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Home My WebLink About09107 VoRTTo�y CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND 0 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. 988801101 PERMIT NO. BLD09-107 ISSUED DATE 08/24/2009 EXPIRATION DATE 02/20/2010 ADDRESS 838 LINCOLN ST yi T Z CONSTRUCTION TYPE V -B OCCUPANT LOAD OWNER SECRET GARDEN LLC PROJECT DESCRIPTION Construct New Single Family Residence CONTRACTOR TOWNSEND BUILDERS LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP )ATE COMMENT EROSION CONTROL INSULATION iJ/ , 6� l SETBACKS SURVEY PIN GWB lu fg4z 49 FOOTING /CK FINAL PUBLIC WORK LIFER FINAL BUILDING I FOUNDATION WALL TJ Aq ' j( RET1N1u4 Gc1�4� ��/45 /cK i0 9 FOUNDATION DRAIN SLAB ICIL MISCELLANEOUS (�P�" 1,R0 FLOOR FRAMING 1 SHEARWALL& HOLDOVI FRAMING AIR SEAL PLUMBING VOID I MECHANICAL TO REQUEST AN INSPECTION CALL(360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. t BUILDING ADDRESS APPLICATION City of Port Townsend, Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 Phone: 360.379.5095 www.cityofpt.us Fax: 360.344.4619 Name of Property Owner: F,-11 cl ()S(,11-es LLC_ L/IMailing Address: L 3 c;o( ,-) S f - PT k,/+ 9 F 3 6� Telephone: PROPERTY Is LOCATED IN: Addition: c4-e j r-�-Ordq tit Block( Lot(s): Faces/Access is from: !1 (_,r) I n J I PARCEL NUMBER: l ` I IT) n O (J 2 PLEASE CHECK TO SEE THAT YOU HAVE THIS ADDRESS DIRECTIONS TO THE PROPERTY(DRAW VICINITY MAP ON BACK) IN YOUR SYSTEM. If this is a new ADU, has a building permit been applied for?_Yes_No Date: Any additional information that you feel should be taken into consideration in assigning the address: FOR DEPARTMENT USE ONLY. BLD V 9 16 SDP/MIP ADDRESS NUMBER ASSIGNED: ) �^ t` Lo Date of Approval: ��(�( ;>�� Fire department concurrence (if required): INITIAL AND DATE Application Fee Received ($25.00): Date: Copy to: ❑Assessor's Office ❑ Fire Dept ❑ Post Office ❑Applicant ❑ Police ❑ GIS (With site plan) 0 DSD database ❑ Fina ice �tCv �A1f E� ❑ Sheriff 0 ?013 P Drive/DSD/Forms/Building/Address- 8/13 CI T Y Oc PORT TCWNSEND • • • �; r r r A, ♦�� r Parcel Details Page 1 of 2 A ffill Vfeather:Statian= DatabaseToals = MapsWebcam � � Homo Count P Info �� ae ortments 4 Search __� Parcel Number: 994100002 SEARCH Parcel Number: 994100002 Printer Friendly Owner Mailing Address: ENCLOSURES LLC WA 838 LINCOLN ST PORT TOWNSEND WA98368 Site Address: 838 LINCOLN ST PORT TOWNSEND 98368 Section: 2 School District: Port Townsend (50) Qtr Section: SE1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: SECRET GARDEN COTTAGES CONDO Assessor's Land Use Code: 1100 - HOUSES (single units, non-farm) Property Description: SECRET GARDEN COTTAGES CONDO I UNIT 2 I I Click on photo for larger image. No 14 No 2nd Photo Photo Availabl Availabl e e No Permit Data Assessor Bldg Data Ma Parcel Plats&Surveys Available ax A V Sales Info t :� a HOME I COUNTY INFO I DEPARTMENTS I SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later Windows - Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetai1.asp 10/1/2013 911AD PAM (PART OF,UD M.— TENNIS'MJR1) 113p. _PIPE "I 17- cENJER UNE --------- OR . . .JITA • 1;5j'n-Naj Fw NEW AC NEW sNAM 8AMH PIPE PAVEMENT-K x 'A Wolf N 113 0 -- 351— T'-HCR FOR--- PIPE 915 E FOLLY K-1A)c CE VPwil cK (550 sf FOOTPRINT) It= AL PIPE n2 ADS N —I ILMU ",a-mc SYS" �-,ILTER Un U NEWAY PIPE 11 STA Or93 I--PIPE 9 DLCK UNIT UNIT I (C)OSTIN(l) I \\ 12'—1 , .200 St EE—FZA.Y RES110CE 016 Q FOIL —To�- (w,SF FOOITMN') 2 HN0 7360' 0 501 v, 5 0 2' 6' V1\ i 'VIN e I� i a ' 1 Parcel Details Pagel of 2 ww �' �° s e `> rW Station �DaEabase Too _ Riap"""s Nome '- County Info :� Departments Search Parcel Number: 994100002 SEARCH Parcel Number: 994100002 P_rin_te_r_Fri_en_dly Owner Mailing Address: ENCLOSURES LLC WA 1000 MADISON ST PORT TOWNSEND WA983684420 Site Address: Section: 2 School District: Port Townsend (50) Qtr Section: SE1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: SECRET GARDEN COTTAGES CONDO Assessor's Land Use Code: 9100 - VACANT LAND Property Description: SECRET GARDEN COTTAGES CONDO I UNIT 2 I I Click on photo for larger image. x No 7 a No 2nd Photo Photo Available Available it i No Permit No Assessor Data ax, V, Sales Info Ma Parcel Plats & Surveys Available Data Available � HOME I COUNTY INFO I DEPARTMENTS I SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later Windows - Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetall.asp 9/3/2010 o QORTT°lp CITY OF PORT TOWNSEND � ys �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT TWA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTIOgN. FOR MONDAY INSPECTION,CALL BY 3:OOPMIIIFRIDAY. DATE OF INSPECTION: f 5 / PERMIT NUMBER: )L� y�� l r�1l SITE ADDRESS: V LIV��W CONTACT PERSON: PHONE: TYPE OF INSPECTION: S K�01(E uj-A-L L P�_ A %IlJ /lJ 0-K o o v a ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector j {� ` L( Date / 07 Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. N • ?ORT TO ,o� Sys CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT TWA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: r /7 PERMIT NUMBER: )9 LO SITE ADDRESS: 668 Ll AJQ O CONTACT PERSON: PHONES G TYPE OF INSPECTION: ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector L-1J Date lob Lo 9 Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. o�Qowr,°� CITY OF PORT TOWNSEND Z o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT �WA s CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE 'SPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPMf/F�RIDAY. DATE OF INSPECTION: PERMIT NUMBER: SITE ADDRESS: Q LLJ CONTACT PERSON: PHONE: TYPE OF INSPECTION: l P�)ACX�_' _f_(06 r/ kJ0 Zy2- ------------- __ CD PPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection procee i . Inspector j C � Date Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. J Z 1 14.95 . . . . . . . . . . . . . . .114,.5.1 . . . . . . . . . . . . <. . . . . . . G ]1.4-01 . . . . . . . . . . . . I,-" . . . f-- REMOV EXISTING g — — ' 3 TOVNM C RB K 1 14.�5 -- 14.1 �W — LINCOLN ST I � + AND GUTTER STA 0+00= o LINE -- ` — APPROX. EDGE OF PAVEMENT TSTAOR ST I z I AND SAW CUT LINE LINGOLN STREtT o ` - - - 1 1�5.79 I _ I �- �14. 77 IM RATE- TYPE I U LENGTH SLOPC DIAMETE --S-QUD �v-- 102,6000 5 109.46 108.1 108.0 SOLID 40 5 DS 107.7 33 >0.005 4 6 DS 107.7 16 >0.005 4 7 108 107.7 33 0.009 4 8 DS 108.1 11 >0.005 4 9 DS 105.0 15 >0.005 4 TYPE 1 CB IS WSDOT STANDARD PLANS B-5.20-00 10 104.9 104.9 5 0 12 11 104.9 104.9 6 0 12 12 105.3 104.9 45 0.0088 8 13 DS 105.4 10 >0.005 4 14 DS 105.4 13 >0,005 4 CITY OF PORT TOWNSEND' PERMIT ACTIVITY LOG PERMIT # T L-D Og -- 6 DATE RECEIVED C0 - �- O SCOPE OF WORK: tAr-- Lo C �� DATE ACTION INITIALS 0q ENTERED INTO CHET CHECKED FOR COMPLETENESS Zoning: f- Setbacks OK? Lot Size: Building Size: Lot Coverage: FAR OK? Height OK? Parking OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? y .Richard Beres Architects, P.c 719 Taylor Street richardCrichardbergarchitects.com Port Townsend,WA 98368 Phone: (360)379-8090 Fax: (360)379-8324 June 2n1,2009 Gravity loads for. . . 5665 REGISTERED L RCi'ITECT Secret Cottages, Unit 2 838 Linclon St. RICHARO C. N. BERG Port Townsend, WA JUN j 2G09 STATE of WAMiNMIV 98368 CITY OF PORT TOWNSEND BEAMS & HEADERS: DSD Ride beam _...., _ .125 x 9"Glulam 24F-V4 B. Roof header 6x10 DF #1 C. Window header 3) 2x6 DF #2 D. Window header 2 2x6 DF #2 E. Window header 2 2x6 DF #2 F. Upper floor header 6x10 DF #2 G. Upper floor header 2 2x6 DF #2 H. Upper floor beam 6x8 DF #1 J. Upper floor continuous header 3.5 x 14" Versa-lam 3100 Fb K. Upper floor beam 3.5 x 9.5" Versa-lam 3100 Fb L. Window header 2 2x8 DF #2 M. Window header 2 2x8 DF #2 N. Upper floor beam 3.5 x 11.25" Versa-lam 3100 Fb P. Main floor beam 4x10 DF 92 Q. Main floor beam 6x12 DF #2 R. Main floor beam 6x10 DF 92 JOISTS & RAFTERS: Deck 'oists 2x8 PT hem-fir#2 @16" o.c. Deck end joist 2x8 PT hem-fir Floor joists BCI-5000 1.7 x 9.5" 16" o.c. Rafters j2x10 DF #2 @ 24" o.c. FOOTINGS: 1. Basement footing 50 x 50 x 10" deep w/ 6 #4 bars E/W 2. Basement footing 36 x 36 x 10" deep w/ 4 94 bars E/VV 3. Porch footings 18 x 18 x 8" deep no reinforcement Basement ost 6x8 DF #2 FLE COPY �� Y � _ � f � . r Multi-Span Roof Beam[2006 International Residential Code(05 NDS))Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009: 2:53:01 PM Project: SECRET GARDEN UNIT 2B-Location: RIDGE BEAM"A" Summary: 5.125 IN x 9.0 IN x 22.5 FT(14+ 8.5 )/24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 16.6% Controlling Factor: Section Modulus/Depth Required 8.33 In Center Span Deflections: Dead Load: DLD-Center 021 IN Live Load: LLD-Center= 0.30 IN= U552 Total Load:Right Span Deflections: TLD-Center= 0.51 IN= U328 Dead Load: DLD-Riqht= -0.02 IN Live Load: LLD-Right= -0.07 IN=U1498 Total Load: TLD-Right= -0.08 IN=U1207 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1847 LB Dead Load: DL-Rxn-A= 1385 LB Total Load: TL-Rxn-A= 3232 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.97 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 4618 LB Dead Load: DL-Rxn-B= 3611 LB Total Load: TL-Rxn-B= 8229 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 2.47 IN Right End Reactions (Support C): Live Load: LL-Rxn-C= 1203 LB Dead-Load: -Total Load: DL-Rxn=C= 502 LB TL-Rxn-C= 1705 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-C-min= -226 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 0.51 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 14.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 14.0 FT Right Span Length: L3= 8.5 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Lenqth-Bottom of Beam: Lu3-Bottom= 8.5 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof. RP= 9. : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria. L/ 180 Center Span Loading: Uniform Load: Roof Live Load: RLL-2- 25.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 4.5 FT Roof Tributary Width Side Two: Trib-2-2= 8.