HomeMy WebLinkAbout09148 PORTT CONSTRUCTION PROGRESS RECORD t CITY OF PORT TOWNSEND wA 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. PARCEL NO. 965701706 PERMIT NO. BLD09-148 ISSUED DATE 08/04/2009 EXPIRATION DATE 01/31/2010 ADDRESS 926 CASS ST CONSTRUCTION TYPE V - B OCCUPANT LOAD OWNER CARLENE LYNN PROJECT DESCRIPTION Foundation repair CONTRACTOR GOLDENBERG CONSTRUCTION LENDER INSPECTION INSP )ATE COMMENT INSPECTION INSP )ATE COMMENT FOOTING REINFORCE CONNECT FOUNDATION WALL FOUNDATION DRAIN FLOOR FRAMING FRAMING PLUMBING MECHANICAL / INSULATION !!3[ MISCELLANEOUS FINAL BUILDING (fs 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 TOWNSE* n PERMIT ACTIVITY LOG �y PERMIT # �OC? , 49 DATE RLE,CEIVED SCOPE OF WORK: Oct - b33 - 2 DATE ACTION INITIALS - Z _ 159 ENTERED INTO CHET CHECKED FOR COMPLETENESS C D 0 i f YJI -7 I Zoning: - Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parkin OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? 1► �pFpORTTp�y� BUILDING PERMIT Cite of Port Townsend Development Services Department 250 1'ladison Street,Suite 3, Port Townsend,NVA 98368 (360)379-5095 Project Information Permit # BLD09-148 Permit Type Residential - Addition/Remodel Project Name ROT REPAIR/FOUNDATION UP- Site Address 926 CASS ST Parcel # GRADE 965701706 Project Description Foundation repair Nantes Associated with this Project License Type Name Contact Phone# Type License# Exp Date Applicant Carlene Lynn Owner Carlene Lvnn Contractor Goldenberg O CITY 007441 12/31/2009 Construction Contractor Goldenberg O STATE GOLDECL933T 08/13/2009 Construction Fee Information Project Details Project Valuation S10.000.00 Entered Bid Valuation 10.000 DOLL Plan Review Fee 117.81 Units: Heat Type: PLAN REVIEW DEPOSIT 50 50.00 Bedrooms: Construction Type: V - B PLAN REVIEW REFUND 50 -50.00 Bathrooms: Occupancy Type: BuildinL, Permit Fee 181.2� State Buildinvy Code Council Fee 450 Technology Fee for Buildin_ Permit 5.00 Record Retention Fee for Buildinw 9.25 Permit Total Fees S 317.81 �-*SEE ATTACHED CONDITIONS V*V 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 consuucd as approyal.to-violate any prox isions of the PTMC or other laws or regulations. 1 certify that the information provided as a part of the applicatio or this permit is true and accurate to the best of my kno��lcdee. 1 further certify that I am the o��ner of the prop y or authorized a� �t of the o��ner. Print Na e' bPVI � Date Issued: 08/04/2009 Issued By: SFOSTER Signature Date � � Date Expires: 01/31/2010 o�POR,ro�ti BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street,Suite 3, Port Townsend,NVA 98368 (360)379-5095 Project Information Permit# BLD09-148 Permit Type Residential - Addition/Remodel Project Name ROT REPAIR/FOUNDATION UP- Site Address 926 CASS ST Parcel# GRADE 96-701706 Project Description Foundation repair Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if N ork is not commenced, or if work is suspended for a period of 180 dads. Work is verified by obtaining a valid inspection. The 2ranting of this pennit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. 1 certify that the inforniation 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 a`cnt of the owner. Print Name Date Issued: 08/04/2009 Issued BN: SFOSTFR Signature Date Date Expires: 01/31/2010 Demopment Services OF pORT TOE 250 Madison.Street Suite 1 . 36 Port`Townsend WA 988 _ Ph'6 e: 360-379°-5095 34,4-4619 www cityofpt.us Residential Building Permit Application Project Address: /, Legal Des �tion (or T x#): / Office Use Only '� ` yt Addition: ]j�S i��d`�YY/b Permit.*BLD09- -1 Zoning: P—Z Block: L Associated Permits' Parcel # C C)� -1U f` -70(P Lot(s): CO 1 :'` C- Project Description: j 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. Lender Information: Property wner/Appli nt: Lender information must be provided for projects Name: : VI / over$5,000 in valuation per RCW 19.27.095. Address: J Name: &JAL City/SUZip: ( (,UV-'V �. 3� � Phone: P� Clio _36Q6 �� l ©�C7 Project Valuation: $ Email:f W JJI/)(iQ(`�Qyy ( am Y44; 4vt-A Building Information (square feet): 15'floor Garage: end floor , . '> V - Deck(s): ` Contacti,R�resentati�Xe: �- 3`d floor Porch (es): Name: 1 O7IA � ( l/c� &, �1et'� Address: `, Basement: is it finished? Yes Carport: Other: City/St/Zip: Q 10 (1P Manufactured Home ❑ ADU 0 Phone: `00 �' New Addition 0 Remodel/Repair Email: 6UWAP ,(,t%S.�LC. kI O U lhlk?+ �� Heat Type: Electric Heat Pump Other Contract pi: to Same s Ow per Total Lot Coverage (Building Footprint):* �(.tV yy Name: L`� C Square feet: ��PZ Address: �� Impervious Surface:* City/St/Zip: 2 -Square-feet- *Total existing 8 proposed Phone: 4. d"t���r11VFiart ye !r vas the structure built? �91lf'C4 Email: I If work include s demolition, see Page 2. State License #>�L-00GL- 3{IL"L Exp: �'�3 � '7 n r f11 t1 g t( L-- �o� Anyknown wetlantls on the property? Y CNCity Business License #: �� ]W Z I I Any steep sl!pes (>15%)? Y II gil N _ r�, �� �� �JJ I hereby certify that the information provided is correct, tffM-1 am either the owner or authorized to act on behalf of the owner and that all activities associate wt h this ermit will be in accordance with State Laws and the Port Townsend Municipal Code. .. Print Name: � �f-{ � � Signature: Date: Page 1 of 2 - 5/14/2009 RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. ❑ Residential permit application. ❑Washington State Energy & Ventilation Code forms ❑Two (2) sets of plans with North arrow and scaled, no smaller than %4" = 1 foot: ❑A site plan showing: 1. Legal description and parcel number(or tax number), 2. Property lines and dimensions 3_ Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey 4. On-site parking and driveway with dimensions 5. If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site 6. Street names and any easements or vacations 7. Location and diameter of existing trees 8. Utility lines 9. If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers ❑ Foundation plan: 1. Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4_ Holdowns 5. Foundation venting Floor plan: 1. Room use and dimensions 2. Braced wall panel locations 3. Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6. Occupancy separation between dwelling and garage (if applicable) 7. Window, skylight, and door locations, including escape windows and safety glazing ❑Wall section: 1. Footing size, reinforcement, depth below grade 2. Foundation wall, height, width, reinforcement, anchor bolts, and washers 3. Floor joist size and spacing 4. Wall stud size and spacing 5. Header size and spans 6. Wall sheathing, weather resistant barrier, and siding material 7. Sheet rock and insulation 8. Rafters, ceiling joists, trusses, with blocking and positive connections 9. Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation ❑ Exterior elevations (all four)with existing slope of the land in relation to all proposed structures ❑ If architecturally designed, one set of plans must have an original signature ❑ If engineered, one set of plans must have one original signature ❑ For new dwelling construction, Street& Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is'at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 5/14/2009 O�p0AY 70h, y o �o Receipt Number: M0629-5 ._ r.+s Receipt Date 08I04/2009 Cashier SFOSTER PayeriPayee Name GOLDENBERG/CARLENE i Permtt#� � �. Parcel�"� r Fee_DescnpbonF � � �`� Amount "' "' Patti �� Balance3.�'� BLD09-148 965701706 Plan Review Fee $117.81 $117.81 $0.00 BLD09-148 965701706 PLAN REVIEW REFUND 50 -$50.00 -$50.00 $0.00 BLD09-148 965701706 Building Permit Fee $181.25 $181.25 $0.00 BLD09-148 965701706 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-148 965701706 Technology Fee for Building Permit $5.00 $5.00 $0.00 BLD09-148 965701706 Record Retention Fee for Building Per $9.25 $9.25 $0.00 Total: $267.81 t Prev►ous Payment Hrstory 3 ; Receipt# Receir)fDate Fee Descrtptton"_ Amount Pafd Permit# 09-0588 07/23/2009 PLAN REVIEW DEPOSIT 50 $50.00 BLD09-148 Payment Check Payment; Method: Number mount CHECK 2615 $267.81 Total: $267.81 genpmtrreceipts Page 1 of 1 OF QORT TOY u c Receipt Number: 09-0588 Receipt Date: 07/23/2009 Cashier:,SFOSTER Payer/Payee Name: ERIC KUZMA Original Fee Amount Fee Permit# Parcel Fee Description Amount Paid Balance BLD09-148 965701706 PLAN REVIEW DEPOSIT 50 $50.00 $50.00 $0.00 Total: $50.00 Previous Payment.History Receipt# Receipt Date Fee Description Amount Paid Permit# Payment Check Payment Method Number Amount CASH $50.00 Total: $50.00 genpmtrreceipts Page 1 of 1 DATE: 7/22/09 FOUNDATION REPAIR FOR: LYNN CARLENE I"=20'-O" N 52' 45'N REV.4 DATE: DESCRIPTION: q26 GA55 STREET, PORT TOW00, WA Wb8 360-531-0504 50.00' _ _ RIC J.KUZMA 2009 w 01 3g PROJECT DATA: LEGAL DE56RIPTION: Z w 6cn FOUNDATION REPAIR 5EGTION: 2, GTR. 5EGTION: 5W 1/4, (D � w ohs TOV�lSHIP: 30 N, RANGE: IW. I I Lu m o o i ZONIN6: R-2 KUHN'S RANCH 92 DIVISION TAX PARGEO: qb5-101-106 BLK L, LOT 6 a I I REV EWE® FOR COS I I z COMPLIANCF5, Z ,U Q ®A �� I -IZ a p w PERh 11T 6 -- 0- O rn BY `n `,� Z EXITING RE51 ENGE I - L-LlLI.1 LL _-, RIVEWAY Z J U L 2 3 2009 a v � II II 1Ip 'll , iJ Lu Ln Z IIIIIIH ,1 ��!i I ��� FROF05ED CITY OF PORT TOWNSEND u Q FOR(H DSD U 0 Ilillliglllliq I u�; �� Lu u U p Vllglq,IIIIIIII!IIIhIIIiI�''�1t,��`�;;, ��� a illllllllllllP IIIIII!IIII�!!I"� IIIII llll ll I i C A55 51REET ® SHEET#: IIII�� I (2.5 BLOCX5 NORTH OF LAVJRENGE 5T.) Copy 51TE PLAN °' 4 0 1p_20,-O" ALE: -OWN � � A ` :_ � �ED LO d CODE NOTES: DATE: 7/22/09 -ALL WOOD IN CONTACT W/CONCRETE MUST BE PRE55URE TREATED OR NATURALLY DECAY SCALE: 1/8"= RE515TANT OR 150LATED FROM GONG.WITH IMPERMEABLE MATERIAL. ALL METAL GONNEGTORS REV. DATE: DESCRIPTION: IN CONTACT WITH PRE55URE TREATED WOOD TO BE SEPARATED WITH IMPERMEABLE MATERIAL OR GALVANIZED TO MINIMUM 5TOS.OF 6165(51MP50N 'Z-MAX')OR HOT-DIP GALVANIZED(51MP50N'HO6). m ERIC J.KUZMA 2009 ALL NAILS,SCREWS,BOLTS AND OTHER CONNEGTOR51N CONTACT WITH PRE55URE TREATED WOOD L1J SHALL BE OF THE SAME MATERIAL A5 THE BRACKET TO AVOID GALVANIC REACTION. 3 -PROVIDE A P051TIVE CONNECTION AT ALL WOOD TO WOOD $ ALL WOOD TO GONG.CONNECTIONS. 7- L.L W Z -CONCRETE STRENGTH TO BE 2500(MIN)PSI AFTER 2b DAYS c/) W - FOOTINC75 TO REST ON UNDISTURBED 501L uJ m LOU 1 :::E -� a �- A 2 LE PREVIOUS WALL LINE A VE(A550MED POINT LOADS® ENDS BEAM H (FLOOR J015T5 015GONT UOUS AT 15 LOCATION). 515TER NEW o�,i FMI 2xb J015T5 HERE FROM EW SOUTH ND.WALL TO NEW 4Xb BEAM. ►� +:i���R -- ------- --------------------- ----- - - I Z EXISTING RECESSED ARE -- o I r --- - /----- NEW POST 8 FT6. I I Lu Z_ ,S D. �2 TYR BOTH 51DE5 _ O_ m: (LOCATE BELOW LOAD) i - NEW OF 5ELEGT STRUG. Z NEW OF#5ELEGT 5T EXI5TIN6 bXb BEAM(B) Q 4x12 BEAM(6)W/ { J Q w H1 NEW Ppn$ FTG'S.. i iF N NEW PA5T5 $ FT615. NEW P05T5 $ FT6.'LU J NEW OF#2 4xb BEAM(D) Q Q m 1 W/NEW P05T5 $ FT6'S. EXISTING 4xb BEAM ' ; Lu NEW OF 5ELE6T 5TRU6. ; `L o I I L.L fl Q - 1 ---- tL '- r� � b"GONG.WALL TYP. X c i _TING BEAM LOGA"FfOF!) -''� 4Xb BEAM BELOW(E) w ® , _ Z tL s W Z i 1 W/N ?05 $ FT6'S. ----� --------- ------� o 1 Z p I 26AKS4r'N \ i O M va 0 1 i Iv`3 ` }}��11 J --------- -- --i i K tQL `� 1 Z I (STAIR OPENING) - Z 1 a INEW P.T.WALL $ b"x 1b"GONG.FTC.-BLOCK i w kD o � _ 1 NEW OF 5ELEGT STRUC.4Xb i , w C W x IBETWEEN J015T5 $ FASTEN TO NEW WALL ---------- NEW DF 5ELEGT STRUG. ; ; °- Z � `i 1 O W W v w BEAM(F) 'V&P05T5 $ FTGjS'� z -' Q ---- o 1 I(PLAGE IN LOCATION OF EX15TINO BEAM) ; E W o 1 I LL z f- W --------------------------- 4XI2 BEAM(6)W/ Z ., I ul to U) NEW P05T5 $ FT6'S. 1 W -----------------------------, 1 ----------- - ------_---__---°J — zs° -�o II Q � 0 EXI5TIN6 WOOD LL I m r J ---- ------- -- UCV �- GONG. O SLAB �- --------------------- - -----J NEW P.T.WALL $ b"x Ib"GONC.-FT6.