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Home My WebLink About17601 79TH DR NE_BLD20120007_2026 1 OFREED & ASSOCIATES, PS 1. Civil & Structural Engineering 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 Structural Design of a (2)-story "SFR" Mount Vernon, Skagit County NOT VALID WITHOUT A WET JOB # 11-'l62 2009 IBC SIGNATURE - Date Eng # Desc. 5/10/2011 Qing 2 Original Calculation ELL z S L ECG\ EXPIRES 5-27-/2 WENDELL E. REED, PE, CQQ CEI .SE 2011 RECEIVED 'REVISED CO RMIT TER MAR 0 6 2012 I I COA PERMIT CENTER b 1D �I 'd- 0bb, �;. .� w 4� Lateral Analysis IBC 2009 R&A Job#: 11-162 Description: Plan 3072 Engineer: Cling 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 C3041 Roof I Walls I Floors I Snow I Partitions Live Load (psr-; 25 40 25 Dead Load (psoT 15 10 10 10 1603.1.4 Wind Design Criteria [3041 1. Basic Wind Speed 85 mph F 1609[320] 2. Wind Importance Factor Iw 1.00 ASCE 7 T 6-1[77] 3. Wind Exposure Category "B" 1609.4(325] 4. Internal Pressure Coefficient +1-55 ASCE 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 (305] I. Seismic Importance Factor le 1.00 ASCE 7 T 11.5-1[116] 2. Short Period Acceleration SS 1.25 F1613.5(1)[348] 2. 1-Second Accelleration SI 0.4 F1613.5(2)r350] 3. Site Class D T1613.5.2[341] 4. Spectral response coefficient SDs 0.83 EQ 16-36138[340-2] 4. Spectral response coefficient SDI 0.43 EQ 16-37139[340-2] 5. Seismic Design Category D T1613.5.6(1)and(2)1343] 6. Seis. Force Resisting System A.13. ASCE 7 T 12.2-1[120] 7. Design Base Shear 10613 Ibs 8. Seismic Response Coefficient CS 0.13 ASCE 7 EQ 12.8-2[129] 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-11120] 10. Analysis Procedure used Simplified ASCE 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 5.0 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) !BC 2009 Simplified Wind Load Method ASCE 7 6.4 f231 Basic Wind Speed 85 mph 1609.3 f3191, F1609 f320] Wind Exposure Category B 1609.4 f325) Wind Importance Factor 1.00 ASCE 7 T 1-1131& T 6-1(77) Height&Exposure Adjustment = 1.00 ASCE 7 F 6-2[40] Topographic Factor Kzt= 1.00 ASCE 7 6.5.7.2[261, F 6-4[45] Wind Pressures ASCE 7 6 4 2 1 f241 ps=;�Kn I ps3o ASCE 7 EQ 6-1 f24] Minimum pressures shall not be less than assuming the pressures for ASCE 7 6.4.2.1.1 f24] 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. N\)(I .)(ps3o)ASCE 7 F 6-2[381 85 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F I G H tpH UGH 1 13.93 4.33 10.34 3.84 -4.08 -8.42 -3.07 -6.91 -9.58 -8,57 2 4.04 2.75 3.19 2.19 -0.08 -4.45 0.87 -2.94 -1.41 -1.63 Horizontal Zones Areas & Forces, Fx ASCE 7 F 6-2 Q71 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 lhd or 3 feet. D F x= Z (p sx•X). x= A Diaphragm (x= 2) Front to Rear Side to Side Lh.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 122-r-O-T 343 0 72 J 1-63 136 368 2a(ft)= 9 Forces Fx= 5245 1 Fxmin= 4650 Fx= 4528 F,m,,, 7390 Diaphragm (x= 1) Frontto Rear Side to Side I.h.d. (ft) = 45 A B C D A B C D a (ft) = 4.5 Areas 162 EO 243 0 182 46 306 0 2a (ft) = 9 Forces Fx= 4769 Fxmin= 4050 Fx= 5619 Fxmin= 5140 Version 7.0 Pg 1.1 Seismic Design IBC 2009 'Site Clasification Criteria Selection & Minimum Design Lateral Force Occupancy Category If ASCE 7T 1-1(3J Seismic Importance Factor IE 1.00 ASCE 7 T 11.5-1(116J Seismic Design Category D T1613.5.6(1)and(2)[343) Site Class D T1613.5.2(34Ij Short Period Acceleration Ss 1.25 F1613.5(1)[348) 1-Second Acceleration St 0.4 F1613.5(2)j350J Seis. Force Resisting System A.13. ASCE 7 T 12.2-1 j120J 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)[341J Site Coeffiecient, Fv 1.6 T1613.5.3(2)(34Ij Substitute equations 16-36 & 16-37 into 16-38& 16-39 respectively, 2 S DS= F a's S Sys= 0.83 EQ 16-36138[340-2j 2 S D 1 -3.F V'S 1 Set= 0.43 EQ 16-37139(340-2] Simplified analysis Seismic base shear ASCE 7 12 14.8(141) V= (F Sps/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11[141] Vertical Distribution Forces at each level ASCE 7 12 14 6[141) Fx= (wx/W)V Fx= 0.141 X% ASCE 7 EQ 12.14-121141) Effective seismic weight&Forces Ibs at Level x Diaphragm(x=2) roof area(ft) floor area(ft) story height(ft) wall length(fi) 2368 0 18.1 171 'Nx Fx= 5986 weight(Ibs) 35520 0 6926 42446 Diaphragm(x=1) roof area(if) floor area(ft) story heignt VI)I wall Ienglh(ft) 474 1719 8.1--T 182 wx Fx= 5443 weight(1bs) 7110 17190 7371 38597 Version 7.0 Pg 2.1 I I Allowable Stress Design Loads For Wood IBC_2.00.9_ Design shall be in accordance with Sections 2304-2306. 2301.2.1[451) Structures using wood shear walls and diaphragms to resist 2305.1 f466) 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 +03W Where w equals 1.3, W equals Fx of the respective diaphragm, and 1605.3.2[3091 D shall be multiplied by two-thirds. For worse case effect with seismic load, L&S shall be zero. 1605.11308) Equation 16-21 controls, 0.9 D+E/1.4 ,substitute ASCE 7 EQ 12.4-1 for E (pQE - 0.2S CIS D) 0.9 D + 1.4 simplify&arrange variables (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 Wz-t-= 1.00 Front to Rear Side to Side Diaphragm Force(Ibs) Force Ibs) x=2 6819 9667 x= 1 6199 6682 Seismic Design Loads, (p/1.4) F, p= 1.3 A SCE 712.3.4.2 f 126) Dia hra m Force(Ibs)_ x=2 5558 x= 1 5054 Version 7.0 Pg 31 V I I I _Allowable Stress Design Loads For Wood - cont Sum the moments about the base of a shearwall, overturning shall resist, (v•w)•h - ? D•W + P•W for wind 3 2 (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 ShearWali P D r�+n sum UM r--AMff c«U ' w Version 7.0 Pg 3.2 i I I �i Level oc Segment Tributary loads Wind Seismic Wall Line (x) �c�` O`� Width I Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max 1 2 F-R Wind Seis VD(x+1)[Ibs] % 50%�`, 50°l0`; 7.50 8.1 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 fir( V B1 66 IBC 2305 max 67 TMAx(X)pbs] 208 12 Lij 1 1 2 1 2 1 F-R Wind Sells VD(x+1)(Ibs] VD(X)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(x)pbs] 3 2 F-R Wind Seis VD(x+1)pbs] % 50% 50%. 5.80 8.1 2 2 306 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 V 101 83 IBC 2305 max 88 TMAx(x)pbs] 379 155 4 2 F-R Wind Seis VD(x+1)[bs] VD(x)[Ibs] VT(x)[Ibs] L V IBC 2306 max TMAx(x)[Ibs] Version 7.0 Pg 4.1 . i ti i Wall Line Level o<1 Segment Tributary loads Wind Seismic (x) �o`` 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 Seis VD(x+1)[Ibs] 3409.41 2779.17 % 26% 2Q% 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)[[bs] 5021.24 3790.03 23.00 8.1 1 1 344 208 -273 12 L 37.50 37.50 V 134 101 IBC 2306 max TMAx(x)[Ibs] 882 354 2 1 1 1 F-R Wind Sels VD(x+1)[Ibs] % 50%_ 50%-. 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 Seis VD(x+1)[Ibs]- 3409.41 2779.17 % 24% 1 30% 48.00 8.1 1 1 -504 379 -1111 155 VD(x)[Ibs] 1487.84 1516.29 VT(x)fibs] 4897.25 4296.46 L 48.00 48.00 ^� V 102 89 IBC 2305 max TMAx(X)[Ibs] 4 1 F-R Wind Sells VD(x+1)[Ibs] % VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TMAx(X)[Ibs] Version 7.0 Pg 4.2 Level oK\ Segment Tributary loads Wind Seismic Wall Line M � Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) Seis max A 2 S-S Wind Sels VD(x+1)Ilbs] 4.50 8.1 2 2 245 -133 U-o 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 �j --� V 88 51 3.00 8.1 2 2 301 -68 69 IBC 2305 max 69 3.00 8.1 2 2 301 -6$ 69 TMAx(x)[Ibs] 301 B 2 S-S Wind Sels VD(x+1)[Ibs] 50%: 50% 7.80 8.1 2 2 861 152 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 9 U r I V 179 104 IBC 2305 max TMAx(x)(Ibs] 861 152 C 2 S-S Wind Sels VD(x+1)[Ibs] % 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 TmAx(x)[Ibs] 140 D 2 S-S Wind Sels VD(x+1)[Ibs] VD(X)[Ibs] VT(x)[Ibs] L V IBC 2305 max Tm x(x)[Ibs] Version TO Page5.1 I I I I Wall L(ne Level Segment Tributary loads Wind Seismic ( ) �u� x O�� Width Height wr wra wf wfa T(x) T(x+1) T(x) T(x+1) max Seis 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 6 1 1604 301 846 169 VT(x)[Ibs] 3650.4 2840.21 3.00 8.1 6F1,627 301 901 226 L 17.00 17.00 3.00 8.1 2 2 301 873 226 V 215 167 3.00 8.1 2 2 301 873 226 IBC 2306 max 226 T.. TmAx(x)[Ibs] 1651 901 B 1 S-S Wind Sells VD(x+-I)[Ibs] 4803.5 2779.17 % 50%r i t`;50%0 10.00 8.1 1 1 3527 86.1 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 T--2 TmAx(x)[Ibs] 3527 1606 c 1 1 1 S-S Wind Sells VD(x+l)[Ibs] 2689.96 1556:34 % 27%; : 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 51U-1 V 187 103 IBC 2306 max 119 TmAx(x)[Ibs] 1303 421 D 1 SS Wind Seis VD(X+1)[Ibs) VD(x)[Ibs] VT(x)[Ibs] L V IBC 2305 max TmAx(x)[Ibs] Version 7.0 Page5.2 I Shear wall Summary Sheetin Re m'ts Shear Transfer Overturning Values Wind Sels Max Wind Seismic Wind Seismic 1 2nd 58 67 1 1 81 66 2-2nd I 3-2nd 72 88 1 1 101 83 4-2nd A-2nd 63 69 1 1 88 51 B-2nd 128 104 1 2 179 104 C-2nd 59 47 1 1 82 47 D-2nd 1 - 1st 96 101 1 i 1 134 101 2- 1st 50 57 1 1 70 57 3- 1st 73 89 1 j 1 102 89 4- 1st I A- 1st 153 226 1 2 215 167 1651 B- 1st 284 259 2 i 6 397 259 3527 1606 C - 1st 134 119 1 ; 2 1$7 103 1303 D- 1st SWA SW-2 SW-3 SW-4 SW-5 SW-6 Sheathing '226rr _ 87..,: !n (plf) Shear Flow 0226.'ij;=w` 397 J .i ��:' �K:�a,tip (ply Shear Transfer Connectors - Co = 1.6, Hem-Fir Connector Z(Ibs) 16d Nails 195.2 Ibs 2005NDS T1 IN 1971 10,4 5.9 0.0 0.0 0.0 0.0 16d Slant Nails (v<150plf) 162 Ibs 2005NDS T11N[97] 8.6 4.9 0.0 0.0 0.0 .0..0 Simpson A35 Clip 510 Ibs Simpson C-20091164 27.1 15.4 0.0_ 0.0 0.0 0.0 Simpson H1 Truss Connector 415 Ibs Simpson C-2009[156] 22.0 12.5 0.0 0.0 0.0 0.0 Simpson DTC Clip 125 Ibs Simpson C-2009[136) 6.6 3.8 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 Ibs 2005NDS TI 1E[85] 50,1 28.5 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 Ibs 2005NDS T11E[851 73.1 41.6 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 Ibs 2005NDS T71E j85] 90.9 51.7 0.0 0.0 0.0 0.0 Page6.1 I CV-i,rwro'..0 Ll V I I I 1 j flESi&1-4 LOADS_ I 12ooFt PLO 6ke IRIsk.R.s D,�:.4-D = 15 fll dd7 1oPSr+ DG.-O =iOrStom- I PSF L P V E 4ofc3r= r., rc L G C C l3.5 2pZ,5 357 5 Fu..r.1.. u? G 1.1 CJ. L=17 cx p.s �. w D. :ty.: 25 �- 1' ►5 25 &-1r Z*5 l!; � to is z5 33'�45' €� P-r La D Q 1Z15 Zo25 �.Zafs�' l!i 1020 1700 F 24' SLO boa I 104 , L 24' 5(oa boo Ftaa.t_ UPPE,e FLoov� F:: r �R1-1Ls 0 L a I IW WALL PLOa A 70 250 T-LA L. ID. L,let' W.4 L r_ 4' 4o FtinA.- r-r wo&e �)0 24-0 ch'.,all' t 75 300 Lz 5' I- ;2ooG 620,0 d'-Doolc's 4.Sr-t5' WA-LL AI, FLno► D,?' %L o r10 72a !2ao Q 0.rb' '4 4r$ 1 1 :IF 576 T., n: C... •dD+ L ewdr- $J' 1=Lsa9 e2.. V LU C J rwor !fir C.... � IM WALL. w FLomd 0."1' ? 4.4' �. F Li 1 157 z s A,4 -r h C' L=zr.5 PECOF 7,5' 112.5 iz-7' L.�E ZI7'4 iR T-►24+S' VIALL 10,1' 81 FUAL 1 FLmove 5,75 B?,5 35o F%A.4A- L a k" 1P_aar- �' 4S !a T LDrF� t° ills acts ® 61711 1131 t I r! lg's z+^r'�4,7',7- 5� 8>t3 e-rz+-r' (z Lal�' rQaoF If Z5 6�1.5 F=tAAA- Q i L 120nr 757 FlAA," ®. L= �' rZoaF �' 3d 5o Fri.L 1Nh[L B I r 81 F�+rz �5 r d5 26 o Fig,►,►_. ®, L ar r i Ibo'F Z 3D SCa �i�L r S 25 �.a..t.. I �} 1 Gut.; uppjP y2 Fc1:»mf- ^t2�nilitilCx 7,Z 5' 77,S 0 L30 320 Z&O c IIV 116.5 LR2�5 �utc r C ,�'� C. @.�,''L�t = �t &so F F AAA— r G: W �- w h�t.4;�1 i=L�.�vZ F62.4-N1 ir.d Caa to' i4pe r; L j WALL. 4-' .40 o Fwl C. C awt*e 43(6 Fc wt. Ii AL" FLOavt zoo FilLu" V.JA-LL. �d�l' LEI - r"Wl- P-WV 400 NA-A i I i f I l2ao F Lt�.d-s7. 1/�1c2-= cis +zS) PSF x 24' = 9.60 Pc,-r- C" VIA-LL LoADs c PLoo-e LcA-b r c I/!r e 10 4 4io a psF x 6' 3o0 pL� _ w rgM %MALL LnAD= V-11 _ !