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CANTERBURY CREST BUILDING PERMIT NUMBER ADDRESS 1 BUP2005-00277 10871 SW CANTERBURY LN 2 BUP2005-00279 10857 SW CANTERBURY LN 3 BUP2005-00280 10845 SW CANTERBURY LN 4 BUP2005-00282 10839 SW CANTERBURY LN 5 BUP2005-00285 10831 SW CANTERBURY LN 6 BUP2005-00288 10819 SW CANTERBURY LN 7 BUP2005-00290 10807 SW CANTERBURY LN 8 BUP2005-00300 10801 SW CANTERBURY LN 9 BUP2005-00298 10813 SW CANTERBURY LN 10 BUP2005-00289 10775 SW CANTERBURY LN 11 BUP2005-00291 10769 SW CANTERBURY LN 12 BUP2005-00292 10765 SW CANTERBURY LN 13 BUP2005-00303 10771 SW CANTERBURY LN 14 BUP2005-00302 10779 SW CANTERBURY LN 15 BUP2005-00301 10783 SW CANTERBURY LN 16 BUP2005-00293 10739 SW CANTERBURY LN 17 BUP2005-00295 10731 SW CANTERBURY LN 18 BUP2005-00296 10723 SW CANTERBURY LN 19 BUP2005-00299 10715 SW CANTERBURY LN 20 BUP2005-00309 10711 SW CANTERBURY LN 21 BUP2005-00308 10719 SW CANTERBURY LN 22 BUP2005-00307 10727 SW CANTERBURY LN 23 BUP2005-00306 10735 SW CANTERBURY LN 24 BUP2005-00305 10743 SW CANTERBURY LN 25 BUP2005-00304 10749 SW CANTERBURY LN 26 BUP2005-00284 10797 SW CANTERBURY LN 27 BUP2005-00286 10793 SW CANTERBURY LN 28 BUP2005-00287 10789 SW CANTERBURY LN 29 BUP2005-00297 10825 SW CANTERBURY LN 30 BUP2005-00309 10711 SW CANTERBURY LN 31 BUP2005-00281 10863 SW CANTERBURY LN 32 BUP2005-00283 10877 SW CANTERBURY LN CT ENGINEERING P L L C 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) teaton@ctengineering.com #04196 Structural Calculations for: Canterbury Place A 139 Unit Development Tigard, Oregon ,S Vol< sew k` ,o0 S1 �W�j-�3 7N•- 9-S � ' j1r A 10 - \AO' AS 404R c� �y -14)0‘-'i� ce, a �vy e� lekA „ate 2/45 �p9rQ �3� u"'� ./ bo,\10A Design Criteria: 1998 Oregon Structural Specialty Code �ar (based on the 1997 Uniform Building Code) Seismic Zone 3, Roof Snow Load 25 psf, Wind Speed 80 mph Client: Polygon Northwest Company , Y9 P Y ti w`` 16(' fAu t 109 East 13th r C" d Vancouver, WA 98660 :, Ph. (360) 695-7700 Fax (360) 693-4442 s•E. ON I Architect: Milbrandt Architects ���' Y' 11715 SE 5th Street Suite 100 'zZz %*t l� Bellevue, WA 98005 Ph. (425) 454-7130 Fax (425) 646-0945 Structural Engineers CT ENGINEERING P L L C 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) teaton@ctengineering.com #04196 Structural Calculations: GENERAL Structural Engineers Sheetl t TYPICAL HEADERS/BEAMS - 1994.-UBC VALUES SPECIES GRADE SIZE V allow. M allow. El (ksi) • DF #2 4X8 1610 2910 1.778E+05 DF #2 4X10 2050 4370 3.693E+05 DF #2 4X12 2490 5920 6.645E+05 DF #2 6X8 2340 3760 2.514E+05 DF #2 6X10 2960 6030 5.109E+05 DF #2 6X12 3580 8840 9.062E+05 1 1 DF #1 4X8 1610 !3320 1.890E+05 j i Dr #1 4X10 2050 :4990 3.924E+0e ;I DF #1 4X12 2490 6770 7.060E+05 DF #1 6X8 2340 5800 3.094E+05 DF #1 6X10 2960 9310 6.287E+05 . DF #1 6X12 3580 13640 1.115E+06 HF #2 (2) 2X8 1080 2240 1.239E+05 HF #2 (3)2X8 1620 3360 1.858E+05 HF #2 ,(2)2X10 1380 3340 2.572E+05 HF #2 }(2)2X12 1680 4480 4.628E+05 .T -'e (t " ) Fx,/- '2xQ4-3 lilt ( o r3v55 2- L X 2-o E 7, _ xVi� 5 11 la, 4-10 A ZoFa x 14 `147-5 2?-14c, Boo k 2.o E G X Ito to 526 '41;5 S5 II`15 x Z..,o E t, 2na�/Z ‘4,41. /q OS 37-5" x 2v t1; x IIS% r2.-p;5 z185" 1-% X 2.0 E 6 x 1f- 14-2-to 4D -7..,117 i2on x 2.o t= X (C . 16?4-0 l4 Iia X 2.o e•c, F5L 7-A'1I`z-eS? S2 G lis SA x 2, E(, �c f 1% Ila 077, 3q vas 5 x . 2-a e( _ x I¢ ISSS ;4- 25 lloo x 20 r. X/to 2l 465 G? qo5 2.310 .c 20 EtA i'L. 21%44 l k2 4.13s— 40 o2s (cto X 2., 6 I3�4Xlit 321 6•53,_, 1ssX 2-o Fc, 14,,(11% Zfrko 100 'ZIK X 2.0 CCo Page 1 `li V - Floor Span Tables ) Trus Joist• TO Joist Specifiers Guide 2025 • September 2003 " 1 )2AL'I,a 5 //G�� Q ` ly'_r,'�d�Q f� `Not all products are available in all l"/480 Live Load Deflectio markets.Contact your Trus Joist . .d._.. •-- dLoad_. representative for information. Depth TJI® 40 PSF Live Load/10 PSF Dead Load 40 PSF Live Load/2 PSF Dead Load 12 o.c. 16"o.c. 192 o.c. 2r ac 12"o.c. 16 o.c. 92 o.c. 24 o.c. • 110 165" 150' 142 13-2' 165 150" 1311" 12' 5 ~1 I�1�/4 " 91h" 210 1T-3" 15 9' 14'-10" 13'-10" 15'-9" 14'-10" 13'-8" 230 17'-8" 16'-2" 15'-3" 14'-2" 17 8 2 15'-3" 14'-2" 19 110 19'-6" 17'-10" 16'-10" 15'-5"(1) 19'-6" 17'-3"-_ 15'-8" 14'-0"(1) 210 20-6' 18 8" 17'-8" 16'-5" 20-6" 18'-8" 17'-3" 15'-5"(1) 3/a" 91/2" 1P/e" 230 21'-0" 1 2 18'-1" 16'-10" 21'-0" 19'-2" 18'-1" 16'-3"(1) 11/5" 360 22'-11' 20'-11" 19'-8" 18'-4" 22'-11" 20'-11" 19'-8" 17'-10"(1) 14" 560 26'-1" 23'-8" 22'-4" 20'-9" 26'-1" 23'-8" 22'-4" 20'-9"(1)...... IA 1 110 22'-2" 20'-3" 18'-9" 16 9"(1) - 21 8' 18'-9" 17'-1"c1 14'-7"(1) 210 23'-3" 21-3" 20 0 18'-4"(1) 23'-3" 20 7 18'-9"(1) 16'-2"(1) TJI®110 joists 14" 230 23'-10" 21 9 20'-6" 19'-1" i 23'-10" 21'-8" 19'-9" 17' 1°(>)_ 360 26'-0" 23 8 22'-4" 20-9(1) ---.__ ' " 26'-0" 23'-8" 22'-4"(1) 17'-10°(1) 560 29'-6" 26-10' 25-4" 23 6" 29 6 28 10 25 4"(1) 20'-11"(1)__. 210 25'-9" 23'-6" 22'-0"(1) 19'-5"(1) 25'-5" 22'-0"(1) 20'-1"(1) 16'-2"(1) 2Y6 16„ 230 26 5" 24' 1 22'-9" 20'-7"(1) 26"-5" 23'-2" 21'-2"(1) 17'-1"(1) 360 28-9" 26' 3 24 8(1) 21 5 1i) ._. 28 9' 26 3(�) 22 4 11) 17'-1011) —7 ___ 560 32'-8" 29-8" 28.-0" 25'-2"(1) 32-8'" 298" 26'-3"(1) 20 11'(1) 91 ., L/360 Live Load Deflection (Minimum Criteria per Code) _ 117/5" 3/5 14" Depth TJI® 40 PSF Live Load/10 PSF Dead Load - 40 PSF Live Load/20 PSF Dead Load 16" ---- _..._.. 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 12"o.c. 16 o.c. 19.2"o.c. 24"o.c. _____t110 18'-2° 16'-7"_.._. 15'-3" 13'-8" 17'-8" 15-3" 13 11" 12'-5" 91/2" 210 19'-1" 17'-5" 16'-6" 15'-0" _ 19'-1" 16'-9" 15'-4" 13'-8" --- TJI®210 joists 230 19'-7" 17'-11" 16'-11" 15'-9" 19'-7" 1T-8' 16'-1" 1 14'-5" 110 21'-7" 18_11'— 17'-3° 15.5(1) s 19'-11" 17'-3" 15'-8" 14'-("(1) 210 22'-8" 20'-8" 18'-11" 16'-10" _ 21'-10 18 11" 17'-3" 15'-5"(1) 117tH" 230 23'-3" 21'-3" 19'-11° 17'-9" ' 23'-0'" 19'-11" 18'-2" 16'-r1) —{ }--25Ae" 360--.25'_4" 23'2"- 21'-10" 20"-4"(1) 25'-4" 23'-2" 21'-f0"f11 17'-10"(1) 560 28'-10" 26'-3" 24'-9" 23'-0" ? 28'40" 28"-3" 24'-9" 20'-11'(1) 110 23'-9° 20'_6" 18'-9" 16'-9"(1) ` 21'-8" 18'-9" 17'-1"(1) 14'-7"(1) _210 25'-8" 22'-6" 20'-7" 18'-4"(1) 23'-9" 20'-7" 18'-9"(1) 16'-2"(1) • 91/2" 14" 230 26'_4" 23'-9" 21'-8" 19'-4`(1rt 2• 5'-0" 21'-8" 19'-9" 17.-1"0) 3/5„ 117/a" 360 28' 9" 26' 3° 24' 9"(1) 21'5"(1)- 2• 8.-9"-—........- ...—.._._-_— — - 28'-9" ... 26'- 4'-9 _- 26'411i 22'-4"(1) 17'-10"(1) 14" 560 32'-8" 29'-9" 28'-0" 25'-2"(1) 32'-8" 2W-9" 28'-3"nl ' 1) 16" 20'-11't 210 27'-10° 24'-1" 22'-0"(1) 19'-5"(1) ) 25'-5" 22'-0"(1) 20'-1`(1) 16'-2"(1) 230 29'-2" 25'-5" 23'-2" 20'-7"(1) 23'-2" _..__.. 16" — ---- 26-9 23 2 21'-2"(1) 17'-1"(1) 360 31'-10" 29'-0" 26'-10"(1) 21'-5"(1) - — 31 10" 264 0t+l 22'-4"(1) 17'-10"(1) TJI®230 joists _______ 560 36'-1" 32'-11" 31.-0"(1) 25' 2`(i) 384" 31-8"til 26'-3"(1) 20'-11"(1) Long term deflection under dead load,which includes the effect of creep,has not been considered.Bold italic spans reflect initial dead load deflection exceeding 0.33". 25/16„ (1)Web stiffeners are required at intermediate supports of continuous span joists when the intermediate bearing length is less than 51/1"and the span on either side of the intermediate bearing is greater than the following spans: R. } TJI® 40 PSF Live Load/10 PSF Dead Load 40 PSF Live Load/20 PSF Dead Load 12"o c 16"o c 19.2 a c. 24 o.c. 12"o.c. 16"o.c. 19.2"o.c. 24"o.c. 117/5" 110 N.A. N.A. N.A. 15 4" :_. N.A. -..N A. 16'-0" 12'-9" 3/5" 14" 210 N.A. N.A. 21-4 ...._ 17'-0" ± N.A 21-4'..... 17'-9" 14'-2„ 16" 230 N.A. N.A. N.A. 19'-2" , N.A. N.A. 19'-11" 15'-11" 360 N.A N.A. 24'-5" 19'-6" N.A. 24'-5" 20'-4" 16'-3 ° " 560— N A_— N.A. _— 29 10 23 10 N A 29-10" 24'-10' 19'-10 TJI®360 joists How to Use These Tables General Notes • 1. Determine the appropriate live load deflection • Tables are based on: 1 31/1' criteria. -Uniform loads. 2. Identify the live and dead load condition. -More restrictive of simple or continuous span. EV 3. Select on center spacing. -Clear distance between supports (13/4"minimum _ 4. Scan down the column until you meet or exceed the end bearing). 117/5" span of your application. 7/16" 14" • Assumed composite action with a single layer of 24" 16" 5. Select TJI®joist and depth. on-center span-rated, glue-nailed floor panels for deflection only.Spans shall be reduced 6"when an t Live load deflection is not the only factor that floor panels are nailed only. TJI®560 joists affects how a floor will perform. • Spans generated from Trus Joist software may exceed the spans shown in these tables because To more accurately predict floor performance, use our TJ-Pro'Rating system. software reflects actual design conditions. • For loading conditions not shown, refer to software b or to load tables on page 15. Design Properties, Material Weights, and Job-Site Safety - Trus Joist• TJ/0 Joist Specifier's Guide 2025 •September 2003 Y " Design Properties (100% Load Duration) Material Weights Basic Properties Reaction Properties ' (Include TJIi weights in dead load Maximum 16/4" 3W Intermediate calculations-see Design Properties lepth TJI® Joist Resistive Joist Only Maximum ' End N Reaction(lbs) Weight Momenttll El x 106 Vertical Reactiontable at left for joist weights) ' No Web With Web (lbs/ft) (ft-lbs) (in.2-lbs) Shear(lbs) (lbs) Stiffeners Stiffeners Floor Panels 110 2.3 2,380 140 1,220 885 1,935 N.A. Southern Pine 11/2"plywood 1 7 psf 210 2.6 2,860 167 1,330 980 2,145 N.A. 230 2.7 3,175 183 1,330.._ 1,035 2,410 _...N.A. V3"plywood 2.0 psf r 2.5 3,015 238 1,560__ 885_ 1,935 2,295 3"plywood 2.5 psf U1; .8 3 620 283 1 655 980 -.-_2,145 - -2,505 1W -_. - - plywood 3 8 psf 11'%" 230 3.0 4 015 310 1 655_ 1,035 2.410 2,765_ _.._ �k"OSB 1.8 psf 360 3.0 6,180 419 1 705 1,080 2,460 2,815 560 4.0 9,500 636 2,050 1,265 3,000 3,475 `OSB 2.2 psf 110 2.8 3,565 351 1,860 885 1,935 2,295 W''"OSB 2.7 psf 210 3.1 _____4,280___ 415 __.1,945_____--1 980_ - 2145 .______2,505.___ 1W OSB 4.1 psf 14" 230 3.3 4,755 454 1,945 I 1,035 2 410_ __2,765 Based on:Southern pine-40 pcf for 360 3.3 7,335 612 1,955 1,080 2,460 2,815 plywood,44 pcf for OSB 560 4.2 11,275 926 2,390 1,265 3,000 3,475 210 3.3 4,895 566 2,190 980 2,145 2,505 Roofing 16" _230 3.5 5,440 618 2,190 1,035 2 410 2,765 _ Asphalt shingles --2.5 psf 360 3,5 8,405 830 2,190 i --------�_...__._-__._..,4 • 1,080 2,460 2,815 Wood shingles 2.0 psf 560 4.5 12,925 1,252 2,710 1 1,265 3,000 3,475 Clay tile 9.0 to 14.0 psf (1)Caution:Do not increase joist moment design properties by a repetitive member use factor. Slate(3/4"thick) 15P sf Roll or Batt Insulation(1"thick): General Notes ( �-TJI®joists are intended Rock wool 0.2 psf • Design reaction includes all loads on the joist. Design shear is computed ` f!dry-use applications '' Glass wool 01 psf at the face of supports including all loads on the span(s).Allowable Floor Finishes shear may sometimes be increased at interior supports in accordance Hardwood(nominal 1") 4.0 psf with pending ICC ESR-XXXX and these increases are reflected in span Sheet vinyl 0 5 psf tables. -rhe following formulas approximate the uniform load deflection Carpet and pad 1 0 psf 3/4"of (inches): "ceramic or quarry tile 10.0 psf Concrete: For For Regular(1") 12.0 psf T.11®110,210,230, and 360 Joists TJI®560 Joists Lightweight(1") 8.0 to 10.0 psf A= 22.5 wL4+ 2.67 wL2 22.5 wL4 2.29 wL2 Gypsum El d x 105 A- El + d x 105 concrete(3/4°) 6.5 psf w = uniform load in pounds per linear foot Ceilings • L = span in feet Acoustical fiber tile 1.0 psf d = out-to-out depth of the joist in inches 1/2"gypsum board 2.2 psf • El = value from table above %"gypsum board 2.8 psf Plaster(1"thick) 8.0 psf • WARNING Lack of concern for proper bracing during construction can result in serious accidents.Under normal conditions if the I �' �� NGTES. following guidelines are observed, accidents will be avoided,- ' d Joists'are - 1. All blocking, hangers,rim boards,and rim joists at the end supports of the Lr/711 unstable TJI®joists must be completely installed and properly nailed. , until braced 2. Lateral strength, like a braced end wall or an existing deck,must be estab- DO NOT allow workers to walkiat lished at the ends of the bay.This can also be accomplished by a temporary or on joists until braced. �� permanent deck(sheathing)fastened to the first 4 feet of joists at the end of INJURY MAY RESULT. Bra(amg incluries. the bay. -a •EIDck• 3. Safety bracing lines of 1x4 (minimum)must be nailed to a braced end wall or sheathed area as in note 2 and to each joist.Without this bracing, buckling ''I�arit�EiS sideways or rollover is highly probable under construction loads-like a , �.�� Bim Board worker or one layer of unnailed sheathing. • Vier" . *Sheathing 4. Sheathing must be totally attached to each TJI®joist before additional loads RimJoist can be placed on the system. DO NOT stack building materialst i. 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. on unsheathed joists.Stack only over beams or walls. 6. The flanges must remain straight within a tolerance of�/2"from true alignment. .., • • ...., CT#04196-CANTERBURY WOODS LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucking Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wal duration duration factor factor use Stud Grade Width Depth Spacing Height Vert Load Hor.Load Le/d <=1.0 Load',/,,Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce Pc fc fc/Pc lb Ib' In. In. in. ft. pff Psf pff (Fb) (Fc) psi psi , psi Psi psi psi psi psi psi psi psi Fb11-fc/Fce) H-F Stud 1.5 3.5 16 8.271 1545 0 28.4 0.9940 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 447.67 393.56 392.38 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.271 2065 0 28.4 0.9989 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 447.67 393.56 393.33 1.00 0.00 a000 H-F Stud 1.5 3.5 8 8.271 3095, 0 28.4 0.9972 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 447.67 393.56 393.02 1.00 0.00 0.000 H-F Stud 1.5 3.5 6 8.271 4125 0 28.4 0.9964 5315.6 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 447.67 393.56 392.86 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 10 1100 0 34.3 0.9960 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 306.25 279.93 279.37 1.00 0.00 a000 SPF Stud 1.5 3.5 16 9 1320 0 30.9 0.9944 2091.8 1.00 1.15 11 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 1760 0 30.9 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 2 2091 0 6.9 0.3867 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 7656.25 853.99 531.05 0.62 0.00 0.000 H-F#2 1.5 5.5 16 10 3132 0 21.8 0.5069 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 819.27 710.97 506.18 0.71 0.00 0.000 H-F#2 1.5 5.5 16 9 3132 0 19.6 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 9 3132 0 19.6 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 . , SPF#2 1.5 5.5 16 10 3287 0 21.8 0.5249 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 882.29 733.25 531.23 0.72 0.00 0.000 SPF#2 1.5 5.5 16 9 3287 0 19.6 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 9 3287 0 19.6 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 • Page 1 (--t\ - ...-...,, . 1 Ss-_-' 0 I ..0 CT#04196-CANTERBURY WOODS LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.VVal duration duration factor factor use Stud Grade Width Depth Spacing Height Vert.Load Hor.Load Le/d <=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb Fc perp' Fc• Fce Fc fc fc/F'c lb fb/ in. in. in. ft. , pif psf p11 (Fb) (Fc) psi psi psi psi psi psi psi psi Psi psi psi F11*(1-fc/Fce) I-1-F Stud 1.5 3.5 16 8.271 935 8.79 28 0.9959 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 447.87 383.32 237.46 0.62 392.70 0.612 I-1-F Stud 1.5 3.5 12 8.271 1385 8.79 28 0.9985 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 447.67 383.32 263.81 0.69 294.52 0.525 H-F Stud 1.5 3.5 8 8.271 2305 8.79 28 0.9982 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 447.67 383.32 292.70 0.76 196.35 0.415 H-F Stud 1.5 3.5 _ 6 8.271 3240 8.79 28 0.9949 5315.6 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 447.67 383.32 308.57 0.80 147.26 0.347 SPF Stud 1.5 3.5 16 10 495 9.71 34 0.9962 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1200,000 1,366_ 531 761.25 306.25, 275.11 125.71 0.46 634.12 0.787 SPF Stud 1.5 3.5 16 9 750 8.46 31 0.9968 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 190.48 0.58 447.52 0.660 SPF Stud 1.5 3.5 12 9 1140 8.13 31 0.9921 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 217.14 0.66 322.55 0.555 SPF Stud 1.5 3.5 16 2 2091 0 6.9 0.5079 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 7656.25 745.18 531.05 0.71 0.00 0.000 H-F#2 1.5 5.5 16 10 3132 9.71 22 0.8881 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 819.27 690.38 506.18 0.73 256.79 0.330 H-F#2 1.5 5.5 16 9 3132 8.46 20 0.5743 3132.4 1.60 1.00 1.3_1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 9 3132 8.13 20 0.5673 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0.63 174.16 0.171 SPF#2 1.5 5.5 16 10 3287 9.71 22 0.8763 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 882.29 704.88 531.23 0.75 256.79 0.308 SPF#2 1.5 5.5 16 9 3287 8.46 20 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 9 3287 8.13 20 0.5967 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 174.16 0.162 . , Page 2 ..... St . • CT#04196-CANTERBURY WOODS LOAD CASE (12-14) (BASED ON ANSOAF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+S/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wal duration duration factor factor use Stud Grade Width Depth Spacing Height Vert Load Hor.Load Le/d <=1.0 Load it Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fe fc fc/Fc fb fb/ In. in. in. ft pr psf pr (Fb) (Fr) psi psi psi psi psi psi psi psi psi psi psi Fb-(14c/Fce) H-F Stud 1.5 3.5 16 8.271 950 8.79 28 0.9993 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56 241.27 0.61 392.70 0.623 H-F Stud 1.5 3.5 12 8.271 1405 8.79 28 0.9984 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56 267.62 0.68 294.52 0.536 H-F Stud 1.5 3.5 8 8.271 2340 8.79 28 0.9975 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56 297.14 0.76 198.35 0.427 H-F Stud 1.5 3.5 6 8.271 3300 8.79 28 0.9995 5315.6 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56 314.29 0.80 147.26 0362 SPF Stud 1.5 3.5 16 10 500 9.71 34 0.9987 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 306.25 279.93 126.98 0.45 634.12 0.793 SPF Stud 1.5 3.5 16 9 760 8.46 31 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 1155 8.13 31 0.9929 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 220.00 0.65 322.55 0.585 SPF Stud 1.5 3.5 16 2 2091 0 6.9 0.3867 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 7658.25 853.99 531.05 0.62 0.00 0.000 H-F#2 1.5 5.5 16 10 3132 9.71 22 0.8374 3132.4 . 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 819.27 710.97 506.18 0.71 256.79 0.330 H-F#2 1.5 5.5 16 9 3132 8.46 20 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 9 3132 8.13 20 0.5367 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000- 2,033 506 1644.5 1011.45 837.57 506.18 0.60 174.16 0.171 SPF#2 1.5 5.5 16 10 3287 9.71 22 0.8332 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 882.29 733.25 531.23 0.72 256.79 0.308 SPF#2 1.5 5.5 16 9 3287 8.46 20 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 9 3287 8.13 20 0.5529 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 174.16 0.162 Page 3 She__ r CT#04196-CANTERBURY WOODS LOAD CASE (12-15) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)a Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wa1 duration duration factor factor use Stud Grade Width Depth Spacing Height Vert Load Hoc.Load Le/d <=1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp'_ Fc• Fce Pc fc fc/Fc fb tb/ in. In. in. ft Of psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 8.271 1170 4.395 28 0.9975 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56 297.14 0.76 196.35 0.427 H-F Stud 1.5 3.5 12 8.271 1650 4395 28 0.9995 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56 314.29 0.80 147.26 0.362 H-F Stud 1.5 3.5 8 8.271 2625 4.395 28 0.9987 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56, 333.33 0.85 98.17 0281 H-F Stud 1.5 3.5 6 8.271 3615 4.395 28 0.9987 5315.6 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56 344.29 0.87 73.63 0.233 SPF Stud 1.5 3.5 16 10 715 4.855 34 0.9909 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 306.25 279.93 181.59 0.65 317.06 0.570 SPF Stud 1.5 3.5 16 9 965 4.23 31 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 1375 4.065 31 0.9911 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 261.90 0.78 161.27 0.384 SPF Stud 1.5 3.5 16 2 2091 0 6.9 0.3867 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 7656.25 853.99 531.05 0.62 0.00 0.000 H-F#2 1.5 5.5 16 10 3132 4.855 22 0.6721 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 819.27 710.97 506.18 0.71 128.40 0.165 H-F#2 1.5 5.5 16 9 3132 4.23 20 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 9 3132 4.065 20 0.4510 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 87.08 0.086 SPF#2 1.5 5.5 16 10 3287 4.855 22 0.6791 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 882.29 733.25 531.23 0.72 128.40 0.154 SPF#2 1.5 5.5 16 9 3287 4.23 20 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 9 3287 4.065 20 0.4717 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 87.08 0.081 Page 4 - SheI, 0 0. 1. CT#04196-CANTERBURY WOODS LOAD CASE I (12-16) I (BASED ON ANS1/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wal duration duration factor factor use Stud Grade Width Depth Spacing Height Vert Load Hor.Load Le/d <=1.0 Load©Pbte Cd(Pb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce Pc fc fc/F'c lb fb/ in. In. In. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi FIP(1-fc/Fce) H-F Stud 1.5 3.5 16 8271 1215 3.57 28 0.9905 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,366 506 966 447.67 393.56 308.57 0.78 159.49 0.376 H-F Stud 1.5 3.5 12 8.271 1700 3.57 28 0.9934 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,366 506 966 447.67 393.56 323.81 0.82 119.82 0.316 H-F Stud 1.5 3.5 8 8.271 2685 3.57 28 0.9954 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 447.67 393.56 340.95 0.87 79.75 0.245 H-F Stud 1.5 3.5 6 8.271 3675 3.57 28 0.9915 5315.6 1.60 1.15 1.1 1.05 1.15 675 405 800 ;1200,000 1,366 506 966 447.67 393.56 350.00 0.89 59.81 0.201 SPF Stud 1.5 3.5 16 10 785 3.57 34 0.9962 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1200,000 1,366 531 875.438 306.25 279.93 199.37 0.71 233.14 0.489 SPF Stud 1.5 3.5 16 9 1000 3.57 31 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 1410 157 31 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 2 2091 3.57 6.9 0.3940 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 7658.25 853.99 531.05 0.62 9.33 0.007 F1-F#2 1.5 5.5 16 10 3132 157 22 0.6284 3132.4 1.60 1.15 ' 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 819.27 710.97 506.18 0.71 94.41 0.122 H-F#2 1.5 5.5 16 9 3132 3.57 20 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 1-1-F#2 1.5 5.5 16 9 3132 3.57 20 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 SPF#2 1.5 5.5 16 10 3287 3.57 22 0.6383 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 882.29 733.25 531.23 0.72 94.41 0.113 SPF#2 1.5 5.5 16 9 3287 3.57 20 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 9 3287 3.57 20 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 Page 5 WIND- 1997 UBC JOB#04196- CANTERBURY WOODS P=Ce*Cq *qs * I 80 mph Exposure: B qs= 16.4 psf Ce wind= 0.8` Ce lee= O,5 I= 1.0 LEVEL Ce P wind P lee P total 0- 15 0.62 8.13 5.08 13.22 15-20 0.67 8.79 5.49 14.28 20-25 0.72 9.45 5.90 15.35 25-30 0.76' 9.97 6.23 16.20 30-40 0.84 11.02 6.89 17.91 180 Nickerson St. CT ENGINEERING Suite 302 1,�j Q �P L L C Seattle,WA t Project: '" ' I` IV/��L'�t/i 1. PLkte Date: Gam}7 c :14_, 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 was / /rtLch 1)P175—"; ) 5 T- 5- 6)1-60 4--2-5 24-v mak- e[& 'Cl 6?3 42s 1 6 1--V i-4'` Pr' rig w,' S Lam- 6?1(41) ¢ �� 4a3 (41V56)} fso 17v1.a /6`� Dr-- 7-VP_ w2y c4/351 Q3)-,f I & sm !2 574rkwi 1--)1)&) 1,0/ 19 c 7714), F 5 i ( o gl vJ)u) Structural and Civil Engineers CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 +Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) •F 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Cantilevered Retaining Wall Design Page 1 (c)1983-2001 ENERCALC Engineering Software q:1041961engr104196.ecw:Retaininq Wall - Description RETAIN WALL-4' g Criteria Soil Data Footing Strengths & Dimensions 1 1 Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 36.0 Toe Width = 0.67 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 1.67 Height of Soil over Toe = 6.00 in Passive Pressure = 200.0 Total Footing Width = 2.34 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness =- 12.00 in FootingliSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 200.0 lbs Axial Load Eccentricity = 0.0 in II Axial Live Load = 400.0 lbs Design Summary 0 Stem Construction 1 Top Stem - Stem OK Total Bearing Load = 1,815 lbs Design height ft= 0.00 ...resultant ecc. = 4.31 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,493 psf OK Rebar Sizeess = 8.00 Soil Pressure @ Heel = 60 psf OK Rebar = # 5 Rebar Spacing = 16.00 Allowable = 1,500 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,189 psf fb/FB+fa/Fa = 0.119 ACI Factored @ Heel = 88 psf Total Force @ Section lbs= 489.6 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 652.8 Footing Shear @ Heel = 8.1 psi OK Moment Allowable = 5,467.3 Allowable = 85.0 psi Shear Actual psi= 7.4 WaOvlerturing = 2.43 OK y Ratios Shear Allowable psi= 85.0 9 Sliding = 1.60 OK Bar Develop ABOVE Ht. in= 23.40 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 450.0 lbs Wall Weight = 96.7 Rebar Depth 'd' in= 5.50 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection Modular Ration' = Toe Heel Short Term Factor = Factored Pressure = 2,189 88 psf Equiv.Solid Thick. = Mu':Upward = 443 0 ft-# Masonry Block Type= Mu':Downward = 64 416 ft-# Concrete Data Mu: Design = 379 416 ft-# fc psi= 2,500.0 Actual 1-Way Shear = 0.00 8.13 psi Fy psi= 60,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: ` - - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) , 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2001 ENERCALC Engineering Software q:1041961engr104196.ecw:Retaining Wail Description RETAIN WALL-4' Summa of Overturnin• & Resistin• Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 450.0 1.67 750.0 Soil Over Heel = 441.5 1.84 810.