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BLD-05-0382CITY OF YELI~1 INSPECTION LOG PROJECT ~~~ Cl /~ ~ /y~ 729 ~/ a ~~~ ADDRESS_ /t/81 CP ~9'~ A(,~C ~~ SET B.-~ChS Date: Front ya Rear_ y/ Side Flarkine Side FOOTI~CREB.~R Date FOOTI'.~G \1'.~LL -~ 1 ~•~ ;~ 6-, other ~ other «'.aLL REB.~R Date: 1~ !1 n l TT1 P n i c CO~lI31\ED FRa~IE/ E\TER10R SHE.aR ~1'.aLL I\cFECT10\ Holddo~~ns :~ Shear~'ailir,a '~ Frar;e ~' }-~ Gas Pmpane~ ~ ~' P]ur;,l,ine ~' ~ - ' 'Mechanical ., Cor.~ments l1St'L.aT10\' ~ :a =Electric ~ Other Foam anJ Seal '~-,~ ~ - Comments _ ~ 1J Vvt~ C;~.,~.c.C - - ~- y RM~ s~~ n,n~`~~,ll ~ of-c,~.~'S ~;, ~^„ SKEET ROC}~,'SHE.aR \\'.~LL ~.alL Comments OTHER Comments F1\'.aL Se~~ er F.n:a ~ Electric:a ~i Cis it Fin;a ~ Lan~scaPe Fir,;,l =~ C cf 0 .address ~ Insulation ~~ Site Draiacce ~ SiJe~~alk required ~ ents ~ Comments ~,ya/ed 5~.~/yL ~~ to ? -. m Dc ~~ sv~ ~ . ~~~ ~- ~~ ~o ~~ N ~. ~ ~6~ N ^~ j ~~~ Q~~ vN ~ o?~ N~ ~ ~ O j (7 ~ f~ ~~~ ~. ~ o~ ~ ~~ ~~ v ~~~~ m s m N. `~~ J Q ~ ^' 0 ~ l 0 Q ~~ ~~ n C 3 N ~ C ~ N fD 7 ~ W c a ~~ co O n 4l v v -a c~ v~ n 0 Q O N D c~ v -a m n (D Q c~ W c a 5' cQ m Z c c~ v Z 7~ 7 00 ~ ~ co m a nZi a~ fD fD c a 5 co D a Q f~D N m m n ~ ~ m ~ z ~ --i ~ D ~ r m n r rn ~ ~_ ~ ^~_ _C •J r _v ~ z m ~ O 'p `n D I D m z Z C7 -~ YELM COMMUNITY SCHODLS PO BOX 476 YELM, WA 98597 Clerk: Croy Terminal: 1 Receipt; 16821 Manual Receipt: NPAR HOMES N253-535-6504 PAR, HOMES, INC. 10749 S. A STREET, UNIT A TACOMA, WA 98444 3/14/2006 12:31 PM Qty Item Price 1 CPF2900 29087.00 MITIGATION LOT 1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16 ,17 Subtotal: 29087.00 Tax: 0.00 Total: 29087.00 Check 29087,00 8133 Change Due: 0.00 THANK YOU MITCHELL ENGINEERING INC. ~~ d= V~~~ ~w~~o~~~~ ~Aa- rs ~~ 3 -4. ,~ I.. l ~G.. v,?~~l 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 2- ~r'~Y {~a-f~ I2 ~ 2 ~~ o h-~~~5 _ _. __ ;~ ,_~ v ,.... _ .. .-.. _ __.._ !S Lt}Ala~t~ Tc'7. A~~E ;;~ K; .L /- ~ 9xt~ L ld 'lib>~°J ~'~REG3d F~f' n C. G.stv~~~.i? 3'l~.i t)v ~: x= ---- [~ M~~ ~ V L ~~~ ~'-~~.R, ~,~,, 20775 5,4 ~ry K'c,..z1='~ IS S3vZ.1~:?7.,~' xr~:,~-tiG - "'I C.~ ~ [~ ~yCy ° CGri4?5'=~!7 ~ rtC7it~f,; s~~17i,r.LL:. ~fti(aftvr~iiiti, iFi(;, ~ ~ cX~'9~iES 4: ~ to~2~5 PREPARED BY PROJECT SHEET NO. OF DATE ~~ ~ o ' SUBJECT ~ v2~~ JOB NO. ~~-~~ ~~i~l. ,A ALL ~ ~v ~v -' ~'~ ,~ 1 ~A ~ ~~ , °g. =- =~i '~ ~ ' ~ ~a 3 I ~ ~ i t ~;! U ~; ~ ~ ~ 3 S~a4, 5~d ~' '~ I I ~ i ~ La,~ 2 H / ~A RTIA'L fcu~d~ ~, fLf~ `~~Fk.1q- ~.~crISI ~''~~ °~ ~--. -- ~ ~,.,~ ~ off- ~vt ~ ~t~ v4 ..~~~ . 0 ~~ ~ ~~~~ ~~"~cr~ ~ !~ ~ N ~~ ~ ,~- ~ _~~ ~ Q' ~ P -~~ -~- ~' ~- _~ ~ '~- '~-~ ~°- 4~' 1, ~ _ -i,.., _ ~2 ~ 3 ~~ --~~~ y~ ~~ ~T~7~1~~ ~ 2 ~~ 0 C~ ~~~~ 9 i3 ., ,~~ y ~~~~~ ~~ cv ~2 = P-4 X14 MITCHELL ENGINEERING INC . o - ~~ ~ ~ 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 ~~/~ ILL .7'L'-~~ ~, S = v~ ~ 4~Go ~~~ ~~~~ PREPARED BY " °' F PROJECT ~"'~ ~ ~ ~`~~ SHEET NO. ~~ OF _.r__ DATE ~ ? ~7 ~~ SUBJECT JOB NO. ~~ ~ ~~ MITCHELL ENGINEERING INC • 7Redmond, WA 98052 (425)747-1500 ~~ ~ ~~ ~ ~a~~l ~ G'~~ A - c D F- ~~ k _ ~ ~ ~.~ - - ! 2' x_}45 ~~ - I~~ PREPARED BY PROJECT '` SHEET NO. OF DATE ~/~~r a SUBJECT JOB NO. ~~ _~~ N ~ L. ±.+ ~7.i O v~ N O .-~ N O ,-, r1 O O d' O O ~ I ~ ~ vi .- ~ ~ ~ ~ M ~ ? ~ W t . ~ ~ ~ ~ ~ ~ ^ ~ O 6' c}C ~ .~ ~ ~ ~ G ~' ~ ^ \ c~ i s ,_, ~ n •. p c~ ~ C ~ ~ N ~ ~l V c~ ~ ~ N s~ M Q ' N b ,~ a n ~ - . . M ~ ~ ~ .-~ ~ M ~ O a O O ~ v1 C O ~ +-' ' cC O U ~ O ~ aS M ~ O U 3 '- c 0 ~. rs, ¢. ~ O ~ , o ° ~ `" ~ o i c .~ ~ 3 _" = .~ o ' N v : Q ~"" V cC ~ m C c~ in y ' N °~ ~ ~ N o a~ ,^ ~ 4. ' a 'o ~ ~ ~ ~ Cn ~ ~ ~ a >, ~ ~; ~ O z a~ ~- a~ ~ a~ ~ a~ ~ ~ c ~ ~ ?, • k , ~ ~~ ~ ~, ~ ~ ~- o c ~; 'O b y ~ Q , N N cd ~ ~ a. .+ pp t. Rf fA Cj C c U N ~.., cd cC ~ ~ N O ~ ~ ~ z ~ ~ ~ .~ c ~ .c ~ b ^ ~ t?. U N - - - - +, .., N N N ~ N N ~ N .L .~ ~ ~ ~ ~ ~ O ~ ~ ? O O O O .~ C .c ^" ~> p M '-' C D B ~ O O ' ... ' ~~ p ~ 3 ~ ~ ~ o o ~ 3 ~ °' V - - - ~ c n o ~ W 3 >, 5, ~ c ~ 3 ~ y `° ~, ~ ~ ~ ~ U t1. ' _ ~ ~ N O N N c~ N 3 ~ ~ Q y~ ~ ~ ~ oo co 00 00 -ti ~ v , cn ~ ~ .~ v ~ - b + ~ ~ M 3 d d -o ~ ~ ~ ~ c ~ a: a: a ~ p ~ ~ ~ ~, ~ c p cC ~ U C ~ Q ¢ ~ ~ ~ U ~ O ~ r ~ tfa c^I ~~ ~ 'n ~o t~ 1 STRUCTURAL NOTES CODE: DESIGN IS IN ACCORDANCE WITH THE 2003 INTERNATIONAL BUILDING CODE (I.B.C.) /INTERNATIONAL RESIDENTIAL CODE (I.R.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS: LATERAL WIND------------------EXPOSURE B; 85 MPH SEISMIC--------------PER ZONE D2 FOUNDATIONS: EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY OF 2000 PSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF 1'-6" BELOW ADJACENT EXTERIOR FINISHED GRADE. CAST-IN-PLACE CONCRETE: F'c = 2,500 PSI @ 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6-3/4 GALLONS OF WATER PER 94# SACK OF CEMENT. NO SPECIAL INSPECTION REQUIRED. MAXIMUM SIZED AGGREGATE IS 1-1/2 INCHES. MAXIMUM SLUMP IS 4 INCHES. ALL REINFORCING STEEL DOWELS, ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE 5/8 INCH DIAMETER WITH 7 INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON CENTER UNLESS NOTED OTHERWISE ON THE PLANS. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL PLATE. STRUCTURAL TIMBER: ALL GRADES SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER, LATEST EDITION. PROVIDE CUT WASHERS UNDER ALL NUTS AND BOLTS BEARING AGAINST WOOD: ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED PER PRESERVATIVE TREATMENT NOTE. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: 2X STUDS HEM-FIR #2-----------------Fb = 850 PSI 2X FLOOR & ROOF JOIST HEM-FIR #2-----------------Fb = 850 PSI 4X BEAMS DOUG-FIR/LARCH #2----Fb = 875 PSI 6X BEAMS DOUG-FIR/LARCH #2----Fb = 850 PSI COLUMNS DOUG-FIR/LARCH #2----Fb = 875 PSI LUMBER NOT NOTED DOUG-FIR/LARCH #2---Fb = 850 PSI MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO CONCRETE SHALL BE ~/8 INCH DIAMETER WITH 7 INCHES OF EMBEDMENT INTO ~~ CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH I.B.C. SCHEDULE. FLOOR SHEATHING: SHEATHING SHALL BE 3/41NCH TONGUE & GROOVE, A.P.A. RATED SHEATHING. SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH l Od COMMON NAILS AT 6 INCHES ON CENTER AT SUPPORTED PANEL EDGES & 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. ROOF SHEATHING: SHEATHING SHALL BE 7/16" A.P.A. RATED SHEATHING. SPAN RATING 32/16, INSTALLED WITH LONG DIMENSION ACROSS SUPPORTS. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. WALL SHEATHING: SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING, SPAN RATING 24/0. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS. PRE-112AN[JFACTURED ROOF TRUSSES: TRUSSES SHALL BE PLANT FABRICATED OF DOUGLAS-FIR/LARCH OR HEM-FIR. TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED STRUCTURAL ENGINEER. SUBMIT TRUSS SHOP DRAWINGS TO MITCHELL ENGINEERING FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OF THE TRUSSES. SPECIAL CONDITIONS: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. ALL DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT OR ENGINEER. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AS REQUIRED UNTIL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL OPENING IN THE FLOOR, ROOF AND WALLS WITH ALL THE APPROPRIATE DRAWINGS. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BLDG. DEPT. REQUIRED INSPECTIONS. DO NOT SCALE THE DRAWINGS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. 1~- FRAMING R FOUNDATION ~__ DIMENSION SHEAR WALL PER PLAN 4 SCHEDULE FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER PLAN Z -FLASHING WOOD TRIM OPTIONAL 30" M,qX. SLAB TO GRADE 8" MIN. WOOD TO GRADE 4" DIA. PERF. FOUNDATION DRAIN 2x STUDS PER PLAN L 4" L 8" L 4" L ~- 8 " G~i?~G~ AND . Y~I~LL. ~T~ ~ / A. BOLTS ~iDATION PLAN 4" GONG. SLAB OVER 6 MIL. BLACK V. B. OVER 4 BAR VERTICAL ®I6" O.G. HORIZONTAL ®I6" O.G. (2) #4 BAR CONTINUOUS SCALE : I" = I'-O" Y CAD Details /MITCHELL /Slab on Grade / J. 8 inch garage fnd ~ da DIMENSION _ ~ SGHREDULEL PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Ibd ®4" O.G. Z -FLASHING WOOD TRIM OPTIONAL Ibd TOE-NAIL 8" MIN. ® 6" O.G. 2X STUDS PER PLAN GATT INSULATION PER PLAN GATT INSULATION PER PLAN 3/4" T. ~ G. PLYWOOD SUBFLOOR GLUED ~ NAILED _ FLR..15T5. PER PLAN (U #4 BAR GONT ~ ~°Lf.. ~~ a I MAX. b" BELOW ~' ~ ~~ TOP OF FND WALL t N ::.. MUDSILL / A. BOLTS I I ~II . PER FOUNDATION PLAN z X ~Zli TIGHTLINE\/~\\ \ ~~ ~ #4 BAR ~/ERTIGAL ®I6 O.G. m 0 Odd ~~REIQUIRED~/~~ / ~ .~ ~ ~RIZONTAL ®Ib" O.G. ~ `r' t~ _ mmm %\\\/~\~\ .: ~~~II. ~ . 6 MIL. BLACK V. B. ' d e~ . ~ 4" DIA. PERF. L 4" L 8" L 4"~ FOUNDATION DRAIN ~~ 8 " AND . WALL #4 BAR CONTINUOUS SCALE I" = I'-O" CAD Details /MITCHELL /Crawl Space / B. 8 inch fnd wall ~#+ / ~ D SHEAR WALL PER PLAN 4 SGHEDULF FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER~PLAN 16d ®4" O.G. Z -FLASHING WOOD TRIM OPTIONAL ibd TOE-NAIL 8" MIN. ®b" O.G. ~X STUDS PER PLAN BAIT INSULATION PER PLAN GATT INSULATION PER PLAN 3/4" T. R 6. PLYWOOD SUBFLOOR GLUED R NAILED . PER PL~N~ (U #4 BAR GONT ~ MAX. 6" BELOW ~° I ~~ ~' ~' F . ~ ~ e ~ ~~ MUDSILL / A. BOLTS TOP OF FND WALL ~ ~ N ~ ~ r PER FOUNDATION PLAN ; .I 111 ~ " ~ QaL STORM \/ / .. :~ .. O.G #4 BAR VERTICAL ®ib O r V DRAIN ~i~ E UIRED / m~ 4 HORIZONTAL ®I b" O.G. Q /\ \ m IF R \\j\\/\ ~ .. '~ ~~ ~ *, ' 6 MIL. BLACK V. B. °" • :'H ~ ~• ~ (2) #4 BAR CONTINUOUS 3" GLR. ° ~ , _ ~ 9 ~ ~~~ ~ \~~//~ \ 4" D I A PERF L 4 L 8 L 4 L tt' N FOUNDATION DRAIN -~ SCALE I" = I'-O" S" ~1~D. Y~I~LL ~cT,~J ~3 CAD Details /MITCHELL /Crawl Space / D. 8 inch fnd wall -parallel '~ .