��'I�GF aC t S/2)'A L 14 2 y' -- I z9 Pup ui 6--r L �vF ^ 14-S�cx (- Va)'.KL 'rzJ' pL/F- r TL)-rA-L_ LoA-D = 160 -t-l 6 z +3 o o #t 2 R -h /2 R =!G$a pcl-- r� tr, 8son- 2a�o 1�sF Saga. Zo'o SF uSE lZ"x�� F�Gr vc�/ f-!)- 4�4 Goe- -r, - T�.!TE►2 i o ce Fa3a.�r.1 t7j1'7i o i•.l WALL La4D Ww .= 110PCr- X L 8.l'—F 6.I'D -=16 P FF- W-r 16 z 9-- 4 4- i7�.•n t t. yl`��-V ram'.(r'.. V I I 1QT154'e;r9Y-L Co:...1C, ! t o Psi ,-e. C 9,11k90 )� 16z- et P C. L c A-D `= 4tl r= t 10+4-0-) I`as-F- !&'-t t D' = SO o F'O= lu vClFrG, _ — 14-5en`�.rC w L.S. �I C' r15 �2x 6 Fr6r w/ 111 Eli FSF x 4x egS+2--75' x 2o5'r t 75r7 7�or ery I . I - i ! I i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope. Rev. 580004 - - User;KW-080?A03,Ver5.8.0,1•Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC En&esring SofNnro 11-162.ecw;Calculatlona Description 1 (RXN) General Information Section Name 3.125x10.5 Center Span 12.00 ft .... .Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 10.500In 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 Full Length Uniform Loads Center DL 202,50#Ift LL 337.50 #Ift Left Cantilever DL #/ft LL #Ift Right Cantilever DL #Ift LL #Ift Summary Beam Design OK Span=12.00ft,Beam Width=3.125in x Depth=10.5in,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 fb 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 Total Load Left Cantilever... Dead Load Totai Load Deflection -0.174 in -0.464 in Deflection 0.000 In 0.000 in ...Location 6.000ft 6.000ft ...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 i62 Cv 1.000 Rb 0.000 Cl 3239.999 Max Moment Sxx Reo'd Allowable fb @ Center 9.72 k-ft �42.26 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760.00 psi Shear Analysls @ 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 I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: ee 5800Cr -- - User,KW-0603603.Vor 5.8.0,1-Doe-2003 General Timber Beam Page 1 ' (c)1983.2003 ENERCALC Erginearing Software 11-162.ecv,Calculations '^9sx�v:�smss� sQe Description 2 (RXN) General information Section Name 3.125x12 Center Span 17.00 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft . . . .Lu 0.00 It 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 Fe Allow 650.0 psi E 1,800.0 ksi Trapezoldal Loads #1 DL @ Left 90.00 #!ft LL @ Left 150.00 #1ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 17.000 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 0.000 ft DL @ Right #!ft LL @ Right Wit End Loc 17.000 ft Summary Beam Design OK Span=17.00ft,Beam Width=3.125in x Depth=12.1n,Ends are Pin-Pin Max Stress Ratio 0.516 : 1 Maximum Moment 8.9 k-ft Maximum Shear" 1.5 3.4 k Allowable 17.2 k-ft Allowable 10.4 k Max.Positive Moment 8.90 k-ft at 7208 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 0.000 in Max @ Right Support 0.00 k-it @ Center 0.314 in Max.M allow 17.25 Reactions... @ Right 0.000in tb 1,423.82 psi fv 91.03 psi Left DL 1.02 k Max 2.72 k Fb 2,760.00 pal Fv 276.00 psi Right DL 0.51 k Max 1.36 k Fbefiections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.209 in -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 0.314In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0,000In Stress Calcs - - - �--- ---- --- ---__�__ _ . Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 in3 Area 37.500 in2 CV 1.000 Rb 0.000 CI 2719.999 Max Moment Sxx Req'd Allowable ib @ Center 8.90 k-ft 38.69 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 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 3.41 k 2.02 k Area Required 12.369 1n2 7.322 in2 Fv:Allowable 276.00 pal 276.00 psi 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: Rev: 580004 User:M-08o3803,ver5.8.0,I-Doo-2003 General Timber Beam Page 1 en(c)1983-2003 ENERCALC Englnsng Software 11.182.eew:Calculatlons 1 �sm�m+.usez�srartQssrr rc�s>�aea�aa�sx�i :-�;�a�s>s Description 3 (RXN) General Information p Section Name 6.126x37.6 - Center Span 45.00ft . . . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . . ..Lu 0.00 It Beam Depth 37.500 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 1.150 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 #Ift 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 16.00 #/ft LL @ Right 25.00 #/ft End Loc 24.500 ft #2 DL @ Left 90.00 #/ft LL @ Left 150.00 #/ft Start Loc 24.500 It DL @ Right 90.00 #/ft LL @ Right 150.D0 #/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 #/ft LL @ Right 25.00 #/ft End Loc 45.000 ft Point Loads Dead Load 1,215.0lbs 1,020.0lbs Ibs Ibs Ibs Ibs Ibs Live Load 2,025.0 lbs 1,700.0 The Ibs Ibs Ibs Ibs Ibs ...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 Span=45.00ft,Beam Width=5.125in x Depth=37.5in,Ends are Pin-Pin Max Stress Ratio 0.390 : 1 Maximum Moment 89.0 k-ft Maximum Shear" 1.5 9.6 k Allowable 228.4 k-ft Allowable 53.0 k Max.Positive Moment 89.01 k-ft at 24.480 ft Shear: @ Left 4.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 6.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Maio @ Right Support 0.00 k-ft @ Center 0.407 in Max.M allow 228.43 Reactions... @ Right 0.000 In fb 889.23 psi tv 49.95 psi Left DL 1.73 k Max 4.62 k Fb 21282.05 psi Fv 276.00 psi Right DL 2.49 k Max 6.64 k Deflections Center Span... Dead Load T Total Load Left Cantilever... Dead 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.Doff)... 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 Title: Job# Dsgnr: Date: 12;14PM, 10 MAY 11 Description Scope Rev, 58ONA --- uaer ICW0604603 vers.8.0.1-Dac-2003 General Timber Beam Page 2 (e)1983-2003 E EACALC Engineering Software 11.1az8ow.Calculatlona ii•"ltieai�rctPJ•i1� 1!l3i4f r Description 3 (RXN) Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 1,201.172 in3 Area 192.188 Ent Cv 0.827 Rb 0.000 Cl 4615.221 Max Moment Sxx Read Allowable fo Center 89.01 k-ft 468,05 In3 2,282.06 psi Left Support 0.00 k-ft 0,00 In3 2,282.05 psi 0 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 Fw 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 E E Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descrlptlon Scope: •Rev: 580004 User Kw•0603603,Ver 5.8.0,1-Dec-2oo3 General Timber Beam Page 1 (0)1983-2003 ENERMC Engineer4 j Software1-'S2a vcCal:vlatlons '�c7vi.1d[rl� Description 4 LGeneral Information Section Name 400 Center Span 6.00ft . . . . .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 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pin FcAllow 625.Opsi E 1,300.0 ksi Full Length Uniform Loads Center DL 360.00W7 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. Q Left 2.88 k Max.Negative Moment 0,00 k-ft at 0.000 ft @ Right 2.88 k Max @ Left Support 0.00 k-ft Camber. @ Lett 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.052In Max.M allow 6.02 Reactions... @ Right 0.000 in fb 1,038.64 psi fv 99.28 psi Left DL 1.aa k Max 2,88k Fb 1,207,50 psi Fv 195.50 psi Right DL 1.08 k Max 2.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... DDpad 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 1.5"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 Req'd Allowable fb @ Center 4.32 k-ft 42.93 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 pal Shear Analysis @ 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 a@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 i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope; Ror. 68=4 - - - - - User M-011O3E03,ver5.8.0,1•Dec•2003 General Timber Beam Page 1 (c)1883-2003 ENERCALC Engineering Solhvaro 11.182.eew.Calculations Description 4A General Information Section Name 4x8 Center Span 4.00 ft Lu 0.00 ft Beam Width 3.500In Left Cantilever ft Lu 0.01) 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 bur.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 gift ILL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft ILL gift ,rooetaa _ 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 k-ft @ Center 0.022 in Max.M allow 3.34 Reactions... @ Right 0.000in fb 751.43 psi fv 79.90 psi Left DL 0.72 k Max 1.92 k Fb 1,308.13 psi Fv 195.50 psi Right DL 0.72 k Max 1.92 k Deflections Center Span.,. Gead Load Iota'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 ..,Length/Defl 0.0 0.0 ...Length/Defl 3,344.8 1,254.30 Right Cantilever... Camber(using 1.6`D.L.Deft)... 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 caics Bending Analysis Ck 29.150 Le 0.000 ft Sxx 30.661 In3 Area 25.375 In2 Cf 1.300 Rb 0.000 CI 1919.999 Max Moment S.a Redd Allowable fb @ 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 in3 1,308.13 psi Shear Analysis @ 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 Title: Job# Dagnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 560004 `- User.KW 0003843,Ver 5.8.0,1-Doc-=3 Page (c)1883.2003 ENERCALC Enginwng.So_ re General Timber Beam 11-1 e2.ecw.Calcuiatlans Description 5 rGeneral Information Sectlon Name 5.125x13.5 Center Span 16.00ft .....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 ft 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 Pln-Pin Fc Allow 650.0 psi E 1,800.0 ksl CFull Length Uniform Loads Center DL 151.00#/ft LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.00ft,Beam Width=5.125in x Depth=13.51n,Ends are Pin-Pin Max Stress Ratio 0.443 : 1 Maximum Moment 13.8 k-ft Maximum Shear* 1.5 4.5 k Allowable 31 1 k-ft Allowable 16.6 k Max.Positive Moment 13.79 k-ft at 6.000 ft Shear: @ Left 3.45 k Max.Negative Moment 0.00 k-ft at 16.000 ft @ Right 3.45 k 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 lb 1,063,16 psi tv 64.59 psi Left DL 1.21 k Max 3.45k Fb 2,400.00 psi Fv 240.00 psl Right DL 1.21 k Max 3.45 k Deflections Center Span.., Doad Load Total Load Left Cantllever... 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/Deft 0.0 0.0 ..,Length/Defl 1,631.0 571.42 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0,000 in @ Center 0.177 in ...Length/Defl 0.0 0.0 C�3 Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 01000 ft Sxx 155.672 In3 Area 69,188 In2 Cv 1.000 Rb 0.000 Cl 3447.999 Max Moment Sxx Reg'd 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 a Right Support 0.00 k-ft 0,00 ln3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.47 k 4.47 k Area Required 18.619 In2 18.610 In2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.45 k Bearing Length Rsq'd 1.035 in Max.Right Reaction 3.46 k Bearing Length Req'd 1.035 in ,y Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rav: 500004 -- Uaec KW-3-2080ENE CALCVer n0.i-0eE4W9 General Timber Beam Page 1 (0)'983.2003 ENERCALC Eng(neerlrg Sad.v:jra Description 6 '1-162 eneCalcuatlais General ]nformation � 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 Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Our.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pln-Pin Fc Allow 660.0 psi E 1,800.0 ksl Full Length Uniform Loads woe� Center DL 40.00#/ft LL Wit Left Cantilever OIL #/ft LL #/ft Right Cantilever OL Wit LL #/ft Trapezoidal Loads 01 DL @ Left 60.00 #/ft LL Left 240.00 Wit Start Loc 0.000 ft OIL @ Right 60.00 AM LL @ Right 240.00 Wit End Loc 11.000 ft #2 DL @ Left 75.00 Wft LL @ Left 300.00 Wft Start Loc 11.000 It DL @ Right 75.00 #/ft LL @ Right 300.00 Wf. End Loc 19.000 ft Summary - - Beam Design OK Span,19.00ft,Beam Width=5.125in 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 It @ Right •3.70-k 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 Total Load Left Cantilever... Dear dad Total Load _ Deflection -0,164 in -0.571 In Deflection 0.000 In 0.000 in ...Location 9,576ft 9.576ft ...Length/Defl 0.0 0.0 .,.Length/Deft 1,392.3 399.48 Right Cantilever... Camber(using 1.5*D.L.Defl)... 