . Limited Historic Aerial Photo Review We had an opportunity to review twelve aerial photos of the subject property from 1998 to 2012 in order to evaluate the frequency of slides within the vicinity of the project site . Based on our review , it appears that the top and face of the slope at the subject property has not changed significantly during the past 14 years . Surface Conditions The site of the proposed future construction is located off the north side of Oakes Avenue . The topography gently slopes downward to the north with at an inclination ranging from approximately 2 to 10 degrees for approximately 250 feet before reaching the top of a bluff slope . At the top of the bluff, the inclination dips to the north at an inclination of �40 to 45 degrees and descends ~60 to 80 vertical feet to the shoreline of Guemes Channel . A 10 foot wide bench for an abandoned track was observed just south of the toe of the slope . The property and bluff was heavily vegetated with brush , grasses and alder trees . No obvious signs of significant erosion were observed on the slopes at the project site . Several trees at the top of the bluff were undercut , exposing the root system . Scattered bare areas were observed on the slope that appeared to be the result of surficial topsoil movement . The tow of the slope was armored with 3 to 4 man rocks stacked ~ 6 feet high and 6 feet deep . Site slopes generally appear relatively stable in their current configuration . Surface water was not observed flowing across the site or over the top of the slopes at the time of our site visit in June of 2012 . A 3/8 inch pointed steel rod was used to probe the near surface soils within the upper flatter portions of the site and refusal was typically met within 3 to 6 inches and the soil was judged to be generally dense/hard and therefore relatively resistant to normal weathering conditions . Other than occasional small slides observed normal erosion observed on the subject slope face , no obvious signs of significant instability or rotational failure was observed on the subject property during our site visit . Page 12 of 18 • Ilk w .. * • + • ... TI`. '7/Y', #*vAlgo Pull � Ty� KIN WP Ill 0, if or or lool for IN ol 14 + � Kit ,-, ✓' . Ac yKKK: cb ss: �r ....s... . ` of 1. Ll ol go, KKK "gr _ - 14dd goo ddd • • ` ens e v if Ir i " r K q� All cpt iij Ilf T }� '•t�+�u t n .. 3 F. q illY'kk:4 qyi } 4� .� It _ f i 1 A EEryy1 � � F 3 > F`.� _ Imo' _ ..` � >'� � � � •.. 4 1 ` i ,r, ri y� b �jp� ( k nKp- ' a K. y,,hA qL Kill. 4 1 K I III I KKKI IN c s 61 GeoTest Services, Inc. November 4 , 2014 Leeward Landing , Anacortes, Washington Job No . 14-0158 Photo 3 A Y N; 5 .. �i. Vd rr Ir � � A -fit S Standing at toe of bluff, looking east. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation , it is our opinion that subsurface conditions at the site are suitable for future development , provided the recommendations contained herein are incorporated into the project design . Landslide Hazard and Slope Stability Assessment We visited the site to provide a visual evaluation of the existing slope stability , particularly within steeper portions of the site slopes located near the north property line . No obvious signs of recent instability or significant erosion were observed on the native slopes at the project site . Due to the presence of dense glacial deposits observed and interpreted to underlie the project site , a deep seated rotational type failure affecting the future development of the parcels or adjacent parcels is unlikely to occur . Rotational failures can extend down into the subsurface to substantial depths . These ,I failures typically leave geomorphic evidence of their existence on the slope . Typical indicators are head scarps , tension cracks , sag ponds , seepage zones , hummocky ground surface and slump blocks . Obvious visual indications of slope instability , such as those referenced above , or signs of severe soil creep , as indicated by excessive numbers or curvatures of pistol - butted tree trunks , were not observed within the subject slope below the location of the proposed improvements . Due to the apparent stable condition of native slopes at the project site and assuming our recommendations are carried out for the life of the project , it is our opinion that landslides are unlikely to occur and affect future development . Page 14 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes, Washington Job No , 14-0158 Buffers and Setbacks Based on the relatively stable condition of the existing bluff, it is our opinion that a building setback of 30 feet from the top of the bluff is appropriate for the planned development . The proposed roof and footing drain that will be parallel to the top of the slope should be setback a minimum of 25 feet from slope . In addition , we recommend that a 15 foot stockpile buffer be maintained from the top of the bluff slope . The purpose of the stockpile buffer is to reduce the potential for instability to occur by overloading the slope with a surcharge of stockpiled material . Tree Removal and Modifications Considerations It is our understanding that selective tree removal and modification is planned for the site and associated slope . GeoTest Services has reviewed Urban Forestry Services , Inc . , draft report dated October 30 , 2014 , for vegetation management within the property . A total of 103 trees are recommended for removal and replacement planting . These include 7 trees at the top of the slope that are at risk of failing and causing slope failure and erosion . The removed trees will leave stumps in place no more than 4 feet in height . The large wooden debris from the tree removal will be placed on the slope to aid in erosion control . The root structure from the stumps will help retain the soils and aid in erosion control until new vegetation growth can occur. Replanting will consist of Salal , Red Sword , Fern , Oregon grape , Snow pine , Oceanspray and other native species . Other trees on the site will undergo selective pruning and coppicing . We recommend the large wood debris from the tree removal be placed horizontal to the slope on inclinations equal to or less than 2 . 5H : 1 V (40 percent) . The large debris should be secured to prevent downward movement on the slope . Following removal of the trees , we would recommend any bare areas be covered in mulch or straw and replanted with shrubs as soon as possible . Netting or blankest may be needed depending on the inclination of the slope . In our opinion , the vegetation management plan provided by Urban Forestry Services , Inc . , will improve slope stability and decrease erosion potential . Erosion Control The following recommendations are intended to prevent erosion from occurring during and after the construction phase of the project : • Any clearing and grading activities for the proposed construction will need to incorporate Best Management Practices ( BMPs) for erosion control in compliance with current City of Anacortes codes and standards . • We recommend adhering to the vegetation management recommendations detailed in Urban Forestry Services , Inc . , report for the project site dated July 9 , 2014 , • Proper drainage controls have a significant effect on erosion . Therefore , we recommend that drainage features include collection of all roof water, footing drain and any other drainage features . Discharge from these facilities should be Page 15 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 directed into a suitable drainage system . All surface water and any collected onto or near the top of the site slopes . • Yard waste should not be dumped over the face of site slopes . Yard waste can retain water and cause instability on the slope face . • All areas disturbed by construction practices should be vegetated or otherwise protected to limit the potential for erosion as soon as practical during and after construction . Areas requiring immediate protection from the effects of erosion should be covered with either plastic , mulch or erosion control netting/blankets . Areas requiring permanent stabilization should be seeded with an approved grass seed mixture , or hydroseeded with an approved seed - mulch -fertilizer mixture . We recommend that appropriate silt fencing be incorporated into the construction plan for erosion control . Based on observations made during our site visit and assuming that the above recommendations are incorporated into project construction , as well as appropriate maintenance being carried out for the life of the project , it is our opinion that the site does not present a hazard relative to future development of the parcels provided the foundations for the new residences bear entirely on competent soil . Provided that best management practices are used during site grading activities , significant erosion should not occur during construction . Geotechnical Consultation and Construction Monitoring GeoTest Services recommends that we be involved in the project design review process . The purpose of the review is to verify that the recommendations presented in this report have been properly interpreted and incorporated in the design and specifications . We recommend that geotechnical construction monitoring services be provided . These services should include observation by GeoTest personnel during fill placement/compaction activities and subgrade preparation operations to verify that design subgrade conditions are obtained beneath the proposed buildings . We also recommend that periodic field density testing be performed to verify that the appropriate degree of compaction is obtained . The purpose of these services would be to observe compliance with the design concepts , specifications , and recommendations of this report , and in the event subsurface conditions differ from those anticipated before the start of construction , provide revised recommendations appropriate to the conditions revealed during construction . GeoTest Services would be pleased to provide these services for you . GeoTest Services is also available to provide a full range of materials testing and special inspection during building construction as required by the local building department and the International Building Code . This may include specific construction inspections on materials such as reinforced concrete , reinforced masonry , wood framing and structural steel . These services are supported by our fully accredited materials testing laboratory . Page 16 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No , 14-0158 USE OF THIS REPORT GeoTest Services has prepared this report for the exclusive use of Nels Strandberg and his design consultants for specific application to the design of the proposed new residences to be located on the north side of Oakes Avenue , between Kansas Avenue and Anacopper Road , in Anacortes , Washington . Use of this report by others or for another project is at the user' s sole risk . Within the limitations of scope , schedule , and budget , our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession ; no other warranty , either expressed or implied , is made as to the professional advice included in this report . Our site explorations indicate subsurface conditions at the dates and locations indicated . It is not warranted that they are representative of subsurface conditions at other locations and times . The analyses , conclusions , and recommendations contained in this report are based on site conditions to the limited depth of our explorations at the time of our exploration program , a brief geological reconnaissance of the area , and review of published geological information for the site . We assume that the explorations are representative of the subsurface conditions throughout the site during the preparation of our recommendations . If variations in subsurface conditions are encountered during construction , we should be notified for review of the recommendations of this report , and revision of such if necessary . If there is a substantial lapse of time between submission of this report and the start of construction , or if conditions change due to construction operations at or adjacent to the project site , we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein . The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations . GeoTest Services , Inc . should not be assumed to be responsible for job site safety on this project , and this responsibility is specifically disclaimed . Page 17 of 18 GeoTest Services , Inc. November 4 , 2014 Leeward Landing , Anacortes , Washington Job No . 14-0158 We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase . If you have any questions regarding the information contained in this report , or if we may be of further service , please contact the undersigned . Respectfully Submitted , GeoTest Services , Inc . � ®$ Wash' s 3> , A& SCO OQ o wns��OFF 0 oginetring Geologist 00 2420 �` � 42610 plSed Ge °�o �� C�%tSTC� k Tim Ghylla �ss�UNn1, Tim Chylla L . E . G . Dong - Soo Lee , P . E . Engineering Geologist Senior Geotechnical Engineer Attachments : Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 2A Cross Section Figure 3 Typical Footing and Wall Drain Section Figure 4 Typical Utility Trench Section Figure 5 Soil Classification System and Key Figures 6 - 10 Logs of Test Pits Figures 11 - 13 Grain Size Distribution REFERENCES Interactive Geologic Map of Washington State . Online interactive services provided by the Washington State Department of Natural Resources . Soil Survey of Skagit County. Prepared by the USDA National Resource Conservation Service . http ://www . or. nrcs . usda . gov/ Page 18 of 18 rk Zak ' Vie ,. k a 4it `� to F4 t " .° , 4 ti ; 3 IN e � t 110 Or VZT a `� fV It 114 _ rr NN - �� t� Y � ro "f tityy 6T i-1 — - I -. � isitt, IPA F _ IN r y y it ix ♦ . .! f Y � 1 Nov, Ty t r It t t ! $ 4 it 1 .t rL Y n IV 4 ,t IN MAP REFERENCED FROM • 2014 NORTH Date : 06�24- 14 Scale : As shown GEOTEST SERVICES, INC . SITE VICINITY MAP Project Bellingham ,741 Marine Drive . 98225 LEEWARD LANDING - . • AVENUE . • . • - • A 80' 30 ' Building Setback 60 ' Abandoned Tracks 40 Glacial Till (Qgt) Rockery ~40' to 45° 20 ' Pleistocene aged continental sedimentary deposits or rocks ( Qc (w) ) 0 ' 0' 20' 40 ' 60 ' 80 ' 110 , A' 120' 140' Date : 7-8- 14 T By JH Scale : As Shown Project GEOTEST SERVICES, INC. CROSS SECTION 14 -0158 741 Marine Drive Bellingham , WA 98225 LEEWARD LANDING Figure phone : (360) 733-7318 OAKES AVENUE fax: (360) 733-7418 ANACORTES , WASHINGTON 2A MJ SHALLOW FOOTINGS WITH INTERIOR SLAB - ON - GRADE V � AAqq at r � r Slope to drain away Floor Slab from structure. At � - Compacted Impervious Soil It Va11 por Barrier (12 inch minimum) s r �\ Or Pavement - r - (2 inch minimum) y > a k• y, c CdA A ` Approved Non-woven r; f'``. At , `ti j . Geotextile Filter Fabric (18 inch minimum fabric lap) f\4j ; ,\ - Coarse Gravel CapigaryBreak 4 f� / (6 inch minimum) Suitable Soft "r _;, : 4 . L f f _ r Free Draining Sand and Gravel Fill t 4 -- Weep Holes \Y 4 ` ` '` AAA' . '" :. ` ;, ': �;` �'�\ /; \. %rf. Suitable Soil ++ ---- Four Inch Diameter, Perforated, Rigid PVC Pipe (Perforations oriented down, wrapped in non-woven Drainage Material geotextilr filler fabrr„ directed to suitable discharge) (Drain Rock or Pea Gravel) NOTES : FOOTINGS SHOULD BE PROPERLY BURIED FOR FROST PROTECTION IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE OR LOCAL BUILDING CODES (TYPICALLY 18 INCHES BELOW EXTERIOR FINISHED GRADES Date : 06-25- 14 T By: JH Scale : None Project GEOTEST SERVICES, INC. TYPICAL FOOTING & WALL DRAIN SECTION 14 -0158 741 Marine Drive Bellingham , WA 98225 LEEWARD LANDING Figure phone : (360) 733-7318 OAKES AVENUE fax: (360) 733-7418 ANACORTES , WASHINGTON LANDSCAPING AREAS LOAD BEARING AREAS eTopsoil (Typical) 1i Concrete Sidewalk i� t-- Curb and Mutter t , Asphati Pavement lee l \\ 41 It i ~ Suitable Backflll Structural Fiitf � + i t 90% Compaction 1 (See test) { (per ASTM 1557) i y II I Minimum r - { + 95% Oompaction r ,Varies ? { vanes \ (perAgTM 1557) { L i Warning Tape (TYp. 12" Above Pipe) IF LLLLLLLLL {I utility � � I �� _ � ��I[. � utility r Pipe Pipe Bedding Material y Pipe " Vane$ + Suitable Dative Soil ' i� Date : 06-25- 14 By: JH Scale : None Project GEOTEST SERVICE, INC. TYPICAL UTILITY TRENCH SECTION 14 =0158 741 Marine Drive Bellingham , WA 98225 LEEWARD LANDING Figure phone : (360) 733-7318 OAKES AVENUE fax: (360) 733-7418 ANACORTES , WASHINGTON Soil Classification System uscs MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONSI'1(2) GRAVEL AND q : o : a CLEAN GRAVEL GW Well-graded gravel; gravel/sand mixture(s); little or no fines o: ' n:; GRAVELLY SOIL (Little or no fines) o �' N m o . a o . GP Poorly graded gravel; gravel/sand mixture(s); little or no fines O Nn. Q AA rn @ (n .� > (More than 50% of Silt ravel; ravel/sand/silt mixture(s) m m coarse fraction retained GRAVEL WITH FINES GM y9 9 ( ) W E 'm on No. 4 sieve) (Appreciable amount of Z� o o fines) GC Clayey gravel; gravel/sand/clay mixture(s) o N 0 Lo z CLEAN SAND .SW Well-graded sand; gravelly sand; little or no fines W CC C SAND AND L r SANDY SOIL (Little or no fines) Q $P Poorly graded sand; gravelly sand; little or no fines (More than 50% of SM Silty sand; sand/silt mixture(s) coarse fraction passed SAND WITH FINES through No. 4 sieve) (Appreciable amount of fines) SC Clayey sand; sand/clay mixture(s) Inorganic silt and very fine sand; rock flour; silty or clayey fine SILT AND CLAY ML sand or clayey silt with slight plasticity p N CL Inorganic clay of low to medium plasticity; gravelly clay; sandy E N (Liquid limit less than 50) clay; silty clay; lean clay W o d QL, Organic silt; organic, silty clay of low plasticity Z o Z m LO N N tSILT AND CLAY MH Inorganic silt; micaceous or diatomaceous fine sand W CH Inorganic clay of high plasticity; fat clay 6 E (Liquid limit greater than 50) QH Organic clay of medium to high plasticity; organic silt HIGHLY ORGANIC SOIL PT Peat; humus; swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock (See Rock Classification) WOOD WD Wood, lumber, wood chips DEBRIS O O O DB Construction debris, garbage Notes: 1 . Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure), as outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as follows: Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc. Secondary Constituents: > 30% and < 50% - "very gravelly," "very sandy," "very silty," etc. > 12% and < 30% - "gravelly," "sandy," "silty," etc. Additional Constituents: > 5% and < 12% - "slightly gravelly," "slightly sandy," "slightly silty," etc. :S 5% - "trace gravel," "trace sand," "trace silt," etc. , or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER & INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch O. D. , 2.42-inch LD. Split Spoon PP = 1 .0 Pocket Penetrometer, tsf b 2.004ch O.D. , 1 .50-inch I.D. Split Spoon TV = 0.5 Torvane, tsf �— Recovery Depth Interval c Shelby Tube PID = 100 Photoionization Detector VOC screening, ppm 1� J ~ Sample Depth Interval d Grab Sample W = 10 Moisture Content, J e Other - See text if applicable D = 120 Dry Density, pcf Portion of Sample Retained 1 300-Ib Hammer, 30-inch Drop -200 = 60 Material smaller than No. 200 sieve, % for Archive or Analysis 2 1404b Hammer, 304nch Drop GS Grain Size - See separate figure for data 3 Pushed AL Atterberg Limits - See separate figure for data 4 Other - See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis Q Approximate water elevation at time of drilling (ATD) or on date noted. Groundwater ATD levels can fluctuate due to precipitation, seasonal conditions, and other factors. Leeward Landing Figure GC 5T Oakes Avenue Soil Classification System and Key Anacortes , Washington TPA SAMPLE DATA SOIL PROFILE GROUNDWATER CD 0 a a) � o Tracked Excavator 0 E T T ma E Excavation Method : IL Z a = (n Ground Elevation (ft) : " 87 U Strandberg Construction o ? Excavated By: g 0 OL Medium dense to dense, damp, dark brown, z 1 = d W = 15 > silty, gravelly, SAND, contains rootlets (Topsoil) 0 Groundwater not encountered. W = 5 SM Dense, dry, light brown to tan, slightly gravelly to W 2 2 = d GS gravelly, silty to very silty, SAND, slightly mottled z SM/ (Weathered Glacial Till) �a ML Dense to very dense and hard to very hard, damp, light brown to gray, gravelly, very silty, w 4 SAND to very sandy, SILT/CLAY (Glacial Till) 0 0 z 6 Z) 3 = d JG z w 8 Y 16 4 d 0 LO 10 Test Pit Completed 08/01 /13 o Total Depth of Test Pit = 9.0 ft. M z 0 Cr TP =2 r z z 0 SAMPLE DATA SOIL PROFILE GROUNDWATER w z � aD wo o Tracked Excavator a E .0 Excavation Method : a5 rn >% z aa) �, m rn Ground Elevation (ft): " $$ o t W Ea) M E ; m 05 Excavated By: Strandberg Construction 0 rn 06 In I— 0 Z) 0 w > OL Medium dense to dense, damp, dark brown, 0 1 = d W = 14 > silty, gravelly, SAND, contains rootlets (Topsoil) Groundwater not encountered. SM Dense, dry, light brown to tan, slightly gravelly to U. 2 2 d W - 8 SM/ gravelly, silty to very silty, SAND, slightly mottled 6 ML (Weathered Glacial Till) W Dense to very dense and hard to very hard, M damp, light brown to gray, gravelly, very silty, N 4 3 X: d W = 16 SAND to very sandy, SILT/CLAY (Glacial Till) U) F W W 6 a 0 0 0 0 0 8 4 d W = 20 (D U) Test Pit Completed 08/01 /13 W 10 Total Depth of Test Pit = 8.5 ft. 0 a o_ X v v Notes: 1 . Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to "Soil Classification System and Key' figure for explanation of graphics and symbols. a Leeward Landing Figure 0eOT , 15T Oakes Avenue Log of Test Pits Anacortes , Washington TP =3 SAMPLE DATA SOIL PROFILE GROUNDWATER 0M m .°o o Tracked Excavator o E T E Excavation Method : a Z o ns u> > -89 F m Z �, 0 r Ground Elevation (ft) : n a) a � m � E U Excavated By: Strandberg Construction a 0 rn 06 (A I— U Z) 0 SM Dense, dry, lightl brown to tan, slightly gravelly z 1 = d W = 14 to gravelly, silty to very silty, SAND, slightly GS Groundwater not encountered. W = 11 mottled (Weathered Glacial Till) 2 d w m 2 = GS SM/ Dense to very dense and hard to very hard, z ML damp, light brown to gray, gravelly, very silty, SAND to very sandy, SILT/CLAY (Glacial Till) U) 4 W 0 O U Q a 6 Ld 3 d W = 17 z w a 8 Test Pit Completed 08/01 /13 w ft Total Depth of Test Pit = 7.0 . Y Q O � 10 a 0 M z O 0 TP-4 Z 0 o' SAMPLE DATA SOIL PROFILE GROUNDWATER ca z n a, wo o Tracked Excavator a E .Q Excavation Method : z m rn E -91 L) rn Ground Elevation (ft): a E E E Excavated By: Strandberg Construction o (n 06 07 I— 0 D Q 0 W OL Medium dense to dense, damp, dark brown, 0 1 d W = 11 silty, gravelly, SAND, contains rootlets (Topsoil) W 2 d W = 6 SM Groundwater not encountered. Dense, dry, light brown to tan, slightly gravelly to 2 SM/ gravelly, silty to very silty, SAND, slightly mottled LL ML (Weathered Glacial Till) oDense to very dense and hard to very hard, damp, light brown to gray, gravelly, very silty, 0 4 SAND to very sandy, SILT/CLAY (Glacial Till) N 3 d W = 10 W GS o g DO Test Pit Completed 08/01 /13 o Total Depth of Test Pit = 5.5 ft. 0 0 0 0 8 w 0 0 JJ U 'I o 10 a o_ X v v Notes: 1 . Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. a Leeward Landing Figure CaeoT@5T Oakes Avenue Log of Test Pits Anacortes , Washington e TP=5 SAMPLE DATA SOIL PROFILE GROUNDWATER U' a m o Tracked Excavator 0 E T T Excavation Method : d Z I— ca rn >. �90 F a) Z �, o tCD Ground Elevation (ft): a) m � m (D m (h Excavated By: Strandberg Construction a 0 (n ed U) F (7 Z) z 0 1 = d W = 14 OL Medium dense to dense, damp, brown to z SM reddish brown, silty, gravelly, SAND, contains o SM/ rootlets (Topsoil) Groundwater not encountered, w m 2 ML Dense, dry, light brown to tan, slightly gravelly to o gravelly, silty to very silty, SAND, slightly mottled (Weathered Glacial Till) Dense to very dense and hard to very hard, w 4 2 = d W = 13 damp, light brown to gray, gravelly, very silty, SAND to very sandy, SILT/CLAY (Glacial Till) 0 U z 6 Test Pit Completed 08/01 /13 ui Total Depth of Test Pit = 5.0 ft. 0 z w a 8 0 10 v 0 M z O 0 TP=6 z 0 SAMPLE DATA SOIL PROFILE GROUNDWATER w E (D .0 n E .Q Excavation Method : N z m rn >% �82 0 rn Ground Elevation (ft) : L (n a E E Excavated By: Strandberg Construction ¢ 0 w OL Medium dense to dense, damp, dark brown, w 1 = d W = 13 silty, gravelly, SAND, contains rootlets (Topsoil) Groundwater not encountered. o SM/ Dense to very dense and hard to very hard, 2 ML damp, light brown to gray, gravelly, very silty, U. SAND to very sandy, SILT/CLAY (Glacial Till) w 2 = d W = 16 0 M N 4 3 d W = 17 U) w Test Pit Completed 08/01 /13 6 Total Depth of Test Pit = 4.5 ft. n. 0 0 0 0 0 O 8 w 0 U) U Uj 0 10 K OF X v v Notes: 1 . Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. a Leeward Landing Figure o AoTe5T Oakes Avenue Log of Test Pits Q Anacortes , Washington 8 TP =7 SAMPLE DATA SOIL PROFILE GROUNDWATER CD M0 am M° o Tracked Excavator E T E Excavation Method : m m C3 rn Ground Elevation (ft) : "72 .5 o n U) M m m (n Excavated By: Strandberg Construction p rn 06 o) I— (D Z) 0 OL Loose, dark brown, moist, slightly gravelly, very W = 33 1 = d silty, SAND, contains organics and roots GS SM (Topsoil) Groundwater not encountered. 2 Very dense, tan to gray, damp to moist, very 2 = d W = 19 silty, SAND; contains mottling (Slightly weathered Glacial Till) Pocket Penetrometer = 4.5+ at 2.75 feet BGS 4 SM/ Minor sidewall caving during excavation from o ML approximately 0 to 4 feet BGS a Dense and Hard, brown to gray, damp, very silty N 6 SAND to sandy SILT, contains trace subrounded gravel (Glacial Till) IL 3 = d W = 16 No sidewall caving during excavation from c? 8 approximately 4 to 10 feet BGS z Pocket Penetrometer = 4.5+ at 7.5 feet BGS W 10 4 11L d W = 16 w Y Test Pit Completed 04/17/14 o Total Depth of Test Pit = 10.0 ft. 12 U) w Y ¢ ° TP=8 s ef SAMPLE DATA SOIL PROFILE GROUNDWATER Uj Uj co z a � 0 Tracked Excavator E a E Excavation Method : H m rn >% z $ z �, w Ground Elevation (ft) : `72 L U)g E E N Excavated By: Strandberg Construction 3 o in xs in � c9 o w OL Loose, dark brown, moist, very silty, SAND, O 1 = d W = 16 SM contains organics and roots (Topsoil) Groundwater not encountered. Medium dense, dark brown to tan, moist, very 2 silty, SAND, contains mottling and numerous LL W = 17 SM \ organics (Very weathered Glacial Till) °w 2 = d GS \ Minor sidewall caving during excavation from / �? SM/ \approximately 0 to 3.5 feet BGS — � 4 — - - - - - - - - - N ML Medium dense, white to tan, moist, very silty, u SAND (Weathered Glacial Till) w 6 W = 14 Pocket Penetrometer = 4.5+ at 2.5 feet BGS 0 3 = d GS Dense and Hard, brown to gray, damp, very silty a SAND to slightly gravelly, very sandy SILT, o 0 8 d W = 14 contains trace subrounded cobbles (Glacial Till) 4 No sidewall caving during excavation from °w Test Pit Completed 04/17/14 approximately 3.5 to 10 feet BGS U) Total Depth of Test Pit = 8.0 ft. Pocket Penetrometer = 4.5+ at 6 feet BGS 10 ° W 0 O K ao 12 X a a Notes: 1 . Stratigraphic contacts are based on field interpretations and are approximate. N 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. 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No aple aka mi 8 Inch Diameter, CPP Solid 18 " Min . 4 Inch Diameter, Rigid PVC Drain Pipe Stormwater Pipe to HDPE Outfall With Perforations Oriented Down ( Maintain �0 . 5 % ( min . ) Drainage Gradient Notes : Total depth of drain will vary based on site conditions (field fit) . 0 . 5 % min . slope should be maintained at the drainpipe in order to drain via gravity , ff Trench should be a minimum of 18 inches in width . Date : 7-22- 15 By : JES Scale : NONE Project GEOTEST SERVICES, INC. TYPICAL CURTAIN DRAIN SECTION 14=0158 741 Marine Drive Bellingham , WA 98225 LEEWARD LANDING Figure phone : (360) 733-7318 OAKS AVENUE fax : (360) 733-7418 ANACORTES , WASHINGTON (t 1 Structural Calculations Jarvis Residence JUL 2 8 2017 " 41 st Street CITY OF ANACORTLES Anacortes , WA March 20th, 2017 Contents 143 Standard Structural Specifications and Calculations . C 1 S RA ® 04V m . y 37W � The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings S 1 through S2 have been signed and sealed by the engineer of record and represents a required element of the building specifications. The architectural plans have the engineer' s red-lines electronically incorporated and have been signed and sealed by the engineer of record for the structural aspects only. Notes. Disclaimers: • Bradley Engineering, Inc. takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING , INC . 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 BRADLEY ENGINEERING ' INCa 2 STANDARD STRUCTURAL SPECIFICATIONS : 1 ) Loads : a) Roof live load: 16 psf b) Seismic Design Category: D1 c) Roof dead load: 15 psf d) Wind: 110 mph and Exp `B " e) Snow Load 25 psf f) Floor Live Load: 40 PSF g) Floor Dead Load: 10 psf h) Balcony Live: 60 psf i) Deck Live: 60 psf j ) Exterior Wall Dead: 12 psf k) Interior Wall Dead: 10 psf 2) Applicability of these specifications : a. These specifications shall be adhered to for all work addressed in this report. b . Some sections of these specifications may not apply to the scope of work of Bradley Engineering, Inc. Use of these specifications for work outside of Bradley Engineering's scope shall be at the sole risk of the contractor. 3 ) Limited scope of Bradley Engineering' s work: a. The scope of work of Bradley Engineering, Inc. is limited to the vertical and lateral analysis of the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically addressed in the calculations, drawings, or call-outs. b . All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of Bradley Engineering, Inc. 4) Ownership of this report: a. Ownership of this report, all calculations, sketches, and other intellectual Information pertaining to the project shown herein shall remain the sole propriety of Bradley Engineering, Inc. Bradley Engineering, Inc. will furnish copies of this information to others only with the express permission of the client. b . These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) Completion of Bradley Engineering' s current scope of work: a. Submittal of this report to the client completes the present scope of work and budget of Bradley Engineering, Inc. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis. 6) Basis of Design — Applicable Codes : a. This design is based on the 2015 IBC. All construction shall adhere to the minimum requirements of the IBC . 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 . 7) Competent Construction Personnel: a. Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 8) Temporary support and bracing: a. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included, unless specifically shown. Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. b . 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 purpose) . For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall . 9 ) Conventional Wood Framing: 3 a. General Construction: Pre-drill all nail holes where required to avoid splitting. Connect all wood members per the attached sketches, callouts, and the IBC. b. Bolts: Unless otherwise specified, use washers on all bolts; tighten all bolts to a very tight snug wrench tight condition; use standard A307 bolts ; use hooks on all embedded anchor bolts . Provide the following minimum edge distances between the centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: i . '/2 inch diameter bolts . . . . . . . . . . . . . . . 6 .2.5 inches ii . 5/8 inch diameter bolts . . . . . . . . . . . . . . . 