-BLOCK NEW OF 5ELEGT STRUC.bxb BEAM, BETWEEN J015T5 $ FASTEN TO NEW WALL SUPPORT ENDS AT END OF NEW WALLS SHEET#: FOUNDATION (PLACE IN LOCATION OF EXI5TIN6 BEAM) (STRAP A6R055 FACE $ BLOCK ABOVE) 2 PLAN COPY OF 4 50ALE: I Pln:V-0uFLE J (� . DATE: 7/22/09 SCALE: 1/2"=I'-0" REV.4 PTION: ©ERIC J.KUZMA 2009 W a, W Z a P LL L� W m �0E Lo�- a NEW RIM J015T DOUBLE 2x6 STD. P.T. TOP PLATE 5/16" SMOOTH HARDI-PANEL O (OVER) ASTM 30# BUILDING PAPER Z �-- p 1/2" (G-22) P.T. PLYWOOD Q — EXISTING FLR. FRAMING STING FLR. FRAMING Q ~ GRADE 4X6 (G-22) P.T. STUDS a 24" O.G. tAEXI U EXISTING 6" G.M.U. 2X6 (G-22) P.T. SILL PLATE 6MIL MIN. BLACK � wFOUNDATION WALLPOLYETHYLENE 0 (OVER) ASTM 30# BUILDING PAPER fVAPOR BARRIERFq TOP501L (SLOPE FIN15H GRADE 6" INFIRST 10'-C" AWAY FROM FOUNDATION)FREE DRAINING GRANULAR BAGKFILL Q 5/8"x8" ANCHOR BOLT W/ C w 2x20/I6" PLATE WASHER 0 Ld 0 (2) #4 CONTINUOUS BARS ® U W Z 3" FROM BOTTOM OF FOOTING Z J cn EXI5TIN6 PROP05ED 0 QU0 FOUNDATION FOUNDATION C v (> c 0 SCALE: 1/2"=I'-0" SCALE: 1/2"=I'-0" a SHEET#: 3 OF 4 b O I-4" r-- - ---------- ------� ————— — — — ----� I I I I IZP I I II I / ♦ � / � � VVV I I 1 1 it 1-00 I I II I w 2101 I -4 I I I 21 a I I O i i I I b i i I I I 1 1 I I I I I I —— ------------------------------------ r —— I I I I I I I I I I I I I I I i ------- -----------j I ---- ---- ---- I I I I ion I I p i I m 19 o n � m C o Cl v O z $N �O n m RESIDENCE FOR: PT.DESIGN & .� .� CARLENE FOUNDATION T2Mgp REET 926 CASS STREET PORT TOWNSEND,WA 98368 �� O PORTTOWNSEND, WA DIMENSIONS � °>37939� o Floor Joist[2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009 : 1:12:31 PM Project: CARLENE-Location: MAIN FLOOR JOIST(EXISTING FRONT) Summary: 1.5 IN x 7.25 IN x 14.5 FT (d)24 O.C./#2- Douglas-Fir-Larch-Dry Use Section Inadequate By: 197.0% Controlling Factor: Moment of Inertia/Depth Required 10.57 In Center Span Deflections.- Dead Load: DLD-Center- 0.39 IN Live Load: FAILED LLD-Center- 1.04 IN=U167 Total Load: FAILED TLD-Center- 1.44 IN=U121 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 580 LB Dead Load: DL-Rxn-A= 218 LB Total Load: TL-Rxn-A= 797 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.85 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 580 LB Dead Load: DL-Rxn-B= 218 LB Total Load: TL-Rxn-B= 797 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.85 IN Joist Data: Center Span Length: L2= 14.5 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 110 PLF Properties For:#2-Douglas-Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1242 PSI Adjustment Factors: Cd=1.00 CF=1.20 Cr=1.15 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2891 FT-LB 7.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 734 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 27.94 IN3 FAILED S= 13.14 IN3 Area(Shear).- Areq= 6.11 IN2 A= 10.88 IN2 Moment of Inertia(Deflection): Ireq= 141.46 IN4 FAILED 1= 47.63 IN4 CA!3 NtAo1 iHd 10/.113 't• lit i �^ !J Floor Joist[2006 International Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 Project: CARLENE- Location: MAIN FLOOR JOIST(EXISTING FRONT) Summary: 1.5 IN x 7.25 IN x 14.5 FT @ 24 O.C./#2-Douglas-Fir-Larch- Dry Use Section Inadequate By: 197.0% Controlling Factor: Moment of Inertia/Depth Required 10.57 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 800 797 Ibs @ 0 ft 400 Shear (lbs) 0 -400 I -800 -798 Ibs @ 14 ft — 3000 Abs @ 7 ft i 1500 Moment (ft-Ib) 0 -1500 i -3000 I -1 Deflection (in) 0 I 1 I 2-� 1.435in@7.2ft Center Span = 14.5 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 ---- — — ——— W_ -- A B Center Span = 14.5 ft "��q y�tit° �� t r,�•`�i Floor Joist(2006 International Buildinq Code(05 NDS)1 Ver: 7.01.14 Bv: Eric Kuzma , P.T. Desiqn on: 07-23-2009 : 1:12:37 PM Project: CARLENE- Location: MAIN FLOOR JOIST(NEW-FRONT) Summary: 1.5 IN x 7.25 IN x 7.5 FT (c5)24 O.C./#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 75.8% Controlling Factor: Section Modulus/Depth Required 5.47 In Center Span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center- 0.07 IN= U1205 Total Load: TLD-Center- 0.10 IN= U876 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 300 LB Dead Load: DL-Rxn-A= 113 LB Total Load: TL-Rxn-A= 412 LB Bearnq Lenqth Required (Beam only,support capacity not checked): BL-A= 0.44 IN Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= 300 LB Dead Load: DL-Rxn-B= 113 LB Total Load: TL-Rxn-B= 412 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.44 IN Joist Data: Center Span Lenqth: L2= 7.5 FT Floor sheathinq applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: L/ 360 Center Span Loadinq: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 110 PLF Properties For:#2-Douglas-Fir-Larch Bendinq Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticitv: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1242 PSI Adjustment Factors: Cd=1.00 CF=1.20 Cr-1.15 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 773 FT-LB 3.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controllinq Shear: V= 347 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 7.47 IN3 S= 13.14 IN3 Area (Shear): Areq= 2.89 IN2 A= 10.88 IN2 Moment of Inertia (Deflection): Ireq= 19.57 IN4 1= 47.63 IN4 Floor Joist[2006 International Building Code (05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009 Project: CARLENE-Location: MAIN FLOOR JOIST(NEW-FRONT) Summary: 1.5 IN x 7.25 IN x 7.5 FT @ 24 O.C./#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 75.8% Controlling Factor: Section Modulus/Depth Required 5.47 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 500 412 Ibs @ 0 ft 250 Shear (Ibs) 0 i -250 i -500 -412 Ibs @ 8 ft -Jj 800 — — - s 4 ft 400 Moment (ft-lb) 0 i -400 I -800 - -0.2 — -0.1 Deflection (in) 0 0.1 0.2 0.103 in @ 3.8 ft Center Span =7.5 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 A B Center Span =7.5 ft Floor Joist[2006 International Building Code (05 NDS)1 Ver. 7.01.14 Bv: Eric Kuzma , P.T. Design on: 07-23-2009 : 1:12:34 PM Project: CARLENE- Location: MAIN FLOOR JOIST(EXISTING-REAR) Summary: 1.5 IN x 7.25 IN x 11.67 FT 0 24 O.C./#2-Douglas-Fir-Larch-Dry Use Section Inadequate By: 54.8% Controlling Factor: