Loading...
HomeMy WebLinkAboutBLD10-066CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCELNO. 931401003. PERMIT NO. BLD10-066 ISSUED DATE _ 04/12/2010 _——«EXPIRATION DATE __10/09/2010 ADDRESS 536 REDWOOD ST CONSTRUCTION TYPE _V-B_ OCCUPANT LOAD OWNER DUNLAP TIMOTHY P PROJECT DESCRIPTION First Floor Remodel CONTRACTOR OWNER BUILDER LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP DATE COMMENT SETBACKS SURVEY PIN| _ P , FOOTING id | 200 he. Foo7 Petey? Foaling F647 0% FSS Yarlio FRAMING eS Foolin Fod |Z OKFS “tf s/o PLUMBING TES bay fe: ings Comp lets MECHANICAL an SHEAR WALL NY7 CT INSULATION tS [Hof cw wav ROOF NAILING MISCELLANEOUS ail» FINALBLDG/C OFO |G MBA TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT #_ (UD 19-9 DATE RECEIVED_0 3-30-2019 SCOPE OF WORK: Eirss Doo Remodel DATE ACTION INITIALS 3-30-10 ENTERED INTO CHET AW 2-30-10 CHECKED FOR COMPLETENESS Ww Zoning: TL Setbacks OK? ues Lot Size: LO, 000 sq Ft. Building Size: "S05 <b Et. Lot Coverage: (ess Man 3B eo (lL mper VA = Bo) FAR OK? UR & Height OK? Vue Parking OK? (Straps . Critical Area? Nat repped Demo? No a Historic Rev? Notice to Title? Lots of Record? BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-066 Permit Type Residential - Addition/Remodel Project Name __ First Floor Remodel Site Address 536 REDWOOD ST Parcel # 931401003 Project Description First Floor Remodel Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Dunlap Timothy P Owner Dunlap Timothy P Representative Kuzma Eric (360) 379-3940 Contractor Owner Builder O- STATE exempt 12/31/2010 Fee Information Project Details Project Valuation $45,000.00 Entered Bid Valuation 45,000 DOLL Plan Review Fee 385.61 Units: Heat Type: PLAN REVIEW DEPOSIT 150 150.00 Bedrooms: Construction Type: V - B PLAN REVIEW REFUND 150 -150.00 Bathrooms: Occupancy Type: PLAN REVIEW DEPOSIT 50 50.00 PLAN REVIEW REFUND 50 -50.00 Building Permit Fee 593.25 State Building Code Council Fee 4.50 Technology Fee for Building Permit 11.87 Record Retention Fee for Building 10.00 Permit Total Fees $ 1,005.23 Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. **%* SEE ATTACHED CONDITIONS *** Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name CRs NWA SuwtAe Date Issued: 04/12/2010 [Ym / Issued By: MWAY Signature Lo {Lp Date al [2/ [0 Date Expires: 10/09/2010 7 RE M O D E L FO R : CR I S T I N A € PI P E R DU N L A P y N ea s e [T e ai s r E R e i DA T E : 3/ 2 9 / 1 0 O CH I T E C T BI SCA L E 1° 2 2 0 - 0 S5 5 RR O D SR E , OR T TO N E R , TA ED S 7 ed , RS | a So n e re a — © ER I C KU Z M A 20 1 0 fi — ry PR O J E C T DA T A : DE C K S { 2 ) : 21 8 sf . La OF Wh e e ro n Be a n e IS T FL O O R KI T C H E N , BA T H WA L K W A Y S / D R I V E W A Y : 19 4 5 sf . | | S x = 3 ap PO R C H RE M O D E L ST O R A G E SH E D S : 23 4 5 st . } No l > ba s e n GR E E N H O U S E : [3 5 sf . } M| on e sa h ZO N I N G : R- 2 GA R A G E : 34 0 sf . | 9O | S 2c as k TA X PA R C E L : 43 1 - 4 0 1 - 0 0 3 | | aC ) = Se i p LO T CO V E R A G E & IM P E R V I O U S AR E A : AO : ! LE G A L DE S C R I P T I O N : LO T SI Z E : 10 , 0 0 0 sF . | ns ee 2 a ST SE C T I O N : 2, QT R . SE C T I O N : SW 1/ 4 , | 10 0 . 0 0 ah TO W N S H I P : 30 N, RA N G E : IW . W BU I L D I N G FO O T P R I N T : le n ae —— — 80 5 sf . or 8. 0 % ra WE B S T E R S AD D I T I O N | GR E E N H O U S E | O BL K 10 , LO T S 5¢ 1 TO T A L IM P E R V I O U S SU R F A C E : | a vy o a BL O C K 10 , LO T S 5 ¢ 1 | O O EX I S T I N G HO U S E : : O = IS T FL O O R : TI O sf . TH I S PR O J E C T SH A L L CO M P L Y 7 a | > a 2N D FL O O R : 60 3 si . WI T H TH E FO L L O W I N G CO D E S : i %8 | SH E D >= FR O N T PO R C H : 35 sf . 20 0 6 |R C . , 20 0 6 WS E C , 20 0 6 VI A Q on BS | =a ) " Zz | | LO T 6 = — | | WY x | ae Lu | | a OF ; | SE E RE U I S E D . S H e e T S e co e ! GA R A G E 4o r % — 6D GF _ SE | [ 24 1 - 0 " 7o F % = Be t Wu = : AT T A C H E D no k | 8 BE | == ;P P R O V E D ™ ~~ = = be n = ef Da t e : ZO l O ps 7 Lu - i | Pe r m i t No : - 00 6 F LE ce n S & | By : Y = a O : Bu i l d i n g Of f i c i a l A) IE (| E {| WV IE fo t i | CI T Y OF PO R T TO W N S E N D : | ao t e n u n e n d l tg eo ee a 3. 0 ao n , || | NO T I C E : PI VI C I N I T Y | an y er r o r s or om i s s i o n s . Al l wo r k ms CI I OF PO R T TO W N S E N D pa s s in s p e c t i o n in co n f o r m a n c e wi t h DS D PL A N (N T S ) al l ap p l i c a b l e co d e s an d re g u l a t i o n s . BA DA T E : 3/ 2 9 / 1 0 RE P L A C E EX I S T I N G 3/ 1 0 x 2 / 0 F | SL I D E R WI N D O W W/ NE W 3/ 0 x 2 / 0 BI S C A L E : 1/ 4 " = 1 - 0 " 7 VI N Y L SL I D E R (S A F E T Y GL A S S ) RE V . #| DA T E : | DE S C R I P T I O N : a B 5" 0 BO . RO ) AD D AD D T L | pu s e s e s e n s c s c e r s s e m u n n s s e n e n d z Ok RA R ie le s c e a Me e e © ER I C KU Z M A 20 1 0 a 7 ed = A] a Lu 8 . GR A D E DE C K RE M O V E \ ss o s I B < OE E SA I N A RE M O V E | RE G I S T E R E D aS z aA == tw =: NO T E S : ee l IN F I L L | AR C H I T E C T 10 ) ae s “D I M E N S I O N S AR E TO AS E U M E D FA C E OF FR A M I N G , ae : AR s CE I L I N G DO O R © Ta aM } W Az S S s E e VE R I F Y IF IN QU E S T I O N . tS = — _— = WE Ma a m a n e se a ma i n s Nv NO | = Sb ca p -H A T C H E D WA L L S AR E TO BE DE M O L I S H E D . EX I S T I N G | te J. KU Z M A A) — 85 3 Ee ON WA L L S iS K Y L I G H T | a ST ) WA S H I N G T O N in bo ' KI T C H E N , LI V I N G & DI N I N G RO O M FI N I S H E D FL O O R Co m o e _ qo } | TO RE M A I N (P R O T E C T DU R I N G DE M O L I T I O N ) : jy & i + — 7 {_ — — — — — — — — } } . y TO I L E T a z ae Z 4 La ew Pe e ] So c en e ‘o ) | FR A M E FO R (2 ) a 66 . RE M O V E Z NE W 2/ 0 x 3 / 0 HH Y = ei n e d = j ok | Fo e va r = ~ NW OY mo i — 1 HE A D E R CA B I N E T S , CO U N T E R OO WK | 4 | e3 5 0 7 & A \c a v e ES Y CA O N E T HO O y | Z ¢ DR O P CE I L I N G ! BO . RO ) A | OF ST O V E RE Q D . 17 (G A V E 70 . 2 co n n n 4) A ao Ww 3/ O x 4 / 0 FI X E D Z Pe i n — ZA : Li £3 WO O D WN D O N a RA N G E ar e n e Pa l i 72 > (M A T C H HE I G H T ) 64 By ] in Ee (D OF du h HE A D E R v4 RE M O V E || | | |D R Y E R To H v4 DO O R ¢ ‘t d | NE W LA I N D R Y a> Z 4 TR A N S O M RO O M a }— VI T O D (S A V E ) VO I U T I A TT . a (I N T E R I O R OP E N I N G , TY P ) P PL E 72 2 an e We e 2 \L L L L L LL L LL L L L L S SE A L E D LI L L E LL L L E L L L L Y RE F R I G . i Lu RE M O V E PO R T I O N S OF — WA L L FR A M I N G BE L O N 14 = s SE S E SE B S SE S E S S E S S S S I O E E 2 ST A I R ST R I N G E R FO R y RE M O V E /S A V E : te ST O R A G E AC C E S S YY PA N T R Y CA B , a. 6 F Z TI L L RE L O C A T E PR O E A N E HI N 1 OE ST A I R V E L L WA L L —7 TO NE W LA I N D R Y RO O M ey ) OE ] TO BE RE F R A M E D AS 7 ® ~~ OE FT | NE W FI R E N O O D HA L F WA L L . NE W HE A D E R , DE C K tn Ly <F AC C E S S HA T C H PO S T § FT E S . RE Q U R E D 7 — . — Oo Ws BE L O W WI N D O W g uP RE M O V E WI N D O W 1% FO r y H RE - F R A M E NE W DO O R 4 L > Ff = RE M O V E OP E N I N G (N E W HE A D E R PR O P A N E TA N K We Q ti £ FR A M E FO R NE W DO O R , MA Y BE RE Q U I R E D , 10 OO F 2/ 4 x 4 / 0 CO M T . IN F I L L VE R I F Y AF T E R OP E N I N G qu O< € F f WO O D WI N D O W WA L L ) - ae = : (S A F T E Y GL A S S ) i ra s OQ OF (M A T C H HE I G H T SA V E PO R C H aS Wf Fy WZ Z Z Z L L LL RE M O V E RA I L I N G CI 3 = Oo y i 7 EX I S T I N G 17 in a Ff wW Sr PL L ee : se s s PA N E L ST A I R S ¢ ae ¢ ME T E R SA L V A G E EX I S T I N G / — , —— — — Uy , » WA L L S TO BE DE M O L I S H E D . DE M O L I T I O N PL A N SC A L E : |/ 4 " = I ' - 0 " NY V ‘ T d o i l IN I NO I L I I O W I G /O N I L S I X A 10 ~ | ag a i n s Ol * x 0 / 9 cae Ra | ee ed aE ——d ] i 9 = SX TI V M ZN Y C7 E3 TI Y M ON Y CE : ‘G H S I T O W A G 34 OL ST I *§ { Z DUNLAP f} 536 REDWOOD STREET : a =PORT TOWNSEND, WA 98368 7 REMODEL FOR: CRISSY & PIPER F | EXISTING / DEMOLITION f PLAN UPPER FLOOR [PT.DESIGN Gf iI < +e 2 — m ie) aA a8 ae ES |5 N 2 oOo | T IMBERFRAME 3265 EDDY STREET Phone: (360) 379-3940 E-mail: erickuzma@msn.com PORT TOWNSEND, WA 98368 fit w/ | FW o s BB oe t / e av a FE nit ini nN BI DA T E : 3/ 2 9 / ! NO T E S . | 29 / 1 0 -N E W KI T C H E N EX H A U S T HO O D TO BE 10 0 CF M . MI N . * -N E W BA T H EX H A U S T FA N TO BE 50 CF M , MI N . (I N T E R M I T T E N T ) B ca r r . at 20 NE W 3/ 0 x 2 / 0 H =m a -V E R I F Y WA S H E R DR Y E R DO O R SW I N G S BE F O R E -I N S T A L L NE W IN - F L O O R EL E C T R I C HE A T MA T BE L O W NE W CA T —_ V I N Y L SL I D E R 2: - I I " RE V . # | DA T E : | DE S C R I P T I O N : es IN S T A L L I N G PL U M B I N G ¢ WI R I N G . BA T H R O O M TI L E FL O O R & PR O V I D E TH E R M O S T A T FO R . DO O R ~ WI N D O W (5 6 ) 1 4 © ER I C KU Z M A 20 1 0 | pe e p ea e | OR 1 —— — — — S = I T i Tt 8 z -I N S T A L L BL O C K I N G IN NE W BA T H R O O M WA L L -D I M E N S I O N S AR E TO TH E AS S U M E D FA C E OF FR A M I N G , | 3 : : WA L K - I N SH O W E R a & a (O P P O S I T E SI N K S ) FO R TO N E L BA R S VE R I F Y IF IN QU E S T I O N . PS L O C A T E D rs ) we e o m e At . Ad = <2 5b = PA N ¢ SU R R O I N D & Pd Bh aa Hl O5 5 EE -N E N WI N D O W S ) IN SH O W E R , AT BA S E OF IN T E R I O R “H A T C H E D WA L L S AR E NE W L Y FR A M E D WA L L S . GA S DR Y E R =m ax s n c o a e | | 7 — | EX T E R I O R o ie s g i ST A I R S AN D ON FR O N T PO R C H TO BE SA F E T Y GL A S S . LA U N D R Y Be s SH O W E R Tn re 32 5 5 p AL L NE W WI N D O W S (E X C L U D I N G PO R C H ) & EX T . DO O R S “P L B § WI R E FO R FU T U R E SE C O N D FL O O R FU L L VI N Y L FL O O R — 7 Ff & Me TO HA V E AN NE R C U- V A L U E OF 03 5 OR LO W E R . BA T H R O O M AB O V E KI T C H E N (S E E SH E E T 5) . (O R SI M ) a is RA ) Ta = OB HY a - 1 if = Z SP ao e EE RE L O C A T E D BA T H R O O M 4 J. plr | ms : PR O P A N E 7 ae ii = 1 i °° °~° & 3 F HA H . = =n EF A a — | 4 NE W SI N K S Ay == SS E a E E E e S S E a E = E R L E E E S S E E S E E E L = ~ . an — — in l ¢ CO W T E R = — - Au s | os | _D U C T NE W HO O D AB O V E CA B S “ E * HE I G H T [~ ~ | © || © || ¢ TH R O U G H LA N D R Y RO O M RO O F 1! «~ ~ (2 ) NE N 2/ 0 x 3 / 0 ul : pe P| P A N T R Y : | FI X E D VI N Y L se ] te s — fl [ a 4+ — & CA B I N E T (E X I S T I N G SI N K |! NE W DW | | y m WI N D O W S W a, 3b Wh o l e Ho u s e Ve n t i l a t i o n a : | LO C A T I O N ) LO C A T I O N | i! Y Ro R EC T S 4 Ea c h ha b i t a b l e ro o m to be pr o v i d e d —W a z a ze 7 TA T ME D I C I N E CA B I N E T 4 i ' DI N I N G RO O M ; Ur r y - Le e n e a u d si o n ©: © | 7 = wi t h fr e s h ai r pe r th e Hl O aT < 5 EX I S T I N G WO O D FL O O R + || RE F I N I S H + wi e ca r ; Z Xe i} Ss W. S . V . 1 . A . Q . C . i On a CF S| NE W 2/ o x 4 / 0 EX I S T I N G * ©O | A 20 6 0 0 ES 1— O : =| FI X E D WO O D : . : we WO O D FL O O R DU C T I N G ) AB O V E Ss 7 av d Z - M 13 0 7 . 1 Ap p l i a n c e in s t a l l a t i o n . i = oy = DO O R : at WI N D O N ! , HB ' 5 " | 1- 0 i > O - Ap p l i a n c e s sh a l l co n f o r m to th e _ 4 7 Vx 3 / 4 S 1 Zz O : co n d i t i o n s of th e i r ma n u f a c t u r e r ’ s Z * ae | [P E N N S BU I L T - I N = (B a t e O — ss a o r a l i a c t i v e s en a m e l ) | RE F R I G . W ne WP P E R CA B I N E T S , TY P ) — T _ _ | | 4" AB O V E DE S K 2 = Oo . = in s t a l l a t i o n in s t r u c t i o A | CA B I N E T | CO W T E R i am | | AB O V E UP P E R CA B I N E T |N E W CO U N T E R & CA B I N E T S , TY P . : ii t IN LI N E W/ FA C E A pe e NS OF AD J A C E N T . y = NE W WO O D HO ne e \ 12 " WI D E (M I N ) RA I S E D CO U N T E R Z : O ST O V E (M O V E fe c a e i f i e t ty ac A ST O V E PI P E ) CA B . : i —— me SI D E EN T R Y —> 1 ov Ss FI R FL O O R ix OF OP E N WA L L ! wn * PD (M A T C H EX I S T I N G ) a 3 z FO R GL O S E T : _ ey wR 2 1 ° NE W = Z Fy NE W FI R E N O O D ST O R A G E : | Bf < 3/ O x b / 2 = | Y BU I L T - I N CO W T E R = _ a E AC C E S S HA T C H oe a pe n d FU L L - L I T E TI ia ‘ TE I SI I : ea ) i = A BE L O W WA D O H ? cm e DO O R W I 6 s SG . if co ' } NR E aH ~ Ee yp ST A I R IN S T A L L =U LI E S IN F I L L PO R C H EX T . PR O P A N E TA N K O wy = . 1 co s e t | ~4 | BL O C K I N G WA L L S W/ 36 " TA L L v QA f - ! y | | | FO R CO A T 2x 4 WA L L W/ ST O P P E D - I N 10 On E EX I S T I N G WO O D FL O O R (1 NE N 2/ 4 x 4 / 0 7 TE M P E R E D GL A S S =f ‘| CS M T . WO O D Y] NE W IN S T A L L E D AB O V E . Se c t i o n 16 0 7 . 7 . 1 - IB C aT = OF 4 WI N D O W (5 6 ) 3/ 0 x b / Ha n d r a i l & gu a r d as s e m b l i e s sh a l l be ab l e to 10 oO a ii —— — — — 1 1 PU L L - L I T E re s i s t a si n g l e co n c e n t r a t e d lo a d of 20 0 Ib s : O YE ‘ @) 1 de ‘d l PO R C H DO O R ap p l i e d in an y di r e c t i o n at an y po i n t al o n g th e to p : = wv - ft o t | CR A W L SP A C E VA an d ha v e su p p o r t i n g st r u c t u r e to tr a n s f e r th i s lo a d Ti = OF AC C E S S BE L O W YY to i th e ap p r o p r i a t e st r u c t u r a l el e m e n t s of th e : aa om a w n - ui l d i n g . 