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 1.00 200.1 Load @ Stem Above Soil= Soil Over Toe = 36.7 0.33 12.2 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 386.7 1.00 386.8 Total = 450.0 O.T.M. = 750.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.43 Footing Weight = 350.5 1.17 . 409.6 Vertical Loads used for Soil Pressure= 1,815.4 lbs Key Weight = Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 1,415.4 lbs R.M.= 1,819.0 i 1 - -, CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Cantilevered Retaining Wall Design Page 1 (c)1983-2001 ENERCALC Engineering Software q:\041961engrv04196.ecw:Retaininq Wall Description RETAIN WALL-6' Strengths ;: Criteria Soil Data Footing & Dimensions Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 36.0 Toe Width - 1.17 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 _ Height of Soil over Toe = 6.00 in Passive Pressure = 200.0 Heel Width 3.50 Total Footing Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = - 12.00 in FootingliSoii Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6Axial Dead Load = 200.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 400.0 lbs Design Summary Stem Construction 0 Top Stem Stem OK Total Bearing Load = 2,866 lbs Design height ft= 0.00 ...resultant ecc. = 5.95 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,517 psf NG Rebar Sizeess = 8.00 Soil Pressure @ Heel = 123 psf OK Rebar = # 5 AllowableRebar Spacing = 16.00 = 1,500 psf Rebar Placed at = Edge Soil Pressure Exceeds Allowable! g ACI Factored @ Toe = 2,187 psf Design Data fb/FB+fa/Fa = 0.403 ACI Factored @ Heel = 177 psf Total Force @ Section lbs= 1,101.6 Footing Shear @ Toe = 7.9 psi OK MomentActual ft-#= 2,203.2 Footing Shear @ Heel = 18.5 psi OK Moment Allowable = 5,467.3 Allowable = 85.0 psi Shear Actual psi= 16.7 Wali Stability Ratios Overturning = 2.45 OK Shear Allowable psi= 85.0 Sliding = 1.23 Ratio<1.5! Bar Develop ABOVE Ht. in= 23.40 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 882.0 lbs Wall Weight = 96.7 Rebar Depth 'd' in= 5.50 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection - Modular Ration' = Toe Heel Short Term Factor = • Factored Pressure = 2,187 177 psf Equiv.Solid Thick. = Mu':Upward = 1,335 0 ft-# Masonry Block Type= Mu':Downward = 195 1,569 ft-# Concrete Data Mu: Design = 1,140 1,569 ft-# fc psi= 2,500.0 Actual 1-Way Shear = 7.94 18.49 psi Fy psi= 60,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: \lk CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 - Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2001 ENERCALC Engineering Software 0041961engr104196.ecw:Retaining Wall Description RETAIN WALL-6' Summa of Overturnin. & Resistin. Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 882.0 2.33 2,058.0 Soil Over Heel = 1,097.8 2.66 2,924.9 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 1.50 299.9 Load @ Stem Above Soil= Soil Over Toe = 64.1 0.58 37.4 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 580.0 1.50 869.6 Total = 882.0 O.T.M. = 2,058.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.45 Footing Weight = 524.4 1.75 916.6 Vertical Loads used for Soil Pressure= 2,866.3 lbs Key Weight = Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 2,466.3 lbs R.M.= 5,048A i ' _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Cantilevered Retaining Wall Design Page 1 I (c)1983-2001 ENERCALC Engineering Software q:\04196\engr104196.ecw:Retaining Wall _ Description RETAIN WALL-8' Criteria I Soil Data 1 I Footing Strengths& Dimensions r: Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 36.0 Toe Width = 1.50 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 3.67 Height of Soil over Toe = 6.00 in Passive Pressure = 200.0 Total Footing Width = 5.17 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingIlSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem i Axial Dead Load = 200.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 400.0 lbs Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 4,874 lbs Design height ft= 0.00 ...resultant ecc. = 6.63 in Wall Material Above"Ht" = Concrete : ThSoil Pressure @ Toe = 1,548 psf NG Rebar Sizekness = 8.00 Soil Pressure @ Heel = 338 psf OK Rebar # 5 Rebar Spacing = 12.00 Allowable = 1,500 psf Rebar Placed at = Ede Soil Pressure Exceeds Allowable! g ACI Factored @ Toe = 2,205 psf Design Data = fb ACI Factored @ Heel = 481 psf /FB+fa/Fa 0.729 Total Force @ Section lbs= 1,958.4 Footing Shear @ Toe = 13.9 psi OK MomentActual ft-#= 5,222.4 Footing Shear @ Heel = 42.5 psi OK Moment Allowable = 7,162.2 Allowable = 85.0 psi Shear Actual psi= 29.7 Overturning Wall blity Ratios = Shear Allowable psi= 85.0 3.10 OK Sliding = 1.23 Ratio<1.5! Bar Develop ABOVE Ht. in= 23.40 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 7.50 Lateral Sliding Force = 1,458.0 lbs Wall Weight = 96.7 Rebar Depth 'd' in= 5.50 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,205 481 psf Equiv.Solid Thick. = Mu':Upward = 2,293 0 ft-# Masonry Block Type= Mu':Downward = 323 0 ft-# Concrete Data Mu: Design = 1,970 5,222 ft-# fc psi= 2,500.0 Actual 1-Way Shear = 13.86 42.46 psi Fy psi= 60,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: i ' _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El . Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Cantilevered RetainingWall Design Page 2 (c)1983-2001 ENERCALC Engineering Softwareq:\04196\engr104196.ecw:Retaininq Wall Description RETAIN WALL-8' Summary of Overturning & Resisting Forces & Moments ak- OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,458.0 3.00 4,374.0 Soil Over Heel = 2,642.9 3.67 9,695.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 1.83 366.7 Load @ Stem Above Soil= Soil Over Toe = 82.5 0.75 61.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 773.3 1.83 1,417.8 Total = 1,458.0 O.T.M. = 4,374.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.10 Footing Weight = 775.5 2.59 2,004.7 Vertical Loads used for Soil Pressure= 4,874.3 lbs Key Weight = 2.00 Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 4,474.3 lbs R.M.= 13,546.1 • • r , A - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Cantilevered Retaining Wall Design Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engA04196.ecw:Retaininq Wall - Description RETAIN WALL- 10' Criteria 4 Soil Data 1 Footing Strengths & Dimensions E; Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 36.0 Toe Width = 2.50 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width _- 4.83 Height of Soil over Toe = 6.00 in Passive Pressure = 200.0 Total Footing Width = 7.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 15.00 in Foot ngllSoil Friction = 0.350 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 2.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6Axial Dead Load = 200.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 400.0 lbs Design Summary Stem Construction Top Stem -' Stem OK Total Bearing Load = 7,662 lbs Design height ft= 0.00 ...resultant ecc. = 4.58 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,371 psf OK Rebar Sizeess = 8.00 Soil Pressure @ Heel = 719 psf OK Rebar # 5 1,500 Rebar Spacing = 6.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,941 psf +fa/Fa = 0.767 ACI Factored @ Heel = 1,017 psf Total Force @ Section lbs 3,060.0 ---- Footing Shear @ Toe = 16.8 psi OK Moment....Actual ft-#= 10,200.0 Footing Shear @ Heel = 54.4 psi OK Moment Allowable = 13,303.8 Allowable = 85.0 psi Shear Actual psi= 46.4 Wail Stability Ratios Shear Allowable psi= 85.0 Overturning = 3.81 OK Sliding = 1.25 Ratio<1.5! Bar Develop ABOVE Ht. in= 23.40 Sliding Calcs Slab Resists All Sliding! Bar Lap/Hook BELOW Ht.in= 7.74 Lateral Sliding Force = 2,278.1 lbs Wall Weight = 96.7 Rebar Depth 'd' in= 5.50 Masonry Data fm psi= Fs psi= . Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,941 1,017 psf Equiv.Solid Thick. = Mu':Upward = 5,738 0 ft-# Masonry Block Type= Mu':Downward = 1,061 0 ft-# Concrete Data Mu: Design = 4,677 10,200 ft-# fc psi= 2,500.0 Actual 1-Way Shear = 16.81 54.42 psi Fy psi= 60,000.0 Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: ' - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Piex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 Page 2 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Cantilevered Retaining Wall Design _(c}1983-2001 ENERCALC Engineering Software q:104196\engr\04196.ecw:Retaininq Wall Description RETAIN WALL- 10' Summa of Overturnin. & Resistin• Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,278.1 3.75 8,543.0 Soil Over Heel = 4,583.0 5.25 24,059.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 2.83 566.7 Load @ Stem Above Soil= Soil Over Toe = 137.5 1.25 171.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 966.7 2.83 2,738.9 Total = 2,278.1 O.T.M. = 8,543.0 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.81 Footing Weight = 1,374.9 3.67 5,041.2 Vertical Loads used for Soil Pressure= 7,662.1 lbs Key Weight 2.00 Vert.Component = Vertical component of active pressure NOT used for soil pressure Total= 7,262.1 lbs R.M.= 32,578.4 - • I , CT ENGINEERING • P L L C 180 Nickerson St. • Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) teaton@ctengineering.com #04196 Structural Calculations: Carriage Building Units A, B, Cl , C2, D1 , D2 Structural Engineers �' w 1_ 1__=L� ; L -' nr SF L- -_ r is S/ i + \ -0- TYP. j D� I EXTEND. ( ) l ' . I }- --I... --- - -- - ----- 4'GS, lirTOP CORD _ - u_ \ A . 0 0. i 7?/..J,__ . • 12,3 kil ` `••-'�/A \�' fit,wi �•I-^-. // AEI ii 1 - WC! \ \ 1 1 ' s-40/474,71 = Y r / F 71 TYP. /7\\ CORD i ® �s.� : IG_ I Ct T 2x4 AT 24" OC N. r-z �� CEILING FRAMING \ � --� 47 il -1-7-)i � v -- D2 A. CJ �}_-� --� T7 , .W r I . " r CI a / 18 .4 / D2 /� ' -' - '--.- 'Ai.' '' ' ' : -:-: .,,, } I BUILD P 70 .LAP X4_10 4x10 HDR�N �J�� C)J -eiir 1 ?„. 2 BE• 1 ' ' - ii: ois Be L i, sTIP • g .11 yp 0 TYRI 4x8 HDR (CONT.) 1,_. 4x8 HD' � I I GABLE TRUSS I I ---- SF IL I J SF e i : ;ii( FOFRAMING PI ROOF FRAMING NOTES � =�'-o" 24" O.C. - TYPICAL LEGEND M1LBRANDTFORCONSTRUCTION ARCHITECTSMIS NOT RESPONSIBLE EANS, MO FASCIA (NO SPLICE ALONG STRUCTURAL FASCIA) TECHNIQUES OR PROCEDURES, OR FOR THE SAFETY PRECAUTIONS AND PROGRAMS IN ROOF TRUSSES CONNECTION WITH THE WORK, AND IS NOT RESPONSIBLE FOR THE FAILURE OF ANY CONTRACTOR OR SUBCONTRACTOR TO STICK FRAMING CARRY OUT THE WORK IN ACCORDANCE WITH 2n area THE VARIOUS CONTRACT DOCUMENTS AND/OR I 0 o L.:2-IN /----.., v_________ (.7) //!DA .t. 0 pip pp' erri z . ..............L._ • 4, -_______ Frill �, App, , , , . 1i lir -44 CSt 6 • ., I Fri . /1.,_ 00, ,. .... . , . .., , . . . . , .1 a...A..... • AN bbitt1 - ' / G2-78 9'-4" PLATE O o CEILING h(E SOFFIT CEILIN MS737 I MST37 r- 8'-1" PLATE • rB I DOWN TO 8'— 0 J: HEIGHT T3 out r MST37 MST37 -, I 0 I 1 CS16 aN l7- "A-`I PL- 1 SECOND FLOOR I { ,, I 1 SHEAR WALL NOTES ® SHEAR WALL TYPE — SEE Si FOR NAILING 4 f 110-2 HOEDOWN TYPE— SEE S1 FOR SCHEDULE -"'N44.7411r --wp - HPAHD22 M UJ 4x ` Q, r Alliteili 611' .D: 'lir / 4xb iii.o2 Cryir3IIIMID ir -d tr- Os o , An zeolim. 1 1 .... ,, ,t,zq ---- -- 1 LILT__ -%.:111k- 0',4,14 161:) . . ' iA 4 � r pat 2 i0 , 1 - c 1 &IQ DC. ,' 4Aetj Liall II§ ► ..! � L� _)J TYP.© a.NA. .���� LIQ ® A NV t.n yy _� a W� 111111111111 L I �, -- _°fig 3 y ,��.. ��. ,---� HPAHD22 ao& �FB �;�Km ASL' 2Xq 2 � ___ �T�_�� 2x8 ® 16 gririmill of I i 6qq b"g �� f $l . 'MT II xi a • �; II 3 ��M m .r 'I I ��� - co �� I I /6, lO 11 /FOP ei ' i , - eta" gk . 3 Q-• P-WALL ® U-WALL i 0 be° . 2 2x6 (a• -T-- k+�0I 1 ABOVE 11 ABOVE k+ ( 2��xa�2 iikEFBLII,4_4 HF 2 \ __FB ?SL 11114- Zx1 FB �i 9LFB _ 1 _ FB RST OS® \` '� �� (2)RPS T BEAM ';j $"r' �__---II�(2)RPS AT BEAM _-- c� bRS DACE A & TOP 'LATESI1 ! °f = II & TOP PLATES • ' i to Apt to. 2x4 H C2 = 41160 I r in " III�N� x O 44_10 HDR Allilk N �.IJ to; FSB '31,1z;q. HDR�J� 13 IS 1} I I�L� �2 HDR I[►�m1�IRY�7 2)RPS AT BE 1 HPAHD22 I/ N I M 4 Alt I,I / ) I ..T�__r 9_. -� � --•r--__ �� 1 do TOP PLATES I M Alt, cp,4 4.�7 11i ' k STHD14 �1 I STHD14 r THD14 �.. co (,� a I p STHD14 II I _ bra— " I co 4x8 HDR 4xtaR�_ *--r,' _�1�4x8 HDR. __ _ WIMMOIEMMOD v I gib I �Voin �— _ NIB F AI Dai 4x8 HDRy�� GABLE!TRUSS ler I FLAN ;, I SF 2x8 HIP Q `'� 1 . L_ 1 RAFTER e a T NOTE: 2x4 HF #2 AT 16" OC CEILING UNIT )A n� F fJOIST ENTIRE LENGTH 1A J 1, OF LOW ROOF. SEE OOR FRAMING NOTES DETAILS SECOND FLOOR STRUCTURAL FASCIA II IPZ-AN FLUSH BEAM HEADER GIRDER TRUSS SHEAR WALL NOTES ALIC't1 PLYWOO2 ALIGN GYP. 5HCAR WALL. FICF 5HCAR WAL GLU-LAMINATED BEAM SHEAR WALL TYPE- SEE S1 FOR NAILING --- DOUBLE DOUBLE GYPSUM WALLBOARD AT PARTYWALL ..3 (2) 2x4 S1UDS UNO ex-HD-2 HOLDOVN TYPE - SEE Si FOR SCHEDULE 1 NINIMYIrY DOWN / O'-8", r-4- lo'cr,f IL 11 I J -- I I I .------ ---I-' I i ISI it • y i —7- -LI I 1r -� �_ i ` 'II 0 i I 1 t 11 -`�) a0 ii 1l Inr ° -� 1 . i I �1 1 �� / r ,� -0 -0'-33'4" 1 � - Ptf1J2*--I---I-- r- - ' r-- i r-.. 1 r----1 r----1 FINISH TOP I _ 1 fE OF STEM I 15115 I I I ° ° r ---I WALL AT I , "I I ' I » 4'-71" 16" 11'-314" DOORWAY 13'-1044 10'-334 1-3 4.-31/2" i I, 14'-3Y w o I w o k I I `e �I -1 a o ._ tt, ..: 0 1 14ID 1 os, ,, cn s, I I ,. 41s) in :.: ° ° I r I I I _O' I 0 4' CONC. 1 ° 40 0 J I i SLAB 1 I I 1/ I ® 0'-0" I I MECHANICAL ' PAHD22 I I I ' i I ROOM, BLOCK ! 1 I 1 _. OUT SLAB AS I , 4 / I 11 REQUIRED FOR �� 4" CONC. SLAB ON GRADE °I° I I I. PENETRATIONS I °'-0 I a, WITH 6x6/2.1x2.1 WWM c I I I AVER VAPOR BARRIER I ' ' i I B •eI 1 1 -- — —J ' - -51§" 3/" CONC. -. 1 — -- Cg c�, SLAB .5:1, - -0"-514" r. ,... :;.::a .......s-::S.............. ... 4, 4 24"x24"x12" DEEP -0"-51" -0"-514" _ r- -�----I- ------ ,1. THICKENED SLAB L_ rISI .J ` --- r - 1-"J - 4 0'-0" - ) , J 1 in 1 ` 0'- WI HPAHD22— r 1Y :Z:::. - 1 10 1 - �' ____ STHD14 - - STHD14 ^ . J N 117 L --- r. - 24"x244c12" DEEP L�_J I ;� STH014 STHD14 I THICKENED SLAB�}., — `� 1,53,4" 1 3X SILL L -___—__J �• / j�� PLATE 3X SILL 1 �• j l-0"-514" PLATE I •\ J / 6'-014" '' 6'-014' 1' 10/"ir 8'-3" / 2'-11" 8'-3" / 4'-4" /x1014" 8'-3" 1.-4" I / 3'-6" '-0"/ 5'-8" 25'-714" / 10'-514" 5-3" L 5'-3" I / I } �1 I 89'-0"• �f UNIT °`'- NOTE: ALL FLOOR FRAMING TO BE 9/" f� LN UNLESS NOTED OTHERWISE. FOUNDATION F 3/p,_,,-0" FOUNDATION NOTES S ,y, © SHEAR WALL TYPE - SEE SHT. D1 FOR NAILING FLOOR SHEATHING SHALL BE 3/4" T&G STRUCTURAL #2 SEE SHEETS S2, S3 & S4 FOR TYPIC INTERIOR WITH EXTERIOR GLUE 5 PLY DOUGLAS FIR PLYWOOD. r-HD-2 HOLDOWN TYPE - SEE DI FOR SCHEDULE PANEL SPAN RATING (32/16) PER UBC 1997 TABLE 23-II-B-I. HANGERS NOTED ARE SIMPSON STRO i. � : ; ,4. io _ iar if l �� \ co, S J I _ v 1i z m f;. ) v If ��f �`.._.�`` m �II --- k\\ m 1 - — -. rr_ ._._ — ■ = EXTEND Tr y. \Q t�11-b _ �: '`iii. ;_;5,...1',.;-1•7 ` �� 2x4 AT 24 IC � �� n�y i `�� CEILING FRA ING f� L t MIMI G a_ ' ; ' c LI . 1111111111 _fi---,_ ........_ , , t ..: - )( „. , . ,,,,,,i,„,11 , 49 __ .., ,. i . ., . . , ��i & v(* I _ • _: - .: .. . . I� SGS , . . , . ®IIS • . „. .. co m l rx i , i 1-x13 HD 4x 4 Rbb4 $8b5 TES! 1137 ail .10,:-.), I II - BLE 'USS I SF I 1i e , UNh 13 6,0t i oc o oQ )F FRAMING PLAN 13UOLE:)0N© 4YPC ° L3 ,,_o„ 3/16``= Ic--0" SHEET REFERENCE Bldg iii Unit Fdn. 2nd Floor 2nd Floor Roof Framing Roof Building 1 " & C2.D1 8. D2 ... *'s Plans Plans Framn. Plans Shear Plans Plans Plans Elevations bb : raum u DA'. AT NA .1 CS16 \ I , L 1, 1yr,. a' yr ,�`r .� •,E GYPSUM . 9'-4" PLA' OARD AT CD . viy war, � HEIGHT ••RTYWALL o ifp, or. il„ 4 A 1 6) O P" 9'-4" PLATE A I�, EILING HEI T Or*1 r fil) rCS22 A I 1 i„A r_. �� o de . al • `11 -MST48 _ co • =)I t ej Pr dID 411. _IAPPI1 Ibld) 1,( . 12- . A.. .. 4'..... 41/0 _ O MST37 P1-68 MST38'-1• PLA o1 SOFFIT CEIWG •• HEIGHT DOWN TO �.5 CS22 • J 0 N — I CS224111D CS22 vet\\. 4J 111 CS22 P1-88 CS22 • (A.Nfr _B e2-NP . MOL�DOW® TYPE A E . o A N D FLOOR SHEAR' WALL j SHEET REFERENCE , Bldg. Unit Fdn. 2nd Floor 2nd Floor Roof Fromiig Roof Baking 1111 Type Bulking •'s Plans Plans Framing Plans Shear Plans Plans Plans Elevations A -U3A ' B B - U8 36, 38,40, 42 CI - UI F1 F3 F4 F5 RI El 44,46 &47 C2 -U3 � (^ TYPE AB s"--).,' D1- U6 D2 - U8 J �J 10 d ulomm 4x8 ,� 2 -_, - - 4„; HDR- •••-•-•-••••-• ‘22...... .4 \N„ ,,, g poz, IIMIIIIIII 1111rellri" -Ba4 vt.-.:_lir..462:tt-z--: F-1.--'-v- ..".:*7-;:-:""ts 1-:.441 )11000, 8 s4 111,-""41WEIH' AT FLOOR io's .. r I \ z N. _ _ FB.% A lakit:L._ __I ( -01V, � frAb4 Ott I r db , rf i \ _, tray- B1 _ 03I 4 ii ---ii�iii It- 1 27 'cc i _—J F� �ANN 11111111111 \ , '1110111 x8 0 16" OCmot, P{ (= ro HPAHD22 )31 75T S � °° I m in ro -C 11- 11 r, ;,..13176 TYPKici.- tit.M. D. 2)2x6 �� �� (2) 2x4 HF f2 AtActv2 ,y� I/ ,i! i/ 2x BLOCK 0 FB FB curb ' • FB F51--'5 dt ---� 3Y6x71i x 7' GUI4DR• lc F]RST JOIST I (2)RPS AT SEAM & SPACE A 6. tx XI m PV.-321y9?FB r'''''113 '_: 12x4 HF #21117 am - ® 7' HDR( 11� --- - 9 -- - ....,',,x x � x 1 H" OC #2 - co= jr.. 1�i (2)RPS AT BEAM & n P�6`i o5 �, t BL, �o j I m w �_ TOP PLATESC. Jo. hi- am '44. z w co - dr 4x10 HDR --- - T FB k r NV O ' I ��rill 6 b6 (A1( f31._2'. f Ik. la _ 4x8 HDR* 7I 4 4x8 I ___I * 1 -- -- .AS$. R* - Zb f} .LW --- �; -HDR+ ;bl _ I m I c&bl- �- BbII • V HPAHD22 2x8 HI'" 1 GABLE ITRUSS \\ _ (TYP.) figIF$__-- XV I - I Y NOTE: 2x4 HF f2 ® 4x8 HDR* - TOP OF BEAM SF 1 J AT 16" OC CEILING ©IV IS AT TOP OF PLATE (9'-0") JOISTDETAILS ENTIRE LENGTH m II(A) V t �� F�r OF LOW ROOF. SEE }ND FLOOR FRAMING PLAN UM- DON@ 'PE Qo a oQ -o' -fi t`—lr r i, 1 i j SHEET REFERENCE Bldg. Unit Fdn 2nd Floor 2nd Floor Roof Frcmhg Roof Baking I 111 ALIGN GYP. L RRp Type Bt fng is Plans Plons Franhg Pions Shear DimFlans � s an Piens Elevations C2.' 8t RE SFIE�R WP LL FieRe � ____ - _ I` 4, A - U3 � s - u8 A B 36, 38,40, 42 Ct - Ut AB 44, 46 & 47 C2-U3 Fl F3 F4 F5 R1 El D1- U6 Bum TYPE AB D2 -U8 J ' ,k4-r'-i 9_2) '-0" `_ _ j !I L...3 \P1-6B 1/ / HD2A�_.1— J ! I----J�II lis -\ \♦ SLAB . e .c / , L 4. Dari \ Ni,-71i4r2 / 47-"T T 3i s_„ , --_ r 0 l : f FINISH TOP 1 : r 1 I OF STEM -1---I ' I WALL AT ::,:. I 4" I j, 14'-314" / 1'y3" 10'-73/4" 10'-0" DOORWAY 10'-134" 11_0 4'-714" / No C H I W o W o y I� o a0 4sI § � � � � g L / i N I —0 w fi) „ a`, o I' I (111/ 1v/ 1 I - I /11 I I 11 I H•AHD22 I I �^ I/ I L - ® ' "T":"'. _ , I 'j T / / o'-0 I 0' 0 t tt I I I I I 1 M I y MECHANICALO. 1 I 4' CONC. ROOM BLOCK C I OUT SLAB AS T I REQUIRED FOR 'j /I j (it 4" .GONG. SLAB ON GRADE © � 1 1 I I L I� �- WITH 6x6/2.1x2.1 WWM I 1 0_0 I PENETRATIONS bo I/i I I OVER VAPOR BARRIER I C I *co 215 I Ci .c. I10 I 1 1 1 / ' I .. .:...::.:.:....:.: 1 / / J I ( ®I r 314" GONG J -O"-514 �I�11,IAl; „, ,::, -cr-me. cari 1 i:i.: SLAB is I / o,..* 1 I N S -0 -514 Jd. I-° -5) "LS ' - �- ---- . ----1C-1 0'- 14” HPAHD22 I i I I- o -.-141 .... r- X24"x24"x12" DEBri 40 L ^ 9 L Jl / co THICKENED SLABI 4"x24 4c12 DEEP • HICKEI"QED SLAB��r. �I ® e HPAHD22il -�- / ----II---- / .f/5V4" /1i " I i to 1 6'-014" // i L �� / 1' 5" , 8'-3" /2'-2"/ 8'-3" 1'-o" f1014" 8'-3" 1•x2" L 5'-3" 21'-1" / 10'-314" 5'-414" /2'-0" 3'-6" / D" 9 / Fpit • a ; o D o o 1 A TI O N PLAN DUOL�D�® U Y L AD { Il/t . //,6‘I7.--. .--0 rt - / CRAWLSPACE • 2, S3 & S4 FOR TYPICAL WOOD FRAMING DETAILS. CALCULATIONS =D ARE SIMPSON STRONG-TIE. ACTUAL AREA: 1977 SQ.FT. N WALLS: FOR TYPE "P" SHEAR WALLS (PLYWWOD), REQUIRED VENTING XTRA ANCHOR BOLT EACH SIDE OF VENT. • AREA AT 1/150: 1898 SQ.IN. ACTUAL PROVIDED 1952 SQ.IN. I ` ® TYP. II GABLE TRUSS I GABLE TRUSS r_ _. -�.._... { .r. r r--- A , I I' I: -�4x8 HDR I I _I- - Rbc1 I( )1, I • . 0 ,/: / , . / I i col i , ,• Ai\ /1 t m v / � /7 e . r + / ` )) - - - - -. _ .. _ _, RgcgDR7f ��/ . _ .- ', -.-- lir_ . _....... ._ . : : ,, /� ,,......-- ,..e 1 ' m _ I. 1, „, ,, , :-::-. __ - , , , ,,,, ,, ` j 6 m 1 GT /moi--- t�\\\ �P e I . ,........,..] i \\\ I 1 =INFMEI 1/X:aliiit' I I \ / x 1 ii o 1 \ 41 r , li\\ I ^ n I L ,rr_,¢ v1 1 SF 1 IBX c m` \_^\ , 1 i / C t �� \ - TrP. ! \ 1 / I yi i x �� 1 EXTEND Lr >-- r-! .- !!� TOP CORD ' i' 1 cn \\ Im lit 0 0 Q i ,/{ {1 <. [ I i '� yio, • / m VY I / N di 3s I TYP. I XI 110,11 s11 I i / TOP— - ; 1 /♦ 1 I /A\ r _ :�' ley 1 ' I CORD ��� 4. J ' /�-- f 4. o�2x4 AT 24" OC 1 {f , ® _.... - - , Ma- C - 5dalr __ pL is -,04.,,,-.2 5 srr. . 0 TYP. l is K9-3-3- - f1 i'. CS16 CS16 (411D CS16I CS16 `41/0 CS16 .r 41W � 411:6) . 6 CS16 I ;b; �ii1 4111D CS16 f P1408' r. (- lk ,,W ct2 c w K N�k Ji�2A NISM310'-7" PLATE — 4 lir; HEIGHT m me-4 t� i i 410 j) 10'-0" PLATE . 1 i CEIUNG HEI f' CS16 / ' CSis ��/ — 10'-7" PLATE AND I` , al N CEIUNG HEIGHT ®TYP. '�AT FLOOR • CS16 , i!!4$ ii� /� i1" G--4,/ �4.' 'r J 10'-7" PLATE vv Iti -- O�1'. �����.1 h EIGHT CS16 VT _ I 1 SOFFIT CEILING Os 0 — DOWN TO 8'-1" in U\ p I- IIII- DOUBLE I 'SUM / •NONIMII.M1 WALLBOA•. AT O PARTYWA lipr I O9'-4" PLATE I �.�. 0HEIGHT ' 4 /I\ � OPPA0141:7. a i (AN IT C S ,- i1 ,;) apd its-/i^De 0 :5T 0 TYP. (o ' be l l elle.' 13c' ® HPAHD22 HUSC410 4x8 IA"(PT).- �� k j .'� An AM ; ( 4X4 POST - - ' %�1�.' 2MI� I ®r • ;moi - HUSC410 t r 41. '� STHD14 H r. Ma- ,r • 411D �1\ STHD14 STHD14 ft..-- ' D5 ' O ��4x8 HDR __�+I1 -,I 25 c H2J, 2. 8 whit c2a Bcl we Ict b • l ii c�Q wau dl` 0 , cs, ,PTaoc — N $gyp',,mi —� . , '� —'� V M 2x8 LEDGER (SLOPED) 4,,. "t. ,,, ,,,,, ,hMCI I c,911 9 u 8/o3C) 12d NAILS O ®' tx Tee HPAHD22 I t - ►.gAoki - 411011• G1-4B b 311x9 GLB HDR SIM• II1) 3 I_ _____,4ea_ sl H . AU 4 HPAHD22 tcZ tx� DR � 1,11'-- m �' • AT FLOOR TI ii XIS L TJI 3't I v j �I I IIIII m w r -J mf 4488 HDR 1I HPAHD2 �'�'- r �q''�'I I 1 It i _ i 1 :0 Auk HPAFb22 o,� ��� Q III ' L _ L • 11 1( ' • NI _ , IK -A �� I - I n� Alw Q�I J c t I L ---- I I_l� -, O • I I e lr_1'' i r O ' 111111111111111111111 6, r L J i 11 AA HPAHD22 IEET &6 4x8 HDR `--_ ® WAc r �-'e Tds� f 4x8 HDR m o>rN a 171 p Ill IP IP IP.-4 1 , r " P5L FA-x gTyNn r�r 1 / '� Ilt �' o, o . " . I. Nick `� ( _ 1 1 �--/ AT FLOOR .. ba 2 I A •J. oc. -m m _r_ • 87'-4!! LAVI'l f C / 6.-3W. / .3,0‘. / 9'-114" / 22'-814" •DGi. F4-6, PCar, 4"/i8j, 3 �� 3/1 ,= IL of I i ( HPAHD22 �?s � t / f i. 7-411V `!iJ/ J TYP. �4, ------------- r ` --� I I STHD�4-\-----\s. 7 24"x24"x12" DEEP/ I J1 0 1 STHD14 STHD14 D2 THICKENED SLAB I-r I L L P1 1 I 1 1 , P1-48 • ' I PATIO Il- 12'-8W I 11'-61i" . 11'-53'4" -0'-4" '1 f--c1- 3 3W CONCRETE SLAB f f a' I .1 i HPAHD22 L J I .e-O#XZj-flf `t/ i I � I 0'-- G -4E r r -J rPv. 6177; 4' CONC.f jJI J I SLAB• t • o cv / iHPAHD2I /1114- � rJ r.. I I l '® orn 1 , 1 I IM Ir • t I • HPAHD22�� TI _ L T ...] . �1-6B1'- L I L �'_ Ll IN / —� /---t$----I / ///�AHD22 5'-0" i 13'-113'i" 3'-1 2'-10' S'-7Yz" rn // • SLOPE I �2 c� • // DOWN D2 I 1 // / 2'- T-4° 0-0" J/ L_2�14" °p I r I , i LI ' --•I, 1l rE: co _- , / A• 45. // 1 Q ( %-- 1i � �11 liar -0" � I � i'lit 1' iii " � ' ,, // " ( / •-0•• -0'-33'4" ,j'' _111 .1.1' J / / f / 0'-0 HPAHD22 ( J / / / / _ / --I-- © r r--- r FINISH TOP 1 ' r 1 --- '' r --J 1 WALL AIT 1. I 0'-0.. i Tn / 4'-71/2" / 116" 11'-3 V2" I .• DOORWAY L 13'-103'4" Z10'-334" 1' ! 4'-3Yz" I z I l':' 03 ` 3 L w 3 1 a o i a o / "1% i I 1 ao a I G2-7: ' p o I I i I �= N 1 I ''0 1 ® IA N�r 'ID" P vec FN6 ,v err, doh 13Fr -i 1.1 SF GABLE TRUSS ---f -- — — _ --- --- --- --- -- ✓ i IlMilin L1111 IA111111 TRUSS 11 GT T I x y v I \ 'VIZ I 4x8 HDR ,I _ _ _ ,� MA( — — ws I ti I �.-„:„,,,,i,„!:_-„,i, � ���` ! c9 I��I �� �o I SF ; HIP MASTER ,� I 864 I i „., :, „, . 14c 4DR_ _ x8 HD' 3 _ o I k _ � J�' ;I.( ooI-.4, ,, _ , �' � a I LL- �� ® ., n. G _ vQ�' Y , _ , q n, ... 11 _ ,. , . _, L' ' ': AB' �r" , ,,,,,,.. IMF II �®till __ � ,.. � , iiik\\\ 'N6L.,.. hHllIll. � i� a i ��� � .� I ' � _ I I - - -- „ -,-.-- -111111 1 6. ... ,. r....___...., ..,,,,_, .. ..:, , _ atop \ . Try 11:17 1s6 i /\ ^ n i\\ II MONO GT ROOF I , .. i i __� II LI �� O� \ -- BELOI �• ��. 1111&_,� 0 I i SF ��dJl ;t3 co __- __- % �� _ -a _ $� _�� ins _._ , / - _�y •�\ . gellirc________) v • - V3 i �► 'Cn N rillir _.. � , LEXIENDI I ,,,41::::::: !4i.,1:',,, ,-.,- ...,, ._ :,,L,,-:,:,1- ,,,,...,, ,,,7 �,% TOP illiPr Mill:,,,,,,i r,,,.t,.: 3 ,,t .. ,... ��� �� 11j!!!1 NG �����I/�.wwWk'�11� .