3 inches iii. 3/4 inch diameter bolts . . . . . . . . . . . . . . . . .3 .75 inches iv. 7/8 inch diameter bolts . . . . . . . . . . . . . . .4.3 inches v. Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc) shall be one inch. via Engineer shall specifically approve any bolted connection using less edge distance than shown above. c. Lag Bolts : All lag bolts greater in diameter than I/a" shall have pilot holes Pre-drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded Shank diameter. d. Nails: All nails used and specified in drawings and sketches shall be common Nails unless shown otherwise. Common nails may be substituted with nails of the Same shank diameter and same length. e. Built-Up Beams. Built-up beams consisting of dimension lumber (typically 2X stock) are permitted in lieu of sawn solid beams only if the 2X's are oriented such that they are not stacked on top of each other with the sum of their weak axes resisting load, but are nailed together side-by-side, with the sum of their strong axes resisting load. Use 16d face nails at 6" OC staggered into all tributary members. No splices allowed. f. Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails, bolts, Simpson or other framing connectors, etc.) or structural steel members. g. Blocking / Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top. Provide solid blocking at all bearing points. Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. h. Partition Walls. All non-shear wall partition walls on slabs shall be secured with 0. 145 " diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein. i. Provide double joists under all non-bearing partition walls . Partition walls which carry loads from above shall bear on joists or beams sized to carry said loads. j . Beam Supports (Trimmers) . All Glulams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. 10) Pre-fabricated Framing Connectors : a. Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b . Installation: The contractor shall install all prefabricated items in strict accordance with the manufacturer' s recommendations and requirements (locations, exposure, end and edge distances, fasteners, etc.) . The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c. Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. Post caps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PC series Post bases . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PB series Beam hangers. A 0 a a a A a A A a a a a a a a A A A a a a V A A Top flange type , HB , JB , PF , HUSTF, HUTF, or equal . Joist hangers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 series . Truss and rafter holdowns . . . . . . . . . H2. 5 at each heel to double plate . 11 ) Footings, foundation, and Slab on grade: 4 Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of Bradley Engineering, Inc. Bradley Engineering, Inc. 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. Bradley Engineering strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. Foundations , Footings on Soil: All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations . All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95 % relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18 " . Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 1 ,500 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner' s representative. Slabs on Grade: Sub grade below slabs shall be similar to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. Contraction Joints : Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or `zip strips' . Light gage metal keyed joints are not recommended in slabs subject to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. Expansion (isolation) joints : Expansion (isolation) joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiber board or similar, 1/z inch thick. Construction (cold) joints : Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and forma straight tooled edge. Cold joints constructed in this manner may also function as contraction joints . Footing Drains : Footing drains, with washed drain rock extending to within one foot of top of 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 down gradient to daylight, unless otherwise specified. Where footings and foundations are placed on compacted material, fill shall be well graded granular material with not more than five percent passing a number two hundred sieve. Fill shall be placed in eight inch maximum loose lifts and shall be compacted to ninety-five percent of the maximum density at optimum moisture content (modified proctor test) . 12) Concrete and Reinforcing Steel: a. Concrete shall be 2,500 psi ultimate strength at 28 days. Concrete shall not have less than 5 sacks cement per cubic yard and not more than 4 inches of slump . Maximum size of aggregate shall not exceed 1 '/z inches . b. Reinforcing steel larger than #4 bar shall be ASTM A615, grade 60. Reinforcing steel less than or equal to #4 bar shall be Grade 40 . Reinforcement shall be fabricated and placed in accordance with "ACI Manual of standard practice" . Right angle bars "L" shall be lapped with straight bars at footings and wall intersections. c. Minimum clear cover for reinforcing steel shall be: i. Bottom of footing 3" ii. Top of Footing 2" ilia Vertical face exposed to earth 1 .5" 13 ) Wood Framing: 5 a. Lumber shall be in accordance with "National Design Specification" of the National Forest Products Association. Unless otherwise noted, species and grade of lumber shall be as follows : Mud Sills Hem-Fir No. 2 treated Interior Framing: Floor and Roof Joists D. Fir No. 2 or better Wall Framing D. Fir No. 2 or better 4" x Headers and Beams D. Fir No. 2 or better 6"x Headers and Beam D. Fir No . 1 or better Exterior Framing: 45)x Headers and Beams Hem-fir No . 2 treated 699x Headers and Beams Hem-fir No. I treated All other framing not noted D. Fir No. 2 or better b . Plywood or OSB Shear Walls. All plywood on shear walls, unless specifically noted, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type 2 . 1 . All shear walls shall be positively connected to horizontal diaphragms at their tops and bottoms. Plywood, use A.P .A. trademark CDX plywood unless otherwise noted. Store and install in accordance with the recommendations of A.P.A. and UBC for shear resisting vertical and horizontal diaphragms. c. Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" CDIOSB over non-blocked supports at 24" OC. Nail with 8d at 6" on edges, and 12" in field. Contractor to verify all span ratings. d. Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans. Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, nail floor diaphragm using 10 penny (screw type nails recommended) at 6" on edges, 12" in field, non-blocked, per UBC Case 1 pattern. 14) Anchor bolts : Anchor bolts shall be in accordance with ASTM A307 standards. Anchor bolts shall be '/z" Diameter, 10" long, spaced at 4 ' O.C. unless otherwise noted. For new construction, anchor bolts shall be placed in thickened concrete slab or foundation walls at the time of placement of concrete. In no case shall fewer than 2 anchor bolts be used per panel. 15) Epoxy bolt connections : As an alternative to the SSTBxx hold-down anchor bolts required/specified use either 518" or 7/8" A-307 all-thread (threaded rod) anchor bolts with a minimum embed of 10" per the following specifications. Use Simpson epoxy-tie bolt system with SET high strength epoxy, with zinc plated, A307 `all-thread' bolts as shown in the sketches . Drilling of holes and installation shall be in strict accordance with manufacturer' s recommendation. Concrete must be at least 7 days old. 6 Wind Analysis, Jarvis Residence 41st Street Anacortes, WA Inputs: Wind Speed, V 110 mph Height, H 26 feet Roof Angle 30 degrees Exposure Category B / Risk Category III O C� Horizontal Pressure Zone C � Topographic Factor, Kzt 1 �� y Enclosure 1 ! CH) F Risk: ` Low risk to human life in event of failure II Most small residential structures F I ' III Substantial risk to human life in event of failure Zone: A End zone of wall (on) � B End zone of roof `° `�`' OA C Interior zone of wall Case A k� it L D Interior zone of roof ; . ! O Exposure : B Areas closely surrounded by obstructions Case B C Open terrain and scattered obstructions D Flat unobstructed areas or close to large body of water Determine A, adjustment factor for building height and exposure Determine Ps3o, simplified design wind pressure Calulation of A (ASCE 740 Figure 27.3.1) Calculation of Ps3o (ASCE 740 Figure 28.64, V = 110 mph) Height (ft) Exposure B Exposure C Exposure D Roof Angle Zone A Zone B Zone C Zone D 0 1 , 00 1 .21 1 ,47 0 1992 -10.0 12 .7 -5 . 9 15 1 . 00 1, 21 1 .47 5 19 . 2 -10. 0 12 .7 -5 . 9 20 1,00 1929 1, 55 10 21 . 6 -9 .0 14.4 -5 . 2 25 1.00 1 , 35 1961 15 24. 1 -& 0 16. 0 -4. 6 30 1 . 00 1 ,40 1 . 66 20 26. 6 -7 . 0 17.7 -3. 9 35 1 . 05 1,45 1 . 70 25 24. 1 3 . 9 17 .4 4. 0 40 1,09 1 .49 1.74 30 21. 6 14. 8 17 . 2 11 .8 45 1. 12 1, 53 1, 78 1 45 21.6 14.8 17 . 2 11 .8 50 1 . 16 1 . 56 1 , 81 55 1 . 19 1, 59 1.84 Ps30C = 17.2 psf 60 1. 22 1. 62 1, 87 Calculate simplified design wind pressure Pressure P = A * Kzt * Ps30 = 17. 20 psf Design wind forces shall not be less than 16 psf. (2015 IBC 1609. 6 . 3 ) Pressure P = 17 . 20 pSf 7 Wall Location : Left Elevation Description : Garage Door Walls Tributary Projected Area (ft) Calculations$ Height 26 ft Pressure = 17.20 psf Width 12 ft Force = Pressure *Area 5366 lb Width 2 ( opt. ) PLF = Force/Wall Resist = 715.52 lb/ft length Height 2 (opt. ) Area 312 ftA2 Case 1 : Conventional O . K . PLF < 300 Case 2 : SW4 & HDU2's 300 < PLF < 685 Amount of Resisting Shear Wall Case 3 : SW5 or SW8 & HDU2' s 685 < PLF < 980 Wall Resist = 2 . 5 ft Case 4: SW5 & HDU8' s 980 < PLF < 1400 2 .5 ft Case 5 : Other sheathing methods required 1400 < PLF < 2435 2 .5 ft JCase 6 : Shear capacity for double sided wall exceeded 12435 < PLF Note : Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3 . Shear wall aspect ration shall not exceed 3 .5 : 1 . If requirements are not met portal framing methods can be used . Case : 3 Summary: Left Elevation garage door walls are case 3, conventional Wall Resist = 7. 