3 fe r NE W LA N D I N G : A ST A I R # RA I L I N G se t e c c R s e (R E U S E ww EX I S T I N G ? ) 7 PL A N De c k s sh a l l be po s i t i v e l y an c h o r e d to Oe th e pr i m a r y st r u c t u r e . Th e at t a c h m e n t SC A L E : |/ 4 " = | ' - 0 sh a l l no t be ac c o m p l i s h e d by th e us e of PR O P O S E D = De c k s - Po s i t i v e = \t o e na i l s or na i l s su b j e c t to wi t h d r a w a l . _/ NO T E S : ~N E W KI T C H E N EX H A U S T HO O D TO BE I0 0 CF M . MI N . -V E R I F Y WA S H E R ¢ DR Y E R DO O R SW I N G S BE F O R E IN S T A L L I N G PL U M B I N G & WI R I N G . ® -N E W BA T H EX H A U S T FA N TO BE 50 CF M . MI N . (I N T E R M I T T E N T ) -I N S T A L L NE W IN - F L O O R EL E C T R I C HE A T MA T BE L O W BA T H R O O M TI L E FL O O R & PR O V I D E TH E R M O S T A T FO R . 2'-0" NE W 3/ 0 x 2 / 0 VI N Y L SL I D E R : | DE S C R I P T I O N : © ER I C KU Z M A 20 1 0 2- \ I " WI N D O W (5 6 ) 1 i SS IN ae = f & > V I P R O P O S E D PL A N SC A L E : (/ 4 ' s I 0 " O FO U N D A T I O N & FR A M I N G | A DA T E : 4/ 1 5 / 1 0 BY SC A L E : 1/ 4 " = 1 - 0 " ORT TOWNSEND, WA 98368 hone: (360) 379-3940 -mail:_erickuzma@msn.com ' 265 EDDY STREET oO a i a u w ie Y TIMBERFRAME H elt PT.DESIGN & FY OF PO R T TO W N S E N D MAIN FLOOR -I N S T A L L BL O C K I N G IN NE W BA T H R O O M WA L L “D I M E N S I O N S AR E TO TH E AS S U M E D FA C E OF FR A M I N G , | | re e r oc a T e D I RE L O C A T E D (O P P O S I T E SI N K S ) FO R TO W E L BA R S VE R I F Y IF IN GU E S T I O N . WA S H E R || GA S DR Y E R He s Le ) -N E W WI N D O W S ) IN SH O W E R , AT BA S E OF IN T E R I O R -H A T C H E D WA L L S AR E NE W L Y FR A M E D WA L L S . CN ST A I R S AN D ON FR O N T PO R C H TO BE SA F E T Y GL A S S . . AL L NE W WI N D O W S (E X C L U D I N G PO R C H ) & EX T . DO O R S -P L I M B ¢ WI R E FO R FU T U R E SE C O N D FL O O R FU L L LA N D R Y —— _ TO HA V E AN NF R C U- V A L U E OF 03 5 OR LO W E R , BA T H R O O M AB O V E KI T C H E N (S E E SH E E T 5) . eR oa re SO L A T U B E ) ® = RE L O C A T E D = = a Z CZ Z Z E Z Z Z Z A L , \_ YA ME D I C I N E CA B I N E T I ” = Lt zy = | —— — — — iy , =) ty BA T H R O O M | a | ho e | DU C T NE N HO O D AB O V E GA B S — ~ “ | [4 TI L E FL O O R ll ri d se e p § TH R O U G H LA N D R Y RO O M RO O F =i ! 7 7 PA N T R Y ‘| en t Se x ] He q T fg SO U N T ER SS aT “— FA C A B I N E T (E X I S T I N G SI N K |! NE N DI N | i| ‘ ml © LO C A T I O N ) | LO C A T I O N | 4 (2 ) NE N 2/ 0 x 3 / 0 ~ Z I! 1 4 | ee A FI X E D VI N Y L DI N I N G RO O M | _ ly KI T C H E N Po PO A T HO ' O | Q —_ w w o o w e w > EX I S T I N G WO O D FL O O R y| 21 2 RE F I N I S H + | | MI R R O R BE T W E E N Py +| =& 4 =! WE N HO O D (8 ) | | —— _ EX I S T I N G ©: © n = DU C T I N G ) A\ S qj cc WO O D FL O O R AB O V E |" +/ - 3 ' - 5 1- 0 " i NE W 2/ 6 x 6 / # + PO C K E T DO O R es “R K ” _ ye ly a y BU I L T - I N m Z pl i e d EN D OF WA L L 4 (U P P E R CA B I N E T S , TY P ) : Bt re e r _U P P E R CA B I N E T . | NE N CO U N T E R & CA B I N E T S , TY P . | _I N L I N E WF A C E |) : sa <1 : 2. a H am e s | (T A M RA D CO N E en Wo o p \- 4 CA B I N E T DO O R | | ST O V E (M O V E 11 TO ST O R A G E | ST O V E PI P E ) NE W 6x 8 = SI D E EN T R Y SY BE A M AB O V E > FI R FL O O R i | > py (M A T C H EX I S T I N G ) al F NE W J FH ] NE W FI R E W O O D sb i za l [4 BU I L T - I N CO U N T E R AC C E S S HA T C H PU L L - L I T E % BE L O M WN D O W ? oe DO O R Wi e W = Y E SI D E LI T E S yj CL O S E T IN F I L L PO R C H EX T . PR O P A N E TA N K Y( N G U L A T E WA L L S W/ 36 " TA L L LI V I N G RO O M 7 Y) SU R R O U N D I N G 2x 4 WA L L W/ ST O P P E D - I N EX I S T I N G WO O D FL O O R I NE W 2/ 4 x 4 / 0 y WA L L S FL O O R TE M P E R E D GL A S S || CS M T . NO O D y ¢ CE I L I N G ) = NE W IN S T A L L E D AB O V E . PL A N RE V I S I O N 1 WI N D O N (5 6 ) 1 3/ O x b / ® FU L L - L I T E {| Se e e e n e n e e e e B| t @) {p r e | C ce A n . SP A C E ea e ea e ST A I R RE Q U I R E M E N T S DA T E : _* / . /7 - AO / 0 ) AC C E S S BE L O N MI N . TR E A D DE P T H @ 10 3 " | NE N LA I D I N S MA X . RI S E R HE I G H T @ 73 " ST A I R & RA I L I N G (W / MA X . $* HE I G H T DI F F E R E N C E ) ~( R E V S E EX I S T I N G ? ) GU A R D RA I L & HA N D R A I L I 1 I PR O F I L E PE R R- 3 1 I 5 @ 36 ° NE W AB O V E ST A I R NO S I N G S / L A N D I N G WA L L S . W/ BA L U S T E R S W/ 4" MA X . SP A C E BE T W E E N . | REMODEL FOR: CRISSY & PIPER i ui wi | + 1 i ii it | ti wd rity ih th mm PROPOSED FLOOR PLAN 536 REDWOOD STREET PORT TOWNSEND, WA 98368 ff Me / PR O P O S E D FU T U R E PL A N SC A L E : |/ 4 * z I - 0 2l 6 x 4 / 0 (N E W SH E D DO R M E R AB O V E CM T . i om es i K SS S A S a SS E TR A A A S A S S A S A S S AS SS Sa l e &S SO A S . CO U N T E R a N im RE - A B E ¢ SI N K SE R I E S : EN C L O S U R E |N i BA T H R O O M t SU R R O I N D NV NE W 4 DO O R © N it N cl o s e T |! TO I L E T N i BA T H R O O M N V4 TI L E FL O O R ye e [ hi i e i e t e n t a bL i ~ ~ — ~ ~ 4 NO T E : TH I S DR A N I N G |S PR O V I D E D SO L E L Y T O SH O W RE Q ' D . LO C A T I O N S OF PL U M B I N G & EL E C T R I C A L TO BE IN S T A L L E D D U R I N G MA I N FL O O R R E M O D E L TO SE R V E PO S S I B L E FU T U R E SE C O N D FL O O R BA T H R O O M . RE - L O C A T E D 2/ 4 x 6 / @ DO O R Pa 11 @) i] c —— ) SS S A ] SA U N A NE W 2/ 4 x 6 / 8 - PO C K E T DO O R 7 R3 4 1 . 5 , Ha n d r a i l s . Ha n d r a i l s sh a l l be pr o v i d e d on at le a s t on e si d e of ea c h co n t i n u o u s ru n of tr e a d s or st a i r s wi t h fo u r c mo r e ri s e r s . Ha n d r a i l s sh a l l no t be le s s th a n 34 " an d no t mo r e th a n 38 " me a s u r e d p fr o m th e to e of st e p . r- - - - - 4 SS S A SS NE W CL O S E T | t DO O R (N E W SH E D DO R M E R AB O V E ) SA S A S S A S A SA A A S A A A S A A S A S PS AS S A A S S A S S SI Se c t i o n R3 1 0 , 20 0 6 IR C Al l sl e e p i n g ar e a s ar e to be pr o v i d e d wi t h eg r e s s op e n i n g sh a l l ha v e a mi n i m u m of 5. 7 sq . ft . mi n i m u m he i g h t of op e n i n g , 24 " mi n i m u m wi d t h of op e n i n g , 20 " RE V . # | DA T E : | DE S C R I P T I O N : © ER I C KU Z M A 20 1 0 NF ! WL NE W WA L L S . BY DA T E : 3/ 2 9 / 1 0 BA SC A L E : 1/ 4 " = 1 - 0 " PORT TOWNSEND, WA 98368. [i Phone: (360) 379-3940 E-mail: erickuzma@msn.com Levu HEARE HN HMONGNMNE HHH NANO 3265 EDDY STREET Y TIMBERFRAME f e{{PT.DESIGN & ~ Lu o . 5 > WY 7 @4 7 U y 10 ] WL a —! Lu a0 10 | = S Lu - a4 UPPER FLOOR FLOOR PLAN PROPOSED FUTURE G 536 REDWOOD STREET @ PORT TOWNSEND, WA 98368 Fy DA T E : 3/ 2 9 / 1 0 Bq SC A L E : 1/ 4 " = 1 - 0 " RE V . #} DA T E : | DE S C R I P T I O N : © ER I C KU Z M A 20 1 0 Ha l s & : i _— ae s = g = 98 9 8 / S * 5 op | {R E G I S T E R E D a ~ ce e oe AR C H I T E C T mB OL Y 5 So E R ee ae = Lu ; a 9 e) 23 = OO ] = 25 fa p B— [ r Pe eu | nt wi e n | | O: : z = = Z DF 4x 4 PO S T : i. Ee 3 NO T E S : : e El PO S T BA S E # CA P = \ tt g ~ NE W FO O T I N G AR E DE S I G N E D FO R NE W LO A D S IN T R O D U C E D a : PR C , Ne & BY SP E C I F I E D BE A M S / H E A D E R S . IF FO O T I N G / P O I N T LO A D F O : a z CO I N C I D E S W/ EX I S T I N G FO O T I N G / L O A D NO T I F T Y AR C H I T E C T ao e — ZF se e m | g we HO G SE \4 * x l 4 " x l o ' d WA 2 ) 1} es E ~ AL L WO O D IN CO N T A C T W/ CO N C R E T E MU S T BE PR E S S U R E 10 oa kt MI N . #4 BA R S tl os . TR E A T E D OR NA T U R A L L Y DE C A Y RE S I S T A N T OR IS O L A T E D if - : e7 ac e , it B FR O M CO N C , WI T H IM P E R M E A B L E MA T E R I A L . AL L ME T A L in QO § 1 3 CO N N E C T O R S IN CO N T A C T WI T H PR E S G U R E TR E A T E D WO O D : OZ e E iz 5 TO BE GA L V A N I Z E D TO MI N I M U M ST D S . OF GI B 5 (S I M P S O N 12 = : A > 'Z - M A X ) OR HO T - D I P GA L V A N I Z E D (S I M P S O N D6 ) . AL L at < i la ie NA I L S , SC R E W S , BO L T S AN D OT H E R CO N N E C T O R S I N CO N T A C T H Ss i it VE R Y LO C A T O N S WI T H PR E S E U R E TR E A T E D WO O D SH A L L BE OF TH E SA M E a =9 Fo o t e s | oy e } -/ - - A S BE N S BO N y MA T E R I A L AS TH E BR A C K E T TO AV O I D GA L V A N I C RE A C T I O N . = L. | = LJ m, J - = = Fy } Po o t i N e ¢ pe r t h pi e d 0 - PA R T I T I O N PR O V I D E A PO S I T I V E CO N N E C T I O N AT AL L NO O D To WO O D ¢ f O | lo * x l o * x i o ' a W( 2 ) MI N 84 BA R S @ TO C . 1 | Z ee nc n m e e pa c t a n q MA EA R S EX T N S OF ae DI R E C T I O N ) & ei me EX I S T I N G DF S oe " = @ 35 " OL. 2x 6 FL O O R JO I S T S IN . #4 BA R S @ 10 ” in 2x 6 FL O O R JO I S T S E SE H EE EE S E S R E E E S S E E S E E A E E E = E = 2 ¢ 1 So o n @ lb " 0. TY P . OC . (S H O R T DI R E C T I O N | @ Io " o- . TY P . ~A l l SI R T . Fa s e To e Re C z To NG MA Y NO T 2 i © BE RE G U R E D , | 2 - FO O T I N G S TO RE S T ON UN D I S T U R B E D SO I L . ii a SE CO N S U L T W/ 4 Pa fa y OE AR C H I T E C T UP O N ~ CO N C R E T E ST R E N G T H TO BE 25 0 0 (M I N ) PS I AF T E R 28 DA Y S . qd OF EX P O S I N G ) 1 > Tt | ! m2 as e FO O T I N G 4 =! | : z Ce a M4 3 1 0 " W( 2 ) — t 10 HO F MI N . #4 BA R S @ 1" OC . : wo Oa < i (L O N G DI R E C T I O N ) ¢ =| | / : (M N . 84 BA R S @ 45 % SOW" er O 2 D : 0. 0 . CE N T E R BA N D & ht 1 = = ' (Q M I N # 4 B A R S @ S ' | qu OQ OF 0. 0 . OU T S I D E BA N D 7 Q u - & (S H O R T DI R E C T I O N ) 7 O Cr E * Ee Oo &F FO O T I N G 5 tm OO F 1 Yo m r a t e 4* x l 4 " x l 0 " d W/ ( 2 ) 7“ MI N . #4 BA R S eT OC . EN PR O P O S E D PL A N SC A L E : (/ 4 ' s | ' - 0 " |_ | 4 / 1 5 / 1 0 | FO U N D A T I O N € FR A M I N G BY DA T E : 4/ 1 5 / 1 0 A SC A L E : 1/ 4 " = 1 - 0 RE V . # | DA T E : | DE S C R I P T I O N : © ER I C KU Z M A 20 1 0 G ! 3 ti ae IS T E R E D 4 Ho g e AR C H I T E C T MO L o 55 a ae aw l ao 8o s e p == ge z HO ] = 8e 23 h . KU Z M A i E p— SS au f EX I S T I N G (2 ) EX I S T I N G EX I S T I N G EX I S T I N G EX I S T I N G RE P L A C E M E N T HE N S T O N a DF 4x 6 BE A M DF 2x 4 BE A M DF 4x 6 BE A M DF 4x 6 DF 4x 6 BE A M 6x 6 DF a i SI D E BY SI D E (O N FL A T ) (O N FL A T ) BE A M BE A M SE L E C T ST R U C . | ~— " AY 4 =a AK xX cr S= = S = = = S S S = S = 5 = = == = S = S = = = = 5 S Pi t ] iT ] . Fi : 1 | L | PT 4x 4 PO S T W — || | |S l I FO O T I N G I4 § 5 —~ < | NO T E S : 4 as : z Rt e oe | ho p e Se _ ~ NE W FO O T I N G AR E DE S I G N E D FO R NE W LO A D S IN T R O D U C E D i O a a am e oe 07 0 6 EN =e © 8 BY SP E C I F I E D BE A M S / H E A D E R S . IF FO O T I N G / P O I N T LO A D 4 O a in TY P . WF Ee Oa CO I N C I D E S W/ EX I S T I N G FO O T I N G / L O A D NO T I F T Y AR C H I T E C T 7 I ze FO O T I N G 12 er r y | 8 2 FO R RE D E S I G N . Cn << Ff di (2 ) MI N . #4 BA R S @ 4° 04 . 2 ha a r i ex [| ] be | ro o w e HE S 21 3 & ~ AL L WO O D IN CO N T A C T W/ CO N C R E T E MI S T BE PR E S S U R E 1 O og a | ST FF F | (L O N G DI R E C T I O N ) ¢ es s o c m [l i k U Ht . cs TR E A T E D OR NA T U R A L L Y DE C A Y RE S I S T A N T OR IS O L A T E D ao zo e k (3 ) MI L 44 BA R S @ 2° ok . I ec o en e n E 4 s iS FR O M CO N G . WI T H IM P E R M E A B L E MA T E R I A L . AL L ME T A L in 6 2 (S H O R T DI R E C T I O N ) ie x l e ' x l o ' d WI ) B4 2 3 % x i 0 ' d W3 ) zo ] [5 S CO N N E G T O R S IN CO N T A C T WI T H PR E S S U R E TR E A T E D WO O D a O Z Ff WW PT 4x 4 PO S T MI N . 84 BA R S MI N #4 BA R S OL 4 BS TO BE GA L V A N I Z E D TO MI N I M I M ST D ' S . OF 61 2 5 (S I M P S O N a2 =E M TO EA C H BE A M ) aT Pe d t o c . e n eB ' O L . E N | | “ Z- M A X ) OR HO T - D I P GA L V A N I Z E D (S I M P S O N 10 6 ) . AL L 7— a t <= = my ) AV L “e e : | BW PT A ET ba iL NA I L S , SC R E W S , BO L T S AN D OT H E R CO N N E C T O R S I N CO N T A C T 1> O = a TTT 1177 EO O T I N G 6 | po s i Po s t ) WI T H PR E S G U R E TR E A T E D WO O D SH A L L BE OF TH E SA M E f ma J Ze e mW Ga PO S T ) 44 x MA T E R I A L AS TH E BR A C K E T TO AV O I D GA L V A N C RE A C T I O N . uF RE M O V E (2 ) EX I S T I N G HL | FO O T I N G W/ NE N : LU —— i i S 2 PI E R BL O C K FO O T I N G S <H — PK ] | 24 4 3 4 ' x l 0 ' d W/ ca e GB 4h 10 4 1 0 4 - PR O V I D E A PO S I T I V E CO N N E C T I O N AT AL L WO O D TO WO O D & O : (V E R I F Y TH A T EX I S T I N G 2" x 2 3 ' x l 0 " d W( 3 ) {E X I S T I N G (3 ) MI N . #4 BA R S @ 81 OC . oe ae s it AL L WO O D TO CO N C R E T E CO N N E C T I O N S . we BE A M 6 N l | (L O N G DI R E C T I O N ) é 68 ° 00 . E N W . | | ME R ) q SS S ES SS S S L S E S S S E S E S E S E I S T S S E S : =— _ Hi E WM L MB A R s i e "o s , (W P T 6x 6 PO S T ) | | ~ AL L ST R U C T U R A L FA S T E N I N G PE R SC H E D U L E R6 0 2 3 1 ) ) ‘a e - (S H O R T DI R E C T I O N ) NG EX I S T I N G DE ; ih n o : z (W P T 6x B PO S T an TP on w o s : oe FL O O R WE T S ~ ~ BO T T O M OF CO N C . FO O T I N G S TO BE 12 " MI N . BE L O W GR A D E , TY P . Ee 8 TO N A L EE AN » la i ~ FO O T I N G S TO RE S T ON UN D I S T U R B E D SO I L . wR <0 F : be : r 7 C1 ~ CO N C R E T E ST R E N G T H 10 N) P5 1 AF T E R 28 DA Y S . 