�e ���I ,Iria�>7 {Fy(n'j .m 17 181 TYP. CS16 CS16 eit CS16 --1CS16 CS16411:1) cm CS16 i . is r: �i Pt-6B CS16 CS16 VqA c�t3n wMLt�t13b . 8'-1" PLATE / . 1411 Ark wAUd1ZS HEIGHT , el CD 44 410 lr i 10'-7" PLATE 1------j 2 fit HEIGHT . I 3 Fr mop 10'-0" PLATE • 1 ® CS16 /CEILING HEI e///:>/ / "0•110 NI; 71 CS16 CS18 lay AT R.00R • . IIV4pp�t td-7" PLATE A % gglp,1111m CERIN fie •T //: , 44' I CS16 .4 T1_ 11 0 1 cs,s • SOFFIT CEILING --- Asei r•e-,, AP4211 41 4* DOWN TO 8'-1' , ,a `A` li CS16 O! 0 u O O SOMI CEILING ' CS16 CS16 011)I DOWN TO 8'-1" 0 0 DOUBLE 1. 'SUM WALLBOA'' AT - PARTrNA •�L 4. II CS16 in ` re- 9'-4" PLA; ra. EGYPS40 # 4„„, HEIGHT "OARD AT ii.......,, ALL ( o ' " s. '249s2 Vi4- .ic‘ TYP. ® 2x8 LEDGER (SLOPED) A% HUSC410 TYP. STHDI4 STHDI4 T T� STHDI4 8!O C 12c1 NAILS fo. O �'9 FB I' - 48 HDRl- i` 5THD14 STHDid c I H2 ® STHDI4 STHDI4 �_ - 3AI(75 . lig �A 44 ••5 my TYP. Aga ICY�� SIM. Jb e E ® - 4x8 HDR-_-} IIIMP l el wA0.dl's0 1 Alb 1 -t fid} m (11() ® 2x8 O 2' OC (PT) e t IP _� P T1 - I I I .3I l� ` +1 ' j --- - /'1 q,6 - 4x8 HDR $ 4x8 DR- ,111 I 67.1 eif TYP. ' �/; ® � ,..i., HPAHD22 ihk ,.. 0 rr 4517M m •m 2 F I AT L0OR _ J9 O _........ t„ ..., 4x8 HDR 4x8 HDR '' - P�5 g 1-...� w Q , °r --JI I • `' �'� HPAHD22 U I i® _ • . r„, \ ill 111111M ©® os ,\ E.,. P� O I I m 8iIo 142. - �i`HPAHD22 I HPAHD22 \__ ______ 70 , t . r� � -g.Iw 0'-, 8 O 24' • L J 0 0 C ,T 0 1 • . P 0 .. 1 L J- `.,� vim. O %� Iiik Da 411 I 10 piii,.A 33 1•414du 4z8 edt} �� HDR tr-t \NI, HaAHD22 1MAIllairidydri411:341DR •ft kt41kr, -- FB k L _ AT FLOOR O '•I( �, .....) ( .,,� litiak mom, il'ALIUM al Omit- b s-0- , F-(r, q 87-41/2" , „'-2" 12'- / 9'-6" / „'-6" , 1', 2" OYz / ( 2" I 1 I ® STHD14 • • A 0" sT / STHD14 1 • ED • TYP. I , o r ' Pt-4B STHD14 STHD74 1 ' L '-1 -STHD14 STHD14\ I � r --�'r -y C / r- 24"x24"x12" DEEP F--1.------,, I THICKENED SLAB I F. , r - • 41 ijr II I 0 •i ® — N P0—OJ II 1• > � I 3W CONCRETE,SLAB 4" I 1 co 0 /i 11'-53 11 -6Y" I '1 91-9Y / I11'-54 " 'f j 4 1 ; i L �� I r , PM-. 0/ , I f�I, �_ HPAHG. 0� Gi-4B� I IG1-48 0'-0' L I I I g 4' CONC. ' I 4' CONC. I I I `_ P1-4B SLAB I 'I GO SLAB t --------- I � i I 0 I • I 1 r- is41) ----- J N 3 `-t�X3ti'X Kt HPAH. --] H r---71 'T (5)•Ibc EkA). 6-6-r• o'-o"1\ • )7d C I i ID - I 1 r+ / I — t== i T —--- j— —_ j 4 I ' { �, r J 112R x4 ! r 1 r HPAHD22 41110 \ HPAHD22 ® 8'-3Yz"irk Pi-4BI; 9'-3Yz" m PST 1 T-SYa" I ,.1 0'-0" 7_6" \\\ 45' I{' 4x4 i I �I r ' li{I POST \ " �• r-1,---,-----, ' I 6_,,,_,1/2„, /I 2'-10" 2'-8" / i, i {{ I ' ,------'r� I r I ,' -0"I N 1 �- '�_t \\45' 1\ 1'� I �i � ® • Iii{ ``; gipI• -JY_� -Ju LI `'II) ; ' r Itl fff��� N 0'-0 \ r---� , r N-- r - l { F FINISH TOP�/ 1 , 1 5 7 , I I• • I I �0-0 I a' OF STEM ' 1 I I WALL AT D3 1'-0Y"I 1'-3'1 I 1'-3" 10'-73'i" 10'-0" DOORWAY 10'-13'4" 4-7Yz" -33�i" 4'-3Yz" 14'-3Yz" / / - / / ® W T' C ` I 11/ I I wp Q' oo I . CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carnage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 -(c)1983-2001 ENERCALC Engineering Software q:1041961engr104196.ecw:carriage:roof frmg Description Unit A Roof Girder Reactions Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements GT a1 GT a2 Timber Section 4x10 RosboroGLB Beam Width in 3.500 3.500 Beam Depth in 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 Timber Grade )ouglas Fir-Larch,Coro,BigBeam GLB Fb-Basic Allow psi 875.0 3,000.0 Fv-Basic Allow psi 95.0 290.0 Elastic Modulus ksi 1,600.0 2,100.0 Load Duration Factor 1.150 1.150 Member Type Sawn Manuf/Pine Repetitive Status No No enter Span Data Span ft 10.00 21.00✓ Dead Load #/ft 108.00 90.00" Live Load #/ft 150.00 125.00W Results Ratio= 0.6421 0.5011 Mmax @ Center in-k 38.70 142.22 @X= ft 5.00 10.50 fb:Actual psi 775.4 1,729.0 Fb:Allowable psi 1,207.5 3,450.0 Bending OK Bending OK ( fv:Actual psi 50.7 74.3 Fv:Allowable psi 109.3 333.5 Shear OK Shear OK Reactions @ Left End DL lbs 540.00 945.00 LL lbs 750.00 1,312.50 Max.DL+LL lbs 1,290.00 2,257.50 @ Right End DL lbs 540.00 945.00 LL lbs 750.00 1,312.50 Max.DL+LL lbs 1,290.00 2,257.50 _Deflections Ratio OK Deflection OK Center DL Defl in -0.066 -0.384 UDefl Ratio 1,824.0 656.3 Center LL Defl in -0.091 -0.533 UDefl Ratio 1,313.3 472.6 Center Total Defl in -0.157 -0.917 Location ft 5.000 10.500 UDefl Ratio 763.5 274.7 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu . CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Seattle,WA 98109 Townhouse Units E,El 206-285-4512(V)206-285-0618 (F) Scope: Structural Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\041961engr104196.ecw:carriage:roof fnng Description Unit A Roof Framing 1 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements RB ala RB alb RB a2 RB a3 RB a4&a5 RB a6 Timber Section 4x8 4x8 4x10 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ougias Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No LCenter Span Data Span ft 3.00 6.50 8.75 4.00 4.5001 3.00 Dead Load #/ft 170.00 170.00 216.00 95.00 95.00 115.00 Live Load #/ft 240.00 240.00 300.25 135.00 135.00 155.00 Point#1 DL lbs 945.00. LL @ lbs 1 X ft ,315.00' 2.2501x' _Results Ratio= 0.1997 0.6478 0.9837 0.1752 0.9349 0.1315 Mmax @ Center in-k 5.53 25.98 59.29 5.52 37.50 3.64 @ X= ft 1.50 3.25 4.37 2.00 2.25 1.50 fb:Actual psi 180.5 847.4 1,187.9 180.0 1,222.9 118.9 Fb:Allowable psi 1,308.1 1,308.1 1,207.5 1,308.1 1,308.1 1,308.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 21.8 64.3 86.2 19.1 89.3 14.4 Fv:Allowable psi 109.3 109.3 109.3 109.3 109.3 109.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 255.00 552.50 945.00 190.00 686.25 172.50 LL lbs 360.00 780.00 1,313.59 270.00 961.25 232.50 Max.DL+LL lbs 615.00 1,332.50 2,258.59 460.00 1,647.50 405.00 @ Right End DL lbs 255.00 552.50 945.00 190.00 686.25 172.50 LL lbs 360.00 780.00 1,313.59 270.00 961.25 232.50 Max.DL+LL lbs 615.00 1,332.50 2,258.59 460.00 1,647.50 405.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.038 -0.077 -0.003 -0.022 -0.001 UDefl Ratio 20,664.2 2,031.6 1,361.3 15,600.1 2,415.0 30,547.0 Center LL Defl in -0.002 -0.054 -0.107 -0.004 -0.031 -0.002 UDefl Ratio 14,637.1 1,439.1 979.3 10,977.8 1,727.4 22,663.9 Center Total Defl in -0.004 -0.093 -0.184 -0.007 -0.054 -0.003 Location ft 1.500 3.250 4.375 2.000 2.250 1.500 UDefl Ratio 8,568.1 842.4 569.6 6,443.5 1,007.1 13,010.8 _Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu 4 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) - Seattle,WA 98109 Townhouse Units E,El Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:1041961engr104196.ecw:carriage:roof frmq Description Unit B Roof Girder Reactions Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements GT b1 GT b2 GT b3 Timber Section 4x10 RosboroGLB 6x12 Beam Width in 3.500 3.500 5.500 Beam Depth in 9.250 11.875 11.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir-Larch,)oro,BigBeam GLB Douglas Fir-Larch, Fb-Basic Allow psi 875.0 3,000.0 875.0 Fv-Basic Allow psi 95.0 290.0 95.0 Elastic Modulus ksi 1,600.0 2,100.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Sawn Repetitive Status No No No [Center Span Data Span ft 10.00 20.00 18.00 Dead Load #/ft 162.00 36.00 90.00 Live Load #/ft 225.00 60.00 125.00 Point#1 DL lbs 810.00 LL lbs 1,125.00 @ X ft 3.000 Results Ratio= 0.9632 0.3442 0.8566 Mmax @ Center in-k 58.05 97.70 104.49 @ X= ft 5.00 6.96 9.00 fb:Actual psi 1,163.1 1,187.7 861.9 Fb:Allowable psi 1,207.5 3,450.0 1,006.3 Bending OK Bending OK Bending OK fv:Actual psi 76.0 90.7 41.1 Fv:Allowable psi 109.3 333.5 109.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 810.00 1,048.50 810.00 LL lbs 1,125.00 1,556.25 1,125.00 Max. DL+LL lbs 1,935.00 2,604.75 1,935.00 @ Right End DL lbs 810.00 481.50 810.00 LL lbs 1,125.00 768.75 1,125.00 Max.DL+LL lbs 1,935.00 1,250.25 1,935.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.099 -0.227 -0.191 L/Defl Ratio 1,216.0 1,059.3 1,133.3 Center LL Defl in -0.137 -0.350 -0.265 LJDefl Ratio 875.5 686.4 816.0 Center Total Defl in -0.236 -0.576 -0.455 Location ft 5.000 9.440 9.000 UDefl Ratio 509.0 416.5 474.4 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When T"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu lb-` CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:carriage:roof frmg Description Unit B Roof Framing Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements RB b1 RB b2 RB b3 RB b4 RB b5 RB b6 Timber Section 4x8 4x8 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No enter Span Data Span ft 3.00 6.50 4.00 4.50 4.50 3.00 Dead Load #/ft 170.00 170.00 125.00 72.00 100.00 115.00 Live Load #/ft 240.00 240.00 175.00 100.00 135.00 155.00 Point#1 DL lbs 810.00 LL lbs 1,125.00 @ X ft 2.250 [esults Ratio= 0.1997 0.6478 0.2286 0.7815 0.2106 0.1315 Mmax @ Center in-k 5.53 25.98 7.20 31.35 7.14 3.64 @ X= ft 1.50 3.25 2.00 2.25 2.25 1.50 fb:Actual psi 180.5 847.4 234.8 1,022.4 232.8 118.9 Fb:Allowable psi 1,308.1 1,308.1 1,308.1 1,308.1 1,308.1 1,308.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 21.8 64.3 25.0 74.0 23.0 14.4 Fv:Allowable psi 109.3 109.3 109.3 109.3 109.3 109.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 255.00 552.50 250.00 567.00 225.00 172.50 LL lbs 360.00 780.00 350.00 787.50 303.75 232.50 Max.DL+LL lbs 615.00 1,332.50 600.00 1,354.50 528.75 405.00 @ Right End DL lbs 255.00 552.50 250.00 567.00 225.00 172.50 LL lbs 360.00 780.00 350.00 787.50 303.75 232.50 Max.DL+LL lbs 615.00 1,332.50 600.00 1,354.50 528.75 405.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.038 -0.004 -0.019 -0.005 -0.001 UDefl Ratio 20,664.2 2,031.6 11,856.1 2,891.3 10,408.6 30,547.0 Center LL Defl in -0.002 -0.054 -0.006 -0.026 -0.007 -0.002 UDefl Ratio 14,637.1 1,439.1 8,468.6 2,081.7 7,710.1 22,663.9 Center Total Defl in -0.004 -0.093 -0.010 -0.045 -0.012 -0.003 Location ft 1.500 3.250 2.000 2.250 2.250 1.500 UDefl Ratio 8,568.1 842.4 4,940.0 1,210.3 4,429.2 13,010.8 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu IV - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 , Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software .:\041961en•r\04196 ecw cams•a roof frm Description Unit C2 Roof Girder Reactions Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements GT c1 GT c2 GT c3 Timber Section 4x10 4x10 6x12 Beam Width in 3.500 3.500 5.500 Beam Depth in 9.250 9.250 11.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No [Center Span Data Span ft 11.00 9.50 16.00 Dead Load #/ft 110.00 125.00 36.00 Live Load #/ft 150.00 175.00 50.00 Point#1 DL lbs 595.00 LL lbs 830.00 @ X ft 13.000 [Results Ratio= 0.7830 0.6739 0.5218 Mmax @ Center in-k 47.19 40.61 63.65 @X= ft 5.50 4.75 11.14 fb:Actual psi 945.5 813.7 525.1 Fb:Allowable psi 1,207.5 1,207.5 1,006.3 Bending OK Bending OK Bending OK fv:Actual psi 57.2 55.5 41.9 Fv:Allowable psi 109.3 109.3 109.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 605.00 593.75 399.56 LL lbs 825.00 831.25 555.62 Max.DL+LL lbs 1,430.00 1,425.00 955.19 @ Right End DL lbs 605.00 593.75 771.44 LL lbs 825.00 831.25 1,074.37 Max.DL+LL lbs 1,430.00 1,425.00 1,845.81 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.098 -0.062 -0.090 UDefl Ratio 1,345.5 1,838.1 2,129.5 Center LL Defl in -0.134 -0.087 -0.125 UDefl Ratio 986.7 1,312.9 1,530.1 Center Total Defl in -0.232 -0.149 -0.216 Location ft 5.500 4.750 8.512 UDefl Ratio 569.2 765.9 890.4 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu 0` - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 ' Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sap-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineenng Software q:\041961engr104196.ecw:carriage:roof frmq Description Unit C2 Roof Framing [iimber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements RB c1 RB c2 RB c3 RB c4&c5 RB c6 RB c7 RB c8 Timber Section 4x8 4x8 4x8 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No l_center Span Data Span ft 5.50 6.50 4.50 4.00 8.00 6.50 3.00 Dead Load #/1t 250.00 155.00 125.00 165.00 145.00 125.00 55.00 Live Load #/ft 350.00 215.00 175.00 225.00 200.00 175.00 75.00 Results Ratio= 0.6999 0.5846 0.2688 0.2971 0.8257 0.4740 0.0728 Mmax @ Center in-k 27.22 23.45 9.11 9.36 33.12 19.01 1.75 @ X= ft 2.75 3.25 2.25 2.00 4.00 3.25 1.50 fb:Actual psi 887.9 764.8 297.2 305.3 1,080.2 620.1 57.2 Fb:Allowable psi 1,308.1 1,308.1 1,308.1 1,308.1 1,308.1 1,308.1 1,137.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 76.5 58.0 29.4 32.5 69.8 47.0 6.9 Fv:Allowable psi 109.3 109.3 109.3 109.3 109.3 109.3 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 687.50 503.75 281.25 330.00 580.00 406.25 82.50 LL lbs 962.50 698.75 393.75 450.00 800.00 568.75 112.50 Max.DL+LL lbs 1,650.00 1,202.50 675.00 780.00 1,380.00 975.00 195.00 @ Right End DL lbs 687.50 503.75 281.25 330.00 580.00 406.25 82.50 LL lbs 962.50 698.75 393.75 450.00 800.00 568.75 112.50 Max.DL+LL lbs 1,650.00 1,202.50 675.00 780.00 1,380.00 975.00 195.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.029 -0.035 -0.006 -0.005 -0.075 -0.028 -0.001 UDefl Ratio 2,280.4 2,228.2 8,326.9 8,981.9 1,277.6 2,763.0 63,871.1 Center LL Defl in -0.041 -0.049 -0.009 -0.007 -0.104 -0.040 -0.001 UDefl Ratio 1,628.8 1,606.4 5,947.8 6,586.7 926.3 1,973.6 46,838.8 Center Total Defl in -0.069 -0.084 -0.016 -0.013 -0.179 -0.068 -0.001 Location ft 2.750 3.250 2.250 2.000 4.000 3.250 1.500 UDefl Ratio 950.1 933.4 3,469.5 3,800.0 537.0 1,151.2 27,022.4 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu *11 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 , Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software 1041961enpr104196.ecw:carriage:roof frmg Description Unit D2 Roof Girder Reactions Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements GT dl GT d2 GT d3 GT d4 GT d5 GT d6 Timber Section 4x12 4x12 6x12 6x12 RosboroGLB RosboroGLB Beam Width in 3.500 3.500 5.500 5.500 3.500 3.500 Beam Depth in 11.250 11.250 11.500 11.500 18.000 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larchsboro,BigBeam Gedtboro,BigBeam GLB Fb-Basic Allow psi 875.0 875.0 875.0 875.0 3,000.0 3,000.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 290.0 290.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 2,100.0 2,100.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No Center Span Data Span ft 13.00 13.00 11.00 16.50 26.50 12.00 Dead Load #/ft 72.00 108.00 75.00 36.00 110.00 250.00 Live Load #/ft 100.00 150.00 100.00 50.00 150.00 350.00 Dead Load #/ft 55.00 Live Load #/ft 75.00 Start ft End ft 7.000 Point#1 DL lbs 702.00 557.00 1,975.00 LL lbs 975.00 767.00 1,685.00 @ X ft 10.500 7.000 11.000 --- Point#2 DL lbs 468.00 412.50 LL lbs 650.00 550.00 @ X ft 16.000 20.500 _Results Ratio= 0.5336 0.8003 0.2604 0.9311 0.5900 0.6903 Mmax @ Center in-k 43.60 65.40 31.76 113.58 384.71 152.49 ©X= ft 6.50 6.50 5.50 10.49 12.30 6.53 fb:Actual psi 590.6 885.9 262.0 936.9 2,035.5 1,853.8 Fb:Allowable psi 1,106.9 1,106.9 1,006.3 1,006.3 3,450.0 3,450.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.5 54.7 19.0 39.4 115.4 230.2 Fv:Allowable psi 109.3 109.3 109.3 109.3 333.5 333.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ End DL lbs 468.00 702.00 412.50 566.45 2,294.91 1,664.58 LL lbs 650.00 975.00 550.00 786.74 3,132.08 2,240.42 Max.DL+LL lbs 1,118.00 1,677.00 962.50 1,353.20 5,427.00 3,905.00 @ Right End DL lbs 468.00 702.00 412.50 1,197.55 1,974.58 3,310.42 LL lbs 650.00 975.00 550.00 1,663.26 2,684.91 3,644.58 Max.DL+LL lbs 1,118.00 1,677.00 962.50 2,860.80 4,659.50 6,955.00 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.070 -0.104 -0.022 -0.152 -0.493 -0.144 UDefl Ratio 2,240.3 1,493.6 5,958.9 1,302.9 644.9 1,003.3 Center LL Defl in -0.097 -0.145 -0.030 -0.211 -0.672 -0.185 UDefl Ratio 1,613.0 1,075.4 4,469.2 938.1 473.3 780.1 Center Total Defl in -0.166 -0.250 -0.052 -0.363 -1.165 -0.328 Location ft 6.500 6.500 5.500 8.712 13.038 6.144 UDefl Ratio 937.8 625.2 2,553.8 545.4 273.0 438.9 . CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Page 2 (c)1983-2001 ENERCALC Engineering Software Timber Beam & Joist •:\04196\en•r\04196.ecwcama•a roof frm • Description Unit D2 Roof Girder Reactions Notes , rr . Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06"Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) ., 180 Nickerson St.#302 Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Page 1 c 1983-2001 ENERCALC Engineering Software Timber Beam & Joist O 9 9 .104196\en•x104196 ecw carna•a roof frm Description Unit D2 Roof Framing Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements y RB dl RB d2 RB d3 RB d4 RB d5 RB d6 Timber Section 4x8 4x8 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 6.50 5.50 4.50 3.00 3.50 4.00 Dead Load #/ft 250.00 100.00 155.00 75.00 165.00 165.00 Live Load #/ft 350.00 135.00 215.00 100.00 225.00 225.00 _Results Ratio= 0.9480 0.2741 0.3315 0.0852 0.2423 0.2971 Mmax @ Center in-k 38.02 10.66 11.24 2.36 7.17 9.36 @ X= ft 3.25 2.75 2.25 1.50 1.75 2.00 fb:Actual psi 1,240.2 347.8 366.5 77.1 233.7 305.3 Fb:Allowable psi 1,308.1 1,308.1 1,308.1 1,308.1 1,308.1 1,308.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 94.1 30.0 36.2 9.3 26.5 32.5 Fv:Allowable psi 109.3 109.3 109.3 109.3 109.3 109.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 812.50 275.00 348.75 112.50 288.75 330.00 LL lbs 1,137.50 371.25 483.75 150.00 393.75 450.00 Max.DL+LL lbs 1,950.00 646.25 832.50 262.50 682.50 780.00 @ Right End DL lbs 812.50 275.00 348.75 112.50 288.75 330.00 LL lbs 1,137.50 371.25 483.75 150.00 393.75 450.00 Max.DL+LL lbs 1,950.00 646.25 832.50 262.50 682.50 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.056 -0.012 -0.008 -0.001 -0.003 -0.005 UDefl Ratio 1,381.5 5,700.9 6,715.2 46,838.8 13,407.3 8,981.9 Center LL Defl in -0.079 -0.016 -0.011 -0.001 -0.004 -0.007 UDefl Ratio 986.8 4,222.9 4,841.2 35,129.1 9,832.1 6,586.7 Center Total Defl in -0.136 -0.027 -0.019 -0.002 -0.007 -0.013 Location ft 3.250 2.750 2.250 1.500 1.750 2.000 UDefl Ratio 575.6 2,425.9 2,813.1 20,073.8 5,672.3 3,800.0 Lotes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu ✓1J CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 & User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:1041961engr104196.ecw:CARRIAGE:2ND FLR Description Unit A 2nd FIr. Frmg. (1 of 5) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Bal Ba2 Ba3 Ba4 Bas Ba6 Ba7 Timber Section Prllm:1.7 Prllm:1.7 4x8 PrIlm:2.6 Prilm:3.5 4x10 4x8 Beam Width in 1.750 1.750 3.500 2.688 3.500 3.500 3.500 Beam Depth in 9.500 9.500 7.250 9.500 9.500 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade truss Joist-MacMil truss Joist-MacMil Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Douglas Fir-Larch, Douglas Fir-Larch, Fb-Basic Allow psi 2,900.0 2,900.0 875.0 2,900.0 2,900.0 875.0 875.0 Fv-Basic Allow psi 290.0 290.0 95.0 290.0 290.0 95.0 95.0 Elastic Modulus ksi 2,000.0 2,000.0 1,600.0 2,000.0 2,000.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.150 1.150 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 12.00 3.00 5.00 10.50 8.50 10.50 Dead Load #/ft 90.00 18.00 144.00 275.00 275.00 60.00 30.00 Live Load #/ft 200.00 40.00 320.00 240.00 240.00 160.00 80.00 Dead Load #/ft 30.00 Live Load #/ft 80.00 Start ft End ft Point#1 DL lbs 180.00 LL lbs 400.00 @ X ft 8.500 Results Ratio= 0.1097 0.3616 0.2598 0.1560 0.5887 0.4549 0.5216 Mmax @ Center in-k 6.96 27.61 6.26 19.31 103.36 23.84 18.19 @ X= ft 2.00 8.50 1.50 2.50 5.25 4.25 5.25 fb:Actual psi 264.4 1,048.8 204.3 477.7 1,963.3 477.7 593.3 Fb:Allowable psi 2,900.0 2,900.0 1,137.5 3,335.0 3,335.0 1,050.0 1,137.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 31.8 64.4 24.7 52.0 126.7 35.7 30.3 Fv:Allowable psi 290.0 290.0 95.0 333.5 333.5 95.0 95.0 Shear OK Shear OK. Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 180.00 160.50 216.00 687.50 1,601.25 255.00 157.50 LL lbs 400.00 356.67 480.00 600.00 1,680.00 680.00 420.00 Max.DL+LL lbs 580.00 517.17 696.00 1,287.50 3,281.25 935.00 577.50 @ Right End DL lbs 180.00 235.50 216.00 687.50 1,601.25 255.00 157.50 LL lbs 400.00 523.33 480.00 600.00 1,680.00 680.00 420.00 Max. DL+LL lbs 580.00 758.83 696.00 1,287.50 3,281.25 935.00 577.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK .. Center DL Defl in -0.002 -0.069 -0.001 -0.010 -0.167 -0.019 -0.046 L/Defl Ratio 23,155.0 2,100.7 24,395.2 5,958.5 755.5 5,346.1 2,731.1 Center LL Defl in -0.005 -0.152 -0.003 -0.009 -0.175 -0.051 -0.123 L/Defl Ratio 10,419.8 945.3 10,977.8 6,827.4 720.1 2,004.8 1,024.2 Center Total Defl in -0.007 -0.221 -0.005 -0.019 -0.342 -0.070 -0.169 Location ft 2.000 6.336 1.500 2.500 5.250 4.250 5.250 UDefl Ratio 7,186.0 651.9 7,570.9 3,181.7 368.7 1,458.0 744.9 - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page (c)1983-2001 ENERCALC Engineering Software q:104196\enca104196.ecw:CARRIAGE:2ND FLR Description Unit A 2nd Fir. Frmg. (1 of 5) LNotes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu - CT ENGINEERING PLLC Title: Canterbury Woods .lob#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:CARRIAGE:2ND FLR Description Unit A 2nd FIr. Frmg. (2 of 5) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements B a8 B a9 B al0 B all B a12 B a13 B a14 Timber Section Prilm:3.5 PrIlm:3.5 2-2x10 2-2x10 RosboroGLB RosboroGLB PrIlm:3.5 Beam Width in 3.500 3.500 3.000 3.000 3.500 3.500 3.500 Beam Depth in 9.500 9.500 9.250 9.250 9.500 9.500 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade truss Joist-MacMil Truss Joist-MacMil Hem Fir,No.2 Hem Fir,No.ikboro,BigBeam GI:6thoro,BigBeam GLB Truss Joist-MacMil Fb-Basic Allow psi 2,900.0 2,900.0 850.0 850.0 3,000.0 3,000.0 2,250.0 Fv-Basic Allow psi 290.0 290.0 75.0 75.0 290.0 290.0 285.0 Elastic Modulus ksi 2,000.0 2,000.0 1,300.0 1,300.0 2,100.0 2,100.0 1,500.0 Load Duration Factor 1.000 1.000 1.000 1.150 1.150 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 14.00 11.50 14.00 5.50 13.83 11.50 8.50 Dead Load #/ft 30.00 30.00 24.00 190.00 24.00 24.00 15.00 Live Load #/ft 70.00 70.00 53.30 125.00 53.30 53.30 25.00 Dead Load #/ft 80.00 36.00 36.00 92.00 Live Load #/ft 180.00 80.00 80.00 205.00 Start ft End ft 4.830 3.750 Point#1 DL lbs 540.00 510.00 253.30 690.00 690.00 1,130.00 LL lbs 750.00 750.00 166.60 840.00 840.00 1,095.00 ©X ft 5.000 6.500 5.000 4.830 6.500 3.750 C Point#2 DL lbs 700.00 LL lbs 1,170.00 @X ft 4.830 Cantilever Span Span ft 1.75 Uniform Dead Load #/ft 190.00 Uniform Live Load #/ft 125.00 Results Ratio= 0.5019 0.4071 0.9267 0.7685 0.8729 0.5666 0.6256 • Mmax @ Center in-k 76.63 62.15 37.07 24.37 158.55 89.49 74.11 @ X= ft 5.04 6.49 5.04 2.66 4.81 6.49 3.74 Mmax©Cantilever in-k 0.00 0.00 0.00 -5.79 0.00 0.00 0.00 fb:Actual psi 1,455.6 1,180.5 866.5 569.7 3,011.7 1,699.9 1,407.7 Fb:Allowable psi 2,900.0 2,900.0 935.0 1,075.3 3,450.0 3,000.0 2,250.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 65.5 54.5 40.8 66.3 138.1 82.3 91.0 Fv:Allowable psi 290.0 290.0 75.0 86.3 333.5 290.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 557.14 394.24 330.84 689.60 1,214.18 645.00 964.12 LL lbs 972.14 728.59 480.20 838.75 1,995.77 1,131.69 1,317.33 Max.DL+LL lbs 1,529.29 1,122.83 811.04 1,528.35 3,209.95 1,776.69 2,281.45 @ Right End DL lbs 402.86 460.76 258.46 1,127.90 681.69 735.00 638.38 LL lbs 757.86 826.41 432.60 1,092.30 1,137.93 1,241.26 758.92 Max.DL+LL lbs 1,160.71 1,287.17 691.06 2,220.20 1,819.62 1,976.26 1,397.30 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Ratio>240! Deflection OK Deflection OK • Center DL Defl in -0.147 -0.078 -0.168 -0.018 -0.276 -0.115 -0.082 UDefl Ratio 1,141.5 1,765.7 1,003.0 3,680.4 601.6 1,197.5 1,245.8 Center LL Defl in -0.253 -0.135 -0.236 -0.024 -0.440 -0.185 -0.097 UDefl Ratio 663.4 1,020.1 711.6 2,703.5 377.3 744.3 1,046.4 Center Total Defl in -0.400 -0.213 -0.404 -0.042 -0.716 -0.301 -0.179 Location ft 6.664 5.888 6.776 2.728 6.419 5.888 4.046 UDefl Ratio 419.6 646.6 416.3 1,559.0 231.9 459.0 568.7 - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 .Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 Page 2 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist _(c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:CARRIAGE:2ND FLR Description Unit A 2nd Flr. Frmg. (2 of 5) Cantilever DL Defl in 0.014 Cantilever LL Defl in 0.020 Total Cant.Defl in 0.034 UDefl Ratio 1,228.5 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu - . CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Page 1 (c)1983-2001 ENERCALC Engineering Software Multi-Span Timber Beam q:\04196\enpr\04196.ecw:CARRIAGE:2ND FLR Description Unit A Ba12 and Ba13 (2a of 5) _General Information Truss Joist-MacMillan,Parallam 2.0E Fb:Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 290.0 psi Load Duration Factor 1.150 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description Ba13 Ba12 Span ft 11.50 14.00 Timber Section PrIIm:3.5x9.5 Prllm:3.5x9.5 Beam Width in 3.500 3.500 Beam Depth in 9.500 9.500 End Fixity Pin-Ph Pin-Pin Le:Unbraced Length ft 0.00 0.00 Member Type _Loads Live Load Used This Span? Yes Yes Dead Load #/ft 24.00 24.00 Live Load #/ft 53.30 53.30 Dead Load #/ft 36.00 36.00 Live Load #/ft 80.00 80.00 Start ft 6.500 End ft 11.500 5.000 Point#1 Dead Load lbs 690.00 690.00 Live Load lbs 840.00 840.00 @ X ft 6.500 5.000 i Point#2 Dead Load lbs 700.00 Live Load lbs 1,175.00 @ X ft 5.000 Results Mmax @ Cntr in-k 15.8 93.6 @ X= ft 5.83 5.04 Max @ Left End in-k 0.0 -108.2 Max @ Right End in-k -108.2 0.0 fb:Actual psi 2,055.0 2,055.0 Fb:Allowable psi 3,335.0 3,335.0 Bending OK Bending OK Shear @ Left k 0.45 3.85 Shear @ Right k 2.55 1.22 fv:Actual psi 107.6 167.2 Fv:Allowable psi 333.5 333.5 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.17 2.43 LL @ Left k 0.28 3.97 Total @ Left k 0.45 6.40 DL @ Right k 2.43 0.45 LL @ Right k 3.97 0.77 Total @ Right k 6.40 1.22 Max.Deflection in 0.041 -0.406 @ X= ft 9.51 7.00 Query Values Location ft 0.00 0.00 Moment in-k 0.0 -108.2 Shear k 0.5 3.9 Deflection in 0.0000 0.0000 63 - _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 " Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) ., 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rc Rev: 550100 Us User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 !r' _(c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:CARRIAGE:2ND FLR Description Unit A 2nd Fir. Frmg. (3 of 5) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ,..., �F < f ,x� arc= Ba15 Ba16 Ba17 Ba18 Ba19 Ba20 Ba21 Timber Section PriIm:3.5 Prilm:1.7 4x8 4x8 4x8 4x8 4x8 Beam Width in 3.500 1.750 3.500 3.500 3.500 3.500 3.500 Beam Depth in 9.500 9.500 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade truss Joist-MacMil Truss Joist-MacMil Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Douglas Fir-Larch, Fb-Basic Allow psi 2,250.0 2,900.0 875.0 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 285.0 290.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,500.0 2,000.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Manuf/Pine Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No ' No No No No Center Span Data Span ft 8.50 5.75 14.00 11.50 5.75 4.50 8.00 Dead Load #/ft 15.00 165.00 55.00 55.00 55.00 100.00 Live Load #/ft 25.00 145.00 80.00 80.00 80.00 140.00 Dead Load #/ft 92.00 24.00 Live Load #/ft 205.00 53.30 Start ft 4.750 End ft 8.500 Point#1 DL lbs 1,130.00 158.00 LL lbs 1,095.00 420.00 @ X ft 4.750 1.000 Cantilever Span Span ft 2.00 Point#1 DL lbs 158.00 LL lbs 420.00 @ X ft 2.000 Point#2 DL lbs 385.00 LL lbs 560.00 @ X ft 2.000 Results Ratio= 0.6256 0.2522 0.9896 0.6677 0.1669 0.5270 0.9113 Mmax @ Center in-k 74.11 19.21 39.69 26.78 6.70 11.17 0.00 @ X= ft 4.76 2.87 7.00 5.75 2.87 1.71 0.00 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 0.00 -36.55 fb:Actual psi 1,407.7 729.7 1,294.5 873.4 218.4 364.3 1,192.1 Fb:Allowable psi 2,250.0 2,900.0 1,308.1 1,308.1 1,308.1 1,137.5 1,308.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 91.0 73.1 51.4 41.1 18.2 50.1 90.0 Fv:Allowable psi 285.0 290.0 109.3 109.3 109.3 95.0 109.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 638.38 543.37 385.00 316.25 158.12 347.89 -135.75 LL lbs 758.92 570.11 560.00 460.00 230.00 641.67 -245.00 Max.DL+LL lbs 1,397.30 1,113.49 945.00 776.25 388.12 989.56 -380.75 @ Right End DL lbs 964.12 543.37 385.00 316.25 158.12 260.11 678.75 LL lbs 1,317.33 570.11 560.00 460.00 230.00 408.33 1,225.00 Max. DL+LL lbs 2,281.45 1,113.49 945.00 776.25 388.12 668.44 1,903.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 , ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El - Seattle,WA 98109 Scope Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software04 \ 196\en r104196 ecw CARRIAGE 2ND FLR Description Unit A 2nd Fir. Frmg. (4 of 5) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements B a22 B a23 B a24 B a25 B a26 B a27 B a28 Timber Section 3.125x7.5 4x8 3.125x7.5 4x8 4x8 2-2x10 4x8 Beam Width in 3.125 3.500 3.125 3.500 3.500 3.000 3.500 Beam Depth in 7.500 7.250 7.500 7.250 7.250 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir,24F-V Douglas Fir-Larch,Douglas Fir,24F-V Douglas Fir-Larch,Douglas Fir-Larch, Hem Fir,No.2 Douglas Fir-Larch, Fb-Basic Allow psi 2,400.0 875.0 2,400.0 875.0 875.0 850.0 875.0 Fv-Basic Allow psi 190.0 95.0 190.0 95.0 95.0 75.0 95.0 Elastic Modulus ksi 1,800.0 1,600.0 1,800.0 1,600.0 1,600.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type GluLam Sawn GluLam Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 8.00 8.00 6.00 3.50 3.00 5.50 3.50 Dead Load #/ft 5.00 225.00 225.00 160.00 80.00 250.00 Live Load #/ft 5.00 245.00 245.00 340.00 20.00 250.00 Point#1 DL lbs 543.00 LL lbs 570.00 @ X ft 5.000 Cantilever Span Span ft 2.00 2.00 1.00 1.75 Uniform Dead Load #/ft 55.00 190.00 Uniform Live Load #/ft 80.00 125.00 Point#1 DL lbs 385.00 316.00 158.00 LL lbs 560.00 460.00 230.00 @ X ft 2.000 2.000 1.000 Point#2 DL lbs 316.00 158.00 LL lbs 460.00 230.00 @ X ft 2.000 2.000 _Results Ratio= 0.5108 0.6965 0.6210 0.4215 0.2800 0.1427 0.3572 Mmax @ Center in-k 0.00 0.00 31.25 6.98 6.75 4.54 9.19 @ X= ft 0.00 0.00 3.34 1.57 1.50 2.75 1.75 Mmax @ Cantilever in-k -41.30 -27.94 -5.47 -5.79 0.00 0.00 0.00 fb:Actual psi 1,409.8 911.1 1,066.7 227.6 220.1 106.1 299.6 Fb:Allowable psi 2,760.0 1,308.1 2,760.0 1,137.5 1,137.5 935.0 1,137.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fit:Actual psi 110.1 68.8 135.7 40.0 26.6 10.7 33.9 Fv:Allowable psi 218.5 109.3 218.5 95.0 95.0 75.0 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions . n,�,„2 .,,,... .,. f°ai$".• 'S „ _.. ,s .+" ; _ .._i. e,3, xx � `.;'"^., ..i*:A„ A ,C ..Ee. ...... ?i.N>i; ,.,:'t°C ..5 &Z:b A;1, ,3 '; 3X,",'vii ©Left End DL lbs -155.25 -118.50 734.58 310.62 240.00 220.00 437.50 LL lbs -235.00 -172.50 830.00 428.75 510.00 55.00 437.50 Max.DL+LL lbs -390.25 -291.00 1,564.58 739.37 750.00 275.00 875.00 @ Right End DL lbs 896.25 592.50 1,371.42 809.37 240.00 220.00 437.50 LL lbs 1,295.00 862.50 1,565.00 702.19 510.00 55.00 437.50 Max.DL+LL lbs 2,191.25 1,455.00 2,936.42 1,511.56 750.00 275.00 875.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in 0.048 0.038 -0.040 -0.002 -0.002 -0.006 -0.005 UDefl Ratio 1,998.5 2,538.4 1,807.7 19,533.1 21,955.7 10,307.2 8,848.8 Center LL Defl in 0.071 0.055 -0.047 -0.005 -0.003 -0.002 -0.005 UDefl Ratio 1,353.6 1,743.8 1,533.0 9,029.4 10,332.1 41,228.8 8,848.8 Center Total Defl in 0.119 0.093 -0.087 -0.007 -0.005 -0.008 -0.009 Location ft 4.640 4.608 3.072 1.680 1.500 2.750 1.750 UDefl Ratio 807.0 1,033.7 829.5 6,200.2 7,025.8 8,245.8 4,424.4 6P . CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 , ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev. 550100 User KW-0602997Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALC Engineering Software •\04196\en x104196 ecw CARRIAGE 2ND FLR Description Unit A 2nd Fir. Frmg. (4 of 5) Cantilever DL Defl in -0.080 -0.062 0.021 -0.001 Cantilever LL Defl in -0.117 -0.090 0.022 0.002 Total Cant.Defl in -0.197 -0.151 0.043 0.001 L/Defl Ratio 243.7 317.7 561.8 38,793.7 LNotes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Seattle,WA 98109 Townhouse Units E,El Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software .\0 96\en r\04196 ecw CARRIAGE 2ND FLR Description Unit A 2nd FIr. Frmg. (5 of 5) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements B a29 B a30 Timber Section PrIIm:2.6 4x8 Beam Width in 2.688 3.500 Beam Depth in 9.500 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade truss Joist-MacMil Douglas Fir-Larch, Fb-Basic Allow psi 2,900.0 875.0 Fv-Basic Allow psi 290.0 95.0 Elastic Modulus ksi 2,000.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Manuf/Pine Sawn Repetitive Status No No Center Span Data Span ft 9.00 6.50 Dead Load #/ft 270.00 80.00 Live Load #/ft 265.00 20.00 Results Ratio= 0.5545 0.1817 Mmax @ Center in-k 65.00 6.34 @ X= ft 4.50 3.25 fb:Actual psi 1,608.0 206.7 Fb:Allowable psi 2,900.0 1,137.5 Bending OK Bending OK fv:Actual psi 117.7 15.7 Fv:Allowable psi 290.0 95.0 Shear OK Shear OK Reactions @ Left End DL lbs 1,215.00 260.00 LL lbs 1,192.50 65.00 Max.DL+LL lbs 2,407.50 325.00 @ Right End DL lbs 1,215.00 260.00 LL lbs 1,192.50 65.00 Max.DL+LL lbs 2,407.50 325.00 _Deflections Ratio OK Deflection OK Center DL Defl in -0.104 -0.018 UDefl Ratio 1,040.6 4,317.2 Center LL Defl in -0.102 -0.005 UDefl Ratio 1,060.2 17,268.7 Center Total Defl in -0.206 -0.023 Location ft 4.500 3.250 UDefl Ratio 525.2 3,453.7 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu 4 ' _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,Dl,C2,D2) Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997.Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software •:\04196\en•r\04196 ecw CARRIAGE 2ND FLR Description Unit B 2nd FIr. Frmg. (1 of 4) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Bbl Bb2 Bb3 Bb4 Bb5 Bb6 Bb7 Timber Section Prllm:1.7 PrIIm:1.7 4x8 Prllm:2.6 PrIlm:3.5 4x10 4x8 Beam Width in 1.750 1.750 3.500 2.688 3.500 3.500 3.500 Beam Depth in 9.500 9.500 7.250 9.500 9.500 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade truss Joist-MacMil truss Joist-MacMil Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Douglas Fir-Larch, Douglas Fir-Larch, Fb-Basic Allow psi 2,900.0 2,900.0 875.0 2,900.0 2,900.0 875.0 875.0 Fv-Basic Allow psi 290.0 290.0 95.0 290.0 290.0 95.0 95.0 Elastic Modulus ksi 2,000.0 2,000.0 1,600.0 2,000.0 2,000.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.150 1.150 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No LCenter Span Data Span ft 4.00 12.00 3.00 5.00 11.00 8.50 10.50 Dead Load #/ft 90.00 18.00 144.00 275.00 275.00 75.00 30.00 Live Load #/ft 200.00 40.00 320.00 240.00 240.00 200.00 80.00 Dead Load #/ft 30.00 Live Load #/ft 80.00 Start ft End ft Point#1 DL lbs 180.00 LL lbs 400.00 @ X ft 8.500 Results Ratio= 0.1097 0.3616 0.2598 0.1560 0.6461 0.5687 0.5216 Mmax @ Center in-k 6.96 27.61 6.26 19.31 113.44 29.80 18.19 @ X= ft 2.00 8.50 1.50 2.50 5.50 4.25 5.25 fb:Actual psi 264.4 1,048.8 204.3 477.7 2,154.7 597.1 593.3 Fb:Allowable psi 2,900.0 2,900.0 1,137.5 3,335.0 3,335.0 1,050.0 1,137.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 31.8 64.4 24.7 52.0 134.0 44.6 30.3 Fv:Allowable psi 290.0 290.0 95.0 333.5 333.5 95.0 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _ Shear OK _Reactions @ Left End DL lbs 180.00 160.50 216.00 687.50 1,677.50 318.75 157.50 LL lbs 400.00 356.67 480.00 600.00 1,760.00 850.00 420.00 Max.DL+LL lbs 580.00 517.17 696.00 1,287.50 3,437.50 1,168.75 577.50 @ Right End DL lbs 180.00 235.50 216.00 687.50 1,677.50 318.75 157.50 LL lbs 400.00 523.33 480.00 600.00 1,760.00 850.00 420.00 Max. DL+LL lbs 580.00 758.83 696.00 1,287.50 3,437.50 1,168.75 577.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK .s. _ JY.Ko" G�t ak�t�s"7 ' Center DL Defl in -0.002 -0.069 -0.001 -0.010 -0.201 -0.024 -0.046 UDefl Ratio 23,155.0 2,100.7 24,395.2 5,958.5 657.1 4,276.8 2,731.1 Center LL Defl in -0.005 -0.152 -0.003 -0.009 -0.211 -0.064 -0.123 UDefl Ratio 10,419.8 945.3 10,977.8 6,827.4 626.3 1,603.8 1,024.2 Center Total Defl in -0.007 -0.221 -0.005 -0.019 -0.412 -0.087 -0.169 Location ft 2.000 6.336 1.500 2.500 5.500 4.250 5.250 UDefl Ratio 7,186.0 651.9 7,570.9 3,181.7 320.7 1,166.4 744.9 O - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El _ Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5,0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:CARRIAGE:2ND FLR Description Unit B 2nd FIr. Frmg. (1 of 4) _Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Seattle,WA 98109 Scope Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:CARRIAGE:2ND FLR Description Unit B 2nd FIr. Frmg. (2 of 4) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements • B b8 B b9 B b10 B b11 B b12 B b13 B b14 Timber Section 2-2x10 Prllm:3.5 2-2x10 4x8 4x8 4x8 4x8 Beam Width in 3.000 3.500 3.000 3.500 3.500 3.500 3.500 Beam Depth in 9.250 9.500 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 truss Joist-MacMil Hem Fir,No.2 Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Douglas Fir-Larch, Fb-Basic Allow psi 850.0 2,900.0 850.0 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 75.0 290.0 75.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,300.0 2,000.0 1,300.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 10.00 10.50 5.50 10.00 10.50 5.50 3.00 Dead Load #/ft 170.00 305.00 305.00 55.00 80.00 80.00 100.00 Live Load #/ft 130.00 305.00 305.00 80.00 110.00 110.00 140.00 Point#1 DL lbs 158.00 LL lbs 420.00 @ X ft 1.000 Results Ratio= 0.9782 0.6608 0.8705 0.5806 0.9009 0.2549 0.3742 Mmax @ Center in-kms 45.00 100.88 27.68 20.25 31.428.62 7.50 @ X= ft 5.00 5.25 2.75 5.00 5.25 2.75 1.01 fb:Actual psi 1,051.9 1,916.2 647.0 660.4 1,024.8 281.2 244.5 Fb:Allowable psi 1,075.3 2,900.0 935.0 1,137.5 1,137.5 1,137.5 1,137.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 68.8 123.7 65.3 35.1 52.4 24.2 35.5 Fv:Allowable psi 86.3 290.0 75.0 95.0 95.0 95.0 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 850.00 1,601.25 838.75 275.00 420.00 220.00 255.33 LL lbs 650.00 1,601.25 838.75 400.00 577.50 302.50 490.00 Max.DL+LL lbs 1,500.00 3,202.50 1,677.50 675.00 997.50 522.50 745.33 @ Right End DL lbs 850.00 1,601.25 838.75 275.00 420.00 220.00 202.67 LL lbs 650.00 1,601.25 838.75 400.00 577.50 302.50 350.00 Max.DL+LL lbs 1,500.00 3,202.50 1,677.50 675.00 997.50 522.50 552.67 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.149 -0.167 -0.024 -0.070 -0.123 -0.009 -0.002 UDefl Ratio 807.0 755.5 2,703.5 1,724.5 1,024.2 7,126.1 20,414.6 Center LL Defl in -0.114 -0.167 -0.024 -0.101 -0.169 -0.013 -0.003 UDefl Ratio 1,055.3 755.5 2,703.5 1,185.6 744.9 5,182.6 10,584.4 Center Total Defl in -0.262 -0.334 -0.049 -0.171 -0.292 -0.022 -0.005 Location ft 5.000 5.250 2.750 5.000 5.250 2.750 1.428 UDefl Ratio 457.3 377.7 1,351.8 702.6 431.2 3,000.5 6,970.7 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le= 1.62*Lu+3d When beam depth>14.3", Le= 1.84*Lu A ' CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software .:\041961en•x104196 ecw:CARRIAGE:2ND FLR Description Unit B 2nd Fir. Frmg. (3 of 4) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements B b15 B b16 B b17 B b18 B b19 B b20 B b21 Timber Section 3.125x7.5 3.125x7.5 4x8 4x10 4x8 4x8 2-2x10 Beam Width in 3.125 3.125 3.500 3.500 3.500 3.500 3.000 Beam Depth in 7.500 7.500 7.250 9.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir,24F-V)ouglas Fir,24F-V Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Hem Fir,No.2 Fb-Basic Allow psi 2,400.0 2,400.0 875.0 875.0 875.0 875.0 850.0 Fv-Basic Allow psi 190.0 190.0 95.0 95.0 95.0 95.0 75.0 Elastic Modulus ksi 1,800.0 1,800.0 1,600.0 1,600.0 1,600.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 1.000 1.000 Member Type GluLam GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No [Center Span Data Span ft 8.00 8.00 8.00 6.50 3.00 3.00 4.00 Dead Load #/ft 10.00 75.00 150.00 150.00 80.00 Live Load #/ft 10.00 100.00 320.00 320.00 20.00 Dead Load #/ft 195.00 Live Load #/ft 275.00 Start ft 3.750 End ft 6.500 Point#1 DL lbs 839.00 LL lbs 839.00 @X ft 3.750 Cantilever Span Span ft 2.25 2.25 2.00 Point#1 DL lbs 433.00 695.00 640.00 LL lbs 820.00 978.00 881.00 @ X ft 2.250 2.250 2.000 Point#2 DL lbs 850.00 850.00 LL lbs 650.00 650.00 @ X ft 0.500 0.500 [Results Ratio= 0.5297 0.6699 0.9101 0.7330 0.2632 0.2632 0.0888 Mmax @ Center in-k 0.00 6.99 0.00 44.18 6.34 6.34 2.40 @ X= ft 0.00 2.59 0.00 3.74 1.50 1.50 2.00 Mmax @ Cantilever in-k -42.83 -54.17 -36.50 0.00 0.00 0.00 0.00 fb:Actual psi 1,462.0 1,849.0 1,190.6 885.2 206.9 206.9 56.1 Fb:Allowable psi 2,760.0 2,760.0 1,308.1 1,207.5 1,137.5 1,137.5 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 80.2 107.1 89.9 75.7 25.0 25.0 6.7 Fv:Allowable psi 218.5 218.5 109.3 109.3 95.0 95.0 75.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs -134.91 51.41 -160.00 468.40 225.00 225.00 160.00 LL lbs -231.25 400.00 -220.25 514.94 480.00 480.00 40.00 Max. DL+LL lbs -366.16 451.41 -380.25 983.34 705.00 705.00 200.00 @ Right End DL lbs 1,497.91 2,093.59 800.00 906.85 225.00 225.00 160.00 LL lbs 1,781.25 2,343.69 1,101.25 1,080.31 480.00 480.00 40.00 Max. DL+LL lbs 3,279.16 4,437.28 1,901.25 1,987.16 705.00 705.00 200.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK a,-)1 _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 „Structural Engineers Dsgnr: , 17 DEC 04 180 Nickerson St.#302 DescriptionTRE:Carriage House-6 PlexDate:(A,B,C14:10PM,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Page 2 (c)1983-2001 ENERCALC Engineering Software 1-Imber Beam Joist q:\041961engr104196.ecw:CARRIAGE:2ND FLR Description Unit B 2nd FIr. Frmg. (3 of 4) Center DL Defl in 0.046 0.038 0.051 -0.030 -0.002 -0.002 -0.002 UDefl Ratio 2,101.3 2,503.4 1,880.0 2,611.9 23,419.4 23,419.4 26,794.7 Center LL Defl in 0.073 0.047 0.070 -0.033 -0.003 -0.003 -0.000 UDefl Ratio 1,309.1 2,054.8 1,365.7 2,350.1 10,977.8 10,977.8 107,178.7 Center Total Defl in 0.119 0.085 0.121 -0.063 -0.005 -0.005 -0.002 Location ft 4.672 5.216 4.608 3.458 1.500 1.500 2.000 UDefl Ratio 806.6 1,128.5 791.1 1,237.1 7,474.3 7,474.3 -21,435.7 Cantilever DL Defl in -0.086 -0.098 -0.083 Cantilever LL Defl in -0.138 -0.124 -0.114 Total Cant.Defl in -0.224 -0.222 -0.197 UDefl Ratio 241.4 243.2 243.1 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu q) CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver5.5.025-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software 104196\en x104196 ecw CARRIAGE:2ND FLR Description Unit B 2nd FIr. Frmg. (4 of 4) _Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements B b22 B b23 B b24 B b25 Timber Section 4x8 Pr1Im:2.6 4x8 4x8 Beam Width in 3.500 2.688 3.500 3.500 Beam Depth in 7.250 9.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,rruss Joist-MacMil Douglas Fir-Larch, Douglas Fir-Larch, Fb-Basic Allow psi 875.0 2,900.0 875.0 875.0 Fv-Basic Allow psi 95.0 290.0 95.0 95.0 Elastic Modulus ksi 1,600.0 2,000.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.150 1.000 1.000 Member Type Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 3.00 11.50 4.00 6.50 Dead Load #/ft 108.00 280.00 299.50 80.00 Live Load #/ft 240.00 250.00 275.00 20.00 Results Ratio= 0.1949 0.7799 0.5033 0.1817 Mmax @ Center in-k 4.70 105.14 13.79 6.34 @ X= ft 1.50 5.75 2.00 3.25 fb:Actual psi 153.2 2,600.9 449.7 206.7 Fb:Allowable psi 1,137.5 3,335.0 1,137.5 1,137.5 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 18.5 154.7 47.8 15.7 Fv:Allowable psi 95.0 333.5 95.0 95.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 162.00 1,610.00 599.00 260.00 LL lbs 360.00 1,437.50 550.00 65.00 Max.DL+LL lbs 522.00 3,047.50 1,149.00 325.00 @ Right End DL lbs 162.00 1,610.00 599.00 260.00 LL lbs 360.00 1,437.50 550.00 65.00 Max.DL+LL lbs 522.00 3,047.50 1,149.00 325.00 `Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.001 -0.287 -0.010 -0.018 L/Defl Ratio 32,526.9 481.0 4,948.3 4,317.2 Center LL Defl in -0.002 -0.256 -0.009 -0.005 UDefl Ratio 14,637.1 538.7 5,389.1 17,268.7 Center Total Defl in -0.004 -0.543 -0.019 -0.023 Location ft 1.500 5.750 2.000 3.250 L/Defl Ratio 10,094.6 254.1 2,579.7 3,453.7 Notes n Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select',"No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied bys the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<= 14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu '9l . CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 , ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El • Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 - (c)1983-2001 ENERCALC Engineering Software a:104196\engr\04196.ecw:CARRIAGE:2ND FLR Description Unit Cl 2nd FIr. Frmg. (1 of 3) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements B cl B c2 B c3 B c4 B c5 Bch B c7 Timber Section 4x8 4x8 4x8 4x8 4x8 Prlim:2.6 Prllm:2.6 Beam Width in 3.500 3.500 3.500 3.500 3.500 2.688 2.688 Beam Depth in 7.250 7.250 7.250 7.250 7.250 9.500 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Fb-Basic Allow psi 875.0 875.0 875.0 875.0 875.0 2,900.0 2,900.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 95.0 290.0 290.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 5.50 3.50 3.00 3.50 3.50 4.00 7.50 Dead Load #/ft 190.00 215.00 215.00 215.00 190.00 130.00 130.00 Live Load #/ft 240.00 300.00 300.00 300.00 240.00 280.00 280.00 Results Ratio= 0.5769 0.3679 0.2884 0.3679 0.3072 0.1010 0.2951 oat Mmax @ Center in-k 19.51 9.46 6.95 9.46 7.90 9.84 34.59 @ X= ft 2.75 1.75 1.50 1.75 1.75 2.00 3.75 fb:Actual psi 636.3 308.6 226.8 308.6 257.7 243.4 855.8 Fb:Allowable psi 1,137.5 1,137.5 1,137.5 1,137.5 1,137.5 2,900.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 54.8 34.9 27.4 34.9 29.2 29.3 71.5 Fv:Allowable psi 95.0 95.0 95.0 95.0 95.0 290.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 522.50 376.25 322.50 376.25 332.50 260.00 487.50 LL lbs 660.00 525.00 450.00 525.00 420.00 560.00 1,050.00 Max.DL+LL lbs 1,182.50 901.25 772.50 901.25 752.50 820.00 1,537.50 @ Right End DL lbs 522.50 376.25 322.50 376.25 332.50 260.00 487.50 LL lbs 660.00 525.00 450.00 525.00 420.00 560.00 1,050.00 Max.DL+LL lbs 1,182.50 901.25 772.50 901.25 752.50 820.00 1,537.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.022 -0.004 -0.002 -0.004 -0.004 -0.002 -0.024 UDefl Ratio 3,000.5 10,289.4 16,339.1 10,289.4 11,643.2 24,618.1 3,734.7 Center LL Defl in -0.028 -0.006 -0.003 -0.006 -0.005 -0.004 -0.052 UDefl Ratio 2,375.4 7,374.0 11,709.7 7,374.0 9,217.5 11,429.8 1,733.9 Center Total Defl in -0.050 -0.010 -0.005 -0.010 -0.008 -0.006 -0.076 Location ft 2.750 1.750 1.500 1.750 1.750 2.000 3.750 UDefl Ratio 1,325.8 4,295.6 6,821.2 4,295.6 5,144.7 7,805.7 1,184.2 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu ' - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 )1983-2001 ENERCALC Engineering Software q:1041961engr\04196.ecw:CARRIAGE:2ND FLR Description Unit Cl 2nd FIr. Frmg. (2 of 3) _Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Bc8 Bc9 Bc10 Bc11 Bc12 Bc13 Bc14 Timber Section 4x8 4x8 4x8 Prllm:3.5 6x10 4x8 Prllm:2.6 Beam Width in 3.500 3.500 3.500 3.500 5.500 3.500 2.688 Beam Depth in 7.250 7.250 7.250 9.500 9.500 7.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Truss Joist-MacMil Douglas Fir-Larch,Douglas Fir-Larch, Truss Joist-MacMil Fb-Basic Allow psi 875.0 875.0 875.0 2,900.0 875.0 875.0 2,900.0 Fv-Basic Allow psi 95.0 95.0 95.0 290.0 95.0 95.0 290.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 2,000.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No LCenter Span Data Span ft 3.50 6.50 6.00 9.50 5.00 3.50 • 5.50 Dead Load #/ft 80.00 200.00 85.00 130.00 245.00 150.00 290.00 Live Load #/ft 20.00 260.00 220.00 280.00 125.00 320.00 325.00 Dead Load #/ft 85.00 Live Load #/ft 220.00 Start ft End ft 5.000 Point#1 DL lbs 488.00 618.00 LL lbs 1,050.00 1,330.00 - @ X ft 1.000 4.000 lLesults Ratio= 0.7550 0.8359 0.4722 0.3635 0.8218 0.3357 0.2467 Mmax @ Center in-k 14.65 29.15 16.47 55.50 38.35 8.64 27.91 @ X= ft 1.01 3.25 3.00 4.75 3.08 1.75 2.75 fb:Actual psi 477.7 950.8 537.2 1,054.3 463.6 281.7 690.3 Fb:Allowable psi 1,137.5 1,137.5 1,137.5 2,900.0 875.0 1,137.5 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 71.7 72.1 43.3 73.8 78.1 31.9 71.5 Fv:Allowable psi 95.0 95.0 95.0 290.0 95.0 95.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 488.57 650.00 255.00 617.50 948.60 262.50 797.50 LL lbs 785.00 845.00 660.00 1,330.00 1,128.50 560.00 893.75 Max.DL+LL lbs 1,273.57 1,495.00 915.00 1,947.50 2,077.10 822.50 1,691.25 @ Right End DL lbs 279.43 650.00 255.00 617.50 1,319.40 262.50 797.50 LL lbs 335.00 845.00 660.00 1,330.00 1,926.50 560.00 893.75 Max.DL+LL lbs 614.43 1,495.00 915.00 1,947.50 3,245.90 822.50 1,691.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.045 -0.014 -0.048 -0.010 -0.003 -0.016 UDefl Ratio 8,779.3 1,726.9 5,166.0 2,393.2 6,057.6 14,748.1 4,245.1 Center LL Defl in -0.007 -0.059 -0.036 -0.103 -0.013 -0.006 -0.017 UDefl Ratio 5,652.2 1,328.4 1,996.0 1,111.1 4,557.5 6,913.2 3,788.0 Center Total Defl in -0.012 -0.104 -0.050 -0.150 -0.023 -0.009 -0.033 Location ft 1.596 3.250 3.000 4.750 2.600 1.750 2.750 UDefl Ratio 3,439.3 750.8 1,439.7 758.8 2,601.1 4,706.8 2,001.8 ' - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El _ Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam &Joist Page 2 (c)1983-2001 ENERCALC Engineering Software q:104196\enpr\04196.ecw:CARRIAGE:2ND FLR Description Unit Cl 2nd Fir. Frmg. (2 of 3) _Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS& 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"it multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El _ Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:CARRIAGE:2ND FLR Description Unit Cl 2nd Fir. Frmg. (3 of 3) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Bc15 Bc16 6c17 Bc18 Bc19 Bc20 Timber Section 4x8 Prllm:2.6 4x8 2-2x10 PrIlm:3.5 PrIlm:3.5 Beam Width in 3.500 2.688 3.500 3.000 3.500 3.500 Beam Depth in 7.250 9.500 7.250 9.250 9.500 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,rruss Joist-MacMil Douglas Fir-Larch, Hem Fir,No.2 Truss Joist-MacMil Truss Joist-MacMil Fb-Basic Allow psi 875.0 2,900.0 875.0 850.0 2,900.0 2,900.0 Fv-Basic Allow psi 95.0 290.0 95.0 75.0 290.0 290.0 Elastic Modulus ksi 1,600.0 2,000.0 1,600.0 1,300.0 2,000.