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 313 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 234 PLF Total Load: wT-2= 557 PLF Right Span Loading: Uniform Load: Roof Live Load: RLL-3= 25.0 PSF Roof Dead Load: RDL-3= 15.0 PSF Roof Tributary Width Side One: Trib-1-3= 4.5 FT Roof Tributary Width Side Two: Trib-2-3= 8.0 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 313 PLF Total Dead Load(Adjusted for Roof Pitch): wD-3= 234 PLF Total Load: wT-3= 557 PLF Properties For: 24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 265 PSI Modulus of Elasticity: E= 1800000 PSI Adjusted Modulus of Elasticity: E-Min= 930000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr- 1850 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 2101 PSI Adjustment Factors: Cd=1.15 CI=0.99 Fv': Fv'= 305 PSI Adjustment Factors: Cd=1.15 Page: 2 Multi-Span Roof Beam(2006 International Residential Code(05 NDS) I Ver: 7.01.14 Bv: Jesse Thomas , Richard Berg Architects on: 06-02-2009:2:53:01 PM Protect: SECRET GARDEN UNIT 2B-Location: RIDGE BEAM"A" Design Requirements: Controlling Moment: M= -10389 FT-LB Over right support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear: V= 4250 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, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 59.33 IN3 S= 69.19 IN3 Area (Shear): Areq= 20.92 IN2 A= 46.13 IN2 Moment of Inertia(Deflection): Ireq= 170.65 IN4 1= 311.34 IN4 Multi-Span Roof Beam[2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: RIDGE BEAM"A' Summary: 5.125 IN x 9.0 IN x 22.5 FT(14+8.5 )/24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 16.6% Controlling Factor: Section Modulus/Depth Required 8.33 In LOADING DIAGRAM A B C Center Span = 14 ft Right Span =8.5 ft Multi-Span Roof Beam(2006 International Residential Code(05 NDS))Ver: 7.01.14 Bv: Jesse Thomas , Richard Berq Architects on: 06-09-2009: 2:01:35 PM Project: SECRET GARDEN UNIT 2B-Location: RIDGE BEAM"A"-FULL SPAN Summary: 5.125 IN x 13.5 IN x 21.0 FT /24F-V4-Visually Graded Western Species- Dry Use Section Adequate By: 7.7% Controlling Factor: Moment of Inertia/Depth Required 13.17 In Center Span Deflections: Dead Load: DLD-Center— 0.58 IN Live Load: LLD-Center— 0.72 IN=U349 Total Load: TLD-Center— 1.30 IN=U194 Camber Required: C= 0.87 IN Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3281 LB Dead Load: DL-Rxn-A= 2618 LB Total Load: TL-Rxn-A= 5900 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.77 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 3281 LB Dead Load: DL-Rxn-B= 2618 LB Total Load: TL-Rxn-B= 5900 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.77 IN Beam Data: Center Span Length: L2= 21.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT' Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 21.0 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 9. : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 25.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 4.5 FT Roof Tributary Width Side Two: Trib-2-2= 8.0 FT Beam Self Weight: BSW= 15 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 313 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 234 PLF Total Load: wT-2= 562 PLF Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 265 PSI Modulus of Elasticity: E= 1800000 PSI Adjusted Modulus of Elasticity: E-Min= 930000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb'(Tension): Fb'= 2728 PSI Adjustment Factors: Cd=1.15 Cv=0.99 Fv': Fv'= 305 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 30973 FT-LB 10.5 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= 5310 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= 136.26 IN3 S= 155.67 IN3 Area(Shear): Areq= 26.13 IN2 A= 69.19 IN2 Moment of Inertia(Deflection): Ireq= 975.50 IN4 1= 1050.79 IN4 Multi-Span Roof Beam[2006 International Residential Code(05 NDS)]Ver. 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-09-2009 Project: SECRET GARDEN UNIT 2B-Location: RIDGE BEAM"A"-FULL SPAN Summary: 5.125 IN x 13.5 IN x 21.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 7.7% Controlling Factor. Moment of Inertia/Depth Required 13.17 In LOADING DIAGRAM A B Center Span =21 ft Multi-Span Roof Beamr 2006 International Residential Code(05 NDS))Ver: 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009: 2:53:03 PM Project: SECRET GARDEN UNIT 2B-Location: ROOF HEADER"B" Summary: 5.5 IN x 9.5 IN x 3.17 FT /#1 -Douglas-Fir-Larch Dry Use Section Adequate By: 63.8% Controlling Factor: Section Modulus/Depth Required 7.42 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN=U4517 Total Load: TLD-Center= 0.02 IN=U2528 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2316 LB Dead Load: DL-Rxn-A= 1829 LB Total Load: TL-Rxn-A= 4145 LB Bearing Length Required(Beam only, support capacity not checked): BL-A=' 1.21 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2302 LB Dead Load: DL-Rxn-B= 1818 LB Total Load: TL-Rxn-B= 4119 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.20 IN Beam Data: Center Span Length: L2= 3.17 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 3.08 FT Center Span Unbraced Length-Bottom of Beam: Lu2=Bottom= 3:17 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 0. : 12 Live,Load=Deflect.•Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Load: Roof Live Load: RLL-2- 25.0 PSF Roof-Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.0 FT Roof Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 11 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 0 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 0 PLF Total Load: wT-2= 11 PLF Point Load Live Load: PL-2= 4618 LB Dead Load: PD-2= 3611 LB Location(From left end of span): X-2= 1.58 FT Properties For: #1-Douglas-Fir-Larch Bending Stress: Fb= 1350 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'= 1548 PSI Adjustment Factors: Cd=1.15 CI=1.00 CF=1.00 v' Fv'= 196 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6515 FT-LB 1.585 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= 4137 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 50.50 IN3 Area(Shear): S= 82.73 IN3Areq= 31.74 IN2 A= 52.25 IN2 Moment of Inertia(Deflection): Ireq= 27.98 IN4 1= 392.96 IN4 Multi-Span Roof Beam[2006 International Residential Code(05 NDS))Ver: 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: ROOF HEADER"B" Summary: 5.5 IN x 9.5 IN x 3.17 FT /#1 -Douglas-Fir-Larch-Dry Use Section Adequate By:63.8% Controlling Factor Section Modulus/Depth Required 7.42 In LOADING DIAGRAM P1 A B Center Span =3.17 ft Multi-Span Roof Beam[2006 International Residential Code(05 NDS))Ver. 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009: 2:53:05 PM Proiect: SECRET GARDEN UNIT 2B-Location:WINDOW HEADER"C" Summary: (3 ) 1.5 IN x 5.5 IN x 3.25 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 9.8% Controlling Factor: Section Modulus/Depth Required 5.25 In Center Span Deflections:. Dead Load: DLD-Center= 0.02 IN Live Load: LLD-Center- 0.02 IN=U1708 Total Load: TLD-Center= 0.04 IN=U949 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 949 LB Dead Load: DL-Rxn-A= 785 LB Total Load: TL-Rxn-A= 1734 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.62 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 898 LB Dead Load: DL-Rxn-B= 747 LB Total Load: TL-Rxn-B= 1645 LB Bearing Length Required (Beam only, support capacity not checked): B =B= 0:45 IN Beam Data: Center Span Length: L2= 3.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.25 FT Live Load Duration Factor. Cd= 1.15 Pitch Of Roof. :D,, -Live Load Deflect: Criteria: RP=U 12 240 Total Load Deflect. Criteria: Lt 180 Center Span Loading: Uniform Load: Roof Live Load: L-2= 25.0 PSF R Roof Dead Load: R LL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 0.0 FT Roof Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 40 PLF Total Live Load: wL-2= 0 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 40 PLF Total Load: wT-2= 45 PLF Point Load Live Load: PL-2= 1847 LB Dead Load: PD-2= 1385 LB Location(From left end of span): X-2= 1.58 FT Properties For.#2-Douglas-Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 90 Modulus of Elasticity: E= 1600180 PSI 0 PSI 0000 Adjusted Modulus of Elasticity: E=Min= 60 PSI Stress Perpendicular to Grain: Fc�erp= 000 PSI Adjusted Properties Fb'(Tension): Fb'= 1547 PSI Adjustment Factors: Cd=1.15 CF=1.30 Cr=-1.15 FV' Fv'= 207 PS! Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2664 -FT-LB 1.593 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= 1714 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 20.66 IN3 Area (Shear): S= 22.69 IN3 Areq= 12.42 IN2 Moment of Inertia(Deflection): A= 24.75 IN2 Ireq= 11.83 IN4 1= 62.39 IN4 Multi-Span Roof Beam[2006 International Residential Code(05 NDS)]Ver. 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location:WINDOW HEADER"C" Summary- (3 )1.5 IN x 5.5 IN x 3.25 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 9.8% Controllin Factor: Section Modulus/Depth Required 5.25 In LOADING DIAGRAM P1 A B Center Span =3.25 ft Multi-Span Roof Beamf 2006 International Residential Code(05 NDS))Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009:2:53:08 PM Project: SECRET GARDEN UNIT 2B-Location: WINDOW HEADER"D" Summary: (2 ) 1.5 IN x 5.5 IN x 2.75 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 40.3% Controlling Factor. Section Modulus/Depth Required 4.64 In Center Span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center- 0.01 IN=U2439 Total Load: TLD-Center- 0.02 IN=U1648 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 599 LB Dead Load: DL-Rxn-A= 310 . LB Total Load: TL-Rxn-A= 909 LB Bearing Len qth Required (Beam only, support capacity not checked): BL-A= 0.48 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 604 LB Dead Load: DL-Rxn-B= 312 LB Total Load: TL-Rxn-B= 916 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.49 IN Beam Data: Center Span Length: L2= 2.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 2.75 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RR= .0. 12 Live'Load`Deflect."Criteria: U 240 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Load: Roof Live Load: RLL-2= 25.