17 2 Lu <p FO O T I N G 8 LT T E ] as t m to s a a e | ce e i d i i a n i a 2 PA S Hy Lu : WU =1 — Fo o r n e lo 6) + 1 2 aw >F lb x 2 x i ' d W LL CO N C R E T E PI E R ie ~ E (2 ) MI N . #4 BA R S @ 9° OC . BL O C K , TY P . a ee 10 nO F 63 ) ri s = EX I S T I N G DF (E X I S T I N G la x l 4 " x i o ' d WA 2 ) MI N . ie 5 We ; 2x 6 FL O O R JO I S T S SS BE A M 2) #4 BA R S @ 12 " OC . EN , 1 O aE (G H O R T DI R E C T I O N ) ; 7 O : RA @ \6 ' ov . TY P . (N E W FO O T I N G TO BE : =f (W PT 4x 4 PO S T : = = 5 DE M Fo o no sl y r} } ) OL D ¢ Ne Lo A D s ) 12 ae s | VY | im 2 O Cr : q Lf fo CE 2 - | = Oo XE ; 12 Yo u n t | = < me E C E I V ET i | ) IS \y ty l W iS | | [L p ma l i n l TL In ) HU ) y a 4 rs Wo AD 15 20 1 0 LU ) j \| Ar T 15 L— / ee LL PR O P O S E D ET OF T TO N S E T O aa a SC A L E : |/ 4 * = | ' - 0 " KE V S E D 4-4" e C V W P R O P O S E D PL A N SC A L E : |/ 4 t = I - 0 " I DF # 2 4x 6 HE A D E R FO R 3/ 0 x 4 / 0 WI N D O W BE A M A 2-45 BEAM B a | DF 2x 6 FL O O R JO I S T S (S T A I R W E L L ) @ |6 " os . TY P . +/-3'-43" 6 6" os. TYP. | DF 2x6 FLOOR JOISTS 14 - 0 " oo RE V . # DA T E : DE S C R I P T I O N : NO T E S : AN Y WA L L S FO U N D TO BE BA L L O N FR A M E D WI T H O U T FI R E BL O C K I N G , SH O U L D HA V E FI R E BL O C K I N G AD D E D PE R R6 0 2 . AL L ST R U C T U R A L FA S T E N I N G PE R SC H E D U L E R6 0 2 : 3 ( | ) . BE A M A (2 ) DF SE L E C T ST R U C . 2x 8 FL O O R JO I S T S BE L O W SE C O N D FL O O R WA L L RE Q U I R E D . (S I S T E R ON T O OR IN S T A L L BE T W E E N EX I S T I N G JO I S T S ) BE A M B DF # 2 4x 8 , HE A D E R (C A L C U L A T I O N AS S U M E S LO A D FR O M FL O O R JO I S T LA Y O U T AS SH O W N ON L Y , W/ RO O F LO A D FR O M AR E A OV E R LI V I N G / D I N I N G ON L Y , IF DE M O L I T I O N RE V E A L S FU R T H E R LO A D S CO N T A C T AR C H I T E C T ) BE A M C/ D DF SE L E C T ST R U C . 4x ® , HE A D E R (C A L C U L A T I O N AS S U M E S SA M E CO N D I T I O N S AS BE A M B) ) EN D S OF BE A M S A & C CO I N C I D E TO LO A D FO O T I N G #3 . © ER I C KU Z M A 20 1 0 BE DA T E : 3/ 2 9 / 1 0 By SC A L E : 1/ 4 " = 1 - 0 " PORT TOWNSEND, WA 98368 i TIMBERFRAME Phone: (360) 379-3940 E-mail: erickuzma@msn.com | : 3265 EDDY STREET Y H e{{PT.DESIGN & | a4 — LJ 42 . 72 . 1d 1 > Y) 10 _ a4 q U 7 O | LL | — Lu 7Q O i= Lu [a 4 UPPER FLOOR @ 536 REDWOOD STREET mH PORT TOWNSEND, WA 98368 §f FRAMING PLAN jf [ T 4 5 7 0 ] F O N D A T I O N T F R A M N G J I { py DA T E : = 4/ 1 5 / 1 0 BI S C A L E : [/ 4 ' = 1 - 0 " RE V . # | DA T E : | DE S C R I P T I O N : E : _ _ © ER I C KU Z M A 20 1 0 7, | . OF al 2 gs U* # = 2S o BE A s <o Ep RE G I S T E R E D a sl o u s ® : = AR C H I T E C T A Ol S 2a 8 ¢ 8 PA R A f= AO ) oo 86 Sh co n e AO ] = Sb es _ 2: La l ae == J. KU Z M A |= 85 SE E ST A T E OR WA S H I N G T O N mi l a 1 Z z —— . } =, i | +P El _ 5 5 — AN Y WA L L S FO U N D TO BE BA L L O N | pe r e n n e _. FR A M E D WI T H O U T FI R E BL O C K I N G , 7 : ¥ 5 SH O U L D HA V E FI R E BL O C K I N G : N fx : AD D E D PE R R6 0 2 8 . a Ss Ba s | E 2 u i | =| || + , el e : i : AL L ST R U C T U R A L FA S T E N I N G Ww ae us wa s PE R SC H E D U L E R6 0 2 3 ) . oO <i DF SE L E C T ST R U C 4x 6 HO R . - Xl . | 22 ~ § “| | FO R 3/ 0 x 4 / 0 WI N D O W 3 :' >| ee s : S on i o n i O OF TO SP A N 60 " * ee CO N N E C WO O D : Ge e } a at s TO WO O D CO N N E C T I O N S . im O & 5 S A4 5 8 YY Zz FE Ae me =f BE A M A ul = —£ k— fy L GB < EX P O S E D DF SE L E C T ST R U C . 6x l 2 Q. = i RE G D . BE L O W 2N D FL O O R WA L L . a <e s BL O C K AB O V E , BE T W E E N 5 CF Te ra n e EX I S T I N G JO I S T S ) u § BE A M A a : 4 Dx BE A M B DF # 2 4x 6 , HE A D E R al e 6x 8 PO S T (C A L C U L A T I O N AS S U M E S LO A D — SS E BE L O W FR O M FL O O R JO I S T LA Y O U T AS po n e r — (S T A R V E L L ) SH O W N ON L Y , WW RO O F LO A D FR O M ta E AR E A OV E R LI V I N G / D I N I N G ON L Y , a. Se IF DE M O L I T I O N RE V E A L S FU R T H E R 70 OE Bl e : ! LO A D S CO N T A C T AR C H I T E C T ) d QE SI ] s i Ss gi [B E A M | ? oh i < f s | a Ix J Lu = ol l as oo o SS DF T ST R U C . 4x 8 , ep ) la d = : ‘S (C A L C U L A T I SA M E a4 = ot k Le CO N D I T I O N S B) 7 OU “O O F S EN D S OF - B E A M S A # CX S Q I N C I D E fa d QO wi f TO . L O A D FO O T I N G #3 . O On E Zz = we O BE A M E = =f | DF SE L E C T ST R U C . 6x ® BE A M Lu OO F 71 0 2 Lu FF £ BE A M F ge ~ is e DS E L E C T ST R U C . 4x B , HE A D E R 1 = SO L = So e (a 4 na s 1} ‘i . 4 " ff WA ee ee y Va WD ) ee & UV EE |p ) |< ] me e e || Hy wW L 14 - 0 " L | HT TH I | ! , al 5 20 0 «L I PR O P O S E D / | L ff SC A L E : |/ 4 " = | ' - 0 " R E V I S E D NO T E S TO CO N T R A C T O R S ¢ BU I L D I N G OF F I C I A L S : f —— |. TH E S E PL A N S AR E IN T E N D E D TO 2. TH E S E PL A N S CO N T A I N TH E MA J O R I T Y OF IN F O R M A T I O N RE Q U I R E D TO BU I L D TH E ST R U C T U R E AS SH O W N . fi SC A L E : 1/ A t = 1- 0 " CO N T A I N AL L TH E IN F O R M A T I O N RE Q ' D HO W E V E R , IT IS NO T PO S S I B L E TO AN T I C I P A T E EV E R Y PI E C E OF IN F O R M A T I O N NE E D E D FO R CO N S T R U C T I O N . RE V . #| DA T E : | DE S C R I P T I O N : ; TO DE M O N S T R A T E CO M P L I A N C E WI T H TH E AR C H I T E C T HA S MA D E A GO O D FA I T H EF F O R T TO ST R I K E A RE A S O N A B L E BA L A N C E BE T W E E N PR O V I S I O N om e n s oo n — = AP P L I C A B L E BU I L D I N G & ZO N I N G CO D E S . OF IN F O R M A T I O N ¢ CO S T OF TH E PL A N S . TH E PL A N S WI L L IN E V I T A B L Y CO N T A I N MI N O R DI S C R E P A N C I E S & a Lu 3 IN TH E CA S E OF AN Y IN F O R M A T I O N WH I C H = AR E A S LA C K I N G IN SP E C I F I C IN F O R M A T I O N . DU R I N G TH E CO U R S E OF CO N S T R U C T I O N , AS TH E S E AR E A S EM E R G E , 98 9 8 RE G I S T E R E D i iy ) 3 $ Q§ H AP P E A R S TO BE LA C K I N G , PL E A S E TH E Y WI L L RE Q U I R E AT T E N T I O N ¢ RE S O L U T I O N . TH E BE S T RE S O L U T I O N OF TH E S E IS S U E S IS MO S T OF T E N AR C H I T E C T Wz ce J g® é | CO N T A C T TH E AR C H I T E C T IM M E D I A T E L Y . AC H I E V E D TH R O U G H A JO I N T DE C I S I O N MA K I N G PR O C E S S IN V O L V I N G TH E OW N E R / A R C H I T E C T C O N T R A C T O R ( S ) . f |. Ri k 3. 0 er aw ) OO SO S s e ‘E S a z O I O Lu Y ir NO T E : +/ - 1 3 . 2 5 " FL O O R HE I G H T CH A N G E . 6 ae O i : ae = = JJ 5 = O| 2 LI V I N G / D I N I N G RO O M BA T H R O O M KI T C H E N 1 aw e 1 7 a ww 72 10 +} a >- Gp ) WY Y a U 1 O LL me a l Lu a) O = Lu a YY 536 REDWOOD STREET PORT TOWNSEND, WA 98368 SE C T I O N S SC A L E : |/ 4 * s I ' - 0 " NO T E S TO CO N T R A C T O R S § BU I L D I N G OF F I C I A L S : | |4 / 5 / 1 0 | FO U N D A T i u n ¢ FR A M I N G DA T E A/ S / 1 0 |. TH E S E PL A N S AR E IN T E N D E D TO 2. TH E S E PL A N S CO N T A I N TH E MA J O R I T Y OF IN F O R M A T I O N RE Q U I R E D TO BU I L D TH E ST R U C T U R E AS SH O W N . AL SC A L E : 1/ 4 " = 1 - 0 CO N T A I N AL L TH E IN F O R M A T I O N RE Q ' D HO W E V E R , IT IS NO T PO S S I B L E TO AN T I C I P A T E EV E R Y PI E C E OF IN F O R M A T I O N NE E D E D FO R CO N S T R U C T I O N . RE V . #] DA T E : | DE S C R I P T I O N : TO DE M O N S T R A T E CO M P L I A N C E WI T H TH E AR C H I T E C T HA S MA D E A GO O D FA I T H EF F O R T TO ST R I K E A RE A S O N A B L E BA L A N C E BE T W E E N PR O V I S I O N © ER I C KU Z M A 20 1 0 il aa n Ge AP P L I C A B L E BU I L D I N G ¢ ZO N I N G CO D E S . OF IN F O R M A T I O N € CO S T OF TH E PL A N S . TH E PL A N S WI L L IN E V I T A B L Y CO N T A I N MI N O R DI S C R E P A N C I E S & 3 IN TH E CA S E OF AN Y IN F O R M A T I O N WH I C H = AR E A S LA C K I N G IN SP E C I F I C IN F O R M A T I O N . DU R I N G TH E CO U R S E OF CO N S T R U C T I O N , AS TH E S E AR E A S EM E R G E , rt < g § AP P E A R S TO BE LA C K I N G , PL E A S E TH E Y WI L L RE Q U I R E AT T E N T I O N € RE S O L U T I O N . TH E BE S T RE S O L U T I O N OF TH E S E IS S U E S IS MO S T OF T E N AR C Gi g2 é CO N T A C T TH E AR C H I T E C T IM M E D I A T E L Y . AC H I E V E D TH R O U G H A JO I N T DE C I S I O N MA K I N G PR O C E S S IN V O L V I N G TH E OW N E R / A R C H I T E C T ¢ CO N T R A C T O R ( S ) . b 2 a E om a BO 8 s Ve r t KU Z M A at ST A T E Of WA S H I N G T O N wt Ee Ea | } | tl Ld | GI T OF FO R T TO W N S E NO T E i +/ - 1 3 . 2 5 " FL O O R HE I G H T CH A N G E , | Qx b JO I S T S @ Io " OL . 4 IT Tf | TT TT TT 7T TT LT fi i2 y | 4; 2x 6 JO I S T S 6 16 " OC . z = i} ES _ = ee i i- , Sz 2 LI V I N G / D I N N G RO O M BA T H R O O M KI T C H E N | A= a =5 = LA s a L- + 2 a 4 1 Pa L- == “L h | al I | re y re ) | pa P7 7 4 7 re n | —e 77 7 co rl \ 1 \ I \ 1 \ 1 I 1 { 1 | ! 1 i} ( i) ee e | be o d bo o d [| be e r s al Le c e p m e e d be e e e e e es s e n pa re c e ee r e e re J be s e x e s e d SC A L E : |/ 4 " = I ' - 0 " EL E C T R I C A L SY M B O L KE Y DU P L E X EL E C T R I C A L OU T L E T DU P L E X EL E C T R I C A L FL O O R OU T L E T SW I T C H E D DU P L E X EL E C T R I C A L OU T L E T DU P L E X EL E C T R I C A L OU T L E T W/ GR O U N D FA U L T IN T E R R U P T WA T E R P R O O F DU P L E X EL E C T R I C A L OU T L E T LO W VO L T A G E , RE C E S S E D , DI R E C T I O N A L LI G H T SU R F A C E MO U N T E D CE I L I N G LI G H T FI X T U R E SU R F A C E MO U N T E D CE I L I N G FL O U R E S C E N T LI G H T FI X T U R E of $ OMS EX T E R I O R SU R F A C E MO U N T E D CE I L I N G LI G H T FI X T U R E WA L L MO U N T E D LI G H T FI X T U R E EX T E R I O R WA L L MO U N T E D LI G H T FI X T U R E RE C E S S E D CA N LI G H T FI X T U R E es ) ~ LI G H T FI X T U R E ] | 4' LO N G , 2 TU B E FL U O R E S C E N T LI G H T FI X T U R E EL E C T R I C BA S E B O A R D HE A T E R (2 ) LE N G T H AS SP E C I F I E D ) LI G H T SW I T C H DI M M E R SW I T C H 3- W A Y SW I T C H 4- W A Y SN I T C H 3- W A Y DI M M E R SW I T C H TH E R M O S T A T HA R D - W I R E D SM O K E DE T E C T O R EX H A U S T FA N CA B L E TV HO O K U P <J 3 TE L E P H O N E LI N E #1 KJ . TE L E P H O N E LI N E #2 <I PA I R E D R6 6 CO A X I A L CA B L E <p = PA I R E D CA T 5e LAA la aoMm oe ROSR EE 2? PR O V I D E AL L IT E M S SH O W N ON EL E C T R I C A L PL A N S ¢ AN Y AD D I T I O N A L IT E M S RE Q U I R E D FO R CO M P L I A N C E WI T H AL L AP P L I C A B L E CO D E S . PR O V I D E WI R I N G FO R AL L EQ U I P M E N T & AP P L I A N C E S SH O W N ON PL A N . LO C A T I O N OF AL L OU T L E T S , SW I T C H E S & FI X T U R E S TO HA V E FI E L D VE R I F I C A T I O N NO T E S : PR O P A N E RA N G E TO BE RE - L O C A T E D AS SH O W N ON PL A N S , IN S T A L L NE W 00 CF M . MI N . EX H A U S T HO O D AB O V E ¢ DU C T BE T W E E N JO I S T S & TH R O U G H LA U N D R Y RO O M RO O F . -N E W BA T H EX H A U S T FA N TO BE 50 CF M . MI N . IN T E R M I T T E N T ) RE V . # | DA T E : | DE S C R I T I O N © ER I C KU Z M A 20 1 0 IN S T A L L NE W IN - F L O O R EL E C T R I C HE A T MA T BE L O W EX T E R I O R BA T H R O O M TI L E FL O O R & PR O V I D E TH E R M O S T A T FO R . | || pe oc a T E D SH O W E R WA S H E R & ot By pe e | fp -V E R I F Y WA S H E R & DR Y E R DO O R SW I N G S BE F O R E GA S DR Y E R df : NX GI S T E R E D IN S T A L L I N G PL U M B I N G & WI R I N G . y AR C H I T E C T -P L I M B ¢ WI R E FO R FU T U R E SE C O N D FL O O R FU L L = I BA T H R O O M AB O V E KI T C H E N , (S E E SH E E T 5) } < 4 . KU Z M A -H A T C H E D WA L L S AR E NE W L Y FR A M E D WA L L S . © C3 ] ST A WA S H I N G T O N Bl 4 TIMBERFRAME § I DA T E : ~= 3 / 2 9 / 1 0 3265 EDDY STREET EI SC A L E : /a " = 1 - 0 " PORT TOWNSEND, WA 98368 i Phone: (360) 379-3940 ih Ht i! H! wll E-mail: erickuzma@msn.com i tt f {{PT.DESIGN & MAIN FLOOR ELECTRICAL PLAN ti 2. = 7 > 7” Y) 12 oO 12 eo ) LL a7 — tu ge ) 1 O i= Li 1 ~ EL E C T R I C A L PL A N TE M P L A T E ff 536 REDWOOD STREET TEMPLATE B PORT TOWNSEND, WA 98368 _P.T. DESIGN & / — TIMBERFRAME Phone: (360) 379-3940 r— E-mail: erickuzma@msn.com 3265 Eddy Street $898 Port Townsend, WA 98368 Crissy & Piper Dunlap | son OF WASHINGTON Revised: 536 Redwood Street 15 April 2010 Port Townsend, WA 98368 GRAVITY LOADS: 1: Beam A: DF Select Structural 6x12 2: Beam B: DF #2 4x6 4: Beam E: DF Select Structural 6x8 E C E l V E >] 5: Beam F: DF #1 4x8 APR 15 2010 6: Window Header-Dining Room: DF #2 4x6 CITY OF PORT TOWNSEND 7/8: Window Headers-Bathroom: DF #2 (3) 2x (on flat) 9: Pad Footings 1&2: 12” x 12” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 5.5” 0.c. each way. 10: Af : 29 99 99 . - ; 1 1 : =~ : 29 29 2? ; 5 ; 12: A : 29 9° 99 : b : 13: Pad Footings 6: 24” x 39” x 10” deep conc. pad footing, w/ (3) min. #4 bars @ 8" o.c. (long direction) & (4) min. #4 bars @ 10" o.c. (short direction.) 