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No Center Span Data Span ft 5.50 9.50 3.50 5.50 11.00 8.00 Dead Load #/ft 290.00 235.00 225.00 80.00 160.00 Live Load #/ft 325.00 300.00 275.00 20.00 100.00 Cantilever Span Span ft 1.50 Point#1 DL lbs 880.00 LL lbs 550.00 @ X ft 1.500 `Results Ratio= 0.7174 0.5372 0.3106 0.1427 0.3091 0.2225 Mmax @ Center in-k 27.91 72.43 9.19 4.54 47.19 0.00 @ X= ft 2.75 4.75 1.75 2.75 5.50 0.00 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 -25.74 fb:Actual psi 910.1 1,791.6 299.6 106.1 896.4 488.9 Fb:Allowable psi 1,308.1 3,335.0 1,308.1 935.0 2,900.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.4 125.4 33.9 10.7 55.7 64.5 Fv:Allowable psi 109.3 333.5 109.3 75.0 290.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 797.50 1,116.25 393.75 220.00 880.00 -165.00 LL lbs 893.75 1,425.00 481.25 55.00 550.00 -103.13 Max.DL+LL lbs 1,691.25 2,541.25 875.00 275.00 1,430.00 -268.13 @ Right End DL lbs 797.50 1,116.25 393.75 220.00 880.00 1,045.00 LL lbs 893.75 1,425.00 481.25 55.00 550.00 653.13 Max.DL+LL lbs 1,691.25 2,541.25 875.00 275.00 1,430.00 1,698.13 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.034 -0.112 -0.004 -0.006 -0.105 0.019 UDefl Ratio 1,965.8 1,016.6 9,832.1 10,307.2 1,252.6 5,127.1 Center LL Defl in -0.038 -0.143 -0.005 -0.002 -0.066 0.012 UDefl Ratio 1,754.1 796.3 8,044.4 41,228.8 2,004.1 8,203.3 Center Total Defl in -0.071 -0.255 -0.009 -0.008 -0.171 0.030 Location ft 2.750 4.750 1.750 2.750 5.500 4.608 UDefl Ratio 927.0 446.5 4,424.4 8,245.8 770.8 3,155.1 Cantilever DL Defl in -0.022 • Cantilever LL Defl in -0.014 Total Cant.Defl in -0.035 UDefl Ratio 1,020.6 kb CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALC Engineering Software 0041961engr\04196.ecw:CARRIAGE:2ND FLR Description Unit Cl 2nd FIr. Frmg. (3 of 3) Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines • Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:CARRIAGE:2ND FLR Description Unit D1 2nd FIr. Frmg. (1 of 3) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements B d1 B d2 B d3 B d4 B d5 B d6 B d7 Timber Section 4x8 4x8 4x8 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 3.50 4.50 6.00 4.00 3.50 5.50 Dead Load #/ft 240.00 235.00 160.00 215.00 215.00 110.00 140.00 Live Load #/ft 310.00 340.00 340.00 300.00 300.00 240.00 120.00 Results Ratio= 0.7379 0.4107 0.5152 0.7974 0.4512 0.2500 0.3488 Mmax @ Center in-k 24.96 10.57 15.19 27.81 12.36 6.43 11.80 @ X= ft 2.75 1.75 2.25 3.00 2.00 1.75 2.75 fb:Actual psi 813.9 344.6 495.3 907.0 403.1 209.8 384.8 Fb:Allowable psi 1,137.5 1,137.5 1,137.5 1,137.5 1,137.5 1,137.5 1,137.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.1 39.0 48.9 73.1 42.9 23.8 33.1 Fv:Allowable psi 95.0 95.0 95.0 95.0 95.0 95.0 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 660.00 411.25 360.00 645.00 430.00 192.50 385.00 LL lbs 852.50 595.00 765.00 900.00 600.00 420.00 330.00 Max.DL+LL lbs 1,512.50 1,006.25 1,125.00 1,545.00 1,030.00 612.50 715.00 ©Right End DL lbs 660.00 411.25 360.00 645.00 430.00 192.50 385.00 LL lbs 852.50 595.00 765.00 900.00 600.00 420.00 330.00 Max.DL+LL lbs 1,512.50 1,006.25 1,125.00 1,545.00 1,030.00 612.50 715.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.028 -0.004 -0.008 -0.035 -0.007 -0.002 -0.016 UDefl Ratio . 2,375.4 9,413.7 6,505.4 2,042.4 6,893.1 20,111.0 4,072.1 Center LL Defl in -0.036 -0.006 -0.018 -0.049 -0.010 -0.005 -0.014 L/Defl Ratio 1,839.0 6,506.5 3,061.4 1,463.7 4,940.0 9,217.5 4,750.7 Center Total Defl in -0.064 -0.011 -0.026 -0.084 -0.017 -0.007 -0.030 Location ft 2.750 1.750 2.250 3.000 2.000 1.750 2.750 UDefl Ratio 1,036.5 3,847.3 2,081.7 852.6 2,877.7 6,320.6 2,192.7 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le= 1.84*Lu ISr A . CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Page 1 (c)1983-2001 ENERCALC Engineering Software Timber Beam & Joist q:104196\engr104196.ecw:CARRIAGE:2ND FLR Description Unit D1 2nd Flr. Frmg. (2 of 3) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Bd8 Bd9 Bd10 Bd11 Bd12 Bd13 Bd14 Timber Section Prllm:3.5 4x8 4x8 4x8 Prllm:3.5 Prllm:3.5 4x10 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 9.500 7.250 7.250 7.250 9.500 9.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade rruss Joist-MacMil)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Douglas Fir-Larch, Fb-Basic Allow psi 2,900.0 875.0 875.0 875.0 2,900.0 2,900.0 875.0 Fv-Basic Allow psi 290.0 95.0 95.0 95.0 290.0 290.0 95.0 Elastic Modulus ksi 2,000.0 1,600.0 1,600.0 1,600.0 2,000.0 2,000.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No No [enter Span Data Span ft 9.50 4.50 4.50 6.00 9.50 7.25 4.00 Dead Load #/ft 180.00 220.00 220.00 85.00 180.00 180.00 40.00 Live Load #/ft 400.00 280.00 280.00 220.00 400.00 400.00 60.00 Point#1 DL lbs 653.00 LL lbs 1,450.00 @ X ft 1.000 Cantilever Span Span ft 2.50 Uniform Dead Load #/ft 85.00 Uniform Live Load #/ft 220.00 _Results Ratio= 0.5143 0.5152 0.5152 0.5543 0.5143 0.2995 0.8293 Mmax @ Center in-k 78.52 15.19 15.19 14.91 78.52 45.73 20.69 @ X= ft 4.75 2.25 2.25 2.86 4.75 3.62 1.01 Mmax @ Cantilever in-k 0.00 0.00 0.00 -11.44 0.00 0.00 0.00 fb:Actual psi 1,491.4 495.3 495.3 486.4 1,491.4 868.6 414.5 Fb:Allowable psi 2,900.0 1,137.5 1,137.5 1,137.5 2,900.0 2,900.0 1,050.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 104.4 48.9 48.9 52.7 104.4 74.4 78.8 Fv:Allowable psi 290.0 95.0 95.0 95.0 290.0 290.0 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 855.00 495.00 495.00 210.73 855.00 652.50 569.75 LL lbs 1,900.00 630.00 630.00 660.00 1,900.00 1,450.00 1,207.50 Max.DL+LL lbs 2,755.00 1,125.00 1,125.00 870.73 2,755.00 2,102.50 1,777.25 @ Right End DL lbs 855.00 495.00 495.00 511.77 855.00 652.50 243.25 LL lbs 1,900.00 630.00 630.00 1,324.58 1,900.00 1,450.00 482.50 Max.DL+LL lbs 2,755.00 1,125.00 1,125.00 1,836.35 2,755.00 2,102.50 725.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.066 -0.011 -0.011 -0.008 -0.066 -0.022 -0.003 UDefl Ratio 1,728.4 4,731.2 4,731.2 8,765.0 1,728.4 3,888.8 13,866.5 Center LL Defl in -0.147 -0.015 -0.015 -0.036 -0.147 -0.050 -0.007 UDefl Ratio 777.8 3,717.4 3,717.4 1,996.0 777.8 1,749.9 6,627.6 Center Total Defl in -0.213 -0.026 -0.026 -0.044 -0.213 -0.072 -0.011 Location ft 4.750 2.250 2.250 2.952 4.750 3.625 1.792 UDefl Ratio 536.4 2,081.7 2,081.7 1,628.2 536.4 1,206.9 4,484.4 Cantilever DL Defl in 0.002 Cantilever LL Defl in 0.004 Total Cant.Defl in 0.006 UDefl Ratio 10,043.8 _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Piex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALC Engineering Software .:104196\en r104196.ecw:CARRIAGE 2ND FLR Description Unit D1 2nd Fir. Frmg. (2 of 3) Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu N. CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 , 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Seattle,WA 98109 Townhouse Units E,El Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software \04196\en•x\04196 ecw CARRIAGE 2ND FLR Description Unit D1 2nd Fir. Frmg. (3 of 3) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Bd15 Bd16 Bd17 Bd18 Bd19 8d20 Timber Section PrIlm:2.6 4x8 4x8 PrIlm:1.7 Prllm:2.6 4x8 Beam Width in 2.688 3.500 3.500 1.750 2.688 3.500 Beam Depth in 9.500 7.250 7.250 9.500 9.500 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade rruss Joist-MacMil)ouglas Fir-Larch,Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Douglas Fir-Larch, Fb-Basic Allow psi 2,900.0 875.0 875.0 2,900.0 2,900.0 875.0 Fv-Basic Allow psi 290.0 95.0 95.0 290.0 . 290.0 95.0 Elastic Modulus ksi 2,000.0 1,600.0 1,600.0 2,000.0 2,000.0 1,600.0 Load Duration Factor 1.000 1.150 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Sawn Sawn Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No Center Span Data Span ft 5.50 7.50 3.50 3.50 11.50 3.00 Dead Load #/ft 54.00 85.00 215.00 120.00 100.00 100.00 Live Load #/ft 90.00 115.00 145.00 40.00 40.00 40.00 Dead Load #/ft 80.00 Live Load #/ft Start ft End ft Point#1 DL lbs 289.00 210.00 LL lbs 394.00 70.00 @ X ft 1.500 2.000 Point#2 DL lbs 289.00 LL lbs 394.00 @X ft 4.000 Point#3 DL lbs 1,198.00 LL lbs 1,663.00 @ X ft 5.250 _Results Ratio= 0.2546 0.4207 0.2572 0.0481 0.2664 0.0784 Mmax©Center in-k 27.20 16.87 6.61 2.94 31.23 1.89 @ X= ft 3.32 3.75 1.75 1.75 5.38 1.50 fb:Actual psi 672.9 550.4 215.7 111.7 772.6 61.6 Fb:Allowable psi 2,900.0 1,308.1 1,137.5 2,900.0 2,900.0 1,137.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 73.8 37.2 24.4 13.9 54.5 7.4 Fv:Allowable psi 290.0 109.3 95.0 290.0 290.0 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 711.95 318.75 376.25 210.00 748.48 150.00 LL lbs 717.09 431.25 253.75 70.00 287.83 60.00 Max.DL+LL lbs 1,429.05 750.00 630.00 280.00 1,036.30 210.00 @ Right End DL lbs 1,801.05 318.75 376.25 210.00 611.52 150.00 LL lbs 2,228.91 431.25 253.75 70.00 242.17 60.00 Max.DL+LL lbs 4,029.95 750.00 630.00 280.00 853.70 210.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r,✓ne 3 ,.-.i ,.a €„ --,i. s S^" .,, ,r�i yidp$N ,ss,,Rh, ,. .. �C'S 'P„P,.k - -;.'+:°., .,� ;. ..., i",:sC.. n s; ,vi' m'.Z'rar'�-`, .,x,...n,t'Cx$:.'ff"3�g*'�"`.-?_..-c"si +8 fs: Center DL Defl in -0.016 -0.034 -0.004 -0.002 -0.117 -0.001 L/Defl Ratio 4,029.7 2,645.0 10,289.4 25,922.8 1,174.5 35,129.1 Center LL Defl in -0.017 -0.046 -0.003 -0.001 -0.046 -0.000 L/Defl Ratio 3,787.1 1,955.0 15,256.6 77,768.5 3,000.3 87,822.8 Center Total Defl in -0.034 -0.080 -0.007 -0.002 -0.163 -0.001 Location ft 2.816 3.750 1.750 1.750 5.658 1.500 UDefl Ratio 1,952.4 1,124.1 6,145.0 19,442.1 844.1 25,092.2 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) ' 180 Nickerson St.#302 Seattle,WA 98109 Townhouse Units E, El Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Page 2 (c)1983-2001 ENERCALC Engineering Software Timber Beam & Joist •: 104196\en•r\04196 ecw:CARRIAGE 2ND FLR Description Unit D1 2nd Flr. Frmg. (3 of 3) _Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3 , Le=1.84*Lu _ 180 Nickerson St. - C T ;E ,N -G -1.,N E. 'R 1 :N=G. Suite 302 PLLC / Seattle,WA Q/_ ( 98]09 Project: (v Date: r'� `�^! (206)285-4512 FAX: Client: Page Number: (206)285-0618 JD i-'%; Jif ,40 UNITS A, Cl 8e C2 UNITS B, Dl & D2 f . TOP OF WINDOWS 0 • �_ FIRST FLOOR T-10" - 12 SECOND FLOOR = 6'-10 _ _ - ....,�3U ABOVE FINISHED FLOOR ® raZI fi'�;-t f (! UNLESS NOTED BY I pp _. ._.._. ., �,•. v ala, 1� m m ® _ 5 TYP. __ -PlA'TE_-. _.._. 'ice�\.._._ ®_._._._®/����'�I ....-. TOP PLATE UM —- L` NM_ ■ - am imm m .. Ian C.... .... _ - I-®® -I■®= a ram 11111-------3, ®i Iit,t --��_- IIIIIII1111111IIl� IIII1II11111111111I_ --_"- I SECOND FLOOR �� ..'.. _ ICA- --' r....-0/sly -s-- — ❑ __ 1■1■11.11 NNE = ■1■I�1■1 E ■■ ❑❑ . -1■I�I■I■ Wiwi e ISI■ISI__ 1 ❑ R. 7. FIRST FLOOR = To01WINO ■I■1■I■1 El I' DO„i 1■1■1■1■ ■100••1 :MI■T■1 ' 0 I: -- — 0 a =■ mom=_ _ MOO — ■1•1■110�s(■■i■1 3= _ ® m FRONT ELEVATION m - �.._ fill -- - - 30 _s 12 oh .>__ _.__.. . . _L� _.TOP PLATE.... :� TOP PLATE — No ic--.,..,, .,-- i 5 y - - 1111111111111 SECOND FLOOR SECOND FLOOR G- ._ .__ _=.7.--:::: _ 14 -. DO DO lei — ---_ II -� � o rn _-. DODO -- �� _ ,,l -c:, f1RST FLOOR *;r�� � i'( 00 a0 II -:_ -. '1 FIRST FLOOR ACCESS 000' '� D2 Lii ® e SIfF FI FVATION uNlrs V. in &U2 V161`_11-d IStructural and Civil Engineers "ct 180 Nickerson St. C T ENGINEERING Suite 302 a P L L. C 1 Seattle,WA Project: C4) `(0 Date: CL al (206)9285-4512 FAX: Client: Page Number: (206)285-0618 L— T61 ArL. — W r to 42- 144. 17---s 5c) /'1P{} E-XP. 5 P- Ce(,5 q7s I 47—' 0.5 -t.. 5' 1,3 (N.;ir1uwm ' 4 u-13.'2.) 16.4 p:; L = 1. 9 il' Co- p I.,-y(,,., !. + p k.ec -- f-fit 0.-(;` 0,G2 & I 3 + 5 DS = . 15,22 177'- o,& S.i-q ),- 5,4-1 = 14,Z8 -25( o,7z `(,`-; a- 5)a 15,3 2T,-3,- D.1-G 1,97 + 6,23 - 1lo,7_ 3'--4-o, 0,64- ( I, a2 -r (,VI - I7-,`t UNIT 1 0(17 /6Pc.- 1 , ip 5/Ge I gr t--12:7 t(-.1" )(61•`17-) (3°z 2:)(5)(cl.47) T 6 '?1/2(1,q -) i-(92? )( )(1.45 �: ) ` z 4-. is ( / �� 4� -j�k3,�rI-1 .1_,(e___,I , (1A,.(� +(2• (2.j( r. ; (z,j{.c4(6.-m) 4-(1' 'f.0(e,is, 4� -L _ 206,5 j = — g- ' trz+Jc = 64-3-,Y)4---i-,S.) 9,,:3\)--:-- 3 '3Q r 0:-,44)=�7 ' f�i-c-j(511.3j - t 8�4-- g J '( ( 5):ii,7-4) - (c)(_ i\2'. e.13) 4_Lgcs \r = (¢S•q.S)(c )= >4-7-(, - rr (e4÷6) e4 6)/,.S)rcGi.j' +1 '22)( ,)&1.ffSJ lrr = z,116b,'-I219Z•-J,(q 1—) ( Z`J(5)(er,45) }(44)5)(8, ) _ 4-53 fL( g)(5)(6,7`J = 24& o ( Ft= Or-?)!,/0,5)(9,rj= 4-t,t2 L Uz= 62j(10,Sj(k',1?) = 2.3o`O u–r= I 2)(3.s9cq. 9ji z , .)('1- ) b ,r2, _(4f)(io,s-y .,3) _ b4-( ) Structural and Civil Engineers UNIT A VERTICAL DISTRIBUTION OF SEISMIC FORCE- 1997 UBC JO:B#04196: CANTEt BURY WOODS :: UNIT: r SOIL PROFILE: ' : 0 36 Cv Ci 54 R= 45 Ct= >. ... :0 020; 1=> i;<!iiila T= 0.175 DESIGN BASE SHEAR V= [(Cv*I)/(R*T)]*W= 0.687 W UBC EQ. (30-4) DESIGN BASE SHEAR V= [(2.5*Ca*I)/R]*W= 0.200 W UBC EQ. (30-5)(MAX) DESIGN BASE SHEAR V= [0.11*Ca*I].*W= 0.040 W UBC EQ. (30-6)(MIN.) CONTROLLING DESIGN BASE SHEAR= 0.200 W DIAPER. HEIGHT HEIGHT AREA DL Wi Wi* hi Wi* hi DESIGN SUM LEVEL STORY hi (ft) (sqft) (ksf) (Kips) SUM(Wi*hi) Vi DESIGN Vi ROOF --- 1$.t .. <.946 <0.018 17.01 306.2 0.54 3.33 3.33 2 .4 64. 80 6 6 2 6 0.46 2. >2I�l� '»> `i00>«�»> »54�>> »>00�� 88 621 1.ST:... 10.0 0., SUM= 43.5 570.8 1.00 6.21 E =V= 8.69 E/1.4= 6.21 T....,2? .._( bul\lik ) _ ____ 6,L( k- . ) 5 ( 5_.,,,) "-2--- 6' 2 ( - Page 1 UNIT B VERTICAL DISTRIBUTION OF SEISMIC FORCE- 1997 UBC JOB#04196-CANTERBURY WOODS UNIT: SOIL PROFILE: $..(p)Mini! Ca li,iplq:J001 Cv= R= 45 Ct= 020 T= 0.095 DESIGN BASE SHEAR V= [(Cv*I)/(R*T)1*W = 1.261 W UBC EQ.(30-4) DESIGN BASE SHEAR V= [(2.5*Ca*I)/R]*W= 0.200 W UBC EQ.(30-5)(MAX) DESIGN BASE SHEAR V= [0.11*Cal]*W= 0.040 W UBC EQ. (30-6) (MIN.) CONTROLLING DESIGN BASE SHEAR= • 0.200 W DIAPER. HEIGHT HEIGHT AREA DL Wi Wi*hi Wi*hi DESIGN SUM LEVEL STORY hi(ft) (sqft) (ksf) (Kips) SUM(Wi*hi) Vi DESIGN Vi ROOF 18.63 149.0 0.34 2.31 2.31 -2.0 28.98 289.8 0.66 4.49 6.80 !:§1,..:?$7.gg 10.0 ig. :N400; SUM= 47.6 438.8 1.00 6.80 E=V= 9.52 E/1.4= 6.80 W(AO( Fe Page 2 A.) UNIT C1,C2 VERTICAL DISTRIBUTION OF SEISMIC FORCE- 1997 UBC JOB#04196-CANTERBURY WOODS UNIT: >G SOIL PROFILE: S(Dj .: Ca 0 36 Cv a 54.: R 45 Ct 0>020; . 1 .. . T= 0.189 . DESIGN BASE SHEAR V=[(Cv*I)/(R*T)]*W= 0.634 W UBC EQ.(30-4) DESIGN BASE SHEAR V= [(2.5*Ca*I)/R]*W = 0.200 W UBC EQ.(30-5)(MAX) DESIGN BASE SHEAR V= [0.11*Ca*I]*W= 0.040 W UBC EQ. (30-6)(MIN.) CONTROLLING DESIGN BASE SHEAR= 0.200 W DIAPER. HEIGHT HEIGHT AREA DL Wi • Wi* hi Wi*hi DESIGN SUM LEVEL STORY hi(ft) (sqft) (ksf) (Kips) SUM(Wi*hi) Vi DESIGN Vi ROO1 : --- 200 ... ..1197 ;0 018 21.546 430.9 0.56 4.42 4.42 2ND 10.0 100 '19 `.... +02 33.516 335.2 0.44 3.44 7.87 ':....1ST...: 10 0 0 f ; SUM= 55.1 766.1 1.00 7.87 E=V= 11.01 E/1.4= 7.87 1 V • _e-- 64.4.,\AS sr iV ,eT ' 2- k-- ( 6a) v % --- Page 3 /- ,. UNIT D1, D2 VERTICAL DISTRIBUTION OF SEISMIC FORCE- 1997 UBC JOB#04196-CANTERBURY WOODS UNIT:Pi.lif:;igt:2.% • SOIL PROFILE: Ca= Cv= R= 4 Ct= 0020 • T= 0.189 DESIGN BASE SHEAR V=[(Cv*I)/(R*T)]*W= 0.634 W UBC EQ. (30-4) DESIGN BASE SHEAR V=[(2.5*Ca*I)/R]*W= 0.200 W UBC EQ. (30-5)(MAX) DESIGN BASE SHEAR V= [0.11*Ca*I]*W= 0.040 W UBC EQ. (30-6) (MIN.) CONTROLLING DESIGN BASE SHEAR= 0.200 W DIAPER. HEIGHT HEIGHT AREA DL Wi Wi* hi Wi* hi DESIGN SUM LEVEL STORY hi(ft) (sqft) (ksf) (Kips) SUM(Wi*hi) Vi DESIGN Vi ROOF --- 20U tl1 OaIa 23.598 472.0 0.56 4.85 4.85 gg*Wili 10.0 100 ¶311 00 36.708 367.1 0.44 3.77 8.62 10.0 giNgigcm SUM= 60.3 839.0 1.00 8.62 E=V= 12.06 E/1.4 8.62 '25r;t4t‘6- 6,1,7[PP(g 1;c4 Page 4 Front-Back Job r/6 3: Urift ti`'` ':»'ii > Direction -: 1' ftt :GtE<» <iii'' : :> € <: f :: : :>Diaphragm Level Panel Height = »:;; Ft. Minimum Panel Length= 2.57 Ft. Cum m. Story Shear Vx= 4479`:Kips p= 1.00 56 Wall ID T.A. Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD 1 0.160.07:> > > `< 10.661 .1 -0.48 - •18:,.:": :».' t 8 5 .4 ;P aII<'i< i : ».. 5.... f5,��. .11?-9. 0 8 . 0 :i> > `< 00<> <<<` 0 00 0 0 0 00 .00 00. <> >< » >"` o a o0.00 :h ll»wr:. :: :;::;::::::.:::::;: ::::O,Q :.::.:: 060: 0.00>>< ::::<0' 0`0 0.00 o.00 : o.00 o.00 o. o 2 > <>�'�� `< 0.39 0.17< `` 20. 7 11.27 7 0.00 l al`!I�l�t f <> �+'E: ::: :<: r�.$'C� .27�.........��E):. P B ........�,��. 4 0. 5 0.75 .00::::<::0>: 0.00 0.00 :>:<:` 00 0.00 0.00 >::ar`>>;'.>,><:: <>::>: � 0 0 00 0.00 Lam. .::: > ::>: .. ,i:i �:.. 0.00 0.00 > 0 0 00 •. 0.00:` > `'O ` < 0 00 0,00 0.00 ;:::;::.::.......................................... ..... 0.00:':>:<»:":. 0.00 0.00->`:> : ; :`� 0.00 0.00 0. tlafl� f'�<`< �7 <> < >»�>'Lt. f��. 4�,.QO. 00 0.00 1. 2 <; 19 0.08:> < t`2t' .17 . - - 0 0 9 9 60 0.04 0. 4 t3,�. 0 0.00<:< <:> .. 0.00 0.00 0.00 0.00 0.00 0.0 0 945 4.48 41.5 Diaphragm Level : ;? nd Panel Height = :::`9 Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx=imiii.8 I l Kips p= 1.00 k ? Wall ID T.A. Vwall Lwall r • i SW v i w dl OTM R OTM U net U sum HD <:;fwtir lE`<:;<: a:1 ><:;:::>:>1 7: 1.09« >> .O. 0.08 0 0 ......t3. t. 9.79 18.15 -0.53 1.01 ilivi....7.5 - 0.1 >> . 1.07>: 0 22 8 ..>::Tshp 9.63 2.40 1.27 7 2 _ 0. 4 - - 2.05:::::: :•:•: 0.1 09 :'``f £I> 18 9 32.27 0.6 arLi�'>::::i ::>� '::::>2k�. ::'�.,..::, 6 0.66 0 < 0.00 0.00 . ::00' ' •0.00 0.00 »:ft>J r>:<>`> 4<» >»:<`»>»:l 0 0.... :> <l3€E0 00 0.75 2 12 .0 ��< 1 .4 2 2.05:>�»<>��E) 0. 0 9...:s:'t�> �f. 8 9 3 .27 0.66 0 00 ':<<:<:fJ > 0.00 .......I .AQ. 0.00 0.00 0.00 :Iriiiiii:iftt J` i`>< <>> < : 0 0.00 . 2 r-- 0 0.08::> >: : `<�€ .24 0 ;> ;:.;;:.:;;;;;;: :)~:r�flLvur< € a�'<< <><>� �i��`> 0.92<«< <�2av 0. 9 G� t3.�f. 8 9 6 0.12 0.12 0.10 0.08: << ltI 8.32 .60 -0.11 - : C1 ::^ <:< ::: ::::>: 18 -0 92>>>' 9 0.15 ti2�I$ :>::.::.0.. 0.00 <>`><><> # 0.00 0.00 Q3# 0.00 0.00 0.00 0.00 .................n:.:ii...............;:::.:.;;:947 8.11:::.:::.:::90.5: • • Page 1 Side-Side • Job #04161(0 - Unit A Direction ---- d i; > <_> Diaphragm Level :>Roof I Panel Height = Ft. Minimum Panel Length= 2.57 Ft. • Cum m. Story Shear Vx 33 Kips p= 1.00 i7 Wall ID T.A. Vwall Lwall ri SW vi w dl OTM R OTM U net U sum HD (v - 4 -1.45 .0 14.91 42.50 1. 5 0.25 � 0 8 1.66»>>>� >'> '. (3�5. 0.00 ::>;:::"_. :> 0.00 0.00 0.00 0.00 0.00;;>�.`> ��#3 0.00 ...::;:�.C3� 0. 6 1.651. 5 l 0.21 >><� �`�� `� 5 65 9 6 0.63 � 0.63 »>» � �` . 43�5. 0.00:1! :<;::...;Q:: 0.00 0a00:;':;::>:::M(t :: 0.00 0.00 0.00 0.00 • i� 11YYYY11.... 9.42 1.59 1.65 1.65 0.21 'i '` >`;;: 1.05 �>> � � t3?15 ..... 0.000.00 .......17.. 0.00 ClQ>' 0.00 0.00 <»»> eJ€ 0 00 0 00 0.00 0.0 0 0.00 0.00 0.00 0.00 »<> ' >`�': 0 ` � »>«» ' �.'`»> >»>� '>. 0.00::::::::: [�� ..Q..OQ. 0.00::::::> 0.00 0.00 0.00 0.00 0.00 0.00 '>�£� <� > ��C1�J> 0.00 0.000> 0.00 0 00 0.00 0.00 �>�>�»> l�€} �Q. 945 3.33 28.0 Diaphragm Level : • Panel Height - «: : ?Ft. Minimum Panel Length= 2.57 Ft. Cum m. Story Shear Vx= >< 1 Kips p= 1.10 Wall ID T.A. Vwall Lwall ri SW vi w dl OTM R OTM U net U sum HD PI-4 -1.22 0.15:> » Q � 27.74 51.00 -2.68 3.08< »>�C�� 0.25 :.:......t�.. ......0.: 0.00 >>> fl{3 0.00 0.00 D AQ 0.00 0.00 0.00 0.00 0.000.00 0.00 >� 0�°` 0.00 0.00 ' 0.00 1.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 1.65 0.00>I>��< 0.00 0.00<>< >Ctft 0.00 0 0.00:> » Q� 0. 00 0.000.00 0.00 0.00 0.00 1.79 0.72 P7,4.6 0A5....... �> 16.09 2.04 3.70 3.70 S-T4:Dk- 0.000.00 0.00 0.00 0.00 0.00 0.00 12. 7 1.15 3.83 3.83 J4L 0.45 << �: . . 0 0� 1. 4< >> << ��< 0.72 5 • 945 6.21 27.0 Page 2 Front-Back Job Direction Diaphragm Level Roof » ><> Panel Height = <; Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx= 29 3 Kips p= 1.00 Wall : ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum HD G -0.25 -q$ ��< �1 ` 1 .61 -0.25 0.15 0.0T»> 9.68 3 1 ..�:..X6,5. 1 Q•::.>:. .00 .00 .00 0 0 0:00 0.00 <<> >� � 0.00 0 0.00.....:,.:::40#3:, ..:.:::�.. 0.0 0.00 0.00 0.00 0.00 0.00 �<>>� >�t3 ..::4QQ.. 1 1� 7- 1. 1 .51 .21 �<�� ' 1 .31 5.00 5 . 0 0 9 5 05 2.15 [ `' 4 ��'� 4.x.6. 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 RE0:10:11 .000.00 o.00 .00 0.00 0.00 .o .00 0.00 o.00 o.00 0 0 0.o � ... ..4. . o:::. ::: : 0.00 <« 0.00 0.00:»»»> 0.00 0.00 0.00 0.00 - L 0.25 0.11 <�>�<> :�> 9.68 0.4 5.00 9 0.49 2 1035 4.30 36.5 Diaphragm Level Panel Height = Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx= 7 7 Kips p= 1.00 . Wall ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum HD 1.09 l - 0.07 > >� �� 9.80 18.15 -0.53 -0.78 8 - >»»�>�13:� 0.08 --4:& (�2..:. 1 3.B 0 4 0.34 . 1 5.40 .3 0.10 s>`< � Q� 8 3 0.92 < < 9th. 0.13 � � T-- 2 .40 -0.63 -0.63 0 � `� 16. 0 9 1.88><<`�'€ 0.12 0.09.... >.�.2. . 9 .00 .0 1.51 .0 0.00 0 0 0.00 > <1flf1` 0.00 � 1.88 0.09 <`<0 2 16.90 • 29.40 -0.63 0.63 - :::»�>�� 0.12 0 0.00 0.00 0.00 0.00' �>i;rs:Q> 0.00 P B r�- . 7 0.75 0.75 3 .1 � ;` :`� .25 3 2 0.92 <�`:>< s 0.17` 1 0 3... <':.Q.2 . 8 0. 0 0. 0.00 0 00 0 0.00 < �t;<L�"` 00 ................ o.00��>�'< ��> o.00 ...:. Q. . l �P . ... . .. .. . 1.09 4 0. 0.2 . 9.80 .67 0.33 0 82 1035 7.77 84.5 • • • 43 5-45s • • • • Page 1 A Side-Side Job : #041 3-Unit B Direction ; ide Diaphragm Level aQ»>» >» »><><» Panel Height = >` Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx= > < 'Kips p= 1.00 08 Wall ID T.A. Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD -0.93 -0. 3 4 9 1 5 3 .00 0 63 0. 25 0,2E1. 1.82 ;» ::2!�� pc,--N 0 0.00:;::::::::::>:;:, ;: 0.00 00 .00 0 o.o 0 00 0 00 0.97 73 n''`) � 3.52 0.77 0.97 � 0 3 �> .��'fl` o.3001124§:1 0.36 t�.�..::. >...».....:.:. :.:» .:... ::;:.. 0 00;:.::::; 0 0.00 0.00 >:. C 0.00 0.00 0.00 0.00 5.9 0 2.13 0.80 0.80 0.13�« >.`<::': G�' 0,.2Q. » #a?14«»'<<" 1B6i 0.66::»<:»>::;: ;�< 0.36l� �-- y�(y 0.00 0.00 0 .00 0. 00 0.00 �i:.(i,i:i2 };;» a;;f: :; 0.0� ;ii�ii4t G?i ...:!..:.... ExtUpr.:..:: '`x. ....::.:...223 o.70111:1''011... 0.36 P)- 13 0.13 4 t' 7.08 3.06 0.70 • 0.70 CS?�� >:...»................:�.. :> '.:>:>i<:>:C 0 00 :.:. .0 0.00 0.00 < t.00 0.00 0.000.00 0.00 0.00 » ���`�:�� 0.00 .0.00 0.00 0.00 0.00 R ,0#�. ............................................ «<::<0: 0.00:;:::»> >�'.�:>; ................ 1035 3.65 34.0 Diaphragm Level -: 2ndk> ig Panel Height = 9 Ft. Minimum Panel Length= 2 57 Ft. • Cumm. Story Shear Vx > >s .8 Kips p= 1.00 • Wall ID T.A. Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD 6.80> 0.54 -0. 9 61.205 1.00 3 >> �0� 0.50 1 0.34 0.00 iCiii.itoty 0.00 0.00 0.00 0.00 0.00 ><>»:>::8, 0.00 0.00 � ; 0.00 0.00 0.00 0.97 • «>' >_ �»»;>:�'<> >'`: 0.00 0.00 >�<>><�a�Q< 0.00 0.00 0.00 0.00 0.00» >;::>:Q#�: . 0 0.00=`< "� °' 0.00 0.00 0.00 0.80 0 0 OSS. 0.00 < <<> > ##; �:.:.:::. :.;;;:::::..; .: Q. 0 .00 0.00 0 .00 0 0 0 0.00'<<`»� Q: 0.00 p 0.00 0.00 > . ....0 0.00 0 .00 0.00 0.70 :.::.....................:..0.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . ..0.. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ....................................::�: �1�035� 6.80:::.:::20.0. ................... • • Page 2 wl; 0 180 Nickerson St- C T ENGINEERING Suite 302 P,. L o ( Seattle,WA Pc �,' 4t---cel-/q6, 6roj ', (20 ) 285-9512 FAX: Client: Page Number: (206)285-0618 L C1 `Th SAX UNIT r( R- i F7-.1-60-- ',/ t. t- Y' )'- Waif kit ii i E 6 1 Lk-d ) }*�,G /1,-) 311 en ...... ,! i _0 it '1 i1y� c• ik t 1/ : ! r r F F 6 of..---.„_,,.......,_ 1 G 7 1::4 Th------- I& S la 0) 5 ) -i-(2)4--- )(,ii,). _ e<� 25 _a k- 32 *--2,0‘..) G 't = 24-,0 -4- WA-u.., Vuo £ u- `ryP9- Q]M PI env, t1J-- li"` nA)f,1 bit b.65, Zz .-2,el P!-46 0,2 6-4,0Q, -034- 102 2,4-20 ,344, PI-3B z I."fe .Z( +-2_(03 k.tPS 0k 2-2/1'G74- b30,7617 74 .056. �77;T G , S� I(,Uc — c,20 l3P,.cK be 0,.756 2t ,03(0 Coed &,,312 1(.f3 — O.2& — t,,2 -ti ..,49 A/-2�r 21: 9.16,t i- !i K,P. -KA t ziP_A Structural and Civil Engineers �!'•""'1 �'�,47 A m.,,‘ Front-Back Job :.��:�%.:::::::::.:. a nit C' >>>» »> Direction i'i tt t k Diaphragm Levels Panel Height = >>><9 Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx=`< 534 Kips , p= 1.00 Wall ID T.A. Vwall Lwall r i SW vi w dl OTM R OTM U net U sum ' HD 1 11.76 -0.46 -0.46 .1 0. • 04<>< '`�` �• 5.61 0 0 �3$ :<Pu�taiEs<<: >:e'l:<» <>:€>:>::��5:: 0.62 >»� � �' f�.18.. < > ` > <»>' > .00 0.00 0.00 0.00:::;;::;::< Q4 0.00 Q.OQ;`;a > s 0 00 0 4 7 0.07 1 .0 10.1 0 0 0.09::::>�� �> 1 5 ..'t � ..;;,;;;;;,;;;;;;;;;,,..:. 1.23:»<�>���� 0.21 &)2,-eft .......0..18. .00 0.00 0.00 > ><>> 0 00 0.00 0 0.00 <« Oil 0.00 �C��; & 1 .00 0.59 0.59 � 0.1 >. 1 .56 6 0 2 3 » . 8 orae G `�'t">'><>�'<< '� >< :>>�»�<:°" < 1.28»>::>>:::1 :0 . . S :.;� � � !�:.: !�:<.:. 2'413 . 0.00 0.00 0.00.OQ> <`'>`��. 0.00 :<:;•:<.�;: 0.00�>�t ;4��#�> 0.00 0 .::,...�,i�ta.: 1. 1 1. 1 A2 3 .1 .1.65 5 5 0.43 0.19 >� � : 9.18. :: :. :,. 1.02> <>>��� P�B v.�:�.. .14 0.06 »<� �> `:"? 1.70 0.45 0.44 0.44 0 1 0.19<><<�> �#�. ........4�,..�. . c )6 4 0.44 0.44 Q 1.70 0. 5 ><#�t:�>«< »::ppb;::> > »>«>.��.0: ��� 0. J ............ 1200 4.53 48.3 Diaphragm Level Panel Height = 9 Ft Minimum Panel Length= 2.57 Ft. , Cumm. Story Shear Vx= ;8 46;Kips p= 1.00 i10606t Wall ID T.A. Vwall Lwall r i SW vi w dl OTM R OTM U net U sum HD 0.101.18 10.58 16.33 -0.43 -0.90 0.08�<>> (3�• . 0 3 i ijK fitfi E '•!::E 2:::::i St:f i:iEC:' .�.: 0.00 0.00 0.00`: <:::oo 0.00 0.00 0.00 0.00 ithti'>iiinia' 32.5: 2.31 .... .. # 0.21 p-tB 0.18 iiMia 20.83 14.08 0.55 0.62 , 51Z 0.00 gimiphl 0.00 0.00 0.00 0.00 .0.00 0.00 1. 2 2.0 A' kOZ 21,79 .33 4 0 2.42> �< #�� .i 0.28.. 0.24'' �'>'C�� . 8 I� 0.00 0.00 0.00 pti 0.00 0.00 0.00 0.00 1 2 043 0.3 ......t3. '� 17. 1 2.30 3.0 4.5 1.92 > �>> " 5' -)Ii75 .2 .60 0.91 1.35 4 0 .12 s>< tt��€1> 3 0 0 0.36»>��»�'�� 0.1 .:::........: 1 0.36;<<>�>»�3{�i 0.14 0 Ci:........ .2 0.60 0.91 .35� .... ............................:::.::::.:>1200 8.5548.3 ................... • • Page 1 Side-Side • • Job- #04jf - UnitC Direction Diaphragm Level Panel Height = >; Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx= Kips p= 1.00 C Wall ID T.A. Vwall Lwall r i SW vi w dl OTM R OTM U net U sum HD i.� -0.74 -0.74 `- 19.8934 00 0.25 P 0.11 :»[ > ���� 2.21 0.25 � :.:.�:��. .00 0.00 .00 0.00 0 0.00 <<4��#� 0.00 0.00 > ����� � 0 >� 0.00 0.00 0.000.00 0.00 0.00>�»�»> > <<�>`� .� 4.97 0.00 1.74 1.74 0.42 0.18 t�.0 0.55><`><<> 4�. ... . �1. PI-� 7 1.481.48 0 .42 0.18< <'>` ` 4.97 0.77 0.55 >>�»> �� t?.�Q. 0.00 > <..... 0.00 <'<»�>� 0 0 0 0.00 0.00 0.00 �; ><�41Q 0.00 ���U, 1.481.48 0 .42 0.18�»<>> .� ' 4.97 0.77 0.55»�>>>'�� D.��, 3. 0 0.42 ;:;:;::;;;:;: 4.97 0.00 1.74 1.74 • 0.'18 0 0.00 0. 0.00 0.00 :.: 0.0 • 0.00 •0.00 0.00 0.00 1200 2 32.1 '110 • Diaphragm Level Panel Height 9 Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx= 8 Kips p= 1.00 >< >0 85 Wall ID T.A. • Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD _�, 2 0.25 0.20 >>»`Q�� 35.42 51.00 -0.82 -1.56 0.00 • 0.00;,,,:»:'r::Q::O:: 0.00 0.00':::>::>:Q;flQ; 0.00 0.00 0.00 0.00 0.00 0.00 0.42 0.33 >� � fl<� 8.85 1.1 5 2.7 0 4.4 2.704.18 0.42 0.98> � < .Q.�. 8.85 1.15,. 1 �:...;.�; 0.00> > ��� o.oa :;; O. ;;;;.c��0 0.00 0.00 0.00 0.00 �` 1 : ::: 0.98::<>>:<:«: :I�> 0.42 0 3<><:..;;..f�..'3�<. . 8.85 1.15 2.70 4. 8 . • .1 2.70 4.45 0.98 0.42 8.85 1 5 >"> :.0 0.00 _>>> ;: 9r. > 0.00 .0 1 ::.;:.;;:Q,43 0.00 0.00 0.00 0.00 1200 7.87 .0 • • Page 2 Front-Back Job q& • Direction Diaphragm Level : Roof > >«<>>< • Panel Height = <Ft.• Minimum Panel Length= 2.57 Ft. Cumm. StoryShear Vx= Kips p= 1.00 << i ....... Wall ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum HD • J -0.41 -0.41 � 5.66 10.77 0 0. 5 >: 0.10 �'1��> :::i��ralL<:><:>€>:t�:�::>:>«: :<<:��`f#: 0.63 >�$C�;. ««:Q.::::::: • 0.00 0.0000 0.00 0.00 0.00 0.00 > i0>a3 ��, z 0.00 . 0 10.77 00 10.82 �#i � 0.09 >>�< : � .1 5 1.20:> ��� 0 9 �1,., 0.00 0.00 0.00 0.00 0.00 ...............................::..Q.: 0.00 »>>0A 0.00 ::,..:. ........ C516 0.13 c- 6 0.09 >> 9.09 7.71 0.13 S 0.19 Q..15. 1.01 ::::>�»�'��C� D� 0. 0 0. 0 0 0.00 0.00 0 ..............:..:::. • :.......:.........:::,::::::::::.�: 0.00G�Q 0.00p. 2 G 6 20. 6 5.160 26 1 0.09 >��< > �` . 7 .42 � ;<;::;<; 0.82 «�«�'I�Q> • 0. 9 � Q,1�.. 0. 95 0.95 .2 0.1 . 3 0.78 9 0.44» <>;' �; 0 6 ,:.:,:.�,���'. GS) DJ 7 2.3 0 0.78 0.78 :;<l;::::�:::> <» <d. ;><:>:»:<>,.; : 0.75:;::::;;<s;� �p 026 . 0..1.6. 6.73 1311 4.85 55.5 Diaphragm Level Panel Height = '< Ft. Minimum Panel Length= .......2 57 Ft. Cumm. Story Shear Vx 8.62 Kips p= 1.00 0.8 Wall ID T.A. Vwall Lwall r i SW vi w dl OTM R OTM U net U sum HD -1.71 - 1.12 0.06 67/4 10.0642.50 0 2.12 0.00 �'� '<i�flQ 0.00 0.00 0.00 0.00 <;<.: 0.00 �<< €0� 0.00 Z � 0.11 19.2317.96 0.10 0.19 ;:. :<:: :(:n�>::» >»::�f�<:: >::::>::>::» ��> 2.14 `>>>a3 ��. 0.00 <<> 00 0.00 0.00 0.00 0.00 0.00 0.00 1. 6 1.23 3 0 .26 0.22 16.16 6.80 � 1.80>>�� :::.�...... '� 0.00 0{1 0.00 0.00 0.00 0.00 0.00 0.00 1.478.61 0.54 0.80 r 0.16 >is><�f�>2 13.20 < >���< .........��.. 2. 6.98 1.30 1.71 66 0.78< < �; 0.26 .P-�fi 0.22 .4 2.2 0.2 0.22< > Q. 11.953.83 1 3 <��t <> < 0: �i� ; < 2;.: ' 1.33:<. ..::.......... 9)-4 1311 8.62 59.5 • • Page 1 tf` Side-Side Job #-(24-«6f - Unit D Direction : arid >»» > . Diaphragm Level >::::;:::»>;»>::............:::..:::. Panel Height = >`` Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx=` Kips p= 1.00 • <>a 8 Wall ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum HD .4 .4 0 9 .6 0 9 4� 21.81 . 30.69 0 3 »> 0.26 ��Q. 2.42;;><> � �� `� 0.00 0.00 0.00 �< `'z ' 0.00 0.00 0.00 0.00 ......13,C�tJ. 0. 3.86 0 77 1 09 1.09 .29 4�. Q. 0 2 0 �� DLL Gvl 0.43 2 a.86 • 0.77 1.09 1.09 0.00 0.00 0. 0 0.00 0.00 0.00 00 0 0. 4.49 1.0 4 1.04 1.0 4 0.50 <:>:'<:>: � ;: $ .. fl.. Ptd 2 <: 3 0.14 > > <���' 4.49 1. 04 1.0 4 1.0 4 0.50><i< > 3�5 0.29 (�.2Q. o. o 0.00 0.00 0.00 0.00 : : >;:41#t: :;;:: > ; 0 0.99 0.99 v 1. 6 -�o Q 5. 13 3 2 O. Q. � • 0.57� >> ><:��� 0. 9 Y B • 1311 4.85 36.0 Diaphragm Level Panel Height = Ft. Minimum Panel Length= 2.57 Ft. Cum m. Story Shear Vx Kips p= 1.00 0 Wall ID T.A. Vwall Lwall ri SW vi w di OTM R OTM U net U sum HD -lam ` : #�' 38.7 6 61.71 -1.10 -1.59 4.31 ��' 0.23 0 ....,<:......: 0.00 0.00':><»;:i:.A :: 0.00 0.00 0.00 0 00 0 0.29 6.86 1 .15 .2.0 1 3.09 »I=kt:< »:<:�i:12e<:<»;<:<>:11t�:; 0.76;::::::::::;:> � 0< ..::.:: .:.:::. 0.25 <>< it�3E 9� 0.76 0.29 6.86 1.15 2.01 3 .0 0.0 0 . 0 0 0 .0 0 0 0.00>< 1��# 0.00 0.0 � 0.00 1.56 1.93 2.9 7 0.29 - 0.25....... 7.99 0.89 0.29 0.89 0.29 .25 7.99 1.56 2.97 1.93 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 ........ . 0 1 2.0 4 1.86 2.85 9. 1 1.01 > > �; ;�(� 0.29 i-4B 0.25.: ::::.......� c� 1311 8.62 39.0 • • • • Page 2 t CT ENGINEERING P L L C 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) teaton@ctengineering.com #04196 Structural Calculations: Townhouse Units E, El Structural Engineers ©+018" HEELS AT ©0 18" HEELS AT WU, THESE GABLE TRUSSES T1111117 - THESE GABLE TRUSSES T 1 r T I alk ® � GABLE TRIJSS I I GABLE TR)JSS I (+� _ I -, _I _P 1 GT i 1, 1 I 1 GT GIT-ie i I I -� -4x8 HDR_. 4x8 HDR I I I GT I 1 '- \. 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I o o 0 5Yz I ' I " —, _ 1 1,71-!;:wfiy .. +7/" 1 J 'r�� �.`a�� I TYP __ S'• r=/I.•,� TYP r +1'-3" r,-ri, +r-3"�vG� d I� ��� I N ZG►d' —i � +1,_9" 9 S: w ' -4.7Y2" ,, 11201312i 15" +71/,, 2 9'-6" -. 11"I, 13" :I lill 1 iiiaramsi , 3'-8" 11'-8" I I1 NSW M.• al I 0866 jl • 14'-0Y4" i I. A - Vire " 6" CB66 ' , 6" 11'-61/2" 3'-8" 11'-8" 3'-8" 79'-0" UNIT "E`r 5fti 1°6.9 34/P (---/Y. 611 .-+n nein r—,nra nra( 41 el CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) - Seattle,WA 98109 Townhouse Units E,El Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 -(c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:Unit E Description Unit E, El GT Reactions Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements GT-el Gable GT-e2 Gable GT-el Hip GT-e2 Hip GT.e3a GT-e3b Timber Section Prllm:3.5 Prllm:3.5 Prllm:3.5 Prllm:3.5 Prllm:3.5 Prllm:3.5 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 9.500 9.500 9.500 9.500 11.875 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade rruss Joist-MacMil rruss Joist-MacMil Truss Joist-MacMil Truss Joist-MacMil Truss Joist-MacMil Truss Joist-MacMil Fb-Basic Allow psi 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 Fv-Basic Allow psi 290.0 290.0 290.0 290.0 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No LCenter Span Data Span ft 8.50 8.00 8.50 8.00 15.00 15.00 Dead Load #/ft 285.00 285.00 210.00 75.00 195.00 60.00 Live Load #/ft 475.00 475.00 350.00 125.00 325.00 100.00 Results Ratio= 0.5395 0.4779 0.3975 0.1258 0.7357 0.3537 Morax @ Center in-k 82.36 72.96 60.69 19.20 175.50 54.00 @ X= ft 4.25 4.00 4.25 4.00 7.50 7.50 fb:Actual psi 1,564.5 1,385.9 1,152.8 364.7 2,133.5 1,025.7 Fb:Allowable psi 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 118.9 110.8 87.6 29.2 122.7 48.5 Fv:Allowable psi 290.0 290.0 290.0 290.0 290.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 1,211.25 1,140.00 892.50 300.00 1,462.50 450.00 LL lbs 2,018.75 1,900.00 1,487.50 500.00 2,437.50 750.00 Max. DL+LL lbs 3,230.00 3,040.00 2,380.00 800.00 3,900.00 1,200.00 @ Right End DL lbs 1,211.25 1,140.00 892.50 300.00 1,462.50 450.00 LL lbs 2,018.75 1,900.00 1,487.50 500.00 2,437.50 750.00 Max. DL+LL lbs 3,230.00 3,040.00 2,380.00 800.00 3,900.00 1,200.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.067 -0.053 -0.049 -0.014 -0.227 -0.137 UDefl Ratio 1,524.0 1,828.0 2,068.3 6,946.5 791.6 1,317.3 Center LL Defl in -0.112 -0.088 -0.082 -0.023 -0.379 -0.228 UDefl Ratio 914.4 1,096.8 1,241.0 4,167.9 475.0 790.4 Center Total Defl in -0.178 -0.140 -0.132 -0.037 -0.606 -0.364 Location ft 4.250 4.000 4.250 4.000 7.500 7.500 UDefl Ratio 571.5 685.5 775.6 2,604.9 296.9 494.0 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu ' - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Piex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\en9r\04196.ecw:Unit E Description Unit E, El L3 Frrng. (1 of 2) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements - N 3e1 3e2 3e3 3e4 3e5 3e7 Timber Section 2-2x10 Prlim:3.5 Prllm:5.2 PrIIm:3.5 4x8 Prllm:3.5 Beam Width in 3.000 3.500 5.250 3.500 3.500 3.500 Beam Depth in 9.250 11.875 9.500 11.875 7.250 11.875 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 rruss Joist-MacMil Truss Joist-MacMil Truss Joist-MacMil Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Fb-Basic Allow psi 850.0 2,900.0 2,900.0 2,900.0 875.0 2,900.0 Fv-Basic Allow psi 75.0 290.0 290.0 290.0 95.0 290.0 Elastic Modulus ksi 1,300.0 2,000.0 2,000.0 2,000.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status Repetitive No No No No No LCenter Span Data Span ft 12.00 12.00 6.50 11.50 3.50 11.50 Dead Load #/ft 24.00 24.00 147.00 212.00 108.00 225.00 Live Load #/ft 53.30 53.30 327.00 470.00 240.00 500.00 Point#1 DL lbs 486.70 1,339.00 LL lbs 633.30 1,861.00 @ X ft 11.000 1.000 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 170.00 Uniform Live Load #/ft 150.00 Results Ratio= 0.8969 0.0637 0.4022 0.5671 0.2486 0.6029 . Mmax @ Center in-k 24.09 15.20 52.31 135.29 6.39 143.82 @ X= ft 7.20 5.71 2.21 5.75 1.75 5.75 Mmax @ Cantilever in-k 0.00 -5.76 0.00 0.00 0.00 0.00 fb:Actual psi 563.2 184.8 662.4 1,644.7 208.6 1,748.4 Fb:Allowable psi 1,236.5 2,900.0 2,900.0 2,900.0 1,137.5 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 77.4 15.5 116.6 117.8 23.6 125.2 Fv:Allowable psi 86.3 290.0 290.0 290.0 95.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions z ::� @ Left End DL lbs 184.56 122.75 1,610.75 1,219.00 189.00 1,293.75 LL lbs 372.57 319.80 2,637.44 2,702.50 420.00 2,875.00 Max. DL+LL lbs 557.13 442.55 4,248.19 3,921.50 609.00 4,168.75 @ Right End DL lbs 590.14 335.25 683.75 1,219.00 189.00 1,293.75 LL lbs 900.32 488.55 1,349.06 2,702.50 420.00 2,875.00 Max.DL+LL lbs 1,490.47 823.80 2,032.81 3,921.50 609.00 4,168.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.073 -0.007 -0.016 -0.085 -0.002 -0.091 L/Defl Ratio 1,973.7 19,329.7 4,923.7 1,615.8 1 20,483.4 1,522.5 Center LL Defl in -0.135 -0.025 -0.029 -0.189 -0.005 -0.201 L/Defl Ratio 1,067.8 5,656.6 2,731.4 728.8 9,217.5 685.1 Center Total Defl in -0.208 -0.033 -0.044 -0.275 -0.007 -0.292 Location ft 6.288 5.904 3.068 5.750 1.750 5.750 UDefl Ratio 693.0 4,380.7 1,756.9 502.3 6,356.9 472.5 Cantilever DL Defl in 0.002 Cantilever LL Defl in 0.010 Total Cant. Defl in 0.012 UDefl Ratio 4,045.0 K\ _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr104196.ecw:Unit E Description Unit E, El L3 Frmg. (1 of 2) Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<= 14.3", Le= 1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu nef F CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Page 1 )1983-2001 ENERCALC Engineering Software Timber Beam & Joist q:\04196\engr104196.ecw:Unit E Description Unit E, El L3 Frmg. (2 of 2) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 3e8 Timber Section Prllm:3.5 Beam Width in 3.500 Beam Depth in 9.500 Le: Unbraced Length ft 0.00 Timber Grade Truss Joist-MacMil Fb-Basic Allow psi 2,900.0 Fv-Basic Allow psi 290.0 Elastic Modulus ksi 2,000.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 8.50 Dead Load #/ft 126.00 Live Load #/ft 240.00 Dead Load #/ft 125.00 Live Load #/ft 75.00 Start ft End ft Results Ratio= 0.4018 Mmax @ Center in-k 61.34 @ X= ft 4.25 fb:Actual psi 1,165.1 Fb:Allowable psi 2,900.0 Bending OK fv:Actual psi 88.6 Fv:Allowable psi 290.0 Shear OK _Reactions @ Left End DL lbs 1,066.75 LL lbs 1,338.75 Max. DL+LL lbs 2,405.50 @ Right End DL lbs 1,066.75 LL lbs 1,338.75 Max.DL+LL lbs 2,405.50 Deflections Ratio OK Center DL Defl in -0.059 UDefl Ratio 1,730.5 Center LL Defl in -0.074 UDefl Ratio 1,378.9 Center Total Defl in -0.133 Location ft 4.250 UDefl Ratio 767.4 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 I`-(c)1963-2001 ENERCALC Engineering Software q:1041961engr104196.ecw:Unit E Description Unit E, El L2 Frmg. (1 of 2) LTimber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 2e1 2e2 2e3 2e4 2e5 2e6 2e7 Timber Section 4x12 6x8 6x8 Prllm:5.2 Prllm:1.7 Prllm:1.7 Prllm:3.5 Beam Width in 3.500 5.500 5.500 5.250 1.750 1.750 3.500 Beam Depth in 11.250 7.500 7.500 11.875 11.875 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Truss Joist-MacMil Truss Joist-MacMil Fb-Basic Allow psi 875.0 1,000.0 875.0 2,900.0 2,900.0 2,900.0 2,900.0 Fv-Basic Allow psi 95.0 95.0 95.0 290.0 290.0 290.0 290.0 Elastic Modulus ksi 1,600.0 1,700.0 1,600.0 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.150 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 12.00 3.50 3.50 11.50 3.50 3.50 11.00 Dead Load #/ft 45.00 162.00 162.00 207.00 144.00 24.00 24.00 Live Load #/ft 120.00 360.00 360.00 460.00 320.00 53.30 53.30 Dead Load #/ft 188.00 Live Load #/ft 240.00 Start ft End ft 1.750 Point#1 DL lbs 1,808.00 1,219.00 252.00 LL lbs 2,505.00 2,703.00 560.00 @ X ft 1.750 1.000 Point#2 DL lbs 1,219.00 LL lbs 2,703.00 @ X ft 11.500 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 104.00 Uniform Live Load #/ft 53.30 Point#1 DL lbs 1,067.00 LL lbs 1,339.00 @X ft 3.000 L Results Ratio= 0.5016 1.0140 0.2266 0.3698 0.0889 0.1592 0.3987 Mmax @ Center in-k 35.64 58.81 9.59 132.32 8.53 8.10 0.65 @ X= ft 6.00 1.75 1.75 5.75 1.75 1.01 1.19 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 0.00 -95.11 fb:Actual psi 482.7 1,140.6 186.0 1,072.4 207.3 197.0 1,156.2 Fb:Allowable psi 962.5 1,150.0 875.0 2,900.0 2,900.0 2,900.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 32.0 110.8 21.5 76.8 25.8 46.2 98.4 Fv:Allowable psi 95.0 109.3 95.0 290.0 290.0 290.0 290.0 Shear OK OverStress Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 270.00 1,434.25 283.50 2,409.25 252.00 222.00 -201.55 LL lbs 720.00 2,197.50 630.00 5,348.00 560.00 493.27 293.15 Max.DL+LL lbs 990.00 3,631.75 913.50 7,757.25 812.00 715.27 91.60 @ Right End DL lbs 270.00 1,269.75 283.50 2,409.25 252.00 114.00 1,844.55 LL lbs 720.00 1,987.50 630.00 5,348.00 560.00 253.27 2,179.04 Max.DL+LL lbs 990.00 3,257.25 913.50 7,757.25 812.00 367.27 4,023.58 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) ' 180 Nickerson St.#302 Townhouse Units E, El _ Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Page 2 (c)1983-2001 ENERCALC Engineering Software Timber Beam & Joist q:104196\engr104196.ecw:Unit E Description Unit E, El L2 Frmg. (1 of 2) Center DL Defl in -0.032 -0.011 -0.002 -0.056 -0.001 -0.001 0.043 L/Defl Ratio 4,557.4 3,777.1 23,756.2 2,482.3 42,192.1 53,797.5 3,101.2 Center LL Defl in -0.084 -0.017 -0.004 -0.124 -0.002 -0.002 0.041 L/Defl Ratio 1,709.0 2,516.0 10,690.3 1,117.0 18,986.4 24,212.1 3,201.7 Center Total Defl in -0.116 -0.028 -0.006 -0.179 -0.003 -0.003 0.084 Location ft 6.000 1.736 1.750 5.750 1.750 1.596 6.644 UDefl Ratio 1,242.9 1,510.1 7,372.6 770.4 13,094.1 16,697.3 1,576.0 Cantilever DL Defl in -0.083 Cantilever LL Defl in -0.089 Total Cant.Defl in -0.172 L/Defl Ratio 417.8 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06"Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu 4, CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El - Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 )1983-2001 ENERCALC Engineering Software q\04196\engn04196.ecw:Unit E f� Description Unit E, El L2 Frmg. (2 of 2) [imber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 2e8 2e9 2e10 Timber Section Prllm:5.2 Prilm:3.5 Prllm:2,6 Beam Width in 5.250 3.500 2.688 Beam Depth in 11.875 9.500 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade truss Joist-MacMil truss Joist-MacMilTruss Joist-MacMil Fb-Basic Allow psi 2,900.0 2,900.0 2,900.0 Fv-Basic Allow psi 290.0 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No Center Span Data Span ft 11.50 10.25 4.00 Dead Load #/ft 198.00 162.00 700.00 Live Load #/ft 440.00 360.00 700.00 Point#1 DL lbs 1,294.00 1,845.00 LL lbs 2,875.00 2,179.00 @ X ft 1.500 Point#2 DL lbs 1,294.00 1,845.00 LL lbs 2,875.00 2,179.00 @ X ft 11.500 9.500 Results Ratio= 0.3537 0.9331 0.1632 Mmax @ Center in-k 126.56 137.58 33.60 @ X= ft 5.75 4.55 2.00 fb:Actual psi 1,025.7 2,613.4 382.7 Fb:Allowable psi 2,900.0 2,900.0 2,900.0 Bending OK Bending OK Bending OK fv:Actual psi 73.4 270.6 47.3 Fv:Allowable psi 290.0 290.0 290.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,432.50 2,540.25 1,400.00 LL lbs 5,405.00 3,864.56 1,400.00 Max.DL+LL lbs 7,837.50 6,404.81 2,800.00 @ Right End DL lbs 2,432.50 2,810.25 1,400.00 LL lbs 5,405.00 4,183.44 1,400.00 Max.DL+LL lbs 7,837.50 6,993.69 2,800.00 Deflections Ratio OK Deflection OK Deflection OK :h Center DL Defl in -0.053 -0.173 -0.003 UDefl Ratio 2,595.1 712.2 14,632.3 Center LL Defl in -0.118 -0.288 -0.003 UDefl Ratio 1,167.8 427.5 14,632.3 Center Total Defl in -0.171 -0.460 -0.007 Location ft 5.750 5.043 2.000 UDefl Ratio 805.4 267.2 7,316.2 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 ,Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Seattle,WA 98109 Townhouse Units E,El - Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALC Engineering Software q:104196\engr104196.ecw:Unit E Description Unit E, El L2 Frmg. (2 of 2) Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<= 14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu 180 Nickerson St. - CT ENGINEERING Suite 302 Seattle,WA cf---- q698109 Project:.... - -- , Date:_ Pik-- C:4-- — (206)285-4512 FAX: Client: Page Number. (206)285-0618 Nci PT L„vkps --, 0 ( , i i r -- — _ 1 1'979 - - E.,,. i..... .5" / "--) e45P- .),) ,71"-:0 _ , --_, .:• rr.---- .), - r \ „I 01) ir , FT61,, , ---jcp-,) — --„ .,- (.0a,-,:p f, x L6 ••/ ,40)-;•- ;7, 1(.._. -t-- .c:,, tt' ‘,1717, (11',-0Alb, PO-re J\ ( t —2 f 1,,_ -7 1, 1 _) . - A vr--- Nk541-/J;2--" '.'i I.:-7,•,,i , Uks),.L. ----.. , ), /,,,-,',...4_, t.::4,-f,z,..,•:-.7, --,' ) Structural and Civil Engineers NO 180 Nickerson St. C T ENGINEERING Suite 302 PLLC Seattle,WA q , 98109 Project: `i "—/' r Date:_f/ (206)285=4512 FAX: Client: Page Number:_ (206)285-0618 5j r; 7 / - 1/!�''C ✓1P! IT- '� tr r r- y 40( p 3a . 2 ; ' 1_' 20 1 MEM A--F-,Pr1c lion' ib Si • Vr-.,_ •t,3)(-4-�(.1 -F )47. I/ Aycr-- bpJ1.-i 1' (1' .S,)( 5'•) U. a) *)S/17 lc c'8N _ , J f-(lS,33)(-2.J( 1S,3,Ij, = 3Ce35 SIP ''D S106* ti--- (1c. 3)( CSS:✓5) +- 6 ,;')(5.)( 14-115) tr - ()s,?J 10}(l% 27,j ?Ai2n— 2.- i lip - .' Iv(e 6.,o7 K 11we =atTi . ., 7, ,6(v& S JaJ t r. Structural and Clvil Engineers \Ok UNIT E, E1 - VERTICAL DISTRIBUTION OF SEISMIC FORCE- 1997 UBC JOB#04196- CANTERBURY WOODS UNIT:VOIIIMI SOIL PROFILE: (Dy..; . Ca 0 36. Cv 0 .4> miiiR 4 Ct 0 020; I :,:'':,4: T= 0.238 DESIGN BASE SHEAR V= [(Cv*I)/(R*T)]*W= 0.504 W UBC EQ. (30-4) DESIGN BASE SHEAR V= [(2.5*Ca*I)/R]*W= 0.200 W UBC EQ. (30-5) (MAX) DESIGN BASE SHEAR V= [0.11*Ca*I]*W= 0.040 W UBC EQ. (30-6) (MIN.) CONTROLLING DESIGN BASE SHEAR= 0.200 W DIAPER. HEIGHT HEIGHT AREA DL Wi Wi* hi Wi*hi DESIGN SUM LEVEL STORY hi (ft) (sqft) (ksf) (Kips) SUM(Wi*hi) Vi DESIGN Vi ROOF --- .....272 61€ 0 0181 10.98 298.7 0.40 2.43 2.43 3RG 8.1 191 .. ....87i 0.....:.0,028 15.96 304.8 0.41 2.48 2.48 2ND 10.0 99.'1 . ;;55.5 ,..0 028; 15.54 141.4 0.19 1.15 3.59 1ST 9.1 Q;0:.: SUM= 42.5 744.9 1.00 6.07 E=V= 8.50 E/1.4= 6.07 Page 5 . Front-Back Job : q a. ......._... tniE : Direction : rt' c . ; •::...:,..:...:.:.:.:.:,:.:.:.:•:.•:.: Diaphragm Level : ::Roof»» » > < :<>:>< ...................................... ... ............... Panel Height = :::>:8 1 Ft. Minimum Panel Length= 2.31 Ft. Cumm. Story Shear Vx= 6 5:Kips p= 1.00 x::0:.655:7: Wall ID T.A. Vwall Lwall r i SW vi wdl OTM R OTM U net U sum HD 11;:P` al[`:::>::: 1:'1< »»>: > D 1.82 »»> � 1 0.151 0.0 `1 -1.27 :::w.:.:...;.;;::::::.:::::::::::::::3::,5: ..:.,;.;33rft,. �ii � 6.:..;::::4..:,5., 14.72 54.45 -1.27 i�: F1:�i:::::i::'::i:M;:!:: :'i::'i' ::: 0. 0::::::':> ::<'.: :: 0.00 0.00:;::<:<;';,: > ;::; 0 .... i:;4t>4 }:.i:t3,t0 0.00 0.00 0.00 0.00 >`:'i:::«<:0:: 0.00..<.::,:::>::: 0.00 0.00:::>::ii: ::00 0.0 0 00 0 0.00 0.00 ::2 ::?fi: ?.:::i :i:Yi:ii::::"i:::: :::'i? � .. 0.00:<:::::::::::0,#i:: 0.00 0.00 :;::::<:k.:OJ; 0.00 0.00 0.00 0.00 >::::;>0 0.00:::::::::::0:•:i� 0.00 0.00:::1::>:::0,''0: 0 00 0. 00 0. 00 0.00 ::1': ::::ii::::i'j:i:':::i:v:11i:1ri+ '[y��, ,^'[ 0. 0:<�:<::: :i: `::` 0.00 0. 0 ::;�» �:','> :::::»�:: 0 ....:.:::.:�,.�:; 0 ...>:.: :�,CtO 0.00 0.00 0.00 0.00 0.00::::::::;:::> 0.00 0.00 i a»>::.': nn 0.00 0.00 0.00 o.00 :i i'+.ir :::;,iiia:i' k:i: a i':.... iiit•i 0.00':><>::>;:<:::<•."�••.: 0.00 0.00::;;;>'::'::•:.:>:<%?:! :::11110::: 41�£ :::: �C4 0.00 0.00 0.00 0.00 > ,` '>>;>» '"�'i> >:»><:>< ">5: 1.82 � ``>� :wl��:..�.�::a.::.�'� �.4 ��,�:. 610 3.64 66.0 . ................... Diaphragm Level : 3ra:: > ;: Panel Height = :: :: i Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx=::€; :5 639:`Kips p= 1.00 ;;0:;6667: Wall ID T.A. Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD 1 -4f3 ::"�a » >::: 1:�`>< :<:::::»`:�� : 2.82:;;::;:' <Q 0.15 0.0 :�< -0.93:<�?w.:��:.:;;..>:.>:.>�<::;;::;:<:<�. �. 9,. `::t3'15� 25.38 54.45 -2.19 r ::::::.€.... 0.00: : : 0` 0.00 0:00b 0.00 0.00 0.00 0.00 :.:.::.0:. 0.00::: :::....17.... 0.00 00:<:<>::( t 0.00 0.00 0.00 0.00 :: ::: ::>::: : :i::::» :: :::::::' 0 �.: 0.00::: �":<:>�:� � 0. 0 0.00><>« � �`�)> 0.00 0.00 0.00 0.00 0. : ' 0.00 <:':;<` .`# :: 0.00 00-::::,:::::auto 0.00 0.00 0.00 0.00 nii 0.00:<::s:: : :} >: 0.00 0.00:::i::: : 0.00 0.00 0.00 0.00 0.00 ::: ;:0 : 0.00 0.00:i.....::::::.5.:.,.:::::::::::.:::•,.....:::.: ::::::>'.: ``: >�<`�: �. ... ..CICJ. 0.00 0.00 0.00 0.00 :::::::I.: 0.00 O:: 0.00 0.00:;;::::::::pg 0.00 0.00 0.00 0.00 �'';.yw :> �: �»<�': >> >:?: : : 2.82> > �>: #3> 0.15 0.0 ':� »> 2 4 - «�:<.:�:�'::<:<,.;.::�.:::<;,;.,.: ,3.�r.:.: :<.:::�,:::: �-�3 9:,::>�:01:�. 5.38 5 .45 0.93 2.19 610 5.64 66.0 .. d .................. Diaphragm Level : : Panel Height = : `:. 1 Ft. Minimum Panel Length= 2.31 Ft. Cumm• Story Shear Vx=:::::7;:666:Kips p= 1.00 ::6:516.7: Wall ID T.A. Vwall Lwall ri SW vi w dl OTM R OTM U net U sum HD 6 1Y� .�F':.: .::::.::::::.�.�:::::.:�::.�::.�:3D5: 3 83>>: .:::�.::•0:. 5 0 12:»::' Q�<1 31.05 54.45 -0.75 -2.94 0.00 < 0 0.00 0. 00 :::...„*,:.:,,i,...::::::: ::::....::. :<.>� �� 0.00 0.00 0.00 0.00 0.00 ` �:: 0.00 0.00 :>:::€ ` 00: 0.00 0.00 0.00 0.00 ::�:;' ;:+i:;::; ::'::::: :::::::: :i:::: ::.� ::::. i::{::..:.:::;.fin;^ C.: 0.00:::<;:>:>::>::Q�:6< 0.00 0.00::::::::; :I ;:OtJ:: 0.00 0.00 0.00 0.00 i : ::c 0.00:: : 0.0 0.00 0.00 : ::: 0 ' 0.00 0.00 0.00 .......................... 0 0.00 v .: 0.00` .; .i....0 0.00 0.00: ::9 0.00 0.00 0.00 0.00 0.00 i.:> ::0 ,:: 0.00 0.00 >:::: 0.00 0.00 0.00 0.00 • [1 :: ::is i::•::.::::::::::. ::::::::•ii::•:�y.:�•).: .: 0.00>:::>:::;::<s:01f:: 0.00 0.00 :<::::>t .t. : 0.00 0.00 0.00 0.00 >'s :e'� > `� _;>»>>:.:: > 0.15 0.12:> =>` 31.05 54.45 �� P�rl #:. 2, 305 3.831111[0:101:11 P� ,.. t?,15 -0.75 -2.94 610 7.67 66.0 Page 1 \; Side-Side Job : . $6... •Unit E • Direction : S d ide > < Diaphragm Level -: Roof > >»> < Panel Height = i:1:>Ft. Minimum Panel Length= 2.31 Ft. Cum m. Story Shear Vx= :x ; '43 Kips p= 1.24 :0 8 :` Wall ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum HD P 1 0.90 1.68 1.68 >'1�,.` "`> .61 »» �� " 0.77 0.23 ' <'`'�:�`'s 6. 0 .10 0 1.68 1.68 Cio .77 0.23 <'�< >�>° 6 0 9 0.61 :...::::.::::•:;:g.:•::4;1:::: 0 � � o. 0.00 0.00 0.00 0.00 .:;C.,. 0i:i .00::: :::::>a':i!.:f3:: 0.00 0.00 <:::tz OrC 0.00 0.00 0.00 0.00 0. 0. ' i': i0''�::i>.'E�' l7ii:�':SS���Y 0.00';"?%'s'iii�:' �F 0.00 0.00:::>;: .�;.>:�g: 0.00 0.00 00 00 ,;:,m,.: 0.00:: 0>43: 0.00 0.00<< T i 4 0.00 0.00 0.00 0.00 1 2. 2 0 '< 12.1 1.88 31 .31 <`»<>`: `7> 1.06 .32:�»>� `�'�� 9 1.22 ' v Fri >:<»> »p..:-. D .;:;,::.; .:.;.a ; Mme' 00 0 0.00 00iiiii, ��'` ` 0.00 0.00 '�0:° 0.00 0 00 0.0 .00 '� '>:cDl>�»><»»< � »: 0.00 > �``'`> 0.00 0.00:»> 0.00 0.00 0 0 610 2.43 11.2 Diaphragm Level ::3rd>:::::': : Panel Height = >9 Ft. Minimum Panel Length= 2.57 Ft. •Cumm. Story Shear Vx= i <:Kips p= 1.11 :<:0k 5: Wall ID T.A. Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD .. iiitiktifaiifl'giiiigiii'•iiiiiigggiiiiiibfi 0.00> ><>7s 0.00 0.00 >>>t3Et 0 .00 0.00 0.00 1.68 4 .44 .2 4.97 0.71 0.43 ����� 4�: 17. 8 3 3 8 >•:1��1< t::»<;:�'�t3:«:> >»>:�£ ;:; 1.57 »>>: 5 �� �� 5�) I� 0 0.00 0.00 0.00 »t 0.00» : :j��#: 0.00 0.0 0 »:> Q%LE 0. 0 ::.::: : 0.00 <> »»:Oi' 0.00 0.00: > 0 : 0.00 0.00 0.00 0.00 P 1 /4' 0.44 �:> >� 3.83 2 08 3.53 3 53 1.24�><:» <SS 0.72 Q.... . �� : .:::....: 0.00 0 : 0.00 0.00 ::: t 0.00 0.00 0.00 0.00 ��` 2 .43 3.76 4.41 6.7- 8 0. 1 0.55 `:<<�f��"� . 3 2.10::»<>':><`* s'�'� 9 0.0 0.00 0.00`�<<� #fl€f 0.00 0 00 0 ;:;:.:;.;;;;;;;;:.;:;: i iit Xt......:: tr{;'1::.:ni:>:>:::::;>:::;> :: 0.00 > » .x 0.00 .::. . ........ 0 .00 0.00 .00::� >>`t3S: 0.00 0 0 0 :.:.>;;;;:.;:;;:>;::.;:: 0.00:: :>::< I��<`: 0.00 0 Q.. . . 570 4.91 12.7 • Diaphragm Level : : nd :: Panel Height = <:< $ 1'Ft. Minimum Panel Length= 2.31 't. , Ore cum m. Story Shear Vx= :<:::6 0 :Kips p= 1.05 i. 0 i :: ,. Wall ID T.A. Vwall Lwall r i SW vi w dl OTM R OTM 6 net • sum HD . 0.00 .00 1.68 0.00 0.00 > `:: < 0.00 0 11.087.160.785.75 i 0.26 <� 1.10 > < •' 0.34 <' 4 >�> 3"` > 0.35 0.26.