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Tdb-1-2= 0.0 FT Roof Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW- 4 PLF Wall Load: Wall-2= 40 PLF Total Live Load: wL-2= 0 PLF Total Dead Load(Adjusted for Roof Pitch): wD-2= 40 PLF Total Load: wT-2= 44 PLF Point Load Live Load: PL-2= 1203 LB Dead Load: PD-2= 502 LB Location(From left end of span): X-2= 1.38 FT 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'= 1346 PSI Adjustment Factors: Cd=1.15 CF=1.30 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1209 FT-LB 1.375 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= 896 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= 10.78 1N3 i Area (Shear): S= 15.13 IN3 Areq= 6.50 IN2 A= 16.50 IN2 Moment of Inertia(Deflection): Ireq= 4.54 IN4 1= 41.59 IN4 Multi-Span Roof Beam[2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location:WINDOW HEADER"D" Summary: (2 ) 1.5 IN x 5.5 IN x 2.75 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 40.3% Controlling Factor Section Modulus/Depth Required 4.64 In LOADING DIAGRAM P1 If B Center Span =2.75 ft Multi-Span Roof Beam[2006 International Residential Code(05 NDS)[Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009: 2:53:10 PM Project:SECRET GARDEN UNIT 2B-Location.-WINDOW HEADER"E" Summary: (2 ) 1.5 IN x 5.5 IN x 6.25 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 44.4% Controlling Factor: Section Modulus/Depth Required 4.58 In Center Span Deflections: Dead Load: Live Load: DLD-Center= 0.05 IN Total Load: LLD-Center= 0.07 IN=U1057 Center Span Left End Reactions(Support A): TLD-Center- 0.12 IN =U605 Live Load: Dead Load: LL-Rxn-A= 430 LB Total Load: DL-Rxn-A= 322 LB Bearinq Length Required(Beam only, support capacity not checked : TL-Rxn-A= .4 LB Center Span Right End Reactions(Support B): ) BL-A= 0.40 IN Live Load: Dead Load: LL-Rxn-B= 430 LB Total Load: DL-Rxn-B= 322 LB Bearing Length Required(Beam only, support capacity not checked): TL-Rxn-B= 751 LB Beam Data: ) BL-B= 0.40 IN Center Span Length: L2= 6.25 FT Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Lu2-Top= 0.0 FT Live Load Duration Factor. Lug-Bottom= 6.25 FT Pitch Of Roof. Cd= 1.15 Live Load Deflect. Criteria: : 12 Total Load Deflect. Criteria-. U 240 Center Span Loading: U 180 Uniform Load: Roof Live Load: Roof Dead Load: RLL-2= 25.0 PSF Roof Tributary Width Side One: RDL-2= 15.0 PSF Roof Tributary Width Side Two: Trib-1-2= 4.0 FT Beam Self Weight: Trib-2-2= 1.5 FT Wall Load: BSW= 4 PLF Total Live Load: Wall-2= 10 PLF Total Dead Load(Adjusted for Roof Pitch): wL-2= 138 PLF Total Load: wD-2= 99 PLF Properties For.#2-Douglas-Fir-Larch wT-2= 240 PLF Bending Stress: Shear Stress: Fb= 900 PSI Modulus of Elasticity: Fv= 180 PSI Adjusted Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: E-Min= 5800DO PSI Adjusted Properties Fc-perp= 625 PSI Fb'(Tension):Fv': Fb'= 1346 PSI Adjustment Factors: Cd=1.15 CF=1.30 Adjustment Factors: Cd=1.15 Fv= 207 PSI Design Requirements: Controlling Moment.- 3.125 Ft from left support of span 2(Center Span) M= 1174 FT-LB Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear. At a distance d from left support of span 2(Center Span) V= 646 LB Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.47 IN3 Area (Shear): S= 15.13 IN3 Areq= 4.68 IN2 Moment of Inertia(Deflection): A= 16.50 IN2 Ireq= 12.38 IN4 I= 41.59 IN4 Multi-Span Roof Beam[2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: WINDOW HEADER"E" Summary: (2 ) 1.5 IN x 5.5 IN x 6.25 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By:44.4% Controlling Factor: Section Modulus/Depth Required 4.58 In LOADING DIAGRAM A B Center Span =6.25 ft Combination Roof and Floor Beamr 2006 International Residential Code(05 NDS))Ver: 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009: 3:35:13 PM Project: SECRET GARDEN UNIT 2B-Location: UPPER FLR HEADER"F" Summary: 5.5 IN x 9.5 IN x 8.0 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 21.9% Controlling Factor: Section Modulus/Depth Required 8.6 In Deflections: Dead Load: DLD= 0.04 IN Live Load:Total Load: LLD= 0.09 IN=U1109 Reactions(Each End): TLD= 0.13 IN=U748 Live Load: LL-Rxn= 1920 LB Dead Load: DL-Rxn= 925 LB Total Load: TL-Rxn= 2845 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.83 IN Beam Data: Span: .0 FT L= 8 Maximum Unbraced Span: Lu= 8.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 360 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 8.0 FT Roof Live Load-Side Two: RLL2= 25.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width=Side Two: RTW FT 2= 0:0 Roof Duration Factor. RTVV f= '01. 0 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 7.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 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= 200 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 150 PLF Floor Uniform Live Load: wL-floor- 280 PLF Floor Uniform Dead Load: wD-floor- 70 PLF Beam Self Weight: BSW= 11 PLF Combined Uniform Live Load: wL= 411 PLF Combined Uniform Dead Load: wD= 231 PLF Combined Uniform Total Load: wT= 711 PLF Controlling Total Design Load: wT-cont= 711 PLF Properties For. #2-Douglas-Fir-Larch Bending Stress: = 875 PSI Shear Stress: FFb= 170 PSI 30 Modulus of Elasticity: E= 10170 PSI 0 Adjusted Modulus of Elasticity: E-Min= 30000 PSI Stress Perpendicular to Grain: Fc perp= 62 PSI Adjusted Properties - Fb'(Tension):Fv': Fb'= 1006 PSI Adjustment Factors: Cd=1.15 CF=1.00 Adjustment Factors: Cd=1.15 FV= 196 PSI Design Requirements: Controlling Moment: M= 5691 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2333 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= 67.86 IN3 Area (Shear): S= 82.73 IN3Areq= 17.90 IN2 Moment of Inertia(Deflection): A= 52.25 IN2 Ireq= 127.59 IN4 I= 392.96 IN4 Combination Roof and Floor Beam[2006 International Residential Code(05 NDS)]Ver. 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: UPPER FLR HEADER"F" Summary: 5.5 IN x 9.5 IN x 8.0 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 21.9% Controlling Factor Section Modulus/Depth Required 8.6 In LOADING DIAGRAM A B Span = 8 ft Combination Roof and Floor Beam[2006 International Residential Code(05 NDS))Ver. 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009: 3:35:16 PM Proiect:SECRET GARDEN UNIT 2B-Location: UPPER FLR HEADER"G" Summary: (2 ) 1.5 IN x 5.5 IN x 8.0 FT /#2-Douplas-Fir-Larch-Dry Use Section Adequate By: 38.5% Controlling Factor: Section Modulus/Depth Required 4.67 In Deflections: Dead Load: DLD= 0.17 IN Live Load: LLD= 0.03 IN=L/2773 Total Load: TLD= 0.20 IN=U479 Reactions(Each End): Live Load: LL-Rxn= 100 LB Dead Load: DL-Rxn= 479 LB Total Load: TL-Rxn= 579 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.31 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect..Criteria: U 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 1.0 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= 0.0 'FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 10.0 PSF Floor Tributary Width-Side One: FTW1= 0.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 100 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 25 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 16 PLF Floor Uniform Live Load: wL-floor- 0 PLF Floor Uniform Dead Load: wD-floor- 0 PLF Beam Self Weight: BSW= 4 PLF Combined Uniform Live Load: wL= 25 PLF Combined Uniform Dead Load: wD= 120 PLF Combined Uniform Total Load: wT= 145 PLF Controlling Total Design Load: wT-cont= 145 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'= 1053 PSI Adjustment Factors: Cd=0.90 CF=1.30 FV: Fv'= 162 PSI Adiustment Factors: Cd=0.90 Design Requirements: Controlling Moment: M= 959 FT-LB 4.0 ft from left support Critical moment created by dead loads only on all span(s). Controlling Shear: V= 431 LB At a distance d from support. Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.92 IN3 S= 15:13 IN3 Area(Shear): Areq= 3.99 IN2 A= 16.50 IN2 Moment of Inertia (Deflection): lreq= 20.85 IN4 I= 41.59 IN4 Combination Roof and Floor Beam(2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: UPPER FLR HEADER"G" Summary: (2) 1.5 IN x 5.5 IN x 8.0 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 38.5% Controlling Factor: Section Modulus/Depth Required 4.67 In LOADING DIAGRAM A B Span =8 ft Uniformly Loaded Floor Beam(2006 International Residential Code(05 NDS)I Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009: 3:35:11 PM Project: SECRET GARDEN UNIT 2B-Location: UPPER FLR BEAM"H" Summary: 5.5 IN x 7.5 IN x 9.5 FT /#1 -Douglas-Fir-Larch-Dry Use Section Adequate By: 27.3% Controlling Factor. Section Modulus/Depth Required 6.65 In Deflections: Dead Load: DLD= 0.05 IN Live Load:Total Load: LLD= 0.17 IN=U687 Reactions(Each End): TLD= 0.21 IN=U536 Live Load: LL-Rxn= 1330 LB Dead Load:Total Load: DL-Rxn= 375 LB TL-Rxn= 1705 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.50 IN Beam Data: Span: L= 9.5 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 36D Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 7.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF --Tributary Width=Side Two: TV1(2= 0.0 FT Live Load Duration Factor. Cd= 10.0 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: L= 280 PLF Beam Self Weight: BS w L= 9 PLF Beam Total Dead Load: wD= 79 PLF Total Maximum Load: wT= 39 PLF Properties For.#1-Douglas-Fir-Larch Bending Stress: Fb= 120D PSI Shear Stress: Fv= 10 Modulus of Elasticity: E= 1600170 PSI 0 PSI 0000 Adjusted Modulus of Elasticity: E-Min= 60 PSI c Stress Perpendicular to Grain: F Adjusted Properties — perp= PSI 000 Fb'(Tension):Fv. Fb'= 1200 PSI Adjustment Factors: Cd=1.00 CF=1.00 Adjustment Factors: Cd=1.00 Fv= 170 PSI Design Requirements: Controlling Moment: M= 4049 FT-LB 4.