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HomeMy WebLinkAboutPermit File 3902 Rock Ridge Parkway R G0 Y O,, CITY OF ANACORTES WASHINGTON -:r :s BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY { This is to certify that the(Description of Building or Structure): I 'itnc;�,vr'G:r.i.ly Residence i 3902 Rock Ri..d je Pa ;k ay Located At: i STREET&NUMBER Owner: DC Cons t;rucLion i Constructed By: Owner .y / OWNER OR CONTRACTOR t BLD-2006-'0520 Bldg. Permit#: Date Issued: March 9 , 2007 ' Occ.Group: t 3 Use Zone: -`2 : Has Been Inspected And Occupancy Is Hereby Authorized. This Day of Aug us t 20 $ ...5.__�. I AUTHORIZING OFFICIAL SEE REVERSE SIDE FOR SPECIAL REQUIREMENTS. G rX Public Works orks Engineering and Development Services Residential Inspection Address: •3 Gt 0 - l zit' Date: s „z cry Owner: ( .e t 1 Q.t..LTk ut-) Contractor: // Inspected by: k\V\, �� 1 to 1. Water Meter Box et firm and level to finished grade or backside of sidewalk elevation. id and box undamaged. c(—ater meter and customer shutoff installed. [4—IQo debris. ( c'essible-no landscape obstruction. ❑ Driveway installation has drive-over box and lid. [ttCustomer gate valve intact. o leaks at connections. 2. Curb and Gutter w24o cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. If road frontage improvements: ion joints every 15 feet and at driveways. 20�Concr s broom finish_ ow spot at curb line, especially at driveway cut. Maximum grade change in inch_ 3. Sidewalk o crac s, damage, graffdi, footprints, finishing blemishes, or other objectionable • ADA compliant- 1 percent slope to curb. If road f age improvements: E3pansion joints every 15 feet and at driveways. Concrete has broom finish 4. Driveway Approaches ,-fNo cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. ay ADA compliant. 5. Streets ❑ No cracks,blemishes. If road or alley improvements: ❑ Received proctor and sieve analysis of ballast, crushed rock, and asphalt. ❑ Received passing materials testing reports for sub-grade, ballast, crushed rock, and asphalt. ❑ Received tonnage tickets consistent with required thickness per approved plans. 6. Sanitary Sewer aeection card signed off and/or verified in Building Department database. [li...--A'cbuilt record filed in the address file. ❑ Screw cap(s) installed on clean-out(s). ❑ Clean-out(s)set at finished grade. 7. Storm Drainage (jilnspection card signed off and/or verified in Building Department database. [Cr- record filed in address file. of blocked or diverted to adjacent parcel. 8. Public Utilities Out of Traveled Way I V) / 4. ❑ Concrete collars around City utilities. r( ❑ Final grading ok. ❑ Restored to prior condition or better. 9. Landscape — C - ❑ Bonded for completion at later date. Verified against approved landscape plan: ❑ Installation. ❑ Type and quantity of plants. ❑ Sod or seed in place. ❑- Root barrier(receipt filed). 10.Erosion Control Measures . ( MPs removed. [ II debris removed. Site dean. �rmanent vegetation established. Final Inspection Checklist a f Site Address: l U� ` 'r11 t�a� r v�'vPermit No.: .p -Z€ -oq?-2 1 Date Issued: 31ci d-7 Zoning: Occ. Group: 3 Constr. Type:V4/ Owners Name: [: CT CO 11511'w$.'ur\ Owners Mailing Address: 0 X t35L A oto k State: W4- Zip: ggzz Variances: No Yes 1 Safety Glass: No Yes Sewer Fee Paid: No Yes r Rand Rails: No Yes V Sewer Inspected: No Yes Guard Rails: No Yes / WSEC Compliance: No Yes /3Traps: No Yes L-1 Attic Access: No Yes Wood Stove: No Yes V Smoke Detectors: No Yes V Water Pressure: No Yes I/ T&P Drains: No Yes 7 House Numbers: No Yes i� CLI Insulation Cert.: No Yes ✓ Site Drainage: No Yes Curb Cut: No Yes etiti • Crawispace Insul: No Yes l/ Bedroom Windows: No Yes V Water Heater Strp: No Yes_V Vapor Barrier: No/ Yes D.W. Air Gap: No Yes �- Ater Meter Box: o e P" Auto Garage Door: No Yes Exterior Decks/Landings: No Yes 1.0,1 -Outside Caulking: No Yes L`6 Garage/Rouse Door: No Yes Inspected By: L. C Crawl Space Access: No Yes v Date: I'2Z t p e Exh. Duct/Dryer Vent Dampers: No Yes V E Led ?/25/0 6 ITV OF ANACORTES "AS-BUILT" C eW r tom, N� TRACTOR cam] (///111: tl= `l . (7 f Y. ,AT/DIVISION: (� \BLOCK )TD ADRESS: 90�y "" HeC ,.,` I POCk VAC\Qt,„:?Q1l2-lC oA? STE: '1101 KNIT# y(90 fj ---.0WI SCALE " u. = j T NI T t , a IMMI111111 IM,Ein , NWIIIIIIIN NMI EOM MN III __ iiiiii ta, allnell gr ..• Ill MC 1 _ i :'Iiflrtii!Uflflfl■ ■ - __ MI II ___1111__ , _mgricais, nri , n - -- - i - i 1111111s „,..14,......4 , -.....tria.. • M ..- allamminlimmig.- I _ _ - IMO . Mill El MellMalli I FIB IlOr_ lilt _ *i)CATEET(S)O MAP DILATE DEPTH AND DIS ANCES OF CLEANOUTS • 0706804-1 0003 03/09/2007 002 102 Permit Fees 005469 $11,026.95 G'CC Y City of Anacortes Permit#: BLD-2006-0820 904 6th Street Issue date: 03/09/2007 P.O.Box 547 Expire date: 03/08/2008 • !G Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 3902 ROCK RIDGE PARK WAY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New Single Family Residence. Owner: DG CONSTRUCTION Contractor: Address: PO BOX 1356 Address: ANACORTES WA 98221-6356 Phone: (360)299-0408 Phone: License#: General Information: Fees: Building Valuation 420000 Plan Review Deposit 100.00 Building Permit Fee 1,233.00 Plan Review Fee 701.45 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,126 00 Sewer GFC-Residential 6,397.00 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 11,126.95 Deposits/Receipts: 100 00 Total Due 11,026.95 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 0704604-1 0001 02/15/2007 002 4 YOff_ Clt ofAnacortes Permit Fees 005469 $157.13 Y Permit#: BLD-2007-0125 904 6th Street Issue date: 02/15/2007 P.O.Box 547 Expire date: 02/15/2008 .,� Anacortes, WA 98221-0547 71/ 10- Job Address: 3902 ROCK RIDGE PARK WAY Permit Type: Foundation Permit ANACORTES WA 98221 Project: APN: Remarks: Foundation permit for new single family Owner: DG CONSTRUCTION Contractor: DG CONSTRUCTION LLC Address: PO BOX 1356 Address: PO BOX 1356 ANACORTES WA 98221-6356 ANACORTES WA 98221-6356 Phone: (360)299-0408 Phone: (360)299-0408 License#: DGCONC*990PZ General Information: Fees: Building Valuation 12000 Building Permit Fee 92.50 Plan Review Fee 60.13 State Building Code Fee 4.50 Total Calculated: 157.13 Deposits/Receipts: 0.00 Total Due: 157.13 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION • SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 01/19/2007 U9:52 FAA 36U84aLU72 CUmatsg1:1ALr 1 Kt. CUUc vrev ` FLOW TEST INFORMATION SHEET ._ ` 0 1. Reason for Test: Bid information 0 Design Base 0 a" Oerryth• ma not InhIm.fll.apC1.TI N.NC. 2. Location of Property 39G,O 1 O' kIa tD4¢ 'P IC? WA (Address) • 3. Date &Time of Test: Date: 1-16-0'1 Time: 4:30 (am) 4. Test Conducted by: 4tAW\t t Q Mefet?�t AL c�roc_-flv�.��.,t00 Nanw The AAapicn 5. Test Witnessed by: • 6. Source of Water Supply: r:Gravity 0 Pump is Aar T. Name of Water District ALIAtei T S Fire District A*-Iber_cy(XT'as 8. Is water supply provided With PRY STA's Yes 0 No 114 (If so what is PRV outlet setting? PSIG 9. Ares Map:(Draw Sketch Mowing property location;bounding streets and names,north arrow,hydrant locations and Identification numbers,distances from hydrants to properly elevations of hydrants and property floors or grade,all water mains and sizes and interconnection valves,etc,) I t 1 I • 'ROCki-211Z E. P1CWY o f 0 r - — - . ____ 'box _ �� —I 825 I 4 ,..__...__ _______...-.___ _}. .-t-_ f • t 1 . 10. Flow Test Data FLOW AT STATIC AT STATIC RS$IDUAL FLOW OUTLET ADJUSTED RYDe.NO. MYOR Na MG PSIS GPM COEFFICIENT GPM 8E5 25 i 315 f324 35 maTeR 5 55 3 916 to 31 11. See reverse side for graph y p 9 • 12, Signed it Witness • ..� .\N;... %�• // : (up NO.loz j ONI„Ia,Rap owilueN011•U mn.lne Outlet$awa and swam Somas and Sham Owlw Smooth and HSDCli.?.,.wh$.pal MMI projecting Banal Coal. COW.MOO .Sounded Or.r.O.iO o B ~ . .. .._ Rio WATER FLOW TEST SUMMARY SHEET w Hydrant Outlet 1.0. Pitot Press. Flow Residual Date: 1' No. inches Psi gpm Psi ti��0� Time: �{:3Qgn Cont.CoM. No. —a R25 trutu1. Mist Is 1315 , 2.5 Cont. Name: -Rork 'RI'Wt_ m $2y 26"014A bliss 15‘ 11G 35 _ Address: 3SGO -Pak. BIflAa PtWl cn N nhett. _ .35 / MA.C.O Tas WA 5R2 .1 -4 Total Flaw 2.031 25 Static Press: 55 pail Flow 0 20 psi 220'7 gpm w J1 i inunlirrnl lala till ilia at al 1111 till 1111 it ill11r 1111171TI'111Mill 111)11111 111(11111 0 - 1207 • = m • i a 4 co 1I55 , r _ ow ,. f J/U7\ 0 - I10 'a1 /� \ = w _..- 100 7 _ , . 95: 90 4 r - n — 85] . — 80 ? - - ` — 70 J - '2 65: t. .60 j 55� 50 45;J - 40 ' r 35: ao Zo3J CPA Q 25 PsI4 _ •251 _ 20 i5° 2201 4t piaQ 9 Z'PSI . . Scale: a — 10 5ai 1 I liti :ski l MLitt. 11ll, lilt [I1L11111111111111111111111I111111111ii1,111111111 kw 0 0 w Scale A 100 200 300 400 500 600 700 800 900 1000 "I. Scale 8 200 403 600 800 1000 1200 1400 1600 1800 2000 Scale C 400 800 1200 1600 2000 2400 2800 '3200 3600 4000 Water Flow gpm 4 ",FIRE SPRINKLERA -S220 0N,INC. — _- _.._. _._ .... _.._.... . .._.. ._. _._ .._._ ... OW.L Teas nab _- to 4. : ‘ \ \ ) ......../.....tetc \ YWCO 5�• r N01 °17'12"E N69 4� \ 1 \ , , \ 87.23 Y ,\ \I \ Strandberg&^Ies[e uY \\1\ ,,\ � Design Group,LLC m<� N.r rase \I� \ ` \ ol6 Communal Avznce ,. ____ e \\ \ 1` \} Anacortes,Washington ii _ _ _____ YYY\\ 4 v O P \\, \ tom/ \ 1\\ 8 2 2 I \ v n ev< <I \� ` \ 7efzprane 360 293-;431 , r \` _ _ _ / �� `\ 1 \ \,\ FccsinPie 360-2995669 �5 1 vvvv 5v4E2 �,vv,v I ('^ � , v5 eyecBd" v N i Al 1,1. ._,. \ \ IA `� \ o I' li\ii‘v_,...„„ \\ GARAGE ` � \ \ WlT\. \ a \\ z (O O D_Q -- ----1‘ lii • , rWW -JW9 \ w0a4Wi0 Si � STOCKPILE Metti \ O Alp F/ I ` � ^r^ .-ems \ _ \\\ \ +. �... \ R+�� �.. ��•�•�• Ifl �, �/ / aAVE--:tlY `��` --- - - \ REVI90N5. Pi' >101,SIS I .m na o6-iio-P141-a ,• ee 45UL W PEf SET nEWEeveNe sr+Ava eoemew.crlow .wwre \.`, mauve ew/ns/re/a/a i 0 PS.: ..? ISYW ill 1 41 �J PLAN AREA St H► 1ARY �tf� I ! Jt MAIN LEVEL UTTERLEVEi.,7.906 SF i•251 5F,Da,F ,,,. .i 89S SF/ its 5FIL 2,419 51•GE CAI Ot ATONS )i�� / 7 \ / 5 r m..a I , i // '^ TOTAL BUILDING AREA.