-.:.::.:Ai*::..........,:.:.,:: :> .:,`°::<, 6 3 7 2.30 1. 3 1.43 »s �8 0.63::>s< 0 6Q. .: O.00:: :::i:;:;p:£!i 0.00 0.00:iii::::01: 0J< 0.00 0.00 0.00 0.00 v/ >s� ° 1 .22 2.08 4.85 8. 9 �n I 0.850.64 > 0 8 3 2 �>>«> 3�' P� ::.;lT.:::.::.i': t/y[{/:{. [y..�:/•,� 0 0.00 0.00 0.00 0.00<� : :::W..�:4f:i 0.00 0.00 :<:::Os.,!..Y'.:: 0 0 >'>[1�i 0.00 is 0.00 0.00 0.00 6.72 C1 F» r,imi :: :>::>>>;>::::«>::;: ;: 0.00 ::: : „ .:Q*::: 4.87 4. 7 0.830.62 <�> >��>> >` 12.62 1.06 8 1 26 »> »« �"''� Fid#f» x vl>:::::»<>; < iiiii: :,:::.: . ::.: �:.::?: 1.0 4.87 4.87 . 2 '..>> :4 12.62 6 0.83 06 555 6.07 16.8 it �^(�, jj,� Page 2 180 Nickerson St. CT ENGINEERING Suite 302 P L L Seattle,WA �y 98109 Project. . ��6 Date:_ ��. (206)285-4512 - FAX: Client: Page Number: (206)285-0618 Lev-ht- _ Lii -- 5 Di4 H A,t l Yr- 24-3 _ _ . _ U= 1,3 .p\ !10,�. L r= 3(03 ll-. tJ. Lc , ►" r 1 , s3 p\ Y3, z4r� 4, U-- z-9 Qty Cr y\ n I,� � N � � L .. �1 -IA-I = ><. ,\(\/;-., tts:13 — f'- L 1 e`er - �: Z 1" (Z•11) 1 ,,J fk i [ i - 0--73- 4)1 Structural and Civil Engineers \011 180 Nickerson St. CT ENGINEERING Suite 302 P I. c / Seattle,WA /�—�,,{i�`�/ / 98109 Project: v 1t (� -- Date: - (206)285-4512 FAX: Client: Page Number: (206)285-0618 A L ii C j CA-KTILC-VetAVE) CM-0(1410S ( A---- z_.? - 1.1.:26, +1,2� 5. k_iPS �. � LA=5= fc — —— =t 5-- _, u u /I-2,5 rs, 1‘.14v-tom td sere... -t— p..-= 2. — 6,5s)(1)5s73 = 1, , \ f�j 0i)( 5 -ls- 5 2_ tt J6(v . LAS , mo . .. . ..M_.. _� V--,--t.57– /-14°6t6 e-2rt , ..— ams•Immilivio.... 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Ili ivi6rilfaSitt. f____ DLu ►\3 ,; M_ (_,,,c5)- W. ). —&" k � (-46, ..2_,:a _, .. �0, 61 i n 3 I cii(� , 12z ,_, t _9 , U5 wtoxlI I.= &,S s : tg.0 1 Structural and Civil Engineers P CT ENGINEERING P L L C 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) teaton@ctengineering.com #04196 Structural Calculations: Townhouse Units F, Fl Structural Engineers 110\© VW 18" HEELS AT 1 r THESE GABLE TRUSSES).__E r 7 GABLE TRUSS � - I GABLE TR)JSS '_J "--------1 )- I I ti / �_--_4x8 HDR_T I i GT i f4 M • �rl vv)31 ' n; n 117'',;:'2::,.:,...:,r7,:.;,,,..-n ee.:, 4'irr.'41:' ,tz- c,., ....,,,,,_ . ,...,...., .,,,..„,,,,,„:_,.,: ,:i.,...!.:.'.' .--:, o(.1, HIP MASTER /44' 10{P , a'",flit:' L.: HEELS \ ti i • r---—1---1 L (i) • 19, 4x8 HDR { �I COLLECTORS TRUSS 1 u __ .. \ 5 __ _ _._ _ _ 1 i 1;r3 F41. K i O 'Ti-n WAL�i \ `-' ,--, I y -f J/ i \ I I P1;1:11 I L___..i ., . I 03 LL N t.- / _ _ '� r IET_ 11_ 0 t 1 i 1 i I �A it m ! —� `�� N i Lo ` 4x8 HbRJ � Li 1�". J o , r r—---�f rf 1 TiIC— 71 �f i 4 ' t D3 1 i\ 11 _IF I-41 1--i ( ' = HIP MA,S'I`ER ��-FL I � _'� �' ! I I AEbh '— (N j1ace ji N I z 1co ) r -J - ------ i �� „r,„,, .,•;... GABLE TRUSS 1 ® !J L 1 - J I ,./I GT I i S. 'm GAB TRUSS L _1 15” STEP r.UNIT ttfr( ROOF FRAMING F 4==i _o. 0 An m CS22 CS22 (4410 ItS Ub Li--- ;i ® F6 c hhski it _,Ty ® fl CS22 —CS22 L t L ti t+ z 1 ! L---r i � 2x d 16 Al , o SE 00' I-(- ). ( .) Lir 1 � f. • 20 • ' S4 • • , OP UNITY F THIRD FLOOR _1 346—v_o" S H EAR WALLS • IP • I' 1 I 1.1 4x8 HDR 6x8 HDR FiIiiiil4x10 HDR 1!/I 3l oZ •'I • i J I ,„ m14-1 \; • 0 ii 5 co '"' QX :E ID p I a �I C ® I —7—i, 0 __---Y. X. - 4 i t41) . i��,� I tMW �� 14 , �� I I I c>!_) ti, `' d MST60 I r �t RETURN t I Ii S4 [d 1 4, AIR MST60 I InrII�i� ICON . 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CS16 OVER ON CS16 OVER 's UTILITIES. i `t `4= p2 - BLKG x SHEARWALL LKe & SH�IARWALL ., _-.m _ --- — --- E — ---L---._—_" —�--• VI , 14x8 DR (i'. __--I' HD8A I !' I; — RETUPN DUCT co i;j. - T37 i�'" MST37 OUT$ L:. 2'1 4_ 21146 7, . ( ,t--,—J-- x8 HD 4 3_2,'F7_ ,n tea X I X I �� PSLY4x117ifa DROP BEAD � I � n I I AIR UP `�=_ I N I 2 N I INTO WALL • z J 1r ,..::::_7==...--17, - - , I�a •SL 3Yx117, FB• • IIS _ _ ® t t P6-TN I f 1 I ----ti-(7.----T-- 4x6 POST E. L -_I UP INTO M r - y SHAFT `` 0 v / ', I _ `rs x aj Q _ 9 1 Es fr �` fTI ` ct Y @ o t' Co (2)LCP4 b 4x6 I 1 i 4.1 PSL 7x16 FB �� • 4x8 POST --- NOTE: ci CONTINUOUS SPINKLER & (11D� ALARM ROOM � g � MAY NOT BE fa co® o {". REVD IN 6 co If EVERY CASE., ' axo c 1 I VERIFY W/ (2) LPC I - �" PSL 31 x 117A HDR UTILITIES. .,, -----�--- -�-- HD6A ® HD6A 2�1�,(� ap Iv F U1 110 `` t`2 i—IIRn I EVEL - UNIT IF 5/Gk". 1T-- SECOND LEVE rInA1\ A11\1 .. PI A ' 1 2'-B" / 4'-51/2" / 14'-10" / 2'-3"/ 12'-6" /2'-6" / / lo 33/2" CONC. SLAB • • l J In 1 r 2x4 PRIVACY WALL +8.-74" •myge7 i 31�SCONC. 1 LAB � 113h " +10'-owlir / / r / / 7 I +9'-101/2"` L I I r -� I ; I i leeI+B'-934'• z I L_ J L_ / N I /' .n I L----� r— " f/ 19'-311" / 27" / I +10'-034 NOTE: __L I 33/2" CONC. SLAB ELEC. ROOM ,ten--. I +8'-934" MAY NOT BE :4 ••_•'S I . OVER 6 MIL. REVD. IN, Nr I I SLEEVE STEM n VAPOR BARRIERfi) EVERY CASE. �: I WALL FOR VERIFY W/ . 6 I I CONDUIT ® +0'-0" , UTILITIES. ; I I PLACEMENT • D.S. B00T .! I �/[ JityLOCATED NN I L---- -1 I 411110_ I:7 HERE IF NO I-'4':---1 �C_/LELEC. ROOM. / --�- / I-- R-15 RIGIDiIHDBA _, IINSULATION --- r 1 1+4'-3" f7 - UNDER SLABI —_m I . � ---- 11;;.t -/ t-31- 19 ID 1 rn r7 c 0 I +4'-2"I1 M 6'-4Y," W2 in 102 1 1---7.311" CONC. X +9� �� I +" SLAB, / L SLOPE Y4" 9" STEP +4'-3" cop "..1- o- CE-ID �` I T I I / I b, CONCRETE STAIRS I 7 TREADS AT 12", i8 RISERS M I +2'-3" a'`— L- I / - Lo +6"J , HD8A o 0 -1 —NOTE: / I- +9" N SPRINKLER Z , .: ROOM MAY ® y ol a +71/2" J NOT BE ogt) U) +1.-31c_H- REQ'D. IN 1 ISI EVERY CASE. /2'-4" ' oI I � VERIFY W/ li UTILITIES. +6" -1"-----. LT ® iti TJ " +7W -- 9'-6" / / it—_ __ I.e / / { 0 I _ I 11'-4Y2" r HD6A HD6A -11/2" +6" (AN rt.. "F, N. RA 0 n r /2'-7/"/ 16'-3" X13" 3<�0='�• / 4•-2" / 19'-111/2" ►I 11'-6/" CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El . Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 )1983-2001 ENERCALC Engineering Software q:1041961engr104196.ecw:Unit F Description Unit F, Fl GT Reactions Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements GT-fl GT-f2 GT-f3 GT-f4 Timber Section 4x8 Prllm:3.5 4x8 Prilm:3.5 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 14.000 7.250 14.000 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,truss Joist-MacMil Douglas Fir-Larch,Truss Joist-MacMil Fb-Basic Allow psi 875.0 2,900.0 875.0 2,900.0 Fv-Basic Allow psi 95.0 290.0 95.0 290.0 Elastic Modulus ksi 1,600.0 2,000.0 1,600.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No Center Span Data Span ft 6.00 20.00 6.00 22.00 Dead Load #/ft 108.00 36.00 126.00 36.00 Live Load #/ft 150.00 50.00 175.00 50.00 Dead Load #/ft 36.00 36.00 Live Load #/ft 50.00 50.00 Start ft 9.000 12.000 End ft 20.000 22.000 Point#1 DL lbs 324.00 378.00 LL lbs 450.00 525.00 @ X ft 9.000 12.000 Results Ratio= 0.3995 0.3775 0.4660 0.4493 Mmax @ Center in-k 13.93 125.15 16.25 148.97 @ X= ft 3.00 9.04 3.00 11.97 fb:Actual psi 454.4 1,094.6 530.1 1,303.0 Fb:Allowable psi 1,137.5 2,900.0 1,137.5 2,900.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.6 52.1 42.7 58.4 Fv:Allowable psi 95.0 290.0 95.0 290.0 Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 324.00 647.10 378.00 649.64 LL lbs 450.00 898.75 525.00 902.27 Max.DL+LL lbs 774.00 1,545.85 903.00 1,551.91 @ Right End DL lbs 324.00 792.90 378.00 880.36 LL lbs 450.00 1,101.25 525.00 1,222.73 Max.DL+LL lbs 774.00 1,894.15 903.00 2,103.09 Deflections Ratio OK Deflection OK Deflection OK Deflection OK S .,.u2_ ,v?: :�'%ca.,,iv.,- 3,..a a.h. . ,i;,� .lr, u<,i "-;la+.ath2` �,f9•:SS_, P "�'?T.a r„�: ,> ;�5* aS,e§Tc,_� Center DL Defl in -0.018 -0.185 -0.021 -0.259 UDefl Ratio 4,065.9 1,294.9 3,485.0 1,019.6 Center LL Defl in -0.025 -0.257 -0.029 -0.360 UDefl Ratio 2,927.4 932.3 2,509.2 734.1 Center Total Defl in -0.042 -0.443 -0.049 -0.619 Location ft 3.000 10.080 3.000 11.352 UDefl Ratio 1,702.0 542.0 1,458.8 426.8 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALC Engineering Software 1041961en•x\04196 ecw Unit F Description Unit F, Fl GT Reactions Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le= 1.84*Lu f �(1 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 - Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:Unit F Description Unit F, Fl Roof Frmg. Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Fr1 Fr2 Fr3 Fr4 Fr5 Fr6 Timber Section 4x8 4x8 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 6.50 3.00 2.00 3.00 7.00 3.00 Dead Load #/ft 108.00 198.00 126.00 126.00 198.00 126.00 Live Load #/ft 150.00 275.00 175.00 175.00 275.00 175.00 Point#1 DL lbs 650.00 LL lbs 900.00 @ X ft 2.000 Results Ratio= 0.4077 0.7895 0.0651 0.1466 0.8668 0.1466 Mmax @ Center in-k 16.35 18.05 1.81 4.06 34.77 4.06 @ X= ft 3.25 1.99 1.00 1.50 3.50 1.50 fb:Actual psi 533.3 588.7 58.9 132.5 1,133.8 132.5 Fb:Allowable psi 1,308.1 1,308.1 1,308.1 1,308.1 1,308.1 1,308.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 40.4 86.2 7.1 16.0 81.4 16.0 Fv:Allowable psi 109.3 109.3 109.3 109.3 109.3 109.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 351.00 513.67 126.00 189.00 693.00 189.00 LL lbs 487.50 712.50 175.00 262.50 962.50 262.50 Max.DL+LL lbs 838.50 1,226.17 301.00 451.50 1,655.50 451.50 @ Right End DL lbs 351.00 730.33 126.00 189.00 693.00 189.00 LL lbs 487.50 1,012.50 175.00 262.50 962.50 262.50 Max. DL+LL lbs 838.50 1,742.83 301.00 451.50 1,655.50 451.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.005 -0.000 -0.001 -0.060 -0.001 UDefl Ratio 3,197.9 7,096.1 94,095.8 27,880.2 1,396.6 27,880.2 Center LL Defl in -0.034 -0.007 -0.000 -0.002 -0.084 -0.002 UDefl Ratio 2,302.5 5,118.6 67,749.0 20,073.8 1,005.6 20,073.8 Center Total Defl in -0.058 -0.012 -0.001 -0.003 -0.144 -0.003 Location ft 3.250 1.584 1.000 1.500 3.500 1.500 UDefl Ratio 1,338.7 2,973.6 39,388.9 11,670.8 584.6 11,670.8 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Seattle,WA 98109 Townhouse Units E,El Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Pae 1 P Timber Beam & Joist 9 (ctswiet 2001 seetemLC Engineering Software q:1041961engr104196.ecw:Unit F Description Unit F, F1 L3 Frmg. (1 of 3) 6 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i 3f1 3f2 3f3 3M 3f5 3f6 317 Timber Section 4x8 4x8 4x8 4x8 2-2x12 2x12 Prllm:1.7 Beam Width in 3.500 3.500 3.500 3.500 3.000 1.500 1.750 Beam Depth in 7.250 7.250 7.250 7.250 11.250 11.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Hem Fir,No.2 Hem Fir,No.2 Truss Joist-MacMil Fb-Basic Allow psi 875.0 875.0 875.0 875.0 850.0 850.0 2,900.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 75.0 75.0 290.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 2,000.0 Load Duration Factor 1.150 1.150 1.000 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No Repetitive No enter Span Data Span ft 3.50 6.50 3.50 3.50 16.00 16.00 3.50 Dead Load #/ft 112.50 144.00 24.00 24.00 24.00 45.00 Live Load #/ft 250.00 320.00 53.30 53.30 53.30 300.00 Dead Load #/ft 45.00 45.00 185.00 185.00 Live Load #/ft 75.00 75.00 175.00 175.00 Start ft 14.000 End ft 16.000 Point#1 DL lbs 378.00 186.70 LL lbs 525.00 133.30 @ X ft 14.000 14.000 Results Ratio= 0.2997 0.9228 0.0000 0.2716 0.8717 0.9460 0.0661 Mmax @ Center in-k 8.87 37.01 0.00 8.04 46.77 33.65 6.34 @ X= ft 1.75 3.25 0.00 1.75 10.05 8.51 1.75 fb:Actual psi 289.2 1,207.1 0.0 262.1 739.1 1,063.4 154.1 Fb:Allowable psi 1,308.1 1,308.1 1,137.5 1,308.1 977.5 1,124.1 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 32.7 91.6 0.0 29.7 75.2 73.7 19.2 Fv:Allowable psi 109.3 109.3 95.0 109.3 86.3 86.3 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 275.62 614.25 0.00 365.75 262.37 215.34 78.75 LL lbs 568.75 1,283.75 0.00 399.52 513.90 443.06 525.00 Max.DL+LL lbs 844.37 1,898.00 0.00 765.27 776.27 658.40 603.75 @ Right End DL lbs 275.62 614.25 0.00 365.75 869.62 355.36 78.75 LL lbs 568.75 1,283.75 0.00 399.52 1,213.90 543.04 525.00 Max.DL+LL lbs 844.37 1,898.00 0.00 765.27 2,083.52 898.40 603.75 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.043 0.000 -0.004 -0.143 -0.197 -0.000 UDefl Ratio 14,045.8 1,827.4 0.0 10,584.7 1,340.0 975.4 135,014.7 Center LL Defl in -0.006 -0.089 0.000 -0.004 -0.253 -0.371 -0.002 UDefl Ratio 6,806.8 874.4 0.0 9,689.9 760.2 517.6 20,252.2 Center Total Defl in -0.009 -0.132 0.000 -0.008 -0.396 -0.568 -0.002 Location ft 1.750 3.250 0.000 1.750 8.448 8.128 1.750 UDefl Ratio 4,584.9 591.4 0.0 5,058.8 485.1 338.2 17,610.6 V CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 - Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 ' * 180 Nickerson St.#302 Seattle,WA 98109 206-285-4512(V)206-285-0618(F) Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Scope: Structural Rev: 550100 User:KW-0602997,Ver 5.5.0 25-Sep-2001 Timber Beam & Joist Page 2 (01983-2001 ENERCALC Engineering Software 104196\en 6.04196 ecw Unit F , Description Unit F, F1 L3 Frmg. (1 of 3) Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le= 1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El _Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr104196.ecw:Unit F - Description Unit F, Fl L3 Frmg. (2 of 3) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 318 319 3110 3111 3112 3113 3114 Timber Section Prllm:2.6 Prllm:2.6 Prlim:3.5 4x8 4x8 4x8 2-2x10 Beam Width in 2.688 2.688 3.500 3.500 3.500 3.500 3.000 Beam Depth in 11.875 11.875 11.875 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade rruss Joist-MacMil rruss Joist-MacMilTruss Joist-MacMil Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Hem Fir,No.2 Fb-Basic Allow psi 2,900.0 2,900.0 2,900.0 875.0 875.0 875.0 850.0 Fv-Basic Allow psi 290.0 290.0 290.0 95.0 95.0 95.0 75.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 1,600.0 1,600.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data 1 Span ft 4.50 3.50 6.00 3.50 2.50 3.50 4.00 Dead Load #/ft 306.00 306.00 112.50 90.00 15.00 45.00 24.00 Live Load #/ft 680.00 680.00 300.00 500.00 100.00 120.00 53.30 Dead Load #/ft 17.50 80.00 45.00 170.00 170.00 Live Load #/ft 12.50 75.00 150.00 150.00 Start ft End ft _Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 194.00 Uniform Live Load #/ft 203.30 Results Ratio= 0.2042 0.1268 0.1236 0.4215 0.0950 0.3465 0.4313 Mmax @ Center in-k 29.95 18.67 26.59 10.84 2.20 8.91 7.35 @ X= ft 2.25 1.75 3.00 1.75 1.25 1.75 1.76 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 0.00 -9.54 • fb:Actual psi 474.2 295.6 323.3 353.6 71.9 290.7 222.9 Fb:Allowable psi 2,900.0 2,900.0 2,900.0 1,137.5 1,137.5 1,137.5 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 59.2 36.8 35.8 40.0 9.0 32.9 37.2 Fv:Allowable psi 290.0 290.0 290.0 95.0 95.0 95.0 86.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions - & -.xa.: , �.;x . .:., s root.-tta,-_ra^r. •c' @ Left End DL lbs 688.50 566.12 577.50 157.50 75.00 376.25 291.00 LL lbs 1,530.00 1,211.87 900.00 875.00 218.75 472.50 406.60 Max.DL+LL lbs 2,218.50 1,778.00 1,477.50 1,032.50 293.75 848.75 697.60 @ Right End DL lbs 688.50 566.12 577.50 157.50 75.00 376.25 873.00 LL lbs 1,530.00 1,211.87 900.00 875.00 218.75 472.50 914.85 Max.DL+LL lbs 2,218.50 1,778.00 1,477.50 1,032.50 293.75 848.75 1,787.85 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.001 -0.006 -0.002 -0.000 -0.004 -0.002 UDefl Ratio 14,346.6 28,842.3 12,529.8 24,580.1 101,171.8 10,289.4 26,564.9 Center LL Defl in -0.008 -0.003 -0.009 -0.009 -0.001 -0.005 -0.005 UDefl Ratio 6,456.0 13,473.6 8,039.9 4,424.4 34,687.5 8,193.4 10,543.9 Center Total Defl in -0.012 -0.005 -0.015 -0.011 -0.001 -0.009 -0.006 Location ft 2.250 1.750 3.000 1.750 1.250 1.750 1.888 UDefl Ratio 4,452.4 9,183.5 4,897.4 3,749.5 25,831.1 4,561.3 7,603.1 Cantilever DL Defl in -0.003 Cantilever LL Defl in -0.003 Total Cant. Defl in -0.005 UDefl Ratio 9,053.9 1161 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E, El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) L( Rev: 550100 User:KW-0802997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:Unit F Description Unit F, Fl L3 Frmg. (2 of 3) Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le= 1.84*Lu i 0 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 - Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Seattle,WA 98109 Scope: Structural - 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software 9:\04196\engr\04196.ecw:Unit F Description Unit F, Fl L3 Frmg. (3 of 3) F Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 3f15 3f16 3f17 3f18 Timber Section 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 4.00 4.00 5.50 7.00 Dead Load #/ft 173.00 162.00 162.00 67.50 Live Load #/ft 385.00 360.00 360.00 112.50 Dead Load #/ft 140.00 140.00 Live Load #/ft 100.00 100.00 Start ft End ft Results Ratio= 0.4889 0.5805 0.8889 0.3793 Mmax @ Center in-k 13.39 18.29 34.58 13.23 @ X= ft 2.00 2.00 2.75 3.50 fb:Actual psi 436.8 596.4 1,127.7 431.5 Fb:Allowable psi 1,137.5 1,308.1 1,308.1 1,137.5 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 46.4 63.4 97.1 31.0 Fv:Allowable psi 95.0 109.3 109.3 95.0 Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 346.00 604.00 830.50 236.25 LL lbs 770.00 920.00 1,265.00 393.75 Max.DL+LL lbs 1,116.00 1,524.00 2,095.50 630.00 @ Right End DL lbs 346.00 604.00 830.50 236.25 LL lbs 770.00 920.00 1,265.00 393.75 Max.DL+LL lbs 1,116.00 1,524.00 2,095.50 630.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK _> , e H '4, a "Z4, 2s.�e.�+L trek<r': n II't: Center DL Defl in -0.006 -0.010 -0.035 -0.021 UDefl Ratio 8,566.5 4,907.3 1,887.7 4,096.7 Center LL Defl in -0.012 -0.015 -0.053 -0.034 UDefl Ratio 3,849.4 3,221.8 1,239.3 2,458.0 Center Total Defl in -0.018 -0.025 -0.088 -0.055 Location ft 2.000 2.000 2.750 3.500 UDefl Ratio 2,655.9 1,944.9 748.1 1,536.3 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<= 14.3", Le= 1.62*Lu+3d . When beam depth>14.3", Le= 1.84*Lu - CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 - Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 ' 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0802997,Ver 5.5.0,25-yep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:104196\engr104196.ecw:Unit F Description Unit F, F1 L2 Frmg. (1 of 2) [limber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 2f1 2f2 2f3 2f4 2f5 2f6 2f7 Timber Section 4x8 4x12 4x8 4x8 4x8 Pr1Im:2.6 Prilm:3.5 Beam Width in 3.500 3.500 3.500 3.500 3.500 2.688 3.500 Beam Depth in 7.250 11.250 7.250 7.250 7.250 11.875 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Fb-Basic Allow psi 875.0 875.0 875.0 875.0 875.0 2,900.0 2,900.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 95.0 290.0 290.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 2,000.0 2,000.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 7.00 14.00 3.50 3.00 3.50 7.00 3.00 Dead Load #/ft 45.00 45.00 198.00 24.00 144.00 45.00 198.00 Live Load #/ft 120.00 120.00 440.00 53.30 320.00 300.00 440.00 Dead Load #/ft 80.00 160.00 306.00 Live Load #/ft 680.00 Start ft 1.500 End ft 3.000 Point#1 DL lbs 689.00 LL lbs 1,530.00 @ X ft 1.500 _Results Ratio= 0.3477 0.6827 0.5129 0.1329 0.3315 0.1409 0.3016 Mmax @ Center in-k 12.13 48.51 13.19 3.20 8.53 25.36 35.24 @ X= ft 3.50 7.00 1.75 1.50 1.75 3.50 1.50 fb:Actual psi 395.5 657.1 430.3 104.5 278.1 401.5 669.4 Fb:Allowable psi 1,137.5 962.5 1,137.5 1,137.5 1,137.5 2,900.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 28.4 38.4 48.7 12.6 31.5 40.9 87.5 Fv:Allowable psi 95.0 95.0 95.0 95.0 95.0 290.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 157.50 315.00 486.50 276.00 252.00 157.50 756.25 LL lbs 420.00 840.00 770.00 79.95 560.00 1,050.00 1,680.00 • Max. DL+LL lbs 577.50 1,155.00 1,256.50 355.95 812.00 1,207.50 2,436.25 @ Right End DL lbs 157.50 315.00 486.50 276.00 252.00 157.50 985.75 LL lbs 420.00 840.00 770.00 79.95 560.00 1,050.00 2,190.00 Max. DL+LL lbs 577.50 1,155.00 1,256.50 355.95 812.00 1,207.50 3,175.75 deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.014 -0.059 -0.005 -0.002 -0.003 -0.003 -0.003 UDefl Ratio 6,145.0 2,870.0 7,957.6 19,091.9 15,362.6 25,918.0 13,746.1 Center LL Defl in -0.036 -0.156 -0.008 -0.001 -0.006 -0.022 -0.006 UDefl Ratio 2,304.4 1,076.2 5,027.8 65,908.3 6,913.2 3,887.7 6,188.0 Center Total Defl in -0.050 -0.215 -0.014 -0.002 -0.009 -0.025 -0.008 Location ft 3.500 7.000 1.750 1.500 1.750 3.500 1.524 UDefl Ratio 1,675.9 782.7 3,081.1 14,803.7 4,767.7 3,380.6 4,267.1 0 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 - Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) , • 180 Nickerson St.#302 Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALC Engineering Software _ q:\04196\engr\04196.ecw:Unit F Description Unit F, F1 L2 Frmg. (1 of 2) Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu c _ CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers • Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) ' 180 Nickerson St.#302 Townhouse Units E,El Seattle,WA 98109 Scope: Structural ' 206-285-4512(V)206-285-0618(F) Rev; 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 _(c)1983-2001 ENERCALC Engineering Software q:1041961engn04196.ecw:Unit F Description Unit F, Fl L2 Frmg. (2 of 2) [timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 2f8 2f9 2f10 2f11 2f12 2f13 2f14 Timber Section Prllm:5.2 PrIIm:1.7 Prlim:3.5 4x6 Prllm:7.0 Prllm:3.5 4x8 Beam Width in 5.250 1.750 3.500 3.500 7.000 3.500 3.500 Beam Depth in 11.875 11.875 11.875 5.500 16.000 11.875 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade truss Joist-MacMil truss Joist-MacMilTruss Joist-MacMil Douglas Fir-Larch,Truss Joist-MacMil Truss Joist-MacMil Douglas Fir-Larch, Fb-Basic Allow psi 2,900.0 2,900.0 2,900.0 875.0 2,900.0 2,900.0 875.0 Fv-Basic Allow psi 290.0 290.0 290.0 95.0 290.0 290.0 95.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 1,600.0 2,000.0 2,000.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 8.50 3.50 6.00 6.00 18.00 16.50 5.00 Dead Load #/ft 306.00 45.00 135.00 30.00 540.00 45.00 24.00 Live Load #/ft 680.00 300.00 300.00 50.00 840.00 120.00 53.30 Dead Load #/ft 386.00 60.00 Live Load #/ft 680.00 100.00 Start ft End ft _Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 24.00 Uniform Live Load #/ft 53.30 Point#1 DL lbs 236.00 LL lbs 394.00 @ X ft 2.000 4esults Ratio= 0.6215 0.0661 0.1091 0.2152 0.8641 0.2825 0.4867 Mmax @ Center in-k 222.39 6.34 23.49 4.32 748.44 67.38 0.62 @ X= ft 4.25 1.75 3.00 3.00 9.00 8.25 1.16 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 0.00 -16.98 fb:Actual psi 1,802.3 154.1 285.6 244.8 2,505.9 819.1 553.6 Fb:Allowable psi 2,900.0 2,900.0 2,900.0 1,137.5 2,900.0 2,900.0 1,137.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 161.1 19.2 31.6 15.9 158.9 43.6 43.6 Fv:Allowable psi 290.0 290.0 290.0 95.0 290.0 290.0 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,941.00 78.75 405.00 90.00 5,400.00 371.25 -44.00 LL lbs 5,780.00 525.00 900.00 150.00 8,460.00 990.00 133.25 Max. DL+LL lbs 8,721.00 603.75 1,305.00 240.00 13859.99 1,361.25 89.25 @ Right End DL lbs 2,941.00 78.75 405.00 90.00 5,400.00 371.25 448.00 LL lbs 5,780.00 525.00 900.00 150.00 8,460.00 990.00 812.77 Max.DL+LL lbs 8,721.00 603.75 1,305.00 240.00 13859.99 1,361.25 1,260.77 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.055 -0.000 -0.004 -0.011 -0.297 -0.077 0.006 UDefl Ratio 1,838.9 135,014.7 17,866.5 6,390.4 728.4 2,577.3 9,558.6 Center LL Defl in -0.109 -0.002 -0.009 -0.019 -0.465 -0.205 0.010 UDefl Ratio 935.7 20,252.2 8,039.9 3,834.3 464.9 966.5 6,060.0 Center Total Defl . in -0.164 -0.002 -0.013 -0.030 -0.761 -0.282 0.016 Location ft 4.250 1.750 3.000 3.000 9.000 8.250 3.040 UDefl Ratio 620.1 17,610.6 5,544.8 2,396.4 283.8 702.9 3,709.1 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) ' 180 Nickerson St.#302 Townhouse Units E, El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001Pae 2 (01983-2001 ENERCALC Engineering Software Timber Beam & Joist g g:\04196\engr104196.ecw:Unit F Description Unit F, Fl L2 Frmg. (2 of 2) Cantilever DL Defl in -0.021 Cantilever LL Defl in -0.035 Total Cant.Defl in -0.056 UDefl Ratio 859.9 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le= 1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu UNIT F, F1 . . VERTICAL DISTRIBUTION OF SEISMIC FORCE- 1997 UBC JOB#O41SG-CANTERBURY WOODS UNIT: SOIL PROFILE: Cm� Cv� F�= CX= |= T= 0.238 DESIGN BASE SHEAR V= KCv*|)/(R7)]°VV= 0.504 W UBC EQ. (30-4) DESIGN BASE SHEAR V= K2.5°Co°|VRl°VV= 0.200 W UBC EQ. (30-5) (MAX) DESIGN BASE SHEAR V= 0.11°Co°|]°VV= 0.040 W UBC EQ. (30-6) (MIN.) CONTROLLING DESIGN BASE SHEAR= 0'200 W DIAPER. HEIGHT HEIGHT AREA DL VVi VVi° hi VV/°hi DESIGN SUM LEVEL STORY hi(ft) (sqft) (ksf) (Kips) 8UyW(VVi°hi} Vi DESIGN Vi -- 14.4 391.7 0.39 327 3.27 8.1 20.44 390.4 0.38 326 3.26 D:::tONDE 10.0 231 2102 0.21 176 5.02 1GT S.1 SUM= 57.9 992.3 1.00 8.28 E=V= 11.59 E/1'4= 8.28 Page 6 180 Nickerson St. CT ENGINEERING Suite 302 P L L. c Seattle,WA 98109 Project: t �1. Date: air (206)285-4512 FAX: Client: Page Number: (206)285-0618 i--06(I AL._ A- // ,K, — L re F" 40 i. ' i 15 d�� / 34.5 \n ( F 5) Tr-, T(. 11 D)(�) 4-(j) 5 67-fi l) t)Trr Z 1G)0('))J X./\l 384(II'°-? L + i)(3a)1tt� .-6,7_„&,5)(9,97) -j- (2� �_. J )( 2 � .s2( � A�zs ; 1 . )C3 ,)( 9 s) = _-3 3 4-t2)(.21-5:Y/ . 3 3/6,- tri,— @)Cz(. )65-.1s) +-(.5)( ,$)s, i,),�4s)(ell) 4 C t.$)c _ 4,. ( l)cZc.c. 13.22).-- r 2so -_ tT_Z ( CJ( <5) 4(5,( 1,4(A IS) - w 5 8 t-v 6-2)67..5)(15,2Z) = 7. 4-2._ -----------t-( 3J 3 ver (�3 `f 12. *3 32.E .'72.,.42. g 1 1 Zgcl 1-2 2 �4Z P 5 14- � �'�'��- � 1.al Z-' W�Mfl C6I' -r -.. 