14: Pad Footings 7: 23” x 23” x 10” deep conc. pad footing, w/ (3) min. #4 bars @ 8” o.c. each way. 15: Pad Footings 8: 16” x 16” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 9” o0.c. each way. 16: 17: 18: 19: 20: 21: 22: 23: 24: Pad Footings 9: Pad Footings 10&11: Pad Footings 12: Pad Footings 13: Pad Footings 14&15: Existing Second Floor Joists: Existing Beam 1: Existing Beam 2: Existing Beam 3: 23” x 23” x 10” deep conc. pad footing, w/ (3) min. #4 bars @ 8” o0.c. each way. 19” x 19” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 12” 0.c. each way. 16” x 23” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 9" o.c. (long direction) & (3) min. #4 bars @ 8" o.c. (short direction. 16” x 27” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 9" 0.c. (long direction) & (3) min. #4 bars @ 10" o.c. (short direction. 16” x 16” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 9” 0.c. each way. 2x6 (full sawn) DF Joists @ 16” o.c. (Used for shared footing calculation.) (Used for shared footing calculation.) (Used for shared/new footing calculation.) Uniformly Loaded Floor Beam 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 4:57:03 PM Project: DUNLAP - Location: BEAM A Summary: 5.5 IN x 11.5 IN x 13.17 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 0.3% Controlling Factor: Section Modulus / Depth Required 11.48 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Lenath-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: Select Structural- Douglas-Fir-Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb’ (Tension): P Adjustment Factors: Cd=1.00 CF=1.00 Vv: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 6.585 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 ail dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= 1600 170 1600000 580000 625 1600 170 IN IN = L/532 IN = L/350 IN3 IN2 IN2 IN4 IN4 By: Eric Kuzma , P.T. Design on: 04-13-2010 Project: DUNLAP - Location: BEAM A Summary: 5.5 IN x 11.5 IN x 13.17 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 0.3% Controlling Factor: Section Modulus / Depth Required 11.48 In Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 5000 -<— 4894 Ibs @ 0 ft 2500 5 Shear (Ibs) 0 -2500 | -5000 ; -4894 Ibs @ 13 f 20000 - 10000 + Moment ~— 16113 ft-lbs @ 7 ft (ft-lb) 0 -10000 -20000 ; -0.5 4 -0.25 4 Deflection (in) 0 0.25 5 0.5 5 | ~— 0.451 in @ 6.6 ft Controlling Load Cases: Span = 13.17 ft Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM > 7 < < av s ) Span = 13.17 ft Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 6:32:51 PM Project: DUNLAP - Location: BEAM B-REVISED Summary: 3.51INx5.5INx 4.5 FT /#2 - Douglas-Fir-Larch (North) - Dry Use - Section Adequate By: 45.3% Controlling Factor: Section Modulus / Depth Required 4.56 In eflections: Dead Load: DLD= 0.03 Live Load: LLD= 0.03 Total Load: TLD= 0.06 Reactions (Each End): Live Load: LL-Rxn= 634 Dead Load: DL-Rxn= 509 Total Load: TL-Rxn= 1143 Bearing Length Required (Beam only, support capacity not checked): BL= 0.52 Beam Data: Span: = 4.5 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= 7.0 Roof Live Load-Side Two: RLL2= 25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 0.0 Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 15.0 Floor Tributary Width-Side One: FTW1= 2.0 Floor Live Load-Side Two: FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 15.0 Floor Tributary Width-Side Two: FTW2= 0.67 Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 34 Beam Loads: Roof Uniform Live Load: wL-roof= 175 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 148 Floor Uniform Live Load: wL-floor= 107 Floor Uniform Dead Load: wD-floor= 40 Beam Self Weight: BSW= 4 Combined Uniform Live Load: wL= 282 Combined Uniform Dead Load: wD= 226 Combined Uniform Total Load: wT= 508 Controlling Total Design Load: wT-cont= 508 Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Fb= 850 Shear Stress: Fv= 180 Modulus of Elasticity: = 1600000 Adjusted Modulus of Elasticity: E-Min= 580000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 1271 Adjustment Factors: Cd=1.15 CF=1.30 Fvy': Fv'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1286 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 915 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= i 4 - Area (Shear): Areq= 6.63 = 19.25 Moment of inertia (Deflection): lreq= 13.02 = 48.53 IN IN = L/1613 IN = L/894 LB LB LB IN FT IN3 IN2 IN2 IN4 Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 Project: DUNLAP - Location: BEAM B-REVISED Summary: 3.5 IN x 5.5 IN x 4.5 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 45.3% Controlling Factor: Section Modulus / Depth Required 4.56 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 ~~ 1143 Ibs @ 0 ft 1000 + Shear (Ibs) 0 -1000 + “2000 ; -1143 Ibs @ 4 ft —> 2000 iS 1286 ft-lbs @ 2 ft 1000 + Moment (ft-lb) 0 -1000 ; | | | -2000 4 | -0.07 + | | | | -0.035 + Deflection (in) 0 0.035 0.07 + — 0.06 in @ 2.2 ft Span =4.5 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Le > ~ < < [ Span =45 ft Uniformly Loaded Floor Beam 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-09-2010 : 4:05:28 PM Project: DUNLAP - Location: BEAM E Summary: 5.5 IN x 7.25 IN x 10.42 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 1.1% Controlling Factor: Section Modulus / Depth Required 7.21 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Length-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: Select Structural- Douglas-Fir-Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.00 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 5.21 ft from left support Fv': Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining aii dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= 0.12 0.30 0.42 1632 656 2288 0.67 10.42 0.0 360 240 40.0 15.0 5.0 40.0 15.0 2.83 1.00 0 313 8 126 439 1500 170 1600000 580000 625 1500 170 5960 2059 47.68 48.18 18.17 39.88 149.46 174.66 IN IN = L/421 IN = L/300 IN3 IN3 IN2 IN2 IN4 IN4 Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) J Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-09-2010 Project: DUNLAP - Location: BEAM E Summary: 5.5 IN x 7.25 IN x 10.42 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 1.1% Controlling Factor: Section Modulus / Depth Required 7.21 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 + 2288 Ibs @ 0 ft 1500 + Shear (Ibs) 0 -1500 -3000 + -2288 Ibs @ 10 ft —~ 6000 + 3000 + Moment xe} 5 ft (ft-lb) 0 -3000 | -6000 + -0.3 5 -0.15 + Deflection (in) 0 0.15 4 0.3 / fo" Ue in 5.2 ft = | Controlling Load Cases: Span = 10.42 ft Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM - > —_ Span = 10.42 ft Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-15-2010 : 11:48:38 AM Project: DUNLAP - Location: BEAM F Summary: 3.5 IN x 7.25 INx6.5 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 55.0% Controlling Factor: Section Modulus / Depth Required 5.82 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: Select Structural- Douglas-Fir-Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Moduius of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 CF=1.30 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 3.25 ft from left support Fv': 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): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= l= Lu= L/ L/ RLL1= RDL1= RTW1= RLL2= RDL2= RTW2= Cd-roof= FLL1= FDL1= FTW1= FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wl= wT-cont= Fb= Fv= E= E-Min= Fc_perp= 1900000 690000 625 2018 207 IN IN = L/1045 IN = L/651 Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-15-2010 Project: DUNLAP - Location: BEAM F Summary: 3.5 IN x 7.25 INx 6.5 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 55.0% Controlling Factor: Section Modulus / Depth Required 5.82 In 3000 ; 1500 5 Shear SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams ~— 2048 Ibs @ 0 ft (Ibs) 0 -1500 4 -3000 + 4000 ; 2000 + Moment -2048 Ibs @ 6 ft —™ S— 3328 ftlbs @ 3 ft (ft-lb) 0 -2000 + -4000 + -0.2 5 -0.1 4 Deflection (in) 0 0.14 0.2 5 | | | | | | | | — 0.12 in @ 3.2 ft Span =6.5ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM ma > — < os —— > Span =6.5 ft Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 3:45:44 PM Project: DUNLAP - Location: WINDOW HEADER-DINING ROOM Summary: 3.5 IN x 5.5 IN x 5.83 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Suit Section Adequate By: 41.2% Controlling Factor: Section Modulus / Depth Required 4.63 In eflections: Dead Load: DLD= 0.07 Live Load: LLD= 0.07 Total Load: TLD= 0.14 Reactions (Each End): Live Load: LL-Rxn= 700 Dead Load: DL-Rxn= 743 Total Load: TL-Rxn= 1442 Bearing Length Required (Beam only, support capacity not checked): BL= 0.66 Beam Data: Span: = 5.83 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: U/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= ' 7.0 Roof Live Load-Side Two: RLL2= 25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 1.0 Roof Duration Factor: Cd-roof= 4.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 15.0 Floor Tributary Width-Side One: FTW1= 1.0 Floor Live Load-Side Two: FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 15.0 Floor Tributary Width-Side Two: FTW2= 0.0 Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 66 Beam Loads: Roof Uniform Live Load: wL-roof= 200 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 170 Floor Uniform Live Load: wL-floor= 40 Floor Uniform Dead Load: wD-floor= 15 Beam Self Weight: BSW= 4 Combined Uniform Live Load: wL= 240 Combined Uniform Dead Load: wD= 255 Combined Uniform Total Load: wt= 495 Controlling Total Design Load: wT-cont= 495 Properties For: Select Structural- Douglas-Fir-Larch (North) Bending Stress: Fb= 1350 Shear Stress: Fv= 180 Modulus of Elasticity: E= 1900000 Adjusted Modulus of Elasticity: E-Min= 690000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 2018 Adjustment Factors: Cd=1.15 CF=1.30 Fv': Fv'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2102 2.915 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1240 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 12.50 = 17.65 Area (Shear): Areq= 8.99 = 19.25 Moment of Inertia (Deflection): lreq= 23.22 = 48.53 IN3 IN3 IN2 IN4 IN4 Combination Roof and Floor Beam{ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 Project: DUNLAP - Location: WINDOW HEADER-DINING ROOM Summary: 3.5 IN x 5.5 IN x 5.83 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 41.2% Controlling Factor: Section Modulus / Depth Required 4.63 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 ~~ 1442 Ibs @ Oft 1000 - Shear (Ibs) 0 -1000 + -2000 | -1442 lbs @ 6 ft —> 3000 4 _ 2102 ft-lbs @ 3 ft 1500 + Moment (ft-lb) O -1500 | | | -3000 4 | -0.2 4 | | | | | -0.1 4 Deflection (in) 0 0.1 + 0.2: <— 0.139 in @ 2.9 ft Span = 5.83 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM - > _ < < Span = 5.83 ft +> Roof Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 6:34:38 PM Project: DUNLAP - Location: WINDOW HEADER-BATHROOM SHOWER Summary: (3) 1.5 IN x 1.5 IN x 3.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 0.5% Controlling Factor: Section Modulus / Depth Required 1.5 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 CF=1.50 Cr=1.15 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 1.5 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): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= 3.0 126 83 210 850 180 1600000 580000 625 1686 207 236 289 IN IN = L/317 IN = L/191 LB LB LB IN FT FT 2412 PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 Project: DUNLAP - Location: WINDOW HEADER-BATHROOM SHOWER Summary: (3) 1.5 IN x 1.5 IN x 3.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 0.5% Controlling Factor: Section Modulus / Depth Required 1.5 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 400 ; 200 + Shear ~~ 315 Ibs @ Oft (Ibs) 0 -200 | -400 4 -315 lbs @ 3 ft ——~ 300 + 150 + Moment i 236 ft-lbs @ 2 ft (ft-Ib) 0 -150 | -300 -0.2 4 -0.1 4 Deflection (in) 0 0.1 5 0.2 5 >= 0.189 in @ 1.5 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Span =3ft Roof Beam 2006 International Building Code (05 NDS) ] Ver: 7.01.14 , By: Eric Kuzma , P.T. Design on: 04-13-2010 : 6:34:49 PM Project: DUNLAP - Location: WINDOW HEADER-BATHROOM SINK Summary: (2)1.5INx1.5 IN x 2.