Moment of Inertia/Depth Required 8.51 In Center Span Deflections: Dead Load: DLD-Center- 0.16 IN Live Load: FAILED LLD-Center- 0.44 IN=L/320 Total Load: FAILED TLD-Center- 0.60 IN=L/233 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 467 LB Dead Load: DL-Rxn-A= 175 LB Total Load: TL-Rxn-A= 642 LB Bearing Len qth Required(Beam only, support capacity not checked): BL A= 0.68 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 467 LB Dead Load: DL-Rxn-B= 175 LB Total Load: TL-Rxn-B= 642 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.68 IN Joist Data: Center Span Length: L2= 11.67 FT Floor sheathinq applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 110 PLF Properties For:#2- Douglas-Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticitv: E= 1600000 PSI Adjusted Modulus of Elasticitv: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1242 PSI Adjustment Factors: Cd=1.00 CF=120 Cr=1.15 Fv': Fv'= 180 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 1873 FT-LB 5.835 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 578 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus (Moment): Sreo= 18.10 IN3 FAILED S= 13.14 IN3 Area(Shear): Areq= 4.81 IN2 A= 10.88 IN2 Moment of Inertia (Deflection): Ireq= 73.75 IN4 FAILED 1= 47.63 IN4 Floor Joist[2006 Intemational Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009 Project: CARLENE-Location: MAIN FLOOR JOIST(EXISTING-REAR) Summary: 1.5 IN x 7.25 IN x 11.67 FT @ 24 O.C./#2-Douglas-Fir-Larch- Dry Use Section Inadequate By: 54.8% Controlling Factor: Moment of Inertia/Depth Required 8.51 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 700 `— 642 Ibs @ 0 ft 350 Shear (Ibs) 0 -350 -700 -642 Ibs @ 12 ft 2000 1873 ft-Ibs @ 6 ft 1000 Moment (ft-lb) 0 -1000 -2000 — ------ -- -07 -0.35 Deflection (in) 0 0.35 0.7 0.602 in @ 5.8 ft j Center Span = 11.67 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 A B Center Span = 11.67 ft Floor Joist(2006 International Building Code(05 NDS))Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 : 1:12:41 PM Project: CARLENE- Location: MAIN FLOOR JOIST(NEW-REAR) Summary: 1.5 IN x 7.25 1N x 7.0 FT (ab 24 O.C./#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 101.9% Controlling Factor: Section Modulus/Depth Required 5.1 In Center Span Deflections: Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center- 0.06 IN= U1482 Total Load: TLD-Center- 0.08 IN=U1078 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 280 LB Dead Load: DL-Rxn-A= 105 LB Total Load: TL-Rxn-A= 385 LB Bearing Length Required (Beam only,support capacity not checked): BL-A= 0.41 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 280 LB Dead Load: DL-Rxn-B= 105 LB Total Load: TL-Rxn-B= 385 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.41 IN Joist Data: Center Span Length: L2= 7.0 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 110 PLF Properties For:#2- Douglas-Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc-perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1242 PSI Adjustment Factors: Cd=1.00 CF=1.20 Cr=1.15 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 674 FT-LB 3.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 323 LB At a distance d from right support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 6.51 IN3 S= 13.14 IN3 Area(Shear): Areq= 2.70 IN2 A= 10.88 IN2 Moment of Inertia(Deflection): Ireq= 15.91 IN4 1= 47.63 IN4 Floor Joist[2006 International Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 Project: CARLENE-Location: MAIN FLOOR JOIST(NEW-REAR) Summary: 1.5 IN x 7.25 IN x 7.0 FT @ 24 O.C./#2- Douglas-Fir-Larch-Dry Use Section Adequate By: 101.9% Controlling Factor: Section Modulus/Depth Required 5.1 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 400 — 385 Ibs @ Oft 200 Shear (Ibs) 0- -200 � -400 -385 Ibs @ 7 ft 7006374 ft-lbs Oft 350 Moment (ft-lb) 0 -350 I -700 4 I -0.08 1 -0.04 Deflection (in) 0 0.04 j I 0.08 : - in@3.5ft Center Span =7 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 j Center Span =7 ft Uniformly Loaded Floor Beam[2006 International Buildinq Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009: 11:52:15 AM Project: CARLENE- Location: BEAM A Summary: 3.5 IN x 7.25 IN x 8.83 FT /Select Structural-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 39.9% Controlling Factor: Section Modulus/Depth Required 6.13 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.15 IN=U696 Total Load: TLD= 0.21 IN =U498 Reactions (Each End): Live Load: LL-Rxn= 1038 LB Dead Load: DL-Rxn= 413 LB Total Load: TL-Rxn= 1452 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.66 IN Beam Data: Span: L= 8.83 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.38 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load--Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 235 PLF Beam Self Weiqht: BSW= 5 PLF Beam Total Dead Load: wD= 94 PLF Total Maximum Load: wT= 329 PLF Properties For: Select Structural-Douglas-Fir-Larch (North) Bendinq Stress: Fb= 1350 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1900000 PSI Adjusted Modulus of Elasticity: E-Min= 690000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1755 PSI Adjustment Factors: Cd=1.00 CF=1.30 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 3204 FT-LB 4.415 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1277 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= 21.91 IN3 S= 30.66 IN3 Area (Shear): Areq= 10.65 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 57.52 IN4 l= 111.15 IN4 Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 Project: CARLENE-Location: BEAM A Summary: 3.5 IN x 7.25 IN x 8.83 FT /Select Structural-Douglas-Fir-Larch(North)- Dry Use Section Adequate By: 39.9% Controlling Factor: Section Modulus/Depth Required 6.13 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection_Diagrams 2000 1452 Ibs @ 0 ft 1000- Shear (Ibs) 0 j -1000 -2000 -1452 Ibs @ 9 ft — 4000 �- -- 3204 ft-Ibs @ 4 ft i i 2000 Moment (ft4b) 0 i -2000 -4000 -0.2 -0.1 Deflection (in) 0 0.1 i 0.2 , 0.152 in @ 4.4 ft Span =8.83 ft i 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 live loads only. LOADING DIAGRAM A B Span =8.83 ft Uniformly Loaded Floor Beam[2006 International Buildinq Code (05 NDS)]Ver:7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009 : 11:52:19 AM Project: CARLENE- Location: BEAM B Summary: 5.5 IN x 7.25 IN x 7.17 FT /#1 -Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 84.1% Controlling Factor: Section Modulus/Depth Required 5.34 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.06 IN=U1395 Total Load: TLD= 0.09 IN=U993 Reactions(Each End): Live Load: LL-Rxn= 1040 LB Dead Load: DL-Rxn= 420 LB Total Load: TL-Rxn= 1460 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.42 IN Beam Data: Span: L= 7.17 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 3.75 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 290 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 117 PLF Total Maximum Load: wT= 407 PLF Properties For:#1- Douglas-Fir-Larch(North) Bendinq Stress: Fb= 1200 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1200 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2617 FT-LB 3.585 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1226 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= 26.17 IN3 S= 48A8 IN3 Area (Shear): Areq= 10.82 IN2 A= 39.88 IN2 Moment of Inertia (Deflection): Ireq= 45.09 IN4 1= 174.66 IN4 Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS)]Ver:7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009 Project: CARLENE-Location: BEAM B Summary: 5.5 IN x 7.25 IN x 7.17 FT /#1 - Douglas-Fir-Larch(North)-Dry Use Section Adequate By:84.1% Controlling Factor: Section Modulus/Depth Required 5.34 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 1460 Ibs @ 0 ft 1000 Shear (Ibs) 0 -1000 -2000 -1460 Ibs @ 7 ft 1 3000 2617 ft-Ibs @ 4 ft I 1500 Moment I (ft-lb) 0 I -1500 i -3000 -0.07 -0.035 Deflection (in) 0 i 0.035, I 0.07 0.062 in @ 3.6 ft - Span =7.17 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 live loads only. LOADING DIAGRAM -- �wi - -- ----- --- j _ fir- - _- - -- -- _ B Span =7.17 ft Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS)]Ver:7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009: 11:52:23 AM Proiect: CARLENE-Location: BEAM C Summary: 3.5 IN x 11.25 IN x 12.92 FT /Select Structural-Douglas-Fir-Larch (North)-Dry Use Section Adequate By:7.6% Controlling Factor:Section Modulus/Depth Required 10.85 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.23 IN=U673 Total Load: TLD= 0.32 IN=U479 Reactions(Each End): Live Load: LL-Rxn= 1873 LB Dead Load: DL-Rxn= 757 LB Total Load: TL-Rxn= 2630 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.20 IN Beam Data: Span: L= 12.92 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 3.75 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 290 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 117 PLF Total Maximum Load: wT= 407 PLF Properties For: Select Structural- Douglas-Fir-Larch(North) Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1900000 PSI Adiusted Modulus of Elasticity: E-Min= 690000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1485 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv': Fv'= 180 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8495 FT-LB 6.46 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2262 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= 68.64 IN3 S= 73.83 IN3 Area (Shear): Areq= 18.85 IN2 A= 39.38 IN2 Moment of Inertia (Deflection): Ireq= 222.16 IN4 1= 415.28 IN4 Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 Project: CARLENE- Location: BEAM C Summary: 3.5 IN x 11.25 IN x 12.92 FT /Select Structural-Douglas-Fir-Larch(North)- Dry Use Section Adequate By: 7.6% Controlling Factor: Section Modulus/Depth Required 10.85 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 2630 Ibs @ 0 ft 1500 Shear (Ibs) 0 -1500 -3000 2630 Ibs @ 13 ft 9000 l 8-495 ft-Ibs @ 6 ft I 4500 Moment (ft-lb) 0 -4500 -9000 - - - - --- -- -0.3 -0.15 Deflection (in) 0 I 0.15 I 0-3 , 0.23 in @ 6.5 ft � ----- Span ='12.92 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 live loads only. LOADING DIAGRAM A B Span = 12.92 ft Uniformly Loaded Floor Beam[2006 International Buildinq Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 : 11:52:26 AM Project: CARLENE-Location: BEAM D Summary: 3.5 IN x 7.25 IN x 4.46 FT /#2-Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 14.1% Controlling Factor: Section Modulus/Depth Required 6.79 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN=U1587 Total Load: TLD= 0.05 IN=U1074 Reactions(Each End): Live Load: LL-Rxn= 1502 LB Dead Load: DL-Rxn= 718 LB Total Load: TL-Rxn= 2220 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.01 IN Beam Data: Span: L= 4.46 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 5.67 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 11.17 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 64 PLF Beam Loadinq: Beam Total Live Load: wL= 674 PLF Beam Self Weiqht: BSW= 5 PLF Beam Total Dead Load: wD= 322 PLF Total Maximum Load: wT= 996 PLF Properties For:#2-Douglas-Fir-Larch (North) Bendinq Stress: Fb= 850 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1105 PSI Adjustment Factors: Cd=1.00 CF=1.30 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2475 FT-LB 2.23 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1643 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= 26.88 IN3 S= 30.66 IN3 Area (Shear): Areq= 13.69 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 25.21 IN4 1= 111.15 IN4 Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009 Project: CARLENE-Location: BEAM D Summary: 3.5 IN x 7.25 IN x 4.46 FT /#2- Douglas-Fir-Larch(North)- Dry Use Section Adequate By: 14.1% Controlling Factor: Section Modulus/Depth Required 6.79 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown:Controlling