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HomeMy WebLinkAbout17715 82ND DR NE_BLD20120051_2026 o C O p ^� I'o r° 00 00 Cn Z N � n 0 N 1-4 C7 d CD z n, z tTj rZ H .� tTl o z � z � z '� d > Z o � r � 0 C7 � o � � z C� Q z 0 � �mt d c z My ® �---i r I n � r [ � N O O > C�~D z CITY OF ARLINGTON 238 N. OLYMPIC AVE.-ARLINGTON, WA. 98223 PHONE: (360)403-3421 BUILDING PERMIT Address: 17715 82ND DR NE,ARLINGTON Permit#:BLD20120051 Parcel#:01047900004600 Va!uation:$346,000.00 OWNER APPLICANT CONTRACTOR ENCORE HOMES,INC ENCORE HOMES,INC ENCORE HOMES,INC KEITH HOYER KEITH HOYER KEITH HOYER 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B 1801 GROVE STREET,UNIT B MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 MARYSVILLE,WA 98270 keith@encorehomesinc.com keith@encorehomesinc.com Lie#:ENCORHI914NS Exp:8/10/2013 PLUMBING CONTRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING ENCORE HOMES,INC SOUNDVIEW PLUMBING KEITH HOYER 5917 195TH ST NE#3 1801 GROVE STREET,UNIT B ARLINGTON,WA 98223 MARYSVILLE,WA 98270 Lie#:SOUNDVP033NF Exp:6/13/2013 Lie#:ENCORHI914NS Exp:8/10/2013 JOB DESCRIPTION Single Family Residence PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: 1 OCC GROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 71 .2171Y?� ignature Print Name Date Released By D to ARCHIVE APPLICANT ASSESSOR OTHER BLD20120051 CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. • Replace the brass fitting on the tail piece. PERMIT FEES Date Description Fee Amount Paid Balance Due 2/6/2012 Plumbing Permit Fee $217.00 $0.00 $217.00 2/6/2012 Mechanical Permit Fee $1 10.00 $0.00 $110.00 2/6/2012 Building Permit Fee(QTY: 1) $3,038.88 $0.00 $3,038.88 2/6/2012 Building Plan Check Fee(QTY: 1) $1,975.27 $0.00 $1,975.27 2/6/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $5,345.65 $0.00 $5,345.65 CALL FOR INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None f ' REED & ASSOCIATES, PS Civil & Structural Engineering fW. 8311-212th St SW Edmonds, WA 98026 Office(425)778-2793 Fax(425)775-2073 STRUCTURAL CALCULATIONS FOR: Encore Homes Inc Plan 3072 by Robert Petermeyer 2� Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County NOT VALID WI THO UT A WET 2009 IBC SIGNATURE JOB # 11-162 Date Eng # Desc. 5/10/2011 Qing 2 Original Calculation oSLL U WAS - o z -9 EXPIRES 5-2742 WENDELL E. REED, PE, C S 7 2011 DECEIVE® PERMIT TER FEB 0 2 2012 Lb i I�' COA PERMIT CENTER n_ 1 ,n �I°"L /*%1C Lateral Analysis IBC 2009 R&A Job*: 11-162 Description; Plan 3072 Engineer: Qing Governing Code: 2009 International Building Code all references in right margin are 2009 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria r3041 Roof Walls Floors Snow Partitions Live Load (psf) 25 40 25 Dead Load (pso 15 10 10 a 10 1603.1.4 Wind Design Criteria r3041 1. Basic Wind Speed 85 mph F 1609[320] 2. Wind Importance Factor Iw 1.00 ASCF 7 T 6-1(77) 3. Wind Exposure Category 11 8 1 1 1609.4 j325] 4. Internal Pressure Coefficient +l-55 ASCF 7 F 6-5(47] 5. Components and Cladding design pressure +/-10 psf ASCE 7 6.4.2.1.1[24] 1603.1.5 Earthquake Design Data [3051 1. Seismic Importance Factor Is 1.00 ASCF 7 T 11.5-1 f116) 2. Short Period Acceleration Ss 1.25 F1613.5(1)[348] 2. 1-Second Accelieration SI 0.4 F1613.5(2)C350] 3. Site Class D T1613.5.2[3411 4. Spectral response coefficient SDS 0.83 EQ 16-36138(340-2] 4. Spectral response coefficient SDI 0.43 EQ 16.37/39[340-21 5. Seismic Design Category D T1613.5.6(1)and(2)1343] 6. Seis. Force Resisting System A.13. ASCF 7 T 12.2-1[1201 7. Design'Base Shear 10613 Ibs 8. Seismic Response Coefficient Cs 0.13 ASCF 7 EQ 12.8-2[129] 9. Response Modification Factor R 6.5 ASCF 7 T 12.2-11120] 10. Analysis Procedure used Simplified ASCF 712.14[135] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 6.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 Wind Design (Method 1) IBC 2009 Simplified Wind Load Method ASCE 7 6.4/23� Basic Wind Speed 85 mph 1609.3[3191, F1609[320] Wind Exposure Category B 1609.4[325] Wind importance Factor 1.00 ASCE 7 T 1-1[3]&T 6-1[77) Height&Exposure Adjustment X= 1.00 ASCE 7 F 6-2[40) Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[26], F 6-4[45) Wlnd Pressures ASCE 7 6 4 2 1 f24) P.=X Kt I psso ASCE 7 EQ 6-1124] Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1[24) zones A, B, C, &D all equal 10 psf,while zones E, F, G, & H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 29 ft Eave Height 17.5 ft Mean Roof Height, h 23.25 ft ASCE 7 6.2[22] Zone Pressures W(I, )(psso)ASCE 7 F 6-2 Q81 85 Horizontal Pressures Vertical Pressures Overhan s 0 A B C D E F I G H EOH UGH 1 F4.04 .93 4.33 10,34 3.84 -4.08 -8.42 -3.07 -6.91 -9.58 -8.57 2 1 2.75 3.19 1 2.19 -0.08 -4.45 1 0.87 1 -2.94 -1.41 -1.63 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2[37) End zone distance, 2a, where"a"equals the smaller of 10 percent of least horizontal dimension (I.h.d,)or 0.4h, but not less than either 4 percent of Ihd or 3 feet. D rr F x= Z (p sx'X) x= A Diaphragm (x= 2) Front to Rear Side to Side I,h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 122 0 343 0 72 163 136 368 2a (ft) = 9 Forces Fx= 5245 Fxmin= 4650 Fx= 4528 F,m,in= 7390 Diaphragm (x= 1) Front to Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 162 0 243 0 162 46 306 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 i I Seismic Design IBC 2009 Site Clasification Criteria Selection, & Minimum Design Lateral Force Occupancy Category II ASCE 7T 1-1(3) Seismic Importance Factor IE 1.00 ASCE 7 T 11.5-1[1161 Seismic Design Category D T1613.5.6(1)and(2)(343) Site Class D T1613.5.2(341) Short Period Acceleration Ss 1.25 F1613.5(1)(348) 1-Second Acceleration S, 0.4 F1613.5(2)(350) Seis. Force Resisting System A.13. ASCE 7 T 12.2-1(120) Response Modification Factor R 6.5 ASCE 7 T 12.2-1[120) Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.5.3(1)[341) Site Coeffiecient, Fv 1.6 T1613.5.3(2)[341) Substitute equations 16-36 & 16-37 into 16-38&16-39 respectively, 2 S DS w 3•F a'S s SDs= 0.83 EQ 16-36138(340-2] 2 S D1 =3'F V'S 1 SDI = 0.43 EQ 16-37139[340-2] Simplified analysis Seismic base shear ASCE 7 12 14 8(141) V= (F SDs/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11[141J Vertical Distribution Forces at each level ASCE 7 12 14 8[141) Fx= (wx/W)V Fx 0.141 x% ASCE 7 EQ 12.14-12[141) Effective seismic weight&Forces Ibs at Level x Diaphragm(x=2) roof area(ft?) floor area(te) story helght(ft) wall length(ft) 236$ 0 8.1 171 'Nx Fx 5986 weight(Ibs) 35520 0 1 6926 42446 Diaphragm(x=1) roof area(ft) floor area(ft) story helght(ft) wail length 00 474 1719 8A 182 wx Fx= 5443 welght(ibs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 '' x Allowable Stress Desi-in Loads For Wood IBC 2009 Design shall be in accordance with Sections 2304-2306. 2301.2.1[451) Structures using wood shear walls and diaphragms to resist 2305.1[466) wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305, 2306 and 2307. Design per Alternative Basic Load Combinations 1605 3 2[309) For worse case effect with wind load, L& S shall be zero. 1605.1[308) Equations 16-17, 16-18, & 16-19 become, D +CoW Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2[309) D shall be multiplied by two-thirds. For worse case effect with seismic load, L&S shall be zero. 1605.1[308) Equation 16-21 controls, 0.9 D+ E/1.4 ,substitute ASCE 7 EQ 12.4-1 for E (pQE - 0.2S IDS D) 0.9 D + simplify&arrange variables 1.4 (0.9 -0.14 SIDS) D + P QE 1.4 Where QE equals F,of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt= 1.00 Front to Rear Side to Side Dia hragm Force(Ibs) Force(]bs) x=2 6819 9607 x= 1 6199 6682 Seismic Design Loads, (p/1.4) F„ p= 1.3 ASCE 712.3.4.2[126) Diaphragm Force(Ibs) x=2 5558 x= 1 5054 Version 7.0 Pg 31 I I _Allowable Stress Design Loads For Wood - cont Sum the moments about the base of'a shearwall, overturning shall resist, (v•w)•h - 23 2 D 2 + P•w for wind (v•w)•h - (0.9 -0.14 S DS) D•2 + P•w for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D N x W? h sum MOMOM /-ABOUT Con W Version 7.0 Pg 3.2 � � �I Level \o� Segment Tributary loads Wind Seismic Wall line (x) �G� O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis 1 2 F-R max Wind Seis VD(x+1)[Ibs] % 5061,,' .'50%, 7.50 8.1 2 2 77 -139 VD(x)[Ibs] 3409.41 2779.17 7.00 8.1 2 2 96 -118 VT(x)[Ibs] 3409.41 2779.17 4.00 8.1 2 2 208 12 67 L 42.00 42.00 23.50 8.1 2 2 -518 -832 V 81 66 IBC 2305 max 67 TMAx(X)[Ibs] 208 12 2 2 F-R Wind Seis VD(X+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TmAx(X)[Ibs] 3 2 F-R Wind Sells VD(x+1)[Ibs] % 50% 50%Q' 5.80 8.1 2 2 305 68 VD(x)[Ibs] 3409.41 2779.17 3.80 8.1 2 2 379 155 88 VT(x)[Ibs] 3409.41 2779.17 24.00 8.1 2 2 -372 -720 L 33.60 33.60 5w-( V 101 83 IBC 2306 max 88 TMAx(x)[Ibs] 379 155 4 2 F-R Wind Seis VD(x+1)[Ibs] 3K � Fes: VD(x)[Ibsj VT(x)[Ibsj L V IBC 2305 max TMAx(X)[Ibs] Version 7,0 Pg 41 I Walll.ine Level oc Segment Tributary loads Wind Seismic x �c'�` ( ) O�` Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) me is ax 1 1 F-R Wind Sells VD(x+1)[Ibs] 3409.41 2779.17 % > 26°/a""` 20°fo_: 7.50_ 8.1 869 208 338 12 VD(x)[Ibs] 1611.83 1010.86 7.00 8.1 882 208 354 12 VT(x)[Ibs] 5021.24 3790.03 23.00 8.1 1 1 344 208 -273 12 L 37.50 37.50 S -1 V 134 101 IBC 2305 max TMAX(x)[Ibs] 882 354 2 1 1 1 F-R Wind Sets VD(x+1)[Ibs] 50%W °"�'5 7.50 8.1 1 1 89 -94 VD(x)[Ibs] 3099.67 2527.15 13.00 8.1 1 1 -79 -289 VT(x)[Ibs] 3099.67 2527.15 24.00 8.1 1 1 -414 -679 L 44.50 44.50 V 70 57 IBC 2305 max TMAx(x)[Ibs] 89 3 1 1 1 F-R Wind Sells VD(x+1)[Ibs]- 3409,41 2779.17 % "246%'''; -'' 30% 48.00 8.1 1 1 -504 379 -1111 155 VD(x)[Ibs] 1487.84 1516.29 VT(x)[Ibs] 4897.25 4296.46 L 48.00 48.00 �JIU�I V 102 89 IBC 2305 max TMAX(X)[Ibs] 4 1 F-R Wind Sels VD(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAX(x)[Ibs] Version 7.0 Pg 4.2 . r r• I Level o� Segment Tributary loads Wind Seismic Wall Line (x) �o`` O`� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max A 2 S-s Wind seas VD(x+1)jibs] 4.50 8.1 2 2 245 -133 22%' 22% : 4.50 8.1 2 2 245 -133 VD(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 VT(x)[Ibs] 2113.54 1222.83 3.00 8.1 2 2 301 -68 69 L 24.00 24.00 3.00 8.1 2 2 301 -68 69 V 88 51 3.00 8.1 2 2 301 -68 69 IBC 2305 max 69 3.00 8.1 2 2 301 -68 69 TMAX(x)Jibs] 301 B 2 S-S Wind Sells VD(X+1)[Ibs] % 50-/P; *�509d-,T, 7.80 8.1 2 2 F861 152 VD(x)[Ibs] 4803.5 2779.17 8.00 8.1 2 2 853 143 VT(x)[Ibs] 4803.5 2779.17 11.00 8.1 2 2 742 13 L 26.80 26.80 U r 1 V 179 104 IBC 2305 max Tmm(x)[Ibs] 861 152 C 2 S-S Wind Sels VD(x+1)[Ibs] % 28%''` ' 26% 7.00 8.1 2 2 103 -269 VD(X)[Ibs] 2689.96 1556.34 7.00 8.1 2 2 103 -269 VT(x)[Ibs] 2689.96 1556.34 12.80 8.1 2 2 -113 -520 L 32.80 32.80 6.00 8.1 2 2 140 -226 V 82 47 IBC 2306 max Tmkx(x)[Ibs] 140 D 2 S-s Wind Seis VD(x+1)[Ibs] % VD(x)[Ibs] VT(X)[Ibs] L V 113C 2305 max TMAx(x)[Ibs] Version TO Page5.1 Wall Line Level o� Segment Tributary loads Wind Seismic c'�` (x) 0��� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Sells max A 1 S-S Wind Sells VD(x+1)[Ibs] 2113.54 1222.83 % 23% 32% 4.00 8.1 6 1 1604 301 846 169 VD(x)[Ibs] 1536.86 1617.38 4.00 8,1 4-� 6 1 1604 301 846 169 VT(x)[Ibs] 3650.4 2840.21 3.00 8.1 6 1 1651 301 901 226 L 17.00 17.00 3.00 8,1 2 2 1627 301 873 226 V 215 167 3.00 8.1 2 2 1627 301 1 873 226 IBC 2306 max 226 T.. TmAx(x)[Ibs] 1651 901 13 1 1 1SS Wind Seis VD(x+T)[Ibs] - 4803.5 2779.17 % 50% ' ,-'50% 10.00 8.1 1 1 3527 861 1606 152 VD(X)[Ibs] 3341 2527.15 10.50 8.1 1 1 3512 861 1588 152 VT(x)[Ibs] 8144.5 5306.32 L 20.50 20.50 S w-z V 397 259 IBC 2305 max -r-2. Twx(x)[Ibs] 3527 1606 C 1 1 1 SS Wind Seis VD(x+1)[Ibs] 2689.96 1556;34 % 27%- 1 18%: 7.00 8.1 1247 140 355 VD(x)[Ibs] 1804.14 909.775 7,00 8.1 1247 140 355 VT(x)[Ibs] 4494.1 2466.11 3.50 8.1 1 1 1303 140 421 119 L 24.00 24.00, 6.50 8.1 1 1 1212 140 314 V 187 103 IBC 2306 max 119 TMAx(x)[Ibs] 1303 421 D 1 SS Wind Sels Vp(x+1)[Ibs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)[Ibs] Version 7.0 Page5.2 ., I I Shear wall Summary Sheetin Re m'ts Shear Transfer Overturninq Values Wind Fseismaxi Wind Seismic Wind Seismic 1 -2nd 58 67 1 1 81 66 2-2nd 3-2nd 72 88 1 ! 