(sF) 2,abe 5F 't \ / 5 LOT AREA(SF) Ilbbs 5F sir iw_ / II / u� /' i - //// LOT AREA(ACRES) .21 AC �{ L / ? � i / -� / LOT COVERAGE - 3OSK A 1. FLOOR AREA RATIO ,�Jp srt "Lm/n, got (oc k t Materials Testing & Consulting, Inc. to Geotechnical Engineering • Special Inspection • Materials Testing 2mor Repoli#F 19540 FIELD REPORT Materials Testing &Consulting, Inc. FILE NO.: 05B326 777 Chrysler Drive DATE: December 28, 2006 Rock Ridge South Phase 1 & Burlington,WA 98233 Phone: (360) 755-1990 PROJECT: 2 Fax: (360) 755-1980 ADDRESS: Oregon Ave. CITY: Anacortes CLIENT: Rock Ridge Construction LLC ENGINEER: Summit ATTN: Tony Maio ARCHITECT: ADDRESS: P.O. Box 1356 CONTRACTOR: Welch Brothers Anacortes,WA 98221 PERMIT NO.: Time: 2:30 pm Temp: Proof Roll On site at Rock Ridge in Anacortes, WA as requested. Observed a fully loaded 10 yard International dump truch drive over entire area of lot 22. There was no pumping or displacement of any kind and to the best of my knowledge meets minimum requirements for compaction. REPORTED BY: T. Nelson, Geotechnical Inspector se REVIEWED BY: Brian Steele, L.E.G. DISTRIBUTION: original:client-amalojr@earthlink.net cc:ysk@summites.com cc:welchlog@welchbros.com cc:stevel@cityofanacortes.org cc:dwalde@cityofanacortes.org cc:steveb@summites.com al resu¢a apply only to aawallwauans and materials rrsrM Asamumal prolrclmnmvLrnts,lne public and ourselves.all reports are submmed an the con 1properlyorulienls,ana auNorrzauon ibr pubLrauan arna¢meol:,contlnsions or avvuaB from or regarding our reports is resented pending our miller approval 1710 Midway Court • Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 1208 Bay Street,Ste. 100 • Bellingham,WA 98225 • Phone(360)647-6061 • Fax(360)647-8111 Website Address:www.mtc-inc.net Ira, 12104 LOT 22, ROCK RIDGE SOUTH, PHASE 1, I' " RECORDED UNDER AUDITOR'S FILE ^� NO. 200701240094, AMENDED UNDER _\�/ AUDITOR'S FILE NO. 200701250133, ON( RECORDS OF SKAGIT COUNTY, 3p �� STATE OF WASHINGTON • 4 �/ �8"�y ^3�Op- 0 30 60 y / Z�O 30' WIDE SECONDARY Inieviii 7 30 0; ACCESS EASEMENT, WITH THIS PLAT, PER CONDITION NO. 24 ( IN FEET ) ;�07 1 inch = 30 ft. LS=3442'12' R=90.00' 2�223, L=54.51' a=3455'107 T=28.12' R=60.00' I 4 6> n3, L=36.57' T=18.87' I N6•.41 '_5 "E 390.61_ 1 1d \ ti F .30' 97.99' Z dli) t \ 70'0 eAIseyFNTr 6114 --1 1 w ` 1 15' 15' 1 V N Z �\-P - I ro ` \,,, 11,665SF 1 Jm �{ Z r 1 ur tio C3) I 7p Ul UN W 35' 1 H15' o` co 35, � ,� Bsso 15' - '4. '6 \ 1 L 1 L _ �3 20 ' N\o0` a=953'14" -� To ¢3•00-'2-- R=350.00' ?6 5., L=60.40 !)j/// I es' T=30.27 / / A=23'12'27" — - ,-- R=325.00' 7�g� 7 �p :� L=131.64 1?4 RK'WA1L c, 10411,( t T=66.74 cp., ---_____ _ �- ' ��� SST N SUMMIT ENGINEERS&SURVEYORS,INC. U+//�(\\ N �- ` BSBL 22iB OL0 HtONE.(38016t&9999 OFIO((360) &g90.9 VERNON.WA 90213 �/ 1 �I 70- I/� 0634604-1 0003 12(12/2006 002 4 Permit F e es 005469 $100.00 City of Anacortes Building Permit ApplicationII • Site Address: ' O2. 2.',(�i ic-4-0(-- -Ptca Se Parcel No.: i SL) Z=oe;e. i? tPC.. = S'r"urt-t-7-+,ass` 'j Lot: 2- 2-- Block: Div: Addition: OWNER LENDER CONTRACTOR Name Name Name '..C&7t_pc:rp La e-r77+.s tf-C viA, I itDi-?Zai SCSi,.1/4..,y- Df--G'Or..icn2 once.../ L L. Mailing Address Mailing Address Mailing Address 0 i c-I-.L. P o-t0's t3L5 City: State: Zip: City: State: Zip: City: State: Zip: Ac-n.-L&Goi2_4;3 IA:4A, , r._i.Gci2.r 'yca- Is 2-2-4, Ad,tecziZfl 5 K4A 93 2-2--( <`-�) ( Contractor Lic.No.Fr.--Cam'-J C—'? 7Pi. A�� 744'15 G Phone No.: �-=9 ZCf ;'3`7" Phone No. 1 r hone IT!:I ` Ex et,: �, Contact Person: At' t 1.4.0N.t7' A td,Ly` _. Phone No.: .3,4,o 211 r.04 ;5 OCCUPANT USE (Check One) Single Family::' Multi-Family: Apartment:_ Condominimum: Senior Housing: Retail: Office:_Restaurant:__ Manufacturing: Storage: Bath: Assembly: Accessory: Automotive Repair: Other(Specity) DESCRIPTION OF WORK: C of.;`- 2.LLCr-yys rv.`1,(; S .s - Lt.. -A-A..L,tLy ? S tcw_a_L_E;, GENERAL INFORMATION Street Setback: 0-0 ft. 2nd Floor: 12.64 sf. (Circle Yor N) ,h� lst Side Setback: 5 ft. 3`d Floor: t.n('.n sf. Shoreline/Wetlands Y 'I 1 2"d Side Setback: to fl. Basement: t.k. sf. Water on/Adj.To Property N Rear Setback: &O ft. Occ.Group: u/..a_ Soils Report N Use Zone: a— L Carport Area: u ram- sf. Sensitive Area N Type of Construction: Se Garage Area: aco sf Latecomers Agreement Y Lot Area: j j b.( sf. No.of Stories: Z Fire Hydrant(250 Feet) 0 N No.of Dwellings:� f Building Height: Eel i 4," Variance Y Lot Coverage:egos_s_ Deck Area: i T}5 sf. Covenant `'D Pt Floor 19 04., sf. I Flood Zone X A AE VE Project Valuation(Labor and Material Cost): 4% Da) THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF THE UNIFORM BUILDING CODE,AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATIONISiIISSUEI)ORAN-AHTHORFZED-AGENT OF THE OWNER. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERMNG THIS E OF WORK WILL BE COMPLWITH WHETHER TTTT EE ElR NOT,IN UDING CALLS FOR INSPECTIONS. ,t Zcot SIGNATURE: DATE: PLUMBING AND MECHANICAL PERMIT APPLICATION FOR 1'HL CITY OF ANACORTES Site Address: (OZ O7'4ee_ 2,t lict'v Parcel No,: I1?-0 Lot(s): zg.. i Ra t` �. �t t . 7,a��i: L Block: Addition: Contact Person: t-t°rkio-r..l y AA4-1-413,tj ,✓?, Phone: -3 C.° �riq a-f na 1. L [ 7 Owner Contractor 0 1 Name: 'Der-- CC7 1 Sy"17 U csrtzo..I LL_C_ Name: CO i--1 c-t^P V,(..27,91-) 1 Lam_ Mailinl.Address:—Rla Sox N S fa Mailing Address: T-0. SOY- (g.—le City 4C.O/2'tt-tate:' 4A Zip: iS2-2.( City:yA.h16.certare State:y i4- Zip:c/a2-Li _ Phone No.: '34a 'J 2.CjCn 01-0 0 Phone No.: 340 riot a4e5 V PLUMING MECHANICAL No.: Type of Fixture No.: Type of Fixture Water Closet 1.5 GPF j j I^ Air Cond.Unit HP Bathtub ii Refrigeration Unit HP x,A (s1 Z Shower 2.5 GPM Boiler BTU/HP I I Dishwasher 2.5 GPM Forced Air System BTU "] Lavatory 2.5 GPM ki /6 Floor Furnace ""�`("' Kitchen Sink 2.5 GPM /- Wall Heater Clothes Washer 1 Clothes Dryer 1^ Urinal 1.0 GPM Ventilation Fan Drinking Fountain I Range Hood Floor Sink or Drain (.t/� Pre-Mani Stove or Fireplace Water Piping r Gas Fireplace 2 Hose Bibs I Gas Water Heater bra Back Flow Prevention Device Gas Piping / Other(Describe) Other (Describe) TARS APPLICATION IS RECIVED BY THE BUILDING DEPARTMENT UNDER THE PROVISIONS OF THE UNIFORM PLUMBING AND MECHANICAL CODES AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHlIj180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATID ;SWUM OR AN AUTHORIIZED AGENT*THE OWNER. AIL PROVISIONS OF LAWS AND ORDNANCE GOVERING THIS TYPE OF WORK WILL BE COMPLETED WITH WHETHER SPECIFIED HEREIN OR NOT,INCLUDING CALLS FOR INSPECTION. i E i _ - ZI y SIGNATURE. / /(rl-��-,./C ` t- _, _ �, DATE: f/ �.?°a CITY OF ANACORTES BUIDLING DEPARTMENT RESIDENTIAL CHECKLIST (This form is to be completed prior to issuing the building permit) 'Site Address: 36-tta eee _ R; Qte Date: I —>a'-6(0 Contact Person: Ya'-N k'r1 e ` ti Phone No.: ol iR—0l0 Assessors No.: Lot: sal" Block: — Addition:/4- So Litt-- (BuildingDepartment Checklist for Completeness) OK NA OK NA 0 Fire Department Access ❑ Fire Hydrant Located within 250 feet ❑ Fire Flow Required 0 Shoreline or Wetlands ❑ Site Plan 0 Covenant Approval ❑ Variance Required ❑ 0 Regulated Slopes ❑ Plat Facts and Findings Compliance ❑ 0 Survey in File ❑ Fill on Site Received and Reviewed by: \ ----- _ Date: (Engineering Department Checklist for Completeness) OK NA OK NA O Water Extension/Meter ❑ Sewer Extension/Connection ❑ Street Improvements/Sidewalks 0 Site Drainage Plan 0 Covenant Not to Oppose Future LID ❑ Latecomers Agreement O Street Drainage ID El Driveway location,slope,culvert ❑ Storm Drain Extension Received and Reviewed by: IcZ \ iDate: I _2 /q -0 7 'FURTHER COMMENTS' Zoning: e >, Lot Size: ` yscoc Coverage Allowed: Lc crt)- dr' 3 CIO tom_ r Actual Coverage: c3 9 7d' -I /= Watson Structural Engineering JOB TITLE 3902 Rock Ridge Parkway 1062 NW Redwing Dr. Oak Harbor, WA 98277 JOB NO. J07002 SHEET NO. Ph#360-544-8574 CALCULATED BY HHW DATE 1/10/07 Fax#360-544-8619 CHECKED BY HHW DATE 1/14/07 www.struware.com STRUCTURAL CALCULATIONS FOR 3902 Rock Ridge Parkway Anacortes,WA Ti ,,.Q ,drofrsy/ti ), °�' LPn o l/ v IL / S a SfONALe Watson Structural Engineering JOB TITLE 3902 Rock Ridge Parkway _1062 NW Redwing Dr. _ —Oak Harbor,WA 98277 JOB NO. J07002 SHEET NO Ph#360-544-8574 CALCULATED BY HHW DATE 1/10/07 Fax#360-544-8619 CHECKED BY HHW - _ DATE_ 1/14/07 www.struware.com Code Search I. Code: International Building Code 2003 II, Occupancy: Occupancy Group= R Residential III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr IV. Live Loads: Roof angle (0) 4.00/12 18.4 deg Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area,but not less than 12 psf over 600 sf: 12 psf Floor 40 psf Stairs&Exitways 100 psf Balcony 60 psf Mechanical N/A Partitions 20 psf V. Wind Loads : ASCE 7- 02 Importance Factor 1.00 Basic Wind speed 85 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Building length(L) 75.0 ft A Least width (B) 64.0 ft "7 Kh case 1 0.849 Speed-up Kh case 2 0.849 V(Z) x[upwindJ u[downw!nd) ari Topographic Factor (Kzt) _H./2 Topography Flat Lh H . Hill Height (H) 0.0 ft H< 15ft:exp C ,^ HI2 Half Hill Length(Lh) 0.0 ft :. Kzt=1.0 Actual H/Lh = 0.00 ESCARPMENT Use H/Lh = 0.00 Modified Lh = 0.0 ft V(Z) From top of crest:x= 50.0 ft r Bldg up/down wind? downwind Speed-up H/Lh= O.DO K1= 0.000 � x(dawnwind) H!2x/Lh= 0.00 K,= 0.000 H z/Lh0.00 K3= 1.000 At Mean Roof Ht: Kzt=(1+K1K2K3)^2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Watson Structural Engineering JOB TITLE 3902 Rock Ridge Parkway 1062 NW Redwing Dr. Oak Harbor,WA 98277 JOB NO. J07002 SHEET NO. Ph#360-544-8574 CALCULATED BY HHW DATE 1/10/07 Fax#360-544-8619 CHECKED BY BMW DATE 1/14/07 V. Wind Loads-MWFRS h<_60'(Low-rise Buildings) Enclosed/partially enclosed only / .e-' vONE.^.:18 swr d ;- ' ,-7.,: ,, 0 3 e,,a,2$4 4 z� Torsional loads are +. `v 25%of zones I -4. 4 'r' ` ,-- x` ,E �,'1/4 6 See code for loading ;. 7x -. ) diagram % -SY- ^ wurr.rmre tspu `+,.,\ ,-'".r.. fPTs2uY.:c G3.*.1, HAEt, I4.T '€ `,�wnra ZRAE.