~ 1 - ~l ~X STUDS PER PLAN ~ BATT INSULATION PER PLAN ~`~ ~(~ BATT INSULATION PER PLAN 3/4 T.8 G. PLYWOOD SUBFLOOR GLUED ~ NAI LED 'FRAMING. ~ FOUNDATION DIMENSION SFtEAR WALL PER PLAN ~ SCHEDULE Ibd• ~ 4" O.G. - INSTAL:L 5/8" TYPE 'X' G.YV.B. Z ui FLR. JSTS. PER PLAN Ibd TOE-NAIL ~ OC 4 GONG. SLAB ~ 6" O.G. = Q ~/ER 6 MIL BLAGK V B - } ~- O O~/ER 4" GRANULAR FILL MUDSILL / A. BOLTS °.II-. - j 1 ~ :. ~ . . ~ ~•. • ~ ° -PER FOUNDATION PLAN l. ~ ~ ~ ••• ~ : ° ~ V ~ ~ i}~ ~ ~ ~ ~~~~~~~~~~~ ~ J ~ ~\~~\~~\~ `~ ~ ~4 BAR ~/ERTIGAL ~ I6" O.G. G $ HORIZONTAL ~ ib" O °. I~ ,(I) #4 BAR CONT. ~ . . ~ \~~MAX. 6" BELOW TOP • FND WALL 6 MIL. BLAGK Y. B. !: II, : •:. j~~j/~%, -.d ` i _ i ~. ..: ...~.If .. dJ ~ ~ ° ,° • •II " •. ~~~ #4 BAR CONTINUOUS ,. 3" GLR. . ~% //~ ;, 4.. 8~4"~ 8" AND. Y~I,~LL. ~ G~i~'~G~ ~T~: ~4 CAD Details /MITCHELL /Crawl Space / I. 8 inch fnd wall @ garage SCALE : I" = I'-O" .~ 13 DOUBLE TOP ------- PLATE EXTEND BEAM TO END 8d NAILS ~ -------- OF SHEAR PANEL 3" D.G. TO ~_-__--~. EACH TOP PL • I i 3 ROWS 8d ~ 3" O.G. •I I• I I PLYWOOD TO BEAM 'I I' I I ' Sd ~ 3" O.G. I I ' ~ 3x STUDS SHEAR WALL ~ _ PER PLAN ~ _ SCHEDULE 7/I6" PLYWOOD/ O.S.B. • I I • (ONE SOLID PANEL ) SIMPSON STHD14 ~ I I • HOEDOWN w/ (32) I 3x TREATED PLATE w/ Ibd NAILS . I j . ~S)~ 3/4"~Pxl2" ANCHOR BOLTS ' ~~ ~ 2 u n n. I I .u. II'' II'" I~I .LI.O II'~11'p Il rn II It u. a It n al u e i 1~~=me~m_~~I 1 ~' l u l u•II u n .~',i. ii: i~'i ii'ii it i'.i. ,I I.II' II I ~I II 11.71 .I I' ~_y1~ ~IJ ii `u.ai .~ II u ii:.*I ~T 8 THICK II a .,1 •' ' ~ (4)#4 ~/ERTIGAL STEM WALL ~'I ~ I..' ~l:..Ila . _ I I ~. Ir . II ' 'I .11 . 5.0.G. II . II al ' IM• dlE~e=I~_a~'~=~i ' . 11 ~ ii• '.ii~ ~ ii.. ii.'a .d:. #4 ~ 10 O.G. , 71. ~ l~ Il-. ' °.. ... . • _ ,:. ' . HORIZONTAL ~ ,'~ . ~. ;; ' ;; ~ 'll, ~ • ': ~ ~ ~~ ~ • ' . ili --ol~c ~-. - II• A II II .• 11 II' . ' p'. , . 11 II ril•. Ir . u: n'. ~. n n. _ mr a II, _ ' 11d. . II 'll ' It ..11 II ~ IlQr II t ~ .v. SCALE I/2" = I'-O" S~~~iz i~~1~~L. ~ G~i~' ~G~ T ~~ ~~ ~~ CAD Details (MITCHELL /Lateral Restraint / D. lateral restraint panel , /~4 SHEAR WALL PER PLAN ~ SCHEDULE GATT INSULATION PER PLAN 3/4" T.G. PLYWOOD SUBFLOOR GLUED ~ NAILED LAP JOIST 6" \ P3~R BLKQG NAILS Z BOTTOM OF BEAM 51 MPSON A35F d1 ~ w (3) Sdxl~" NAILS _ TppOppyyyW~~OOD w/ 2 ~ N,41L5ENT0 GONG- BEAM PER PLAN 2x4x12" CLEAT w/ (gg~)?~M ~ (2(1 I bd TO ~l~ILS INt~GOLUMN P. T. POST PER PLAN 6 MIL. BLACK Y. B. L I'-~F" L #4 BAR CONTINUOUS SCALE I" = I'-O" ~o~-r~ ~uous ~oo-r~ ~~ ~~;~ ~~ FLR. JSTS. PER PLAN - Ibd ~ 4" O.G. Sd ~ 4" O.G. CAD Details /MITCHELL / Crawi Space / Y. continuous footing ~/~ '~~ `PER f (NO 5 ~ SIN I bd ®.. I bd TOE- ~ 4" O.G 51-IEA PER SGALE I" = I'-O" s~+~~~ T~~~s~~~ ~~a:1~ l CAD Details /MITCHELL /Wall to Wall / B. shear wall floor - sim ~ ! /co Si~f~?~R f~ER Pl 16d~~ 8d ~ :4 Ibd TOE-t~ ~ 6" O.G. SHE,hF PEA SG,4LE I" = I'-O" S~~~fi~ Ti~~NS~~i~' ~T~ ~~ CAD Details /MITCHELL /Wall to Wall / H. shear wall floor -par ~ 1,~ 2x BLOCKING Sc7 NAIL ®4" O.G. PLYWD FLOOR SHEATHING (4) 16d TOE NAIL / PER EACH BLOCK SHEAR WALL PER PLAN ~ SCHEDULE 2x FLOOR .1015T5 NO SCALE L~T~i~~L I7~T~ I L ~~ Y CAD Details /MITCHELL / Floor to Wall / A. shear floor to wall - perp ~~ SHEAR WALL PER PLAN $ SCHEDULE z E-- z w FLOOR .1015T5 ~ PER PLAN ~ Ul - - 2 F- _ SIMPSON HOEDOWN Z PER PLAN w/ ALL J NAIL HOLES FILLED p., w/ 16d COMMON NAILS ~ ~ ~, OF EACH STUD E- N DOUBLE STUD ® ~~ ~,~ ~ HOEDOWN (MST) 51NGLE STUD HOEDOWN (G5) - ~~LL -ro ~Loo~ - ST~~~ ~~TaJ ~i~ NO SCALE CAD Details /MITCHELL /Wail to Wall / M. wall to floor -strap I,~ # ~~ SHEAR WALL PER PLAN :E SCHEDULE SIMPSON HOEDOWN PER PLAN w/ ALL NAIL HOLES FILLED w/ I bd COMMON NAILS ~. OF EACH STU17 NO SCALE L?~TER?~L DET~ I L ~ ~ CAD Details /MITCHELL /Wall to Wail / N. wall to beam -strap ~~ GATT INSULATION PER PLAN TRUSS PER PLAN A35 ~ 24" O.G. (BIRD BLOCKING TO TOP PLATE) SIMP50N HI CLIP ~ EACH TRU55 - ~/I6" PLYWOOD SHEATHING NAILED w/ 8d NAILS ®4" O.G. S SUPPORTED PANEL EDGES ROOFING MATERIAL PER OVERHANG I, ELEVATION OVER BUILDING PAPER ~ SHEATH I NG EXTEND 12" ABOVE INSULATION WITH_ I I/2" CLEAR AIRSPACE VENTED 2X BLOCKING W/ (3) 2" DIA HOLES PER 24" O.G. (BLOCKING TO TOUGH TOP PLATE) FASG I A BOARD PER PLAN 5" GONTiN0005 METAL GUTTER Sd NAILS 4" O.G. (SHTG TO BIRDBLOGKiNG) PER PLAN '' ~)3ATT INSULATION PER PLAN FINISH PER ELEVATION OVER ... 