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use oni Section Adequate By: 69.0% Controlling Factor: Section Modulus / Depth Required 1.15 In eflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN=L/919 Total Load: TLD= 0.04 IN=L/553 Reactions (Each End): Live Load: LL-Rxn= 98 LB Dead Load: DL-Rxn= 65 LB Total Load: TL-Rxn= 163 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.09 IN Beam Data: Span: = 2.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5. :12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.75 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.17 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 1 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 2.0 FT Beam Uniform Live Load: wL= 98 PLF Beam Uniform Dead Load: wD_adi= 65 PLF Total Uniform Load: Wwl= 163 PLF Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Fb= 850 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: = 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1466 PSI Adjustment Factors: Cd=1.15 CF=1.50 Fv': Fv'= 207 +~=2~PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 81 FT-LB 1.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 143 LB Ai a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 0.67 ~—IN3 = 1.13 IN3 Area (Shear): Areq= 1.04 IN2 = 4.50 IN2 Moment of Inertia (Deflection): lreq= a IN4 IN4 Roof Beam[ 2006 International Building Code (05 NDS) } Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 Project: DUNLAP - Location: WINDOW HEADER-BATHROOM SINK Summary: (2) 1.5 IN x 1.5 IN x 2.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use | Section Adequate By: 69.0% Controlling Factor: Section Modulus / Depth Required 1.15 In 200 ;x~— 163 Ibs @ 0 ft 100 + Shear SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams (Ibs) 0 -100 + -200 | -163 lbs @ 2 ft — 90 + 45 4 Moment _ i 81 ftlbs @ 1 ft (ft-lb) 0 -45 -90 4 -0.05 + -0.025 + Deflection (in) 0 0.025 | 0.05 - | | | | | | | (— 0.043 in @ 1 ft Controlling Load Cases: Span =2 ft Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM —T > Span =2 ft Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 4:05:42 PM Project: DUNLAP - Location: FOOTING 1/2 Summary: Footing Size: 1.0 FT x 1.0 FT x 10.00 IN Reinforcement: #4 Bars @ 5.50 IN. O.C. EW / (2) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strenath: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: = Footing Size: Width: = Length: = Depth: Depth= Effective Depth to Top Layer of Steel: s Column and Baseplate Size: Column Type: Column Width: m= Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: = Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= Allowable Beam Shear: vce1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= Controlling Reinforcing Steel: As-reqd= Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Ld= Ld-sup= 1500 2500 40000 3.00 0.24 #4 Bars @ 5.50 IN. O.C. EW / (2) Min. As= 0.39 15.00 3.00 Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 4:43:28 PM Project: DUNLAP - Location: FOOTING 6 Summary: Footing Size: 2.0 FT x 3.25 FT x 10.00 IN Reinforcement in Long Direction: #4 Bars @ 8.0 Reinforcement in Short Direction: #4 Bars @ 10. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations (Long Direction): Factored Moment: Nominal Moment Strength: Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement: Controlling Reinforcing Steel (Shrinkage/Temperature ACI-10.5.4): Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations (Long Direction): Development Length Required: Development Length Provided: Bending Calculations (Short Direction): Factored Moment: Nominal Moment Strength: Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: IN. O.C. / (3) min. fo i ) Minimum Code Required Reinforcement (Shrink./Temp. ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided (Total): Development Length Calculations (Short Direction): Development Length Required: Development Length Provided: O IN. O.C. / (4) min. PL= 5193 PD= 3649 PT= 8842 Pu= 12688 Qs= 1500 F'c= 2500 Fy= 40000 = 3.00 = 2.0 = 3.25 Depth= 10.00 = 6.25 (Wood) m= 7.00 n= 5.50 Qu= 1360 Qe= 1375 Areq= 6.43 A= 6.5 Bearing= 12688 Bearing-Allow= 114538 Vu1= 4311 ve1= 12750 Bo= 50.00 Vu2= 10577 vc2-a= 68304 vc2-b= 92969 vc2-c= 53125 vc2= §3125 Mu-long= 61852 Mn-long= 127575 a-long= 0.46 As(1)-long= 0.28 As(2)-long= 0.48 As-reqd-iong= 0.48 #4 Bars @ 8.00 IN. O.C. / (3) Min. As-long= 0.59 Ld-long= 15.00 Ld-prov-long= 16.50 Mu-short= 38063 Mn-short= 171271 a-short= 0.38 As(1)-short= 0.17 As(2)-short= 0.78 As-reqd-short= 0.78 #4 Bars @ 10.00 IN. O.C. / (4) Min. As-short= 0.79 Ld-short= 15.00 Ld-prov-short= 9.00 Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 4:28:05 PM Project: DUNLAP - Location: FOOTING 7 Summary: Footing Size: 1.92 FT x 1.92 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: W= Length: L= Depth: Depth= Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: Column Width: m= Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: A= Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Vul= Allowable Beam Shear: ve1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= Controlling Reinforcing Steel: As-reqd= Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. #4 Bars @ 8.00 iN. O. A s= Ld= Ld-sup= 3227 1667 4894 7164 1500 2500 40000 3.00 1.92 1.92 10.00 6.25 (Wood) 3.50 3.50 1328 1375 3.56 3.69 7164 36444 1639 12240 39.00 5881 62156 87125 41438 41438 20631 127371 0.48 0.09 0.46 0.46 C. EW / (3) Min. 0.59 15.00 8.52 Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-15-2010 : 12:24:41 AM Project: DUNLAP - Location: FOOTING 8 Summary: Footing Size: 1.33 FT x 1.33 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (2) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: = Lenath: = Depth: Depth= Effective Depth to Top Layer of Steel: = Column and Baseplate Size: Column Type: Column Width: = Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: = Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Vul= Allowable Beam Shear: ve1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= Controlling Reinforcing Steel: As-reqd= Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Lenath Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. #4 Bars @ 9.00 iN. O.C. E/W / (2) Min. As= 0. Ld= Ld-sup= 0.32 39 15.00 4.98 Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-15-2010 : 12:09:26 AM Project: DUNLAP - Location: FOOTING 9 Summary: Footing Size: 1.92 FT x 1.92 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. 0.C. EW / (3) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: = Length: = Depth: Depth= Effective Depth to Top Layer of Steel: = Column and Baseplate Size: Column Type: Column Width: m= Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: = Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= Allowable Beam Shear: ve1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= Controlling Reinforcing Steel: As-reqd= Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, Ld= Ld-sup= therefore adequate development length not required. 19836 127371 0.48 0.09 0.46 0.46 #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. As= 0.59 15.00 8.52 Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-15-2010 : 11:52:43 AM Project: DUNLAP - Location: FOOTING 10/11 Summary: Footing Size: 1.58 FT x 1.58 FT x 10.00 IN Reinforcement: #4 Bars @ 12.00 IN. O.C. E/W / (2) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strenath: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: = Length: = Depth: Depth= Effective Depth to Top Layer of Steel: = Column and Baseplate Size: Column Type: Column Width: m= Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: = Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= Allowable Beam Shear: vco1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= Controlling Reinforcing Steel: As-reqd= Seiected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Ld= Ld-sup= #4 Bars @ 12.00 IN. O.C. E/W/ (2) Min. As= 0.39 15.00 6.48 Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 4:17:22 PM Project: DUNLAP - Location: FOOTING 12 Summary: Footing Size: 1.33 FT x 2.0 FT x 10.00 IN Reinforcement in Long Direction: #4 Bars @ 9.00 IN. O.C. / (2) min. Reinforcement in Short Direction: #4 Bars @ 8.00 IN. O.C. / (3) min. Footing Loads: Live Load: PL= 1768 Dead Load: PD= 1782 Total Load: PT= 3550 Ultimate Factored Load: Pu= 4967 Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 Concrete Compressive Strength: F'c= 2500 Reinforcing Steel Yield Strength: Fy= 40000 Concrete Reinforcement Cover: c= 3.00 Footing Size: Width: = 1.33 Length: = 2.0 Depth: Depth= 10.00 Effective Depth to Top Layer of Steel: = 6.25 Column and Baseplate Size: Column Type: (Wood) Column Width: m= 7.00 Column Depth: n= 3.50 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1335 Effective Allowable Soil Bearing Pressure: Qe= 1375 Required Footing Area: Areq= 2.58 Area Provided: = 2.66 Baseplate Bearing: Bearing Required: Bearing= 4967 Allowable Bearing: Bearing-Allow= 72888 Beam Shear Calculations (One Way Shear): Beam Shear: Vut= 1190 Allowable Beam Shear: ve1= 8479 Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 46.00 Punching Shear: Vu2= 3292 Allowable Punching Shear (ACI 11-35): vc2-a= 48875 Allowable Punching Shear (ACI 11-36): vc2-b= 90844 Allowable Punching Shear (ACI 11-37): vc2-c= 48875 Controlling Allowable Punching Shear: vc2= 48875 Bending Calculations (Long Direction): Factored Moment: Mu-long= 14902 Nominal Moment Strength: Mn-long= 85042 Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a-long= 0.46 Steel Required Based on Moment: As(1)-long= 0.07 Minimum Code Required Reinforcement: As(2)-long= 0.32 Coniroliing Reinforcing Steei (Shrinkage/Temperature ACi-10.5.4): As-reqd-iong= 0.32 Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations (Long Direction): As-long= #4 Bars @ 9.00 IN. O.C. 1 @) Min, 0.39 Development Length Required: Ld-long= 15.00 Development Length Provided: Ld-prov-long= 9.00 Note: Plain concrete adequate for bending, therefore adequate development length not required. Bending Calculations (Short Direction): Factored Moment: Mu-short= 9910 Nominal Moment Strength: Mn-short= 127575 Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: a-short= 0.46 Steel Required Based on Moment: As(1)-short= 0.04 Minimum Code Required Reinforcement (Shrink./Temp. ACI-10.5.4): As(2)-short= 0.48 Controlling Reinforcing Steel: As-reqd-short= 0.48 Selected Reinforcement: Reinforcement Area Provided (Total): Development Length Calculations (Short Direction): Development Length Required: Development Length Provided: Note: Plain concrete adequate for bending, therefore adequate development length not required. As-short= Ld-short= Ld-prov-short= #4 Bars @ 8.00 IN. O.C. ee 0.59 15.00 4.98 Footing Design [ 2006 International Building Code (05 NDS) | Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 4:22:26 PM Project: DUNLAP - Location: FOOTING 13 Summary: Footing Size: 1.33 FT x 2.42 FT x 10.00 IN Reinforcement in Long Direction: #4 Bars @ 9.00 IN. O.C. / (2) min. Reinforcement in Short Direction: #4 Bars @ 11.00 IN. O.C. / (3) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations (Long Direction): Factored Moment: Nominal Moment Strength: Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement: Controlling Reinforcing Steei (Shrinkage/Temperature ACi-10.5.4): Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations (Long Direction): Development Length Required: Development Length Provided: Note: Plain concrete adequate for bending, therefore adequate development length not required. Bending Calculations (Short Direction): Factored Moment: Nominal Moment Strength: Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrink./Temp. ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided (Total): Development Length Calculations (Short Direction): Development Length Required: Development Length Provided: Note: Plain concrete adequate for bending, therefore adequate development length not required. As-short= Ld-short= Ld-prov-short= PL= 2164 PD= 2173 PT= 4337 Pu= 6070 Qs= 1500 F'c= 2500 Fy= 40000 c= 3.00 W= 1233 L= 2.42 Depth= 10.00 d= 6.25 (Wood) m= 7.00 n= 3.50 Qu= 1347 Qe= 1375 Areq= 3.15 A= 3.22 Bearing= 6070 Bearing-Allow= 72888 Vut= 1729 ve1= 8479 Bo= 46.00 Vu2= 4378 vc2-a= 48875 vc2-b= 90844 vc2-c= 48875 vc2= 48875 Mu-long= 22034 Mn-long= 85042 a-long= 0.46 As(1)-long= 0.10 As(2)-long= 0.32 As-read-iong= 0.32 #4 Bars @ 9.00 IN. O.C. / (2) Min. As-long= 0.39 Ld-long= 15.00 Ld-prov-long= 11.52 Mu-short= 12110 Mn-short= 128425 a-short= 0.38 As(1)-short= 0.05 As(2)-short= 0.58 As-reqd-short= 0.58 #4 Bars @ 11.00 IN. O.C. / (3) Min. 0.59 15.00 4.98 LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF LB LB LB LB IN LB LB LB LB LB IN-LB IN-LB IN IN2 IN2 IN2 IN2 IN IN IN-LB IN-LB IN IN2 IN2 IN2 IN2 IN IN Footing Design [| 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-15-2010 : 12:35:43 AM Project: DUNLAP - Location: FOOTING 14/15 Summary: Footing Size: 1.33 FT x 1.33 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (2) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: = Length: = Depth: Depth= Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: Column Width: m= Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: A= Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Vul= Allowable Beam Shear: ve1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= Controlling Reinforcing Steel: As-reqd= Selected Reinforcement: #4 Bars @ 9.00 iN. O. Reinforcement Area Provided: As= Development Length Calculations: Development Length Required: Ld= Development Length Supplied: Ld-sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. C. E/W / (2) Min. 0.39 0.46 0.03 0.32 0.32 15.00 4.98 Floor Joist[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 10:01:34 AM Project: DUNLAP - Location: EXISTING 2ND FLOOR JOISTS OVER KITCHEN Summary: 2.0INx6.0INx9.17FT @ 16 O.C./ #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 50.9% Controlling Factor: Moment of Inertia / Depth Required 5.23 In Center Span Deflections: Dead Load: Live Load: Total Load: 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): Joist Data: Center Span Length: Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Floor Loading: Live Load: Dead Load: Total Load: Total Load Adjusted for Joist Spacing: Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb’ (Tension): Adjustment Factors: Cd=1.00 CF=1.20 Cr=1.15 vi: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 4.585 Ft from left support of span 2 (Center Span) DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Cd= L/ u/ LL-2= DL-2= TL-2= WT-2= Fb= Fv= E= E-Min= Fc-perp= Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 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): Area (Shear): Moment of Inertia (Deflection): 180 1600000 580000 625 1242 180 771 303 7.45 12.00 2.52 12.00 23.85 36.00 IN IN = L/747 IN = L/543 PSF PSF PSF PLF PSI PSI PSI PSI PSI PSI PSI FT-LB LB iN3 IN3 IN2 IN2 IN4 IN4 Floor Joist[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 Project: DUNLAP - Location: EXISTING 2ND FLOOR JOISTS OVER KITCHEN Summary: 2.0INx6.0INx9.17 FT @ 16 O.C. / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 50.9% Controlling Factor: Moment of Inertia / Depth Required 5.23 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 400 7x 336 Ibs @ 0 ft 200 - Shear (Ibs) 0 -200 | -400 - -336 Ibs @ 9 ft 800 + = a 5 ft 400 + Moment | (ft-lb) 0 | -400 + | -800 | | -0.3 + -0.15 + Deflection | | (in) 0 | 0.15 | | 0.3 | <— 0.203 in @ 4.6 ft Center Span = 9.17 ft Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 __ LOADING DIAGRAM ; Center Span = 9.17 ft — > Uniformly Loaded Floor Beamf[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-15-2010 : 11:52:59 AM Project: DUNLAP - Location: EXISTING BEAM 1 Summary: 5.5 IN x 5.5 IN x 6.5 FT / #1 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 25.7% Controlling Factor: Section Modulus / Depth Required 4.91 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Length-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: #1- Douglas-Fir-Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.00 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 3.25 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): Fv': Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= 1200 170 1600000 580000 625 1200 170 2206 1168 22.06 27.73 10.30 30.25 32.26 76.26 IN IN = L/960 IN = L/567 IN3 IN3 IN2 IN4 IN4 Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-15-2010 Project: DUNLAP - Location: EXISTING BEAM 1 Summary: 5.5 IN x 5.5 INx6.5 FT /#1 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 25.7% Controlling Factor: Section Modulus / Depth Required 4.91 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 7s 1358 Ibs @ 0 ft 1000 - Shear (Ibs) 0 -1000 + -2000 { -1358 Ibs @ 6 ft —> 3000 + ~~ 2206 ft-lbs @ 3 ft 1500 + Moment (ft-lb) 0 -1500 5 | | | -3000 + | -0.2 | | | | | -0.1 4 Deflection (in) 0O 0.1 + 0.2 - (— 0.138 in @ 3.2 ft Span =65 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM e > _ < < be Span =6.5ft — > Uniformly Loaded Floor Beam 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-12-2010 : 3:34:06 PM Project: DUNLAP - Location: EXISTING BEAM 2 Summary: 3.5 IN x 5.5 IN x 5.46 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 12.1% Controlling Factor: Section Modulus / Depth Required 5.2 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Lenath-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wail Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): . Adjustment Factors: Cd=1.00 CF=1.30 Vv Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 2.73 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): DLD= LLD= TLD= 180 1600000 580000 625 1105 180 1450 892 15.75 17.65 7.44 19.25 19.22 48.53 IN IN = L/909 IN = L654 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-12-2010 Project: DUNLAP - Location: EXISTING BEAM 2 Summary: 3.5 IN x 5.5 IN x 5.46 FT / #2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 12.1% Controlling Factor: Section Modulus / Depth Required 5.2 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 js 1062 Ibs @ 0 ft 1000 + Shear (Ibs) 0 -1000 | -2000 - a -1062 Ibs @ 5 ft > 2000 + 1000 + Moment K— 1450 ftlbs @ 3 ft (ft-lb) 0 -1000 + -2000 + -0.08 5 -0.04 5 Deflection (in) 0 0.04 | 0.08 - | | | | | | | ~— 0.072 in @ 2.7 ft Controlling Load Cases: Span = 5.46 ft Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM J > _ < < Span = 5.46 ft Combination Roof and Floor Beamf 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 : 4:15:43 PM Project: DUNLAP - Location: EXISTING BEAM 3 Summary: (2)3.51N x 5.5 IN x 6.33 FT /#2 - Douglas-Fir-Larch (North) - Dry Use pas Section Adequate By: 8.7% Controlling Factor: Section Modulus / Depth Required 5.28 In eflections: Dead Load: DLD= 0.08 Live Load: LLD= 0.08 Total Load: TLD= 0.16 Reactions (Each End): Live Load: LL-Rxn= 1082 Dead Load: DL-Rxn= 1091 Total Load: TL-Rxn= 2173 Bearing Length Required (Beam only, support capacity not checked): BL= 0.50 Beam Data: Span: L= 6.33 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= 7.0 Roof Live Load-Side Two: RLL2= 25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 0.0 Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 15.0 Floor Tributary Width-Side One: FTW1= 3.5 Floor Live Load-Side Two: FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 15.0 Floor Tributary Width-Side Two: FTW2= 0.67 Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 126 Beam Loads: Roof Uniform Live Load: wL-roof= 175 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 148 Floor Uniform Live Load: wL-floor= 167 Floor Uniform Dead Load: wD-floor= 63 Beam Self Weight: BSW= 8 Combined Uniform Live Load: WwL= 342 Combined Uniform Dead Load: wD= 345 Combined Uniform Total Load: wt= 687 Controlling Total Design Load: wT-cont= 687 Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Fb= 850 Shear Stress: Fy= 180 Modulus of Elasticity: E= 1600000 Adjusted Modulus of Elasticity: E-Min= 580000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 1271 Adjustment Factors: Cd=1.15 CF=1.30 Fv': Fv'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3439 3.165 ft from left support Critical moment created by combining all dead and live loads. ; Controlling Shear: V= 1869 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 32.47 = 35.29 Area (Shear): Areq= 13.54 = 38.50 Moment of Inertia (Deflection): lreq= 48.97 = 97.05 IN IN = L/955 IN = L/476 LB LB LB IN FT IN3 IN2 IN2 IN4 Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 04-13-2010 Project: DUNLAP - Location: EXISTING BEAM 3 Summary: (2) 3.5 IN x 5.5 IN x 6.33 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 8.7% Controlling Factor: Section Modulus / Depth Required 5.28 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 7s 2173 Ibs @ 0 ft 1500 + Shear (Ibs) 0 -1500 ; -3000 ; -2173 lbs @ 6 ft — —™ 4000 | - _ ~— 3439 ft-lbs @ 3 ft 2000 - Moment (ft-lb) 0 -2000 + -4000 + -0.1 4 Deflection (in) 0 | | | ! -0.2 + | | | 0.14 | 0.24 <— 0.16 in @ 3.2 ft Span =6.33 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Span = 6.33 ft —> ft oot IVE CETVE ele ee eras, FU WAR 30-2010 (LU sR Eee , CHT OF PORT TOWNSEND , : a F ‘ : ‘ : ; . . . H x 7 : | . 4 ; | : , -f \ ; 7 * 1 ‘ ‘ .. 7 ; ‘ ae) t s ‘ = x ; é 7 2 os : ; i woe ; i 7 . f ' A ! . : . J onl aes ~ f ff we : / ~ > ! . J > ' ; ; . ; : ‘ . ( ’ y = ’ , ‘ v . _ z , ‘ Xx . _ ‘ ‘ , « 7 . y A ‘ “ . ~ . yRe ; . Fe - \ . j y 1 ' ~ . ‘ : ; \ ah 3 \ ae ‘ if , : ig ‘ Fr f ° 117 \ ‘ ~ t 4 < , : r Y ; ea Fe ’ : : - i : = ; / 7 \ A a \ & ' a. - : ~ : . , = a , f Y , a : e ; nN ( d v ' \ ‘ , ‘ 7 “ 7 is < ’ , x ae - \ . ‘ : fg ; / , 7 * . ’ , : , - 7 : ; oe ‘ 5s . : ws ' : 7 = \ aa . 5 y : SN roy : , xs . \ ts . . . t Ny! e - : ‘ : 3 » el - 5 .: < I Se 1% i : « , =F \ { 1 t a 208 = " ‘ = 5 7 i 2 eis ; : 3, f ; fA : / ' * \ 7 ) ‘ - , z a ‘ ‘ Sea f 5 ij J . \ . i F ‘ ee < : 4 ‘ fe , . ¢ ‘ ; , ern az ' Nie. By, ~ f : ‘ ‘ : : Pr ‘ ‘ ‘ ‘ ‘ ; a e yO | yo : \ a al ‘ . . : . j : n ; Fa 2 <= 4 . \ ‘\ 4 S © : aa ; ; : ‘ a, fae \ ; : ; (a 1 pe ia Nee a r ‘ Be ‘ , \ ~ ' \ ‘ ~ ) a ‘ cs F J me es : = i> } ~ ‘ : i ‘ ; ; Ul “ _P.T. DESIGN & uy TIMBERFRAME 3265 Eddy Street Port Townsend, WA 98368 Crissy & Piper Dunlap 536 Redwood Street Port Townsend, WA 98368 GRAVITY LOADS: 1: Beam A: 2: Beam B: 3: Beam C/D: 4: Window Header-Dining Room: 5/6: Window Headers-Bathroom: 7: Pad Footing 1/2: 8: Pad Footing 3: 9: Pad Footings 4: 10: Pad Footing 5: 11: Pad Footing 6: peGelvVeE MAR 30 2010 CITY OF PORT TOWNSEND DSD 9898 | | IREGISTERED ARCHITECT \, KUZMA STATE OF WASHINGTON Phone: (360) 379-3940 E-mail: erickuzma@msn.com DF Select Structural (2) 2x8 DF #2 4x8 DF Select Structural 4x8 DF #2 4x6 DF #2 (3) 2x (on flat) 14” x 14” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 7” O.C. each way. 14” x 27” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 7” O.C., long direction, & (3) min. #4 bars @ 10” O.C., short direction. 14” x 27” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 7” O.C., long direction, & (3) min. #4 bars @ 4.5” O.C., center band, & (2) min. #4 bars @ 8” O.C., outside bands (both short direction). 14” x 14” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 7” O.C. each way. 10” x 10” x 10” deep conc. pad footing, w/ (2) min. #4 bars @ 3.5” O.C. each way. 30 March 2010 Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:01:51 PM Project: DUNLAP - Location: BEAM A Summary: (2) 1.5 1N x 7.25 IN x 13.71 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 12.4% Controlling Factor: Section Modulus / Depth Required 6.9 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Lenath-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: Select Structural- Douglas-Fir-Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb’ (Tension): Adjustment Factors: Cd=1.00 CF=1.20 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 6.855 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): DLD= LLD= TLD= 1350 180 1900000 690000 625 1620 180 3156 847 23.38 26.28 7.06 21.75 81.97 95.27 IN IN = L/699 IN = L/279 IN3 IN2 IN2 IN4 Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 Project: DUNLAP - Location: BEAM A Summary: (2) 1.5 IN x 7.25 IN x 13.71 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 12.4% Controlling Factor: Section Modulus / Depth Required 6.9 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 1000 + 921 Ibs @ 0 ft 500 + Shear (Ibs) 0 -500 | -1000 - -921 Ibs @ 14 ft —™ 4000 + ~~ 3156 ft-lbs @ 7 ft 2000 + Moment (ft-lb) 0 -2000 - -4000 - -0.6 5 Deflection (in) 0 | | | | | -0.3 4 | | 0.3 - | 0.6 5 — 6-59 in @ 6.9 ft Span = 13.71 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM ma > ~ < < Span = 13.71 ft — Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:02:00 PM Project: DUNLAP - Location: BEAM B Summary: 3.5 IN x 7.25 IN x 4.5 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 63.5% Controlling Factor: Section Modulus / Depth Required 5.67 In Deflections: Dead Load: DLD= 0.02 Live Load: LLD= 0.02 Total Load: TLD= 0.04 Reactions (Each End): Live Load: LL-Rxn= 1084 Dead Load: DL-Rxn= 681 Total Load: TL-Rxn= 1765 Bearing Length Required (Beam only, support capacity not checked): BL= 0.81 Beam Data: Span: = 4.5 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= 7.0 Roof Live Load-Side Two: RLL2= ‘25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 0.0 Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 15.0 Floor Tributary Width-Side One: FTW1= 7.0 Floor Live Load-Side Two: FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 15.0 Floor Tributary Width-Side Two: FTW2= 