�ILGlF Transverse Direction Longitudinal Direction Kz=Kh= 0.85 (case 1) Edge Strip (a) 6.0 ft Base pressure(qh)= 13.3 psf End Zone (2a) 12.0 ft GCpi= +/-0.18 Zone 2 length = 32.0 ft Transverse Direction Longitudinal Direction Perpendicular 0=18,4 deg Parallel 0=0deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0,52 0.70 0.34 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0,47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 lE 0.78 0.96 0.60 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -0.43 -0.25 -0.61 Wind Surface pressures(psf)- use 10 psf minimum for zones 1 plus 4 and 5 plus 6 1 9.3 4.5 7.7 2.9 2 -6.8 -11.6 -6.8 -11.6 3 -3.9 -8.7 -2.5 -7.3 4 -3.1 -7.9 -1.5 -6.3 5 -3.6 -8.4 -3.6 -8.4 6 -3.6 -8.4 -3.6 -8.4 lE 12.8 8.0 10.5 5.7 2E -11.9 -16.7 -11.9 -16.7 3E -6.6 -11.4 -4.7 -9.5 4E -5.8 -10.7 -3.3 -8.1 WINDWARD OVERHANG WINDWARD ROOF MWFRS Simple Diaphragm Pressures(nsf) n I I -t t F li tFt Transverse direction(normal to L) 'I i - j f t i i t t f t i VERTICAL Interior Zone: Wall 12.4 psf w i �`Roof 3.0 psf � � --__� End Zone: Wall 18.7 psf __ R - '�- HP - 1 • Roof -5,3 psf '' x Longitudinal direction(parallel to L) TRarrS ERSE ELEVATION Interior Zone: Wall 10.0 psf WINDWARD ROOF LF£WARb ROOF End Zone: Wall 13.9 psf - � Windward roof overhangs: 9.1 psf (upward)add to windward ___ VERTICAL roof pressure ,-. Lo Y DONE 1 Parapet s 0 s Windward parapet: 0.0 psf (GCpn=+LB) Leeward parapet: 0.0 psf (GCpn=-I.I) r ON.,,TTUL TWA ELEVATIONS Zipcode Lookup Output! Page 1 of 1 USG science torachangiag armrld The input zip-code is 98221 . ZIP CODE 98221 LOCATION 48 . 4883 Lat. -122 . 6233 Long. DISTANCE TO NEAREST GRID POINT 2 . 1583 kms NEAREST GRID POINT 48 . 5 Let. -122 . 6 Long. Probabilistic ground motion values, in %g, at the Nearest Grid point are: 10%PE in 50 yr 5%PE in 50 yr 2%PE in 50 yr PGA 25. 445490 34 . 342312 48 . 337559 0 . 2 sec SA 56.271671 80 . 659416 116. 798698 0 . 3 sec SA 48 . 716419 63 . 688580 107 . 454300 1 . 0 sec SA 18 . 526699 25 . 462250 35 . 972099 The input zip-code is . Zip code is zero and we go to the end and stop. PROJECT INFO SEISMIC 144ZARD Hazard by ZipCode Watson Structural Engineering JOB TITLE 3902 Rock Ridge Parkway 1062 NW Redwing Dr. -- Oak Harbor,WA 98277 JOB NO. J07002 _ SHEET NO. Ph#360-544-8574 CALCULATED BY HHW _ _ _ DATE 1/10/07 Fax#360-544-8619 CHECKED BY HHW DATE 1/14/07 VI. Seismic Loads: Seismic Use Group: I Importance Factor He): 1.00 Site Class: D Ss(0.2 sec)= 116.80%g Zip Code Search for Ss&S I SI (1.0 See)= 35.97%g http//egint cr usgs gov/eq-men/html/zmcode-06 html Fa= 1.033 Sms= 1.206 Sds= 0.804 Design Category= D Fv= 1.681 Sml = 0.605 Shc = 0.403 Design Category= D Seismic Design Category= D Number of Stories: 2 Structure Type: Light Frame Plan Structural Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphrams: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels-wood structural panels/sheet steel panels System Building Height Limit: 65 ft Actual Building Height(hn)= 15.0 ft See ASCE7 Section 9.5.2.2.4&5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS IBC2003 Simplified Analysis Response Modification Factor(R)= 6.5 6.5 System Over-Strength Factor(62o)= 2.5 2.5 Deflection Amplification Factor(Cd)= 4 4 Sds= 0.804 Sdl= 0.403 Code Reference Section for Detailing: 2306.4.1 /2211 p=redundancy coefficient Seismic Load Effect(E)= p QE+/-0.2Sos D = p Qs +/- 0.161 D QE=horizontal seismic force Special Seismic Load Effect(Em)= 52o QE+/-0.2Sos D =2.5 QE +/- 0.161 D D=dead load PERMITTED ANALYTICAL PROCEDURES Index Force Analysis(Seismic Category A only) Method Not Permitted Simplified Analysis - Permitted Design Base Shear V=I 2SdsW/R= 0.148W Equivalent Lateral-Force Analysis - Permitted Building period coef (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CTh„`= 0.152 x=0.75 Tmax=CuTa= 0.213 User calculated fundamental period(T)= 0 Use T= 0.152 Seismic response coef.(Cs)= SdsIe/R= 0.124 need not exceed Cs= Shc le/RT= 0.407 but not less than Cs= =0.044Sdsle 0.035 USE Cs= 0.124 Design Base Shear V= 0.124W Model,Linear&Nonlinear Response Analysis -Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x Lateral Design 2003 IBC Code Job#Name January 14,2007 Seismic Evaluation Base Shear(V)=Building Wt [0.044lSds>=Sds/(R/I)<=Sd1/(TR/I)] 0 035 0 124 0.305 Seismic Use Group I Site Class D Stiff 600 fts<=vs<= 1,200 ft/s Table 16-J I= 1 Building Importance Factor Ss= 1.168 Mapped Acceleration Short Period< 1" Fa= 1 033 Seismic Coefficient Table 1615 1 2(1) S1 = 0.3597 Mapped Acceleration 1 Second Period Fv= 1 681 Seismic Coefficient Table 1615 1 2(2) To= 0.10 0 2*Sd1/Sds Ts= 0.50 Sd1/Sds Sds= 0.80 T<=Ts Max Earthquake Short Period< 1" Sd1 = 0.40 Max Earthquake= 1 Second Sa= 0.52 T<=To Sa= 0.80 To>=T<=Ts Sa= 1 98 T>=Ts Spectrum Response 0.80 R= 6.5 Response Modification Coefficient Table 1617.6.2 T=Ct(hn)^3/4 = 0.203 Fundamental Period of Structure<= 1.4 sec Ct= 0 02 Frequency Coefficient 1617.4 2 hn= 22 0 ft 2nd Story Mean Roof Height 11 0 ft 2nd Story Floor Height 1 5 ft 1st Story Roof Height Seismic Coefficient Cs= 0 124 Simplified Analysis Cs= 0 148 Material Weights Roof Wt Trusses @ 24"oc= 2 psf 5/8"APA Sheathing 2 psf Composite Shingles 4 psf Insulation 1 5 psf 5/8"Gypsum 2 75 psf 12 25 psf Interior Walls 5/8"Gypsum,Two Sides 5 5 psf 2x4 @ 16"oc 2 psf 7.5 psf Exterior Walls 5/8"Gypsum 2 75 psf 2x6 @ 16"oc 2 psf 5/8"Plywood Sheathing 2 psf Siding 2 psf Insulation 1 25 psf 10 psf Floor Above Crawl Space 2x10 @ 16"oc 2.75 psf 3/4"Plywood Sheathing 3 psf Floor Coverings 3 psf Insulation 1 25 psf 10 psf Floor Between Stories 2x12© 16"oc 3 psf 3/4"Plywood Sheathing 3 psf 5/8"Gypsum 2.75 psf Floor Coverings 4 psf Gyperete Sound Barrier 0 psf Insulation 1.25 psf 14 psf Partition Wt Based Upon Mean Roof 8 psf Partition Wt Based Upon 2nd Story Floor 20 psf Partition Wt Based Upon lstd Story Roof 8 psf Building Weights 2nd Story Roof Area 1807.11 sq ft 2nd Story Floor Area 1466 sq ft 1st Story Roof Area 2000 sq ft 1st Story Floor Area 0 sq ft Weight for Roof System 36,594 lb Weight for 2nd Story Floor System 49,844 lb Weight for 1st Story Roof System 40,500 lb Weight for 1st Story Floor System 0 lb Total Building Wt for Lateral Design 126,938 lb Design Building Wts Base Shear Force to Design For E= 15,708 Design Base Shear Force Per IBC 160531 -AS D. =Ex07 10,996 lb Distribution of Lateral Forces 2nd Story Roof Force 44.75% 4,921 lb 1st roof 2nd flr 2nd Story Floor Force 55.25% 6,075 lb 2723 3351 6075 44 83% 55 17% 1st Story Floor Force 0.00% 0 lb 100.00% 10,996 lb Shear Wall Design 3902 Rock Rrcge Parkway Seismic design loads Date 01/14/07 2nd Story Roof Support Lateral wad— 4921 lb p,ad) Lateral Load= 4921 lb Roof Area Total 1808 of Pr= 0.720 H(ft) Length Tributary Area Shear Shear(p10 Co Shear wan Dead No HD Holdown above Total Load Shear Wall (ft) calculation(at) Load(lb) Above Total Factor type Load pa Pier Loth (lb) this level r max Direction X direction X-dim(a) V-dim(ft) Area(s0 PERF A2 9 0 9 0 21 7 147 400 400 54 0 82 1 80 18 29741 480 488 0 08130531 x 147 PERF B2 9 0 10 0 53 12 5 662 5 1003 1803 181 1 00 1 245 19 97172 1631 1631 0 36642699 x 662 5 PERF C2 90 70 18 7 126 343 343 49 100 1 80 1561798 443 443 006969027 x 126 moment D2 9 0 1 0 21 10 5 220 5 600 600 600 t 00 tame 80 202 5524 5401 5401 012195798 x 220 5 E2 9 0 11 0 53 12 5 662 5 1803 1803 164 1 00 1 245 18 08533 1475 1475 0 33311545 x 662 5 total X 4950 12 90 140 105 46 483 1315 1315 94 100 1 235 1078872 845 845 019081858 y 0 J2 90 190 655 1783 1783 94 100 1 235 1078049 844 844 019067303 y 0 K2 90 60 424 1154 1154 192 100 1 210 2472942 1731 1731 023451327 y 0 L2 90 170 9 28 252 9e6 6e6 40 100 1 150 7262382 363 363 008198855 y 0 total 4937 0 36642699 1818 5 LC PF 071635975 -1% 2nd Story Floor Support+2nd Story Roof Support Lateral Load 6075 lb £Lateral Load 10996 lb p,ad)Lateral Load= 6075 lb p.adj Lateral Load= 10998 lb Floor Area Total 3466 sf p,= 1 000 HQb Length Tributary Arca Shear Shear(plf) G, Shear wall Dead No HD Hold own above Total Load Shear Wall (f0 Calculation(5p Load(lb) Above Total Factor type Load plf Pier Lgth (lb) this level r max Direction X direction Width(ft) Length(ft) Area I50 Al+A2 110 40 300 526 400 926 231 100 1 160 4774304 2546 2546 008420568 x 300 151+52 110 210 730 1280 1803 3083 147 100 1 600 8073707 1615 1615 013349825 x 730 C1+C2 110 100 485 850 343 1193 66 100 10 180 1215118 729 729 006027571 x 485 moment D1+D2 110 10 165 9 1405 260 600 860 860 100 frame 160 1774652 9465 9465 007825002 x 1485 E1+E2 11 0 170 575 1008 1803 2811 165 1 00 1 460 11.86233 1019 1819 015037625 x 575 F1 100 120 39 1025 586 1027 1027 66 1 00 1 120 21.39005 056 856 007783935 x 506 G1 100 60 460 006 806 134 100 1 210 1919669 1344 1344 0,0733231 x 460 HI 100 60 _ 29 6 26 185 324 324 54 1 00 1 80 20 26607 540 540 0 02648864 x 165 6081 11031 PERF 11+12 110 140 85 42 357 826 1315 1940 139 100 1 435 1056707 1532 1532 012604285 y 0 J1+J2 11 0 120 915 1604 1783 3387 282 1 00 2 435 21 40911 3104 3104 0256648713 y 0 K) K2 110 105 1075 1884 1154 3038 289 100 2 290 329267 3183 3183 026314645 y 0 ' Li+L2 110 170 600 1052 886 1738 102 100 1 230 1466463 1124 1124 009295017 y 0 Mt 100 60 216 379 0 379 63 100 1 150 1261973 631 631 003442998 y 0 Ni 100 70 365 640 0 640 91 100 1 290 945444 914 914 005818029 y 0 01 100 150 235 412 0 412 27 100 I 170 4845813 275 275 002497236 y 0 0 26314645 3459 5 Pr 070902391 0% d : = - - : : " ' ' 1 q- _ . , . _ . , . . \ /; { \ \ : : : ; : ; \ / _ : : \ : : : : _ \ / i . , . l , l . : . } . \ a ° MR } / } } , } \ \ , A maim" - | . . I 2 \ \ liii - � ` li y . , . . : : ( y . . : . ~ _ _ , 2 - - ` , . , . . . . . , 2[ \\ ` : m! § ®` \ , . , . , 22 & G!/ 2 } . , , . . , g < an � ` � 99 , ; „ ; ; : , ! „ „ ; ![ , ! ! „ Eiin u , , . l ; ; l : , l ; : , ; , j ^` , ! l , , , : l : / ^, ; ; „ ; ; ; l ; l ; : il , \ : l ; , , . , , , \ , ; „ ; , : . ! ! . ; , ! ! l ; ; ; „ „ ( , : , ; , ! ! l , ; , : / - - /1 1 \ - - - _ . . M , , , , , , . . 1 , . , , . ; « , , . , . , , , , R ! ) i ) ) ; ) : ) ; ) li ; § in!il : i ) }! . . ; , I ; l : „ ! ! , 91 , . , ; , ; , . -1 I I „ ; ! ! „ ! !., W. „ ; p , ; , . ; , , , , { !