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 JF Dsgnr: Date: 12:14PM, 10 MAY I Description. Scope: • ov: 680004 War KW-0603603 Ver5.8.0,1.Oec4003 General Timber Beam Page 2 ic)1963-2003 ENEkALC Engineering Software 11462ecw:UmleHona 1 IFi�'Ga'f�Fi76��3iaBG79a3C5ii Description 6 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672ln3 Area 69.188 in2 Cv 0.998 Rb 0.000 Cl 3356.314 Max Moment Sxx Req'd Allowable fb •Center 16.57 k-ft 82.98 10 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 2,395.76 pal 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 E , �, Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descriptlon Scope: Rev. 580004 -- User.KW-0603803,vor5.80.1-Dea2003 G [ Tib B Page c 1 1983-2003 ENERCALC Englnaedng Sol Gen oral Timber 11-1 62.acw'Cal ulallora Description 7 General Information Section Name 4x10 Center Span 6.00 ft Lu 0.00 It Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever It 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 Pln-Pin Fe Allow 625.0 psi E 1,300.0 ksl Full Length Uniform Loads _ q Center DL 88.00#/ft LL 28.00 #/ft Left Cantilever DL #!ft LL #/ft Right Cantilever DL #!ft LL Wit Tra ezoldal Loads #1 DL @ Left 360.00 #/ft LL @ Left v 600.00 #1ft Start Loc 0.000 ft DL @ Right 360.00 #/ft LL @ Right 600.00 #1ft End Loc 0.600 ft #2 DIL @ Left 360.00 #/ft LL @ Left 600.00 #/ft Start Loc 4.500 ft DL @ Right 360.00 #/it LL @ Right 600.00 Wit End Loc 5.000 ft Point Loads ---� Dead Load 7 0.0lbs 720.0Ibs Ibs Ibs Ibs Ibs Ibs Live Load 1,200.0lbs 1,200,0lbs Ibs lbs Ibs Ibs lbs ...distance 0.600 ft 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000ft Summary Beam Design OK Span=5.00ft, Beam Width=3.500in 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 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.018 in Max.M allow4.37 Reactions... @ Right 0.000 in fb 378.73 psi fv 11.62 psi 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 N Center Span... Dead Load Total load Left Cantilever... Dead Load Total Load Deflection -0.012 in -0.027 in Deflection 0.000 In 0.000 In ...Location 2.480 ft 2.480 it .,.Length/Deft 0.0 0.0 ...Length/Defl 4,953.7 2,243.91 Camber using 1.5"D.L.Defl Right Cantilever... ( g I-•• Deflection 0.000 in 0.000 in @ Center 0.018 In ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In i Title: Job!� Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: us580004 er:Kw-0603603,ver6.8.0,1-nao-2oaa General Timber Beam Page 2 (o)19f13-2003 ENERCALC Engineering Safhvare 11-162ec,v CeluIadons . 'Moran�n Description 7 Stress Calcs Bending Analysts Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 2737.040 Max Moment Sxx Req'd Allowable fb Center 1.58 k-ft 18.00 in3 1,050.00 pal @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi Q Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis Left Support (g7 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: Rev. 580004 - -- User Kw-0603603.ver5.6.0.1-nec•2oo3 General Timber Beam Page 1 (c)1963-2003 ENERCALC Engineering Sollware 11-162ww.calc,lstlurs Description 8 General Information Section Name 3.125x10.6 Center Span 11.50 ft Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 10.600 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 psi 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 : 1 Maximum Moment 9.2 k-ft Maximum Shear 1.5 4.0 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 O,000in Max @ Right Support 0.00 k-ft @ Center 0.191 in Max.M allow 11.48 Reactions... Cad Right 0.000 In 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 3.1 B k Deflections Center Span... Dead Load Total Load Left Cantilover... Dead Load Totai Load Deflection -0.127 in -0.401 in Defection 0.000 in 0.000 in ...Location 5.750 ft 5.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,084.3 343.80 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.191 In ...Length/Dell 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Caics 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 Moment Sxx Reg d A I w hie fb @ Center 9.15 k-ft 45.75 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 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description: Scope: Rev - - - - - -- - User.KW-M3603.Vor 540,1-De62003 Page 1 (c)1993.2003ENERCALCEnghooringSottwero General Timber Beam 1-16Lacw.Cal^ua;lons tm'� F�lLii7iiN07S51TwAi:i� 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 Right.Cantilever ft Lu 0100 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 171.00#/ft 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 Ot Allowable 5.5 k Max.Positive Moment 3.97k-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 Q Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-f: @ Center 0.091 in Max,M allow 4.37 Reactions... @ Right 0.000in 1b 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 4,150ft 4.150 It ...Length/Deft 0.0 0.0 ...Length/Deft 11636.9 607.20 Right Cantilever... Camber(using 1.5"D.L.Defi)... Deflection 0.000 in 0.000 in @ Center 0.091 In ...Length/Defl 0.0 0.0 @ Left 0,000 In @ Right 0.000 in Stress Calcs - -- ---�- -- - ----- � �a Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 in3 Area 32.375 In2 Cf 1.200 Rb 0.000 Cl 1913.149 Max Moment Sxx Reqj Allowable fb @ Center 3.97 k-ft 45.37 in3 1,050.00 psi Q Left Support 0.00 k-ft 0.00 ln3 1,050.00 psi Q 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 Reaction 1.91 k Bearing Length Req'd 0.875 In I I T1tle: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: 'Rev; SM004 '-- - - - User.KWCW3603.Ver8.8.0.1-Dea2003 General Timber Beam Page 1 (c)1S83-2D03 ENERCALC Engineering So%,rc i t-182.ecw.CelcWetiorts 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 Flr-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 rFull Length Uniform Loads -� Center DL 16.00#/ft LL 25.00 #dft Left Cantilever DL #/ft LL #(ft Right Cantilever DL #/ft LL #1ft Trapezoidal Loads #1 DL @ Left 298.00 #/ft LL @ Left 378.00 #/ft Start Loc 0.000 ft DL @ Right 298.00 #Jft LL @ Right 378.00 Wit End Loc 4.400 ft #2 DL @ Left 15.00 #/ft LL @ Left 25.00 #/ft Start Loc 4.400 ft DL @ Right 15.00 #/ft LL @ Right 25.00 #/ft End Loc 6.000 ft Summary Beam Design OK Span=6.00ft,Beam Width=3.00OIn x Depth=9.25in,Ends are Pln-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 5.0 k Max.Positive Moment 2.83 k-ft at 2.608 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 0.000in Max @ Right Support 0.00 k-tt @ Center 0.037In 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 LDeflections Center Span... Dead Loo Total Load Left Cantilever... Dead Load Total Load Deflection -0.025In -0.056 In Deflection 0.000 in 0.000 in ...Location 2.928 ft 2,928 ft ...Length/Defl 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 i Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope -Rev. 6e0004 User.KW-0603603,Ver6.8.0,1-Dec-2W3 General Timber Beam Page 2 (c)1983.2003 ENERCALC Ergiraer,ng Software !1.162.aew.CaWstrom Descriptlon 10 Stress Cal es Bending Analysis Ck 34.195 Le 0.000 ft Sxx 42.781 in3 Area 27.750 in2 Cf 1.100 Rb 0.000 CI 2012.319 Max Moment Sxx Reg'd A lowable fo @ Center 2,83 k-ft 34.281n3 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rov. 80004 Usar KW0803803,Vw5Z0,1-Coo-2,X3 General Timber Beam Page 1 (c11993 2003 ENERCAIC Ery;reernp Software 1 t-162.ecw r-1:1 tatlons Description 11 General Information Section Name 5.125x22.5 Center Span 21 50ft Lu 0.00 ft Beam Width 5.125In Left Cantilever ft Lu 0.00 ft Beam Depth 22.500 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 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 #,'ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/it LL #/ft Trapezoldal Loads #1 DL @ Left 112.50 #/ft LL @ Left 187.50 #M Start Loc 1.200 ft DL @ Right 112.50 #/ft LL @ Right 187.60 #/ft End Loc 2.700 ft #2 DL @ Left 112.50 #/ft LL @ Left 187.50 #/ft Start Loc 4.700 ft DL @ Right 112.60 #/ft LL @ Right 187.50 #/ft End Loc 7.700 It #3 DL @ Left 112.50 #/it LL @ Left 187.50 #/ft Start Loc 9.700 It DL @ Right 112.50 #/it LL @ Right 187.50 #/it End Loc 12.700 ft #4 DL @ Left 75.00 #Ift LL @ Left 125.00 #/ft Start Loc 14.700 ft DL @ Right 75.00 #/ft LL @ Right 125.00 #Ift End Loc 21.500 ft Point Loads Dead Load 2,094.0lbs 113.0 Ibs 113.0lbs 113.0lbs 113 0 Ibs 143.0 Ibs t43.0;bs Live Load 3,158.0 Ibs 188.0lbs 188.O Ibs 188.0lbs 188.0lbs 238.0 Ibs 238.Olbs ..,distdnce 1,200 ft 7.700 ft 2.700 ft 4.700 ft 9.700 ft 12.700 ft 14.700 ft 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 0.285In Max M allow 81.02 Reactions... @ Right 0,0001n fb 1,676.74 psi fv 109.13 psi Left DL 5.33 k Max 14.65 k Fb 21248.48 psi Fv 240.00 psi Right DL 3.44 k Max 9.90 k Deflections ' - I Center Span... Dead Load Tota'Load Left Cantilever... Dead Load Total Loa 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/Defl 1,355.6 474.98 Right Cantilever... Camber(using 1.5"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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev: 4 Page 2 user xw•oso3eo3 Ver68.o.1-Doc2oo3 General Timber Beam (0)1983 2D03 ENEFlCALC Engineering Software 1-t82.ecwCalculatlone Description 11 Stress Calcs MOKWO Bending Analysis Ck 22.210 Le 0.000 ft Sxx 432.422 In3 Area 115.313 In2 Cv 0,937 Rb 0.000 Cl ####.#" Mgx Moment Sxx Req'd Allcw.ab'A fb @ Center 66.82 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 52.435 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rev. 6WO04 Usen ' ff26033,Vor6.8.0,1-Dec-2003 General Timber Beam Page 1� (ci1883-2003 ENERCALC En inoerIng Software �t-3o2.a�x.Ca'.wl,�hone Description 12 "'�""� General Information - -- Section Name 3.126x12 Center Span 16.001t . .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 Glul-am 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 112.50#/ft r LL 1 187.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design O 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 k 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 0.000 in fb 11536.00 psi fv 84.48 psi Left DL 0.90 k Max 2.40k Fb 2,760.00 psi Fv 276.00 psi Right DL 0.90 k Max 2.40 k Deflections Center Span... Dead Lod Towl Load Left Cantilever.., Dead Load 04� Total Load Deflection -0.205 In -0,646 in Deflection C.000 In 0.000 in ...Location 8.000 ft 8.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 937.5 351.57 Right Cantilever... Camber(using 1.5 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 75.000 In3 Area 37.500 In2 Cv 1.000 Rb 0.000 Cl 2399.999 Max Moment Sxx Read Allowable fb @ Center 9.60 k-ft 41.74 In3 2,760,00 psi @ Left Support 0.00 k-ft 0.00 In3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 In3 2,760,00 psl Shear Analysis @ Left Support @ Right Support Design Shear 3.17 k 3.17 k Area Required 11.478 in2 11.478 in2 Fv:Allowable 276.00 psi 276.00 psl 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 {. I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: RW. 560004 - -- user.KW-0603003.Vw5.6.0.1-0eo•2003 General Timber Beam Page 1 (c)1963-2003 ENERCALC Engineering Software 11-162.0cw:Ceiculakns Description 13 General Information Section Name 4x10 Center Span 17.00 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.