15 LB. BUILDING PAPER . OVER SHEATHING PER PLAN SHEAR WALL PER PLAN SCALE : ~ I " = I'-O" ~~,~T G~ I L. i NG ~ ~~~~ r,~ ~~~ CAD Details /MITCHELL /Roof / A. flat ceiling ~2~ PLYWOOD ROOF 5i-fEATHING -~ "T/I6" PLYWOOD SHEATHING ON GABLE TRU55. NAILED W/ Sd NAILS ®4" O.G. W/ ALL EDGES BLOCKED ~ I bd TOE NAILS ~ 6" O.G. GABLE END WALL ~ RAKE WALL. FULL HEIGHT STUDS -~'~ IF GABLE END TRU55 IS DESIGNED FOR LATERAL FORGE OF 3500#, PLYWOOD DOES NOT NEED TO EXTEND UP GABLE END •-- L.A~T~iz~L. D~T~ I L Sd ~ 4" O.G SIMPSON A35 ® ~4" O.G. TRUSS SHEAR WALL PER PLAN ~ SCHEDULE NOT TO SCALE ~"~ 3 ,y CAD Details /MITCHELL /Roof / I. shear transfer -roof to ext wall ~~.,, ~~ BEAM CALCULATIONS FOR PLAN M2294A2F-3 TO BE BUILT IN NTULTIPLE LOTS YELM, WASHINGTON FOR PAR HOMES, INC. LOADING Roof 1 ~ PSF Dead Load + 2j PSF Live Load = 40 PSF Floor 10 PSF Dead Load + 40 PSF Live Load = 50 PSF Ceiling 5 PSF Dead Load + 10 PSF Live Load = 15 PSF Deck 5 PSF Dead Load + 60 PSF Live Load = 65 PSF Interior w all = 07 PSF Exterior wall = 10 PSF DEFLECTION Roof = 1/360 Live Load, 1/360 Total Load Floor = 1/480 Live Load, 1/3fi) Total Load NOTE: This stamp applies to the members and assemblies described in these calculations only. And is only valid if it has a wet stamp. Architects Northwest Job No. ~)~ 11)Ofi ARCHITECTS NORTHWEST, Inc. 18915 142"~ Avenue NE Suite 100 Woodinville, WA 98072 (425) 485-4900 FAX (425) 487-6585 www.ArchitectsN W.com Roof Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:04 PM Protect: M2294A2F-3 -Location: BM01-MASTER BEDROOM WINDOW HEADER Summary: 5.125 IN x 9.0 IN x 8.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 138.7% Controlling Factor: Moment of Inertia /Depth Required 6.73 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Camber Regd.: C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Camber Adjustment Factor: CAF= Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adiusted Lengths and Loads: Adiusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: wT= Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Ev= Fc perp= Fb_cpr-- Fb'= Fv'= M= V= 0.05 I N 0.07 IN = L/1460 0.11 I N = L/859 1600 LB 1118 LB 2718 LB 0.82 IN 0.07 IN 8.0 FT 0.0 FT 6 :12 360 360 1.5 X DLD 25.0 PSF 15.0 PSF 16.0 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 11 PLF 8.0 FT 400 PLF 280 PLF 680 PLF 2400 PSI 240 PSI 1800000 PSI 1600000 PSI 650 PSI 1850 PSI 2760 PSI 276 PSI 5436 FT-LB 2229 LB Sreq= 23.64 IN3 S= 69.19 IN3 Areq= 12.11 IN2 A= 46.13 IN2 Ireq= 130.45 IN4 1= 311.34 IN4 Roof Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 By: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:05 PM Project: M2294A2F-3 -Location: BM02- BEDROOM #2 WINDOW HEADER Summary: 5.5 IN x 9.5 IN x 6.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 126.4% Controlling Factor: Section Modulus /Depth Required 6.31 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adl= Total Uniform Load: wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.02 I N 0.02 I N = L/3154 0.04 IN = L/1852 1200 LB 843 LB 2043 LB 0.59 IN 6.0 FT 0.0 FT 6 :12 360 360 25.0 PSF 15.0 PSF 16.0 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 13 PLF 6.0 FT 400 PLF 281 PLF 681 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 1006 PSI 196 PSI M= 3065 FT-LB V= 1512 LB Sreq= 36.55 IN3 S= 82.73 IN3 Areq= 11.60 IN2 A= 52.25 IN2 Ireq= 76.37 IN4 1= 392.96 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00 By: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:05 PM Project: M2294A2F-3 -Location: BM03- RAFTERS SUPPORTING DORMER WALL Summary: (2)1.51Nx11.251Nx10.OFT /#2-Hem-Fir- Section Adequate Bv: 72.2% Controlling Factor * Laminations are to be fully connected to provid Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Dry Use Section Modulus /Depth Required 8.57 In uniform transfer of loads to all members Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties For: #2- Hem-Fir Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.00 Fv': DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-6= DL-Rxn-B= TL-Rxn-6= BL-B= L2= Lug-Top= Lug-Bottom= Cd= L/ L/ wL-2= wD-2= BSW= wT-2= Fb= Fv= E_ Fc_perp= Fb'= Fv'= 0.05 IN 0.05 IN = L/2468 0.10 IN = L/1186 500 LB 541 LB 1041 LB 0.86 I N 500 LB 541 LB 1041 LB 0.86 IN 10.0 FT 0.0 FT 10.0 FT 1.00 360 360 100 PLF 100 PLF 8 PLF 208 PLF 850 PSI 150 PSI 1300000 PSI 405 PSI 850 PSI 150 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2603 FT-LB 5.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 854 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 36.74 IN3 S= 63.28 IN3 Area (Shear): Areq= 8.54 IN2 A= 33.75 IN2 Moment of Inertia (Deflection): Ireq= 108.09 IN4 1= 355.96 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:06 PM Protect: M2294A2F-3 -Location: BM04- BEAM OVER LIVING Summary: 5.125 IN x 15.0 IN x 15.5 FT / 24F-V4 -Visually Graded Western Speci es -Dry Use Section Adequate By: 22.6% Controlling Factor: Moment of Inertia /Depth Required 14.01 In Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.25 IN = L/756 Total Load: TLD-Center= 0.42 IN = L/442 Camber Required: C= 0.26 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 3843 LB Dead Load: DL-Rxn-A= 2623 LB Total Load: TL-Rxn-A= 6466 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.94 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-6= 3893 LB Dead Load: DL-Rxn-B= 2792 LB Total Load: TL-Rxn-B= 6685 LB Bearing Length Required (Beam only, support capacity not checked): BL-6= 2.01 IN Beam Data: Center Span Length: L2= 15.5 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 15.