} :! Shear Wall Design -Summary 3902 Rock Rcge Parkway 2nd Story Roof Support H(ft) Length Shear Controlling Shear(pIf) Shear wall No HD Holdown Hold Down Hold Down Shear Wall (ft) Load(Ib) Load type Pier Lgth (Ib) (Simpson) Callout PERF A2 90 90 420 Wind 21 1 7 192 NR PERF B2 9 0 10 0 1803 Seismic 181 1 20 1631 NR PERF C2 90 70 420 Wind 60 1 20 540 NR moment D2 90 10 845 Wind 845 frame E2 9 0 11 0 1803 Seismic 164 1 18 1475 NR CONNECT CORNER 12 9 0 14.0 1315 Seismic 94 1 11 845 NR J2 90 19.0 1783 Seismic 94 1 11 844 NR K2 90 60 1403 Wind 234 1 30 2104 MSTC40 L2 9 0 17 0 686 Seismic 40 1 7 363 NR 1 2nd Story Floor Support+2nd Story Roof Support H(ft) Length Shear Controlling Shear(pit) Shear wall No HD Holdown Hold Down Hold Down Shear Wall (ft) Load(Ib) Load type Pier Lgth (lb) (Simpson) Callout Al+A2 110 4.0 1480 Wind 370 3 76 4070 STHD10 3 61+62 110 21.0 3083 Seismic 147 1 8 1615 NR C1+02 11.0 180 1480 Wind 82 10 15 904 NR moment D1+n2 11.0 10 1961 Wind 1961 frame E1+E2 11 0 17 0 2811 Seismic 165 1 12 1819 NR CONNECT CORNER F1 10 0 12 0 1027 Seismic 86 1 21 856 NR G1 10.0 60 1210 Wind 202 1 29 2017 LSTHDB-rt end 2 H1 10.0 6 0 670 Wind 112 1 42 1117 LSTHDB 2 PERF 11+12 110 140 2196 Wind 157 1 12 1725 NR J1+J2 110 120 3762 Wind 314 2 24 3449 LSTHDB 2 K1+1(2 110 105 3449 Wind 328 2 37 3613 STHD10 3 L1+L2 11 0 17 0 2213 Wind 130 1 19 1432 NR M1 100 6.0 800 Wind 133 1 27 1333 NR N1 100 70 1530 Wind 219 1 23 2186 NR 01 100 150 565 Wind 38 1 7 377 NR 20'-2%" 1-2x6 x 15'-7" 19'-1 13/4"x9X" LVL (CONT.) e 1-2x6 x 15'-7" 3-2x6 x FULL HT. POST D.F.#2 OR BTR. 2x16 W/ 1-12 BETWEEN SPIKE TOGETHER ALL PLIES 13'-16 '' 2-2x6 x 15'-4" W/ 3X" x .131 NAILS a w„ II I II 3 ROWS ® 5" 0.C. STAGGER (NET 7.2 NAILS PER FOOT) 11'-1%" ,1-2x6 x 15'-7' _ 10'-1 6" 1%"x11'4" LVL (CONT.) 2-2x6 x 15'-7" 8'-6„ a:k:^, ,�t II II II I &.•'g:N•:::.1 2-2x6 x 15'-4" MSTC28 TYP. 1-4 MSTC28 BEND EXCESS AROUND SIDE OF POST NOTE: 2'-6" 2-2x6 x 15'-4" C3? HORIZONTAL JOINTS IN g c e 6+ SHEATHING ALLOWED ONLY AT WINDOW OPENINGS OR CENTERED ON LVL BEAM 2-2x6 x 15'-7" STHD8RJ HOLD DOWN EA. END 5 „ / 15'-7" i 5;c' A 16'-6" A NORTHWEST °"� SHEET DESCRIPTION: SCALE not to scale DATUM & DESIGN 3902 Rock Ridge Parkway DRAWN BY: NNW CIVIL ENGINEERING AND SURVEYING SOLUTIONS 9a An acortes, WA JOB N0. J07002 1129E FAIRWIVEN AVE e BURLINGTON,WASHINGTON 98233 Portal Framing PH.(360)7550434 FAX(360)755.0484 DAM 1-15-07 iOYQY emsm et e.g... BENTLEY Current Date: 1/14/2007 6:04 PM Units system: English File name: D\WSE\Projects\J07002 3902 Rock Ridge\ram\frame 3.adv Geometry data GLOSSARY Cb22, Cb33 Moment gradient coefficients Cm22,Cm33 . Coefficients applied to bending term in interaction formula dO Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY Rigid end offset distance measured from K node in axis Y DKZ Rigid end offset distance measured from K node in axis Z dL :Tapered member section depth at K end of member Ig factor Inertia reduction factor(Effective Inertia/Gross Inertia)for reinforced concrete members K22 Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 :Member length for calculation of axial capacity LB pos • Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg - Lateral unbraced length of the compression flange in the negative side of local axis 2 RX Rotation about X RY ' Rotation about Y RZ : Rotation about Z TO ' 1 =Tension only member 0=Normal member TX -Translation in X TY 'Translation in Y TZ Translation in Z Nodes Node X Y Z Rigid Floor [ft] [ft] [ft] 1 0.00 0.00 0.00 0 2 16.00 0 00 0.00 0 3 0.00 8.50 0.00 0 4 16.00 8.50 0 00 0 5 0 00 13.1667 0.00 0 6 16 00 13 1667 0.00 0 7 0.00 19.50 0 00 0 8 16.00 19 50 0 00 0 9 0.00 2.50 0.00 0 10 16 00 2.50 0.00 0 11 8.00 0.00 0 00 0 12 8.00 2.50 0.00 0 13 8.00 8.50 0.00 0 14 8.00 13.1667 0.00 0 Restraints Pagel Node TX TY TZ RX RY RZ 1 1 1 1 0 0 0 2 1 1 1 0 0 0 5 0 0 1 0 0 0 6 0 0 1 0 0 0 7 0 0 1 0 0 0 8 0 0 1 0 0 0 11 1 1 1 0 0 0 Members Member NJ NK Description Section Material d0 dL Ig factor [in] fin] 2 3 5 COL1 S4S 6x6 DFir-L-N_No2_beam 0.00 0.00 0 00 3 5 7 COL1 S4S 6x6 DFir-L-N_No2_beam 0.00 0.00 0 00 5 4 6 COL1 S4S 6x6 DFir-L-N_No2_beam 0.00 0.00 0 00 6 6 8 COL1 S4S 6x6 DFir-L-N_No2_beam 0.00 0.00 0 00 7 1 9 COL1 S4S 6x6 DFir-L-N_No2_beam 0.00 0.00 0 00 8 9 3 COL1 S4S 6x6 DFir-L-N_No2_beam 0 00 0.00 0.00 10 2 10 COL1 S4S 6x6 DFir-L-N_No2_beam 0.00 0.00 0 00 11 10 4 COL1 S4S 6x6 DFir-L-N_No2_beam 0.00 0 00 0 00 12 9 12 BEAM1 S4S 3x6 rigid link 0.00 0 00 0.00 13 3 13 BEAM1 S4S 3x6 rigid link 0 00 0 00 0 00 14 5 14 BEAM1 S4S 3x6 rigid link 0 00 0.00 0.00 15 7 8 BEAM2 S4S 4x10 DF_24F-V4 0.00 0.00 0.00 16 12 10 BEAM1 S4S 3x6 rigid link 0.00 0.00 0 00 17 13 4 BEAM1 S4S 3x6 rigid link 0 00 0.00 0.00 18 14 6 BEAM1 S4S 3x6 rigid link 0 00 0.00 0 00 23 14 13 BEAM1 S4S 3x6 rigid link 0.00 0.00 0.00 24 12 11 BEAM1 S4S 3x6 rigid link 0 00 0.00 0.00 Hinges Node-J Node-K Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL 12 No 1 1 0 0 0 0 0 0 0 0 13 No 1 1 0 0 0 0 0 0 0 0 14 No 1 1 0 0 0 0 0 0 0 0 16 No 0 0 0 0 1 1 0 0 0 0 17 No 0 0 0 0 1 1 0 0 0 0 18 No 0 0 0 0 1 1 0 0 0 0 Page2 BENTLEY Current Date: 1/14/2007 6 05 PM Units system: English File name: D\WSE\Projects\J07002 3902 Rock Ridge\ram\frame 3.adv Analysis Results Reactions My H - Ft Mx Fc xt z •----- VI K-.Y Mx ) Direction of positive forces and moments Forces[Kip] Moments fKip*ftl Node FX FY FZ MX MY MZ Condition WL=wind load 1 1 77274 -2.64885 0.00000 0.00000 0 00000 0 00000 2 1.77274 2 64885 0 00000 0.00000 0.00000 0.00000 11 -6.35548 0 00000 0.00000 0.00000 0 00000 0 00000 SUM -2.81000 0.00000 0.00000 0.00000 0 00000 0 00000 Points of interest in members J K I--I Diet) Considered points CONDITION WL=wind load Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [ft] [Kip] [Kip] [Kip*ft] [Kip] [Kip*ft] [Kip*ft] MEMBER 2 0% 0.000 0.826 1190 3.998 0.000 0.000 0.000 100% 4.667 0 826 1 190 -1.556 0.000 0.000 0.000 MEMBER 3 0% 0 000 0.142 -0 425 -1 556 0 000 0.000 0.000 100% 6 333 0.142 -0 425 1 135 0 000 0.000 0.000 MEMBER 5 0% 0 000 -0.826 1.190 3 998 0.000 0.000 0.000 100% 4.667 -0 826 1.190 -1.556 0 000 0.000 0.000 MEMBER 6 0% 0.000 -0.142 -0.425 -1.556 0.000 0.000 0.000 100% 6.333 -0.142 -0.425 1.135 0 000 0.000 0.000 Pagel MEMBER 7 0% 0 000 2.649 1 773 0 000 0 000 0.000 0.000 100% 2 500 2.649 1.773 -4 432 0.000 0.000 0.000 MEMBER 8 0% 0.000 1 656 -1.405 -4 432 0.000 0.000 0 000 100% 6 000 1 656 -1 405 3 998 0 000 0.000 0.000 MEMBER 10 0% 0 000 -2.649 1.773 0.000 0.000 0.000 0 000 100% 2.500 -2.649 1.773 -4.432 0.000 0.000 0 000 MEMBER 11 0% 0.000 -1.656 -1 405 -4.432 0.000 0 000 0 000 100% 6 000 -1.656 -1.405 3.998 0.000 0 000 0.000 MEMBER 12 0% 0 000 -3 178 0.993 0 000 0.000 0.000 0.000 100% 8 000 -3 178 0.993 -7.944 0 000 0.000 0.000 MEMBER 13 0% 0.000 2.595 0.830 0.000 0.000 0.000 0.000 100% 8 000 2.595 0.830 -6.638 0 000 0.000 0.000 MEMBER 14 0% 0.000 -1.615 0.684 0.000 0.000 0 000 0 000 100% 8 000 -3.575 0 684 -5.473 0 000 0 000 0.000 MEMBER 15 0% 0 000 0.425 0 142 1.135 0.000 0 000 0.000 100% 16 000 -0.425 0 142 -1.135 0.000 0 000 0.000 MEMBER 16 0% 0 000 3.178 0 993 7.944 0 000 0.000 0.000 100% 8.000 3.178 0 993 0.000 0 000 0.000 0.000 MEMBER 17 0% 0 000 -2.595 0.830 6.638 0 000 0.000 0.000 100% 8.000 -2 595 0.830 0 000 0.000 0.000 0 000 MEMBER 18 0% 0.000 1 615 0.684 5 473 0.000 0 000 0 000 100% 8 000 1.615 0.684 0 000 0.000 0.000 0.000 MEMBER 23 0% 0 000 0.000 -5.190 -10 946 0 000 0.000 0 000 100% 4.667 0.000 -5.190 13.276 0.000 0.000 0.000 MEMBER 24 0% 0.000 0 000 -6.355 -15.889 0.000 0.000 0.000 100% 2 500 0.000 -6.355 0.000 0 000 0.000 0.000 Page2 e4111 a a a aa a ohm * * a a a a i i i i i i i i S i i f i i i i i i i • • • • • • • • • • 000 aisooso - ti % Pc4ac.t4 Lktp71 i , ,��� iAN-r-t'CISI3 ...‘("*I.."'"--.....y.: o.s C p53 Lc,p7 ftc_.14....."itisi illtkit2 1 ii:611:i tv: 55 tLKtP', SWIM-11711.0 1 %WSW W. 44)4,------ . , :,.....,11:- 11/0_,171.....izit: :,,, r 01 1 Silk Int ,,,,,_.)f 3,15 xx: itillas 1.6�+L �p7 _ /ro.,..0 ‘I 2. it:S.7:::ttir, , r. -_ ,rs5 C p sr 6s \\!\ C,� S r Ik- 1, j :5 c� �, 71 C` '' le .3 rii1-7:t , .«LL .)/ M33=.1.14 [Kip'°ft] I M33=1.14 [Kip`*ft]r ht33=-1.14 [Kip E - E h933=1,56 [hipft] nh933=-1.56 K `fkl ._--- -------- M33=-1.56 [Kip M33= 1.56 [MAT 2X M r P 4 tvt33=4.00 CK P ] 4_ vR �- h933= 4.43 [Kieft] Nt33=#,4 [Kip fil — _.. T 3 W133=-4 ham= h433= 4 4 -- qn I -.— / ; ' c/g, 3G to11 - 2 71 hef ' 4*0 . V.,07 4•// Multi-Loaded Beam'2003 International Building Code (01 NDS)1 Ver: 7.01.10 By: Hayden H Watson , Watson Structural Engineering on: 01-14-2007 : 5:34:05 PM Project: J07002 GRAVITY- Location: 1 B2-TYP GIRDER Summary: 3.5 IN x 7.25 IN x 4.0 FT /#1 - Douglas-Fir-Larch- Dry Use Section Adequate By. 1.1% Controlling Factor: Section Modulus/Depth Required 7.21 In Center Span Deflections Dead Load: DLD-Center= 0.02 IN Live Load LLD-Center= 0 03 IN = L/1458 Total Load: TLD-Center= 0.05 IN = L/959 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2160 LB Dead Load: DL-Rxn-A= 1125 LB Total Load. TL-Rxn-A= 3285 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.50 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2160 LB Dead Load: DL-Rxn-B= 1125 LB Total Load: TL-Rxn-B= 3285 LB ' Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.50 IN Beam Data Center Span Length: L2= 4.0 FT Center Span Unbraced Length-Top of Beam. Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 4.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria. L/ 240 Center Span Loading: Uniform Load: Live Load wL-2= 1080 PLF Dead Load' wD-2= 557 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 1643 PLF Properties For:#1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1300 PSI Adjustment Factors: Cd=1.00 CF=1.30 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3285 FT-LB 2.0 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2300 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= 30.32 N3 S= 30.66 N3 Area (Shear): Areq= 19.16 N2 A= 25.38 N2 Moment of Inertia (Deflection) Ireq= 27.82 N4 1= 111.15 N4 Column[2003 International Building Code(01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:08 PM Project: J07002 GRAVITY-Location: 1 P1 -2B2-GT Summary: (5) 1.5 IN x 3.5 IN x 11 FT/#1 - Douglas-Fir-Larch- Dry Use Section Inadequate By: 0.2% Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert-LL-Rxn= 9953 LB Dead: Vert-DL-Rxn= 6460 LB Total. Vert-TL-Rxn= 16413 LB Axial Loads' Live Loads: PL= 9953 LB Dead Loads: PD= 6397 LB Column Self Weight: CSW= 63 LB Total Loads: PT= 16413 LB Eccentricity(X-X Axis): ex= 0.58 IN Eccentricity(Y-Y Axis): ev= 0 91 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 11.0 FT Maximum Unbraced Length (X-X Axis): Lx= 2.