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 FuII Length Uniform Loads Center DL 45.00 Wit LL 75.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #1ft 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 k Allowable 7.7 k-ft Allowable 6.3 k Max.Positive Moment 4.33 k-ft at 8.500 ft Shear: @ Left 1.02 k Max.Negative Moment 0.00 k-ft at 0.000 It @ 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.D42.25 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 jotal Load Left Cantilever... Dead Loal TotalLad 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.Defl)... Deflection 0.000 In 0.000 in @ Center 0.343 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 26.035 Le 0.000 It Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 Cl 1020.000 Max Moment Sxx Read Allowable fb @ Center 4.33 k-ft 27.92 In3 1,863.00 psi @ Left Support 0.00 k-ft 0,00 In3 1,863.00 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 .: I V Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Descrlptlon: Scope: Rev: 660004 '- - - User.KW-0603603,Vat 5.B.C.I-0oc-2o63 General Timber Beam Page 1 (c)1063-2003 ENERCALC Enoinoertnp Sottwero 11-162.ecw.Calculatlons �v as�Tr�eeemL Description 14 General Information Section Name U10 Center Span 6,00 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 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ks€ rFull Length Uniform Loads Center DL 176.00#/ft LL 310.00 #/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 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.PoshIve 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 (c8 Right 1 A6 k Max @ Left Support O.Op k-ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.026 in Max.M allow 4.37 Reactions... @ Right 0.000 in fb 525.81 psi iv 50.26 psi Left DL 0.53 k Max 1.46 k Fb 1,050.00 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 7o:a1 head Deflection -0.0171n -0.047 in Deflection 0,000 1n 0.000 1n ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 4,210.2 1,524.67 Right Cantilever... Camber(using 1.5*D.L.DO)_ Deflection 0.000 1n 0.000 in @ Center 0.026 In ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Caics _�W Bending Analysis Ck 31.260 Le 0.000 ft Sxx 49.911 In3 Area 32,375 in2 Cf 1.200 Rb 0.000 CI 1467.999 Max Mornent Sxx Rend Allowable fb @ Center 2.19 k-ft 24.99 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€n3 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 in2 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 I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rer. 500004 - - - - Uaer.KW-08a3803,Var5.8),1-Dec-2CO3 General Timber Beam Page 1 (c)1983 2063 ENERCALC Engineering Sotlware 1'-'82.ec,vCalvratloas Description 15 rGeneral Information - Section Name 4x8 Center Span 3.00 ft ..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 FcAllow 625.0 psi E 1,300,0 ksl [FUII Length Uniform Loads Center DL 196.00 Wit LL 355.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft I' Summary - ar� 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 4.29 K.. „ . -Max . ._ 0.83 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.007 in Deflection 0,000 In 0.000 In ...Location 1.500 ft 1.500 ft ,,.Length/Defl 0.0 0.0 ...Length/Defl 14,562.4 5,180.11 Right Cantilever... Camber(using 1,5•D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.004 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 30.661 In3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 826.500 lax Moment Sxx Reg'd Allowable fb @ Center 0.62 k-ft 6.54 In3 1,137.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,137,60 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 psl 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rov 5e0004 - - - - Uoer.KWo6o3603 Ver6.8.0,1•Doc4003 General Timber Beam Page 1 (cJ1993.2003 ENEf�CAIC Engineering Softwero Description 16• General Information Section Name Prilm:3.5x9.25 Center Span 8.50 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 Manuf/So.Plne Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 PSI Load Our.Factor 1.000 Fv Allow 290.0 psl Seam End Fixity Pin-Pin Fc Allow 650.0 PSI E 2,000.0 ksl Full Length Uniform Loads Center DL 77.50#/ft LL 310.00 #/ft Left Cantilever OL #/ft LL #Ift Right Cantilever DL Wft LL #/ft Trapezoidal Loads #1 DL @ Left 80.00 #Ift LL @ Left 320.00 #/ft Start Loc 0.000 ft DL @ Right 80.00 #Ift LL @ Right 320.00 #/ft End Loc 3.000 ft #2 DL @ Left 70.00 #Ift LL @ Left 280.00 #Ift Start Loc 3,000 ft DL @ Right 70.00 #Ift LL @ Right 280.00 #/ft End Loc 8.500 ft Summary Beam Design OK Span=8.50ft,Beam Width=3.5001n x Depth o 9.25in,Ends are Pin-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 @ might 3.16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0,000In Max @ Right Support 0.00 k-ft @ Center 0.057 in Max.M allow 12.06 Reactions... @ Right 0.000 In fb 1,628.53 psi fv 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 o i Loa Left Cantilever... Dead Load Zotal Load Deflection -0,038 in -0.191 in Deflection 0.000 in 0.000 In ...Location 4.250 ft 4.260 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,668.7 533.75 Right 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 r. f Title; Job 0 Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope: Rov: 600004 --- - Uae..Kw 0603603 Ver6.8.0.1-Dec 2003 General Timber Beam Page 2 (eM83-2003 ENEACALC Engineering Software 11-182.ocw:Calwlalfans yxrmaa Description 16 I Stress Calcs Bending Analysts Ck 21.298 Le 0.000 It Sxx 49.911 In3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 3257.903 May Moment Sxx Req'd Allowable fb @ Center 6.77 k-ft 28.03 In3 2,900.00 psl @ Left Support 0.00 k-ft 0.00 10 2,900.00 psi Right Support 0.00 k-ft 0.00 In3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.00 k 3.91 k Area Required 13.804 in2 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 ..� ;:� I I I I I I Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev 580094 Uaer.KW-0803603,ver6.8.0.1-Doc-2o03 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineartng Softwafe 11-1e2 epv Catcula8one Description 17 General Information Section Name 4x10 Center Span 10.00It Lu 0.00 It Beam Width 3.500 in Left Cantilever It 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 Our.Factor 1.150 Fv Allow 170.0 psi Beam End Fixfty Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 115.50#/ft LL 192.50 #/ft Left Cantilever DL #/ft LL #Jft Right Cantilever DL #/ft LL #/ft Summary Beam DesignO 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. @ Leh 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 @ 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 ft 5.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,385.7 519,66 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 Cales Bending Analysis Ck 29,150 Le 0.000 ft Sxx 49.911 in3 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 Shear Analysis @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 10.020 in2 10.020 In2 Fv:Allowable 196.50 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 Title: Job# Dsgnr: Date: 12:14PM, 10 MAY 11 Description Scope Rev: 580004 ----- -- -- -- -- lJsor,K-2003E F Ver5.9n roeri-2So General Timber Beam Page 1� (c)1883-ZOQ3 ENFRCALC Enginoeriny Software 11-�62,eca:Calcula�lo�n3 �esas�ar�raresu�.ztt��. Description 18 General Information - -� Section Name 4x6 Center Span 50011 .....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, No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin-Pln Fe Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 94.60#/ft LL 157.50 #/ft 9 Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=5.00ft,Beam Width=3.500in x Depth-5.5in,Ends are Pin-Pln 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 It @ Right 0.63 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000ln Max @ Right Support 0.00 k-ft @ Center 0.032 in Max.M allow 1.92 Reactions,,. @ Right 0.000in fb 535.54 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 . ate-� Center Span... Dead Loac Total Load Loft Cantilever... Da 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/Defl 0.0 0.0 ...Length/Defl 2,848.3 1,068.11 Right Cantilever... Camber(using 1.5"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 Ck 29.150 Le 0.000 ft Sxx 17.646 In3 Area 19.260 In2 Cf 1.300 Rb 0.000 Cl 630.000 Max Moment Sxx Req'd Allowable to @ 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 Title: Job# Dsgnr,. Date: 12:14PM, 10 MAY 11 Description Scope: Rev 50000M1 --------- User.KW-0603603,Ver5.8.0.1-aeC-2003 General Timber Beam Page 1 (c)5883 2003 ENERCAW Eng'ncadng Sore 11-1e2ecw.Calculallons Description 19 General Informatlon 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 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 Pln-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 100.00#/ft LL 400.DO #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK j 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 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.003 in Max,M allow 4.37 Reactions... @ Right o.000ln tb 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 4 Center Span... Dead Load Total Load Left Cantilever... Peead_Load Total Load Deflection -0.002 in -0.010 In Deflection 0.000 in 0.D00 In ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 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 Calcs Bending Analysis Ck 31.260 Le 0.000-ft Sxx 49.911 in3 Area 32,375 in2 Cf 1.200 Rb 0.000 CI 1000.000 Max Moment Sxx Req'd Allowable fo @ Center 1.00 k-ft 11.43 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 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 Title: Job# Dsgnr: Date: 12;14PM, 10 MAY 11 Description Scope: - Rev 580004 ' Usor I<W-0803803, for 5.8.0,1-oec-zooa General Timber Beam Page 1 (cit99:i-2003 ENERCALC Enginsed2 Software General , Description 20 General Information j Section Name 4x10 Center Span 4,00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever It . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Flr-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 626.