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 19 PLF Total Load: wT-2= 19 PLF Point Load 1 Live Load: PL1-2= 500 LB Dead Load: PD1-2= 541 LB Location (From left end of span): X1-2= 7.0 FT Point Load 2 Live Load: PL2-2= 500 LB Dead Load: PD2-2= 541 LB Location (From left end of span): X2-2= 13.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 488 PLF Left Dead Load: TRD-Left-1-2= 293 PLF Right Live Load: TRL-Right-1-2= 488 PLF Right Dead Load: TRD-Right-1-2= 293 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 7.0 FT Load Length: C-1-2= 7.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 488 PLF Left Dead Load: TRD-Left-2-2= 293 PLF Right Live Load: TRL-Right-2-2= 488 PLF Right Dead Load: TRD-Right-2-2= 293 PLF Load Start: A-2-2= 13.0 FT Load End: B-2-2= 15.5 FT Load Length: C-2-2= 2.5 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 350 PLF Left Dead Load: TRD-Left-3-2= 210 PLF Right Live Load: TRL-Right-3-2= 350 PLF Right Dead Load: TRD-Right-3-2= 210 PLF Load Start: A-3-2= 7.0 FT Load End: B-3-2= 13.0 FT Load Length: C-3-2= 6.0 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ev= 1600000 PSI Stress Perpendicular to Grain: Fc peril= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Page: 5 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.0 0.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:06 PM Project: M2294A2F-3 -Location: BM04- BEAM OVER LIVING Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 25646 FT-LB 6.975 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 5694 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining afl dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 128.23 IN3 S= 192.19 IN3 Area (Shear): Areq= 35.59 IN2 A= 76.88 IN2 Moment of Inertia (Deflection): Ireq= 1175.28 IN4 1= 1441.41 IN4 Multi-Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 By: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:06 PM Project: M2294A2F-3 -Location: BM05- KITCHEN WINDOW HEADER Summary: 5.5 IN x 7.5 IN x 3.0 FT / #2 -Douglas Fir-Larch - DrV Use Section Adequate By: 60.7% Controlling Factor: Section Modulus /Depth Required 5.92 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-6= Dead Load: DL-Rxn-6= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lug-Top= Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= Left Dead Load: TRD-Left-1-2= Right Live Load: TRL-Right-1-2= Right Dead Load: TRD-Right-1-2= Load Start: A-1-2= Load End: B-1-2= Load Length: C-1-2= Properties For: #2- Douglas Fir-Larch 0.00 IN 0.01 IN = L/5219 0.01 I N = L/3314 888 LB 437 LB 1325 LB 0.39 IN 1913 LB 1176 LB 3089 LB 0.90 I N 3.0 FT 0.0 FT 3.0 FT 1.00 480 360 300 PLF 75 PLF 10 PLF 385 PLF 1600 LB 1118 LB 2.25 FT 400 PLF 320 PLF 400 PLF 320 PLF 2.25 FT 3.0 FT 0.75 FT Bending Stress: Fb= 750 Shear Stress: Fv= 170 Modulus of Elasticity: E= 1300000 Stress Perpendicular to Grain: Fc perp= 625 PSI PSI PSI PS I Adjusted Properties Fb' (Tension): Fb'= 750 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2006 FT-LB 2.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 2426 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 32.09 IN3 S= 51.56 IN3 Area (Shear): Areq= 21.40 IN2 A= 41.25 IN2 Moment of Inertia (Deflection): Ireq= 21.01 IN4 t= 193.36 IN4 Multi-Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00 By: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:07 PM Protect: M2294A2F-3 -Location: BM06- NOOK S.G.D. HEADER Summary: 5.125 IN x 9.0 IN x 6.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 78.5% Controlling Factor: Area /Depth Required 6.58 In Center Span Deflections: Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: DLD-Center= 0.03 IN LLD-Center= 0.05 IN = L/1478 TLD-Center- 0.08 IN = L/921 C= 0.04 IN LL-Rxn-A= 2425 LB DL-Rxn-A= 1438 LB TL-Rxn-A= 3863 LB BL-A= 1.16 IN LL-Rxn-B= 2775 LB DL-Rxn-B= 1637 LB TL-Rxn-6= 4412 LB BL-B= 1.32 IN Center Span Length: L2= 6.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 300 PLF Dead Load: wD-2= 75 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT-2= 386 PLF Point Load 1 Live Load: PL1-2= 1600 LB Dead Load: PD1-2= 1118 LB Location (From left end of span): X1-2= 4.