0.67 Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 34 Beam Loads: Roof Uniform Live Load: wL-roof= 175 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 148 Floor Uniform Live Load: wL-floor= 307 Floor Uniform Dead Load: wD-floor= 115 Beam Self Weight: BSW= 5 Combined Uniform Live Load: wL= 482 Combined Uniform Dead Load: wD= 303 Combined Uniform Total Load: w= 784 Controlling Total Design Load: wT-cont= 784 Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Fb= 850 Shear Stress: Fv= 180 Modulus of Elasticity: E= 1600000 Adjusted Moduius of Eiasticity: E-Min= 580000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 1271 Adjustment Factors: Cd=1.15 CF=1.30 Fv': Fy'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1986 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1306 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= ye = 30.66 Area (Shear): Areq= 9.46 = 25.38 Moment of Inertia (Deflection): lreq= 20.10 = 111.15 IN IN = L/2161 IN = L/1327 IN3 IN2 IN2 IN4 Project: DUNLAP - Location: BEAM B Summary: 3.5 IN x 7.25 INx 4.5 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 63.5% Controlling Factor: Section Modulus / Depth Required 5.67 In Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 +s 1765 Ibs @ 0 ft 1000 Shear (Ibs) 0 -1000 | -2000 - -1765 Ibs @ 4 ft — 2000 ; 1000 + Moment 2 ft (ft-lb) 0 -1000 | -2000 5 -0.05 ; -0.025 5 Deflection (in) 0 0.025 - 0.05 - Se | <— 0.041 in@22 ft Controlling Load Cases: Span =45ft Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM > 7 : < Span =45 ft Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:02:05 PM Project: DUNLAP - Location: BEAM C Summary: 3.5 IN x 7.25 IN x 6.88 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use , Section Adequate By: 14.2% Controlling Factor: Section Modulus / Depth Required 6.79 In Deflections: Dead Load: DLD= 0.07 Live Load: LLD= 0.11 Total Load: TLD= 0.18 Reactions (Each End): Live Load: LL-Rxn= 1565 Dead Load: DL-Rxn= 1061 Total Load: TL-Rxn= 2626 Bearing Length Required (Beam only, support capacity not checked): BL= 1.20 Beam Data: Span: = 6.88 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= 7.0 Roof Live Load-Side Two: RLL2= 25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 0.0 Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 15.0 Floor Tributary Width-Side One: FTW1= 7.0 Floor Live Load-Side Two: FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 15.0 Floor Tributary Width-Side Two: FTW2= 0.0 Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 50 Beam Loads: Roof Uniform Live Load: wL-roof= 175 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 148 Floor Uniform Live Load: wL-floor= 280 Floor Uniform Dead Load: wD-floor= 105 Beam Self Weight: BSW= 5 Combined Uniform Live Load: wL= 455 Combined Uniform Dead Load: wD= 308 Combined Uniform Total Load: wl= 763 Controlling Total Design Load: wT-cont= 763 Properties For: Select Structural- Douglas-Fir-Larch (North) Bending Stress: Fb= 1350 Shear Stress: Fv= 180 Modulus of Elasticity: E= 1900000 Adjusted Modulus of Elasticity: E-Min= 690000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 2018 Adjustment Factors: Cd=1.15 CF=1.30 Fv': Fv'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4517 3.44 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2206 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 26.86 = 30.66 Area (Shear): Areq= 15.99 = 25.38 Moment of Inertia (Deflection): lreq= 58.88 = 111.15 IN3 IN4 Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 Project: DUNLAP - Location: BEAM C Summary: 3.5 IN x 7.25 IN x 6.88 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 14.2% Controlling Factor: Section Modulus / Depth Required 6.79 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 s— 2626 Ibs @ 0 ft 1500 + Shear (Ibs) 0 -1500 ; -3000 | -2626 Ibs @ 7 ft -—~ 5000 + — 4517 ftlbs @ 3 ft 2500 + Moment (ft-lb) 0 -2500 + -5000 ; -0.2 4 -0.1 4 Deflection (in) O | | | | | | 0.1 + | 0.2 = 0-782 in @ 3.4 ft Span = 6.88 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM - = 7 C: < [> Span = 6.88 ft Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:02:08 PM Project: DUNLAP - Location: BEAM D Summary: 3.5 IN x 7.25 IN x 3.67 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use at Section Adequate By: 267.6% Controlling Factor: Area / Depth Required 3.62 In eflections: Dead Load: DLD= 0.01 Live Load: LLD= 0.01 Total Load: TLD= 0.01 Reactions (Each End): Live Load: LL-Rxn= 835 Dead Load: DL-Rxn= 566 Total Load: TL-Rxn= 1401 Bearing Length Required (Beam only, support capacity not checked): BL= 0.64 Beam Data: Span: = 3.67 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= 7.0 Roof Live Load-Side Two: RLL2= 25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 0.0 Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 15.0 Floor Tributary Width-Side One: FTW1= 7.0 Floor Live Load-Side Two: FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 15.0 Floor Tributary Width-Side Two: FTW2= 0.0 Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 50 Beam Loads: Roof Uniform Live Load: wL-roof= 175 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 148 Floor Uniform Live Load: wL-floor= 280 Floor Uniform Dead Load: wD-floor= 105 Beam Self Weight: BSW= 5 Combined Uniform Live Load: wL= 455 Combined Uniform Dead Load: wD= 308 Combined Uniform Total Load: WT= 763 Controlling Total Design Load: wT-cont= 763 Properties For: Select Structural- Douglas-Fir-Larch (North) Bending Stress: Fb= 1350 Shear Stress: Fv= 180 Modulus of Elasticity: E= 1900000 Adjusted Modulus of Elasticity: E-Min= 690000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 2018 Adjustment Factors: Cd=1.15 CF=1.30 Fv': Fv'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1285 1.835 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 953 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 1.64 S= 30.66 Area (Shear): Areq= 6.90 = 25.38 Moment of Inertia (Deflection): lreq= 8.94 = 111.15 IN IN = L/5009 IN = L/2985 LB LB LB IN FT IN3 IN4 IN4 Combination Roof and Floor Beam{ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 Project: DUNLAP - Location: BEAM D Summary: 3.5 IN x 7.25 IN x 3.67 FT / Select Structural - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 267.6% Controlling Factor: Area / Depth Required 3.62 In 2000 1000 + Shear SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams [S~ 1401 Ibs @ 0 ft oo (Ibs) 0 -1000 + -2000 + -1401 Ibs @ 4 ft —™ 2000 + 1000 + Moment — 1285 ft-lbs @ 2 ft (ft-lb) 0 -1000 4 -2000 + -0.02 5 -0.01 + Deflection (in) 0 0.01 4 0.02 + | | | | | | | | <—~ 0.015 in@ 1.8 ft Span = 3.67 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM = < < Span = 3.67 ft Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:02:11 PM Project: DUNLAP - Location: WINDOW HEADER-DINING ROOM Summary: 3.51Nx5.5INx3.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use 4 Section Adequate By: 101.4% Controlling Factor: Section Modulus / Depth Required 3.88 In Deflections: Dead Load: DLD= 0.01 Live Load: LLD= 0.01 Total Load: TLD= 0.02 Reactions (Each End): Live Load: LL-Rxn= 720 Dead Load: DL-Rxn= 517 Total Load: TL-Rxn= 1237 Bearing Length Required (Beam only, support capacity not checked): BL= 0.57 Beam Data: Span: = 3.0 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= 7.0 Roof Live Load-Side Two: RLL2= 25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 1.0 Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 15.0 Floor Tributary Width-Side One: FTW1= 7.0 Floor Live Load-Side Two: . FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 15.0 Floor Tributary Width-Side Two: FTW2= 0.0 Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 66 Beam Loads: Roof Uniform Live Load: wL-roof= 200 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 170 Floor Uniform Live Load: wL-floor= 280 Floor Uniform Dead Load: wD-floor= 105 Beam Self Weight: BSW= 4 Combined Uniform Live Load: wL= 480 Combined Uniform Dead Load: wD= 345 Combined Uniform Total Load: WwT= 825 Controlling Total Design Load: wT-cont= 825 Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Fb= 850 Shear Stress: Fv= 180 Modulus of Elasticity: E= 1600000 Adjusted Modulus of Elasticity: E-Min= 580000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb‘ (Tension): Fb'= 1271 Adjustment Factors: Cd=1.15 CF=1.30 Fv': Fyv'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 928 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 866 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 8.76 = 17.65 Area (Shear): Areq= 6.28 = 19.25 Moment of Inertia (Deflection): lreq= 6.26 = 48.53 IN IN = L/3196 IN = L/1860 LB LB LB IN FT IN3 IN2 IN2 IN4 Combination Roof and Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 Project: DUNLAP - Location: WINDOW HEADER-DINING ROOM Summary: 3.5 IN x 5.5 IN x 3.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 101.4% Controlling Factor: Section Modulus / Depth Required 3.88 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 ;s— 1237 lbs @ 0 ft 1000 - Shear (Ibs) 0 -1000 4 a -2000 ; -1237 lbs @ 3 ft —~> 1000 + ~— 928 ft-lbs @ 2 ft 500 + Moment (ft-Ib) 0 -1000 + -0.02 ; -0.01 ; Deflection (in) 0O | | -500 ; | | | | 0.01 + | 0.02 - co: in @ 1.5 ft Span = 3 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Roof Beam[ 2006 International Building Code (05 NDS) | Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:01:56 PM Project: DUNLAP - Location: WINDOW HEADER-BATHROOM SINK Summary: (2)1.51INx 1.5 IN x 2.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use _ Section Adequate By: 69.0% Controlling Factor: Section Modulus / Depth Required 1.15 In eflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN=L/919 Total Load: TLD= 0.04 IN=L/553 Reactions (Each End): Live Load: LL-Rxn= 98 LB Dead Load: DL-Rxn= 65 LB Total Load: TL-Rxn= 163 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.09 IN Beam Data: Span: = 2.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5. 212 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.75 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.17 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 1 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 2.0 FT Beam Uniform Live Load: wL= 98 PLF Beam Uniform Dead Load: wD_adij= 65 PLF Total Uniform Load: WwT= 163 PLF Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Fb= 850 ~=s- PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: = 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 ~—s~PS/| Adjusted Properties Fb' (Tension): Fb'= 1466 PSI Adjustment Factors: Cd=1.15 CF=1.50 Fv': Fv'= 207 +PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 81 FT-LB 1.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 143 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 0.67 ~=IN3 = 1.13 IN3 Area (Shear): Areq= 1.04 IN2 = 4.50 IN2 Moment of Inertia (Deflection): lreq= 0.27. ~=IN4 = 0.84 =IN4 Roof Beam 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 Project: DUNLAP - Location: WINDOW HEADER-BATHROOM SINK Summary: (2)1.51INx1.5 IN x 2.