1 101 83 4-2nd +E A-2nd 63 69 1 i 1 88 51 B-2nd 128 104 1 l 2 179 104 C-2nd 59 47 1 ; 1 82 47 D-2nd 1 -1st 96 101 1 1 1 134 101 2- 1st 50 57 1 1 1 70 57 3-1st 73 89 1 j 1 102 89 4-1st I A-1st 153 226 1 I 2 215 167 1651 B-1st 284 259 2 1 6 397 259 3527 1606 C -1st 134 119 1 ; 2 187 103 1303 D- 1st i SW-1 SW-2 SW-3 SWA SW.5 SW-6 Sheathing �.226 i387 � ; i�a„ `ti'' (plf) Shear Flow (ply Shear Transfer Connectors - Co = 1.6, Hem-Fir Connector Z(Ibs) 16d Nails 195.2 Ibs 2005NDS Ti1N[97] 10.4 5.9 0.0 0.0 0.0 0.0 16d Slant Nails (v<150plf) 162 lbs 2005NDS T11N[971 _ f 8.6 4.9 0.0 0.0 __.0.0 0.0 Simpson A35 Clip 510 Ibs Simpson C-2009[164 27.1 15.4 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector 415 Ibs Simpson C-2009[1361 22.0 12.5 0.0 0.0 0.0 0.0 Simpson DTC Clip 125 Ibs Simpson C-2009[1361 6.6 3.8 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS T11E[85] 50.1 1 28.5 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11E[85] 73.1 1 41.6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS T11E[85] 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 ,� r Do ` lDl5Si4-fa.1 LOADS= '6001f. 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A� V" l�l r. 49ck, psi x 4xC3.5"+2--75! gv75" ,S7Eo '74Doto D�' I I I I I i I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope. Rov 580004 - uuu.KVJ-0803W3.Ver5.8.0,1-Dec-2083 General Timber Beam Page 1� (ct1983.2003 ENERCALC Engineering Software '1.182.cw Calcu!ahona I�s:�'_�aer uz.�sn�nic Description 1 (RXN) General information Section Name 3.126x10.6 Center Span 12.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft .. . ..Lu 0.00 ft Member Type Glul-arn Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800,0 ksi Full Length Uniform Loads Center DL 202.50#/ft LL 337.50 #/ft Left Cantilever DL #/ft LL #!ft Right Cantilever DL #/ft ILL #/ft ::Y-Summary Beam Design OK Span=12.00ft,Beam Width=3.125in x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.736 : 1 Maximum Moment 9.7 k-ft Maximum Shear* 1.5 4.2 k Allowable 13.2 k-ft Allowable 9.1 k Max.Positive Moment 9.72 k-ft at 6.000 ft Shear: @ Left 3.24 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.24 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000 in Max @ Right Support 0.00 k-ft @ Center 0.261 In Max.M allow 13.21 Reactions... @ Right 0.000 in tb 2,031.28 psi fv 126.79 psi Left DL 1.21 k Max 3.24 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.21 k Max 3.24 k Deflections Center Span... Dead Load Totaf Load Left Cantllever... Dead Load Total Load Deflection -0.174 in -0.464 in Deflection 0.000 In 0.000 In ...Location 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 827.1 310.16 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0.261 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 57.422 in3 Area 32.813 162 Cv 1.000 Rb 0.000 CI 3239.999 Max Moment Am Rea'd Allowable fb @ Center 9.72 k-ft: 42.26 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 1n3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.16 k 4.16 k Area Required 15.073 In2 15.073 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 3.24 k Bearing Length Req'd 1.595 In Max.Right Reaction 3.24 k Bearing Length Req'd 1.595 In i .c i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev 0004 - U.r..M-0803603,Vet 6.8.0,1-Dac-2003 Page 1 m General Timber Beam eam 11-182.ecw Celculallo"c Description 2 (RXN) General Information Section Name 3.125x12 Center Span 17.00ft .... .Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft ....,Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 90.00 #Ift LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #Ift End Loc 17.000 ft #2 DL @ Left 90.00 #Ift ILL @ Left 150.00 #/ft Start Lac 0.000 ft DL @ Right #Ift LL @ Right #Ift End Loc 17.000 ft ------ -- - - - ----- umry ma Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.1n,Ends are Pin-Ptn Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 Ot Maximum Shear"" 1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 8.90 k-ft at 7.208 ft Shear. @ Left 2.72 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.36 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.314 in Max.M allow 17.25 Reactions... @ Right 0.000In fb 1,423.82 pal fv 91.03 psi Left DL 1.02 k Max 2.72 k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.51 k Max 1.36 k LDeflections Center Span... peed Load Total Load Left Cantilever.,. Dead Load Total Load Deflection -0.2091n -0.558 in Deflection 0.000 In 0.000 In ,..Location 8.160 ft 8.160 ft ,..Length/Defl 0.0 0.0 ...Length/Deft 975.3 365.72 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 In @ Center 0,3141n ...Length/Defl 0.0 0,0 @ Left 0.000 In @ Right 0.000 In Stress Calcs ----- ----�------- -v Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 In3 Area 37.600 In2 Cv 1,000 Rb 0.000 CI 2719.999 Max Moment Sxx Redd Allowable tb @ Center 8.90 k-ft 38.69 10 2,760.00 psi @ Left Support 0,00 k-ft 0.00 Ina 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysts @ Left Support @ Right Support Design Shear 3.41 k 2.02 k Area Required 12.369 In2 7.322 In2 Fv:Allowable 276.00 pal 276.00 pal Bearing @ Supports Max.Left Reaction 2.72 k Bearing Length Req'd 1.339 in Max.Right Reaction 1.36 k Bearing Length Req'd 0.670 In � ,.. I I Title: Job# Dsgnr: Date:'12:14PM, 10 MAY 11 Description; Scope: r.ov aoa Page 1 Wen KW-0003903,Ver5.8.0,1-Dec-2003 General Timber Beam 1._,82ecwC�culcion5 (c)1983.2003 ENERCALC Eoglneern0 Software Description 3 (RXN) General Information Section Name 5.125x37.5 - Center Span 45.00 ft .....Lu 0.00 ft Beam Width 5.125In Left Cantilever ft .. ..,Lu 0.00 ft Beam Depth 37.500 in Right Cantilever ft .. ...Lu 0.00 ft Member Type Glul-arn Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 01 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 0.000 ft DL @ Right 15.00 #fft LL @ Right 25.00 #/ft End Lod 24.500 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 24.500 ft DL @ Right 90.00 #tft LL @ Right 150.00 #/ft End Loc 33.000 ft #3 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 33.000 ft DL @ Right 15.00 #tft LL @ Right 25.00 #/ft End Loc 45.000 ft Point Loads Dead Load 1,215.0Ibs 1,020.0lbs lbs lbs lbs lbs lbs Live Load 2,025.0 lbs 1,700.0 lbs lbs lbs lbs lbs lbs ...distance 24.500 ft 33.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design'OK NOW Span=45.07Beam Width=5.125in x Depth 37.5in,Ends are Pin-Pin Max Stress Ratio 0.390 : Maximum Moment 89.0 k-ft Maximum Shear"1.5 9.s k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 69.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 8.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0,00 k-ft @ Center 0.407 in Max.M allow 228.43 Reactions... @ Right 0.000 In fb 889.23 psi fv 49.95 psi Left DL 1,73 k Max 4,62 k Fb 2,282.05 psi Fv 276.00 psi Right DL 2.49 k Max 6.64 k _Deflections center Span... Dead Load Total Load Left Cantilever... Dea Load Total Load Deflection -0.271 in -0.724 in Deflection 0.000 in 0.000 in ...Location 23.580 ft 23.580 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,989.2 745.96 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.407 in ...Length/Defl 0,0 0.0 @ Left 0.000 in @ Right 0.000 in I I I. II I�� Title: Job# Dsgnr: Date: 12:1413M, 10 MAY 11 Description Scope rRev: 580004 Page 2 User:KWO60°.G03.Ver 5.8.0,1-0ec-2003 General Timber Beam (c,1963.2003 ENERCALC Englnoerin0 Software 17-162 ecw.Calculatfons Description 3 (RXN) Stress Calcs Sending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172In3 Area 192.188 in2 Cv 0.827 Rb 0.000 Cl 4615.221 Max Moment Sxx Redd Allowable`b @ Center 89.01 k-ft 468.05 in3 2,282.05 psi @ Left Support 0.00 k-ft 0.00 In3 2,282.05 psi @ Right Support 0.00 k-ft 0.00 in3 2,282.05 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.56 k 9.60 k Area Required 23.752 In2 34.782 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max.Left Reaction 4.62 k Bearing Length Req'd 1.385 in Max,Right Reaction 6.64 k Bearing Length Req'd 1.995 in 1 I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: -Rev. 580004 User,KW-M3803 Ver5.8.0,1-oec-2003 General Timber Beam Page 1 3-2(c)198003 ENEACALC Engineering Sot are 11-162.aamCalculatlans Description 4 General information Section Name 400 Center Span 6.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur,Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 360.00 Wft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.860 ; 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 3.2 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 4.32 k-ft at 3.000 ft Shear: @ Left 2.88 k Max.Negative Moment 0.00 k-ft at 0.000 ft Q Right 2.88 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.0521n Max.M allow 5.02 Reactions... @ Right 0.000in fb 1,038.64 psi fv 99.28 psi Left DL 1.08 k Max 2.88 k Fb 1,207.60 psi Fv 195.50 psi Right DL 1.08 k Max 2.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.0351n -0,093 in Deflection 0.000 in 0.000 In ...Location 3.000 ft 3,000 ft ,..Length/Deft 0.0 0.0 ...Length/Deft 2,058.3 771.86 Right Cantilever... Camber(using 1.6 D.L.DO)... Deflection 0.000 in 0.000 In @ Center 0.052 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 2879.999 Max Moment Sxx eg'd Allowable fb @ Center 4.32 k-ft 42,93 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.60 psi Shear Analysls @ Left Support @ Right Support Design Shear 3.21 k 3.21 k Area Required 16.440 In2 16.440 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @Supports Max.Left Reaction 2.88 k Bearing Length Req'd 1.317 in Max.Right Reaction 2.88 k Bearing Length Req'd 1.317 in M I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 5=04 User.Kw-0803803,ver5.e.o,1-Dec.2oo3 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineerlog Software 11-182.emCalculatlons Description 4A [General Information Section Name 4x8 Center Span 4.00ft .. . ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . ... .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Altow 875.0psI Load Our.Factor 1.150 Fv Allow 170.0 psi Beam lend Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Y Center DL 360.00#1ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.574 : 1 Maximum Moment 1.9 k-ft Maximum Shear* 1.5 2.0 k Allowable 3.3 k-ft Allowable 5.0 k Max,Positive Moment 1.92 k-ft at 2.000 ft Shear: @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 Wt @ Center 0.0221n Max.M allow 3.34 Reactions... @ Right 0.0001n fb 751.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Fb 11308.13 psi Fv 195.50 psi Right DL 0.72 k Max 1.92 k Deflections Center Span... Dead Load ToW Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.038 in Deflection 0,000 in 0.000 In ...Location 2.000 ft 2.000 ft ...LengthlDefl 010 0.0 ...Length/Defl 3,344.a 1,254.30 Right Cantilever... Camber(using 1.6*D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0,000 in Stress Calcs ...era, Bending Analysis Ck 29.15C Le 0.000 f. Sxx 30.661 In3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 1919.999 Max Moment Sxx Raced AI owable _L @ Center 1.92 k-ft 17.61 In3 1.308.13 psi @ Left Support 0.00 k-ft 0,00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 1n3 1,308.13 psi Shear Analysls @ Left Support @ Right Support Design Shear 2.03 k 2.03 k Area Required 10.371 in2 10.371 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.878 In Max.Right Reaction 1.92 k Bearing Length Req'd 0.878 In :,1 Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope .Rev: SM004 - U&or.KW-0603803,Ver5.8.0,1.Doe-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering So1h«are 11=62.e:w-Cal wel:aca Description 5 General Information Section Name 6.126x13.5 Center Span 16.00 ft Lu 0.00 ft Beam Width 5,125 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 13.500 In Right Cantilever ft . . . .,Lu 0.00 It Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fe Allow 650.0 psi E 1,800.0 kal CFull Length Uniform Loads Center DL 151.00#/ft LL 280.00 #/tt Left Cantilever DIL #/ft LL Wit Right Cantilever DIL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=5,1251n x Depth=13.61n,Ends are Pin-Pin Max Stress Ratio 0•443 : 1 Maximum Moment 13.8 k-ft Maximum Shear` 1.5 4.6 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 8.000 ft Shear: @ Left 3.45 k Max.Negative Moment 0.00k-ft at 16.000 ft @ Right 3.45k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft Center 0.177 in Max.M allow 31.13 Reactions... @ Right 0.000in fb 1,063.16 psi fv 64.59 psi Left DL 1.21 k Max 3.45 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.21 k Max 3.45 k Deflections Center Span... D-ad Load _Total Load Left Cantilever... Dead Load Total Load Deflection -0.118 in -0.336 in Deflection 0.000 In 0.000 in ..,Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.5"D.L.Doff)... Deflection 0.000 in 0.000 In @ Center 0.177 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69,188 in2 Cv 1,000 Rb 0.000 Cl 3447.999 Max Moment Sxx Read Allowable fb @ Center 13.79 k-ft 68.96 In3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,400.00 psi ShearAnalysls @ Left Support @ Right Support Design Shear 4.47 k 4.47 k Area Required 18.619 In2 18.619 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.45 k Bearing Length Req'd 1.035 in Max.Right Reaction 3.45 k Bearing Length Req'd 1.035 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rer. 5800C4 �- -, Ueer.KYV-oeos803 I-Dac-2003 S*ltwara �CAIC Ertglneering General Timber Beam Page 1 (c)t9a3.2003 ENE( 11-182 oMrCalCla`'uns Description 6 General Information Section Name 5.125x13.5 Center Span 19.00 ft .Lu 0.00 ft Beam Width 5.125 in Left Cantilever It . ..Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft . ..Lu 0.00 ft MemberType GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity PIn-PIn Fe Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 40.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever OL #/ft LL #/ft Trapezoidal Loads 01 DL @ Left 60.00 #M LL @ Left 240.00 #/ft Start Loc 0.000 ft DL @ Right 60.00 #/ft LL @ Right 240.00 #/ft End Loc 11.000 ft #2 DL @ Left 75.00 Wft LL @ Left 300.00 Wft Start Loc 11.000 ft DL @ Right 75.00 #/ft LL @ Right 300.00 #/ft End Loc 19.000 ft Summary Beam Design OK Span- 9.00ft,Beam Width=5.1251n x Depth=13.51n,Ends are PIn-Pin Max Stress Ratio 0.533 : 1 Maximum Moment 16.6 k-ft Maximum Shear" 1.5 4.9 k Allowable 31.1 k-ft Allowable 16.6 k Max.Positive Moment 16.57 k-ft at 9.880 ft Shear. @ Left 3.36 k Max.Negative Moment. -0.00 k-ft at--19.000-ft @ Right --3:7ak Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.246 in Max.M allow 31.08 Reactions... @ Right 0.0001n fb 1,276.99 psi fv 70,72 psi Left DL 0.98 k Max 3.36 k Fb 2,395.76 psi Fv 240.00 psi Right DL 1.04 k Max 3.70 k Deflections Center Span... Dead Load Tota_ILO ad Left Cantilever.,, Dead Load Totai Load Deflection -0.164 in -0.571 In Deflection 0.000 In 0.000 in ...Location 9.576 ft 9.576 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.5"D.L.DO)... Deflection 0.000 In 0.000 in @ Center 0.246 In ...Length/Deft 0.0 0.0 @ Left 0,000 In @ Right 0.000 In Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: wa �usaeKwaso3603 Ver5.3.0,1-oe�.xaa General Timber Beam Page 2 (0)1983-2003 ENEACALC Engineering Softwaro 11-162 ere Calc:lwions Description 6 Stress Calm Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 In3 Area 69.188 in2 Cv 0.998 Rb 0.000 Cl 3366.314 Max Momenk Sxx Req'd Cov ablee qh Center 16.57 k-ft 82.98 In3 2,395.76 psi Left Support 0.00 k-ft 0.00 in3 2,395.76 psi Right Support 0.00 k-ft 0.00 In3 2,395.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.49 k 4.89 k Area Required 18.716 in2 20.388 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.36 k Bearing Length Req'd 1.008 In Max.Right Reaction 3.70 k Bearing Length Req'd 1.112 in I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Zev. 6saoot --- . - ,M-0603603,vnr5,eo,1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Sonwero t t-162.ecvrCefwlmbne nnda -�as�ar�As tam Description 7 General information Section Name 4x10 Center Span 5.00 ft Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ...Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No,2 Fb Base Allow 875.0 psi Load Dur.Factor 1,000 Fv Allow 170.0 pal Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 88.00#/ft LL 28.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads 91 DL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Lac 0.000 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #/ft End Lac 0.600 ft #2 DL @ Left 360.00 #/ft LL @ Left 600.00 #!ft Start Lac 4.500 ft DL @ Right 360.00 #V t LL @ Right 600.00 #/ft End Lac 6.000 ft Point Loads Dead Load 720.0lbs 720.0lbs Ibs Ibssc� Ilbs Ibs Ibs Live Load 1,200.0 Ibs 1,200.0lbs Ibs ]be Ibs Ibs lbs ...distance 0.600 ft 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft =Surn mary Beam Design OK Span=5.00ft, Beam Width=3.5001n x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio "0.361 : 1 Maximum Moment 1.6 k-ft Maximum Shear* 1.5 0.4 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.58 k-ft at 2.080 ft Shear. @ Left 2.74 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 2.74 k Max @ Left Support 0.00 k-ft Camber, @ Left 0,0001n Max @ Right Support 0.00 k-ft @ Center 0.010 in Max.M allow 4.37 Reactions... @ Right 0,000 in fb 378.73 psi fv 11.62 pal Left DL 1.14 k Max 2,74 k Fb 1,050.00 psi Fv 170.00 psi Right DL 1.14 k Max 2,74 k Deflections Center Span_ Dead Load Total Load Left Cantllever... Dead Load Total Load Deflection -0.012 in .0.027 in Deflection 0.000 In 0.000 In ...Location 2.480 ft 2.480 ft ,,,Length/Deft 010 0.0 ...Length/Defi 4,953.7 2,243.91 Right Cantilever... Camber(using 1.5 D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.018 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0-000 In Title: Job Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 00(A User KW-0803809 var6.8.0,1-Dao-2003 General Timber Beam Page 2 (c)1983.2003ENERCALC Engineering Software 11-162,ecw.Calcule0ons Description 7 Stress Caics Bending Analysis Ck 31.260 Le 0,000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 2737.040 Nax Moment Sxx Read Ilowat?le fe Center 1.58 k-ft 18.00 in3 '1,050.00 psi C Left Support 0.00 k-ft 0.00 In3 1,060.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis Left Support Right Support Design Shear 0.23 k 0.36 k Area Required 1.349 In2 2.213 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 2.74 k Bearing Length Req'd 1.251 in Max.Right Reaction 2.74 k Bearing Length Req'd 1.252 In i �� Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope ev sa000a Page 1 User KW-0603603,Ver5.6.0,1-Dec-7.003 General Timber Beam (e)1963-2003 ENERCALC Engineering Safty a 11.162s�w Carculellans �Sr.'��..»c�e�grntiraa.,rtr�^�ts�•��,:��c;stx Description 8 General Information Section Name 3.125x10.5 Center Span 11.50 ft ... ..Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 pal Beam End Fixity Pin-Pin Fc Allow 660.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 175.50#/ft LL 378.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=11.50ft,Beam Width=3.125in x Depth=10.51n,Ends are Pin-Pin Max Stress Ratio 0.797 : Maximum Moment 9.2 k-ft Maximum Shear"` 1.5 4.o k Allowable 11.5 k-ft Allowable 7.9 k Max.Positive Moment 9.15 k-ft at 5.750 ft Shear: @ Left 3,18 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3,18 k Max @ Left Support 0,00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k t @ Center 0,191 in Reactions...Max.M allow 11.46 @ Right 0.000n fb 1,912.17 psi fv 123.38 psi Left DL 1.01 k Max 3,18 k Fb 2,400.00 psi Fv _240.00 psi - Right DL 1.01 k Max 3.18 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Loa Deflection -0.127 in -0.401 In Deflection 0.000 In 0.000 in .,,Location 5.750 ft 5.750 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1.084.3 343.80 Right Cantilever... Camber(using 1.6"D.L.DO)... Deflection 0.000 in 0.000 In @ Center 0.191 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 57.422 In3 Area 32.813 in2 Cv 1.000 Rb 0.000 Cl 3182,624 Max Mornen Sxx a 'd Allowable fb @ Center 9.15 k-ft 45.75 In3 2,400.00 psi @ Left Support 0.00 k-ft 0.001n3 2,400,00 psi @ Right Support 0.00 k-ft 0.00 In3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.05 k 4.05 k Area Required 16.868 in2 16.868 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.18 k Bearing Length Req'd 1.567 In Max.Right Reaction 3.18 k Bearing Length Req'd 1.567 In i I i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rar. U0004 -- �- Uter M-0603803.Ver5.8.0,1-Deo-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC ENirvtorinp Software 11-162.ocw.Calculationt s9srs -aa�.ran Description 9 General Information Section Name 4x10 Center Span 8.30ft . . .. .Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Righf Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin FcAllow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 171.00 gift LL 290.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.30ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.909 : 1 Maximum Moment 4.0 k-ft Maximum Shear* 1.5 2.3 k Allowable 4.4 k-ft Allowable 5.6 k Max.Positive Moment 3.97 k-ft at 4.150 ft Shear: @ Left 1.91 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support C.00 k-ft @ Center 0.091 in Max.M allow 4.37 Reactions... @ Right O.000in fb 954.44 psi ry 72.33 psi Left DL 0.71 k Max 1.91 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.71 k Max 1.91 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.061 In -0.164 in Deflection 0.000 in 0.000 In ...Location 4.150 ft 4.150 It ...Length/Deft 0.0 0.0 ...Length/Deft 1,636.9 607.20 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.091 In ...Length/Deft 0.0 0.0 @ Left 0,000 In @ Right 0.000 in Stress Caics Bending Analysis Ck 31.260 Le 0.000 It Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 1913.149 Max Moment Sxx Reo'd Allowable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi @ Left Support 0.00 k-ft. 0,00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.34 k 2.34 k Area Required 13.775 in2 13,775 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.left Reaction 1.91 k Bearing Length Req'd 0.875 In Max.Right Reactlon 1.91 k Bearing Length Req'd 0.875 In i�i I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: .Rev: 680004 - Page 1 User,Kw•06039o3.Vor6.8.0,1-Oeo•2003 General Timber Beam(0)1983-2003 ENERCALC Engineering Sofivara 11-182.ecwCalculetioI Description 10 General information -� Section Name 2-2x10 Center Span 6.00 ft Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 15.00#/ft LL 25.00 Wft Left Cantilever DL #Ift LL #/ft Right Cantilever DL gift LL #Ift Tra ezoidal Loads #1 DL @ Left 298.00 #Ift LL @ Left 378.00 #/ft Start Lac 0.000 ft DL @ Right 298.00 #Ift LL @ Right 378.00 #Ift End Lac 4.400 ft #2 DL @ Left 16.00 #/ft LL @ Left 25.00 #/ft Start Loa 4.400 ft DL @ Rlght 15.00 #/ft LL @ Right 25.00 #/ft End Lac 6.000 ft Summary Beam Design OK Span=6.00ft,Beam Width=3.00OIn x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.801 : 1 Maximum Moment 2.8 k-ft Maximum Shear*1.5 2.2 k Allowable 3.5 k-ft Allowable 6.0 k Max.Positive Mcmen' 2.83 k-ft at 2.808 ft Shear. @ Left 2.01 k Max Negative Moment, 0.00 k-ft at 0,000 ft @ Right -1.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.0371n Max.M allow 3.53 Reactions... @ Right 0.000 in fb 793.19 psi fV 79.05 psi Left DL 0.88 k Max 2.01 k Fb 990.00 psi Fv 180.00 psi Right DL 0.55 k Max 1.27 k Deflections Center Span... Dead Load Total Lnad Left Cantilever... Dead Load Tota_Load Deflection -0.0251n -0.056 in Deflection 0.000 in 0.000 in ...Location 2.928 ft 2.928 It .,.Length/Deft 0.0 0.0 ...Length/Defl 2,926.3 1.275.38 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In ■ �� �.-1 I I Title: Job 0 Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: •Rev. 60o00q ----------- User.KW o803809 Ver 5.6.0,1-Dec•2003 Page 2 to)1983.7.003ENE{}CALCEnglreeringSoHwere General Timber Beam 11-162.scw.Celculatlone —ffiI101ilr fl6FAC231Rh1F�7C i Descrlptlon 10 Stress Calcs r Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 in3 Area 27.750 In2 Cf 1.100 Rb 0.000 Cl 2012.319 Max Moment Sxx Rec'd A loveable fD @ Center 2.83 k-ft 34.28 ln3 990.00 psi @ Left Support 0.00 k-ft 0.00 In3 990.00 psi @ Right Support 0.00 k-ft 0.00 In3 990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2,19 k 1.81 k Area Required 12.187 In2 10.039 in2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 2.01 k Bearing Length Req'd 1.073 In Max.Right Reaction 1.27 k Bearing Length Req'd 0.675 In I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope Us Kw-0603903,ver5.8.0,1-0ea2003 General Timber Beam Pag® 1 (c)1983.2003 ENERCALC Engineering software 11462.ocw.Calw1alions Description 11 General Information !� Section Name 6.125x22.5 Center Span 21.50ft . . . . .Lu 0.00 ft Beam Wldth 5.125 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 22.500 in Right Cantilever It Lu 0.00 ft Member Type Glul-am Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fe Allow 650.0 psi E 1,800.0 ksl Full Length Uniform Loads Center DL 213.50#/ft LL 425.00 #/it Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 112.50 #Ift LL @Left 187.50 #M Start Loc 1.200 ft DL @ Right 112.50 #Ift LL @ Right 187.60 #/ft End Loc 2.700 It #2 DL @ Left 112.50 #Ift LL @ Left 187.50 #Ift Start Loc 4.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 Wft End Loc 7.700 ft #3 DL @ Left 112.50 #Ift LL @ Left 187.50 #Ift Start Loc 9.700 ft DL @ Right 112.50 #/ft LL @ Right 187.50 #Ift End Loc 12.700 ft #4 DL @ Left 75.00 #Ift LL @ Left 125,00 #Ift Start Loc 14.700 ft DL @ Right 75.00 #/ft LL @ Right 125,00 #Ift End Loc 21.500 ft Point Loads Dead Load 2,094.0! s 113.0 Ibs 113.0 Ibs 1 3.0 Ibs 113,0 Ibs 143.0 s 143.01bs Live Load 31,158.0 Ibs 188.0lbs 188.0lbs 188.0lbs 188.0lbs 238.0 lbs 238.Olbs ...distance 1,200 ft 7.700 ft 2.700 ft 4.700 ft 9.700 ft 12.700 ft 14.700ft Summary Beam Design OK Span=21.50ft,Beam Width=5.125in x Depth=22.51n,Ends are Pin-Pin Max Stress Ratio 0.701 : 1 Maximum Moment 56.8 k-ft Maximum Shear*1,5 12.6 k Allowable 81.0 k-ft Allowable 27.7 k Max.Positive Moment 56.82 k-ft at 10,406 ft Shear. @ Left 14.65 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 9.90 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.285 in Max.M allow 61.02 Reactions... @ Right 0,000In fb 1,576.74 psi fv 109.13 psl Left DL 5.33 k Max 14.65k Fb 21248.48 psi Fv 240.00 pal Right DL 3.44 k Max 9.90 k Deflections ------ ^� Center Span... Dr.T Load Iota!Load Left Cantilever... Dead Load Total Load Deflection -0.190 in -0,543 in Deflection 0.000 in 0.000 in ...Location 10.578 ft 10.664 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,355,E 474.98 Right Cantilever... Camber(using 1.6 D,L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.285 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In � � i i � I s Title: Job# Dsgnr: Date:12:14PM, 10 MAY 11 Description Scope: Rev: 560004 Page 2 User.Kw.0803803,Ver5.8.0.1-0ac2003 General Timber Beam 11-t82.ecw.CalcutatSor., (c)1983.2003 ENERCALC Engineering Sottwom Tt3TL Description 11 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 432.4221n3 Area 115.313 In2 Cv 0,937 Rb 0.000 Cl Max Mornent Sm Reg' Allowable fb @ Center 56.82 k-ft 303.23 In3 2,248.48 psi @ Left Support 0.00 k-ft 0.00 in3 2,248.48 psi @ Right Support 0.00 k-ft 0.00 In3 2,248.48 psi Shear Analysis @ Left Support @ Right Support Design Shear 12.10 k 12.58 k Area Required 60.406 in2 62.435 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 14.65 k Bearing Length Req'd 4.398 In Max.Right Reaction 9.90 k Bearing Length Req'd 2.973 In I I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 680004 - - - User KW03ENE,Vor6.Engin Bring o General Timber Beam Page 1 (c)1983QC03 ENERCALC Enginoor)np 9oilwae t;-762.a^ .Ce'c.:l�ronv Description 12 General Information Section Name 3.125x12 Center Span 16.00 ft . ..Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000In Right Cantilever ft .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 FvAllow 240.0pal Beam End Fixity Pln-Pin Fc Allow 650.0 psl E 1,800.0 ksi pull Length Uniform Loads Center DL 112.50#/ft LL 187.50 #/ft Left Cantilever DL #/ft LL #4 Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00%Beam Width=3,125in x Depth=12.1n,Ends are Pin-Pin Max Stress Ratio 0.557 : 1 Maximum Moment 9.6 k-ft Maximum Shear* 1.5 3.2 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 9.60 k-ft at 8.000 ft Shear. @ Left 2.40 It Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0,00 k-ft @ Center 0.307in Max.M allow 17.25 Reactions... @ Right 0.0001n fb 1,536.00 psi fv 84.48 pal Left DL 0.90 k Max 2.40 k Fb 2,760.00 psi Fv 276.00 pal Right DL 0.90 k Max 2.40 k Deflections Center Span... Dead Lod Tq)al_Load Left Cantilever... Deid Load Total Load Deflection -0.205In -0.5461n Deflection 0.000 In 0.000 In ...Location B.000 ft 8.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0:000 In 0.000 In @ Center 0.307 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000In3 Area 37.500 In2 Cv 1.000 Rb 0.000 CI 2399.999 Max Moment Sxx Read Allowable tb @ Center 9.60 k-ft 41.74 In3 2,760.00 psl @ Left Support 0.00 k-ft 0.00 In3 2,760.00 psl @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psl Shear Analysls @ Left Support @ Right Support Deslgn Shear 3.17 k 3.17 k Area Required 11.478 in2 11.478 in2 Fv:Allowable 276.00 psl 27B.00 psi Bearing @ Supports Max.Left Reaction 2.40 k Bearing Length Req'd 1.182 In Max.Right Reaction 2.40 k Bearing Length Req'd 1.182 in 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Row 680004 User:KW-0603603,ver5.8.0,1-0e+c-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Scflware 11-162.ecx:Calculalicna .�aas4�:rsuTTltc • Description 13 General information Section Name 4x10 Center Span 17,00 ft Lu 0.00 it Beam Width 3.500In Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,350.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pln Fc Allow 625.0 psi E 1,600.0 ksl Full Length Uniform Loads Center DL 45.00 gift LL 75.00 gift Left Cantilever DL #Jft LL #/it Right Cantilever DL gift LL #/ft Summary Beam Design OK Span=17,00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.559 ; 1 Maximum Moment 4.3 k-ft Maximum Shear" 1.5 1.4 It Allowable 7.7 k-ft Allowable 6.3 k Max.Positive Moment 4.33 k-ft at 8.600 ft Shear: @ Left 1.02 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.02 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.3431n Max,M allow 7.75 Reactions... @ Right 0.000 in fb 1,042.25 psi fv 43,10 psi Left DL 0.38 k Max 1.02k Fb 1,863.00 psi Fv 195.50 psi Right DL 0.38 k Max 1.02 k Deflections Center Span... Dead Load Total Lod Left Cantilever... Dead Load Tota Load Deflection -0.229 in -0.611 In Deflection 0.000 in 0.000 in ...Location 8.500 ft 8.500 ft ...Length/Defl 0.0 0.0 ...Length/Deft 891.0 334.13 Right Cantilever... Camber(using 1.5"D.L.DO)... • Deflection 0.000 in 0.000 in @ Center 0.343 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in [Stress Calcs Bending Analysis Ck 26.035 Le 0.000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1020,000 Max Moment Sxx Read Allowable fb @ Center 4.33 Wit 27.92 In3 1,863.00 psi @ Left Support 0,00 k-ft 0.00 ln3 11863.00 psi @ Right Support 0.00 k-ft 0,00 In3 1,863.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.40 k 1.40 k Area Required 7.137 In2 7.137 in2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 1,02 k Bearing Length Req'd 0.466 in Max.Right Reaction 1.02 k Bearing Length Req'd 0.466 in �1 �� I Title: Job# Dsgri Date; 12:14PM, 10 MAY 11 Description Scope: Rev 660004 User.KI0903603,Ver5.8.0,1•Dec-M General Timber Beam Page 1 (0)1993.2003 ENEF2CALC Enj irleer,n0 Software 11-162.ocw.Calculations Description 14 General information Section Name 4x10 Center Span 6.00 ft . ...Lu 0.00 ft Beam Width 3,500In Left Cantilever ft . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . .. .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch, No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 175.00#/ft LL 310.00 #Jft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary l3eam Design OK Span=6.00ft,Beam Width=3.5001n x Depth c 9.251n,Ends are Pin-Pin Max Stress Ratio 0.501 : 1 Maximum Moment 2.2 k-ft Maximum Shear*1.5 1.6 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 2.19 k-ft at 3.000 ft Shear: @ Left 1.46 k Max.Negative Moment 0.00 k-ft at 6.000 ft @ Right 1.46 k Max Q Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.026in Max.M allow 4.37 Reactions... @ Right 0.000 in fb 525.81 psi fv 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,060.00 psi Fv 170.00 psi Right DL 0.53 k Max 1.46 k Deflections ---- Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.017 in -0.047 In Deflection 0.000 In 0.000 In ...Location 3,000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,210.2 1,624.67 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.026 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 111 Area 32.375 In2 Cf 1.200 Rb 0.000 CI 1467.999 Max Moment Sxx Req'd Allowable fb @ Center 2.19 k-ft 24.99 In3 1,080.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1.050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.63 k 1.63 k Area Required 9,571 In2 9.571 ln2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.46 k Bearing Length Req'd 0.667 in Max.Right Reaction 1.46 k Bearing Length Req'd 0.667 in i 'r Title: Job# Dsgnr. Date: 12:14PM, 10 MAY 11 Description Scope Rev: 500004 User=-Md3803,V or5,80,1.Oec-2t143 General Timber Beam Page 1 (c)l983-2003 ENERCALC Enginooring Softwero 11-182.ecw Cnlcu'alions Description 15 General Information Section Name 4x8 Center Span 3,00ft .....Lu 0,00 ft Beam Width 3.500 in Left Cantilever ft ...,,Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 196.00#1ft LL 355.00 #/ft Left Cantilever DL #/ft LL Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.213 ; 1 Maximum Moment 0.6 k-ft Maximum Shear 1.5 0.7 k Allowable 2.9 k-ft Allowable 4.3 k Max.Positive Moment 0.62 k-ft at 1.500 ft Shear. @ Left 0,83 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k-ft Camber. @ Left 0,000in Max @ Right Support 0.00 k-ft @ Center 0.0041n Max.M allow 2.91 Reactions... @ Right 0.000 In fb 242.60 psi fv 29.31 psi Left DL 0.29 k Max 0.83 k Fb 1,137.50 psi Fv 170.00 psi _ Right DL 0;2q k„ „Max . ,_ 0.83 k Deflections Center Span... 2ead Loaq Totaj Load Left Cantilever... Dead Load Total Loa Deflection -0.002 in -0.007 in Deflection 0.000 In 0.000 In ...Location 1.600 ft 1.500 ft ,,.Length/Deft 0.0 0.0 ...Length/Doff 14,562.4 5,180.11 Right Cantilever... Camber(using 1,5"D.L.Deft)... Deflection 0,000 In 0.000 in @ Center 0.004 In ..,Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics - Bending Analysis Ck 31.260 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cr 1,300 Rb 0.000 Cl 826.500 Max Moment Sxx Read AI'owable fb @ Center 0.62 k-ft 6,54 in3 1,137.50 pal @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 Ina 1,137.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 4.376 In2 4.376 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 0.83 k Bearing Length Req'd 0.378 in Max.Right Reaction 0.83 k Bearing Length Req'd 0.378 in �l. L � � - � I Tltls: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: �'ar 59;C0( -- user KW-- 3603 vet 5.8.0,1-Dec-2003 General Timber Beam Page 1 c)1993-2C09 EN r:RCALC Enginaoring Software 11.1(i2.ecwCelculotlo^9 Description 16. General Information Section Name Prllm:3.5x9.26 Center Span 8.50 ft . ....Lu 0.00 ft Beam Width 3.5001n Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft ...Lu 0.00 ft Member Type Manuf/So.Plne Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 psl Load Our.Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/it LL #/ft Trapezoidal Loads .- -- W #1 DL @ Left 80.00 #/ft LL @ Left 320.00 #/ft Start Loc 0.000 ft DL @ Right 80.00 #/ft LL @ Right 320.00 #/ft End Loc 3.000 ft #2 DL @ Left 70.00 #/ft LL @ Left 280.00 #/ft Start Loc 3.000 ft DL @ Right 70.00 #/f. LL @ Right 280.00 WIt End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.500in x Depth=9.25in,Ends are Pln-Pin Max Stress Ratio 0.562 : 1 Maximum Moment 6.8 k-ft Maximum Shear* 1.6 4.0 k Allowable 12.1 k-ft Allowable 9.4 k Max.Positive Moment 6.77 k-ft at 4.216 ft Shear: @ Left 3.26 k Max.Negative.Moment 0.00 k-ft at 0.000 ft @ Right 3.16k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000[n Max @ Right Support 0.00 k-ft @ Center 0.0571n Max.M allow 12.06 Reactions... @ Right 0.000ln fb 1,628.53 psi iv 123.65 psi Left DL 0.65 k Max 3.26 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.63 k Max 3.16 k Deflections Center Span... Dead Load jgjaI oa Left Cantilever... Dead Load Zotal Load Deflection -0.038 in -0.191 in Deflection 0.000 In 0.000 in ...Location 4.250 ft 4.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,668.7 533.75 Rlght Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.057 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: — Usar.KW 0803803,Var 640,1-pec-2003 General Timber Beam Page 2 ' (ef�38a-2003 ENERCALC Engineering Software 11.1n2.oaeC Ic 'etlons Description 16 Stress Cales — - -- —a ■�mn� Bending Analysis Ck 21.298 Le 0.000 ft Sxx 49.911 ln3 Area 32.375 in2 Cf 1.000 Rb 0.000 Cl 3257.903 Max Momen Sm Reg'd allowable tb @ Center 6.77 k-ft 28.03 ln3 2,900.00 psi •Left Support 0.00 k-ft 0.00 ln3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 ln3 2,900.00 psi Shear Analysis @ Left Support Q Right Support Design Shear 4.00 k 3.91 k Area Required 13,804 1n2 13.496 in2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max.Left Reaction 3.26 k Bearing Length Req'd 1.432 in Max.Right Reaction 3.16 k Bearing Length Req'd 1.389 in Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Usor.KW 0803603, for 6.8.0.1-Doc-2003 Page 1 (c)1983.2003ENERCALCEngimeringSoftware General Timber Beam 11-tez.ecw;Gai eia,ia^s Description 17 General Information - j Section Name 4x10 Center Span 10.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 115.50 gift LL 192.50 #/ft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.767 : 1 Maximum Moment 3.8 k-ft Maximum Shear" 1.5 2.0 k Allowable 5.0 k-ft Allowable 6.3 k Max.Positive Moment 3.85 k-ft at 5.000 ft Shear. @ Left 1.64 k Max.Negative Moment 0.00 k-ft at 10.000 ft @ Right 1.54 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 In Max @ Right Support 0.00 k-ft Q Center 0.130 in Max.M allow 6.02 Reactions... @ Right 0.000 in fb 925.64 psi fv 60:51 psi Left DL 0.58 k Max 1.54 k Fb 1,207.60 psi Fv 195.50 psi Right DL 0.58 k Max 1.54 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.087 in -0.231 In Deflection 0.000 in 0.000 In ...Location 5.000 It 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,385.7 519.65 Right Cantilever... Camber(using 1.5"D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.130 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs- - - - -- --- Bending Analysis Ck 29.150 Le 0.000 ft Sxx 49.911 1n3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1539,999 Max Moment Sxx Read Allowable fb @ Center 3.85 k-ft 38.26 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 In3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi ShearAnalysls @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 in2 10.020 in2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max,Left Reaction 1.54 k Bearing Length Req'd 0,704 in Max.Right Reaction 1.54 k Bearing Length Req'd 0.704 in a 1 1 1 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 6SX04 - Usoot(W-0603803.Ver580.1•Dea2003 General Timber Beam Page 1 (c)l983-2003 ENERCALC Engineering software 11-182.emCalmlaliona Description 18 General Information Section Name 4x6 Center Span 5.00 ft .....Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft .... .Lu 0,00 ft Beam Depth 5.500 In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,Ne.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi rFull Length Uniform Loads Center DL 94.60#/ft LL 157.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #Ift LL #/ft Summary Beam Design OK Span=5.00ft,Beam Width 3.500in x Depth-5.51n,Ends are Pin-Pin Max Stress Ratio 0.409 : 1 Maximum Moment 0.8 k-ft Maximum Shear*1.5 0.8 k Allowable 1.9 k-ft Allowable 3.8 k Max.Positive Moment 0.79 k-ft at 2,500 ft Shear: @ Left 0.63 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 0.63 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.0321n Max.M allow 1.92 Reactions.,, @ Right 0.000in fb 635.54 psi fv 40.45 psi Left DL 0.24 k Max 0.63 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.24 k Max 0.63 k Deflections Center Span... Dead Load Tota Load Loft Cantilever... Dea Load Total Load Deflection -0.021 In -0.056 in Deflection 0.000 In 0.000 In ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0 ..,Length/Deft 2,848.3 1,068m Right Cantilever... Camber(using 1.6"D.L.Defl)... Deflection 0.000 In 0.000 In @ Center 0.032 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In _ Stress Calcs Bending Analysis r Ck 29.150 Le 0.000 ft Sxx 17.646 In3 Area 19.250 In2 Cf 1.300 Rb 0.000 Cl 630.000 Max momc9t Sxx Req'd Allowable 11b @ Center 0.79 k-ft 7.22 in3 1,308.13 psi @ Left Support 0.00 k-ft 0,00 In3 1,308.13 psi @ Right Support 0.00 k-ft 0.00 In3 1,308.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.78 k 0.78 k Area Required 3.983 1n2 3.983 In2 Fv:Allowable 195.50 psi 195.50 psi Bearing @ Supports Max.Left Reaction 0.63 k Bearing Length Req'd 0.288 In Max.Right Reaction 0.63 k Bearing Length Req'd 0.288 In M I I II Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope: usac�'N-csoaso%Ver5.8.0,1-Doc-2003 General Timber Beam Page 1 fc;lc5a-2=ENERCALC Engnearing Software 1-',G2 ocv:Celc Iatlo s Description 19 General information v Section Name 4x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ... . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ... . .Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 825.0 psi E 1,300.0 ksi Full Length Uniform Loads Conte/ DL 100.00#/ft LL 400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary -- - -- - -- -- Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.229 : 1 Maximum Moment 1.0 k-ft Maximum Shear* 1.5 0.9 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.00 k-ft at 2.000 ft Shear. @ Left 1.00 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max@ Right Support 0.00 k-ft @ Center 0.003in Max.M allow 4.37 Reactions.., @ Right 0,000in fb 240.43 psi fv 28.54 psi Left DL 0.20 k Max 1.00 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.20 k Max 1.00 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Losd Deflection -0.002 in -0.010 In Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 26,008.4 5,001.67 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Caics Bending Analysis Ck 31.260 Le 0.000-ft Sxx 49.911 in3 Area 32,375 in2 Cf 1.200 Rb 0.000 Cl 1000.000 Max Moment Sxx Read Allowable fb @ Center 1.00 k-ft 11.43 in3 1,050.00 psi @ Left Support .0,00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k 0.92 k Area Required 5.435 in2 5.435 In2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max,Left Reaction 1.00 k Bearing Length Req'd 0.457 in Max.Right Reaction 1.00 k Bearing Length Req'd 0,457 In .. s I . . I Title: Job# Dsgnr: Date: 12;14PM, 10 MAY 11 Description: Scope: ARev, 58000aser.KW 06036e3Ver5.8.0,1-Dec-2003 General Timber BeamPage)1883 2003 ENEf}CALC Englneeang Sofriva a 11.182 acwCakulatlona ' SP6rFcYaWG- I Description 20 General Information Section Name 4x10 Center Span 4.00 ft .Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.2501n Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksI Fall Length Uniform Loads Center DL 149.00#7 LL 436.00 WIt Left Gantllever DL #/ft LL #Ift Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4,00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pln-PIn Max Stress Ratio 0.268 : 1 Maximum Moment 1.2 k-ft Maximum Shear* 1.5 1.1 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.17k-ft at 2.000ft Shear: @ Left 1.17k Max.Negative Moment 0.00 k-ft at 0,000 ft @ Right 1.17 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.004 in Max.M allow 4.37 Reactions... @ Right 0.000in fb 281.30 psi fv 33.39 psi Left DL 0.30 k Max 1.17 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.30 k Max 1.17 k Deflections Center Span.., Dead Load Total Load Left Cantilever... Depd Load Total ad Deflection -0.003 in -0.011 in Deflection 0.000 In 0.000 In ,..Location 2.000ft 2.000 ft .,.Length/Defl 0.0 0.0 .,.Length/Defl 16,784.1 4,274.94 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.004 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs - -_- Bending Analysis a Ck 31.260 Le 0,000 ft Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1170.000 Max Moment SxxReg'd Allowable fb @ Center 1.17 k-ft 13.37 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 ln3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 k Area Required 6.359 in2 6.359 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.17 k Bearing Length Req'd 0.535 In Max.Right Reaction 1.17 k Bearing Length Req'd 0,535 in � � �� . . I Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope, aev 6Hao04 Paga User.KWaHo3Ha3,Vor6.H.0,1-0oc-2003 General Timber Beam {c)19H3 2003 ENERCALC Engineering Software 11-162.ecw Calculallane Description 21 General Information Section Name 4x10 Center Span 4.00 ft Lu 0.00 It Beam Width 3.5001n Left Cantilever it . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 170,0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads Center DL 322.00#/ft LL 640.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary :3 Beam Design OK Span=4.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.441 : 1 Maximum Moment 1.9 k-ft Maximum Shear' 1.5 1.8 k Allowable 4.4 k-ft Allowable 5.5 k Max.Positive Moment 1.92 k-ft at 2.000 It Shear: @ Left 1.92 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.009in Max.M allow 4.37 Reactions... @ Right 0,000in fb 462.68 psi tv 54.91 psi Left DL 0.64 k Max 1.92 k Fb 1,050.00 psi Fv 170.00 psi Right DL 0.64 k Max 1.92 k Deflections Center Span... mad Load Total Load Left Cantilever... Dead Load Tpal Load Deflection -0,006 in -0.018 in Deflection 0,000 In 0.000 In ...Location 2.000 ft 2.000 ft AengthOefl 0.0 010 ...LengthlDefi 7,766.6 2,699.62 Right Cantilever... Camber(using 1.6"D.L.DO)... Deflection 0.000 in 0.000 in @ Center 0.009 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.260 Le 0,000 ft Sxx 49.911 In3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1923.999 Max Moment Sxx Read Allowable fb @ Center 1.92 k-ft 21.99 in3 1,060.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 In3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10.458 In2 10.458 in2 Fv:Allowable 170.00 psi 170.00 psi Bearing @ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.880 in Max.Right Reaction 1.92 k Bearing Length Req'd 0.880 in �� �� I II Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope: Raw 660004 Uaer.Kw.060=3 Ver68.0,1-Dec.2003 General Timber BeamPaga 1 (o)146.2003 ENr=AcALC Englnearing Software 1 •1n2acwCelculatlons sE�,-gacuea�a-.+ xx:srs�s.. sr.�r� Description Floor Joist Above(2)-Car Garage General Information Section Name 2-2xl0 Center Span 17.50ft .. ...Lu 0,00 ft Beam Width 3.000 in Left Canti[ever ft Lu 0 00 ft Beam Depth 9.250 in Right Cantilever ft .Lu 0 00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0ksi Full Length Uniform Loads Center DL 13.50#/ft LL 53.50 #Ift Left Cantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL #Ift Summary Beam Design OK Span=17.50ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.569 : 1 Maximum Moment 2.6 k-ft Maximum Shear*1.5 0.8 k Allowable 4.5,k-ft Allowable 5.0 k Max.Positive Moment 2.56 k-ft at 8.750 ft Shear: @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.1271n Max.M allow 4.51 Reactions,., @ Right 0.000in fb 719.43 psi fv 28.90 psi Left DL 0.12 k Max 0.69 k Fb 1,265.00 psi Fv 180.00 psi Right DL 0.1.2 k Max 0.59 k, Deflections Center Span.., mad oaq Total Load Left Cantilever... Dea("0,9 Total Load Deflection -0.085In -0.420 in Deflection 0.000 In 0.000 In ...Location 8.750 ft 8.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,479.6 499.61 Right Cantilever... Camber(using 1.6*D.L.DO)... Deflection 0.000 in 0,000 In Center 0.127 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs - -- -- ---- -- ----- -- --- Bending Analysis Ck 33.438 Le 0.000 ft Sxx 42.781 In3 Area 27.750 in2 Cf 1.100 Rb 0.000 CI 586.250 Max Moment Sxx Req'd Allowable fb @ Center 2.56 k-ft 24.33 In3 1,265.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,265.00 psi C3a Right Support 0.00 k-ft 0.00 In3 1,265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.80 k 0.80 k Area Required 4.455 1n2 4.455 In2 Fv:Allowable 180.00 psi 180.00 psi Bearing @ Supports Max.Left Reaction 0.59 k Bearing Length Req'd 0.313 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.313 in � ,_ I I I Title: Job# Dsgnr: Date: 12.15PM, 10 MAY-11 Description Scope: Rev. 580004 _ User 3-20D3ENERCer5.8.0 newingSof General Timber Beam Page 1(0)1883.2003 ENERCALC Enpineering Sottwuro 11.182.0c XRlculatlono Description Main Floor Joist General Information Section Name 2x10 Center Span 12.50 ft Lu 0.00 ft Beam Width 1.5001n Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur.Factor 1.000 Fv Allow 150.0 psi Beam End Fixity Pln-Pin Fc Allow 405.0 psi Repetitive Member E 1,300.0 ksi Full I Length Uniform Loads Center DL 13.50#/a LL 63.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=12.50ft,Beam Width=1.500in x Depth-9.251n,Ends are Pin-Pin Max Stress Ratio 0.683 : 1 Maximum Moment 1.3 k-ft Maximum Shear"' 1.5 0.6 k Allowable 1.9 k-ft Allowable 2.1 k Max.Positive Moment 1.31 k-ft at 6.250 ft Shear. @ Left 0.42 k Max.Negative Moment 0.00 k-ft at C.000 ft @ Right 0.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.086in Max.M allow 1.92 Reactions... @ Right 0.0001n fb 734.11 psl fv 39.84 psi Left DL 0.08 k Max 0.42 k Fb 1,075.25 psi Fv 150.00 psi Right DL 0.08 k Max 0.42 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Tots Load Deflection -0.D58 in -0,286 in Deflection 0.000 In 0.000 in ...Location 6.250 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,601.5 524.18 Right Cantilever... Camber(using 1.5"D.L.DO)... Deflection 0.000 in 0.000 in @ Center 0.086 In ..,Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs - - --_ Bending Analysis Ck 31.716 Le 0.000 ft Sxx 21.391 In3 Area 13,875 in2 Cf 1100 Rb 0.000 Cl 418.750 Max Moment Sxx R ee'd Allowable fb @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 In3 1,076.25 psi @ Right Support 0.00 k-ft 0.00 In3 1,075.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.55 k Area Required 3.685 in2 3.685 in2 Fv:Allowable 150.00 psi 150.00 psi Bearing @ Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0.689 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.689 In I ti I VJ Cn cn O CD IIr. N .W+N N v N Sa c 0 ai o o - $ m c cn ° & o a y o D E /� S -r os x7a �° m Q. c� � r- am fn n m m k ° 7' n. W \ Q X m A m ° r m O C 2 � . v, ro 0 o r go .0 -. Q, � '� vi ao m � Qro o 2 go �� D _ > 7 m 7 in G1 N ur � m c �zSN Ul 4 C O 0 D) - 9 m N ti o p' 7Q N n? m X -rI Gl y y 8 x N r 1100 O rCl) O ° 0 '�� a o lave IaI v° ° rn a m c° y4�, -nI W W n fp O cr fl o O N W Q Q- (��p (CID' 2 21 + � _ � o S m ( = a m m Nye o� um+ 7 m 0 cn - w a -+, a cn ] y Cn u, "�.o w w o y C co W on o' w CL D p 3 m o � � O Q b G. 7 i 0 °o 7w m m o ro G7 � A N ° m D ?~' sv zSD m y CO o W Q' ( Ch N N FD 03 0 �3 � sb a tiamo w O X. `S > rn CD z m C0 Pn C�7 A T -�I 0 G. O O 0 Z a Y k C 0 L y Q. o o � D D cn -„ w v � D C r o c r Z M N �DpO rn a � m '0 0 a CO z � a a m CD O O fD C O -I n -3 m ZO f1I n O D 4 m o m n O fi O =Z 0 O� c , m m D bb K r i o �nf�90 G7 b� car ..O r�)kD UI VJ K V Z e m N o rn o i > m0 o n gg m a` M O M cch N 0) � cn N it Ms REED & ASSOCIA, _S, PS Civil&Structural Engineering 8311 212th St.SW,Edmonds,WA 98026 Offica(425)778.2793 Fax(425)776-2073 -General Structural Notes—Unless Noted Otherwise- GENERA ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC), 2009 EDITION,OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS ROOF: DEAD=15 PSF FLOOR: DEAD=10 PSF WALL: DEAD=10 PSF SNOW=25 PSF LIVE=25 PSF LIVE=40 PSF INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE 1'-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR,DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x_AND GREATER): DF-L#2 JOISTS/STUDS(2x,: HF##2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x_TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 112"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, WIND DESIGN CRITERIA : BASIC WIND SPEED—85 MPH IMPORTANCE, Iw= 1.0 WIND EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, IE= 1.0 Ss= 1.25 Site Class, D 51 = 0.40 SEISMIC DESIGN CAT., D Sos=0.83 SETS. FORCE RES. SYS,A.13. SR1 = 0.43 DESIGN BASE SHEAR= 10613 lbs Cs= 0.13 SIMPLIFIED METHOD R=6.5 _ � 1 i I SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN q2R O❑F FRAMING PER PLAN x LEDGER (❑R ROOF TRUSS) W/ (2)--16d EA, STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEARWALL PER PLAN SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G TIGHT FIT SOLID BLK'G BOUNDARY NAILS PER PLAN BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN ROOF SHEATHING PER PLAN TRUSS (MONO) PER PLAN ROOF- FRAMING PER PLAN T 2x LEDGER W/ 2x CONTINU❑US (3)-16d EA. STUD S❑LID BLK'G W/ Ila (3)-16d EA, STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL 1 L❑W ROOF SHEAR TRANSFER, TYPICAL SCALE, NTS SECTI❑N VIEW F Sf BOUNDARY NAILS PER PLAN SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN A35 PER SW SCHEDULE TOP PLATE 16d PER SW SCHEDULE CONNECTION BASE PLATE CONN, 16d PER SW SCHEDULE BASE PLATE CONN. 