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 149.00#/ft LL 436.00 #/ft Left Cantllever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary - - - - - - Beam Design OK Span=4.00ft,Beam Width=3.5001n x Depth=9.251n,Ends are Pin-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: @ Lcft 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 0.004in Max.M allow 4.37 Reactions... @ Right 0.000 in fb 281.30 psi fv 33.39 psi Left DL 0.30 k Max 1.17k Fb 1.050.00 psi Fv f 70.00 psi Right DL 0.30 k Max 1.17 k Deflections Center Span... Dead Load Total Loa, Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.011 in Deflection 0.000 In 0.000 in ,..Location 2.000ft 2.000ft ...Length/Deft 0.0 0.0 ...Length/Deft 16,764.1 4,274.94 Right Cantliever,.. Camber(using 1.5*D.L.DO)... Deflection 0.000 in 0.000 in @ Center 0.004 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 Ci 1170.000 Max Moment Sxx Recta Allowable ro @ 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 In3 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# Dsgnr: Date: 12:14PM, 10 MAY 1 i Description Scope Rev 560004 user.KVJ•a603803,Ver5.8.0,1-Dec•2a0f General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineehrg Software 11-162.ecw Celalationa Description 21 A General information --� Section Name 4x10 Center Span 4.00ft ..Lu 0.00 ft Beam Width 3.600 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever It 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 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 #Ift LL #/ft Summary 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 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 k-ft @ Center 0.0091n Max.M allow 4.37 @ Reactions... Right 0.000in fb 462.58 psi fv 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 Li Center Span... Dead Load JqLal Load Left Cantilever... Dead Load TOtal Load Deflection -6.006 in -0.018 in Deflection 0,000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...LengthlDefl 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 It Sxx 49.911 In3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1923.999 Max Moment Sxx Reg'd Allowable fb @ Center 1.92 k-ft 21.99 In3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 11050.00 psi @ Right Support 0.00 k-ft 0.00 In3 11050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.78 k 1.78 k Area Required 10.458 In2 10.458 1n2 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 I Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description Scope, Rev. 580004 _ -- userKw-oe03cc3,vors.e.o,1-Dec-2oo3 General Timber Beam Page 1 (0)1983-2003 ENERCALC Engineering SoWare 11.162.acw.Ca(cula8ona �sran Description Floor Joist Above(2)-Car Garage General Information '� Section Name 2-2x10 Center Span 17.50 ft .....Lu 0100 ft Beam Width 3.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever It Lu 0.00 It Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 FvAllow 180.0psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Length Uniform Loads Canter DL 13 50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #ift Summary Beam Design OK Span=17.50ft,Beam Width=3.000in x Depth=9.251n,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 6.0 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 It @ 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 0.0001n ft) 719.43 psi fv 28.90 psi Left DL 0.12 k Max o.59 k Fb 1,265.00 psi Fv 180.00 psi Right DL 0.12 k Max 0.59 k Deflections Center Span.., Uead Load Total Loa Loft Cantilever... Dead I_o Total Load Deflection -0.0851n -0.4201n Deflection 0.0001n 0.0001n ...Location 8.750 ft 8.750 R ...Length/Deft 0.0 0.0 ...Length/Deft 2,479.6 499.61 Right Cantilever... Camber(using 1.5•D.L.Dell)... 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 aw . Bending Analysis Ck 33.438 Le 0.000 ft Sxx 42.781 in3 Area 27.750 in2 Cf 1.100 Rb 0.000 Cl 586.260 Max Moment Sxx R 'd ellnwable ro @ 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 @ Right Support 0.00 k-ft 0.00 in3 1,265.00 psi Shear Analysis @ Left Support (a3 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 Title: Job# Dsgnr: Date: 12:15PM, 10 MAY 11 Description: Scope: Rev. 58 004 - -- User KW-0603603,Ver 5.8.0,1-L'et2GU3 General Timber Beam Page 1 }�(01003.2003 ENERCALC En©fneering Soh,v¢ro r �� 11-t62.ecw.CetwiaGcna Description Main Floor Joist General Information Section Name 2x10 Center Span 12.50 ft Lu 0.00 ft Beam Width 1.500 in 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 150.0psi Beam End Fixity Ain-Pln Fe Allow 405.0 psi Repetitive Member E 1,300.0 ksi Full Length Uniform Loads -� Center DL 13.50#/ft LL 53.50 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #,rft 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 0.000 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 psi fV 39.84 psi Left DL 0.08 k Max 0.42 k Fb 1,075.26 psi Fv 150.00 psi Right DL 0.08 k Max 0.42 k Center Span... Dead Load Total oad Left Cantilever... Dead Load Tots Load Deflection -0.068 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/Defl 2,601.5 524.18 Right Cantilever... Camber(using 1,5*D.L.Defl)... Deflection 0.000 in 0.000 In @ Center 0.086 In ...Length/Defl 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 1.100 Rb 0.000 Cl 418.750 tax Mo lent Sxx Req'd Allowable fb @ Center 1.31 k-ft 14.60 in3 1,075.25 psi @ Left Support 0.00 k-ft 0.00 In3 1,075.25 psi @ Right Support 0.00 k-ft 0.00 In3 1,075.23 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 i CCn CCn C cn (0 o EF a 0) v C) f' c� _c a C C N d N Z m m ° a = n 2 a �' �' O o w x zr a :3m o a � v ° o d 21 CD co S. Q. y ° - fn m � � m ° D Qro 3 :*'Ow fn n. m gQ :I r %m ° N }:3 mmox o �' a.CD chm 3 � R N' aO H D> 3 7 = O 0 M N Zf W mO G� Ln a(n _ Q Or- , c 0, Na c03m C mZ rrn2 m � v I _ 'o 0, � 6 = = a m A.O ^ rn ° CL � cn i '..4 T OlT Q CD Lr, G.O-. N - � N 7 Q - Vl C [cc m . - � -� aa' 0 rnDQ; .. (o o (D = o Qw O CL m ° 5`��Y' � a o' er 03 U-' a N CD mdR d = �' � ° C3, W o i i nn m -a Op W W C (D t�D Q Z r, 0- fD A: O N o -' (D Q C n n N G7 A �, D �_ O = N .. .-. (mA O W a ((D 0 CL O LEI N N D0m � g g Vt O Q. o rp m N g1So m n =h =h r D O d d � g � N �nw r i vm� v C zz m _ o r, m o � o Z A co Cl) =� Z n 0 C " \ _ m �- 9. o � � .. N v w � X � w � Dv Ul —i —i o cn r (e7 @ moo ° a) � z R1 _ m -v a} w : -o m c -1 °' m zo TO b aW\o oho z'nn u n fi B mC 0 o 11 w co D \D O> a=y Q pR' XD O 7 ',* 9 P w rr O a D� /rycd U x -0 '�z y � \CY p i m \ o O M 0 m R g� m c m D "ni c� o 0 rn o Sn -V m to z i N s (n N i i REED & ASSOCIATES, PS Civll&Structural Eng neering 8311 212th St,SW,Edmonds,WA 98026 ' Office(425)778-2793 Fax(425)775-2073 General Structural Notes—Unless Noted Otherwise- GENERAL 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 V-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=2600 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 81 = 0.40 SEISMIC DESIGN CAT., D Sps= 0.83 SETS. FORCE RES. SYS, A.13. SDI =0.43 DESIGN BASE SHEAR= 10613 lbs Cs= 0.13 SIMPLIFIED METHOD R=6.5 i V f SHEARWALL PER PLAN TIGHT FIT S❑LID BLK'G BOUNDARY NAILS PER PLAN ROOF SHEATHING PER PLAN -7 ROOF FRAMING PER PLAN 2x LEDGER (OR 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 A -TRUSS (MONO) PER PLAN ROOF FRAMING PER PLAN 2x LEDGER W/ 2x CONTINUOUS Ex LEDGER EA, STUD SOLID BLK'G W/ (3)-16d EA, STUD _LL RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL 1 LOW ROOF SHEAR TRANSFER, TYPICAL SCALEi NTS SECTION VIEW 1 �I BOUNDARY NAILS_ PER PLAN SHEATHING PER PLAN MANUFACTURED TRUSS PER PLAN A3S PER SW SCHEDULE TOP PLATE 16d PER SW SCHEDULE CONNECTION BASE PLATE C❑NN, 16d PER SW SCHEDULE BASE PLATE CONN, 2x .AS REQ'D (2x12 MAX) SHEAR WALL PER PLAN RODE DIAPHRAGM TO INTERIOR SHEARWALL SCALEi NTS SECTION VIEW i SW, PER SCHED,- - 16d BASE PLATE Sol PER SW, SCHED. NAILING PER SW. SCHED, EDGE NAILING ELR, SHEATHING (3)-10d @ J❑IST PER PLAN & DIAPHRAGM 1 1 2x J❑IST D❑UBLE J❑IST 2x BLOCKING PER PLAN NAILED w/16d @ SHEAR WALL @ 124'0,C, STAG'D @ 24"O,C, N❑TE: F❑R FLOOR DIAPHRAGM NAILING SEE STRUCTURAL N❑TES 3 SHEARWALL PARALLEL W/ELODR J❑IST SCALEi NTS SECTION VIEW SW, PER SCHED.----"-, 16d BASE PLATE NAILING PER SW, SCHED, 8d PER SW, SCHED. EDGE NAILING F'LR. SHEATHING 2x BLK'G w/(3)-16d PER PLANA INT❑ J❑IST 42x J❑IST S❑LID BLK'G PER PLAN @ SHEARWALL NOTEi FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES q SHEARWALL PERPENDICULAR W/FLOOR JOIST SCALES NTS SECTION VIEW FLR, SHEATHING PER PLAN FLR, DIAPHRAGM 2x SOLID BLK'G EDGE NAILING @ SHEAR WALL @ 24"❑,C, (3)-10d @ JOIST & DIAPHRAGM A35 PER SW SCHED, 8d PER SW, SCHED, EDGE NAILING 2x J❑IST PER PLAN SHEARWALL PER PLAN NOTE; FOR FLOOR DIAPHRAGM NAILING SEE STRUCTURAL NOTES r5--' SHEARWALL PARALLEL W/FLOOR JOIST SCALES NTS SECTION VIEW I I R-10 IN 13.@ THERMAL BREAK 2X STUDS 1b"O!G (HEATED AREAS ONL-r) 4"GONG. SLAG GOMFACT FILL/SAND Wl0"A.B. PER PLAN EMBED T' ua w/3"x9"x1/4"SQR. YNA51HER5 r. 6" MIN (1)44 BAR, GONT.S"FROM TOP_ I .; b' E- #4 BAR HOOKED PERT. '—,.�I I__ ;. I ! �1_I ■ @ 46"O.G. ALIGN w/FTG I {1)#4 BAR CONT. I!I I � TYP. b" FDA Y�ITH SL.�S TD EXT. R-21 INSUL.. 2X6 STUDS 16"OIC WB V76m FLOOR SHEATHING 4"CONC. SLAB GLUED& NAILED COMPACT JST.PER PLAN FILL15AND 2"C FLOOR SHE ATI(5LUED& NAILED JST.PER %ox'xl0'A,B- PER PLAN R-30 EMBED 7"u45"x3"xll4- INSULATION SOR.YqA5HF-R5 Lu (1)#4 BAR,CONT.HORIZ MIL VAPOR 5"FROM TOP OF WALL i—IBARRIER #4 BAR HOOKED VERT.@ 46"O.C.-I (1)#4 BAR CONT. TYP 611 FON HOUSE TO &ARAOF- I I R-21 INSUL.—'----__ 1:2"GINS 1X6 STUDS 16"OIG GLUED& NAILED G 7/16"OSB SHEAR JOIST PER PLAN SIDING PER ELV.----� A.B. PER PLAN R-3a EM@EJ l"w/3"x3"x1/4" S YR.le,(A5'HERS INSULATION FINAL GRADE� z ':,' (1)#4 BAR, GONT.PIOR1Z. 5"FROM TOP OF WALL "I 6 MIL �I� VAPOR _� `"'• BARRIER #4 EAR HOOKED VERT,@ 48"O.G I ""= c � (1)a#4 BAR CONT. 8 TYP. FC>UMD�TI4N TO EXTE�I�R II i� JOISTS PER PLAAN BLOCKING A5 REQ, FLOOR SHEATHING R-30 INSUL.---7 GLUED& NAILED 8d R.S. 1X4 GUSSETS ud —SEAM PER PLAN (4)bd EA, END or I 2M GUSSET5 u4 (4) 10d EA.END. 4X4/4Xb HP2 z STAGGER NAILS @6PLIGE 7-1 cy � r LMA 4Z 4C#ROOFING or A35 or EPS4Z (2)#4 BAR GONT. b MIL YAPor,BARRIER (n � TYP. STRIP FGC1T_ I NG U. 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I ' ICI �p �aurT I; -'-- - ~a---- t- 1�1 i ---------------- - --LJ'1 1 !I`� I 3�0`7�36"Xl2° �'TC�' - II •`"" 1 1 I I 111 I;I ,L----'- -LL---r• I I Ullr' r44- 4" E.�,cc. 1 ICI I:I I -- - •1 1 1 �I 'I------ ------J'.I I L_J--I--------------�--I -. --- - -- ---�„Iul b1-� i- - -------------- j(-1 AT t Got .r Lj1 lli-rrl - , S l2r'X(o" FooTinlCn • an Aoal,iAAT' ,IIaJ PLcwn 12-1-A t-162 .� .� I ZON20120005 (Py-LIVE) -PermitTrax by Bitco Software Page 1 of 1 DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120005 b i' OWNER: ENCORE HOMES-HOYER, KEITH STATUS:APPIED . L ADDRESS: 17601 79TH DR NE,ARLINGTON BALANCE: $ IED ISSUED: CREATED: 1/9/2012 C SCREENS: Select Screen... FUNCTIONS: Select Permit Function... GENERAL- BLD .ter REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION 1ASSIGNE... DUE DATE LAST (#) REQ? DO... ASSIGN y REMOVE 1002 P-Engineering I LPETER.. 1/11/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 1/11/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 1/11/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA... 1/11/2012 0 Y N Assign Remove 1028 P-Water EANDER.., 1/11/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 1/11/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/11/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 1/11/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PennitTrax/Module Permits/Permits Permit/Permit Review... 1/9/2012 ., I. I BLD20120007 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 (0� BUILDING PERMIT PERMIT # BLD20120007 OWNER: ENCORE HOMES INC-Hoyer, Keith STATUS:APPLIED ADDRESS: 17601 79TH DR NE,ARLINGTON BALANCE: $0.00 t h� ISSUED: CREATED: 1/9/2012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION JASSIGNE... DUE DATE I LAST (#) REQ?DO... ASSIGN I REMOVE 1002 P-Engineering I LPETER... 1/19/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/19/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Review... 