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1500 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= 40.49 IN3 Area(Shear): S= 51.56 IN3 Areq= 13.24 IN2 Moment of Inertia(Deflection): A= 41.25 IN2 Ireq= 101.26 IN4 1= 193.36 IN4 Uniformly Loaded Floor Beam[2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: UPPER FLR BEAM"H" Summary: 5.5 IN x 7.5 IN x 9.5 FT /#1 -Douglas-Fir-Larch-Dry Use Section Adequate By: 27.3% Controlling Factor: Section Modulus/Depth Required 6.65 In LOADING DIAGRAM A B Span =9.5 fit Multi-Span Floor Beam[2006 International Residential Code(05 NDS))Ver: 7.01.14 Bv: Jesse Thomas , Richard Berg Architects on: 06-02-2009:3:35:19 PM Proiect: SECRET GARDEN UNIT 2B-Location: UPPER FLR HEADER"J" Summary: 3.5 IN x 14.0 IN x 17.5 FT(11.5+6 )/Versa-Lam 3100 Fb-Boise Cascade Section Adequate By: 14.1% Controlling Factor:Area/Depth Required 12.27 In Center Span Deflections: Dead Load: DLD-Center- 0.08 IN Live Load: LLD-Center= 0.13 IN=U1083 Total Load: TLD-Center- 0.21 IN=U657 Right Span Deflections: Dead Load: DLD-Right= -0.01 IN Live Load: LLD-Riqht= -0.02 IN=U3101 Total Load: TLD-Right= -0.03 IN=U2269 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3061 LB Dead Load,: DL-Rxn-A= 1580 LB Total Load: TL-Rxn-A= 4640 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.77 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 9460 LB Dead Load: DL-Rxn-B= 6203 LB Total Load: TL-Rxn-B= 15662 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 5.97 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= .1853 LB Dead'Load: DL-Rxn-C= -136 LB Total Load: TL-Rxn-C= 1717 LB Design For Uplift Loads(Includes Uplift Factor of Safetv) Rxn-C-min= -1687 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 0.65 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 11.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.5 FT Right Span Length: L3= 6.0 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 6.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 5.0 FT Floor Tributary Width Side Two: Trib-2-2= 6.5 FT Beam Self Weight: BSW= 14 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 460 PLF Total Dead Load: wD-2= 115 PLF Total Load: wT-2= 589 PLF Point Load Live Load: PL-2= 2966 LB Dead Load: PD-2= 3616 LB Location(From left end of span): X-2= 6.75 FT Right Span Loading: Uniform Load: Floor Live Load: FLL-3= 40.0 PSF Floor Dead Load: FDL-3= 10.0 PSF Floor Tributary Width Side.One: Trib-1-3= 5.0 FT Floor Tributary Width Side Two: Trib-2-3= 6.5 FT Beam Self Weight: BSW= 14 PLF Wall Load: Wall-3= 0 PLF Total Live toad: wL-3= 460 PLF Total Dead Load: wD-3= 115 PLF Total Load: wT-3= 589 PLF Point Load Live Load: PL-3= 1686 LB Dead Load: PD-3= 1768 LB Location (From left end of span): X-3= 2.5 FT Properties For: Versa-Lam 3100 Fb-Boise Cascade Bending Stress: Fb= 3100 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 2000000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Page:6 Multi-Span Floor Beamf 2006 International Residential Code(05 NDS))Ver: 7.01.14 Bv:Jesse Thomas , Richard Berg Architects on:06-02-2009: 3:35:19 PM Project:SECRET GARDEN UNIT 2B-Location: UPPER FLR HEADER"J" Fb'(Compression Face in Tension): Fb'= 2745 PSI Adjustment Factors: Cd=1.00 CI=0.90 CF=0.98 Fv': Fv'= 285 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= -18247 FT-LB Over right support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear: V= 8161 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, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 79.76 IN3 Area(Shear): S= 114.33 IN3Areq= 42.95 IN2 Moment of Inertia(Deflection): A= 49.00 IN2Ireq= 292.48 IN4 1= 800.33 IN4 Multi-Span Floor Beam[2006 International Residential Code(05 NDS)]Ver. 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: UPPER FLR HEADER"J" Summary: 3.5 IN x 14.0 IN x 17.5 FT(11.5+6)/Versa-Lam 3100 Fb-Boise Cascade Section Adequate By: 14.1% Controlling Factor:Area/Depth Required 12.27 In LOADING DIAGRAM P1 P1 A B C Center Span = 11.5 ft Right Span =6 ft Multi-Span Roof Beamr 2006 International Residential Code(05 NDS))Ver: 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009 : 3:35:25 PM Project:SECRET GARDEN UNIT 2B-Location: UPPER FLR BEAM"K" Summary: 3.5 IN x 9.5 IN x 22.0 FT(12.5+9.5)/Versa-Lam 3100 Fb-Boise Cascade Section Adequate By: 98.4% Controlling Factor: Section Modulus/Depth Required 6.77 In Center Span Deflections: Dead Load: DLD-Center- 0.15 IN Live Load: LLD-Center- 0.15 IN= U970 Total Load: TLD-Center- 0.30 IN= U497 Right Span Deflections: Dead Load: DLD-Riqht= 0.02 IN Live Load: LLD-Right= 0.06 IN=U1971 Total Load: TLD-Right= 0.07 IN=U1531 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1139 LB Dead Load: DL-Rxn-A= 1288 LB Total Load: TL-Rxn-A= 2428 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.92 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2966 LB Dead Load: DL-Rxn-B= 3616 LB Total Load: TL-Rxn-B= 6582 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 2.51 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= .90Q LB_ Dead Load: DL-Rxn-C= 795 LB Total Load: TL-Rxn-C= 1696 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 0.65 1N Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 12.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT Right Span Length: L3= 9.5 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Lenqth-Bottom of Beam: Lu3-Bottom= 9.5 FT Live Load Duration Factor. Cd= 1.15 Pitch Of Roof. RP= 9. : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Load: Roof Live Load.- RLL-2= 25.0 PSF Roof Dead Load: RDL-2= 15.0 PSF Roof Tributary Width Side One: Trib-1-2= 7.0 FT Roof Tributary Width Side Two: Trib-2-2= 1.5 FT Beam Self Weight: BSW- 10 PLF Wall Load: Wall-2= 90 PLF Total Live Load: wL-2= 213 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 249 PLF Total Load: wT-2= 472 PLF Right Span Loading: Uniform Load: Roof Live Load: RLL-3- 25.0 PSF Roof Dead Load: RDL-3= 15.0 PSF Roof Tributary Width Side One: Trib-1-3= 7.0 FT Roof Tributary Width Side Two: Trib-2-3= 1.5 FT Beam Self Weight: BSW= 10 PLF Wall Load: Wall-3= 90 PLF Total Live Load: wL-3= 213 PLF Total Dead Load(Adjusted for Roof Pitch): wD-3= 249 PLF Total Load.- wT-3= 472 PLF Properties For Versa-Lam 3100 Fb-Boise Cascade - Bendinq-Stress° - -- Fb= 3100 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750. PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 3405 PSI Adjustment Factors: Cd=1.15 CI=0.93 CF=1.03 FV: Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= -7530 FT-LB Over right support of span 2(Center Span) Page: 10 Multi-Span Roof Beam)2006 International Residential Code(05 NDS))Ver: 7.01.14 By:Jesse Thomas , Richard Berq Architects on: 06-02-2009: 3:35:25 PM Project: SECRET GARDEN UNIT 2B-Location: UPPER FLR BEAM Y" Critical moment created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear: At a distance d from right support of span 2(Center Span) V= 3196 LB Critical shear created by combining all dead loads and live loads on span(s)2, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 26.54 IN3 Area (Shear): S= 52.65 IN3 Areq= 14.63 IN2 Moment of Inertia(Deflection): A= 33.25 IN2 Ireq= 90.60 IN4 I= 250.07 IN4 Multi-Span Roof Beam[2006 International Residential Code(05 NDS)]Ver. 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009 Project:SECRET GARDEN UNIT 2B-Location: UPPER FLR BEAM"K" Summary: 3.5 1N x 9.5 IN x 22.0 FT(12.5 + 9.5 )/Versa-Lam 3100 Fb-Boise Cascade Section Adequate By: 98.4% Controlling Factor: Section Modulus/Depth Required 6.77 In LOADING DIAGRAM A B C Center Span =12.5 ft F Right Span =9.5 ft Multi-Span Floor Beam(2006 International Residential Code(05 NDS)I Ver: 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009: 3:35:21 PM Project: SECRET GARDEN UNIT 213-Location: WINDOW HEADER"L" Summary: ( 2) 1.5 IN x 7.25 IN x 3.25 FT /#2-Douglas-Fir-Larch -Dry Use Section Adequate By: 118% Controlling Factor:Area/Depth Required 6.37 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN=U3794 Total Load: TLD-Center- 0.02 IN = U1995 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 685 LB Dead Load: DL-Rxn-A= 541 LB Total Load: TL-Rxn-A= 1226 LB Bearing Length Required (Beam only, support capacity not checked): BL A= 0.65 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1299 LB Dead Load: DL-Rxn-B= 1234 LB Total Load: TL-Rxn-B= 2533 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.35 IN Beam Data: Center Span Length: L2= 3.25 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0:0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 3.25 FT Live_Load..Deflect..Criteria: --U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 6.5 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 80 PLF Total Live Load: wL-2= 260 PLF Total Dead Load: wD-2= 145 PLF Total Load: wT-2= 410 PLF Point Load Live Load: PL-2= 1139 LB Dead Load: PD-2= 1288 LB Location(From left end of span): X-2= 2.5 FT 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= 580DD0 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties — Fb'(Tension): Fb'= 1080 PSI Adjustment Factors: Cd=1.00 CF=1.20 FV: FV'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1779 FT-LB 2.503 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= 2293 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= 19.76 IN3 S= 26.28 IN3 Area(Shear): Areq= 19.11 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 11.46 IN4 1= 95.27 IN4 Multi-Span Floor Beam[2006 International Residential Code(05 NDS)]Ver. 7.01.14 By:Jesse Thomas, Richard Berg Architects on: 06-02-2009 Project:SECRET GARDEN UNIT 2B-Location: WINDOW HEADER"L" Summary: (2) 1.5 IN x 7.25 IN x 3.25 FT /#2-Douglas-Fir-Larch-.Dry Use Section Adequate By: 13.8% Controlling Factor:Area/Depth Required 6.37 In LOADING DIAGRAM P1 A B Center Span =3.25 ft Multi-Span Floor Beam[2006 International Residential Code(05 NDS)I Ver- 7.01.14 By: Jesse Thomas, Richard Berq Architects on: 06-02-2009: 3:35:23 PM Project: SECRET GARDEN UNIT 2B-Location:WINDOW HEADER"M" Summary: (2 ) 1.5 IN x 7.25 IN x 4.25 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By:45.9% Controlling Factor:Area/Depth Required 5.45 In Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center- 0.02 IN=U3261 Total Load: TLD-Center- 0.03 IN =U1757 Center Span Left End Reactions(Support A): Live Load: LL-Rxn A= 537 LB Dead Load: DL-Rxn-A= 464 LB Total Load: TL-Rxn-A= 1000 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.53 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1262 LB Dead Load: DL-Rxn-B= 1064 LB Total Load. TL-Rxn-B= 2326 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.24 IN Beam Data: Center Span Length: L2= 4.25 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.25 FT Live Load-Deflect-Criteria: U 360 7dtal'EdadDeflect. Criteria: U 240 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 0.0 FT Floor Tributary Width Side Two: Trib-2-2= 5.0 FT Beam Self Weight: BSW= 5 PLF Wall Load: Wall-2= 120 PLF Total Live Load: wL-2= 200 PLF Total Dead Load: wD-2= 170 PLF Total Load.