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 2.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section(X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dv= 7.50 IN Area: A= 26.25 IN2 Section Modulus (X-X Axis): Sx= 15.31 IN3 Section Modulus(Y-Y Axis): Sy= 6.56 IN3 Slenderness Ratio: Lex/dx= 6.86 Ley/dy= 3.2 Properties For:#1- Douglas-Fir-Larch Compressive Stress: Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fbv= 1000 PSI Modulus of Elasticity E= 1700000 PSI Adjusted Properties: Fbx': Fbx'= 1725 PSI Adjustment Factors: Cd=1 00 CF=1 50 Cr=1.15 CI=1.00 Fby': Fby'= 1890 PSI Adjustment Factors: Cd=1.00 CF=1 50 Cfu=1.10 Cr=1.15 CI=1.00 Fc': Fc'= 1028 PSI Adiustment Factors: Cd=1.00 Cf=1.15 Cp=0.60 Column Calculations(Controlling Case Only): Controlling Load Case Axial Total Load Only(L+ D) Compressive Stress. fc= 625 PSI Allowable Compressive Stress: Fc'= 1028 PSI Eccentricity Moment(X-X Axis): Mx-ex= 790 FT-LB Eccentricity Moment(Y-Y Axis): My-ev= 1240 FT-LB Bending Stress Lateral Loads Only(X-X Axis): fbx= 0 PSI Allowable Bending Stress (X-X Axis): Fbx'= 1725 PSI Bending Stress Lateral Loads Only(Y-Y Axis): fby= 0 PSI Allowable Bending Stress (Y-Y Axis): Fbv'= 1890 PSI Combined Stress Factor: FAILED CSF= 1.00 Column[2003 International Building Code (01 NDS)1 Ver: 7.01 10 By: Hayden H.Watson , Watson Structural Engineering on: 01-14-2007 : 5:34:11 PM Project: J07002 GRAVITY-Location: 1P2-2B2 Summary: 5.5 IN x 5.5 IN x 11 FT/#1 -Douglas-Fir-Larch - Dry Use Section Adequate By:20.3% Vertical Reactions: Live: Vert-LL-Rxn= 7994 LB Dead: Vert-DL-Rxn= 5194 LB Total: Vert-TL-Rxn= 13188 LB Axial Loads: Live Loads. PL= 7994 LB Dead Loads: PD= 5122 LB Column Self Weight: CSW= 72 LB Total Loads. PT= 13188 LB Eccentricity(X-X Axis). ex= 0.58 IN Eccentricity(Y-Y Axis): ey= 0 91 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 11.0 FT Maximum Unbraced Length (X-X Axis): Lx= 2.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 2.0 FT Column End Condition. Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus(X-X Axis): Sx= 27.73 INS Section Modulus(Y-Y Axis). Sy= 27.73 IN3 Slenderness Ratio: Lex/dx= 4.36 Ley/dy= 4.4 Properties For:#1- Douglas-Fir-Larch Compressive Stress: Fc= 1000 PSI Bending Stress(X-X Axis): Fbx= 1200 PSI Bending Stress(Y-Y Axis): Fby= 1200 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Properties. Fbx': Fbx'= 1200 PSI Adjustment Factors. Cd=1.00 CF=1.00 Fby' Fby'= 1200 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fc'. Fc'= 992 PSI Adjustment Factors: Cd=1.00 Cp=0.99 Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) Compressive Stress fc= 436 PSI Allowable Compressive Stress: Fc'= 992 PSI Eccentricity Moment(X-X Axis): Mx-ex= 634 FT-LB Eccentricity Moment(Y-Y Axis): My-ev= 995 FT-LB Bending Stress Lateral Loads Only(X-X Axis): fbx= 0 PSI Allowable Bending Stress(X-X Axis) Fbx'= 1200 PSI Bending Stress Lateral Loads Only(Y-Y Axis). fby= 0 PSI Allowable Bending Stress(Y-Y Axis): Fby 1200 PSI Combined Stress Factor: CSF= 0.80 Uniformly Loaded Floor Beamf 2003 International Building Code (01 NDS)1 Ver: 7.01.10 By: Hayden H. Watson , Watson Structural Engineering on: 01-14-2007 : 5:34:13 PM Protect: J07002 GRAVITY- Location: 2B1 -BATH 2 Summary: 3 125 IN x 12.0 IN x 13.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 7.8% Controlling Factor: Section Modulus/Depth Required 11.56 In Deflections: Dead Load: DLD= 0.15 IN Live Load: LLD= 0.38 IN =L/416 Total Load TLD= 0.52 IN =L/299 Reactions (Each End): Live Load: LL-Rxn= 3076 LB Dead Load: DL-Rxn= 1206 LB Total Load: TL-Rxn= 4282 LB Bearing Length Required(Beam only, support capacity not checked). BL= 2.11 IN Camber Regd.: C= 0.22 IN Beam Data: Spam L= 13.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria. L/ 360 Total Load Deflect. Criteria: L/ 240 Camber Adjustment Factor: CAF= 1.5 X DLD Floor Loading. Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 8.83 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 473 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 186 PLF Total Maximum Load: wT= 659 PLF Properties For: 24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: E= 1800000 PS Stress Perpendicular to Grain. Fc perp= 650 PS Bending Stress of Comp Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb' (Tension): Fb'= 2400 PS Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PS Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 13917 FT-LB 6.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3683 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= 69.58 N3 S= 75.00 N3 Area (Shear): Areg= 23.02 N2 A= 37.50 N2 Moment of Inertia (Deflection): Ireq= 389.80 N4 1= 450.00 N4 Combination Roof and Floor Beamf 2003 International Building Code (01 NDS)t Ver: 7.01.10 By: Hayden H. Watson , Watson Structural Engineering on: 01-14-2007 : 5:34:15 PM Project:J07002 GRAVITY- Location:2B2-HALLWAY Summary 5.125 IN x 19.5 IN x 19.0 FT /24F-V4-Visually Graded Western Species- Dry Use Section Adequate By: 15.4% Controlling Factor: Section Modulus/Depth Required 18.15 In Deflections: Dead Load: DLD= 0.28 IN Live Load: LLD= 0.43 IN = U527 Total Load: TLD= 0.71 IN = U321 Reactions (Each End): Live Load: LL-Rxn= 7994 LB Dead Load. DL-Rxn= 5122 LB Total Load: TL-Rxn= 13116 LB Bearing Length Required(Beam only, support capacity not checked): BL= 3.94 IN Camber Reqd.: C= 0.42 IN Beam Data: Span: L= 19.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria. L/ 360 Total Load Deflect. Criteria: L/ 240 Camber Adjustment Factor: CAF= 1.5 X DLD 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= 11.0 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= 8.5 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= 15.0 PSF Floor Tributary Width-Side One: FTW1= 9.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1 00 Wall Load: WALL= 90 PLF Live Load Reduction: Average Uniform Live Load: LL_Ave= 40 0 PSF Floor Loaded Area: FLA= 171.0 SF Reduction Based On Total Area: R1= 0.02 Max. Red'n Based On DL/LL Ratio: R2= 0.32 Max Red'n Based On Total Area: R3= 0.40 Controlling Reduction Factor R= 0 02 Design Live Load With Reduction: LL= 39.33 PSF Beam Loads: Roof Uniform Live Load: wL-roof= 488 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 293 PLF Floor Uniform Live Load: wL-floor= 354 PLF Floor Uniform Dead Load. wD-floor= 135 PLF Beam Self Weight: BSW= 22 PLF Combined Uniform Live Load: wL= 841 PLF Combined Uniform Dead Load: wD= 539 PLF Combined Uniform Total Load: wT= 1381 PLF Controlling Total Design Load: wT-cont= 1381 PLF Properties For: 24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: E= 1800000 PS Stress Perpendicular to Grain Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb' (Tension): Fb'= 2656 PS Adjustment Factors: Cd=1.15 Cv=0.96 Fv': Fv'= 276 PS Adiustment Factors: Cd=1.15 Design Requirements. Controlling Moment: M= 62300 FT-LB 9.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 11017 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= 281.51 IN3 S= 324.80 IN3 Page: 6 Combination Roof and Floor Beamf 2003 International Buildinq Code (01 NDS)1 Ver: 7.01.10 By: Hayden H. Watson , Watson Structural Engineering on 01-14-2007 : 5:34:15 PM Project: J07002 GRAVITY- Location:2B2-HALLWAY Area (Shear), Areq= 59.88 IN2 A= 99.94 IN2 Moment of Inertia (Deflection): Ireq= 2367.03 IN4 I= 3166.77 IN4 Multi-Loaded Beam12003International Building Code (01 NDS)1 Ver. 7.01 10 By: Hayden H.Watson ,Watson Structural Engineering on:01-14-2007 : 5:34 18 PM Project.J07002 GRAVITY- Location. 2B3-5.5'master bd. rm Summary. 5.5 IN x 9.5 IN x 5.5 FT /#2-Douglas-Fir-Larch- Dry Use Section Adequate By: 91 8% Controlling Factor: Section Modulus/Depth Required 6.86 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.02 IN = U3227 Total Load: TLD-Center= 0.03 IN =U1937 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1833 LB Dead Load: DL-Rxn-A= 1156 LB Total Load: TL-Rxn-A= 2988 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= 1134 LB Dead Load DL-Rxn-B= 794 LB Total Load: TL-Rxn-B= 1929 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 0.56 IN 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 Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria. L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 340 PLF Dead Load: wD-2= 240 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT-2= 591 PLF Point Load 1 Live Load: PL1-2= 1097 LB Dead Load PD1-2= 568 LB Location (From left end of span): X1-2= 1.0 FT Properties For:#2- Douglas-Fir-Larch Bending Stress. Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain. Fcperp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 875 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment. M= 3146 FT-LB 2.255 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= 2533 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= 43.14 N3 S= 82.73 N3 Area (Shear): Areq= 22.35 N2 A= 52.25 N2 Moment of Inertia (Deflection): Ireq= 48.68 N4 1= 392.96 N4 Multi-Loaded Beamf 2003 International Building Code (01 NDS)1 Ver. 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:19 PM Project J07002 GRAVITY-Location: 2B4-9.25'dining rm Summary. 