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 400 PLF Left Dead Load: TRD-Left-1-2= 320 PLF Right Live Load: TRL-Right-1-2= 400 PLF Right Dead Load: TRD-Right-1-2= 320 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 4.5 FT Load Length: C-1-2= 4.5 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6745 FT-LB 3.48 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 4134 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreg= 33.73 IN3 S= 69.19 IN3 Area (Shear): Areq= 25.84 IN2 A= 46.13 IN2 Moment of Inertia (Deflection): Ireq= 121.68 IN4 1= 311.34 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:07 PM Project: M2294A2F-3 -Location: BM07- FAMILY ROOM WINDOW HEADER Summary: 5.125 IN x 10.5 IN x 8.0 FT / 24F-V4 -Visually Graded Western Specie s -Dry Use Section Adequate By: 151.1% Controlling Factor: Area /Depth Required 6.93 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center= 0.05 IN = L/1833 Total Load: TLD-Center= 0.08 IN = L/1250 Camber Required: C= 0.04 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2800 LB Dead Load: DL-Rxn-A= 1515 LB Total Load: TL-Rxn-A= 4315 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.30 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2800 LB Dead Load: DL-Rxn-B= 1515 LB Total Load: TL-Rxn-B= 4315 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.30 IN Beam Data: Center Span Length: L2= 8.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 300 PLF Dead Load: wD-2= 75 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 388 PLF Point Load 1 Live Load: PL1-2= 1200 LB Dead Load: PD1-2= 843 LB Location (From left end of span): X1-2= 1.0 FT Point Load 2 Live Load: PL2-2= 1200 LB Dead Load: PD2-2= 843 LB Location (From left end of span): X2-2= 7.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 400 PLF Left Dead Load: TRD-Left-1-2= 320 PLF Right Live Load: TRL-Right-1-2= 400 PLF Right Dead Load: TRD-Right-1-2= 320 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 1.0 FT Load Length: C-1-2= 1.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 400 PLF Left Dead Load: TRD-Left-2-2= 320 PLF Right Live Load: TRL-Right-2-2= 400 PLF Right Dead Load: TRD-Right-2-2= 320 PLF Load Start: A-2-2= 7.0 FT Load End: B-2-2= 8.0 FT Load Length: C-2-2= 1.0 FT Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ev= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb cpr= 1850 PSI Adjusted Properties _ Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5507 FT-LB 4.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 3429 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Page: 9 Multi-Loaded Beam( 2003 International Residential By: Jeffrey deRoulet ,Architects Northwest on: Project: M2294A2F-3 -Location: BM07- FAMILY ROOM WINDOW HEADER Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Code (01 NDS)1 Ver: 6.00 10-10-2005:4:19:07 PM Sreq= 27.54 IN3 S= 94.17 IN3 Areq= 21.43 IN2 A= 53.81 IN2 Ireq= 142.34 IN4 1= 494.40 IN4 Multi-Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:08 PM Protect: M2294A2F-3 -Location: BM08- HALL/FAMILY BEAM Summary: 3.5 IN x 9.25 IN x 7.0 FT 1 #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 33.9% Controlling Factor: Section Modulus /Depth Required 7.99 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center- 0.06 IN = L/1436 Total Load: TLD-Center= 0.08 IN = L/1048 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1400 LB Dead Load: DL-Rxn-A= 518 LB Total Load: TL-Rxn-A= 1918 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.88 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-6= 1400 LB Dead Load: DL-Rxn-B= 518 LB Total Load: TL-Rxn-B= 1918 LB Bearing Length Required (Beam only, support capacity not checked): BL-6= 0.88 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 400 PLF Dead Load: wD-2= 140 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 548 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1080 PSI Adjustment Factors: Cd=1.00 Cf=1.20 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3356 FT-LB 3.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and five loads on span(s) 2 Controlling Shear: V= 1496 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live load s on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Moment of Inertia (Deflection): S= Areq= A= Ireq= 1= 37.29 IN3 49.91 IN3 12.46 IN2 32.38 IN2 79.27 IN4 230.84 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 By: Jeffrey deRoulet ,Architects Northwest on: 10- 10-2005:4:19:08 PM Project: M2294A2F-3 -Location: BM09-LIVING/DINING BEAM Summary: 3.5 IN x 14.0 IN x 11.0 FT / 2.0E Parallam -Trus Joist-MacMillan Section Adequate By: 350.8% Controlling Factor: Moment of Inertia /Depth Required 8.47 In Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.05 IN = L/2673 Total Load: TLD-Center= 0.08 IN = L/1623 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1320 LB Dead Load: DL-Rxn-A= 854 LB Total Load: TL-Rxn-A= 2174 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.83 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-6= 1320 LB Dead Load: DL-Rxn-B= 854 LB Total Load: TL-Rxn-6= 2174 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.83 IN Beam Data: Center Span Length: L2= 11.