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN R❑❑F DIAPHRAGM T❑ INTERI❑R SHEARWALL SCALEi NTS SECTION VIEW i SW, PER SCHED.-N- 16d BASE PLATE 8d PER SW, SCHED, IrNAILING PER SW. SCHED, EDGE NAILING F-LR, SHEATHING (3)-10ol @ JOIST PER PLAN & DIAPHRAGM 2x JOIST DOUBLE JOIST 2x BLOCKING PER PLAN NAILED w/16ol @ SHEAR WALL @ 12"O,C, STAG`D @ 24"OZ. NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 3 SHEARWALL PARALLEL W/F-LOOR JOIST SCALEi -NTS SECTI❑N VIEW ,, i �� SW, PER SCHED.---M-- 166 BASE PLATE NAILING PER SW. SCHED, 8d PER SW, SCHED, EDGE NAILING FLR, SHEATHING 2x BLK'G w/(3)-16d PER PLAN IN J❑IST 1 1 1 2x JOIST S❑LID BLK'G PER PLAN @ SHEARWALL NOTES FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES 4 SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALES NTS SECTION VIEW x. FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x SOLID BLK'G EDGE NAILING @ SHEAR WALL @ 24"O,C' (3)-10d @ JOIST & DIAPHRAGM I A35 PER SW SCHED, 8d PER SW, SCHED, EDGE NAILING 2x JOIST PER PLAN SHEARWALL -// PER PLAN NOTE: FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES r5--- SHEARWALL PARALLEL W/FL❑❑R JOIST SCALES NTS SECTION VIEW I I I � COMPACT FILUSAND XIX10-A.D. PER PLAN CMBED(HEATED AREAS ONLY) iU 6"MIN (1 --'' ii R-21 INSUL.. 2X6 STUDS 66"01G 112"&M FLOOR SHEATHING 4"LONG.SLAB GLUED& NAILED COMPACT JST.PER PLAN FILL/5AND F %+XX10"A.B. PER PLAN R-30 EMBED 7"uV5",x5"x1/4* INSULATION SOR.Y14A5HF:RS Lu (1)#4 BAR,CONT.HORIZ MIL VAPOR 5"FROM TOP OF WALL BARRIER #4 BAR HOOKED VERT.@ 48"O.C. (1)#4 BAR CONT.. R-21 INSUL. 112"C-Im FLOOR SHEATHING 2*STUDS 16"01G GLUED 8 NAILED 7/16"O55 SHEAR JOIST PER PLAN SIDING PER ELY.--� W 411 X'X1 O"A.6. PER PLAN >Q-30 EMBED l"wl3"x3"x114" 5OR.YCA5HER5 INSULATION FINAL GRADE .a� (1)#4 BAR, GONT.HORIZ, I;- . - -6" x 5"FROM TOP OF]HALL I u;; 6 MIL r VAPOR #4 BAR HOOKED YERT,@ 48"O.G BARRIER (1)#4 BAR GONT. 12°___ � rY�. ��ut�paY�o►� ro �x-r��io� JOIST5 PER FLAN BLOCKING AS REQ. FLOOR SHEATHING R-30 INSUL. 7�7 GLUED R NAILED 8d R.G. W GUSSETS uu/ BF-Am PER P A1V (4)$d FA.END or !. 2X4 6U55ET5 0 STAGGER N�S 0GPL}4X414GE cr LMA 4Z 40#ROOFING or A35 orEPS4Z (2)#4 BAR CONT. b MIL VAPOR BARRIER I 'r cj TYP. 5TR1P FOOTfNG I _I 1 OPEN BELOW 1N.I.G. 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STATUS: APPLIED ADDRESS: 17715 82ND DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 2/2/2012 SCREEN& Select Screen... FUNCTIONS: Select Permit Function.. _IW GENERAL- BLD REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 1002 P-Engineering I LPETER... 2/7/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 2/7/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 2/7/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA.,. 2/7/2012 0 Y N Assign Remove 1028 P-Water EANDE... 2/7/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 2/7/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 2/7/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 2/7/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 2/7/2012 0 Y N Assign Remove 2014 C-Planning I THALL 2/7/2012 0 Y N Assign Remove LoY_ http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Review... 2/2/2012 y RESIDENTIAL SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223• Phone(360)403 3551 • FAX(360)403 3418 ZONING VERIFICATION APPLICATION 72 hour turnaround Date: 9/26/11 Address: 1801 Grove St.Unit B Plat: Magnolia Meadows Division 1,Phase 2 Owner/Applicant: Encore Homes, Inc. Signature: Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360 659-1579 (C) (425)220-5223 1. Please check one: Ell a. Single-family dwelling ✓❑ b. Duplex @ c. Addition [ZI d.Accessory structure 2. Proposed Dimensions: W) L) H) -35' Total SF) 3. Allowed Lot Coverage: Total Lot Size I�5 1 SF x 35% = 01(D, SF 4. Actual Lot Coverage: (SF of all structures) Z 4 6Z— _ —7 `( S 1 (lot size) = 3 2,3 % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? If so please provide Snohomish County Health Department approval and indicate on site plan. 6. How many trees greater than 12" diameter to be removed? 0 If any please indicate on site plan. 7. Describe Proposal (include cross street): New single Family Residence RECEIVED OFFICIAL USE ONLY FEB 0 2 2012 PROPERTY ZONED APPROVED F-1 DENIED nA3-jE P rm W T GENT i i a 1 11 Site Information: Impervious Surface: 17715 82nd Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #:01047900004600 Total: Sq. Ft. Unit Size: 7,459 S.F Legal: Magnolia Meadows, Div1, Phase 2 Lot 46 Notes: Job #: 1. Downspouts to plat system Plan: 2. Stockpile to be covered within 24 hours. 3. Entire site to be disturbed 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. N 7. Parking pad concrete /driveway gravel o ft. - 12 ft. 20 ft. ao ft. Setback Notes: Front Setback 20' Driveway length 22' Side / Rear Setback 5' Ht. 35' No Overhangs in Easement Areas Rebar Set 1' from actual Corner U.N.O (true corner closer to road) 103.70' w z , EO j 25 a " 52' 25'5.6 s z `a vok00. Goy ea ,LS O w - Mageo\ap S�amP v c N i o OW O 2ap6�" - 11 Cn (V w cc o� cc m 23' �(---""T 46 i N T459 SQ. FT. RECEIVED 103.50 FEB 0 2 2012 COA PERMIT CENTER b 9V1?- Db 6 ( LEncore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer . , .� r ii i i n _ Jun 19 2012 12: 18PM Sound View Plumbing 360-658-G023 p. 2 Duct testing Calculator (New Construction) House address or lot Conditioned Floor Area - Duct tester location. Pressure tap location — ^� Ring (if appficagle). Opo, - _i --� — -- -- --- --At Rough-in (Total Leakage) Test Method & i Test` Calculated Standard i CFM - -� - -- - -- ? a-get Air Hancfter Present <_ 6 CFM:5 per 100 sf of CPA M A,r Handler not Present 5 4 CFM !. ; n , ,S per lOG sf o.a CFI Post Construction Test Method & i 1 Test Calculated i Standard` CFM Ta gFt Air Handler Present ;Total Leal f s 8 CFM,5 per 100 sf of CF L_ _- �t x .4 Air Handler Present {Leakage to Fxterro 'I — — <_ 6 CFM25 per 100 sf of 1 Test results must comply with one 6f the Stardoms opt or)s 2. Test CFM,,must be equal to or lessjthan the calculated Target Air leafage testing Calculator (Slower Door Test) Tested Standard calculated Test Resin Est O.00D30 SLA SLA Glossary Rough-in: After install3t,on of the corrip;e;c IT dtti[: :' p:'. ,y :rrr. p,,; t�rtn•:• r - ;,nr .: [.�..., ow< 'o, seams and connect cos tor acces< to all tluct sea ra.rvy:u or. ^,t. Post Construction: At or nPar f riai nspecr,on) hP r,? n t>P [ ". -•n.,. _.- . r .. .. Total Leakage: Aggregdtior of tfic entve ws;rir our: :-an„ ..., ..,.c ..• r L eaikage to Exterior: Aggregation of all J c . CFAL Conditioned floor area CFM,S: Cubic feet per minute of alr reakage rtl?5 pdsc,;;;:,'D „ CFM,,: Cut),c feet per mimic° of air rZakige ,. l5i ; - r' Pascal(pa): Unit of oressure 5LA: Specific leakage area i Cq BLD20120051 (PT-LIVE) -PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120051 1 OWNER: ENCORE HOMES, INC-HOYER, KEI... STATUS: APPLIED N- ADDRESS: 17715 82ND DR NE,ARLINGTON BALANCE: $0.00 1 ISSUED: CREATED: 2/2/2012 SCREENS: Select Screen... - FUNCTIONS: Select Permit Function..._ [� L0+ q(p SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE...;DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 2000 C-Building I CYOUNG 2/9/2012 0 Y N Assign Remove 2008 C-Community Development I ARUSKO 2/9/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PennitTrax/Module Permits/Permits-Permit/Permit-Review... 2/2/2012 � �� ti ■ - RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE,FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: ED Residential Addition ED Residential Alteration Also including: a Plumbing 0 Mechanical g Z—`� -or. N 0104790000 kL 00 Project Address: Parcel ID#: Lot#: L � Subdivision: Magnolia Meadows Project Description: New Single Family Residence Valuation: Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contact Person:Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Building Area(Sq Ft): list Floor: 1437 2nd Floor: 1635 3rd floor: Deck: Garage/Carport: 785 Basement: Project Valuation: Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1801 Grove St.Unit B City: Marysville State: WA Zip Code: 98270 Contractor's License Number: ENCORHI914NS Expiration. 8/13 Plumbing Contractor*Soundview Plumbing Phone Number: (360)658-99005917 Address: 5917 195th St.N.E.3 City: Arlington State: WA Zip Code: 98223 Contractor's License Number: SoundVP033NF Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: — I hereby certify that the abo information is correct and that the construction on, and the occupancy and the use of the above- described property .11 e i cordance with the laws, rules and regulation of the State of Washington. 9/26/11 icants Signature Date Keith Hoyer Print Applicants Name 1,Ia h� FOR STAFF USE ONLY � I�WI XJ Permit# Accepted By Amount Received Receipt# C1�y-��g d1� VE CENT R r' _ � i � it RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Number of Plumbing Fixtures (Including Rough Ins Accessory Main Unit#X Total Fixture Total Number Fixtures Plumbing Fixtures Dwelling Unit Residence Units Multiplier Bar Sink X 1.0 = Bathtub or Combination Bath/Shower 2 X 4.0 = 8 Clotheswasher 1 X 4.0 = 4 Dishwasher 1 X 1.5 = 1.5 Hose Bibb 2 X 2.5 = 5 Kitchen Sink 1 X 1.5 = 3 Laundry Sink X 1.5 = Lavatory(Bathroom Sink) 4 X 1.0 = 4 Shower(Stand Alone)Each Head 1 X 2.0 = 2 Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 35 Units Traps(other than above items) Column Totals 16 Estimated Project Valuation Building Square Footage-2f334- 3W—z. 1't Floor 1437 2nd Floor 1635 3rd Floor Basement Deck Garage 785 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: 80 feet. C. Difference in elevation between meter and highest fixture:-12' feet above meter or feet below meter. D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in"accordance with the laws, rules and regulation of the State of Washington. 9/26/11 pidlicants Signature Date ri V ® FEB 0 2 2012 8 COA PERMIT CENTER PX,J?