3.5 IN x 11.875 IN x 9.25 FT /Versa-Lam 3100 Fb-Boise Cascade Section Adequate By 53 2% Controlling Factor: Section Modulus/Depth Required 9.59 In Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load LLD-Center= 0.13 IN = L/883 Total Load: TLD-Center= 0.20 IN =L/546 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 3488 LB Dead Load: DL-Rxn-A= 2168 LB Total Load: TL-Rxn-A= 5656 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 2.15 IN Center Span Right End Reactions(Support B): Live Load LL-Rxn-B= 2721 LB Dead Load: DL-Rxn-B= 1678 LB Total Load. TL-Rxn-B= 4399 LB Bearing Length Required(Beam only, support capacity not checked) BL-B= 1 68 IN Beam Data: Center Span Length: L2= 9.25 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 9.25 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load. Live Load: wL-2= 360 PLF Dead Load wD-2= 135 PLF Beam Self Weight: BSW= 12 PLF Total Load: wT-2= 507 PLF Point Load 1 Live Load: PL1-2= 1518 LB Dead Load: PD1-2= 910 LB Location (From left end of span): X1-2= 3.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 275 PLF Left Dead Load: TRD-Left-1-2= 165 PLF Right Live Load TRL-Right-1-2= 275 PLF Right Dead Load: TRD-Right-1-2= 165 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 3.75 FT Load Length: C-1-2= 3.75 FT Trapezoidal Load 2 Left Live Load TRL-Left-2-2= 0 PLF Left Dead Load: TRD-Left-2-2= 90 PLF Right Live Load: TRL-Right-2-2= 0 PLF Right Dead Load: TRD-Right-2-2= 90 PLF ' Load Start: A-2-2= 0.0 FT Load End. B-2-2= 9.25 FT Load Length: C-2-2= 9.25 FT Trapezoidal Load 3 Left Live Load. TRL-Left-3-2= 60 PLF Left Dead Load: TRD-Left-3-2= 23 PLF Right Live Load: TRL-Right-3-2= 60 PLF Right Dead Load TRD-Right-3-2= 23 PLF Load Start: A-3-2= 3.75 FT Load End• B-3-2= 9.25 FT Load Length: C-3-2= 5.5 FT Properties For: Versa-Lam 3100 Fb- Boise Cascade Bending 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' (Tension): Fb'= 3104 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 285 PSI Adjustment Factors. Cd=1.00 Design Requirements: Controlling Moment: M= 13888 FT-LB 3.793 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= 4696 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 Page: 9 Multi-Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:19 PM Project. J07002 GRAVITY- Location:2B4-9.25'dining rm Comparisons With Required Sections. Section Modulus (Moment) Sreq= 53.70 N3 S= 82.26 N3 Area (Shear): Areq= 24.72 N2 A= 41.56 N2 Moment of Inertia (Deflection) Ireq= 214.59 N4 1= 488.41 N4 Combination Roof and Floor Beamf 2003 International Building Code(01 NDS)I Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5.34:22 PM Project:J07002 GRAVITY- Location: 2B5 bd rm#4 Summary: 3.5 IN x 9.25 IN x 6.0 FT /#1 -Douglas-Fir-Larch-Dry Use Section Adequate By: 21 2% Controlling Factor: Section Modulus/Depth Required 8.4 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.05 IN =U1526 Total Load: TLD= 0.08 IN= L/921 Reactions(Each End): Live Load: LL-Rxn= 1905 LB Dead Load: DL-Rxn= 1251 LB Total Load: TL-Rxn= 3156 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.44 IN Beam Data. Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 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= 9.0 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= 2.0 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= 15.0 PSF Floor Tributary Width-Side One: FTW1= 9.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 110 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 275 PLF Roof Uniform Dead Load(Adjusted for roof pitch). wD-roof= 165 PLF Floor Uniform Live Load: wL-floor= 360 PLF Floor Uniform Dead Load: wD-floor= 135 PLF Beam Self Weight: BSW= 7 PLF Combined Uniform Live Load: wL= 635 PLF Combined Uniform Dead Load: wD= 417 PLF Combined Uniform Total Load: wT= 1052 PLF Controlling Total Design Load wT-cont= 1052 PLF Properties For:#1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1380 PSI Adjustment Factors: Cd=1.15 CF=1.20 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment. M= 4734 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 2399 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= 41.17 N3 S= 49.91 N3 Area (Shear) Areq= 17.38 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 60.14 N4 1= 230.84 N4 Uniformly Loaded Floor Beam(2003 International Building Code (01 NDS)1 Ver 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:25 PM Project. J07002 GRAVITY- Location:2B6-powder rm Summary. 3.5 IN x 7.25 IN x 4.0 FT /#2-Douglas-Fir-Larch- Dry Use Section Adequate By: 97.8% Controlling Factor: Section Modulus/Depth Required 5 15 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN = L/3088 Total Load: TLD= 0.02 IN = L/1962 Reactions (Each End): Live Load: LL-Rxn= 960 LB Dead Load. DL-Rxn= 551 LB Total Load: TL-Rxn= 1511 LB Bearing Length Required(Beam only, support capacity not checked). BL= 0.69 IN Beam Data: Span: L= 4.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One. LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 9.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two. TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 90 PLF Beam Loading Beam Total Live Load: wL= 480 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 276 PLF Total Maximum Load: wT= 756 PLF Properties For.#2-Douglas-Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1170 PSI Adjustment Factors: Cd=1.00 CF=1.30 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1511 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. ' Controlling Shear. V= 1058 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= 15.50 N3 S= 30.66 N3 Area (Shear): Area= 8.81 N2 A= 25.38 N2 Moment of Inertia (Deflection): Ireg= 13.60 N4 1= 111.15 N4 Multi-Span Roof Beam12003 International Building Code (01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:27 PM Proiect: J07002 GRAVITY- Location: 2B7-8.5'garage hdr Summary: 3.125 IN x 10.5 IN x 8.5 FT /24F-V4-Visually Graded Western Species- Dry Use Section Adequate By. 30.5% Controlling Factor: Section Modulus/Depth Required 9.19 In Center Span Deflections: Dead Load DLD-Center= 0.08 IN Live Load: LLD-Center= 0.13 IN =L/764 Total Load: TLD-Center= 0.22 IN =L/474 Camber Required. C= 0.12 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2452 LB Dead Load: DL-Rxn-A= 1501 LB Total Load: TL-Rxn-A= 3953 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.95 IN Center Span Right End Reactions (Support B): Live Load' LL-Rxn-B= 2125 LB Dead Load: DL-Rxn-B= 1305 LB Total Load. TL-Rxn-B= 3430 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.69 IN Beam Data Center Span Length: L2= 8.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 8.5 FT Center Span Unbraced Length-Bottom of Beam Lu2-Bottom= 8.5 FT Live Load Duration Factor Cd= 1.15 Pitch Of Roof: RP= 0. : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 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= 12.0 FT Roof Tributary Width Side Two: Trib-2-2= 3.0 FT Beam Self Weight: BSW= 7 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 375 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 225 PLF Total Load: wT-2= 607 PLF Point Load Live Load. PL-2= 1390 LB Dead Load: PD-2= 833 LB Location (From left end of span). X-2= 3.25 FT Properties For 24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: E= 1800000 PS Stress Perpendicular to Grain Fc perp= 650 PS ' Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb' (Tension): Fb'= 2624 PS Adjustment Factors: Cd=1.15 CI=0.95 Fv'. Fv'= 276 PS Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 9625 FT-LB 3.315 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= 3437 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= 44.02 N3 S= 57.42 N3 Area (Shear): Areq= 18.68 N2 A= 32 81 N2 Moment of Inertia (Deflection): Ireq= 114.48 N4 1= 301.46 N4 Multi-Span Roof Beam[2003 International Building Code (01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:30 PM Project:J07002 GRAVITY- Location:2B8- 12' porch bm Summary: 5 5 IN x 7.5 IN x 12.0 FT /#1 -Douglas-Fir-Larch- Dry Use Section Adequate By: 31.4% Controlling Factor: Section Modulus/Depth Required 6.54 In Center Span Deflections: Dead Load' DLD-Center= 0.15 IN Live Load: LLD-Center= 0.23 IN = U637 Total Load: TLD-Center= 0.38 IN = U384 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 900 LB Dead Load. DL-Rxn-A= 594 LB Total Load TL-Rxn-A= 1494 LB Bearing Length Required (Beam only, support capacity not checked). BL-A= 0.43 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 900 LB Dead Load: DL-Rxn-B= 594 LB Total Load: TL-Rxn-B= 1494 LB Bearing Length Required(Beam only, support capacity not checked). BL-B= 043 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 12.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 0.0 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RN 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= 3.0 FT Roof Tributary Width Side Two: Trib-2-2= 3.0 FT Beam Self Weight: BSW= 9 PLF Wall Load: Wall-2= 0 PLF Total Live Load. wL-2= 150 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 90 PLF Total Load: wT-2= 249 PLF Properties For.#1- Douglas-Fir-Larch Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1370 PSI Adjustment Factors: Cd=1 15 CI=0.99 CF=1.00 Fv' Fv'= 196 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4481 FT-LB 6.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1344 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= 39.25 N3 S= 51.56 N3 Area(Shear): Areq= 10.31 N2 A= 41.25 N2 Moment of Inertia (Deflection): Ireq= 90.72 N4 1= 193.36 N4 Multi-Span Roof Beam[2003 International Building Code(01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson , Watson Structural Engineering on: 01-14-2007 : 5:34:33 PM Project. J07002 GRAVITY- Location: 2B8- 13'living bm Summary: 5 5 IN x 11 5 IN x 13.0 FT /#1 -Douglas-Fir-Larch-Dry Use Section Adequate By: 17.3% Controlling Factor: Section Modulus/Depth Required 10.62 In Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= 0.18 IN =L/867 Total Load: TLD-Center= 0.36 IN =L/434 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2031 LB Dead Load. DL-Rxn-A= 2023 LB Total Load: TL-Rxn-A= 4054 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.18 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2031 LB Dead Load: DL-Rxn-B= 2023 LB Total Load: TL-Rxn-B= 4054 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.18 IN Beam Data: Center Span Length L2= 13.