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 11.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 240 PLF Dead Load: wD-2= 140 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 395 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2851 PSI Adjustment Factors: Cd=1.00 Cf=0.98 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5979 FT-LB 5.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1739 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 25.17 IN3 S= 114.33 IN3 Area (Shear): Areq= 9.00 IN2 A= 49.00 IN2 Moment of Inertia (Deflection): Ireq= 177.55 IN4 1= 800.33 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)) Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:09 PM Project: M2294A2F-3 -Location: BM10- HALL/DINING BEAM Summary: 3.5 IN x 9.25 IN x 12.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 27.5% Controlling Factor: Section Modulus /Depth Required 8.19 In Center Span Deflections: Dead Load: DLD-Center= 0.14 IN Live Load: LLD-Center- 0.10 IN = L/1422 Total Load: TLD-Center= 0.24 IN = L/606 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 433 LB Dead Load: DL-Rxn-A= 636 LB Total Load: TL-Rxn-A= 1069 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.49 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 367 LB Dead Load: DL-Rxn-B= 619 LB Total Load: TL-Rxn-B= 986 LB Bearing Length Required (Beam only, support capacity not checked): BL-6= 0.45 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 90 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 138 PLF Point Load 1 Live Load: PL1-2= 320 LB Dead Load: PD1-2= 80 LB Location (From left end of span): X1-2= 4.75 FT Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties _ Fb' (Tension): Fb'= 1080 PSI Adjustment Factors: Cd=1.00 Cf=1.20 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3522 FT-LB 4.8 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 970 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Moment of Inertia (Deflection): S= Areq= A= Ireq= 1= 39.14 IN3 49.91 IN3 8.08 IN2 32.38 IN2 137.06 IN4 230.84 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 10- 10-2005:4:19:09 PM Protect: M2294A2F-3 -Location: BM11-BEAM OVER GARAGE Summary: 5.25 IN x 18.0 IN x 20.0 FT ! 2.0E Parallam -Trus Joist-MacMillan Section Adequate By: 66.0% Controlling Factor: Moment of Inertia /Depth Required 15.2 In Center Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.28 IN = L/851 Total Load: TLD-Center- 0.40 IN = L/597 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 4000 LB Dead Load: DL-Rxn-A= 1695 LB Total Load: TL-Rxn-A= 5695 LB Bearing Length Required (Beam only. support capacity not checked): BL-A= 1.45 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 4000 LB Dead Load: DL-Rxn-B= 1695 LB Total Load: TL-Rxn-B= 5695 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.45 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 20.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 400 PLF Dead Load: wD-2= 140 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT-2= 570 PLF Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2772 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 28477 FT-LB 10.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 4898 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 123.26 IN3 S= 283.50 IN3 Area (Shear): Areq= 25.33 IN2 A= 94.50 IN2 Moment of Inertia (Deflection): Ireq= 1537.49 IN4 1= 2551.50 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00 Bv: Jeffrey deRoulet ,Architects Northwest on: 10-10-2005:4:19:09 PM Protect: M2294A2F-3 -Location: BM12- GARAGE DOOR HEADER Summary: 3.5 IN x 16.0 IN x 16.0 FT / 2.0E Parallam -Trus Joist-MacMillan Section Adequate By: 75.5% Controlling Factor: Moment of Inertia /Depth Required 13.26 In Center Span Deflections: Dead Load: DLD-Center= 0.11 IN Live Load: LLD-Center= 0.20 IN = L/972 Total Load: TLD-Center= 0.30 IN = L/632 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2560 LB Dead Load: DL-Rxn-A= 1380 LB Total Load: TL-Rxn-A= 3940 LB Bearing Length Required (Beam only. support capacity not checked): BL-A= 1.50 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2560 LB Dead Load: DL-Rxn-B= 1380 LB Total Load: TL-Rxn-B= 3940 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.50 IN Beam Data: Center Span Length: L2= 16.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 16.