- wT-2= 375 PLF Point Load Live Load: PL-2= 949 LB Dead Load: PD-2= 785 LB Location (From left end of span): X-2= 3.75 FT 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'= 1080 PSI Adjustment Factors: Cd=1.00 CF=1.20 FV: Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1335 FT-LB 2.678 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= 1788 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= 14.83 IN3 Area (Shear): S= 26.28 IN3Areq= 14.90 IN2 A= 21.75 IN2 Moment of Inertia(Deflection): Ireq= 13.01 IN4 1= 95.27 IN4 Multi-Span Floor Beam[2006 International Residential Code(05 NDS))Ver: 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location:WINDOW HEADER"M" Summary: (2 ) 1.5 IN x 7.25 IN x 4.25 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 45.9% Controlling Factor:Area/Depth Required 5.45 In LOADING DIAGRAM P1 A B Center Span =4.25 ft Multi-Span Floor Beam[2006 International Residential Code(05 NDS)1 Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009: 3:35:17 PM Project: SECRET GARDEN UNIT 28-Location: UPPER FLR BEAM "N" Summary: 3.5 IN x 11.25 IN x 12.5 FT /Versa-Lam 3100 Fb-Boise Cascade Section Adequate By: 29.7% Controlling Factor Section Modulus/Depth Required 9.88 In Center Span Deflections: Dead Load: Live Load: DLD-Center-- Total Load: LLD-Center= 0�21 IN Center Span Left End Reactions(Support A): 0.21 IN=U722 Live Load: TLD-Center- 0.42 IN=U359 Dead Load: Total Load: LL-Rxn-A= 1130 LB Bea in Length Required(Beam only, support capacity not checked): DL-�-A 1329 LB Center Span Right End Reactions(Support B): TL-Rxn-A= 2459 LB Live Load: BL-A= 0.94 IN Dead Load: Total Load: LL-Rxn-B= 1686 LB Bearing Length Required(Beam only, support capacity not checked): DL-�-g 1768 LB Beam Data: TL-Rxn-B= 3454 LB Center Span Length: BL-B= 1.32 IN Center Span Unbraced Length-Top of Beam:Center Span Unbraced Length-Bottom of Beam: 12.5 FT Live Load Deflect. Criteria: Lu2-Top= D.0 Total Load Deflect. Criteria: Lu2-Bottom= 10.0 FT FT Center Spahlobading'" L/ 360 Uniform Load: V 240 Floor Live Load: Floor Dead Load: Floor Tributary Width Side One: FLL-2= 40.0 PSF Floor Tributary Width Side Two: FDL-2 10.0 PSF Beam Self Weight: Trib-1-2= 1.0 FT Wall Load: Trib 22= 0.0 FT Total Live Load: BSW= 11 PLF Total Dead Load: Wall-2= 80 PLF Total Load: wL-2= 40 PLF Point Load wD-2= 90 PLF Live Load: �'T-2= 141 PLF Dead Load: Location(From left end of span): PL-2= 2316 LB Properties For: Versa-Lam 3100 Fb-Boise Cascade PD-2 1829 LB Bending Stress: X-2= 7.75 FT Shear Stress: Modulus of Elasticity: Fb= 3100 PSI Stress Perpendicular to Grain: Fv= 285 PSI Adjusted Properties E= 2000000 PSI Fb'(Tension): Fc perp= 750 PSI C Adjustment Factors: d=1.00 CF=1.01 Fb'= Fv': 3122 PSI Adjustment Factors: Cd=1.00 Design Requirements: Fv'= 285 PSI Controlling Moment: 7.75 Ft from left support of span 2(Center Span) Critical moment'created by combining all Controlling Shear: dead loads and live loads on span(s)2 M 14811 FT-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 spans)2 V 3330 LB Comparisons With Required Sections: Section Modulus(Moment): Area (Shear): Sreq= 56.92 IN3 S= 73.83 IN3 Moment of Inertia(Deflection): Are 17.53 IN2 A= 39.38 IN2 Ireq= 277.77 IN4 1= 415.28 IN4 Multi-Span Floor Beam[2006 International Residential Code(05 NDS))Ver: 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: UPPER FLR BEAM"N" Summary: 3.5 IN x 11.25 IN x 12.5 FT /Versa-Lam 3100 Fb-Boise Cascade Section Adequate By: 29 7% Controlling Factor Section Modulus/Depth Required 9.88 In LOADING DIAGRAM P1 A B Center Span =12.5 ft Uniformly Loaded Floor Beamf 2006 International Residential Code(05 NDS)1 Ver: 7.01.14 Bv: Jesse Thomas , Richard Berq Architects on: 06-02-2009: 3:49:07 PM Protect: SECRET GARDEN UNIT 2B-Location: MAIN FLR BEAM"P" Summary: 3.5 IN x 9.25 IN x 9.25 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 17.6% Controlling Factor. Section Modulus/Depth Required 8.53 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.12 IN=L/889 Total Load: TLD= 0.16 IN=L/697 Reactions(Each End): Live Load: LL-Pxn= 1295 LB Dead Load: DL-Rxn= 356 LB Total Load: TL-Rxn= 1651 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.75 IN Beam Data: Span: L= 9.25 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 0.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF "Tributary Widthi:Side Two: - TW2= 7'0' FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 280 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 77 PLF Total Maximum Load: wT= 357 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'= 1080 PSI Adjustment Factors: Cd=1.00 CF=1.20 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3818 FT-LB 4.625 fit from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1387 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= 42.43 IN3 S= 49.91 IN3 Area(Shear): Areq= 11.56 IN2 A= 32.38 IN2 Moment of Inertia(Deflection): Ireq= 93.48 IN4 1= 230.84 IN4 Uniformly Loaded Floor Beam[2006 International Residential Code(05 NDS))Ver: 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: MAIN FLR.BEAM"P" Summary: 3.5 IN x 9.25 IN x 9.25 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 17.6% Controlling Factor. Section Modulus/Depth Required 8.53 In LOADING DIAGRAM A B Span =9.25 ft Multi-Span Floor Beam(2006 International Residential Code(05 NDS) )Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 : 3:49:11 PM Project: SECRET GARDEN UNIT 2B-Location: MAIN FLR BEAM"Q"(DF#2) Summary: 5.5 IN x 11.5 IN x 16.75 FT(11.2+5.5 )/#2-Douqlas-Fir-Larch-Dry Use Section Adequate By: 14.5% Controlling Factor: Section Modulus/Depth Required 10.75 In Center Span Deflections: Dead Load: DLD-Center- 0.04 IN Live Load: LLD-Center= 0.11 IN=U1225 Total Load: TLD-Center= 0.15 IN=U893 Right Span Deflections.- Dead Load: DLD-Right= 0.00 IN Live Load: LLD-Right= -0.02 IN =U3648 Total Load: TLD-Right= -0.02 IN=L12979 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2153 LB Dead Load: DL-Rxn-A= 844 LB Total Load: TL-Rxn-A= 2997 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.87 IN Center Span Right End Reactions(Support 2): Live Load: LL-Rxn-B= 5330 LB Dead Load: DL-Rxn-B= 2140 LB Total Load: TL-Rxn-B= 7471 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 2.17 IN Right End Reactions(Support C): Live Load: LL-Rxn=C= 1161 LB Dead Load: DL-Rxn-C= 169 LB Total Load: TL-Rxn-C= 1271 LB Design For Uplift Loads(includes Uplift Factor of Safety) Rxn-C-min= -816 LB Bearing Length Required (Beam only, support capacity not checked): BL-C= 0.37 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 11.25 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.25 FT Right Span Length: L3= 5.5 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 5.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 6.5 FT Floor Tributary Width Side Two: Trib-2-2= 5.0 FT Beam Self Weight: BSW= 14 PLF Wall Load: Wall-2= 56 PLF Total Live Load: wL-2= 460 PLF Total Dead Load: wD-2= 171 PLF Total Load: wT-2= 645 PLF Right Span Loading: Uniform Load: Floor Live Load: FLL-3= 40.0 PSF Floor Dead Load: FDL-3= 10.0 PSF Floor Tributary Width Side One: Trib-1-3= 6:5 FT Floor Tributary Width Side Two: Trib-2-3= 5.0 FT Beam Self Weight: BSW= 14 PLF Wall Load: Wall-3= 56 PLF Total Live Load: wL-3= 460 PLF Total Dead Load: wD-3= 171 PLF Total Load: wT-3= 645 PLF Properties For.#2-Douglas-Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 867 PSI Adjustment Factors: Cd=1.00 CI=0.99 CF=1.00 v' Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= -7651 FT-LB Over right support of span 2(Center Span) Pape:5 Multi-Span Floor Beam[2006 International Residential Code(05 NDS))Ver: 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009: 3:49:11 PM Project: SECRET GARDEN UNIT 2B-Location: MAIN FLR BEAM"Q"(DF#2) Critical moment created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear. V= 3726 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, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 105.84 IN3 S= 121.23 IN3 Area (Shear): Areq= 32.88 IN2 A= 63.25 IN2 Moment of Inertia (Deflection): Ireq= 204.86 IN4 1= 697.07 IN4 Multi-Span Floor Beam[2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: MAIN FLR BEAM"Q"(DF#2) Summary: 5.5 IN x 11.5 IN x 16.75 FT(11.2+ 5.5 )/#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 14.5% Controlling Factor: Section Modulus/Depth Required 10.75 In LOADING DIAGRAM A B C Center Span = 11.25 ft Right Span =5.5 ft Multi-Loaded Beam(2006 International Residential Code(05 NDS))Ver. 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009 : 3:49:09 PM Proiect: SECRET GARDEN UNIT 2B-Location: MAIN FLR BEAM"R" Summary: 5.5 IN x 9.5 IN x 14.0 FT(5.5+8.5)/#k2-Douglas-Fir-Larch-Dry Use Section Adequate By:20.0% Controlling Factor: Section Modulus/Depth Required 8.67 In Center Span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center- 0.03 IN =U2487 Total Load: TLD-Center= 0.03 IN=U1923 Right Span Deflections: Dead Load: DLD-Right= 0.01 IN Live Load: LLD-Riqht= 0.07 IN=U1518 Total Load: TLD-Right= 0.08 IN=U1279 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2133 LB Dead Load: DL-Rxn-A= 862 LB Total Load: TL-Rxn-A= 2995 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.87 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 5199 LB Dead Load: DL-Rxn-B= 2013 LB Total Load: TL-Rxn-B= 7212 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 2.10 IN Right End Reactions(Support C): Live Load: LL-Rxn-C= 3374 LB Dead"Goad' DL-Rxn-C= 1309 LB Total Load: TL-Rxn-C= 4683 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 1.36 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 5.5 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.5 FT Right Span Length: L3= 8.5 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 8.5 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 860 PLF Dead Load: wD-2= 390 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT-2= 1261 PLF Right Span Loading: Uniform Load: Live Load: wL-3= 0 PLF Dead Load: wD-3= 0 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT-3= 11 PLF Point Load 1 Live Load: PL1-3= 1920 LB Dead Load: PD1-3= 925 LB Location(From left end of span): X1-3= 8.