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 12.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.0 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= 9.5 FT Roof Tributary Width Side Two: Trib-2-2= 3.0 FT Beam Self Weight: BSW= 14 PLF Wall Load Wall-2= 110 PLF Total Live Load: wL-2= 313 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 298 PLF Total Load: wT-2= 624 PLF Properties For:#1- Douglas-Fir-Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1530 PSI Adjustment Factors. Cd=1.15 CI=0.99 CF=1.00 Fv': Fv'= 196 PSI Adjustment Factors Cd=1.15 Design Requirements: Controlling Moment: M= 13176 FT-LB 6 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= 3487 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= 103.31 N3 S= 121.23 N3 Area(Shear): Areq= 26.75 N2 A= 63.25 N2 Moment of Inertia (Deflection): Ireq= 289.00 N4 1= 697.07 N4 Floor Joist[2003 International Building Code (01 NDS)l Ver: 7.01.10 By. Hayden H.Watson , Watson Structural Engineering on: 01-14-2007 : 5:34:35 PM Project:J07002 GRAVITY- Location:2JST1 - 18' SPPAN+6 Summary: SERIES 6500 1 8/11.875- Boise Cascade x 23 92 FT(17 7+6.2) @ 16 O.C. Section Inadequate By: 15.3% Controlling Factor:Allowable end reaction I-foists 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 ioist manufacturer for design verification. Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center= 0.21 IN =U1024 Total Load: TLD-Center= 0.28 IN =U751 Right Span Deflections: Dead Load: DLD-Riqht= -0.01 IN Live Load: LLD-Right= -0.03 IN= L/2313 Total Load: TLD-Right= -0.04 IN = L/1768 Center Span Left End Reactions (Support A): Live Load LL-Rxn-A= 384 LB Dead Load DL-Rxn-A= 143 LB Total Load: TL-Rxn-A= 527 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= 986 LB Dead Load: DL-Rxn-B= 370 LB Total Load: TL-Rxn-B= 1355 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.75 IN Right End Reactions (Support C): Live Load LL-Rxn-C= 156 LB Dead Load DL-Rxn-C= -34 LB Total Load: TL-Rxn-C= 122 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn-C-min= -280 LB Bearing Length Required (Beam only, support capacity not checked) BL-C= 0.00 IN Dead Load Uplift F.S.: FS= 1.5 Joist Data: Center Span Length: L2= 17 67 FT Right Span Length: L3= 6.25 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Floor Loading: Live Load: LL-2= 40 0 PSF Dead Load. DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 73 PLF Right Span Loading: ' Uniform Floor Loading: Live Load: LL-3= 40.0 PSF Dead Load: DL-3= 15.0 PSF Total Load: TL-3= 55.0 PSF Total Load Adjusted for Joist Spacing wT-3= 73 PLF Properties For: SERIES 6500 1.8/11.875-Boise Cascade Depth: D= 11.875 IN Moment Capacity: Mcap= 4495 FT-LB Shear Capacity: Vcap= 1675 LB El: E1= 350000000 LB-IN2 End Reaction Capacity: Rcap= 1175 LB Comparisons With Required Sections: Controlling Moment: M= -2208 FT-LB Adjusted Moment Capacity: Mcap-adi= 4495 FT-LB Controlling Shear: V= 773 LB Adjusted Shear Capacity: Vcap-adi= 1675 LB El Required: El-reg= 72646570 LB-IN2 El: El= 350000000 LB-IN2 Maximum End Reaction: Rmax= 1355 LB Adjusted Reaction Capacity: FAILED Rcap-adj= 1175 LB Floor Joist(2003 International Building Code(01 NDS)1 Ver: 7.01.10 By Hayden H.Watson , Watson Structural Engineering on: 01-14-2007 : 5:34 36 PM Project. J07002 GRAVITY-Location:2JST1 - 18' SPPAN Summary SERIES 6500 1.8/ 11.875-Boise Cascade x 18.0 FT (a7 16 O.C. Section Adequate By: 12.0% Controlling Factor:Allowable Deflection * Hoists were Preliminarily designed using the joist manufacturers published values. If the design does not match the actual ioist loading or span conditions in any way, contact the joist manufacturer for design verification. Center Span Deflections: Dead Load: DLD-Center= 0 15 IN Live Load: LLD-Center= 0.39 IN =U555 Total Load: TLD-Center= 0.54 IN =L/403 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 480 LB Dead Load: DL-Rxn-A= 180 LB Total Load: TL-Rxn-A= 660 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= 480 LB Dead Load: DL-Rxn-B= 180 LB Total Load: TL-Rxn-B= 660 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.75 IN Joist Data: Center Span Length: L2= 18.0 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect Criteria: L/ 360 Center Span Loading: Uniform Floor Loading Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adiusted for Joist Spacing: wT-2= 73 PLF Properties For: SERIES 6500 1.8/11.875- Boise Cascade Depth: D= 11.875 IN Moment Capacity: Mcap= 4495 FT-LB Shear Capacity: Vcap= 1675 LB El: E1= 350000000 LB-IN2 End Reaction Capacity: Rcap= 1175 LB Comparisons With Required Sections: Controlling Moment: M= 2970 FT-LB Adjusted Moment Capacity: Mcap-adj= 4495 FT-LB Controlling Shear: V= 660 LB Adjusted Shear Capacity: Vcap-ad1= 1675 LB El Required. El-rep= 312397800 LB-IN2 El: E1= 350000000 LB-IN2 Maximum End Reaction: Rmax= 660 LB Adjusted Reaction Capacity: Rcap-adj= 1175 LB Floor Joistf 2003 International Building Code (01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson , Watson Structural Engineering on: 01-14-2007 : 5:34:38 PM Project: J07002 GRAVITY-Location: 2JST2-21'SPPAN Summary: SERIES 6500 1.8/ 11.875- Boise Cascade x 21.0 FT a 8 0 C. Section Adequate By. 44.0% Controlling Factor: Allowable Deflection * Hoists were Preliminarily designed using the foist manufacturers published values. If the design does not match the actual ioist loading or span conditions in any way, contact the ioist manufacturer for design verification. Center Span Deflections: Dead Load: DLD-Center= 0.13 IN Live Load: LLD-Center= 0.35 IN = U713 Total Load: TLD-Center= 0.49 IN = U518 Center Span Left End Reactions(Support A)• Live Load: LL-Rxn-A= 280 LB Dead Load. DL-Rxn-A= 105 LB Total Load: TL-Rxn-A= 385 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.75 IN Center Span Right End Reactions(Support B)• Live Load: LL-Rxn-B= 280 LB Dead Load: DL-Rxn-B= 105 LB Total Load: TL-Rxn-B= 385 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.75 IN Joist Data: Center Span Length: L2= 21 0 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading. Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load TL-2= 55 0 PSF Total Load Adiusted for Joist Spacing: wT-2= 37 PLF Properties For: SERIES 6500 1.8/11.875-Boise Cascade Depth: D= 11.875 IN Moment Capacity: Mcap= 4495 FT-LB Shear Capacity: Vcap= 1675 LB El: E1= 350000000 LB-IN2 End Reaction Capacity: Rcap= 1175 LB Comparisons With Required Sections: Controlling Moment: M= 2021 FT-LB Adjusted Moment Capacity: Mcap-adi= 4495 FT-LB Controlling Shear: V= 385 LB Adjusted Shear Capacity: Vcap-adi= 1675 LB El Required: El-req= 243033100 LB-IN2 El: E1= 350000000 LB-IN2 Maximum End Reaction: Rmax= 385 LB Adjusted Reaction Capacity' Rcap-adj= 1175 LB Footing Design [2003 International Building Code (01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:39 PM Project J07002 GRAVITY- Location: FTG- 1-story cont. Summary: Footing Size: 12.0 IN Wide x 8.0 IN Deep Continuous Footing Longitudinal Reinforcement: (2) Continuous#4 Bars Transverse Reinforcement#4 Bars @ 13 00 IN. O.C. (unnecessary) Footing Loads: Live Load: PL= 375 PLF Dead Load. PD= 225 PLF Stemwall Load: SD= 0 PLF Total Load: PT= 600 PLF Ultimate Factored Load. Pu= 870 PLF Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 60000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 12.0 IN Depth: Depth= 8.00 IN Effective Depth to Top Layer of Steel: d= 4.25 IN Stemwall Size: Width: W= 00 IN Height: Height= 0.00 IN Stemwall Weight: Stem-Weight= 0 PCF Bearing Calculations: Required Footing Width: Wreq= 5.14 in Ultimate Bearing Pressure. Qu= 600 PSF Effective Allowable Soil Bearing Pressure Qe= 1400 PSF Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 127 LB Allowable Beam Shear: vc1= 4335 LB Bending Calculations(Transverse): Factored Moment: Mu= 1305 IN-LB Nominal Moment Strength: Mn= 37761 IN-LB Reinforcement Calculations(Transverse): Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.01 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.17 IN2 Controlling Reinforcing Steel: As read= 0.17 IN2 Selected Reinforcement: #4 Bars (a) 13.00 IN. O.C. Reinforcement Area Provided: As= 0 18 IN2/FT Development Length Calculations: Development Length Required: Ld= 14.40 IN Development Length Provided: Ld-prov= 3.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Reinforcement Calculations(Longitudinal): Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.17 IN2 Selected Reinforcement: (2) Continuous#4 Bars Reinforcement Area Provided' As= 0.39 IN2 Footing Design (2003 International Building Code(01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 • 5:34:39 PM Project: J07002 GRAVITY- Location: FTG-2-story cont. Summary: Footing Size: 15.0 IN Wide x 8.0 IN Deep Continuous Footing Longitudinal Reinforcement. (2) Continuous#4 Bars Transverse Reinforcement:#4 Bars @ 13.00 IN. O.C. (unnecessary) Footing Loads. Live Load: PL= 950 PLF Dead Load: PD= 635 PLF Stemwall Load: SD= 0 PLF Total Load: PT= 1585 PLF Ultimate Factored Load: Pu= 2282 PLF Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 60000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 15.0 IN Depth: Depth= 8.00 IN Effective Depth to Top Layer of Steel: d= 4.25 IN Stemwall Size: Width: W= 00 IN Height: Height= 0.00 IN Stemwall Weight. Stem-Weight= 0 PCF Bearing Calculations: Required Footing Width: Wred= 13.59 in Ultimate Bearing Pressure: Qu= 1268 PSF Effective Allowable Soil Bearing Pressure: Qe= 1400 PSF Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 494 LB Allowable Beam Shear vc1= 4335 LB Bending Calculations (Transverse): Factored Moment: Mu= 4279 IN-LB Nominal Moment Strength: Mn= 37761 IN-LB Reinforcement Calculations (Transverse): Concrete Compressive Block Depth. a= 0 41 IN Steel Required Based on Moment: As(1)= 0.02 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4)• As(2)= 0.17 IN2 Controlling Reinforcing Steel: As redd= 0.17 IN2 Selected Reinforcement: #4 Bars(off 13.00 IN. O.C. Reinforcement Area Provided: As= 0.18 IN2/FT Development Length Calculations: Development Length Required: Ld= 14.40 IN Development Length Provided: Ld-prov= 4 50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Reinforcement Calculations (Longitudinal): Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10 5.4). As(2)= 0.22 IN2 Selected Reinforcement: (2) Continuous#4 Bars Reinforcement Area Provided. As= 0.39 IN2 Footing Design f 2003 International Building Code(01 NDS)1 Ver. 7.01.10 By. Hayden H.Watson , Watson Structural Engineering on: 01-14-2007 : 5:34.40 PM Project: J07002 GRAVITY-Location: FTG-2-story PIER Summary. Footing Size: 1.25 FT x 4.0 FT x 10.00 IN Reinforcement in Long Direction.