5 ft sheathing does not adequately resist lateral loads. SW8 shear walls and HDU2 hold-downs required . Wall Location : Rear Elevation Main Floor Description : Tributary Projected Area (ft) Calculations: Height 26 ft Pressure = 17 .20 psf Width 12 ft Force = Pressure *Area 5366 lb Width 2 (opt. ) PLF = Force/Wall Resist = 255.54 lb/ft length Height 2 ( opt. ) Area 312 ftA2 Case 1 : Conventional O . K . PLF < 300 Case 2 : SW4 & HDU2' s 300 < PLF < 685 Amount of Resisting Shear Wall Case 3 : SW5 or SW8 & HDU2' s 685 < PLF < 980 Wall Resist = 3 ft Case 4 : SW5 & HDU8' s 980 < PLF < 1400 3 ft Case 5 : Other sheathing methods required 1400 < PLF < 2435 3 ft Case 6 : Shear capacity for double sided wall exceeded 2435 < PLF 3 ft 4.5 ft Note : Shear nominal capacities taken from SDPWS Table 4.3 and 4. 5 ft adjusted in accordance with SPDWS Section 4.3 . Shear wall aspect ration shall not exceed 3 .5 : 1 . If requirements are not met portal framing methods can be used . Case : 1 Summary: Rear Elevation main floor walls are Case 1, adequately Wall Resist = 21 ft braced by conventional sheathing. No special shearwalls or hold-downs required . The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. 8 Wall Location : Rear Elevation Upper Floor Description : Tributary Projected Area (ft) Calculations : Height 14 ft Pressure = 17 . 20 psf Width 19 ft Force = Pressure *Area 4575 lb Width 2 ( opt. ) PLF = Force/Wall Resist = 240.80 lb/ft length Height 2 ( opt . ) Area 266 ft^ 2 Case 1 : Conventional O . K. PLF < 300 Case 2 : SW4 & HDU2 's 300 < PLF < 685 Amount of Resisting Shear Wall Case 3 : SW5 or SW8 & HDU2 's 685 < PLF < 980 Wall Resist = 4 . 5 ft Case 4 : SW5 & HDU8's 980 < PLF < 1400 4 . 5 ft Case 5 : Other sheathing methods required 1400 < PLF < 2435 1 . 5 ft Case 6 : Shear capacity for double sided wall exceeded 2435 < PLF 1 . 5 ft 3 . 5 ft Note : Shear nominal capacities taken from SDPWS Table 4 . 3 and 3 . 5 ft adjusted in accordance with SPDWS Section 4 . 3 . Shear wall aspect ration shall not exceed 3 . 5 : 1 . If requirements are not met portal framing methods can be used . Case : 1 Summary: Rear Elevation main floor walls are Case 1, adequately Wall Resist = 19 ft braced by conventional sheathing. No special shearwalls or hold-downs required . The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Narrow wall sections along the study are to be sheathed as SW4 shear walls and MST48 strap-ties shall be placed at Wall Location : Remaining Walls Description : Summary: Remaining walls are adequately braced by conventional sheathing ( not necessarily " prescriptive " ) by inspection . No special shearwalls or hold-downs required . The lateral resistance provided by conventional cheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 CCo^!Si RUCTtONCALC ProSeam 9 Sim modent: TapaM Wt= must M Issaely supponed at suppWsmdatbe tam.intervaS. Norranain Ianndiasnawrved Gtlam M s. Dynamic baftgnMcrosderW.CmphxAVin 2009-2003 CC. AldasanssMua be cMcked by a Copeland pmlassbnal.Ap mas sMr canptywlh state Fcgmoedn9 t w. Nyuy end /ord®IM1can rasun from inpmcer use d Mm pmduct. Job Name: JARVIS RESIDENCE Load and Span Diagram B+otToSa Nch,fa,y, m1slmm) Beam l.D.: BED2 - STUDYFLOOR BM 500 400 Other Imo.: 300 Roo Main Span L = 18.00ft 400 0 Main Span Max. Allowed Uwe.Deft L / r 480 � - aasfa yori 5 10 t5 20 Main Span Max. Allmed Total Deft L / - 360 J = each -200 JD0 Cantilever (Overhang) Exists? 400 Pitch 9 Sloped: 0.0 : 12 500 Span (M Load Duration - Loads From Continuous Member? Add Self Wt.? • yes Ono ForWoadand Press Treated? Wet Good? Temp Cord. T7 Sawn Member Repetitive Use? --- Glul-ams Only: t. trttsvlatei � 0-7 tirouegs &uts �f Uniform Loads Over Full Length of Member Tributary uniform Uva Reduced Live Uniform Dead Allow Live Load Red n? i'M _ Live, psf Dead, psf Width, ft Loatl, pit Loatl, pit- Load, pif. Roof Wads (not including snow) 25 Par 10 pSf 0.00 it - - Roof Snow (only) 25 pat 0.00 It - - - Floor 3 Loads - - - Floor 2 Loads - - - Floor Loads 40 paf 10 . f 1 .33 ft 53:2 gain 532 Wit 13.3 ]big Wall Dead Load 10 Pat - Other 'psf load and trib. width - - Addtional 'pIf Unit Live Loads. Desed in, o t Addtional 'plf Unit- Dead Loads.L.�1112h, opet Roof pitch for LL Retln Beam type for LL Load Subtotals 53216/ft 53.21IYR 13.3lb/ft Re_dh _ Total Adjusted Uniform Loads wi = 53.2lb1ft wD = 13.3 Wit 4.0 :12 ,v ooer warns - Combined Total Unifomn Load wu = 66.5 Haft Concentrated (Point) Loads Trib. Lepilth, Live Load. Dsf Dead Load, et Trb Width ft. ft. Liv�_It s Dead. the Location ft Point Load A 15 psf 10 psf - - XA = Point Wad B xa = Point Load C Descdp'n, oprt Z775 Ib 1,032 ib xc = 2.50 ft Point Lead D Dercdpn, clank xe = Point Load E Dece40h, optt xe.= Point Load F Descdph, oprt Xe = Point Load G 1L Descriph, spot As = Point Load H I� Deadptl, spit XH = Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And Larder ITimbers) Lumber Material t� V ,r tx:cti ,.*•� Timber Material paglarla - tarUl tf::' Lumber Grade r 2 r� � Timber Grade ViCtM -Nor t J -� Acceptable Solutions Acceptable Solutions (4) 2x 14 12x 12 6x12 List properties forwhat _ 1 4x 16 8x 12 size lumber? ax ?2 ' � An asterisk 10x10 - Sir VA-25.41 ------ acceptable non- list properties fvr -- - - - �- Fb=990 W=180 Fcp=625 E=1600000 SIfWt=70.07 aepp261e sol'n. whetsfsv " ' F6=7336 Fr-770 Fcp=625 E=7600000 Glued Laminated Members a 2.0E Parallam PSL -. - GIMamGrade 5N4" x 114I4•' Acceptable Solutions 2-11116" x IV 71• x 94/4" 2.5" x 13.5" 5.125" X 10,5" 3.112" x 11-718" SONk 18.5 Listwhatelan?tes for - Ustglu [am properties for 3" x 13.5" 6.75" x t0.5" hatsim 1? 7 '�° IFb=2900 Fr-290 Fcp=750 E=2000000 whatsizeillulam? 3.12511x 13.5" 8.75" x 9" 14LeyeLTJI 312i X !r' 5" x 10.5" Web Fb=2400 Fv=240 Fcp=650 E=180000 Fbt-1850 SelfWl=9.35 Sf'rf(enets? 1 .9E M(crollam LVIL - - List properties for what (3) 1314" x111-1/4" - _ Size LVL_p (2) 1J/4" xtt-7/8" 1-3g- x 16' ,!( Fb=2500 Fr-265 Fcp=750 E=1900000 SN Wt=16A r 1 .3E Tim berstrand LSL An asterisk ' 1.55E Timberstrand LSL i indicates a use. List proper tor - (3) 1-3WO x11414" List properties Lsforwhat acceptable corn. e' size LSL? whatsiz?. (2) 1314" x td" Slf WR= 79.3 l3-11r .e1 FT ' t Fb=1900 Fv--150 Fcp=680 E-1300WO S0Wt-7.4 " Fb=2325 Fv=310 Fcp=800 E=t550000 - - --�' --sa Final Member Results Final Member ,• t,.lm Too-l� d _ Final Member: 3-1 /2" x 11 -7/8"1 Bending Overdesgn: 104.4% Material Library QKq iser;,Mm$oos TW014 Parallam 2.0E PSL Shear Overdesign 105.2% Final Size; 3N71rXIW _ - I Deflection Overdesigr 13.8% Mn. Bearing Lengths : = 1,76 in, (Left) : = 1.50 in. (Right) use conditions Selected: Bearing I Buckling Overdsgn: NIA Vert Difl (approx): 0.00 ft True Len (approx): Final member OK by: 13.8% Actual Mantes Size: 3412" x 11-7/8" 18,00 ft Controlling criteria is. Deflection Reactions Final Member Addiicnal Information Location live Case Bracing Read For Maximums Rs_Left R7 - Riah Max Positive Manent 9,736 ftib 2.50 ft Main Span Full Strength: Live Load: 2186811a 8641b Max. Ne alive Morrerlt 0 fFlb 0.00 ft Main Span Lateral bracing Dead Load: 11� 251b 3801b Max Design Shear. 3,915 In 0.00 ft Main Span required only at Total Load: 3,99416 1,244 lb Main Span Max Downward supports Live Case Causing Max NIA NIA Deflection (Lim ITatal) 0.373' / 0.527" S.tr / 8.10' Mainl Main Main Span Max Upward Deflection OWO' / 0.000" 0.00' I0.00' Main / Main Minimums RRi - Ro Right (Live l Total)I Live Load: nib nib Cant. Down. Deft. (Live I Tot): NIA NIA N/A Who Mid-Bmcina 0.6 or 1 .0 Dead : 675lb 228 to Cant UU. Dan. Uve( / Tot):iNIA WA NIA Bending Rode: Net Reaction 60516 1581b Rectal El, Not (net. Bar 1NtLot: 8.125E+08 AnWal El: 9.80E+0B 0% Live Case Causing Min NIA NIA Approx. Sell Weight�13.00 pit Approx Tot Wt: 234lb AI/owedMoment Min. Caicd Bearing Lengths: = 1 .76 in eft = 0.55 in (Right) 19,900 ftib Bed 2 - Study Floor SM Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 s aucTIO ProBeam 10 Important: Top and buxom must ae Idereuy supported at supports and at Oft max intervals W vane in laminalions nor tuned Gulams Dynzrric loading not considered. compliant vith 20l» - 20031BC. M designs should be checked by a competent professkxwd. All users she[ conply with State Engineering law- Injury and I or death can result from improper use of this producL Job Name: JARMS RESIDENCE Load and Span D-agram (tsn To stele. Pitch, If any, not Sown) Beam I.D.: DECK BEAM 500 400 Other Info.: ig0o Main Span, L = 5.50 ft !Bo Main Span Max. Allowed Live Defl: L ! _ - 360 - ± = grain 900 Main Span Max. Allowed Total Defl: L / ' 240 0.2531 o - � -iW 1 2 3 4 6 6 Cantilever (Overhang) Exists? mo 2W Span (ft) Pitch if Sloped: 0.0 :12 Load Duration I ro 0: VP[.. Loads From Continuous Member? No . Add Self Wt.? • ves C) No For Wood and Press Treated? Wet Candy Temp Cond. Sawn Member Repetitive Use? _an r w Glul-ans Only: Pt^si aPxlad �^ S i fhy _i iv 1- - Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? _ ___ Live, psf Dead, psf Width, ft Load, pit Load, pit. Load, pit. Roof Loads (not including snow) RD_ 10 psf - - - Roof Snow (only) psf 0.00 It - - - Floor 3Loads - - - Floor 2Loads - - - Floor Loads10 sf 6.50 ft 390.0 It Ift 390.0 Ib/ft 65.0 Ib/ft Wall Dead Load10 lost - Other 'psf load and trib. width - - Additional 'plf' Unif. Live Loads. Additional 'plf Unif. Dead Loads. - Roof pitch for LL Red'n Seamtype for LL Load Subtotals 390.0 HIM 390.01brft 65.0 Ibfft Red'n Total Adjusted Uniform Loads w- 390.0 Ib'ft wo = 65.0 Wit 10.012 A!l e'uflbr Lvinn, *. Combined Total Uniform Load `^L = 455.0 Wit 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material , rtcm•sa + Timber Material fr ,i�n, - : _ -T ..-- - Lumber Grade wa Timber Grade Acceptable Solutions Acceptable Solutions 2x 12 (4) 2x6 (2) 2x8 3x10 - List properties for what (3) 2 x 8 4 x 8 - Sim Iumber2 1 An astedsk ` _ _ Sit Wt=21 .85 ` indicates a non- List properties for Fb=748 Fv=120 Fcp=405 E=1235000+S1f Wt=8.66 acceptable Born. Lwhat size? p x 14 __ _Y Fb=831 Fv=112 Fcp=405 E=1235000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade + - 5414" x 94W' _ _.. ._._._._____- Acceptable Solutions 2-11116" x 9-1/4" 7" x 9414" 2.5" x 6" 5.125" x 6" 34/2" x 94/4" Sit Wt= 18.5 erties LorList glu lam properties for3" x 6" 6.75" x 7.5" size? ; s- t/4 z 11 VI + Fb=O Fv=O FCp=0 E=0 what size glulam? 3.125" x 6" 8.75" x 9" I-Level. TJI 5" x6" Web 11 -718" TJI I L65 - Fb=2400 Fv=240 F, :650 E=1800000 Fbt=1850 Self Wt=9.35 Stiffeners? 