1/9/2012 r i r i Contractors or Tradespeople Printer Friendly Page Page 1 of 1 General/Specialty Contractor A business registered as a construction contractor with LEH to perform construction work within the scope of its specialty.A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name ENCORE HOMES INC UBI No. 602939989 Phone 3606591579 Status Active Address 1801 Grove St License No. ENCORHI914NS Suite/Apt. UNIT B License Type Construction Contractor City Marysville Effective Date 8/10/2009 State WA Expiration Date 8/10/2013 Zip 98270 Suspend Date County Snohomish Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses Specialty Specialty Effective Expiration License Name Type 1 2 Date Date Status DBJOHCI044BA D B JOHNSON Construction General Unused 1/1/1996 7/27/2013 Active CONSTRUCTION INC Contractor Business Owner Information Name Role Effective Date Expiration Date JOHNSON, DAVID B President 09/01/2009 JOHNSON, ERIN L Secretary 09/01/2009 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Ilmpaired Date Bond Amount Received Date 1 DEVELOPERS SURETY I362728C 08/10/2009 Until Cancelled &INDEMCO $12,000.0008/10/2009 I Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date WESCO 3 INSURANCE WPP101818301 07/01/2011 07/01/2012 $1,000,000.00 06/20/2011 COMPANY WESCO 2 INSURANCE WPP441150000 07/01/2010 07/01/2011 $1,000,000.0006/25/2010 COMPANY 1 GENERAL BAG000695300I07/01/2009 07/01/2010 $1,000,000.0008/03/2009 FIDELITY INS CO Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 1/9/2012 r, I 's p O `°rrl f g o > r N CD �-o r+ V C� d (\ tl) z _ cn cn H It � °z z r) z d > 1-4 Z o � r > > d �. o ° � � � 0 d o z > CL -3 a d c z � may ® n ad Cl p C n t� r Q r z � It OIt N O o r n r z r c d N �1 � O n 7J N o O fi V (' z Q ' ,. 1 Duct ( A)ting Cakuiator (New Con" �,,Iuction) House address or lot #: Conditioned Floor Area: Duct tester location: Pressure tap location: Ring (if applicable): Open 1 2 3 At Rough-in (Total Leakage) Test Method & Test Calculated Standard' CFM25 Target Air Handler Present <_6 CFM25 per 100 sf of CFA .06 X CFA :5 _ CFM25 Air Handler not Present 5 4 CFM25 per 100 sf of CFA .04 X CFA _< _CFM25 Post Construction Test Method & Test2 Calculated Standard' CFM25 Target Air Handler Present(Total Leakage) 5 8 CFM25 per 100 sf of CFA 08 X CFA 5 CFM25 Air Handler Present(Leakage to Exterior) 06 X CFA 5 CFM25 <_6 CFM25 per 100 sf of CFA 1. Test results must comply with onabof the Standards options. 2. Test CFM25 must be equal to or less than the calculated target. Air Leakage testing Calculator (Blower Door Test) Standard Tested CFM50 Calculated Test Result (( f` CI_g CFM50 X 0.055)_ ( O7ZCFA X 144))=SLA 0.00030 SLA t Lq '7 7 divided by 442 SLA SLA = .000'2,3 Glossary Rough-In: After installation of the complete air distribution system but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test. Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa. Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a duct test. CFA: Conditioned floor area CFM25: Cubic feet per minute of air leakage at 25 pascals of pressure CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area Duct Testing Code Language 503.10.3 Sealing:All ducts, air handlers,filter boxes, and building cavities used as ducts shall be sealed.Joints and seams shall comply with Section M1601.3 of the International Residential Code or Section 603.9 of the International Mechanical Code. Duct tightness testing shall be conducted to verify that the ducts are sealed. A signed affidavit documenting the test results shall be provided to the jurisdiction having authority by the testing agent. When required by the building official,the test shall be conducted in the presence of department staff. Duct tightness shall be verified by either of the following: Post-construction test: Leakage to outdoors shall be less than or equal to 6 cfm per 100 square feet of conditioned floor area or a total leakage less than or equal to 8 cfm per 100 square feet of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pascals) across the entire system, including the manufacturer's air handler enclosure.All register boots shall be Idped or otherwise scaled during the test. Rough-in test:Total leakage shall be less than or equal to 6 cfm per 100 tiquare feet of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pascals) across the roughed-in system, including the manufacturer's air handler enclosure.All register boots shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area. EXCEPTIONS: 1. Duct tightness test is not required if the air handler and all ducts are located within conditioned space_ 2. Duct tightness test is not required if the furnace is a nondirect vent type combustion appliance installed in an unconditioned space.A maximum of six feet of connected ductwork in the unconditioned space is allowed. All additional supply and return ducts shall be within the conditioned space. Ducts outside the conditioned space shall be sealed with a mastic type duct sealant and insulated on the exterior with R-8 insulation for above grade ducts and R-5 Air Leakage Testing Code Language 502.4.5 Building Air Leakage Testing:Building envelope air leakage control shall be considered acceptable when tested to have an air leakage less than 0.00030 Specific Leakage Area (SLA)when tested with a blower door at a press of 50 Pascals(0.2 inch w.g.).Testing shall occur at any time after rough in and after installation of penetrations of the building envelope,including penetrations for utilities,plumbing, electrical,ventilation, and combustion appliances and scaling thereof.When required by the building official,the test shall be conducted in the presence of department staff. The blower door test results shall be recorded on the certificate required in Section 105.4. EXCEPTIONS: 1.Additions less than 750 square feet. 2. Once visual inspection has confirmed the presence of a gasket(see Section 502.4), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. Specific Leakage Area(SLA)shall be calculated as follows: SLA = (CFM50 x 0.055)/(CFA x 144) Where: CFM50 = Blower door fan flow at 50 Pascal pressure difference CFA = Conditioned Floor Area of the housing unit During testing: Exterior windows and doors,fireplace and stove doors shall be closed, but not sealed. Dampers shall be closed, but not sealed; including exhaust, intake, makeup air, back draft, and flue dampers; Interior doors connecting conditioned spaces shall be open; access hatches to conditioned crawl spaces and conditioned attics shall be open; doors connecting to unconditioned spaces shall be closed but not sealed; Exterior openings for continuous operation ventilation systems and heat recovery ventilators shall be closed and sealed; Heating and cooling system(s)shall be turned off; HVAC ducts supply and return registers shall not be sealed. . .... CITY OF ARLINGTON 238 N. OLYMPIC AVE.-ARLINGTON,WA 98223 PHONE:(360)403-3551 BUILDING PERMIT Address: 17601 79THDR NE,ARLINGTON Permit#:BLD20120007 Parcel#:01107700000600 Valuation:$350,000.00 OWNER APPLICANT CONTRACTOR i ENCORE HOMES INC ENCORE HOMES INC ENCORE HOMES INC Keith Hoyer Keith Hoyer Keith Hoyer 1804 Grove Street,Unit B 1801 Grove Street,Unit B 1801 Grove Street,Unit B Marysville,WA 98270 Marysville,WA 98270 Marysville,WA 98270 keith@encorehomesine.com keith@encorehomesine.com Lie#:ENCORHI914NS Exp: PLUMBING CON i RACrOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING 5917 195TH ST NE 3 Arlington,WA 98223 Lie#:soundvp0033nf Exp:6/13/2013 Lie#: Exp: ,IOB nE�eRmrTori _ �1 Single Family Residence Magnolia Meadows,Division 2,Lot 6 PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLINGUNITS: 1 OCCGROUP: 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.IBC110/IRCI 10. 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. 6/0 Signature Print Name Date Released y REVISED ARCHIVE APPLICANT = ASSESSOR OTHER BLD20120007 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. • Comply with rear planting setbacks. • Replace the brass fitting on the tail piece. • These are not"landscaping easements" on these lots,they are"Planting Easements". • They are set aside areas forplanting of native species and are not to be touched/altered by the property owners.The easements are also to be fenced to prevent access into the easement area. • Please change any reference of a"landscape casement"to Planting Easement to match the recorded final plat document. • The conditions and protection-of theplanting easernent-mizstbz-in-place priorte-Certificate of Occupancy. PERMIT FED Date Description Fee Amount Paid Balance Due 1/18/2012 Plumbing Permit Fee $193.00 ($193.00) $0.00 1/18/2012 Mechanical Permit Fee $65.00 ($65.00) $0.00 1/18/2012 Building Permit Fee QTY. 1) $1,825.46 ($1,825.46) $0.00 1/18/2012 Building Plan Check Fee(QTY.1) $1,186.55 ($1,186.55) $0.00 1/18/2012 State Building Code Surcharge(QTY. 1) $4.50 ($4.50) $0.00 3/7/2012 Building Permit-Other Fees (QTY:1) $2,045.03 $0.00 $2,045.03 Total Due: $5,319.54 ($3,274.51) $2,045.03 CALL FOR INSPECCIONS BUILDING/M- GIN - 1NG/PARKS/UrHX[WS/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 Revised Plans for Magnolia Meadows Division II Fee Adjustment based on Valuation 17601 79t' DR—20120007 Revised plan 3072 with 785sf garage: 3072 X 103.92 = 319K 785 X 39.44 = 31K Total valuation = $350K Permit = $3,067.60 Review = $1,993.94 Total = $5,061.54 Original valuation on plan 1533 with 483sf garage: Total valuation = 177K Permit = $1,825.46 Review = $1,186.55 State Surcharge = $4.50 Total = $3,016.51 (paid) Balance owed = $5,061.54 - $3,016.51 = $2,045.03 f BLD20120007 (PT-LIVE) - Permiff�ax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120007 OWNER: ENCORE HOMES INC- Hoyer, Keith STATUS: RESUB REVIEW ADDRESS: 17601 79TH DR NE,ARLINGTON BALANCE: $0.00 J ISSUED: 1/20/2012 CREATED: 1/9/2012 SCREENS: Select Screen... FUNCTIONS:Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NIW SUMMARY REVIE.. DESCRIPTION ASSIGNE.. DUE DATE LAST (#) REO? DO.. ASSIGN REMOVE 1002 P-Engineering I LPETERS... 1/19/2012 1/23/2012 1 Y Y Assign Remove 2000 C-Building I CYOUNG 3/13/2012 3/6/2012 2 Y N Assign Remove 2008 C-Community Development I ARUSKO 3/13/2012 3/6/2012 1 Y N Assign Remove x 01 https://coapermits.arlington.local/PermitTrax/Module_Permits/Permits_Permit/Permit_Reviews.asp... 3/6/2012 �. , ,.- � - �: l�� y i RESIDENTIAL PERMIT SUBMITTAL I 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: Residential Addition Residential Alteration Also Including: Plumbing (ED Mechanical Project Address: Parcel ID#: Lot#: 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)2205223 Fax: (360)659-3394 E-mail: keith@encorehomesinc.com Address: same as owner City: State: Zip Code: Building Area(Sq Ft): 1gt 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 above information is correct and that the construction on, and the occupancy and the use of the above- described property will be' accordance with the laws,rules and regulation of the State of Washington 9/26/11 plicants Signature Date Keith Hoyer Print Applicants Name RECEIVED FOR STAFF USE ONLY PjLb 3DI a-6661 -z4*— COA PERMIT CENTER Permit# Accepted By Amount Received Receipt# Date Received REVISED 1 ��,� �� 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 Number of Plumbing Fixtures (Including Rough Ins Plumbing Fixtures Accessory Main Total Fixture Total Number Fixtures Unit#X 1 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 3072 1't Floor 1437 2nd Floor 1635 3'"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 wi i be in accordance with the laws,rules and regulation of the State of Washington. 