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 320 PLF Dead Load: wD-2= 155 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 493 PLF Properties For: 2.0E Parallam-Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2809 PSI Adjustment Factors: Cd=1.00 Cf=0.97 Fv': Fv'= 290 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 15760 FT-LB 8.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 3310 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 67.33 IN3 S= 149.33 IN3 Area (Shear): Areq= 17.12 IN2 A= 56.00 IN2 Moment of Inertia (Deflection): Ireq= 680.72 IN4 1= 1194.67 IN4 Applicant: Name: PAR Homes Address: 10749 South A St. Property Information: Site Address: 14816 89th Ave. SE Assessor Parcel No. 37830000600 City: Tacoma Subdivision: Burnett Estates Permit rvo: BLD-05-0382-YL Issue Date: 10/28/2005 (Work must be started within 180 days) Receipt No: 38913 Phone: 253-535-6504 State: WA Zip 98444 Lot: 6 Contractorinformation: Name: PAR Homes Contact: Thompson, Craig Phone: 253-535-6504 Address: 10749 South A St. City: Tacoma State: WA Zip: 98444 Contractor License No: PARHOI*972PT Expires: 03/07/0766 Business License: Projject, l nfonnation: Project: Burnett Estates Description of Work: Plan M2294A2F-3, Lot 6 Sq. Ft. perfloor: (1st) 1103 (2nd) 1178 (3rd) 0 Garage 382 Basement 0 Heat Type (Electric, Gas, Other): GAS Fees: Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc --------------------------- Building Permit 100-500k ----------- 1,586.23 ----------- 993.75 ----------- 592.48 ----------- 5.6000 ----------- 105.8000 ----------- $1,000 Building Plan Review 1,013.05 0.00 0.00 0.0000 0.0000 Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 118.00 20.00 98.00 7.0000 14.0000 Fixture Sewer ERU 5,417.00 0.00 5,417.00 5,417.0000 1.0000 ERU Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000 Water Deposit 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Sewer Deposit 50.00 50.00 0.00 0.0000 0.0000 State Building Fee 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $11,009.53 Applicants Affadavit: I" OFFICIAL USE ONLY° I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of i # Sets of Prints: Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I futher certify th t I am curr " tly registered in th tate of Washington. `Final Inspection: Date: Signature Date ,~d ~' , By: Firm City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 i .- .- _ - _ - ~- w , R~C~i~3 r~~ ~ ~~ ~; --- -=' =' ~~~~~~ ~-~ .,~ . - - - -- - - - - - /C/, L C i i f I l i • .s ..,_,.~,..,.~., --- r' '~. ~p~' ~IT~' O~ ---- ----- - - - -- ,, .~ _ ,- - t ~~ ,~ to ,~ ,~ .. Lr . f - _ ._ ,. --- .~ a ~y cmr of YELM RESIDENTIAL BUILDING PERMlT APPLICATION FORM ~/ ~9~1t4>!H~_~'C: Parcel #: ~l 7/3~/bC1~O C Project Address: Subdivision: ~i.L C` ~ ~ ~."~ l'S~^~,t~s• Lot #:~_ Zoning; ~' C~ •e rct •~ ~T New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign ^ Plumbing ^ Mechanical ^ Mobile 1 Manufactured Home Placement ^ Other Project Description/Scope of Work: dt~`r ~,~.~ ~ ~ S ~ ~-YVt ~ ~ Project Value: ~ ~ ~ ~ ~`~' ~`~ L% Building Area (sq. ft) 1~ Floor ~/ ~ Znd Floor f / ~~ Garage 38 Deck L/ Basement Carport Patio # Bedrooms / # Bathrooms~S~ Heati . GA R or ELECTRIC (Circle One) Are there any environmentally sensitive areas k>cated On the parcel? ..~~e~ ff Yes, a completed environmental checklist must accompany permit application. • .~ o rdi-l, ADDRESS ~ ? ~ ~ ~ = EMAIL CITY c~-'-t"PK STATE ; ZIP ~` 5/~- ~ TELEPHONE ~.S'r~._.S-3S-~-~iS'G1/~ "°~ .. LICENSE # ADDRESS STATE ZIP TELEPHONE ~- t'~c- '~- TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # TELEPHONE - ~/ ~ ~ T 7G ADDR ASS ' ~ `~'" • C EMAIL CITY C r STATE Lc-~cA- ZIP_Sr~~FAX CONTRAC OR's LICENSE #~ h' Pi.ic f tI ~ 4 40GEXP DATE 3 fTY LICENSE # L S ~ L-G y y3(~- C~ ;,~iair..~.. c~ TELEPHONE ` 3~-.y ~ C~ ADDRESS ~ ~• r 7" EMAIL ~~ CITY; .•Lc~ Ccst ct- STATE Lr ±a: ZiP 4 ;~yy -? FAX CONTRACTOR'S LICENSE #~;,: +.. $rt t~~y 7 EXP DATE LICENSE # a5 = CYJ iE* S~ f C~ Copy of mitigation agreement with Yelm Community Schools, if applicable. 1 hereby certNy that the above hrronrration is correct and that the construction on, and the occupanry and the use of the above described property wiN be in accordance whir the laws, rules and regulations of the State of Nfestiington and the City of Yelm. nt's Signature Dalre Contractor /Owner's Agent /Contractor's Agent (Please circle one.) All permits are non-transferable anti will expire if work authorized by such permit is not begun witltin 180 days of issuance, or if work is suspended or abandoned for a period of 180 days I05 Yelm Avenue West (360) 458-3835 P® Soz 47~ (360) 458-3144 FA% ~tr:re. T?/~ Q~S~ a rowan+.ei.yelm.w¢.us ~ ~ ~' y n -~-o ~a-~tU~ ~ ~.l ~ l 33100000 S~ 0 .~ .S^ o, . ..~ D ~LQ