-0I L5 ok. iA: r RESIDENTIAL PERMIT SUBMITTAL a� Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 CROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: ❑✓ Single-Family ❑ Duplex ❑ Other The Rules and Regulations of the State of Washington Department of Health require that certain premises install backflow prevention assemblies (WAC 246.290.490). Backflow prevention assemblies shall be installed at any premise where,in the judgment of the City of Arlington Cross Control Specialist,the nature of activities on the premises may pose a hazard to the public water system. Type of Permit: 0 New Residential ®Addition/Alteration Project Description:New Single Family Residence Project Address: �11 I N �, Parcel ID#: 0104790000 `(L 00 Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: 1801 Grove St. Unit B City: Marysville State: WA Zip Code: 98270 Contact Person: Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com same as owner Address: City: State: Zip Code: Appliances permanently connected to water service may require Cross-Connection-Control (check all that apply) ❑ Fire Sprinkler System ❑ Medical Equipment ❑ Lawn Sprinkler System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private Well ❑ Hot Tub ❑ Re-circulating Heating System ❑ Swimming Pool ❑ Other Authorized Signature: Date: 9/26/11 For Office Use Only Date Received: Survey Received By: Assembly Required: ❑ DCVA ❑ RPBA ❑ AVB ❑ Other RECEIVE Inspection Required: YES ❑ NO ❑ FEB 0 2 2H COAMRMITGENiER 3072 RESIDENTIAL PERMIT { SUBMITTAL Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 • FAX(360)403 3418 Please use this checklist to ensure that all necessary information is provided for review of your project. ✓� One (1) completed Single Family Residential Building Permits Application _ ✓� Two (2) accurate fully dimensioned plot plans �✓ _ Two (2) sets of construction drawings �✓ Two (2) sets of engineered drawings and calculations (If required) Health Department approval of septic system F-1_ Verification of Water and Sewer Availability from City of Marysville (if applicable) APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. 1 - J RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all residential projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code (IBC) 2. 2009 International Residential Code (IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code (IFGC) 5. 2009 International Fire Code (IFC) 6. 2009 Uniform Plumbing Code (UPC) 7. 2009 International Property Maintenance Code (IPMC) 8. 2003 Accessible & Usable Buildings and Facilities (ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 & 51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 51-13 Washington State Ventilation and Indoor Air Quality Code 8. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. D. PLANS AND DRAWINGS Submit two (2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction, that 2 RESIDENTIAL PERMIT L . SUBMITTAL !` Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360) 403 3551 •FAX(360)403 3418 have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN — REQUIRED WITH ALL SUBMITTALS 1. Two (2) complete sets of plans on 8.5"X 11" paper which reflect all of the information noted in the Site Improvement and Drainage Plan Requirements for Residential Construction. B. ❑✓ FOUNDATION PLAN (Minimum '/4" Scale) 1. Show north direction 2. Indicate front street (and side street if comer lot). 3. show the location and dimension to all property lines. 4. Show the location for existing and/or proposed easements 5. Provide the scale for the drawing. 6. Show outline of foundation with section cuts and dimensions; include maximum wall heights and all connections. 7. Provide the location and size of all beams, posts, interior footings and thickened footings within slabs with their dimensions and connections. 8. Provide detail of step down foundation and footings with required reinforcing steel. 9. Show spacing of anchor bolts, location, and type of hold down fasteners to the foundation. 1o. Retaining walls. 11. Show the location and size of all crawl space vents and the crawl space access with size and location. 12. Show footing depth below grade and show the clearance between grade and sill plate. 13. Show the floor joist size, spacing, direction, support, connections and blocking. 14. Show all floor insulation. 15. Label any space within the foundation (i.e. basement, garage, storage room, etc.) Note! Arlington is in seismic design category D2 which requires that foundations with stem walls have a minimum#4 rebar at top and minimum#4 rebar at bottom of footing. C. ❑✓ FLOOR PLAN (Minimum '/4" Scale) 1. Indicate the dimensions of all areas and the use of each room. Include fixed cabinet, counter or island facilities. 2. Show all roof, floor or deck joist size, spacing, direction, support, connections. Blocking, etc. 3. Show the location of exhaust fans, smoke detectors, hot water heater, heating units, plumbing fixtures and any other mechanical equipment. 4. Show the location of the attic and/or crawl space access. 5. Include all exterior decks on your floor plan, with necessary structural details and attachment to the house. 3 I RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Note! The 2009 International Residential Code requires smoke detectors at each level of the home and in all rooms that can be used for sleeping. All smoke alarms shall be listed and installed in accordance with the IRC and provisions of NFPA72. D. M✓ ARCHITECTURAL CROSS SECTIONS & DETAILS (Minimum '/4" Scale) 1. Show a typical roof section with all materials labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections 2. Show a typical foundation and floor section with all material labeled; indicate size and spacing of all members; include all dimensions, venting, insulation and connections. 3. Show a typical wall section with all materials labeled; indicate size and spacing of all members and insulation values. 4. Show all connection details, including post-beam, post-footing, collar tie, etc. 5. Provide the dimensions for all stairs, with details showing rise, run, headroom and handrails per Section R311 of 2006 International Residential Code. Guards require intermediate rails to be less than 4" apart; handrails are to be 34" to 38"from nose of the tread and to be returned. Show any fire blocking, landing sizes. Specify one-hour fire resistive construction for any usable space under the stairs. 6. Show a section detail for any fireplace, including the hearth and hearth extension. Include dimensions, materials, clearance from combustibles, height above roof, reinforcing, seismic anchorage and foundation details. E. ❑✓ STRUCTURAL NOTES i. Specify all design load values, including dead, live snow, wind, lateral retaining wall pressures and soil bearing values. 2. Specify minimum design concrete strength, concrete sack mix and reinforcing bar grade. 3. Specify the grade and species of all framing lumber. 4. Specify the combination symbol (strength) of all GLU-LAM beams. 5. Specify all metal connectors, including joist hangers, clips, post caps, post bases, etc. 6. Provide details showing the complete load path transfer at roof perimeter, interior shear walls, cantilevered floors, off-set shear walls and ceiling diaphragm to shear walls (if used). 7. Provide a shear wall schedule noting nail spacing, blocking, bolts, top and bottom plat nailing. 8. Locate all hold down straps on the drawings. F. ❑✓ STRUCTURAL CALCULATIONS 1. Provide two (2) sets of structural calculations if prepared by an engineer or architect registered with the State of Washington. (Not required if using Prescriptive Design Approach from the IRC/IBC.) G. 0✓ ELEVATIONS 1. Show elevations views of each side of the structure; provide finished floor level for each floor. 2. Show existing and proposed grades. 3. Show the maximum building height. 4. Show the maximum site slope. 5. Show all roof overhangs and any chimney clearances from the roof. 4 i RESIDENTIAL PERMIT li�7�w' ' SUBMITTAL :, Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 6. Indicate the pitch of the roof. H. Q DOORS &WINDOWS 1. Show size and type of all doors. 2. Show the door size, type and closure device for doors between the garage and dwelling. 3. Show all window sizes and openable areas. 4. Show all sleeping room egress window locations, sill heights, methods of opening, dimension of openable area and clear open space. 5. Show size and type of all skylights. I. ✓� WASHINGTON STATE ENERGY CODE 1. Provide one (1) copy of the WSEC &VIAQ Residential Prescriptive Compliance Form. 2. Show the insulation R values on the floor plan drawings and glazing class of all windows and skylights. 5 ,t - RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360)403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. Signature: i Date: 9/26/11 Owner/G, er's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 A RESIDENTIAL MECHANICAL PERMIT APPLICATION !> Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) SETS OF SPECIFICATION SHEETS AND TWO(2)SETS OF WASHINGTON STATE ENERGY CODE(if applicable). Project Valuation: A-7 �J` ��, , � (YJ Project Address: �"� �� Parcel[D#: 0104790000 Lot#: (-aSubdivision: Magnolia Meadows Project Description: New Single Family Residence Owner' Encore Homes,Inc. Phone Number: (360)659-1579 Address: 1601 Grove St.Unit B City: Marysville State: WA Zip Code: 96270 Contact Person:Keith Hoyer Phone Number: (360)659-1579 Cell Phone: (425)220-5223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Please List quantity of fixtures below: FURNACE UP TO 100K BTU CLOTHES DRYER 13 GAS OUTLETS FURNACE OVER 100K FLOOR FURNACE SUSPENDED HTR/UNIT HTR BOILER UP TO 3 HP APPLIANCE REPAIR SOLID-FUEL APPLIANCE BOILER UP TO 4-15 HP AIR HANDLING UP TO 1 OK CFM FIREPLACE INSERT BOILER UP TO 16-30 HP AIR HANDLING OVER 10K CFM VENTILATION SYSTEM HEAT PUMP VENTILATION FANS OTHER I VENT HOOD DOMESTIC INCINERATOR ALL OTHER UNITS FREESTANDING STOVE Contractor: Encore Homes,Inc Phone Number: (360)659-1579 Address: 1501 Grove St.Unit B City: Marysville State: WA Zip Code: sa27o Contractor's License Number: Expiration: 6/13 1 hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington. 9/26/11 A licants Signature Date Keith Hoyer Print Applicants Name RECEIVED FOR STAFF USE ONLY COA PERMIT CENTER Permit# Accepted By Amount Received Receipt# Date Received 2010 CJY Y � ■ ■� � � ■ � �,�1 = ' RESIDENTIAL MECHANICAL PERMIT APPLICATION Department of Community Development City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX(360)403 3418 Use this checklist to ensure that all necessary information is provided for review of your project. Please be advised that the 2009 WA State Energy Code is now the current code used to review your submittal. Requirements for Submittal (Complete for change-Out only * ): Q✓ Completed residential mechanical permit application* ❑✓ Mechanical Appliance cut sheets* 0✓ Heating and Cooling design loads (WSEC Prescriptive Compliance Worksheet) www.enerqV.wsu.edu/BuildingEfficiencV/EnerqVCode.cispx ❑✓ Appliance location and distribution details, including gas piping info Required Inspections/Tests: Rough-in mechanical and Gas pressure piping Duct Leakage Test by a Qualified Technician (see exceptions) 0✓ Building Air Leakage Test (new construction only) Exception 1: Duct testing is not required if the air handler and all ducts are located within the conditioned space. Exception 2: Duct testing is not required if the furnace is a nondirect vent type combustion appliance and is installed in unconditioned space with a maximum of six feet connected ductwork in the unconditioned space. 24-hour notice of Request for Inspection Call the 24-hour inspection line at 360-435-0674 APPLICATIONS ARE CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. 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