Shear/Moment/Deflection Diagrams 3000 --- 2220 Ibs @ 0 ft 1500- Shear (Ibs) 0 -1500 -3000 -2220 lbs @ 4 ft 3000 2475 ft-Ibs @ 2 It 1500 Moment (ft-lb) 0 j -1500 i -3000 , - i -0.04 -0.02 Deflection (in) 0 i 0.02 0.04 0.034in@2.2ft j Span =4.46 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 live loads only. LOADING DIAGRAM w A B Span =4.46 ft Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 : 11:52:29 AM Proiect: CARLENE- Location: BEAM E Summary: 3.5 IN x 11.0 IN x 7.25 FT /Select Structural- Douglas-Fir-Larch(North)-Dry Use Section Adequate By:5.8% Controlling Factor: Section Modulus/Depth Required 10.7 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.07 IN= U1215 Total Load: TLD= 0.11 IN=U821 Reactions(Each End): Live Load: LL-Rxn= 3081 LB Dead Load: DL-Rxn= 1475 LB Total Load: TL-Rxn= 4556 LB Bearing Length Required(Beam only,support capacity not checked): BL= 2.08 IN Beam Data: Span: L= 7.25 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 10.25 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 11.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 80 PLF Beam Loading: Beam Total Live Load: wL= 850 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 407 PLF Total Maximum Load: wT= 1257 PLF Properties For: Select Structural- Douglas-Fir-Larch (North) Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1900000 PSI Adjusted Modulus of Elasticity: E-Min= 690000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1485 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv': Fv'= 180 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8258 FT-LB 3.625 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3463 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= 66.73 IN3 S= 70.58 IN3 Area (Shear): Areq= 28.86 IN2 A= 38.50 IN2 Moment of Inertia (Deflection): Ireq= 115.06 IN4 1= 388.21 IN4 Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS))Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 Project: CARLENE-Location: BEAM E Summary: 3.5 IN x 11.0 IN x 7.25 FT /Select Structural-Douglas-Fir-Larch (North)-Dry Use Section Adequate By: 5.8% Controlling Factor: Section Modulus/Depth Required 10.7 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controllin Shear/Moment/Deflection Diagrams 5000 4556 Ibs @ 0 ft 2500 Shear (Ibs) 0 i -2500 i -5000 -4556 Ibs @ 7 ft 9000 8258 ft-Ibs @ 4 ft 4500 Moment (ft-lb) 0 I -4500 I -9000 -0.04 Deflection (in) 0 0.04 0.08 1 0.072 in @ 3.6 ft Span =7.25 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 live loads only. LOADING DIAGRAM A B Span =7.25 ft Uniformly Loaded Floor Beam[2006 International Buildinq Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009 : 11:52:32 AM Proiect: CARLENE-Location: BEAM F Summary: 3.5 IN x 5.5 IN x 7.33 FT /Select Structural- Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 7.6% Controlling Factor: Section Modulus/Depth Required 5.3 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.18 IN=U486 Total Load: TLD= 0.25 IN=U350 Reactions(Each End): Live Load: LL-Rxn= 941 LB Dead Load: DL-Rxn= 368 LB Total Load: TL-Rxn= 1309 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.60 IN Beam Data: Span: L= 7.33 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.92 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 257 PLF Beam Self Weiqht: BSW= 4 PLF Beam Total Dead Load: wD= 100 PLF Total Maximum Load: wT= 357 PLF Properties For: Select Structural- Douglas-Fir-Larch (North) Bendinq Stress: Fb= 1350 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1900000 PSI Adiusted Modulus of Elasticity: E-Min= 690000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1755 PSI Adjustment Factors: Cd=1.00 CF=1.30 Fv': Fv'= 180 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 2399 FT-LB 3.665 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1152 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= 16.40 IN3 S= 17.65 IN3 Area (Shear): Areq= 9.60 IN2 A= 19.25 IN2 Moment of Inertia (Deflection): Ireq= 35.92 IN4 1= 48.53 IN4 Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 Project: CARLENE-Location: BEAM F Summary: 3.5 IN x 5.5 IN x 7.33 FT /Select Structural-Douglas-Fir-Larch(North)-Dry Use Section Adequate By:7.6% Controlling Factor: Section Modulus/Depth Required 5.3 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 1309 Ibs @ 0 ft 1000 Shear (Ibs) 0 -1000 -2000 -1309 Ibs @ 7 ft -LI 3000 2399 ft-Ibs @ 4 ft 1500 Moment (ft-lb) 0 -1500 i -3000 i -0.1 Deflection I (in) 0 0.1 i 0.2 0.181 in @ 3.7 ft Span = 7.33 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 live loads only. LOADING DIAGRAM A B Span =7.33 ft Uniformly Loaded Floor Beamf 2006 International Buildinq Code(05 NDS)J Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009: 11:52:35 AM Project: CARLENE-Location: BEAM G Summary: 3.5 IN x 11.25 IN x 12.92 FT /Select Structural-Douglas-Fir-Larch (North)-Dry Use Section Adequate By: 18.3% Controlling Factor: Section Modulus/Depth Required 10.35 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.21 IN=L/741 Total Load: TLD= 0.29 IN=U527 Reactions(Each End): Live Load: LL-Rxn= 1700 LB Dead Load: DL-Rxn= 692 LB Total Load: TL-Rxn= 2392 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.09 IN Beam Data: Span: L= 12.92 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.33 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.25 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 263 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 107 PLF Total Maximum Load: wT= 370 PLF Properties For: Select Structural-Douglas-Fir-Larch(North) Bendinq Stress: Fb= 1350 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1900000 PSI Adjusted Modulus of Elasticity: E-Min= 690000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1485 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 7726 FT-LB 6.46 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 2057 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= 62.43 IN3 S= 73.83 IN3 