9/26/11 Applicants Signature Date K-l-- MAR 0 6 2012 &I COA PERMIT CENTER P�UO 2z�1 a-o ocsl V ■ 1� 1 JI �� r ■ �� i RESIDENTIAL PERMIT 4 SUBMITTAL 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: p 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 o 110-1-7 aofte�'C) Project Address: (o D 1 '� 9 �; �� Parcel ID A. � �08—Dfl— 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: r Assembly Required: ❑ DCVA ❑ RPBA ❑ AVB ❑ Other RECEIVED Inspection Required: YES ❑ NO LIAR U 6 201,` GOA PERMIT GE TER bLcN 9Di ?-obit rt i � � � ■ :� �,�! � ��' RESIDENTIAL MECHANICAL PERMIT APPLICATION (DI 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: n Project Address: Parcel lD#: °"�=00 Lot#: Subdivision: Magnolia Meadows V,v Z Project Description: New Single Family Residence 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: Please List quantity of fixtures below: Pi`4-,t FURNACE UP TO 100K BTU �!( CLOTHES DRYER t� 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 1 OK CFM VENTILATION SYSTEM HEAT PUMP VENTILATION FANS OTHER _t— VENT HOOD DOMESTIC INCINERATOR ALL OTHER UNITS FREESTANDING STOVE 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: Expiration: 8/13 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. 4 / 9/26/11 pplicants Signature Date Keith Hoyer Print Applicants Name RECEIVED FOR STAFF USE ONLY MAR 0 6 2012 gU6 7D 10-061 `6- =*-- COA PERMIT CENTER Permit# Accepted By Amount Received Receipt# Date Received 2010 CJY '.1 1 • � `�1 1I . 1'rC 1 1 •�� I 1 1 y i 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: 9126/11 Z Address: 1801 Grove St.Unit B Plat: Magnolia Meadows Division.4--Rhay-Z Owner/Applicant: Encore Homes, Inc. Signature: Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) 360659-1579 (C) (425)220-5223 1. Please check one: E111 a. Single-family dwelling b. Duplex c.Addition d.Accessory structure 2. Proposed Dimensions: W) L) H) <35' Total SF) 3. Allowed Lot Coverage: Total Lot Sizet 't - SF x 35% = SF 4. Actual Lot Coverage: (SF of all structures) 2AiZ- - �I I`l (lot size) (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 OFFICIAL USE ONLY PROPERTY ZONED APPROVED �_ DENIED DATE 6 2012 INT ZLb dD la-obo l REVISED i , _ � ,� �� _ � L Site Information: Impervio"-)Surface: 17601 79t" Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #: 01107700000600 Total: Sq. Ft. Unit Size: 8,268 S.F Notes: Legal: Magnolia Meadows, Div2, Lot 6 1. Downspouts to plat system Job #: 2. Stockpile to be covered within 24 hours. Plan: 3. Entire site to be disturbed 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. 7. Parking pad concrete /driveway gravel N Setback Notes: Front Setback 20' o ft. 12 ft. 20 ft. ao ft. 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) Property to East's Corner (2.11' South True corner) CD 134.00 - _ W ---! m, z J A LOT 61 w 8,114 SQ. ."T. L W pr � - ESQ � � v U (p CD Q O O < Cl) o _ CD = 22 0 N m O i m U 3 o CD i co [n 55'6" 134.01 ' (Corner to Corner) . Property to i 7.50' MAR 0 6 2012 south's R IWVW I E D Corner COA PERMIT CENTER ?L/�) ?rb1 a- 00b-1 LEncore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer i + � � 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 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. RECEIVED MAR 0 6 2012 OOA PERMIT CENTER INA ° 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 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 corner 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. lo. Retaining walls. 1 1. 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 ' 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. F✓ ARCHITECTURAL CROSS SECTIONS & DETAILS (Minimum '/41' 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 1. 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. ❑✓ 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 Ott 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 6. Indicate the pitch of the roof. H. ❑✓ 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 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: Date: 9/26/11 0 r/Owner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 "A\ 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 Community Development Single Family Residence Building Permit Supplemental Checklist 1 Plat name, if applicable. 2. Vicinity map. 3. Zoning of property. 4. Front, rear, and side yard setbacks. 5. Garage setbacks. NOTE: All residential driveways taking access from a public road (not including alleys) shall be a minimum of 22 feet in length. 6. Building height. 7. A break down of lot coverage by building. 8. All critical areas, if applicable, with designated setbacks and buffers. 9. Two (2) shade trees per lot are required for Residential Low/Moderate Density, Residential Moderate Density, and Old Town zoning. (20.76.124) a.) If street trees are present, or are required to be installed as part of the building permit, said street trees may count toward one of the trees required. b.) At least one of the required trees shall be planted near the rear property line of the lot. c.) Non street trees shall be native species, have a minimum 2 inch diameter breast height, and attain a minimum height of 25 feet at maturity. 10 -- ' 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 * ): ❑✓ Completed residential mechanical permit application* ❑✓ Mechanical Appliance cut sheets* Heating and Cooling design loads (WSEC Prescriptive Compliance Worksheet) www.energy.wsu.edu/BuildingEfficiencV/EnergvCode.aspx ❑✓ 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. CITY OF ARLINGTON / 238 N. OLYMPIC AVE.-ARLINGTON,WA. 98223 PHONE: (360)403-3421 BUILDING PERMIT Address: 17601 79TH DR NE,ARLINGTON Permit#:BLD20120007 Parcel#: 01107700000600 Valuation:$177,000.00 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: PLUMBING''CON'IRACTOR MECHANICAL CONTRACTOR SOUNDVIEW PLUMBING 5917 195TH ST NE 3 Arlington,WA 98223 Lie#:soundvp0033nf Exp:6/13/2013 Lie#: Exp: JOB DESCRIPTION Single Family Residence Magnolia Meadows,Division 2,Lot 6 PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLING UNITS: 1 O.CC GROUP: R-3 CODE: 2009 IRC OCC LOAD: n/a PERMIT APPROVAL AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING ITIE 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/IRC110. 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 ity of Arlington#3101. 2D�L �, z Signature Print Nam Date T, Release By Date ARCHIVE APPLICANT ASSESSOR OTHER ti BLD20120007 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. • Comply with rear planting setbacks. • Replace the brass fitting on the tail piece. • These are not"landscaping easements"on these lots,they are"Planting Easements". • They are set aside areas for planting of native species and are not to be touched/altered-by the property owners.The easements are also to be fenced to prevent access into the easement area. • Please change any reference of a"landscape easement"to Planting Easement to match the recorded final plat document. • The conditions and protection of the planting easement must be in place prior to Certificate of Occupancy. PERMIT FEES Datc Description Fee Amount Paid Balance Uuc 1/18/2012 Plumbing Permit Fee $193.00 $0.00 $193.00 1/18/2012 Mechanical Permit Fee $65.00 $0.00 $65.00 1/18/2012 Building Permit Fee(QTY: 1) $1,825.46 $0.00 $1,825.46 1/18/2012 Building Plan Check Fee(QTY: 1) $1,186.55 $0.00 $1,186.55 1/18/2012 State Building Code Surcharge(QTY: 1) $4.50 $0.00 $4.50 Total Due: $3,274.51 $0.00 $3,274.51 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 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: Residential Addition Residential Alteration Also Including: ® Plumbing (a Mechanical Project Address: /�,,1-7 0 I 21-t �• Nt 6' Parcel ID#: 011 000 CG 00 Lot#: `� Subdivision: Magnolia Meadows Project Description: New Single Family Residence Valuation: Owner: Encore Homes,Inc. Phone Number: (360)659-1579 Address: 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): 1st Floor: 797 2nd Floor: 743 3rd floor: Deck: Garage/Carport: 483 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)658-9900 Address: 5917 195th St.N.E.3 City: Arlington State: WA Zip Code: 98223 Contractor's License Number: SoundVP033NF Expiration: Mechanical Contractor: Electric Wall Heaters Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the abov formation is correct and that the construction on, and the occupancy and the use of the above- described property '1 be i cordance with the laws,rules and regulation of the State of Washington. 10/6/11 A licants Signature Date Keith Hoyer Print Applicants Name FOR STAFF USE ONLY z - oaa7 Permit# Accepted By Amount Received Receipt# Date Received i -' RESIDENTIAL PERMIT SUBMITTAL iHr` I 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) Plumbing Fixtures Accessory Main Unit#X Total Fixture Total Number Fixtures Dwelling Unit Residence Multiplier Units 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) 3 X 1.0 = 3 Shower(Stand Alone)Each Head X 2.0 = Water Closet(Toilet) 3 X 2.5 = 7.5 Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater 1 Other Total Fixture 32 Units Traps(other than above items) Column Totals 14 Estimated Project Valuation_ Building Square Footage 1533 1't Floor 797 2nd Floor 743 3`d Floor Basement Deck Garage 483 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: 57 psi. (Measure with gauge or check with Water Department) hereby certify that the above 'formation is correct and that the construction on, and the occupancy and the use of the above- described property wi 7�� ordance with the laws, rules and regulation of the State of Washington. 10/6/11 ApoZants Signature Date 8 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 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: a New Residential ® Addition/Alteration Project Description:New Single Family Residence Project Address: l_'G D ( -7 t S�;. /y Parcel ID#: 1 t4"0000 (&00 Owner: Encore Homes, Inc. Phone Number: (360)659-1579 Address: city: Marysville State: WA Zip Code: 98270 Contact Person: Keith Hoyer Phone Number: (360)659-1 579 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: 10/6/11 For Office Use Only Date Received: Survey Received By: Assembly Required: ❑ DCVA ❑ RPBA ❑ AVB ❑ Other Inspection Required: YES ❑ NO ❑ ' RESIDENTIAL PERMIT SUBMITTAL h 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. P 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 corner 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. a. 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 RESIDENTIAL PERMIT SUBMITTAL M 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. ❑✓ 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 340 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. P/ STRUCTURAL NOTES 1. 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 GLLI-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. 