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-3= 380 PLF Left Dead Load: TRD-Left-1-3= 95 PLF Right Live Load: TRL-Right-1-3= 380 PLF Right Dead Load: TRD-Right-1-3= 95 PLF Load Start: A-1-3= 0.0 FT Load End: B-1-3= 8.0 FT Load Length: CA-3= 8.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-3= 860 PLF Left Dead Load: TRD-Left-2-3= 390 PLF Right Live Load: TRL-Right-2-3= 860 PLF Right Dead Load: TRD-Right-2-3= 390 PLF Load Start: A-2-3= 8.0 FT Load End: B-2-3= 8.5 FT Load Length: C-2-3= 0.6 FT Properties For: *2-Douglas-Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Page:3 Multi-Loaded Beam(2006 International Residential Code(05 NDS))Ver. 7.01.14 By: Jesse Thomas , Richard Berg Architects on: OM2-2009: 3:49:09 PM Project: SECRET GARDEN UNIT'2B--Location: MAIN PLR BEAM"R Adjusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb'(Compression Face in Tension):Fv. Fb'= 870 PSI Adjustment Factors: Cd=1.00 CI=0.99 CF=1.00 Adjustment Factors: Cd=1.00 Fv= 170 PSI Design Requirements: Controlling Moment: M= -5000 FT-LB Over left support of span 3(Right Span) Critical moment created by combining all dead loads and live loads on span(s)2, 3 Controlling Shear: V= 3407 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, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 68.93 IN3 Area(Shear): S= 82.73 IN3 Areq= 30.06 IN2 Moment of Inertia(Deflection): A= 52.25 IN2 Ireq= 93.19 IN4 1= 392.96 IN4 Multi-Loaded Beam[2006 International Residential Code(05 NDS))Ver. 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: MAIN FLR BEAM "R" Summary: 5.5 IN x 9.5 IN x 14.0 FT(5.5+8.5)/#2-Douglas-Fir-Larch-Dry Use Section Adequate By:20.0% Controlling Factor. Section Modulus/Depth Required 8.67 In LOADING DIAGRAM P1 A. B .0 Center Span =5.5 ft Right Span =8.5 ft Floor Joist(2006 International Residential Code(05 NDS)1 Ver. 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009: 3:57:55 PM Project: SECRET GARDEN UNIT 2B-Location: DECK JOISTS Summary: 1.5 IN x 7.25 IN x 9.5 FT (a) 16 O.C./#2-Hem-Fir-Wet Use Section Adequate By: 2.9% Controlling Factor. Moment of Inertia/Depth Required 7.18 In Center Span Deflections: Dead Load: DLD-Center- 0.05 IN Live Load: LLD-Center- 0.23 IN=U494 Total Load: TLD-Center- 0.28 IN=U412 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 317 LB Dead Load: DL-Rxn-A= 63 LB Total Load: TL-Rxn-A= 380 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.93 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B=. 317 LB Dead Load: DL-Rxn-B= 63 LB Total Load: TL-Rxn-B= 380 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.93 IN Joist Data: Center Span Length: L2= 9.5 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,Loadinq: - Uniform Floor Loading: Live Load: LL-2= 50.0 PSF Dead Load: DL-2= 10.0 PSF Total Load: TL-2= 60.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 80 PLF Properties For:#2-Hem-Fir Bending Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc-perp= 405 PSI Adjusted Properties Fb'(Tension): Fb'= 938 PSI Adjustment Factors: Cd=1.00 CF=1.20 Cr-1.15 Ci=0.80 Fv': Fv'= 146 PSI Adjustment Factors: Cd=1.00 Cm=0.97 E': E'= 1111500 PSI E-Min': E-Min'= 401850 PSI Adjustment Factors: Cm=0.90 Fc'-perp: Fc'-perp= 271 PSI Adjustment Factors: Cm=0.90 Ci=0.95 Design Requirements: Controlling Moment: M= 903 FT-LB 4.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 334 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= 11.54 IN3 S= 13.14 IN3 Area(Shear): Areq= 3.45 IN2 A= 10.88 IN2 Moment of Inertia(Deflection): Ireq= 46.27 IN4 1= 47.63 IN4 Floor Joist[2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 28-Location: DECK JOISTS Summary: 1.5 IN x 7.25 IN x 9.5 FT @ 16 O.C. /#2-Hem-Fir-Wet Use Section Adequate By: 2.9% Controlling Factor: Moment of Inertia/Depth Required 7.18 In LOADING DIAGRAM A B Center Span =9.5 ft Multi-Span Floor Beamr 2006 International Residential Code(05 NDS)1 Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009 : 3:57:53 PM Proiect: SECRET GARDEN UNIT 2B-Location: DECK END JOIST Summary: 2.0INx7.25INx15.OFT(5+5+5)1#2-Hem-Fir-Wet Use Section Adequate By: 23.8% Controlling Factor. Section Modulus/Depth Required 6.52 In Left Span Deflections: Dead Load: DLD-Left= 0.01 IN Live Load: LLD-Left= 0.04 IN= U1582 Total Load: TLD-Left= 0.04 IN = U1382 Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center- 0.03 IN=U2319 Total Load: TLD-Center- 0.03 IN=U2283 Right Span Deflections: Dead Load: DLD-Right= 0.01 IN Live Load: LLD-Riqht= 0.04 IN = U1582 Total Load: TLD-Right= 0.04 IN= U1382 Left End Reactions(Support A): Live Load: LL-Rxn-A= 563 LB Dead Load: DL-Rxn-A= 105 LB Total Load: TL-Rxn-A= . 668 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.23 IN Center Span Left End Reactions(Support B): Live Load: LL-Rxn-B= 1500 LB Dead Load: DL-Rxn-B= 290 LB Total ioa8... _ . . TL-Rzri=B= .1790,. ..LB. Bearing Length Required (Beam only, support capacity not checked): BL-B= 3.30 IN Center Span Right End Reactions(Support C): Live Load: LL-Rxn-C= 1500 LB Dead Load: DL-Rxn-C= 290 LB Total Load: TL-Rxn-C= 1790 LB Bearing Length Required (Beam only,.support capacity not checked): BL-C= 3.30 IN Right End Reactions(Support D): Live Load: LL-Rxn-D= 563 LB Dead Load: DL-Rxn-D= 105 LB Total Load: TL-Rxn-D= 668 LB Bearing Length Required (Beam only, support capacity not checked): BL-D= 1.23 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 5.0 FT Left Span Unbraced Lenqth-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 5.0 FT Center Span Length: L2= 5.0 FT Center Span Unbraced Lenqth-Top of Beam: Lug-Top= .0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.0 FT Right Span Length: L3= 5.0 FT Right Span Unbraced Lenqth-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 5.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Floor Live Load: ELL-1= 50.0 PSF Floor Dead Load: FDL-1= 10.0 PSF Floor Tributary Width Side One: Trib-1-1= 5.0 FT Floor Tributary Width Side Two: Trib-2-1= 0.0 FT Beam Self Weight: BSW= 3 PLF Wall Load: Wall-1= 0 PLF Total Live Load: wL-1= 250 PLF Total Dead Load: wD-1= 50 PLF Total Load: wT-1= 303 PLF Center Span Loading: Uniform Load: Floor Live Load: FLL-2= 50.0 PSF Floor Dead Load: FDL-2= 10.0 PSF Floor Tributary Width Side One: Trib-1-2= 5.0 FT Floor Tributary Width Side Two: Trib-2-2= 0.0 FT Beam Self Weight: BSW= 3 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 250 PLF Total Dead Load: wD-2= 50 PLF Total Load: wT-2= 303 PLF Right Span Loading: Uniform Load: Floor Live Load: FLL-3= 50.0 PSF Pape: 2 Multi-Span Floor Beam[2006 International Residential Code(05 NDS))Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 06-02-2009: 3:57:53 PIA Project: SECRET GARDEN UNIT 2B-Location: DECK END JOIST Floor Dead Load: FDL-3= 10.0 PSF Floor Tributary Width Side One: Trib-1-3= 5.0 FT Floor Tributary Width Side Two: Trib-2-3= 0.0 FT Beam Self Weight: BSW= 3 PLF Wall Load: Wall-3= 0 PLF Total Live Load: wL-3= 250 PLF Total Dead Load: wD-3= 50 PLF Total Load: wT-3= 303 PLF Properties For:#2-Hem-Fir Bending Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 730 PSI Adjustment Factors: Cd=1.00 CI=0.98 CF=1.10 Ci=0.80 Fv': FV= 146 PSI Adjustment Factors: Cd=1.00 Cm=0.97 E': E'= 1111500 PSI E-Min': E-Min'= 401850 PSI Adiustment Factors: Cm=0.90 Ci=0.95 Fc' pi rp_..:... ._ .. . Fc'_perp= 271 PSI Adiustment Factors: Cm=0.90 Ci=0.95 Design Requirements: Controlling Moment: M= -861 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: V= 747 LB At a distance d from left support of span 3(Right Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 14.15 IN3 S= 17.52 IN3 Area(Shear): Areq= 7.70 IN2 A= 14.50 IN2 Moment of Inertia (Deflection): ireq= 14.45 IN4 1= 63.51 IN4 Multi-Span Floor Beam[2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009 Project:SECRET GARDEN UNIT 213-Location: DECK END JOIST Summary: 2.OINx7.25INx15.OFT(5+ 5+ 5)/#2-Hem-Fir-Wet Use Section Adequate By: 23.8% Controlling Factor. Section Modulus/Depth Required 6.52 In LOADING DIAGRAM A B C D Left Span =5 ft F Center Span =5 ft Right Span =5 ft Floor —cf 2006 International Residential Code(05 ND:,, , %fer: 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009: 4:00:06 PM Project: SECRET GARDEN UNIT 2B-Location: FLOOR JOISTS Summary: SERIES 5000 1.7/9.5-Boise Cascade x 13.5 FT t7a, 16 O.C. Section Adequate By: 23.9% Controlling Factor:Allowable Deflection * I-joists were Preliminarily designed using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Center Span Deflections: Dead Load: DLD-Center- 0.07 IN Live Load: LLD-Center- 0.27 IN =U595 Total Load: TLD-Center- 0.34 IN=U476 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 360 LB Dead Load: DL-Rxn-A= 90 LB Total Load: TL-Rxn-A= 450 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.75 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 360 LB Dead Load: DL-Rxn-B= 90 LB Total Load: TL-Rxn-B= 450 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.75 IN Joist Data: Center Span Length: L2= 13.5 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= 10.0 PSF Total Load: TL-2= 50.