16" TJI I L65 - 1 ,9E Microllam LVL Tar 16" TJI I L90 - List properties forwhat 1 -314" x 5-112" (3) 1-314" x 5-112" 14" TJI H90 - Sim LVL? (2) 1 -314" x 5-1/2" 11 -7/8" TJ1560 < 1114r < 16__ _ __ Fb=O Fv=O Fcp=O E=0 Slf Wt=16.4 1 .3E Timberstrand LSL An asterisk ` 1 .55E Timberstrand LSL List properties for what 3-112" x 5.1/2" indicates a non- List properties for 1-3/4" x 94 /4" (3) 1414" x 9414" size LSL? acceptable sorn. what size? (2) 1-314" x 9-1/4" Sit Wt- 19.3 x , - Fb=O Fv=O Fcp=O E=0 Slf Wt=7.4 F - x te' Fb=O Fv=O Fcp=O E=0 ,,,m yvgor) + } Final Member Results Final Member s Bending Overdesign: 29.7% - -- -- -- -- Final Member: 4 x 8, Hem-Fir, No. 2 Material Library chaa5e tram Min. Sees That Cak. Shear Overdesign: 105.4% Final Size: 4xs Deflection Overdesign: 213.4° ° Min. Bearing Lengths : = 1.50 in. (Left) . = 1.50 in. (Right) Use Conditions Selected: Bearing ! Buckling Overdsgn: WA Vert Diff (approx): 0.00 ft True Len (approx): press Trial, Final member OK by: 29.7% Actual Member Size: 3.50" x 7,25" 5,50 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracirw Redd For Maximums $=Left R, - Right Max. Positive Moment: 1 ,742 fl-lb 2.75 It Main Span Full Strenath: ------ .-.--------------- Live Load: 17073 Ib 11073 Ib Max. Negative Moment:0 fl-lb 0.00 it Main Span Lateral bracing ---------- --------�---'--- i Dead Load: 194 Ib 194 Ib -----Max Design Shear:�(968 Ib ft---- 0.00 -- Ma requred only at in Span supports Total Load: 11267 lb 1 ,267 Ib Main Span Max. Downward) a 058" / 0.069" 2.75' / 2.75' Main I Main Live Case Causing Max NA NA Deflection (Live / Total) Main Span Max. Uoward Deflection; 0.000" / 0.000" 0.00' / 0.00' Main / Main Minimums Ri_Left R, - Right (Live / Total): Live Load: 0 lb 0 Ib Cant. Down. Defl. (Live / Tot)AN/A NA NA_ W/O Mid-Bracing: 0.6 or LO Dead : 116 Ib 1161b Cant. Up. Defl. (Live / Tot):jNA NA NA_ Bending Redn: Net Reaction 1071b 1071b Req'd El, Not Incl. Self Wt.: I4.380E+07 Actual EI: 1 .37E+08 pry Live Case Causing Min NA NA Approx. Sell Weight: 15.58 pit Approx- Tot. Wt.: 31 Ib Allowed Moment Min. Cale'd Bearing Lengths:1 0.89 in (Left) = 0.89 in (Right) 2,259 ft-Ib Deck Beam Bradley Engineering, Inc. 811 Yew St. Bellingham, WA98229 ! RLJCTIONCALC ProBeam 11 rs.ot Important: Top and bottommost be laterally supported at supports and at Oft max intervals. No wane in laminations nor tuned dulams Dyramc loading not considered. Corrp1iantw4h 2009 - = 18C. M designs should be checked by a competent professional. All users slag wnply with State Fingineering law. Injury and / or death can resux from improper use of this product Job Name: JARVIS RESIDENCE Load and Span Diagram (Not T scale Pitch, if any, not 5man) Beam I.D.: GARAGE HEADER 1,200 1,000 Other Info.: 800 too Main Span, L = 9.00 ft ;100 Main Span Max. Allowed Live Deg: L / __ 480 1 = o.2a in 0 Main Span Max. Allowed Total Defl: L ! 360 = o.sotn 0 -- --J -200 1 2 3 4 5 6 7 8 1 10 Cantilever (Overhang) Exists? ran -F � -400 Pitch if Sloped: 0.0 :12 -600 Span (it) Load Duration Livic 10 Loads From Continuous Member? tTr f ♦- Add Self Wt.? yes p No Press Treated? Wet Cond? Terrp Cond. For Wood and _ _ Sawn Member Repetitive Use? ma y Glul-ans Only Nat press epat xt '+ Or = trla�Jrr. 1«,.+ J"r Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Live, psf Dead, psf Width, ft Load, pit Load, plf. Load, pIL ' Roof Loads (not including sno" 20 psf 10 sf 13.00 ft - - 130.0 Ib/ft Roof Snow (only) 25 list 13.00 it 325.0 lb/ft 325-0 lb/ft - Floor 3 Loads - - - Floor 2Loads - - - Floor Loads 40 psf 15 Pat 12.00 It 480.0 Ihtfl 480.0 lb/ft 180.0 lb/ft Wall Dead Load 10 psf - Other 'psr load and trib. width - - Additional 'plr Unif. Live Loads. Desp�n _prl: AdditionaPpT Unif. Dead Loads. j_ oescrip_ptl: Roof pitch for LL Red'n Beam type for LL Load Subtotals 805.0 lbtft 805.0 Iblft 310.0 Iblft Red'n Total Adjusted Uniform Loads V = 805.0 Wit % 310.0 Wit 10.0 ,12 All rni ,I i, an:. .� Combined Total Uniform Load wu = 11115.0 thrift 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material 0 ov.7gpr4faaxf+ Timber Material jDd.,9Ws . x - tares - - - - - _ _ . _ _- _ . - . _ v► Timber Grade Lumber Grade Itay. 2 v_ � wY.nnun. 1 Acceptable Solutions Acceptable Solutions (4) 2x14 12x 12 6x12 14x14 - List properties for what - - 8 x 12 - - size lumber? IL, - - -t An asterisk ' 10 x 10 - Slf Wt:25.41 1 ,Z ir�cates a nog- List properties for Fb=990 Fv=180 Fcp=625 E=1600000 Slf Wt=10.07 acceptable sol'n. what size? x f 't " Fb=1336 Fv=170 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade sar.va ;gl:�/Grp - 5-1/4" x9-114" --- __�.. .-r _ Acceptable Solutions 2-11f16" x 11-114" 7" x 9-114" 2.5" x 12" 5.125" x 9" List properties tor_ 3-1/2" If 114/4" Sit Wt= 18.5 List glu lam properties for 3" x 12" 6.75" x SINwhat size? ',-1%a. >: v-r;a e!i. Fb=2900 Fv=290 Fcp=750 E=2000000 what size glulanf? 3.125" x 12" 8.75" x 9" I-Level. TJI 11A - 5" x 10.5" Web Fb=2400 Fv=240 Fcp:650 E=1800000 Fbt=1850 Self Wt=9.35 Stiffeners? - 1 .9E Microllam LVL No - - - - List properties for what - (3) 1 -3/4" x 94MIF - size LVL? (2) 1 -314" x 11414" - ;2) 5 _11.r s fs NNI Fb=2600 Fv=285 Fcp=750 E=1900000 Slf Wt=16.4 1 .3E Timberstrand LSL An asterisk 1 .55E Timberstrand LSL List properties for what indicates a non- list properties for - (3) 1-314" x 9-1 /2 IN size LSL? acceptable solh. whatsize? (2) 1-3/4" x 11414" Sit Wt= 19.3 - -r l n - t,. Fb=1900 Fv=150 Fcp=680 E=1300000 S5 Wt=7.4 j r: ; . 1 14 18, Y '- Fb=2325 Fv=310 Fcp=800 E=1550000 - - - - - Final Member Results Final Member z,,,," v,nca Fir ! ; Final Member: 6 x 12, Douglas Fir - Bending Overdesign: 14.00/6 Material Library oiocse rronv,!ir.. sizes lhatCek Larch, WCLIB , No. 1 Shear Overdesign: 74.1% Final Size: 5xt2 ' v j Deflection Overdesign: 87.6% Min. Bearing Lengths : =1.50 in. (Left) . = 1 ,50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: NA Vert Diff (approx): 0,00 ft True Len (approx): Final member OK by: 14.0% Actual Member Size: 5.50" If 11 .25" 9.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Bracing Read For Maximums Ry_Left R� - Rich Max. Positive Momen-d11 ,450 ft-lb 4.50 it Main Span Full Strength: Live Load: 33623 Ib 3,623 lb Max. Negative Moment�:L0 ft-lb _ 0.00 ft Main Span Lateral bracing Dead Load: 1 4661b 1 466 16 Max Design Shear..14,02916 0.00 ft Main Span required only at supports Total Load: 52089 lb 51089 lb Main Span Max. Downward.I 0.114" / 0-160" 4.50' l4.50' Main / Main ) Live Case Causing Max W Deflection (Live / Total A WA Main Span Max. Upward Deflections 0.000" / 0.0001, 0.00' / 0.00, Main l Main Minimuns $, - Left R, - Right (Live / TotaQ Live Load: 0lb 0 to Cant. Down. Dell. (Live l Tot): WA NA __-- WA_ W/O Mid-Bracing: 0.6 or 1 .0 Dead : 880 Ib 880 Ib Cant. UQ Deti. (Live I Tot)_WA__--_WA-- WA_ Bending Red'n: Net Reaction 8371b 837 Ib Req'd EI, Not Incl. Self Wt.: 5.487E+08 Actual El: 1 .04E+09 g% - Live Case Causing Min WA WA Approx. Self Weight:515.82 pit Approx. Tot. Wt.: 142 lb Allowed Moment Min. Cale'd Bearing Lengths:; = 1 .48 in (Left) = 1 .48 in (Right) 13,05211-I1h Garage Header Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 Ct% S� RUCTIC)NCALC ProBeam ,� 2 V5.o1 Important: Top and bottommost be lateral/ supported at styports and at4-ftmex interval& trio wane In laminations nor caned Gedams Dyronic boding not considered. Conplanttaith 2009 - 20m 100. AD designs sMuN be checked by a competent professional. AN usemshat comply with State Engineering law. Injury and I or death can reauxfrom Improper use of this product. Job Name: JARMS RESIDENCE Load and Span Degram (WI To scale. path, if any, not dhanp> Beam I.D.: PORCH ROOF BEAM 200 150 Other Info.: goo Main Span, L = 15.00a a-p 50 Main Span Max. Allowed Live Deft: L 11 360 o.sotn 3 0 r-- 1 2 4 6 8 10 12 14 16 Main Span Max. Allowed Total Deft L / 1-- 240__� = 0.76 in -50 Cantilever (Overhang) Exists? No < I -100 Pitch if Sloped: 0.0 :12 -150 Span (ft) Load Duration 5p.re 15 Loads From Continuous Member? Np Add Self Wt.? to yes 0lad .Press Treated? Wet Cond? Temp Cand For Wood and _ Sawn Member Repetitive Use? ;u GluLans Onty: rich press heal 3 ior• 1pl3eg r e leas Y Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? r _ _ . _ Live, psf Dead, psf Width, ft Load, pif Load, plf, Load, pit. Roof Loads (not including snow) 20 psf 10 psf 5.00 ft - - 50.0 INft Roof Snow (only) 25 psf 5.00 it 125.0 INft 125.0 INft - Floor 3Loads - - - Floor 2 Loads - - - Floor Loads 40 sf 10 psf - - - Wall Dead Load 10 psf - Other 'psf load and Vib. width - - - Additional 'pff' Unif. Live Loads. i Descdp n, off. Additional 'pir Unif. Dead Loads.;_ oescdp'n, oprl: Roof pitch for U. Red'n Beam Type for U. Load Subtotals 125.0 INft 125.0 Wit 50.0 INft Red'n Total Adjusted Uniform Loads vVt = 125.0 INft win = 50.0 Mft 4.0 :12 Alt odmr llvanr Combined Total Uniform Load % = 175.0 Wit 4x And Smaller (Lumber) Sx And Larger (Timbers) Lumber Material 1DtaV4sfft4Mdn Timber Material IDmn4 r - - I.brsk Lumber Grade 114c. 3 • , Timber Grade IWtua - No 1 Acceptable Solutions Acceptable Solutions (4) 2x8 (2) 2x12 3x14 6x8 Ust properties for what (3) 2 x 10 4 x 10 - - - sis lumber? 4 z 18 - An asterisk ' - _ SO Wt=25.41 indicates a non- List properties for Fb=1139 Fv=207 Fcp=625 E=1600000 SIf Wt=10.07 acceptable Soto. what size? IA 14 __ . "`- Fb=1536 Fv=196 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 14r.v420e/nr, - 5-114 x 9414" Acceptable Solutions 2-11116" x 94l4" 7" x 94/4" 2.5" x 10.5" 5.125" x 7.5" - List properties for 2" x 9-1/4" SIf Wt= 18.5 - List glu lam properties Tor 3" x 9" 6.75" x 7,Wl what size? S 124' x 111/ _- _.,_ Fb=3335 Fv=333.5 Fcp=750 E=2000000 what Sim glulam? 3.125" x 9" 8.75" x 9" t-Level. TJI 3-1752'x17` t 5x7.5" Web 11 -7/8" TJI I L65 - Fb=2760 Fv=276 Fcp=748 E=1800000 FM=2127.5 SelfWt=9.35 Stiffeners? IV TJI / L65 - 1 .9E Microllam LVL Nor f 16" TJI / L90 List properties for what 1314" x 11-114" (3) 1.314" x 7414" - - - 14" TJI H90 - sim LVL? (2) 131C x 9414" 12) 1,314' x if 1 Fb=2990 Fv=327.75 Fcp=750 E=1900000 SIf Wt-1 SA 1 .3E Timberstrand LSL An asterisk ' 1 .55E Timberstrand LSL List properties for what indicates a non- List properties for 1314" x 11-114" (3) 13/4" x 9414" size LSL? acceptable earn, what size? 1 (2) 1414" x 94WO SIf Wt= 19.3 L3212' xi J Fb=2185 Fv=172.5 Fcp=680 E=1300000 Sff Wt=7.4 j (_) 13/4' xi"n` Fb=2674 Fv=356.5 Fcp=800 E=1550000 - Final Member Results Final Member a.,wn wS80 Bending Overdesign: 0.2% Final Member: 4 x 10, Douglas Firm Material Library Chnc:e nom 1cr.. Si;s s hat salt. 7i Larch, No. 2 Shear Overdesign: 262.3% Deflection Overdesign: 29.7% Final Size: 4910 �r Min. Bearing Lengths : = 1 .50 in. (Left) . = 1,50 in. (Right) Use Conditions selected: Bearing ! Buckling Ovetdsgn: WA Vert Diff (approx): 0.00 ft True Len (api rox): Final member OK by: 0.2016 Actual Member Size: 3,50" x 9.25" 15,00 ft Controlling criteria is: Bending Reactions Final Member Additional information Location Uve Case Bracina Read For Maxim nhs RR, -Left R, - Right Max. Positive Moment:15,155 ft-b 7,50it Main Span Full Sbenrift Uve Load: 938 lb 93816 _ Max. Negative Moment: Ib _ 0.00 It Main Span Lateral bracing Dead Load: 437 Ill 43716 Max Design Shear. 