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. ❑✓ 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 ' RESIDENTIAL PERMIT 4 ®ri� 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 l ' 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 co plete submittal. Signature: Date.. //� 10/6/11 Owner/?Aner's Representative Company: Encore Homes, Inc. Phone: (360)659-1579 6 BLD20120007 (PT-LIVE) -PermitTrax by Bitco Softwa e Page 1 of 1 o �� BUILDING PERMIT PERMIT#: BLD20120007 OWNER: ENCORE HOMES INC-Hoyer, Keith STATUS:APPLIED ADDRESS: 17601 79TH DR NE,ARLINGTON BALANCE:$0.00 . ' r ISSUED: CREATED: 1/9/2012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY - -- SI -1 1 REVI.. DESCRIPTION ASSIGNE... DUE DATE LAST � # REQ�DO... ASSIGN REMOVE :1002 P-Engineering I LPETER... 1/19/2012 0 Y N Assign Remove 2000 C-Building I CYOUNG 1/19/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Permit Review... 1/9/2012 ZON20120005 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 LD+ 6 DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120005 OWNER: ENCORE HOMES- HOYER, KEITH STATUS:APPLIED ` ADDRESS: 17601 79TH DR NE,ARLINGTON BALANCE: $0.00 +a1 ISSUED: CREATED: 1/9/2-012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... GENERAL- BLD REVIEWS PRINT ADD NEW SUMMARY REVI.. DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 1002 P-Engineering I LPETER... 1/11/2012 0 Y N Assign Remove 1014 P-Public Works I MHAYES 1/11/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 1/11/2012 0 Y N Assign Remove 1026 P-Utilities Fees RSHEPA. 1/11/2012 0 Y N Assign Remove 1028 P-Water EANDER... 1/11/2012 0 Y N Assign Remove 1032 P-Utilities I LTAYLOR 1/11/2012 0 Y N Assign Remove 2000 'C-Building I CYOUNG 1/11/201 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 1/11/2012 0 Y N Assign Remove http://coaweb2.arlington.local/PermitTrax/Module Permits/Permits Permit/Peimit Review... 1/9/2012 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: 10i6i11 —7 2 Address: (�;��/ ` / �* �J t�' Plat: Magnolia Meadows Division 1.l ase 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: U 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 .8,2,63 SF x 35% = .2 g 3.9 SF 4. Actual Lot Coverage: (SF of all structures) 13O0 _ $126b (lot size) _ 6 % (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? No 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 OFFICIAL USE ONLY PROPERTY ZONED APPROVED F-1 DENIED_a_ DATE INT JAN 0 9 2012 COA Engineerini,, 'Z®n2dI2_ x Site Information: Impervio Surface: 17601 79tn Dr. N.E. House w/O.H.: Sq. Ft. Arlington, WA Driveway/Walkway: Sq. Ft. Parcel #: 01107700000600 Total: Sq. Ft. Unit Size: 8,268 S.F Notes: Legal: Magnolia Meadows, Div2, Lot 6 1. Downspouts to plat system Job #: 2. Stockpile to be covered within 24 hours. Plan: 3. Entire site to be disturbed 4. Silt Fence as needed 5. Denuded soils to be straw covered. 6. Armored Construction Entrance. 7. Parking pad concrete /driveway gravel N Setback Notes: Front Setback 20' 0 ft. 12 ft. 20 ft. 40 ft. Driveway length 22' Side / Rear Setback 5' Ht. 35' No Overhangs in Easement Areas RECEIVED _Rebar Set 1' from actual Corner U.N.O JAN 0 9 2012 (true corner closer to road) COA Engineering 0eo _ Property to East's 2-by) 2-(J l 2Op®� Corner (2.11' South -- of our True corner) CA' LOT 61 L z ; o I 8,114 SQ. T. c � I � , o 120 O v U W O n/ a CDI Q 0 Q o I N Q� = 22' w I m E w m o an 0 o CCn D .1 ` o .0-.££ CD O A _• I io 78'9" I CrJ . I / I r// I 134.01' (Corner to Corner) Property to 7.50' South's Corner LEncore Homes, Inc 1801 Grove St. Unit B Marysville, WA 98270 (360) 659-1579 Contact: Keith Hoyer r ,. RECEIVE® JAN 0 9 2012 JRR Engineering, Inc. 18609 76th Ave. W., Suite B QCOA Enclineerino DF;pt, Lynnwood, WA 98037-4149 (425) 697-5108 Client: Encore Homes, Inc. Project Location: lVaries, Plan 1533 All-Car_Option 0917...) 11801 Grove Street, Unit B Design calculations are for 85 mph (3-sec, gust) wind exposure B, Marlsville, WA 98270 topographic factor, Kzt of 1.0 and 30 psf snow load. Do not use or (360)659-1579 Ph. , depend upon these calculations for more severe wind ex osure (360 659-3394 Fax or snow loading. Scope: Lateral &Vertical Design Code: 2009 IBC/ASGE 7-05 Lat. Des. Parameters:'SDC&Site Class., D; (SS): 1.25 Dead Loads: Roof& Ceiling load 15 psf Wind Exposure: B Floor load 10 psf Windspeed, V(mph): 85 Exterior wall load 8 psf(surface area) Live Loads: Floor Load (psf): 40 Interior wall load 10 psf(floor area) _ Snow Load(psf): 30 Attic Lim. Sto. (psf): 20 Assumed Soil Values per IBC 2006: Soil Bearing: 2000 psf(Contractor shall notify Engineer if testing indicates bearing capacity is lower than 2000 psf Wind Design: Ps=7L'fw*Ps3osKzt (Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) 'Where; X, Adjustment Factor varies over height&exposure (Fig.6-2) Iw= 1 Wind Importance Factor(Table 6-1) Ps30,Varies with roof pitch and building zone(Figure 6-2) I Kzt= _ 1 Topog. Factor(6.5.7, Fig. 6-4), equal to 1.0 for flat terrain Roof rise in 12" � 5• " „ • �� Roof rise in 12 .. 0 Horizontal Pressures (Kzt not yet Included) Horizontal Pressures (Kzt not yet included) A B C D A B C D Ps30 _ 15.9 -4.2 10.6 -2.3 Ps30 11.5 -5.9 7.6 -3.5 0-15'Ps= 15.9 _ -4.2 10.6 -2.3 0-15' Pe= 11.5 -5.9 7.6 -3.5 15'-20'Ps= 15.9 4.2 10.6 -2.3 15'-20' PS 11.5 -5.9 7.6 -3.5 20'-25`P.= 15.9 4.2 10.6 -2.3 20'-25' Pe 11.5 -5.9 7.6 -3.5 25'-30'Ps- 15.9 -4.2 10.6 -2.3 25-30' Ps= 11.5 -5.9 7.6 -3.5--- 30'-35'Ps= 16.7 -4.4 11.1 -2.4 30'-35' Pg 12.1 -6.2 8 -3.7 35' 40`Ps= 17.3 �.6 11.6 -2.5 35'-40' Pa 12.5 -6.4 8.3 -3.8 Seismic Design: V= Cs"W (Equivalent Lateral Force Design per ASCE 7-06, Sec 12.8) Fa= 1 (Table 11.4-1) SoS= Des. Spectral Resp.Accel. Parameters (Sec. SIDS= 0.833 -1(Eq. 11.4-3) D= Site Classification (Section 11.4.2) a,D K. IE= 1 (Table 11,5-1) Fa& Fy =Site Coeff. (Table 11.4-1 &11.4-2 AS R= 6.5 (Table 12.2-1) V= Seismic Base Shear(Eq. 12.8-1) Cs= IF-*SDs/R (Eq. 12.8-2) J. W= Effective Seismic Weight(Sec. 12.7. p= Redundancy Factor[1.0 < p< 1.3](Sec. 12.3.4.2) - ,M-A Therefore; V= 0.128 , a Prepared by: JCM 5 1Df2S/WJ3 Checked by: RKR Project Name: Plan 1533 -All Car Option (0917...) Project No.: 10-02U 8/26/2010 Pagel of 15 KFVI51FA% ;07/11011 « :, . b �� TRR Engin��rzn , Tiic. ENGINEERING & PLANNING SERVICES Project Name: C.^-F. 17T No.: 0—MU 1 g seer ® - m F ° S I � to WL i = w U j y d z 0 W. J WLLI Z Y Designed Xe-M Checked Date 2S AD Sheet Z of f S :I� I } JRR L�'ngin Bering, Tnc. ENGINEERING & PLANNING SERVICES Project Name: W L (OGi 17 I t No.: CEO -OIL -------•-----_--._.- _ a to a saa•: • a •t s ae n 8 tta tm n:e e a� . 1 f �� , . _ . Ta - --- ------ -------- . lu Ob c' '--_' FTJAW bleAt TN 6! F � 9 o o � J • s��- � �� . Is . . S Ir '@ CD evto��o n 4000r Ow, . •.', r1 1�ie 1 Designed .Tam Checked !' . Date • S D Sheet B of 15 JRR Erlgineerizsg, .IX2C. ENGINEERING & PLANNING SERVICES Project Name: fLA P f 5 e,?,4L.L-44P- No.: 10-D2U �. L;47" L:\ W Iwo A W D Nvp�l- C*71 V-01)IRD.. m I� ; Vn►��, � i150 . _. puemn . I.Ivp L& �; V = fi5 q.�7 Xor) + 1oi6 (21 L-7)CI) -7 'mo 005 (4K. V- valor) MIN, > governs! G�J-k• V-wIIJD mrr�, Cb 7 -'' I �+ �Ay +6/1) i- I = 'M-sv >WS Lll-,M t V 11 ,77 (R/-.. >,4�1) t- 11 la q 345# . �-VFE f'L j V iT(a (17/Z ,-cl) LIlj= V 5 �7x41) + Ax + �6��g�y�� 4-•161.0 =2400k� a* JGX ( o,.s�X�,s>1- to/z Ct Vzvr �= i'v �'►� x 3s� -1 3 � + � �- (S/ )(titi :�-+ �3� ) = AFI -l- 6�F- 3t�� 4r7_k 20rh�_ lr/UU& (Iek + o Designed J GM Checked R,K L Date 8 Z- b Sheet of 1 ,. i �TRR .Engin2 eer142g,_tric. ENGINEERING & PLANNING SERVICES Project Name: P LA f 5 33 ALL _G,4.R No.: f 0_M' to . . ._- _ . gj CIO. C4011-��_ t!i. DUO- e Nly * fioe> U05+ilia 4- ?aGo - n - 8 LIWE I.A 'Lb ; V 33gO V 675 I170 23 i V vat = #b7S > �I�D)(14)t_ jb'75 = 3I5a 3235 r ; 4 1 ��i5�`h �+ �f�0( kL ) i�45.Id` -- �- 41b?5 ..__ r ---r4bo.IV Designed J'Gm _ cheCked R1�R Date S Z6 b Sheet 5 of i cTR R Engin eerZng, T uric. ENGINEERING & PLANNING SERVICES Project Name: {J 1533 Aul �P7 16 7V'� . . ..._. - b Ert •rJrn- cry.-sT, . awl i*16. 7V Vic• • .�-wWr.v/_V..11_..i;V<...w..Y.'WMAw MM :...!K.✓_.�.. I `n_J.M..M•.��..�....•a1.••'-.•V I . •ww.1YA. _—._...1...._..__.._— • _._.L...rr'..riw i .:_w:w.w_:w.r—.°._..�.:___z__.•_...._.1^:_�� ' _ r { Designed T M Checked P-F=R Date 0/2A 0 Sheet of iS KEVD.. '`1/Z7/11 i JR�' Engineering. 'rime. ENGINEERING & PLANNING SERVICES Protect Name: U No.: -02U -77 IT XT .w «r.+ ,.r�:I�-....Qi�il!^Ol�.i• ....y:••OIAI• IJt•'..Vrlu....w:v-.._�+YtL.wt ..,..�N.:...+.1...;�....'.w 1. ...i.�•... r Q 13�_�. 4� IiDrC� _✓_. bid.~PAD _C.R•IT'�' ._.. _ L� . 17 --- - - .--F:�� 2i23.i�i 1-!►�ii+h�b i1 /i! qS !/w 3?�btr o C4 LI 7t�� 25�0 ;�t7� ' � �/I" (��wf�► I ��...=.w.i.. :....�.R. .�....« tCL..IJG_lV i N� �I�+ ) tt�r .I•'�7l W� { I ! 1 ! �: t �_i M Oil Designed SG M Checked MP—O R Date a/�?F, Sheet of i S �TRR Engineering, Time. ENGINEERING & PLANNING SERVICES Project Name: PL A H 15 33 Ay- -6o-P- No.: ' 46-0`�-u 64) _, On,TD TIP, i 3=GAR _ _ 1- 6�i'IbN -1 �I f5i3 .cclS� KA C.4,P,' FaR�.- PdN. V Wrap LI -6F GMIC L0,4D Zz) + log a115 Ia , -L-w- xa _... . _.. a Q�I'�_(-39t2D��-....3�01- l��o� .=_.7�0'� . ,• /. 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L�T•��//v-_.�.w.••►w aaosw/�M•.YL.�l.N.A ywf wtni.0�•..s�.�r.�wr.�....V..�.Iw..K�.r�`'�WI•.-•--f ;Yt�•A�.sWS-i M.11.Iw.•_rm ,� __.�—ice __.,�.�_�e•..��/�._,f`•••��`(�,.�r�.I.f��j -�.��Y-g.. t �V I I�t��= _t —: 7 Designed S-6m Checked Date z6 1 Sheet of i TIMBER COLUMN DESIGN (ASD) 2005 NDS/2009 IBC Description: JTry 6x6 Timber Column Formula: F'c= Fc* 1+ FcE/Fc* /2c-sq rt 1+ FCE/Fc* /2c ^2 - FcE/Fc* /c Input Values Fc= var,= psi where: HF#2=575, HF#1=650, DF#2=700& DF#1=1000 Emin = var. psi where: HF#2=400000, HF#1=470000, DF#2=470000& DF#1=580000 c= 0.8 0.8 for sawn lumber, 0.85 for round col./pile, 0.9 for lu-lam timbers h = - var: 1 feet b= 5.5= inch d = 5.5 inch Calculated Values A 30.25 s . in. /e var. inch /e=ke*h*l2; where: ke per Table G1 & h is the unsup . length) Fe var. psi (Fc multiplied by applic.Adjustment Factors, CF=1.0) FCE Formula FcE=0.822*Emin/(!e/d)^2 Pc Formula F'c=Fc* (1+(FeE/Fc*))/2c-s rt( 1+(FcE/Fc*))/2c)^2 - FcE/Fc* /c ) FcE var. Critical Buckling Design Value for Compression Members (psi) Pc var. J.Allowable Com ressive Stress(psi) Load, P cap. var. jibs (P = F'c*A, at 100% cap. load duration factor not yet included) TABULATED COLUMN CAPACITY(at 100%) Descri tion 6-ht. 1 7'ht. � 8' ht. �A 9' ht. 10'ht. 11'ht. 12'ht. 13' ht. (6-x6 HF#2 16.160 15,610 , 20 14,070 13,070 11,980 10.890 9,840 6x6 HF#1 23.330 22.210 20,820 '%,150 17,370 15.550 13,860 12,320 6x6 DF#2 19,610 18.910 18,000 16,910 15,670 14,340 12,980 11,710 6x6 DF#1 27,590 26,350 24,810 22,960 20,940 18,850 16,850 15,010 Therefore; P allow. = Pcap.* Co- 14 07b 4e 1,lS I taD* } 13 6" Sheet fZ of �4 I gy--E?JR Engin eerrig, rr2c. ENGINEERING & PLANNING SERVICES Project Name: p 64.U I c;-33 6—" -:)6* Q-Ml No.: 16 Via' '141 4-I 'MR, JT ! L -014-14 y 114 -- -6141- 4Q jam. X--P-W* 67 1L.I IW30 V ' Y, AL74 g 0,6, FiT, K P OW!�4-0 740 Designed in Checked Date Sheet_l'b of - - I JRR Engineerlig, T rnc. 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