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 67 PLF Properties For: SERIES 5000 1.7/9.5-Boise Cascade Depth: D= 9.5 IN Moment Capacity: Mcap= 2460 FT-LB Shear Capacity: Vcap= 1475 LB El: EI= 160000000 LB-IN2 End Reaction Capacity: Rcap= 950 LB Comparisons With Required Sections: Controlling Moment: M= 1519 FT-LB Adjusted Moment Capacity: Mcap-adj= 2460 FT-LB Controlling Shear: V= 450 LB Adjusted Shear Capacity: Vcap-adj= 1475 LB El Required: El-req= 129138300 LB-IN2 El: El= 160000000 LB-IN2 Maximum End Reaction: Rmax= 450 LB Adjusted Reaction Capacity: Rcap-adj= 950 LB Floor Joist[2006 International Residential Code(05 NDS)]Ver: 7.01.14 By: Jesse Thomas, Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: FLOOR JOISTS Summary: SERIES 5000 1.7/9.5-Boise Cascade x 13.5 FT @ 16 O.C. _ Section Adequate By: 23.9% Controlling Factor. Allowable Deflection LOADING DIAGRAM A B Center Span = 13.5 ft Roof Rafter(2006 International Residential Code(05 NDS))Ver: 7.01.14 Bv: Jesse Thomas , Richard Berg Architects on: 06-02-2009: 4:03:58 PM Project: SECRET GARDEN UNIT 2B-Location: RAFTERS Summary: 1.5 IN x 9.25 IN x 17.5 FT(15.5+2)A 24 O.C./#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 4.8% Controlling Factor: Section Modulus/Depth Required 9.04 In Interior Span Deflections: Dead Load: DLD-Interior- 0.31 IN Live Load: LLD-Interior- 0.64 IN= U363 Total Load: TLD-Interior- 0.95 IN=U245 Eave Deflections(Positive Deflections used for design): Dead Load: DLD-Save= 0:00 IN Live Load: LLD-Eave= 0.02 IN=2U3104 Total Load: TLD-Eave= 0.00 IN=2U60000000 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 194 PLF 388 LB Upper Dead Load: 95 PLF 191 LB Upper Total Load: 289 PLF 578 LB Lower Live Load: 247 PLF 494 LB Lower Dead Load: 123 PLF 247 LB Lower Total Load: 370 PLF 741 LB Upper Equiv. Tributary Width: UTWeq= 9.53 FT Lower Equiv.Tributary Width: LTWeq= 12.35 FT Rafter Data: Interior Span: L= 15.5 FT Eave Span: L-Eave= 2.0 FT "Rafter Spacing: Spacing= 24:0 -IN O.C. Rafter Pitch: RP= 9.0 : 12 Roof sheathinq applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Rafter Loads: Roof Live Load: LL= 25.0 PSF Roof Dead Load: DL= 10.0 PSF Roof Duration Factor: Cd= 1.15 Slope Adjusted Spans And Loads: Interior Span: L-adj= 19.38 FT Eave Span: L-Eave-adj= 2.5 FT Rafter Live Load: wL-adi= 32 PLF Rafter Dead Load: wD-adi= 16 PLF Rafter Total Load: wT-adj= 48 PLF Properties For.#2-Douglas-Fir-Larch Bendinq 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'= 1309 PSI Adjustment Factors: Cd=1.15 CF=1.10 Cr-1.15 FV: Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2227 FT-LB 9.688 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= 445 LB At a distance d from riqht support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 20.41 IN3 S= 21.39 IN3 Area(Shear): Areq= 3.22 IN2 A= 13.88 IN2 Moment of Inertia(Deflection): Ireq= 72.65 IN4 1= 98.93 IN4 Roof Rafter[2006 International Residential Code(05 NDS))Ver. 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009 Project: SECRET GARDEN UNIT 2B-Location: RAFTERS Summary: 1.5 IN x 9.25 IN x 17.5 FT(15.5+2)@ 24 O.C./#2-Douglas-Fir-Larch-Dry Use _ Section Adequate By:4.8% Controlling Factor: Section Modulus/Depth Required 9.04 In LOADING DIAGRAM A AL Interior Span = 15.5 ft(19.38 ft) Eve =2 ft(2.5 ft) Rafter Pitch: 9: 12 Footing Design(2006 International Residential Code(05 NDS) 1 Ver. 7.01.14 BY:Jesse Thomas , Richard Berg Architects on: 06-02-2009 : 4:04:45 PM Proiect:SECRET GARDEN UNIT 2B-Location: FOOTING"1" Summary: Footing Size: 4.17 FT x 4.17 FT x 10.00 IN Reinforcement:#4 Bars @ 8.00 IN. O.C. E/W/(6)min. Footing Loads: Live Load: PL= 14790 LB Dead Load: PD= 8343 LB Total Load: PT= 23133 LB Ultimate Factored Load: Pu= 33676 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= 4.17 FT Length: L= 4.17 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= 6.00 IN Column Depth: n= 8.00 IN Bearing Calculations: Ultimate,Bearinq Pressure: Qu= 1330 --PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 16.82 SF Area Provided: A= 17.39 SF Baseplate Bearing: Bearing Required: Bearing= 33676 LB Allowable Bearing: Bearing-Allow= 142800 LB Beam Shear Calculations(One Way Shear): Beam Shear. Vul= 12632 LB Allowable Beam Shear: vc1= 26584 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 53.00 IN Punching Shear: Vu2= 31328 LB Allowable Punching Shear(ACI 11-35): vc2-a= 70391 LB Allowable Punching Shear(ACI 11-36): vc2-b= 94563 LB Allowable Punching Shear(ACI 11-37): vc2-c= 56313 LB Controlling Allowable Punching Shear: vc2= 56313 LB Bending Calculations: Factored Moment: Mu= 210641 IN-LB Nominal Moment Strength: Mn= 255549 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 IN Steel Required Based on Moment: As(1)= 0.96 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 1.00 IN2 Controllinq Reinforcing Steel: As-reqd= 1.00 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O:C: E/W/(6) Min. Reinforcement Area Provided: As= 1.18 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 22.02 IN Footing Design(2006 International Residential Code(05 NDS)]Ver: 7.01.14 BY: Jesse Thomas , Richard Berg Architects on: 06-02-2009 : 4:04:45 PM Project: SECRET GARDEN UNIT 2B-Location: FOOTING'2" Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN. O.C. E/W/(4) min. Footing Loads: Live Load: PL= 7119 LB Dead Load: PD= 2938 LB Total Load: PT= 10057 LB Ultimate Factored Load: Pu= 14916 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= 3.0 FT Length: L= 3.0 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= 4.00 IN Column Depth: n= 6.00 IN Bearing Calculations: . Ultimate Bearing Pressure: Qu= 1117 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 7.31 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing= 14916 LB Allowable Bearing: Bearing-Allow= 71400 LB Beam Shear Calculations(One Way Shear): Beam Shear. Vu1= 4868 LB Allowable Beam Shear. vc1= 19125 LB Punching Shear Calculations(Two way shear): Critical Perimeter. Bo= 45,00 IN Punching Shear. Vu2= 13471 LB Allowable Punching Shear(ACI 11-35): vc2-a= 55781 LB Allowable Punching Shear(ACI 11-36): vc2-b= 90313 LB Allowable Punching Shear(ACI 11-37): vc2-c= 47813 LB Controlling Allowable Punching Shear. vc2= 47813 LB Bending Calculations: Factored Moment: Mu= 67122 IN-LB Nominal Moment Strength: Mn= 170825 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.30 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.72 IN2 Controlling Reinforcing Steel: As-reqd= 0.72 IN2 Selected Reinforcement: 94 Bars @ 9.00 IN. O:C. ENV/(4)Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 15.00 IN Footing D-;,,gn f 2006 International Residential Code(05 NL,—,1 Ver: 7.01.14 Bv:Jesse Thomas , Richard Berg Architects on: 06-02-2009 : 4:04:46 PM Project: SECRET GARDEN UNIT 2B-Location: PORCH FOOTING"3" Summary: Footing Size: 1.5 FT x 1.5 FT x 8.00 IN *Footing has been designed without reinforcement Footing Loads: Live Load: PL= 1488 LB Dead Load: PD= 1208 LB Total Load: PT= 2696 LB Ultimate Factored Load: Pu= 3830 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Footing Size: Width: W= 1.5 FT Length: L= 1.5 FT Depth: Depth= 8.00 1N Effective Concrete Depth: d= 6.00 IN Column and Baseplate Size: Column Type: m= (Wood) IN Column Width: Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1198 PSF Effective Allowable Soil Bearing Pressure: Qe= 1400 PSF Required°Footing Area: Areq= 1.93 SF Area Provided: A= 2.25 SF Baseplate Bearing: Bearing Required: Bearing= 3830 LB Allowable Bearing: Bearing-Allow= 44200 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 638 LB Allowable Beam Shear. vc1= 4680 LB Punching Shear Calculations(Two way shear).- Critical Perimeter: Bo= 40.00 IN Punching Shear. Vu2= 2648 LB Allowable Punching Shear. vc2= 20748 LB Bending Calculations: Factored Moment: Mu= 8618 IN-LB Nominal Moment Strength: Mn= 17550 IN-LB Column[2006 International Residential Code(05 NDS))Ver: 7.01.14 By:Jesse Thomas , Richard Berg Architects on: 06-02-2009: 4:08:45 PM Proiect: SECRET GARDEN UNIT 2B-Location: BASEMENT POST Summary:. -Douglas-Fir-Larch-Dry Use 5 IN x 7.5 IN x 7.5 FT/#2 Section Adequate By: 7.9% Vertical Reactions: Live: Vert-LL-Rxn= 14790 LB Dead: Vert-DL-Rxn= 8410 LB Total: Vert-TL-Rxn= 23200 LB Axial Loads: Live Loads: PL= 14790 LB Dead Loads: PD= 8343 LB Column Self Weight: CSW= 67 LB Total Loads: PT= 23200 LB Eccentricity(X-XAxis): ex-- 0.00 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 7.5 FT Maximum Unbraced Length(X-X Axis): Lx= 7.5 FT Maximum Unbraced Length(Y-Y Axis): Ly= 7.5 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section(X-X Axis): dx= 7.50 IN Column Section(Y-Y Axis): dy= 5.50 IN Area A= 41.25 IN2 Section Modulus(X-XAxis): Sx= '51:56 IN3 Section Modulus(Y-Y Axis): Sy= 37.81 IN3 Slenderness Ratio: Lex/dx= 12.00 Ley/dy= 16.4 Properties For:#2-Douglas-Fir-Larch Compressive Stress: Fc= 700 PSI Bending Stress(X-X Axis): Fbx= 750 PSI Bending Stress(Y-Y Axis): Fby= 750 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E-Min= 470000 PSI Adjusted Properties: Fc': Fc'= 610 PSI Adiustment Factors: Cd=1.00 Cp=0.87 Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+ D) Compressive Stress: = 10 PSI Allowable Compressive Stress: FC,= 610 PSI RIGHARD BER5 AR 'ST5,P.C. 2001 DATE, 1/4/01 ��yy t'�} ii`` LLI Q �o Az O �y11 y v ce, Are` � O�m O L fj t-Z ••6 IM CEDAR SHINGLE SiDiNG,i l" REVEAL ' . (� aj�Q )( (�, = '�j -o a a DOUBLE C.OUR5E C r 2xb CEDAR BARGE RAFTER, TYPICAL — I Vio-t.,� �'� !! = Gt �t FLARE SHINGLES 1.5" a DRIP GAP . 7 1 41 5/4x8 CEDAR BAND WI WOOD DRIP CAP Q) EIl .l l l 11 1 1 1 � 1 ILU A �� 4v( 5, Sr" s 0 cd %w K q`p y , ` WOOD HANDRAIL & 3b" 3/0 X 2/0 3/0 x 2/0 ABOVE N051NG5 LIDER6 �Q(a ^L6RE55 LU VID � IU � m U w L Z i w FLARE 5141147 S 1.5" ® DRIP CAP z z 1 4x4 CEDAR NEWEL POST � Q v -' t} W � LU .: NEST ELEVATION y�. 