1 ,233 lb 0.00 ft Main Span required only at � supports Total Load: 11375 lb 1737511a A Main Span Max. Do�wr as 0.386" / 0.565" 7.50' / 7,50' Main / Main Live Case Causing Max WA W Deflection (Live ! Total)A Main Span Max. Upward Deflection Mininuns R, - Rinht (Uve / Tota ' 0.000" / 0.000" 0.00' / 0.00' Main I Main Live Load: 0lb 0lb Cant. Down. Den. (Live / Tot): WA WA WA WIO Mid-Bracing: 0.8 or 1 .0 Dead : 2621b 2621b Cant. U�DeO. (Uf e 1 Tot :!WA WA WA Bending Red'n: Net Reaction 2251b 225 Ib Req'd Ell Not Incl. Self WL:12.848E+08 Actual El: 3.69E+08 0% Live Case Causing Min WA WA Approx. Self Weight: 8.28 pit Approx. Tot, Wt.: 1241b AIloatedMomenE Min. Cased Bearing Lengths:' = 0.63 in (Left) = 0.63 in (light) 51166 it-lb Porch Roof Beam Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 '' RUCTIC)NICALC ProBeam 13 - - - l6ot Important: Top and bottommust be laterallysryported at supports and at 4Rmax interwais Nowane in Iaminabonsnorcurved Giulams Dynamicbadirg motconsidered. CornpbantWffi2009 - 20MIBC. AlldslosY,oW cechecked by conpetent professional. At users Yet comply xith State Engineering law. Injury and / or death can result from i,rymper use of this product. Job Name: JARVIS RESIDENCE Load and Span Diagram (Not To scale. Pitch, if any, not Ynovn) Beam I.D.: TOP OF STAIRS BEAM 11000 800 Other Info.: �o,0 Main Span, L = 7.50 ft Coo '0 Main Span Max. Allowed Live Deft: L / __ 480__ 0.19 in 0 Main Span Max. Allowed Total Deft L / 36( _� = 0.25 in _200 1 2 3 4 5 6 7 a Cantilever (Overhang) Exists? No ' ... 400 EW Pitch if Sloped: 0.0 :12 Span (R)Load Duration Loads From Continuous Member? .tt Add Self Wt.? LLtales O No For Woad and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? fi" .� i Glul-arrs Onry N t p,>xc tre , �� if),; __ f r 3 r l°r_ _ Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? _ Live, psf Dead, psf Width, ft Load, pit Load, pit. Load, pit. + Roof Loads (not including snow) 25 psf 10 psf 0.00 ft - - - Roof Snow (only) 25 psf 0.00 it - - Floor 3 Loads - - - Floor 2Loads - - - Floor Loads 40 psf 10 psf 18.50 ft 740.0 IDft 740.0 Ib/ft 185.0 Ib/ft Wall Dead Load 10 psf Other 'psfe load and trib. width - - Additional 'pIF Unif. Live Loads. ;_ Descrip'n, opri: Additional 'plr Unit. Dead Loads. Descdp n, oprl Roof pitch for LL Red'n Beam type for LL Load Subtotals 740.0 lb/ft 740.0 Ib/ft 185.0 Wt : Redo Total Adjusted Uniform Loads wL = 740.0 Wit wb = 185.0 flfft lool4.0 :12 iAll elllvi !woos ++ Combined Total Uniform Load `Mr = 925.0 I1Yft 4x And Smaller (Lumber) 5x And Larger ITimbers) Lumber Material I houg-AS f&•teah _ - Timber Material ; t �itv , I&dr Lumber Grade i fug. z _ Timber Grade f weStB - No. r Acceptable Solutions Acceptable Solutions (4) 2x 10 6x10 List properties for what (3) 2 x 12 4 x 14 8 x 8 - - size lunber? r An asterisk ' 1ar. , - - - - : 10x10 - SIf Wt-25.41 (:___ -- _ Indicates a mart- List properties for . - . .„ Fb=990 Fv=180 Fcp=625 E=1600000 SIf Wt=10.07 acceptable Solon. what Sim? I I' x 1.4__ _ _ _ _ F6=1336 Fv=170 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade >.m.vi (r,;r,: i,r; _r - 5414" x 9414" Acceptable Solutions 2-11116" x 9414" 7" if 94/4" 2.5" x 10.5" 5.125" x 7.5" 3-112" x 9-1/4" Sit Wt= 18.5 List properties for, list glu lam properties for 3" x 9" 6.75" x 7,5" what size? 5-Ua' x tz•rr-1 _' } Fb=2900 Fv=290 Fcp=750 E=2000000 what size glulam? 3.125" x 9" 8.75" x 9" I-Level. TJI . 'I li5• :a t ?- 5" x 7.51• Web Fb=2400 Fv=240 F, :650 E=1800000 Fbt=1850 Self Wt=9.35 Stiffeners? - 1 .9E Microllam LVL List properties for what 1 '34" x 11 -114" (3) 1 -314" x 74/dV' - - Sim LVL? (2) 1 -314" x 9414" - /1 ..2,4, x 16' _ _ Flil Fv=285 Fcp=750 E=1900000 Sit Wt=16.4 1 .3E Timberstrand LSL An asterisk 1 .55E Timberstrand LSL List properties for what indicates a non- List properties far 1-314" x 11-114" (3) 1-314" x 9-1/4" size LSL? acceptable sol'n. what size? (2) 1 -314" x 9414" Sit Wt= 19.3 E31>2- v: 7 �1;�i Fb=1900 Fv=150 Fcp=680 E=1300000 Slf Wt=7.4 -z'a' x1E' - FI =2325 Fv=310 Fcp=800 E=1550000 Final Member paraa:vn2.0.5p3L r .'- Final Member Results Final Member_ 3Al2" x 9=1/4", Bending Overdesign: 88.8% Material Library chooserronfilf"mThatrak. -_ . `. Parallam 2.0E PSL Shear Overdesign: 124.7% Final Size: 34A . e.lia" ' v Detection Overdesign: 63.7% Min. Bearing Lengths : = 1 .54 in. (Left) . = 1 .54 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: WA Vert Dgf (approx): 0.00 ft True Len (approx): Final member OK by: 63.7% Actual Member Size: 3412" x 9414" 7,50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Bracirw Read For Maximums R,=Left R, - Riaht Max. Positive Mornent16,575 ft-lb 3.75 ft Main Span Full Strength: Live Load: 21775 lb 2,775 lb _ Max. Negative Momen>JO it Ito 0.00 ft Main Span Lateral bracing Dead Load: 7321b 73211b Max Design Shea�2,7861b 0.00 ft Main Span required at _---- - --- -- supports Total Load: 31507 He 3,507 Ib Main Span Max. Downward! 0.115" / 0.145" 3.75' / 3.75' Main / Main Live Case Causing Max WA WA Deflection (Live / Total), Main Span Max. Upward Deflection! 0.000I 10.00 0" 0.00' / 0.00, Main / Main Minimums R - Left R, - Right (Live I Totao1 Live Load: 0 lb 0 to Cant. Dawn. Deft. (Live / Tot):;WA WA WA W/O Mid-Bracing: 0.6 or 1 .0 Dead : 439 Ib 439 lb Cant. Up. Dell. (Live / Tot)_I WA WA WA_ Bending Red'n: Net Reaction 416 Ib 416 Ite Req'd Ell Not Incl. Self Wt.=2.810E+08 Actual El: 4.60E+08 0% Live Case Causing Min WA WA Approx. Sell Weight:00.10 pIf Approx. Tot. Wt.: 761b Allowed Moment Min. Calc'd Bearing Lengths:! = 1 .54 in (Left) = 1 .54 in (Right) 12,415 114b - Top of Stairs Beam ANACORTES PUBLIC WORKS DEPARTMENT YAwl�r o� Steven Lange , Project Manager P . O . BOX 547 , ANACORTES , WA 98221 PH (360) 293-1920 E-MAIL: stevel@cityofanacortes . org FAX(360) 293- 1938 `400 Memo Date: September 26 , 2017 To: Paul Ingalls , Plans Examiner From : Steven Lange Z Subject: Site Plan Review #2 for 3716 Leeward Lane cc : Eric Shjarback , Justin Symonds , John Franz The submitted site plan for 3716 Leeward Lane was reviewed by the Public Works Engineering Department on August 14 , 2017 . • August 11 , 2017 : Submitted to Engineering by Building Department • August 14 , 2017 : Reviewed by Public Works Engineering and routed back to the Building Department . • September 18 , 2017 : Submitted to Engineering by Building Department • September 26 , 2017 : Reviewed by Public Works Engineering and routed back to the Building Department . The following comments are provided : • Per the letter, dated September 15 , 2017 , the applicant has agreed to participate in the approval of the Drainage BMP Facilty Maintenance Agreement via the HOA . • Based on this information , the Public Works has no further issues . Please issue the Building Permit when ready . 4rp`��O 4CF, a� • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation • Equipment • Capital Projects • Development Services 4`W P � Y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT PLAN REVISION /ADDITIONAL INFORMATION COVER SHEET V7 Mailing Address : P. O. Box 547, Anacortes, WA 98221 o l Office Location : 904 6ih Street, Anacortes WA 98821 SEP 1 8 2011 � Phone : (360) 299- 1984, Fax: (360) 293 - 1938 .1 .. ., I 1 1 IR1_i�rf Permit /Project # : BLD -2017 - 0425 Date : 9/ 15/ 17rt 1 Project Name : Hendriks Project Address : 3716 Leeward Lane Project Contact : Jason Sterling Company Name : Strandberg Construction Contact Phone : 360-293- 7431 Contact Email : Jasons@strandbergconstruction . com Has the permit been issued yet? ❑ Yes N No All revisions must be either clouded or highlighted & wet stamped by an architect/ engineer (if applicable) . Has this been done? N Yes ❑ No Is the plan revision or additional information, in response to a plan review letter ? 9 Yes . A copy of the plan review letter with itemized responses to each item is required. No, the revision or additional information is initiated by the applicant, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: 44o C- � v Are you submitting a full replacement Yes (D No If not, what page # or title is being replaced : 1 -2 Replaced . M , 9 , 11 = 14 Edited . Two full sized copies of all revised /additional information is required . Has this been done ? E Yes ❑ No • � � Aan F m rellort.. or calculation where can be El Site Plan El Building Plans ❑ Structural Plan ❑ Landscape Plan ❑ Parking Plan ❑ Tree Preservation Plan ❑ Arborist Report ❑ SEPA checklist ❑ Wetland Report . ❑ Geotechnical Report ❑ Storm Drainage Analysis ❑ TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations ❑ Impervious Surface Calculations ❑ FAR Calculations ❑ Grading Plan ❑ Survey (Boundary /Topographic) ❑ Mechanical Plan 0 Plumbing Plan ❑ Other : SEP � 0201I3 Strandberg CI-Ty OF: ANAGORTES DESIGN 2018 RAVE ANACORTES WA September 15, 2017 Steve Lange Project Manager City of Anacortes RE : Public Works Dept. Review, Building Permit Application : BLD -20 M425, 3716 Leeward Lane Steve , 1 . The requested Drainage BMP Facility Maintenance Agreement is not the responsibility of the home owner and will be completed and returned by the HOA . Please let me know if you have any other questions . Jason Sterling Strandberg Design , LLC P . O . Box 319 Anacortes WA 98211 L ANACORTEO PUBLIC WORKS DEPARTMENT .0 Steven Lange , Project Manager P .O. BOX 547 , ANACORTES , WA 98221 PH(360) 293A 920 xV E-MAIL: stevel@cityofanacortes. org FAX(360) 293=1938 Memo Date: August 14, 2017 To: Paul Ingalls, Plans Ex arniner From: Steven Lange Subject: Site Plan Review for 3716 Leeward Lane cc : Eric Shjarback, Justin Symonds , John Franz The submitted site plan for 3,716 Leeward Lane was reviewed by the Public Works I Engineering Department on August 14, 2017 . t August 11 , 2017 : Submitted to Engineering by Building Department r j August 14 , 2017: Reviewed by Public Works Engineering and routed back to the Building Department. i The following comments are provided . Property owner needs to complete and record with the property a Drainage BMP :Facility Maintenance Agreement. :7 This agreement is for the existing privately owned and maintained Filterra Unit . This agreement was not identified on the face of the plat, therefore is a requirement of the Department of Ecology . r ; I a water Wastewater streets ® storm Drainage ! Engineering O Solid waste Transportation 0 Equipment A Capital Projects ® Development nent Services Return Address : City of Anacortes Planning and Community Development 904 6th Street Post Office Box 547 Anacortes , WA 98221 Drainage B M P Facility Maintenance Covenant Grantor(s ) hereinafter referred to as Grantor. 