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 69.0% Controlling Factor: Section Modulus / Depth Required 1.15 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 200 ;~~~ 163 Ibs @ 0 ft 100 4 Shear (Ibs) 0 -100 + “200 - -163 Ibs @ 2 ft —» 90 = 81 ft-lbs @ 1 ft 45 4 | | | -90 - | -0.05 } | | | -0.025 + Deflection (in) 0 0.025 + | 0.05 - — 0.043 in @ 1 ft Span =2 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Span = 2 ft —P Roof Beam 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:01:54 PM Project: DUNLAP - Location: WINDOW HEADER-BATHROOM SHOWER Summary: (3) 1.5 IN x 1.5 IN x 3.0 FT /#2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 0.5% Controlling Factor: Section Modulus / Depth Required 1.5 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: : Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #2- Douglas-Fir-Larch (North) Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): F Adjustment Factors: Cd=1.15 CF=1.50 Cr=1.15 Vv: Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 1.5 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): DLD= LLD= TLD= 1600000 580000 625 1686 207 236 289 IN3 IN4 Roof Beam 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 Project: DUNLAP - Location: WINDOW HEADER-BATHROOM SHOWER Summary: (3) 1.5 IN x 1.5 IN x 3.0 FT / #2 - Douglas-Fir-Larch (North) - Dry Use Section Adequate By: 0.5% Controlling Factor: Section Modulus / Depth Required 1.5 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 400 +s 315 lbs @ Oft 200 + Shear (Ibs) 0 -200 | -400 | -315 Ibs @ 3 ft —> 300 fk 236 ft-lbs @ 2 ft 150 + Moment (ft-lb) 0 -300 + | | | -0.2 5 -0.1 + Deflection (in) 0 | 0.1 5 | 0.2; F189 in @ 1.5 ft Span = 3 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM [ Span = 3 ft Footing Design [ 2006 International Building Code (05 NDS) | Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:01:44 PM Project: DUNLAP - Location: FOOTING 1 Summary: Footing Size: 1.17 FT x 1.17 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O0.C. EW / (2) min. Footing Loads: Live Load: PL= 1084 Dead Load: PD= 681 Total Load: PT= 1765 Ultimate Factored Load: Pu= 2552 Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 Concrete Compressive Strength: F'c= 2500 Reinforcing Steel Yield Strength: Fy= 40000 Concrete Reinforcement Cover: c= 3.00 Footing Size: Width: W= 1.17 Length: L= 1.17 Depth: Depth= 10.00 Effective Depth to Top Layer of Steel: d= 6.25 Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 Column Depth: n= 3.50 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1289 Effective Allowable Soil Bearing Pressure: Qe= 1375 Required Footing Area: Areq= 1.28 Area Provided: A= 1.37 Baseplate Bearing: Bearing Required: Bearing= 2552 Allowable Bearing: Bearing-Allow= 36444 Beam Shear Calculations (One Way Shear): Beam Shear: Vul= 140 Allowable Beam Shear: ve1= 7459 Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 39.00 Punching Shear: Vu2= 1321 Allowable Punching Shear (ACI 11-35): vc2-a= 62156 Allowable Punching Shear (ACI 11-36): vc2-b= 87125 Allowable Punching Shear (ACI 11-37): vc2-c= 41438 Controlling Allowable Punching Shear: vce2= 41438 Bending Calculations: Factored Moment: Mu= 4478 Nominal Moment Strength: Mn= 84595 Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 Steel Required Based on Moment: As(1)= 0.02 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.28 Controlling Reinforcing Steel: As-reqd= 0.28 Selected Reinforcement: #4 Bars @ 7.00 IN. 0.C. E/W/ (2) Min. Reinforcement Area Provided: As= 0.39 Development Length Calculations: Development Length Required: Ld= 15.00 Development Length Supplied: Ld-sup= 4.02 Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [| 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:01:46 PM Project: DUNLAP - Location: FOOTING 3 Summary: Footing Size: 1.17 FT x 2.25 FT x 10.00 IN Reinforcement in Long Direction: #4 Bars @ 7.00 IN. O.C. / (2) min. Reinforcement in Short Direction: #4 Bars @ 10.00 IN. O.C. / (3) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations (Long Direction): Factored Moment: Nominal Moment Strength: Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement: Coniroiling Reinforcing Steel (Shrinkage/Temperature ACI-10.5.4): Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations (Long Direction): Development Length Required: Development Length Provided: Note: Plain concrete adequate for bending, therefore adequate development length not required. Bending Calculations (Short Direction): Factored Moment: Nominal Moment Strenath: Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrink./Temp. ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided (Total): Development Length Calculations (Short Direction): Development Length Required: Development Length Provided: Note: Plain concrete adequate for bending, therefore adequate development length not required. PL= 1932 PD= 1614 PT= 3546 Pu= 5028 Qs= 1500 F'c= 2500 Fy= 40000 c= 3.00 W= 1.17 L= 2:25 Depth= 10.00 d= 6.25 (Wood) m= 3.50 n= 3.50 Qu= 1347 Qe= 1375 Areq= 2.58 A= 2.63 Bearing= 5028 Bearing-Allow= 36444 Vul= 1350 ve1= 7459 Bo= 39.00 Vu2= 3767 vc2-a= 62156 vc2-b= 87125 vc2-c= 41438 vc2= 41438 Mu-long= 16970 Mn-long= 84595 a-long= 0.53 As(1)-long= 0.08 As(2)-long= 0.28 As-reqd-long= 0.28 #4 Bars @ 7.00 IN. O.C. / (2) Min. As-long= 0.39 Ld-long= 15.00 Ld-prov-long= 10.50 Mu-short= 8824 Mn-short= 128119 a-short= 0.41 As(1)-short= 0.04 As(2)-short= 0.54 As-reqd-short= 0.54 #4 Bars @ 10.00 IN. O.C. / (3) Min. As-short= 0.59 Ld-short= 15.00 Ld-prov-short= 4.02 Footing Design [| 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:01:46 PM Project: DUNLAP - Location: FOOTING 4 Summary: Footing Size: 1.17 FT x 2.58 FT x 10.00 IN Reinforcement in Long Direction: #4 Bars @ 7.00 IN. O.C. / (2) min. Reinforcement in Short Direction-center band (Equal to width of short side): #4 Bars @ 4.68 IN. O.C. / (3) min. Reinforcement in Short Direction-outside bands: #4 Bars @ 8.00 IN. O.C. / (1) Each band. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations (Long Direction): Factored Moment: Nominal Moment Strength: Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement: Controlling Reinforcing Steel (Shrinkage/Temperature ACI-10.5.4): Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations (Long Direction): Development Length Required: Development Length Provided: Note: Plain concrete adequate for bending, therefore adequate development length not required. Bending Calculations (Short Direction): Factored Moment: Nominal Moment Strength: Reinforcement Calculations (Short Direction): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrink./Temp. ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement (Center Band): Selected Reinforcement (Outside Band): Reinforcement Area Provided (Total): Development Lenath Calculations (Short Direction): Development Length Required: Development Length Provided: PL= 2400 PD= 1627 PT= 4027 Pu= 5792 Qs= 1500 F'c= 2500 Fy= 40000 = 3.00 = 1.17 = 2.58 Depth= 10.00 = 6.25 (Wood) m= 3.50 n= 3.50 Qu= 1334 Qe= 1375 Areq= 2.93 = 3.02 Bearing= 5792 Bearing-Allow= 36444 Vul= 1727 ve1= 7459 Bo= 39.00 Vu2= 4526 vc2-a= 62156 vc2-b= 87125 vc2-c= 41438 vce2= 41438 Mu-long= 22417 Mn-long= 84595 a-long= 0.53 As(1)-long= 0.10 As(2)-long= 0.28 As-reqd-long= 0.28 #4 Bars @ 7.00 IN. O.C. / (2) Min. As-long= 0.39 Ld-long= 15.00 Ld-prov-long= 12.48 Mu-short= 10166 Mn-short= 210244 a-short= 0.60 As(1)-short= 0.05 As(2)-short= 0.62 As-reqd-short= 0.62 #4 Bars @ 4.68 IN. O.C. / (3) Min. #4 Bars @ 8.00 IN. O.C. / (2) Min. As-short= 0.98 Ld-short= 15.00 Ld-prov-short= 4.02 Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:01:47 PM Project: DUNLAP - Location: FOOTING 5 Summary: Footing Size: 1.17 FT x 1.17 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (2) min. Footing Loads: Live Load: PL= 835 Dead Load: PD= 566 Total Load: PT= 1401 Ultimate Factored Load: Pu= 2015 Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 Concrete Compressive Strength: F'c= 2500 Reinforcing Steel Yield Strength: Fy= 40000 Concrete Reinforcement Cover: c= 3.00 Footing Size: Width: = 1.17 Length: = 1.17 Depth: Depth= 10.00 Effective Depth to Top Layer of Steel: = 6.25 Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 Column Depth: n= 3.50 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1023 Effective Allowable Soil Bearing Pressure: Qe= 1375 Required Footing Area: Areq= 1.02 Area Provided: = 1:37 Baseplate Bearing: Bearing Required: Bearing= 2015 Allowable Bearing: Bearing-Allow= 36444 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 111 Allowable Beam Shear: ve1= 7459 Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 39.00 Punching Shear: Vu2= 1043 Allowable Punching Shear (ACI 11-35): vc2-a= 62156 Allowable Punching Shear (ACI 11-36): vc2-b= 87125 Allowable Punching Shear (ACI 11-37): vc2-c= 41438 Controlling Allowable Punching Shear: vc2= 41438 Bending Calculations: Factored Moment: Mu= 3537 Nominal Moment Strength: Mn= 84595 Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 Steel Required Based on Moment: As(1)= 0.02 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.28 Controlling Reinforcing Steel: As-reqd= 0.28 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (2) Min. Reinforcement Area Provided: As= 0.39 Development Length Calculations: Development Length Required: Ld= 15.00 Development Length Supplied: Ld-sup= 4.02 Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 03-30-2010 : 2:01:48 PM Project: DUNLAP - Location: FOOTING 6 Summary: Footing Size: 0.83 FT x 0.83 FT x 10.00 IN Reinforcement: #4 Bars @ 3.46 IN. O.C. E/W / (2) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: = Lenath: = Depth: Depth= Effective Depth to Top Layer of Steel: = Column and Baseplate Size: Column Type: Column Width: m= Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: = Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= Allowable Beam Shear: vco1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear (ACI 11-35): vc2-a= Allowable Punching Shear (ACI 11-36): vc2-b= Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear: vc2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= Controlling Reinforcing Steel: As-reqd= Seiecied Reinforcement: #4 Bars @ 3.46 iN. O. Reinforcement Area Provided: As= Development Length Calculations: Development Length Required: Ld= Development Length Supplied: Ld-sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. 0.20 C. EW / (2) Min. 0.39 15.00 1.98 REMODEL FOR: CRISTINA & PIPER DUNLAP PROJECT DATA: IST FLOOR KITCHEN, BATH & PORCH REMODEL ZONING: R-2 TAX PARCEL#: 431-40|-003 LEGAL DESCRIPTION: SECTION: 2, QTR. SECTION: SW 1/4, TOWNSHIP: 30 N, RANGE: IW. WEBSTERS ADDITION BLK 10, LOTS 547 EXISTING HOUSE. IST FLOOR: TIO sf. 2ND FLOOR: 603 5. FRONT PORCH: 35 sf. r 536 REDWOOD STREET, PORT TOWNSEND, WA 92368 360-385-5713 DECKS): 273 sf. WALKWAYS/DRIVEWNAY: 145 sf. STORAGE SHEDS: 2345 sf. GREENHOUSE: 135 sf. GARAGE: 340 sf. LOT COVERAGE ¢ IMPERVIOUS AREA: LOT SIZE: 10,000 sf. W BUILDING FOOTPRINT: 805 5. or 8.0% TOTAL IMPERVIOUS SURFACE: 14815 or 194.4% THIS PROJECT SHALL COMPLY WITH THE FOLLOWING CODES: 2006 |R.C., 2006 WSEC, 2006 VIAQ 536 REDWOOD STREET VICINITY PLAN (ns) [B® sea REGISTERED ARCHITECT REV. # DATE: DESCRIPTION: © ERIC KUZMA 2010 LOT 4 FROM SURVEY: VOL. |, PG. 20 GARAGE i / SCALE: I"=20'-0" . KUZMA | STATE OF WASHINGTON } L— | | | | | Gg -- _ S.62dEee4e | y (00.00 | | GREENHOUSE l - BLOCK 10, LOTS 5 #7 _ pr i LIS i mS uu 8 \0 DY | | a | | fe) * ° of ice S | ee a: | = _ +t | rd - 4) L—4 | SIDES =, | aE | [ 24'-|0" L i—! A 7I | | S S | s 10’ a _ a R-\| ZONE g REDNOOD STREET _ > — — —— | SHED MAR 9 4 _ MAR_3_0 cist — CITY OF PORT DSI TOIWNCENS TOWNSEND } : 3/29/10 32 6 5 ED D Y ST R E E T PO R T TO W N S E N D , WA 98 3 6 8 Ph o n e : (3 6 0 ) 37 9 - 3 9 4 0 TI M B E R F R A M E @ k E- m a i l : MA I N FL O O R | EX I S T I N G / DE M O L I T I O N f aT a a ey) > n Y a i) (a4 O LL a aT a) O = aT a 53 6 RE D W O O D ST R E E T MECEIVER Development Services MAR 30 2010 U) CITY OF PORT TOWNSEND DSD 250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 www.cityofpt.us ~ Residential Building Permit Application Project Address: Legal Description (or Tax #): Office Use Only S36 ZEDW Op ST._P-F} Addition:_WeéegeTers Permit Number Zoning: 2-2 Block: lo BLD1iS ~OGU Parcel# 92\-cloi oo 2 Lot(s): Ss | 7 Associated Permits: Project Description: Fiver Fie op REMeDEL > Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Property aera Name: ces = Ppec Dunlap Address: 6 DPEDWeoop STREET City/St/Zip: a TOWNsenD$ UWA 98568 Phone: (See BS -S773 Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: OwnNEeER Project Valuation: $__- 4S ,e°2 Building Information (square feet): Email: freeacddessgicl@ ana | corr) 1° floor 77° Garage:__ >to 2™ floor 603 Deck(s):_ 27% conta eet. Varna 3” floor Porch(es):__3S— Address: Z20S Epp sitreer Basement: Is it finished? Yes No City/St/Zip:___ Pog Townsend wa 98368 Carport____——————Ss« Other: Phone: (366) 379 - 3940 Manufactured Home (| ADU 1 Email:___ ere Kozma @ msn.com New Addition] — Remodel/Repair XK Contractor: )f Same as Owner Total Lot Coverage (Building Footprint):* Name: Square feet:__ 80S % 8 Address: Impervious Surface:* City/St/Zip: Square feet: 1987-5 *Total existing & proposed Phone: Email: What year was the structure built? _(9\o State License #: Exp: If work includes demolition, see Page 2. City Business License #: Any known wetlands on the property? Y (ND Any steep slopes (>15%)? Y | hereby certify that the information provided is correct, that | am either the owner or authorized to act on behalf of the owner and that all activiti¢s as Loran. ated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: wy Signature: Date: 30 Manet Z0\0 Page 1 af 2 AB 7008 \ Receipt Number: BLD10-066 931401003 Plan Review Fee $385.61 $385.61 $0.00 BLD10-066 931401003 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 BLD10-066 931401003 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-066 931401003 PLAN REVIEW REFUND 50 -$50.00 -$50.00 $0.00 BLD10-066 931401003 Building Permit Fee $593.25 $593.25 $0.00 BLD10-066 931401003 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-066 931401003 Technology Fee for Building Permit $11.87 $11.87 $0.00 BLD10-066 931401003 Record Retention Fee for Building Per $10.00 $10.00 $0.00 Total: $955.23 10-0309 03/30/2010 PLAN REVIEW DEPOSIT 50 $50.00 BLD10-066 CHECK 2077 $ 955.23 Total: $955.23 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-066 931401003 PLAN REVIEW DEPOSIT 50 $50.00 $50.00 $0.00 Total: $50.00 CHECK STARTER $ 50.00 Total: $50.00 genpmtrreceipts Page 1 of 1