Area(Shear): Areq= 17.14 IN2 A= 39.38 IN2 Moment of Inertia(Deflection): Ireq= 201.63 IN4 1= 415.28 IN4 Uniformly Loaded Floor Beam[2006 International Building Code (05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 Project: CARLENE-Location: BEAM G Summary: 3.5 IN x 11.25 IN x 12.92 FT /Select Structural- Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 18.3% Controlling Factor: Section Modulus/Depth Required 10.35 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 2392 Ibs @ 0 ft 1500 Shear (Ibs) 0 -1500 -3000 -2392 Ibs @ 13 ft I 8000 -- 7726 ft-IDS @ 6 ft 4000 Moment (ft-lb) 0 -4000 -8000 -0.3 — -0.15 Deflection (in) 0 I 0.15 i 0.3 0.209 in @ 6.5 ft _l Span = 12.92 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 live loads only. LOADING DIAGRAM A B Span = 12.92 ft Combination Roof and Floor Beam(2006 Intemational Buildinq Code (05 NDS)]Ver:7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009: 12:03:47 AM Proiect: CARLENE- Location: BEAM H Summary: 7.5 IN x 13.5 IN x 17.67 FT /Select Structural- Douglas-Fir-Larch(North)-Dry Use Section Adequate By: 30.4% Controlling Factor: Section Modulus/Depth Required 11.89 In Deflections: Dead Load: DLD= 0.23 IN Live Load: LLD= 0.38 IN= U563 Total Load: TLD= 0.60 IN=U351 Reactions(Each End): Live Load: LL-Rxn= 3735 LB Dead Load: DL-Rxn= 2249 LB Total Load: TL-Rxn= 5984 LB Bearing Length Required(Beam only,support capacity not checked): BL= 1.28 IN Beam Data: Span: L= 17.67 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loadinq: Roof Live Load-Side One: RLL1= 25.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 2.58 FT Roof Live Load-Side Two: RLL2= 25.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 9.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loadinq: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 15.0 PSF Floor Tributary Width-Side One: FTW1= 3.33 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 290 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 183 PLF Floor Uniform Live Load: wL-floor- 133 PLF Floor Uniform Dead Load: wD-floor- 50 PLF Beam Self Weiqht: BSW= 22 PLF Combined Uniform Live Load: wL= 423 PLF Combined Uniform Dead Load: wD= 255 PLF Combined Uniform Total Load: wT= 677 PLF Controllinq Total Desiqn Load: wT-cont= 677 PLF Properties For: Select Structural-Douglas-Fir-Larch(North) Bendinq Stress: Fb= 1600 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1816 PSI Adjustment Factors: Cd=1.15 CF=0.99 Fv': Fv'= 196 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 26432 FT-LB 8.835 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 5266 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= 174.66 IN3 S= 227.81 IN3 Area (Shear): Areq= 40.40 IN2 A= 101.25 IN2 Moment of Inertia (Deflection): Ireq= 1050.72 IN4 1= 1537.73 IN4 Combination Roof and Floor Beam[2006 International Building Code(05 NDS)]Ver:7.01.14 By: Eric Kuzma , P.T. Design on:07-23-2009 Project: CARLENE- Location: BEAM H Summary: 7.5 IN x 13.5 IN x 17.67 FT /Select Structural-Douglas-Fir-Larch(North)- Dry Use Section Adequate By: 30.4% Controlling Factor: Section Modulus/Depth Required 11.89 In SHEAR,MOMENT,AND DEFLECTION DIAGRAMS Load combination shown.-Controlling Shear/Moment/Deflection Diagrams 6000 — 5984 Ibs @ 0 ft 3000 Shear (Ibs) 0 -3000 -6000 i -5984 Ibs @ 18 ft 30000 ' 26432 ft-Ibs @ 9 ft 15000 Moment (ft-lb) 0 -15000 -30000 -0.35 Deflection (in) 0 0.35 0.7 0.604in@8.8ft c — Span ='17.67 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 �- — -- — W— A B Span = 17.67 ft Uniformly Loaded Floor Beam[2006 International Buildinq Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Desiqn on: 07-23-2009 : 11:52:38 AM Protect: CARLENE-Location: HEADER @ CRAWLSPACE HATCH Summary: 5.5 IN x 7.25 IN x 10.5 FT /Select Structural- Douglas-Fir-Larch(North)-Dry Use Section Adequate By:3.8% Controlling Factor: Section Modulus/Depth Required 7.12 In Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.29 IN= U429 Total Load: TLD= 0.41 IN=U306 Reactions(Each End): Live Load: LL-Rxn= 1575 LB Dead Load: DL-Rxn= 635 LB Total Load: TL-Rxn= 2210 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.64 IN Beam Data: Span: L= 10.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One. TW1= 6.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 300 PLF Beam Self Weiqht: BSW= 8 PLF Beam Total Dead Load: wD= 121 PLF Total Maximum Load: wT= 421 PLF Properties For: Select Structural-Douglas-Fir-Larch(North) Bendinq Stress: Fb= 1500 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1600000 PSI Adiusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1500 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 170 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 5802 FT-LB 5.25 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 1989 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= 46.41 IN3 S= 48.18 IN3 Area (Shear): Areq= 17.55 IN2 A= 39.88 IN2 Moment of Inertia (Deflection): Ireq= 146.49 IN4 1= 174.66 IN4 Uniformly Loaded Floor Beam[2006 International Building Code(05 NDS)]Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 07-23-2009 Project: CARLENE-Location: HEADER @ CRAWLSPACE HATCH Summary: 5.5 IN x 7.25 IN x 10.5 FT /Select Structural- Douglas-Fir-Larch (North)- Dry Use Section Adequate By: 3.8% Controlling Factor: Section Modulus/Depth Required 7.12 In SHEAR, MOMENT,AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 2210 Ibs @ 0 ft 1500 Shear (Ibs) 0 -1500 j -3000 I -2210 Ibs @ loft - `I 6000 -Ibs @ 5 ft i 3000 Moment (ft4b) 0 I -3000 -6000 -0.3 -0.15 Deflection (in) 0 i 0.15 0.3 . in @ 5.2 ft Span = 10.5 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 live loads only. LOADING DIAGRAM A B Span = 10.5 ft Footing Design f 2006 International Building Code(05 NDS)1 Ver: 7.01.14 Bv: Eric Kuzma , P.T. Design on:07-23-2009: 11:48:21 AM Proiect: CARLENE-Location: FOOTINGS BEAM A Summary: Footing Size: 1.83 FT x 1.83 FT x 10.00 IN Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(3)min. Footing