5GALE: 1/4"= 1'-0' SHEET: OF 5HEET5 o�QoRTT BUILDING PERMIT v s`i City of Port Townsend Development Services Department �Wnst ' 250 Madison Street,Suite 3, Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-107 Permit Type Residential - Single Family-New Project Name New single Family Residence Site Address 838 LINCOLN ST Parcel# 988801101 Project Description Construct New Single Family Residence Fee Information Project Details Project Valuation $153,871.30 Decks—Residential 193 SQFT Plan Review Fee 842.50 Decks—Residential (Covered) 47 SQFT Energy Code Fee-New Single 100.00 Dwellings—Basements—Semi Finished 798 SQFT Family Unit Dwellings—Type V Wood Frame 1,197 SQFT Mechanical Permit Fee per Dwelling 150.00 Units: Heat Type: ELECTRIC BBH Unit-New Residential Plumbing Permit Fee per Dwelling 150.00 Bedrooms: 2 Construction Type: V -B Unit-New Residential Bathrooms: 2 Occupancy Type: R-3/U-1 PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 150.00 Building Permit Fee 1,296.15 State Building Code Council Fee 4.50 Technology Fee for Building Permit 25.92 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees 2,882.07 Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. Ca11385-2294 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 �-t �� r6r 50CF-61'6-Pr2vt�w lrLL Date Issued: 08/24/2009 �J Issued By: SFOSTER Signature l Date `,uq' Z�j � Date Expires: 02/20/2010 pORTTO�y BUILDING PERMIT U SRO City of Port Townsend ..,' Development Services Department �WAS 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD09-107 Permit Type Residential- Single Family-New Project Name New single Family Residence Site Address 838 LINCOLN ST Parcel# 988801101 Project Description Construct New Single Family Residence Names Associated with this Project License Type Name Contact Phone# Type License# Exp Date Applicant Secret Garden Llc Owner Secret Garden Lic Contractor Townsend Builders Michael Colbert Q- CITY 310 12/31/2009 Contractor Townsend Builders Michael Colbert Q- STATE TOWNSBI088J 03/30/2010 ***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 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 agent of the owner. Print Name Date Issued: 08/24/2009 Issued By: SFOSTER Signature Date Date Expires: 02/20/2010 D l m e e op ent Services poRT TOLL �� t, 250 lvtadEson Street;Sui#e 3n= Port Townsend;lNA 98368 tYPhone: 360 3.7,9�5095--- 1, s Y Eax: 360 344 619,, was ___ _ ityofpt:us te Residential Building Permit Application Project Address: Legal Description (or Tax#): Office--se'OnIV ° �� Lrrt c c�/r1 Sllz'e7` Addition: orr TOcu/] St'rJd A �36 sPer its ' Block:_ Z Parce dun �� rt env ti`- �zSSly��I Lot(s): Assocaied ermits `fi /� ,TcFz.san Count ) �� ' �REA xt v O 7 ,& Proje t Description: `v�ST2C/Cr N.UvJ //9 7 S5PV. 5i U64r' FAM/Ly F0S PCNG` w/ DRWC4v,1y ; ➢ Applicatio accepted by mail must include a check for initial plan review fee of$150 Y f> �' z I4; See the"Resi Permit Application Requirements"for details on ` "h � plan submittal regw ts remen . Property Owner: Lender Information: Name: 56zguT 6 AI UCA) LLL Lender information must be provided for projects Address: 7 Z I TA yLe/Z SMee f over$5,000 in valuation per RCW 19.27.095. City/St/zip: f'a�T 1-U[.J�(SE/t,�0� wA QS368 Name: Phone: "3 6 0 3-7 T' 9 b g 0 Project Valuation: $ Email: I-f chi c rd e- r i,cl�a rd 6 erg o rc 4,'/r ,.fs.co Building Information (square feet): Contact/Representative: 1"floor Garage: Name: F-:16,1-JAIZ131 OC-GAG 2nd floor 3ql Deck(s): 19 .3 Address: 7 Z/ 7-A Lcge S 7-)zC✓7 x 3rd floor Porches): . city/St/Zip: Basement: 7 qg 1s it firiished? Yes Phone: -560 •- 37%- 9'0�,q Carport: Other.- Email: rt'"drd e-,-C i64Aerri ccrc��fectj,��m Manufactured Home ❑ ADU ❑ New ElAddition ElRemodel/Repair ❑ Contractor: Name: �'OccNSc%`a Address: po, 13O X 13 q 7 Total Lot Coverage(Building Footprint): City/St/Zip: Square feet: q q e % 6 Phone: O( � "L 5s3 Impervious Surface: Email: YK"Ch ae(c e 0( I n1, P✓5. rye r Square feet: r 3 G State License#:TOLAIN 50 f 088.TQ Ex City Business License#: 000 3 /0 p � �ntWZ±2lands on the property? Y Ni'�J'p�� 99Anyn��ses (>15%)? YCN) I hereby certify that the information provided iAco I at ivaFii eitl�erh2�Vaner ! rized to act on behalf of the owner and that all activities associated with this perm accordance with State L 1'4 the Port Townsend Municipal Code. Print Name: C(r( to i2� 1 j� CITY OF PORT TOWNSEND pen Signature: Date: ��!• d.�r �},..a __.'�_�!mil:)�✓ ,�jb`;' i�„ 1u iTo • RESIvCNTIAL BUILDING PERMIT f,rJPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. .,-❑ Residential permit application. 0 Washington State Energy &Ventilation Code forms ❑Two (2) sets of plans with North arrow and scaled, no smaller than %" = 1 foot: ❑A site plan showing: ✓1. Legal description and parcel number(or tax number), ✓/ 2. Property lines and dimensions r� 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 i/ 8. Utility lines _'�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 De vei men t Services- i �oF Qoar 250,Madison Street,Suite 3 iPZ Poit Townsend WA 98368 Phone: 360-379-5095 Fax:-360,-344-4619 WA s www:cityofpt.u s Residential Building Permit Application Project Address: Legal Description (or Tax#): Office Use Only Addition: Permit#BLD09 Zoning: Block: Associated Permits: Parcel # Lot(s): Project Description: 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 Owner/Applicant: Lender information must be provided for projects Name: over$5,000 in valuation per RCW 19.27.095. Address-, Name: City/St/Zip: Phone: Project Valuation: $ Email: Building Information (square feet): 15S floor Garage: 2nd floor Deck(s): Con tact/Representative: 3`d floor Porch (es): Name: Basement: is it finished? Yes No Address: Carport: Other: City/St/Zip: Manufactured Home ❑ ADU ❑ Phone: New Addition ❑ Remodel/Repair❑ Email: Heat Type: Electric Heat Pump Other Contractor: ❑ Same as Owner Total Lot Coverage (Building Footprint):* Name: Square feet: Address: Impervious Surface:* City/St/Zip: Square feet: *Total existing & proposed Phone: What year was the structure built? Email: If work includes demolition, see Page 2. State License#: Exp: Any known wetlands on the property? Y N City Business License #: Any steep slopes (>15%)? Y N I hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: Signature: Date: Page 1 of 2 - 5/14/2009 1 • 1 Construction -Checklist PORT TO City of Port Townsend Building&Community Development u i Waterman&Katz Building ° 181 Quincy Street, Suite 301 Port Townsend,WA 98368 ck� (360)379-3208 Fax: (360)385-7675 Washington State Energy Code (WSEC) 2000 Residential Construction Checklist Complete this form in addition to WSEC forms for electric heat (on blue paper), other fuels (on pink paper) or a calculated WATTSUN form. Please answer the following questions: TYPE OF PROJECT: New construction, or addition over 750 sq. ft. Must meet whole house and spot ventilation requirements, and show full WSEC compliance as a stand-alone project. ❑ AHouse addition under 750 sq. ft. Possible trade-offs are allowed with the existing building for WSEC compliance, such as increasing ceiling insulation. See WSEC compliance performance forms, or WATTSUN calculation. NOTE:.A house addition less than 500 sq.ft does not require whole house ventilation. Spot ventilation is still required TYPE OF HEATING—Please check all that apply: ❑ Electric )�Wall Heater ❑ Baseboard ❑ Forced Air Furnace ❑ Radiant Floor(Boiler) ❑ Other. ❑ Non-Electric: ❑ Propane - ❑ Boiler (Hydronic) k LPG Stove ❑ LPG Furnace ❑ Other LPG ❑=Heat-Pump ❑ Oil Furnace ❑Woodstove (can only be used as secondary heat source) VAPOR RETARDERS: Vapor retarders shall be installed toward the warm surface as represented below. Select one option for floors, walls, and appropriate ceilings: e Floors: XPlywood with exterior glue ❑ Poly plastic (greater than or equal to 4 millimeter thick) ❑ Backed batts e Walls: ❑ Poly plastic(greater than or equal to 4 millimeter thick) ❑ Face-stapled, backed batts X Low-perm paint e Ceilings: 0 Not required where ventilation space averages greater than or equal to 12 inches above insulation 0 Face-stapled, backed batts 0 Poly plastic (greater than or equal to 4 millimeter thick) Low-perm paint SEE BACK \\Bcd_permits\forms\Residential Energy Code Checklistdoc Pagel of2 VENTILATION REOUMEMENTS FOR INDOOR AIR QUALITY: Tune of ventilation used throughout the house: Exhaust Option ❑ HVAC Integrated Option For"Exhaust Option" complete the following: s In what room is your whole house fan located? • What size is the whole house exhaust fan? 50-75 CFM (1-2 bedroom house) ❑ 80-120 CFM(3 bedroom house) ❑ 100-150 CFM(4 bedroom house) ❑ 120-180 CFM(5 bedroom house • Fresh Air Inlets are required for this option in each habitable room (includes all bedrooms, living and dining rooms but not kitchens, bathrooms or utility rooms). What type of fresh air inlet will be installed? (See figure below) 0 Window Ports ❑ Wall Ports FRESH AIR VSTRIBUTION Each habitable space of the building must be provided with outdoor air. (See Figure 8.5)Outdoor air distribution can be accomplished using individual room inlets, sep- arate duct'systems, or by using the forced air heating system. Where the system provides ventilation through a dedicated opening, such as a window or through-wall vent, these openings must: [V302.6-V302.6.4] • Have controllable and secure openings. • Be sleeved when installed through a wall or window frame. • Have a minimum of 4 square inches of net free area or provide a minimum of 10 CFM @ 10 pascals tested by HVI. Outdoor Air Inlets INTEGRAL WITH WINDOW 0 ROUND \ THROUGH-WALL Figure 8.5 Ar777 RECTANGULAR Mcd_perrnAsVorms\Residential Energy code checkEsLdoc THROUGH-WA L L Page 2 of 2 �F PORT r�$ Receipt Number 09 0702 ¢` R ce Date 308/24/2009� Cash�er` SFOSTER` � " r p s � Pagg Aff yer/ ayee�Name�S�ECREGARDLLC . .ems. .,. .. .. ..s._„ � _- •..�_ 3 �Oug ng� Amounta, Fees ��d� = Parcel Fee Description �� Amount Paid E8alance BLD09-107 988801101 Plan Review Fee $842.50 $842.50 $0.00 BLD09-107 988801101 Energy Code Fee-New Single Family i $100.00 $100.00 $0.00 BLD09-107 988801101 Mechanical Permit Fee per Dwelling U, $150.00 $150.00 $0.00 BLD09-107 988801101 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD09-107 988801101 PLAN REVIEW REFUND 150 $150.00 $150.00 $0.00 BLD09-107 988801101 Building Permit Fee $1,296.15 $1,296.15 $0.00 BLD09-107 988801101 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-107 988801101 Technology Fee for Building Permit $25.92 $25.92 $0.00 BLD09-107 988801101 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD09-107 988801101 Site Address Fee $3.00 $3.00 $0.00 Total: $2,732.07 { t x � g s Prev�o'us Payment M�sfory Receipt# Recei t Date Fee Description ,� mount Paid s Permit#�r ._- , _ 09-0438 06/11/2009 PLAN REVIEW DEPOSIT 150 $150.00 BLD09-107 Payinerit a YCheck AN Pit yment Method ' 'NUrilll� a Amounf ...a<. CHECK 1475 $2,732.07 Total: $2,732.07 genpmtrreceipts Page 1 of 1 OF PORT TOh Z o so Receipt Number 09-0438 � fReceipt Date-%.-7' /2009 Cashter�FFRANKLIN Payer/Payee Name SECRET GARDEN�LCbe ter. a... _"s: >z ._• 'r. ... C. ..x..'. =.x_""�: .. n; �' r.< `x�`�.. _.r:?" .� • ........ ..j _.,;u,.:trs' �i_ve�r'm� dParceF � :.,. Fee'Descnpfion � a us3 r � ^ mogna, ee A� " Amount +n e ,Simt s Paitl Balance �.P BLD09-107 988801101 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 y ;Prevrous'Payment H1st61 �Recei t#� Recei e ' Fee Descr�t�on � � P_ p Amount Pattl Penmt# P,a ent ym Check x Payment MethodQ4 Number# � Amounti CHECK 3883 $150.00 Total: $150.00 genpmtrreceipts Page 1 of 1