#4 Bars Co@ 8.00 IN. O.0 /(2) min. Reinforcement in Short Direction:#4 Bars @ 5.00 IN. O.0 /(9) min Footing Loads: Live Load: PL= 4320 LB Dead Load: PD= 2228 LB Total Load: PT= 6548 LB Ultimate Factored Load: Pu= 9586 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 60000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 1.25 FT Length: L= 4.0 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= 3.50 IN Column Depth: n= 3.50 IN Bearing Calculations Ultimate Bearing Pressure: Qu= 1310 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 4.76 SF Area Provided: A= 5.0 SF Baseplate Bearing. Bearing Required: Beanng= 9586 LB Allowable Bearing: Bearing-Allow= 36444 LB Beam Shear Calculations (One Way Shear). Beam Shear: Vu1= 3545 LB Allowable Beam Shear: vc1= 7969 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 39.00 IN Punching Shear: Vu2= 8320 LB Allowable Punching Shear(ACI 11-35): vc2-a= 62156 LB Allowable Punching Shear(ACI 11-36): vc2-b= 87125 LB Allowable Punching Shear(ACI 11-37): vc2-c= 41438 LB Controlling Allowable Punching Shear: vc2= 41438 LB Bending Calculations(Long Direction): Factored Moment Mu-long= 57514 IN-LB Nominal Moment Strength: Mn-long= 124639 IN-LB Reinforcement Calculations (Long Direction): Concrete Compressive Block Depth: a-long= 0.74 IN Steel Required Based on Moment: As(1)-long= 0.18 IN2 Minimum Code Required Reinforcement: As(2)-long= 0.27 IN2 Controlling Reinforcing Steel (Shrinkage/Temperature ACI-10.5.4): As-reqd-long= 0.27 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C./(2) Min. Reinforcement Area Provided As-long= 0.39 IN2 Development Length Calculations(Long Direction): Development Length Required: Ld-long= 15.00 IN Development Length Provided: Ld-prov-long= 21.00 IN Bending Calculations (Short Direction): Factored Moment: Mu-short= 17973 IN-LB Nominal Moment Strength: Mn-short= 546562 IN-LB Reinforcement Calculations(Short Direction): Concrete Compressive Block Depth: a-short= 1.04 IN Steel Required Based on Moment. As(1)-short= 0 05 IN2 Minimum Code Required Reinforcement(Shrink/Temp.ACI-10.5.4): As(2)-short= 0.86 IN2 Controlling Reinforcing Steel: As-reqd-short= 0.86 IN2 Selected Reinforcement: #4 Bars @ 5.00 IN O.C./(9) Min Reinforcement Area Provided (Total): As-short= 1.77 IN2 Development Length Calculations(Short Direction): Development Length Required: Ld-short= 15.00 IN Development Length Provided. Ld-prov-short= 4.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design 12003 International Building Code(01 NDS)1 Ver: 7.01.10 By: Hayden H Watson ,Watson Structural Engineering on. 01-14-2007 : 5 34:40 PM Project: J07002 GRAVITY- Location: FTG1 - UNDER 1P1 Summary: Footing Size: 3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN. O.C. E/W/(4) min. Footing Loads: Live Load: PL= 9953 LB Dead Load: PD= 6460 LB Total Load- PT= 16413 LB Ultimate Factored Load Pu= 23677 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 60000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.5 FT Length: L= 3.5 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= 5.50 IN Column Depth: n= 5.50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1340 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Area= 11.94 SF Area Provided: A= 12.25 SF Baseplate Bearing: Bearing Required: Bearing= 23677 LB Allowable Bearing: Bearing-Allow= 89994 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 8315 LB Allowable Beam Shear: vc1= 22313 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 47.00 IN Punching Shear: Vu2= 21824 LB Allowable Punching Shear(ACI 11-35): vc2-a= 74906 LB Allowable Punching Shear(ACI 11-36). vc2-b= 91375 LB Allowable Punching Shear(ACI 11-37) vc2-c= 49938 LB Controlling Allowable Punching Shear: vc2= 49938 LB Bending Calculations Factored Moment Mu= 124303 IN-LB Nominal Moment Strength: Mn= 253752 IN-LB Reinforcement Calculations. Concrete Compressive Block Depth a= 0.53 IN Steel Required Based on Moment: As(1)= 0.38 IN2 Minimum Code Required Reinforcement(Shrinkageflemperature ACI-10 5.4): As(2)= 0 76 IN2 Controlling Reinforcing Steel: As-read= 0.76 IN2 Selected Reinforcement: #4 Bars @ 11.00 IN. O.C. E/W/(4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required Ld= 15.00 IN Development Length Supplied. Ld-sup= 18.00 IN Footing Design (2003 International Building Code (01 NDS)1 Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:41 PM Project. J07002 GRAVITY- Location: FTG2- UNDER 1 P2 Summary. Footing Size: 3.5 FT x 3.5 FT x 10.00 IN Reinforcement:#4 Bars @ 11.00 IN. O.C. E/W/(4) min. Footing Loads: Live Load. PL= 7994 LB Dead Load. PD= 5194 LB Total Load: PT= 13188 LB Ultimate Factored Load: Pu= 19023 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 60000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.5 FT Length: L= 3.5 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= 5.50 IN Column Depth: n= 5 50 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1077 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 9.59 SF Area Provided: A= 12.25 SF Baseplate Bearing: Bearing Required: Bearing= 19023 LB Allowable Bearing: Bearing-Allow= 89994 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 6681 LB Allowable Beam Shear: vc1= 22313 LB Punching Shear Calculations (Two way shear). Critical Perimeter: Bo= 47.00 IN Punching Shear: Vu2= 17534 LB Allowable Punching Shear(ACI 11-35): vc2-a= 74906 LB Allowable Punching Shear(ACI 11-36): vc2-b= 91375 LB Allowable Punching Shear(ACI 11-37): vc2-c= 49938 LB Controlling Allowable Punching Shear: vc2= 49938 LB Bending Calculations: Factored Moment: Mu= 99872 IN-LB Nominal Moment Strength: Mn= 253752 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 IN Steel Required Based on Moment: As(1)= 0.30 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.76 IN2 Controlling Reinforcing Steel. As-regd= 0.76 IN2 Selected Reinforcement. #4 Bars @ 11.00 IN. O.C. E/W/(4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 18.00 IN Roof Beam[2003 International Building Code(01 NDS)1 Ver: 7.01.10 By Hayden H.Watson ,Watson Structural Engineering on: 01-14-2007 : 5:34:44 PM Project:J07002 GRAVITY-Location. RB1 - BR 4 header Summary: 3 5 IN x 7.25 IN x 6.0 FT /#2-Douglas-Fir-Larch-Dry Use Section Adequate By: 77.9% Controlling Factor Section Modulus/Depth Required 5.44 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.04 IN = L/1603 Total Load: TLD= 0.07 IN = L/1023 Reactions (Each End) Live Load: LL-Rxn= 822 LB Dead Load: DL-Rxn= 467 LB Total Load: TL-Rxn= 1289 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.59 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 0. : 12 Live Load Deflect Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 8.0 FT Roof Live Load-Side Two: LL2= 37.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 2 0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 6 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length. Ladi= 6.0 FT Beam Uniform Live Load: wL= 274 PLF Beam Uniform Dead Load: wD_adi= 156 PLF Total Uniform Load: wT= 430 PLF Properties For:#2- Douglas-Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1346 PSI Adjustment Factors. Cd=1.15 CF=1.30 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements. Controlling Moment: M= 1933 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 1031 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= 17.24 N3 S= 30.66 N3 Area (Shear): Areq= 7.47 N2 A= 25.38 N2 Moment of Inertia (Deflection): Ireq= 19.57 N4 1= 111.15 N4 Multi-Span Roof Beamf 2003 International Building Code (01 NDS))Ver: 7.01.10 By: Hayden H.Watson ,Watson Structural Engineering on. 01-14-2007 . 5:34:46 PM Protect:J07002 GRAVITY- Location: RB2-br 4 Summary: 3.5 IN x 7.25 IN x 6 5 FT /#2- Douglas-Fir-Larch- Dry Use Section Adequate By: 51.4% Controlling Factor:Area/Depth Required 5.85 In Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.06 IN = U1291 Total Load: TLD-Center= 0.10 IN = L/797 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1539 LB Dead Load: DL-Rxn-A= 941 LB Total Load: TL-Rxn-A= 2480 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.13 IN Center Span Right End Reactions(Support B)• Live Load: LL-Rxn-B= 695 LB Dead Load: DL-Rxn-B= 435 LB Total Load: TL-Rxn-B= 1130 LB Bearing Length Required(Beam only, support capacity not checked) BL-B= 0.52 IN Beam Data: Center Span Length L2= 6.5 FT Center Span Unbraced Length-Top of Beam Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 6.5 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 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: Trib-1-2= 4.0 FT Roof Tributary Width Side Two: Trib-2-2= 3.0 FT Beam Self Weight BSW= 6 PLF Wall Load: Wall-2= 0 PLF Total Live Load: wL-2= 175 PLF Total Dead Load (Adjusted for Roof Pitch) wD-2= 105 PLF Total Load: wT-2= 286 PLF Point Load Live Load: PL-2= 1097 LB Dead Load. PD-2= 658 LB Location (From left end of span): X-2= 0 75 FT Properties For.#2- Douglas-Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain' Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1346 PSI Adjustment Factors: Cd=1 15 CF=1.30 Fv': Fv'= 207 PSI Adjustment Factors. Cd=1.15 Design Requirements: Controlling Moment: M= 2238 FT-LB 2.535 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= 2313 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= 19.96 N3 S= 30.66 N3 Area(Shear): Areq= 16.76 N2 A= 25.38 N2 Moment of Inertia(Deflection): Ireq= 25.11 N4 1= 111.15 N4 End of Structural Calculations