Loads: Live Load: PL= 2076 LB Dead Load: PD= 840 LB Total Load: PT= 2916 LB Ultimate Factored Load: Pu= 4330 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.83 FT Length: L= 1.83 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Tvpe: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 871 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 2.12 SF Area Provided: A= 3.35 SF Baseplate Bearing: Bearing Required: Bearing= 4330 LB Allowable Bearing: Bearing-Allow= 36444 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 933 LB Allowable Beam Shear: vc1= 11666 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 39.00 IN Punching Shear: Vu2= 3476 LB Allowable Punching Shear(ACI 11-35): vc2-a= 62156 LB Allowable Punching Shear(ACI 11-36): vc2-b= 87125 LB Allowable Punching Shear(ACI 11-37): vc2-c= 41438 LB Controlling Allowable Punching Shear: vc2= 41438 LB Bending Calculations: Factored Moment: Mu= 11885 IN-LB Nominal Moment Strength: Mn= 127121 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.50 IN Steel Required Based on Moment: As(1)= 0.05 IN2 Minimum Code Required Reinforcement(ShrinkagelTemperature ACI-10.5.4): As(2)= 0.44 IN2 Controlling Reinforcing Steel: As-reqd= 0.44 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W!(3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.98 IN Note: Plain concrete adequate for bending,therefore adequate development length not required. Footing Design(2006 International Buildinq Code(05 NDS))Ver: 7.01.14 By Eric Kuzma , P.T. Design on: 07-23-2009 : 11:48:22 AM Proiect: CARLENE- Location: FOOTINGS BEAM B Summary: Footing Size: 1.83 FT x 1.83 FT x 10.00 IN Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(3) min. Footing Loads: Live Load: PL= 2080 LB Dead Load: PD= 840 LB Total Load: PT= 2920 LB Ultimate Factored Load: Pu= 4336 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.83 FT Length: L= 1.83 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Tvpe: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 872 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 2.12 SF Area Provided: A= 3.35 SF Baseplate Bearing: Bearing Required: Bearing= 4336 LB Allowable Bearing: Bearing-Allow= 36444 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vul= 934 LB Allowable Beam Shear: vcl= 11666 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 39.00 IN Punching Shear: Vu2= 3481 LB Allowable Punching Shear(ACI 11-35): vc2-a= 62156 LB Allowable Punching Shear(ACI 11-36): vc2-b= 87125 LB Allowable Punching Shear(ACI 11-37): vc2-c= 41438 LB Controlling Allowable Punching Shear: vc2= 41438 LB Bending Calculations: Factored Moment: Mu= 11902 IN-LB Nominal Moment Strength: Mn= 127121 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.50 IN Steel Required Based on Moment: As(1)= 0.05 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.44 IN2 Controlling Reinforcing Steel: As-reqd= 0.44 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W/(3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 7.98 IN Note: Plain concrete adequate for bending,therefore adequate development length not required. Footing Design f 2006 International Building Code(05 NDS)1 Ver: 7.01.14 Bv: Eric Kuzma , P.T. Design on: 07-23-2009 : 11:48:23 AM Proiect: CARLENE-Location: FOOTINGS BEAM E Summary: Footing Size: 2.0 FT x 3.33 FT x 10.00 IN Reinforcement in Long Direction:#4 Bars(a)-8.00 IN. O.C./(3)min. Reinforcement in Short Direction-center band(Equal to width of short side):#4 Bars(a)-6.00 IN. O.C.!(4)min. Reinforcement in Short Direction-outside bands:#4 Bars @ 7.00 IN. O.C.!(1) Each band. Footing Loads: Live Load: PL= 6162 LB Dead Load: PD= 2950 LB Total Load: PT= 9112 LB Ultimate Factored Load: Pu= 13399 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 3.33 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1368 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 6.63 SF Area Provided: A= 6.66 SF Baseplate Bearing: Bearing Required: Bearing= 13399 LB Allowable Bearing: Bearing-Allow= 36444 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 4604 LB Allowable Beam Shear: vc1= 12750 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 39.00 IN Punching Shear: Vu2= 12071 LB Allowable Punching Shear(ACI 11-35): vc2-a= 62156 LB Allowable Punching Shear(ACI 11-36): vc2-b= 87125 LB Allowable Punching Shear(ACI 11-37): vc2-c= 41438 LB Controlling Allowable Punching Shear: vc2= 41438 LB Bending Calculations (Long Direction): Factored Moment: Mu-long= 66929 IN-LB Nominal Moment Strength: Mn-long= 127575 IN-LB Reinforcement Calculations(Long Direction): Concrete Compressive Block Depth: a-long= 0.46 IN Steel Required Based on Moment: As(1)-lonq= 0.30 IN2 Minimum Code Required Reinforcement: As(2)-lonq= 0.48 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI-10.5.4): As-reqd-lonq= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. /(3)Min. Reinforcement Area Provided: As-long= 0.59 IN2 Development Length Calculations(Long Direction): Development Length Required: Ld-lonq= 15.00 IN Development Length Provided: Ld-prov-long= 16.98 IN Bending Calculations (Short Direction): Factored Moment: Mu-short= 40198 IN-LB Nominal Moment Strength: Mn-short= 253181 IN-LB Reinforcement Calculations(Short Direction): Concrete Compressive Block Depth: a-short= 0.55 IN Steel Required Based on Moment: As(1)-short= 0.18 IN2 Minimum Code Required Reinforcement(Shrink./Temp.ACI-10.5.4): As(2)-short= 0.80 IN2 Controlling Reinforcing Steel: As-reqd-short= 0.80 IN2 Selected Reinforcement(Center Band): #4 Bars P 6.00 IN. O.C./(4)Min. Selected Reinforcement(Outside Band): #4 Bars @ 7.00 IN.O.C./(2)Min. Reinforcement Area Provided (Total): As-short= 1.18 IN2 Development Length Calculations(Short Direction): Development Length Required. Ld-short= 15.00 IN Development Length Provided: Ld-prov-short= 9.00 IN Note: Plain concrete adequate for bending,therefore adequate development length not required. • [ .� I f f t i l E