1 . 2 . Grantee : City of Anacortes , hereinafter referred to as the City , a Political Subdivision under the Laws of the State of Washington . Legal Description of property encumbered by covenant : Abbreviated : Common Name of the Development of the property encumbered by covenant: (Wapplicable, insertlof, Block, Plat Name), and/or as described in Exhibit(s) " (typically EXhibitA). Located in gtr. I qtr. Sec . Twp . N . , Rge . E . , W. M . Reference Number(s) of documents assigned , released , or modified : Assessor's Property Tax ParcelfAccount Number(s ) of property(s) encumbered by the drainage covenant: Page 1 Grantor's Initials _ Grantor has a record interest in the property encumbered by the covenant and agrees that the obligations of Grantor shall inure to the benefit of and be binding upon the heirs , successors , and assigns . Grantor agrees that this covenant touches and concerns the land described in Exhibit and shall run with the land . Grantor by execution of this covenant acknowledges that the benefits of this covenant inure to Grantor , downstream property owners , and the general public , and that the City as third = party beneficiary of this covenant has the right , but not the obligation , to enforce this covenant on behalf of downstream property owners and the general public . The City requires this covenant to protect private and public property , private and public drainage infrastructure , and natural resources of downstream property owners and the general public . Grantor in consideration of the approval of the City development permit No . , relating to the real property described in Exhibit and in consideration of other valuable consideration , receipt and sufficiency of which is hereby acknowledged , hereby covenants to perform regular inspections upon the drainage facilities installed , or to be installed , upon Grantor 's property . These inspections shall compare the facility / BMP device to the standards described in the current Stormwater Management Manual for Western Washington in use by the City of Anacortes (herein referred to as " the Manual " ) for all elements of the stormwater drainage system . For any BMP facility approved by the City but not included in the Manual ; maintenance standards shall be as described in the manufacturer ' s operation and maintenance manual ; which shall also be referred to as the Manual . As applicable , the system shall include the stormwater conveyance pipes , ditches , swales , and catch basins ; stormwater flow regulation system detention ponds , vaults , pipes , retention ponds , flow regulation and control structures ; infiltration systems and all other stormwater quality or flow control system . The inspections conducted on all facility/BMPs shall be performed by qualified personnel who have received professional training in the aspects of stormwater management for which they are responsible to inspect . For example a person qualified to perform an inspection on a detention pond must demonstrate that they have received professional training specifically on detention pond maintenance and compliance with standards . The City shall request a record of the inspection annually . The Grantor shall provide to the City a written record of the inspection performed and the condition of the facility/BMP upon request. The record shall provide an explanation of each maintenance component and potential defect identified in the maintenance standards in the Manual for each specific BMP/facility . Where measurements must be taken to (trash or debris exceeds 60% of the sump . . . ) the actual field measurements must be included on the report . Pictures of each BMP facility shall be included , and the date (s) of the inspections must be clearly identified . Page 2 Grantor' s Initials — — The scope of this covenant and right of entry shall be adequate to provide for the access , inspection , and maintenance of the stormwater drainage system , and shall be subject to the following terms and conditions : 1 . The City shall have the perpetual right of entry across adjacent lands of the Grantor for purposes of inspecting , auditing , or conducting required maintenance of the drainage BMP facility . 2 . The facility specific maintenance standards contained in the Manual are intended to be conditions for determining if maintenance actions are required . The standards are not intended to be a measure of the facility ' s required condition at all times . Discovery through inspection that a facility ' s condition is in exceedance of a standard does not constitute a violation of this agreement . 3 . Should a facility be discovered in a condition that constitutes an exceedance of any described standard , maintenance shall be performed on the following schedule : a . Within nine months for typical maintenance of facilities , except catch basins . b . Within three months for catch basins . c . Within eighteen months for any maintenance that requires capital construction or expenditure over $ 25 , 000 4 . In the event that Grantor fails to complete the required maintenance within the identified time period , the City shall have the right to immediately and without further notice perform or contract with others to perform all maintenance necessary to return the facility/ BMP to compliance with the standard . This work shall be performed at the sole expense of the Grantor . 5 . If the City in its sole discretion determines that an imminent or present danger exists , that any condition exists that could constitute a threat to human health , welfare or the environment , or any condition exists that could cause the City to be found in violation of the Western Washington Phase II Municipal Stormwater NPDES permit issued to the City of Anacortes , or any other environmental permit , the City may take any action required including beginning maintenance or repairs immediately at Grantor' s expense without prior notice to Grantor. In such event , the City shall provide Grantor with a written statement and accounting of all work performed and the fees , charges , and expenses incurred in making such repairs . Grantor shall agree to reimburse the City or pay the City' s vendors directly for all reasonable fees , charges , and expenses identified in the City' s statement . 6 . If the City is required to act as a result of Grantor' s failure to comply with this covenant , the City may remove any obstructions and/or interferences that in the sole opinion of the City impair the operation of the drainage BMP facility or the maintenance thereof. Grantor agrees to hold the City , its officers , Page 3 Grantor' s Initials — employees , and agents harmless from any and all claims , actions , suits , liability , loss , expenses , damages and judgments of any nature whatsoever , including costs and attorney' s fees , incurred by the removal of vegetation or physical interference from the drainage BMP facility . 7 . When exercising the maintenance provisions of the covenant , in the event of nonpayment , the City may bring suit to recover such costs , including attorney' s fees , and upon obtaining ajudgment , such amount shall become a lien against the property of Grantor as provided in RCW 4 . 56 , 190 . 8 . Grantor covenants that the owners of the property described herein are the person or persons identified on page 1 of this covenant as Grantors , that they have the right to grant this covenant on the property , and that the title to the property is free and clear of any encumbrances which would interfere with the ability to grant this covenant . Executed this day of Granters : Signature ( s ) : Printed Name (s) : Title of Authorized Representative ( s ) : ( if signing on behalf of a corporation ) Page 4 Grantor' s Initials_ - m I Dd&ainage B M P Facility Maintenance Covenant Additional Signatures ( if needed ) : Note : Signature (s) of Grantor(s ) must be acknowledged by appropriate Notary Form . Accepted and approved for the City of Anacortes : Date : _ Director City of Anacortes Department of Planning and C o m m u n i ty Development Services Page 5 Grantor' s Initials — -- CONSENT TO AND APPROVAL OF DRAINAGE B iVI P F A C I L I T1( MAINTENANCE COVENANT (lender), the current Beneficiary of a Deed of Trust recorded under AFN , records of City of Anacortes , which deed of trust encumbers the real estate described in Exhibit of the attached Drainage BMP Facility Maintenance Covenant , does hereby consent to the establishment of said covenant Signed : Title : Date : REPRESENTATIVE ACKNOWLEDGMENT STATE OF WASHINGTON ) SS City of Anacortes ) I certify that I know or have satisfactory evidence that is the person who appeared before me , and said person acknowledged that ( he/she/they ) signed this instrument , on oath stated that ( he/she/they) was/were authorized to execute the instrument and acknowledged it as the of to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument . Dated : _ Signature . ( print name) ( Seal or stamp) _. NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON My appointment expires Page 5 Grantor' s Initials INDIVIDUAL ACKNOWLEDGMENT STATE OF WASHINGTON ) ) SS City of Anacortes ) I certify that I know or have satisfactory evidence that is/are the person ( s ) who appeared before me , and said person ( s ) acknowledged that ( he/she/they) signed this instrument and acknowledged it to be ( his/her/their) free and voluntary act for the uses and purposes mentioned in the instrument . 0atc=. d : Signature : ( print name ) ( Seal or stamp) NOTARY PUBLIC INAND FOR THE STATE OF WASHINGTON My appointment expires.. REPRESENTATIVE ACKNOWLEDGMENT STATE OF WASHINGTON ) ) SS City of Anacortes ) certifythat I know or have satisfactory evidence that is the person who appeared before me , and said person acknowledged that ( he/she/they ) signed this instrument , on oath stated that ( he/she/they ) was/were authorized to execute the instrument and acknowledged it as the of to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. t) atad ® Signature ( printname ) ( Seal or stamp ) NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON Page6 Grantor' s Initials My appointment expires Page Grantor' s Initials