10) 51-(:7--/v(6-5 Structural and Civil Engineers \1 Front-Back job ...... J L- !G;; :.:......................:--u nit:> >> Direction : it i`t f rrK:: >`:i Diaphragm Level Roof»< >>< > > Panel Height = :: `::`>: :# Ft. Minimum Panel Length .2.31,.Ft. Cumm. Story Shear Vx=::;;3;:163:Kips p= 1.00 fl:< 67 Wall ID T.A. Vwall Lwall ri SW vi wdl OTM R OTM U net U sum HD >:-x��ck::>;::;f:�:1:<:g>::< >:lip.0:: 0.54> ::>1><74> 0.23 Q4O710 4.36 3.50 0 0.12 0.12 0.0 0 0.00 .i�,. � 0.00 0.00 0.00 0.00 _ _ 0.00:::::>:«<::<D;;�>: 00 0.0 O..QQ. 0.00 0.00 0.00 0 0 00 liFiiii. 4 11. 27 0 .23 -0.23 +.tit>�>1<�� > <>.........:..:: 0.25 1 0.08i , `: 8.45 0.00Qe 0 .00 0.00 0.00 0.00 o. i:,0o 0.00 0.00 0.00 0.00 0 o.o 0 0 00 0.00 0.000.0. 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 1 1. 78 1. 78 '� 12.8 1 66 . 5 .16 -. 0.050.2. ;:. 1:1»M<fii3y> > 49(7 1.58< �3 ` 0 �� � ........... 800 3.16 51.8 Diaphragm Level : :3rt1>` : Panel-Height = ::9:Ft. Minimum Panel Length= 2.57 Ft. . Cumm. Story Shear Vx=`:;;:;5 972:Kips p= 1.00 8.8x.. 6 Wall ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum HD 1 a17.. ... 11.93 4. 27 1.0 1 1.13 1.331.011§1P1 0.28 Pi--6,g ���i� >:::«<>ti::;:<>::»::»>::::»>>:::>:t 0.00: <>;: :Q>:t1: 0.00 0.00:::::::...:........ 0.00 0.00 0.00 0.0 0 ; 0.00 .. 0.0 .. 0.00 0.00 0.00 0.00...... 0.00 6 .6 7 0.8 7 06 4 0.17.:::::.....fid 14.66 95 N ; ;::.;;;;;;: 1 0.28 0 0 00 o.o 0 o. 00 o.o IAC' o.00 0 ........,...:..............:,,,:f. « .0. o C 0 . o o .00 0.00 o.o 0 00 0 00 0.00 0.00 0.00 . 0.00 o.o 0 o.o 0 o.0 o - .09 ��< 26 .8 7 66. 15 13 1 3 ::::.:�.aia=»>i<>:f1 :><:» ><>>�$�� 2.99 :<; '€ 0.16 Pb�'I�.)0.09::;;:;:::>:;::;::.:: 730 5.97 49.5 Diaphragm Level : 2ht.V:<:::: Panel Height = : :81: Ft. Minimum Panel Length= 2.31 Ft. Cumm. Story Shear Vx= < s 1 <Kips p= 1.0066.7. Wall ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum HD 1.07 2.20 Cst�f> ft 4.27 . . 7 mid°' 2 0.19 `< 123 :::Exfi a <>;::;f:'fi1:;>;;> ><; : 1�3 1.531.111#19111 )-� 0 00 0 Z 0.00 0.00 0.0 0 0. 0 :»�:�::> ;»:::: <�:;; >:;:<::< aJ: 0.00 <:<: «>:4t�:E�< , _ 0.00:::>::»<::>D�5< 0.00 0 0.00A. 0.00 0.00 0.00 0.00 C 0.192 .. 23 .11 1 5.00 0.5 7 1.2 1 2.85 .... a 0.225 _ _ 0.00 0.00 0. 00 >::>::»»:::»>:.»:;: 0.0 0 <;<>:€D > 0.00 0.00 . ...,:.:.. »:{): 0.00:�..:........,I7. illainiligligiiiiiiii11111 0.00 >:>:>::>;::::::< >: 0.00 0.00 0.00 0.00 0.00 - 0.00:; .........�. 0.00 0 Qr#1. . 0.00 0.00 0.00 0.00 : :»>::>;;.:,.,; ;; 0.00 0.00 ,�D. 0.00 0.00 0.00 0.00 0.142... 3 5.9 1 66 .15 1 .0 1 -4.1 1 0.16 b7Yu :::tt.::..:... FWal,i:><;:: ::fi'�3> <:::>;>::�`:�:�: 4.43:::;;::;::;;3'#;5; .................. 825 8.81 54.5 Page 1 Side-Side Job : #04.11(o. Jnit F Direction : : t t de« > >» iDiaphragm Level : of <<i Panel Height = <`5 1 Ft• Minimum Panel Length= 2.31 Ft. Cumm. Story Shear Vx= 3 2 Kips p= 1.00 <0 6 67< Wall ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum HD �t 0.10 ,,...11,4i!],116.1.0 2.39 06 0 0.63 0.63 c2"�. �3�k�xt: <:<;f'�a:<:>::»> >::::> ::�1;; 0.30`<>>i3� 0.30 0.63 G p 0.10�� �> � 2.39 0 .60 0.63 5 0.30«: ;::>::':#3': 0.30 b :'mi,:> < : ::: 7 . :. .. �N 0.00 0 00 o 00 :::::::;::>::::::.::.: 0.00:i•:14•CROXV:iii:ii:ifloiiii:i.isi:i:iiiiiii.::.:Oiii 0.00 0.00a . 0.00 C- 7--'1.._ 13.47 8.53 0.65 0.65 S 0.21 »:�::';C� 1.66> »»i<`&':#3 0.63 p ..;;:::.::�,?�4; 0.00iliiiiiiihitiniftlannuonv 0.00 111111101 0.00 iiiiNiiio.aa. 0.00 o.o 0 0.00 0.00 1.07:< �''��:4' 0.29 . : ::.�....:.:. 8.69 8.07 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.00 ��» � `� 0 .00 0.0 0 0 .00 0.00 "'»`:# 0.00:::':�» ##� 0.00 ,ISA. : 0.00:>:::`t3A0.00 0.00 <::» �'. 0.00 0.00 0.00 0.00 . :.:......... 800 3.33 25.0 Diaphragm Level -: 1 7 Panel Height = € Ft. Minimum Panel Length= 2.57 Ft. Cumm. Story Shear Vx= 1 2 Kips p= 1.00 :`0:5667: Wall ID T.A. Vwall Lwall ri SW vi wdl OTM R OTM U net U sum H;D� iliv) ::BiakOt:>:>:>fie::>«::<:::::»:<»: O:: 0.00:::::< < �< 0.00 0.00<>:.;�.:..;<::. 0.00 0.00 0.00 0.63 L�td~:»:;>:>'f"tib::::::»; :<:>>�: 0.00<<:»»»>::�1�; 0.00 0 0.00 0.00 0.00 0.63 0.6 0 3 .78 3.78 14"5-60/ 7-41))`' 11. 7 » ::>::>::<: :<:::>::::»::::»:»»>::;;;:.>;;;;: :.:::: ::<;;::;:. .68 172 .4 <>....0 . 3 �::::��>:>;f1G:i><;:::: :14 :': 1.26 »��>� > �> 0 -�,, i:iS I<Est::,:v ;::.;;::: ::::: ;;;;;;; : : :::»»>:>>::»:::< 2. 7 . 4 0.33 ..... 23.89 .53 2 .02 6 ::Itt� tl'»<:» >< :»»»> ::»>:: �:�:: 2.65;;:; > <�a� 0.54 p1 3(3 M- . 5 . 5 09 � - 7 0.82 09 0.44 >:::>. . 0.20 0.13. :-:::&.:::. 39 ; ?f�€t>::<><::::>> :: 0< 0.00 < : :�:;D:�: 0.00 0.00 ....... 0.00 0.00 0.00 0.06 2.0 2 2. 77 2 77 M- - 0.33 ::::....fid �< 1 .49 `� : . :: :::.:»: »»<> ::> .;;:;:;::;::.;,...; ....; ">::>:: : :: 0.54 � t~ritF t<`::>: Ib ii:<: :>2 E3€ •1.83;::;;:>>;;; (�) »...,. :....>�:» ;>�::;:»»:;»:<:»»>;>:<. :� .: ;>:»:»»>::::�.:: 0.00 0 0 .00 0.0 0 0.00 0.00 ; t1tt:<; ;1":4C :: >>:««<: 0.00 >::» »Q :: ::.F t::::>::>:«f5:<::::;:::::>:><:. ; 0.00: 1 ::::LI 0.00 0 00 0.00 0.00 0.00 0.00 730 6.19 20.0 Diaphragm Level -: nd Panel Height = " 1'Ft. Minimum Panel Length= 2.31 Ft. Cumm. Story Shear Vx=< <9 Kips p= 1.25 ;;0'':65.,67: Wall ID T.A. Vwall Lwall ri SW v i w dl OTM R OTM U net U sum H .. l 9 .5 7 3 .27 09 5 1.5 8 0 as B :k t:<<:<f',,�::<::< : ow 1.18:::»;»:>:: ;: :: 0. 8 �$ <. Q .::; S �CkF.act�> ::fib>::»::>::>:::<«< ::�;: 0.00:::;;;;:�: ��< 0.00 I� �. 0.00 0.60 -0.21 0.42 :fi: '�": � : ':<fi:< 0.71::::;:;;;<:�:;:3< 0.18 !-2J3 0.17 0..2t~l. 5.78 1.20 1.13 4.91 5 .00 6 .17 8 8 4 0.9 0.85 <iiM� ><�` ��� 34.32 ::.;:.;::::;:;:;;:. . . ........:. )( Iit #r>::>::::»>>:f2::<>: > ::«:; $ :: 4.24 > : ; #3:; 33 Y, . 0.00 >< '���`:' 0.00 0.00 0.00 0.95 0 0.00::>:::�>: ::[�;�>: 0.00 ��.Q...:: 0.00 0. 6 .00 0.0 0 0 00 0 ::>::>::::.:::::.::::.::: 0.00:::iiIlliiiii.m0.0 o g . o 2 77 . o o.00 00 0 .0 00 :::t::. 1::> ::<�fi4E�<:: :>< > ::::<:<;�1: 0.00 >«: :�A 0.00 <:<;.;:Q,:;.:>:::. P�,o. >> 15 .81 0.3 4 7.24 7.24 :<:Fnt >»::f+C:»»:::: ><:; :; 1.95::;:;;;;:::;> 3 0.94 p2.-2- 0.87 <:;; .:::4., 0. 41 9.03 0.50 3. 26 3. GrR : DO::: 1.12 ��<26 0.44 .;.:.:: 825 9.20 24.3 .. Page 2 5+-%0 Q.8 'I .. . • , . 0644-1- - I __A-DZ crr-Ao\ 31i6:7,� �©e/ r . _._.J GABLE END f I I I • --r (aXlO HDR I(vX 'HDR_ _-_— lit HER \\ GT 19(°)\ h�J �Cg <r SCI SOR f`4 , TRUSSES 0 '(III rIII1 lerv) ,,, L • O N fn -1 N 1 C F F- /,/ i 1-7\ ' ;U 0 TYP. x cc ce r J = i 7 / O \i/ I / I /� i C 1 i \ I IL__J = 1 c -41.5- / (i) L — _r / 1 sh, —L •gk \ — , 1 -e- \ • " ! 1 Il :-..'4,-':;1444' -" ! ; . � SCISSOR TRUSSES �� • ` } t '. (� - sr GIRDS' 'S Tf .40", 5-P, .,,,,00;,*•,-,JW,:ge, "'-,,'''4, :,1 ,-..,,,'',,,,t,,,',ril:,-e.,1,111,vAul... . .,,,,t,,t,_ •:It t 9 inil,C20 0 . i.,, --: -.'..;:.,:.'.--....:'.:--%:;:.:,:,.,..,..,tiz.I .'.'I"Tpq.4q.igg •".•- . s 'xr� "�- G461 411tirT'AUT© 1' .. ITT✓ .14 � # af y " ;r �Z 'ln"/ I4*4a 7 i'! 1 +x Y �L ,t f • Mr iI ,q, itMnx)s. f y . .I e3"S•• M, / HDR r hn,: ,xyIt, [t '' a �-h ` � t SL;/ I '', ; •;A4 .a *itt• � ^":s . ,,,41 ,v4� ."-' ,. - -�-•- --- / 7/ ` tt eL. $ x'. r ,:: brg3 p / GT 6)T-0) I T-11. GT \ /i �1 t� , _/ ' AF DP crv�t[ — c �� r/ pdc, -rsc L. - ./_______, \ GIRDER TRUSS/ \ / \ I I— ', / \ / \/ vGST Z- / ?7 —, v\ :MONO HIP M„ R . 1 1iC s r 4t �� Gfr I e t ,, STIP. I • ��- -":1::3--.111---1 • �� GABLE t— w-,1,t,..1., TRUSSES I I l �HDR ., • -- -- -- - --- --- ---L 1 GABLE END r_______ _ ,' , 1 'J GABLEIEND J 12 - D25 _ L—,,_ Git1v� QI-oBc� CI�� ,cs►to i. „ii , tike.,2c, a,Ja1i.Z.ja .1, l -- I ----) ( i; 1\ II ,A►ac� �� III! :( )11 l ) -E-1. 'i ILI II DOUBLE GYPSUM II ( ', WALLBOARD AT OUBLE I .. '`PARTYWALL I 'II �' 1 I 1-0_ ” — I'll iI )ETAILS. I. kRE SHOWN. I;. r , III ILin p • 0 II /__. . M 1 , Ili - I I II I 11 1.. —.�s A ---4. t, 1I DOUBLE,till YF' UM li 'WALLBOARD T PARTYWALL !i1 I'il I ' 1 I, 04'.., --iii __. 1.5..? ::. Z4IfV*1 $ 1.k_of,Z(1./AeDs ::) slti' 1. GS►b /V12-M1 L�v 0516 'JTIt� =L 1 7 r,I I HA f2t_______ poi-A-1.) omit. i r I I ,I 11 I • f, vwI6a (,' ! I .... :I. . I .L.\.::ej-6,1 LS-MAI'•PS- Penile_ L- - - - •\ P cs 02 ott1D2L --�---- 4_ ort- _�,4xs vot- 4x6 _ 1 • L'} ` bz9� 67„,,,,2_ tr - 6�3 C.oKr ' _ �4 -1-7-1. -7-i bZ ..f, 6z�� �? I z.,,,, ( I I i., V � \ • v a 4- n r' J I I l �/(Ai,; - /v✓J\ • N J G 1 7V1,45 ; • L�9 J I ya p �f- FIXTURE I 1 346'"----1-1-�� ABOVE � 'IN 1 I'; , t. € 1 p 4 11 -11 I • I.j 1{I I . cog, F;L .Dozy,. Fe (T)C I \ & .4.11,2 e. \ ( IL �..__ L `)(--) i. Ii. _"1- i t 41.14-1faBil 1' �I11 ? 1 ��a--�\ I1 1 , - `` r til 1 1 , , r- l TUR ABOVE) 1 1 41 f /j I II?I 'I ‘11.,P Iiii ill ---- - 1 r _ t-.Zxayz. F8 �' 4x13 - l�... _�., ... ' ..1 YI tn x ri SIMPSON ,7;•-i-_-,z, ' 5' • ® b2"✓12 w0 Sc l IEr HANGER In g 61 0 t .I --- Di 5//II- (3) STUDS }' ROOF TRUSSES IF) SEE TRUSS LAYOUT FOR..LOCATION fes ! ., `I ra q 4 n �'Ielb"D.G. TY?. a.4.a. ' 'I ALIGN FACE OF 1I ., . PLYWOOD SHEATHING VENT UP WITH FACE OF THROUGH 1 _ CONCRETE FOUNDATIONi` ) gg,ppOF ;, `SSL31/2.x / �2- n6 r- -- - ------- Li / 62,9 ,` 9 1 FLOOR IS 12" > S r r-i LONGER AT Gt L L_1' 1 _ _ - lik, iei) ____ ___ 'I j D2 Q1-166, ("{hp I VO %I I- , r 4:. tN l 1 I. . Ri8,/IOcfi P1- et+Bvt.Il$ I� - �i 3 1 'Pe 4. i mum o i _ Ia -11Yz" i„,0 N ,_ —111111mm L Illi— ,- , DOUBLE 24" IIEDF _ _ FDN. VENT °�° 2 i r 1D !ink (+�a 3��Coll/r- F$ r -2Y4" _ iii ,.. __CENTER IN WALL I ' 3i !C� ' fB I 1 _ ____ ' I N II II 1 -+o -1c----- ' c L. 1 ' N 1 !! J st _- 63'4' 2'--4" '-'! 'I r--' � `-'�0 Pr Pzs �• '-5" ' ® 4x6,PT POST 21-b''X2-6;Y( F �� I I c� r ff� � uADp w(3 ),'i ii vio I k i DBL 2x4LOP `'I/i' - e�'OL. 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TTn� 2 0_ (pi Agi, _- CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) 180 Nickerson St.#302 Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0802997,Ver5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr104196.ecw:UNIT G Description Unit G, G1 GT Reactions Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements GT-gl GT-g2 Timber Section Prilm:3.5 Prilm:3.5 Beam Width in 3.500 3.500 Beam Depth in 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 Timber Grade Truss Joist-MacMil truss Joist-MacMil Fb-Basic Allow psi 2,900.0 2,900.0 Fv-Basic Allow psi 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 Load Duration Factor 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Repetitive Status No No Center Span Data Span ft 12.00 12.00 Dead Load #/ft 288.00 90.00 Live Load #/ft 400.00 125.00 Results Ratio= 0.5417 0.1693 Mmax @ Center in-k 148.61 46.44 @ X= ft 6.00 6.00 fb:Actual psi 1,806.6 564.6 Fb:Allowable psi 3,335.0 3,335.0 Bending OK Bending OK fv:Actual psi 125.1 39.1 t Fv:Allowable psi 333.5 333.5 Shear OK Shear OK Reactions @ Left End DL lbs 1,728.00 540.00 LL lbs 2,400.00 750.00 Max.DL+LL lbs 4,128.00 1,290.00 @ Right End DL lbs 1,728.00 540.00 LL lbs 2,400.00 750.00 Max.DL+LL lbs 4,128.00 1,290.00 _Deflections Ratio OK Deflection OK Center DL Defl in -0.138 -0.043 UDefl Ratio 1,046.9 3,350.0 Center LL Defl in -0.191 -0.060 UDefl Ratio 753.7 2,412.0 Center Total Defl in -0.329 -0.103 Location ft 6.000 6.000 UDefl Ratio 438.2 1,402.3 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu fj CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E, El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 Page 1 User:KW-0802997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist (c)1983-2001 ENERCALC Engineering Software •:\04196\en•r\04196.ecw:UNIT G Description Unit G, G1 Roof Frmg. Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements br-gl br-g2 br-g3 br-g4 Timber Section 6x10 4x8 4x8 4x8 Beam Width in 5.500 3.500 3.500 3.500 Beam Depth in 9.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch,Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 8.50 2.50 5.50 6.50 Dead Load #/ft 306.00 306.00 306.00 105.00 Live Load #/ft 425.00 425.00 425.00 145.00 [Results Ratio= 0.9517 0.2571 0.8528 0.3950 Mmax @ Center in-k 79.22 6.85 33.17 15.84 @ X= ft 4.25 1.25 2.75 3.25 fb:Actual psi 957.6 223.5 1,081.8 516.7 Fb:Allowable psi 1,006.3 1,308.1 1,308.1 1,308.1 Bending OK Bending OK Bending OK Bending OK N:Actual psi 72.8 28.1 93.2 39.2 Fv:Allowable psi 109.3 109.3 109.3 109.3 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,300.50 382.50 841.50 341.25 LL lbs 1,806.25 531.25 1,168.75 471.25 Max.DL+LL lbs 3,106.75 913.75 2,010.25 812.50 @ Right End DL lbs 1,300.50 382.50 841.50 341.25 LL lbs 1,806.25 531.25 1,168.75 471.25 Max.DL+LL lbs 3,106.75 913.75 2,010.25 812.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.057 -0.002 -0.035 -0.024 UDefl Ratio 1,784.4 19,837.6 1,863.0 3,289.3 Center LL Defl in -0.079 -0.002 -0.049 -0.033 UDefl Ratio 1,284.8 14,283.1 1,341.4 2,381.9 Center Total Defl in -0.137 -0.004 -0.085 -0.056 Location ft 4.250 1.250 2.750 3.250 UDefl Ratio 747.0 8,304.1 779.9 1,381.5 _Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1",'Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu 180 Nickerson St. - CT C1 ENGINEERING ,+' Suite 302 PLLProject: 1 t lt \ l\c �✓)f) l r6*+ Seattle,WA 98109 Date: (206)2854512 FAX: Client: Page Number: (206)285-0618 LL PSC ` t 26® Q 16' C. 13 CSbe-� i T /-1i4 c4905g 'Y L, R 4-? _ 4-xe 127- kL = IS; 4xB 122 - 11,S fe, eo 2 5 2l i ' D D 5 r ")l b P L . .. i b. TL 102,, A- 3% s' s 1225 R ! 1ins c�rJ Pte ►. , ) � h� 3'124' l 102g ,� Wz-4lo Structural and Civil Engineers lr�� 180 Nickerson St. CT ENGINEERING Suite 302 / ►A��/ a L L�1c Seattle,WA • •Project: 9 Ii ' G / °4 �" CA5513 Date: L:t 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 C, LAN � d-G R to PSL (4 i XQ(i- , IZ_ _l 5q3 ' J .[ �7 I r---- 1.34 8$0 z \ PL , ,1/z loan +-E30sq-3 iV 71p2- -.7?. 1: Ar'7"--7-----Tra___ z'l L+-4 ‘,7-5 ; .2-ze F�2� et ) 5 ! Structural and Civil Engineers Frau 180 Nickerson St. CT ENGINEERING Suite 302 - P L L C r� �r Seattle,WA 98109 I . Project: q. b C- P1fit.--a 4 4 nJ C Date: r L-�/ (206) ((( (206)285-4512 - FAX: Client: Page Number: (206)285-0618 r IPJ 1 S .' h 2L.,1?- 1 12! w ....._1E11,14 63-r8S� i +S ' ere. f z 4. \ . R 25I5D PV.- #2.-Y111Z b2 18 - g,s w —12--�- �5 s ", let --3 v n .. ,P, Ss-C. k- t II I • Structural and Civil Engineers 0 UNIT G, G1 VERTICAL DISTRIBUTION OF SEISMIC FORCE- 1997 UBC JOB#04196-CANTERBURY WOODS ` UNIT: a �`` SOIL PROFILE: € i34 =» <>> 'I O T= 0.167 DESIGN BASE SHEAR V= [(Cv*I)/(R*T)]*W= 0.717 W UBC EQ. (30-4) DESIGN BASE SHEAR V= [(2.5*Ca*I)/R]*W= 0.200 W UBC EQ. (30-5) (MAX) DESIGN BASE SHEAR V= [0.11*Ca*I]*W= 0.040 W UBC EQ. (30-6) (MIN.) CONTROLLING DESIGN BASE SHEAR= 0200 W DIAPER. HEIGHT HEIGHT AREA DL Wi Wi* hi Wi*hi DESIGN SUM LEVEL STORY hi (ft) (sqft) (ksf) (Kips) SUM(Wi*hi) Vi DESIGN Vi 1629 76.9 0.52 3.32 3.32 3 6. 28.56 257.0 0.48 .08 41 € iST 9.0 ( 0 SUM= 44.9 534.0 1.00 6.41 E=V= 8.97 E/1.4= 6.41 4 Page 7 180 Nickerson St. CT ENGINEERING Suite 302 � P I- �Lc / Seattle, e,WA Project: qC1 IOC" G ntt-1 in} Date: S (206)285-4 512 FAX: Client: Page Number: (206)285-0618 p Ce._ 4 4. .z 4= 0.6 t as - li.s Ca.) 14 (,0 �1- Ca- ;ate Iwo( k p p m' - O- !; 0,(d2 6,11 ;:a LS 22, )5-7,0 6,7.1 -'/ L 7 ZS h7-2s D, - q. 5" 5,q C ,3 25-c, 6,110 /.`1 a,23 /1 ,20 I z--pd k, LW'l1a G, (AN \fi . , ,0E51D1%� �f(EbC5Y15,35 (5L)(5)(1,�1?) 4 ( ,,V, i9•4) {20tt (.)4;Is)1- (24) i)(i1-,-) rr-z-( 7e(i)t8zi) 3)(_1$.1.7) f a;2 i 4- 74. 8) ,3,zz)=- rsi + c51:4 t g 1��` :4 cos G, aSC - H ANT- i Ir, . S)p-E- 57023 R 4.x1 2 ¢.51_ 5,7-Z- 3,7-2-4- 7,54S 7, 2 2,521 ,033 q,t35( 6,15,0, — 4,cw5 11 , ' 622 W t ' Wi T-6 Sawn 44077(40L F—e) iNp cg` s S-s 5515,s/c_ car l x '5 V 6,41 149314933,x.5 ,�s-s I •3 55; Structural and Civil Engineers At ROOF to 2nd Job------------: Magnolia Green "C"-#99106C- Unit G Direction -: Front-Back Diaphragm Level-: Roof Panel Height = 8 Ft. Minimum Panel Length= 2.29 Ft. Cumm. Story Shear Vx= 4.512 Kips p= 1.00 Wall ID T.A. VwaII Lwall r i SW v i w dl OTM R OTM U net U sum HD Pwall g11 305 1.52 30.0 0.11 Q- 0.05 0.15 12.16 57.38 -1.67 -1.67 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext g1t. 147.5 0.74 14.5 0.11 6.-)I-- 0.05 0.15 5.88 13.40 -0.58 -0.58 r--- 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pwall g13 452.5 2.26 44.5 0.11 6)1-9-e 0.05 0.15 18.05 126.24 -2.70 -2.70 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 ,, 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.00 0.1 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 905 4.51 Job--------------: Magnolia Green "C"-#99106C- Unit G Direction---------- : Front-Back Diaphragm Level------: Roof Page 1 1 2nd to FDN Job------------------: Magnolia Green "C"-#99106C-Unit G Direction---- -: Front-Back Diaphragm Level------: 2nd Panel Height = 8 Ft. Minimum Panel Length= 2.29 Ft. Cumm. Story Shear Vx= 7.033 Kips p= 1.00 Wall ID T.A. Vwall Lwall ri SW vi w dl OTM R OTM U net U sum HD Pwall g11 270.5 2.10 29.0 0.10 61--4 0,07 0.30 16.82 107.23 -3.46 -5.14 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext g12_ 182 1.41 19.5 0.10 G)1-46 0.07 0.30 11.31 48.48 -2.12 -2.69 -- 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pwall g13 452.5 3.52 51.0 0.10 61! 0.07 0.30 28.13 331.63 -6.61 -9.31 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.15 0.00 0.00 -0.01 -0.01 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0 0.00 0.1 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 - 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 905 7.03 Job--------------- : Magnolia Green"C"-#99106C-Unit G Direction ---- : Front-Back Diaphragm Level--: 2nd Page 2 tt�'� ROOF to 2nd Job : Magnolia Green"C"-Unit G-#99106C Direction -: Side-Side Diaphragm Level-: Roof Panel Height = 8 Ft. Minimum Panel Length= 2.29 Ft. Cumm. Story Shear Vx= 3.32 Kips p= 1.47 Wall ID T.A. Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD ext-Iwr, g1 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ext-upr g2a 135 0.50 3.3 0.46 Pa-(12F150.22 0.33 5.81 1.48 1.48 1.48 ext-upr g2b 218 0.80 5.3 0.46 .22 0.33 9.39 3.87 1.17 1.17 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int-Iwr g3 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int-lwr g4 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 spcl-upr g5a 226 0.83 2.0 1.25 0 0.61 0.33 9.73 0.58 5.10 5.10 C) spcl-upr g5b 226 0.83 2.0 1.25 0.61 0.33 9.73 0.56 5.10 5.10 int-lwr g5c 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 spcl-upr g6a 50 0.18 3.0 0.180.09 0.15 2.15 . 0.57 0.59 0.59 0 spcl-upr g6b 50 0.18 3.0 0.18 L 0.09 0.15 2.15 0.57 0.59 0.59 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 gar-Iwr •g7a 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 gar-twr g7b 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0:00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 1 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 905 3.32 Job---------------------: Magnolia Green "C"- Unit G-#99106C cejkc-S r 4�1r, ,t( Direction - : Side-Side Diaphragm Level-------: Roof Wl ( 4," Page 1 0 2nd to FDN Job------ : Magnolia Green"C"- Unit.G-#99106C Direction-------------: Side-Side Diaphragm Level-: 2nd Panel Height = 8 Ft. Minimum Panel Length= 2.29 Ft. Cumm. Story Shear Vx= 6.41 Kips p= 1.11 Wall ID T.A. VwaII LwalI r i SW v i w dl OTM R OTM U net U sum HD ext-lwr g1 300 1.89 6.3 0.47 PI-363 0.34 0.20 16.81 3.32 2.40 2.40 i ffri 2 z- - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ext-upr g2a 0 0.00 0.1 0.10 0.00 0.00 0.00 0.00 0.00 1.48 ext-upr g2b 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 1.17 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 � int-lwr g3 116 0.73 5.0 0.23 pi-reg 0.16, 0.20 6.50 2.13 0.97 0.97 _.C516 . - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - FI-60272 int-Iwr g4 81 0.51 5.0 0.16 P/-4s 0.11 0.15 4.54 1.59 0.65 0.65 -. -` - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6400 -24 ' spcl-upr g5a 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 5.10 spcl-upr g5b 0 0.00 0.1 0.00 __ _ 0.00 0.00 0.00 0.00 0.00 5.10 int-Iwr g5c 523 3.29 7.3 0.71\,,PI-28 0.51) 0.30 29.31 6.70 3.46 3.461-0-it?2.. - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 spcl-upr g6a g6b p scl 0 0.00 0.1 0:00 0.00 0.00 0.00 0.00 0.00 0.59 spcl-upr 0 0.00 0.1 0.00 0.00 0.00 0.00 0:00 0.00 0.59 p - -0 0.00 0.1 0.00 �..9JQ0 0.00 0.00 0.00 0.00 0.00 t gar-Iwr g7a 0 0.00 2.0 0.00' 0.00-) 0.15 0.00 0.26 -0.14 -0.14 cfa � gar-Iwr g7b 0 0.00 1.8 0.00 ., 0.15 0.00 0.20 -0.12 -0.12 ` 2 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0;1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1020 6.41 Job-----------------: Magnolia Green"C"- Unit G-#99106C Direction -: Side-Side - Diaphragm Level---- -: 2nd ' � � f � � r: Page 2 Roof-2nd JOB#: 99106C NAME: Magnolia Green"C"-Unit G ID: g5a, g5b Roof Level p= 1.47 w dl= 330 plf V= 1660.0 pounds p*V= 2440.2 pounds V1 = 1220.1 pounds V3= 1220.1 pounds all head =A v hdr= 271.1 plf 1 V Fdrag1= 677.8 Fdrag2= 677.8 A H pier= v1 = 610.1 plf v = 610.1 plf 4.0 feet P's3-43S> Htotal= 8 V Fdrag3= .8 Fdra•,' 677.8 feet A S 2Z 710. H sill = v sill= 271.1 plf 3.0 feet OTM 19521.6 R OTM 13365.0 V r UPLIFT :76O -- UP sum HA_Ratios: L1= 2.0 L2= 5.0 L3= 2.0 Htotal/L= 0.89 0 / 0 4 Hpier/L1: 2.00 Hpier/L3= 2.00 L total = 9.0 feet Page 1 Roof-2nd JOB#: 99106C NAME: Magnolia Green "C"- Unit G ID: g6a, g6b Roof Level p= 1.47 w dl= 150 plf V= 367.0 pounds p*V= 539.5 pounds V1 = 269.7 pounds V3= 269.7 pounds AH head =A v hdr= 45.0 Of 1 V Fdragl= 134.9 Fdrag2= 134.9 A H pier= v1 = 89.9 plf v3= 89.9 plf ) 4.0 feet Pr'-646 H total = 8 y Fdrag3= •4.9 Fdrag 134.9 feet A 71(iP H sill= v sill= 45.0 plf 3.0 feet OTM 4315.9 R OTM 10800.0 V 7 UPLIFT 'UP sum t. -600.4 H/L Ratios: C$/ T' L1= 3.0 L2= 6.0 L3= 3.0 Htotal/L L. 0.67 4 0 t `4 Hpier/L1: 1.33 Hpier/L3: 1.33 L total= 12.0 feet Page 1 ` ' CT ENGINEERING P L L C 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) teaton@ctengineering.com #04196 Structural Calculations: Townhouse Unit H Structural Engineers . • \ i i ..,. •. . -,• .. . . , . ,. .,‘ 1 —1------4—_,--1 ' .._..c. iii.. U:LI • ------ kr oi\1 (AN IT '.N 131-AS P-)26) =,2- 3P, I L-4;66 tt,i/e, ,v1,7-7-)-2-8,$.3 • -r-pli45 Pft-e •kv,E... IP-----1, , ,/ ( ..__/ 6r-li i _ -- 4130i- .._ -. (, _J a t5*0:) ./11- __ — ,,nP5 (41 :.-- ).7•—• ).,19 r7e\V 7)._Kfr,atigi-114-66 // 5INP5 .) - P6kr, — 2,4 - ' 24 •i, / i 1 1 . i .../. / ., , „ en , ----- . ., / , ••._ . / 1 j ("/ — II? 4. iAll • ,. • 3 1 .._.. i r[ • . 3 - / 1 p_ _ \\ , 906 41 T . . ., . i,_ ,,_um,,,3_ . _ •. _ __ [—I — -- ------- \)(c\ , f; PJB - 4.71....aii.) - .J( l I, \61,,, I ti I Y A5T 31— —\i v,11. / 4—' p'l5r3: --- 671ill Wjri\ 0 • , I; ,I 7 : V1� 14 � 1 2 _[ s Lls i 3/)l,4=L -or' 1 I. 1� l ' I r r I iC, .3 I ; SRW` „+VDI-. IRu'1 5/"-.. k.,I . .—Aro HDR �' I „ c ,� .,......... 5 J l ' ,, ' ' II j i 1.42 .cil* "1 coI g TRUSSES AT SHORT ROOF OVERHANG I 210 _ 1-2v< tt . ,, 9h V37 a -./... lb O . 62t1? L II HDR 1p2FQ i.,-JI Iei nal) .;\ 1 I l �' \. I I °I A i o i! ; h D ��.. 6y > it ROOF FRAMING 111--I—----1 II Is I __-_ "Nd Y" , .SII — i` POL x'{q = I i . iJ�1 �j _sr. I! I ' I 1 0-i I11 J 1 .` _ 4� ,fir 4:o tl , •• • �.�1" i e. 1 \ '° i '-__ — 1 I DOUBLE \ )' ' l u�to X i <�JOIST UNDER2iL V �1: 1\ , ,P. EWiA )/ �j�2-- - ---_ E m 6 , POST ,..,, I c11' "�;,, 1410 L.r (7 6 R f ts -A. '2-33 tli___I .-- , fth . ic-j---71101-0- " , iv. cd,, _`-r- 91y r 1�c Zbzhll. 1 1 sr 3 1 I Z UX0�.F8il -- .. , " ri J _ o �I 45—'1: 01I X p — 1 1c.(N 1 ! i El li. TSL RRo 2sc ) I1/ 4. ,, ( • 0 b• a: N � --- I �--i I 1 ' ••c I '�^._` ' __l.NH/R '' >' ,I -- ' 7- -, J - CI] 1 VENT UP THROUGH _ „,:,:n-: - 1 SII �� � - _ CANOPY ROOF ha ' Cill 'SL- $�x _ i VI LL-741—E31111 , tiC-'r).‘j 40) ),y..r., .0‘ „:, • eu. ,,1 .I ' :. ,,,,,,, (�1I� •a "V . f ,a - i NV2n . )01 /1 Pj/9..0"421pIi2 6x6 POST ( - r: I. - . Y POST ABOVE z I - _ vi o14.FB 1__ ' 1 I" �1© I- hlb E I SIMPSON �y'� ' SSL 1 z.Af B 1 HANGERS yA ¢I C 192 1114, 1'�0 �G N ( , S1 1 •� I _..Q1...:2ri sP, _ ._%, ii-/ I 1" ` HDR T 2h1� ":7.1.16.../H-77- Lh6/. 'Lh2° •''' ° l l_ty-v-04\_c 1 "W r- it,ye p ,, `y YOlde O Il�b� aLPhI_ 1 ç ---�--- -'1-= 1 N _� ‘ " ►" p(' I'�� • 31" CONC. SLAB / � - UBL 24" lir P A T I 0 __ FDN. VENT "' i - --" -'- �` CENTER IN WALL lo .y4" -V II -H-o N ,�- k 'I F'i J i I L 2'-Vitz.- ;C(i ' 1 I I 7 r I fv,..)/6)44-÷ . 4 i. Ir'I. I I r 1 cw4' Tml N L ! e 0 N eB n �lji I� I DOUBLE 24"I FDN. VENT 0 '� ' DBL 2x4 PONY WALL I —. I1. I ,i. ® I --- i�, I „iv - '-.. :�'1>• e�.,D,C. . - f 0 1141 .�p c 1ST e32:a-- 40 ALIGN WITH fit, '"'J'•4 EXT. WALL-tom III 11 $t I -; ; ' I al #4 .u1kY I ' I '1-�a III 8 I I = I CO I. a _ - sxs Posr1 IRA! ------ n I . I I i _ 11 CRAWL SPACE- 1 1 1 o .-- .,,�-1 I! 5 COVER EARTH W/ 6 MIL L1 rJ . { --. j 24 r . 4 11 BLACK POLYETHYLENE 12Y" 4 I I I1 " -SEE "CRAWL SPACES" 1 1 11 Yl CON . SLAB o " •1 'ii NOTES ON D7 , r;I 1+. . / I I (� NTRY =_ tO , n II Abc./157) rir J \ p I 1 .fO C CF--- ct 'G ��1��� 8"x24" �^�I `j THICKENED SLAB4. \,___ ACCESS Ct', 6x6 POST PANEL L. / ----- I ® CLOSET IN ,► -+ ----- -- ---i i -ail L , ® C- // I I I �, -214' /3 ." ••NC. SLABI 1_A - ---_i -5' ENTRY I - _ / / -h Ilki /.'-6» EN ® L, kitca 8" YP. ® 1Jxi- CB66 A "+ , _ f -6.1 'E NO FACE OF #1-c 7 Ln N I CONC. IS Yz" OUTSIDE FACE OF STUD IiElk 1 3'-ID �-3.2 X►2a � I _6..1 w/(3)#11- .cake I o ; • - - 1 I L 1" CONC. SLAB I-- ---I N OVER6MIL. I I APOR BARRIER I V 0 1 1 L____J 0 / ® ; Li o METER BOX -- - O 0 AT ONE SIDE —• M OF BUILDING __..__. 1^ -------„, ONLY - i,p� VERIFY -71/2" P G LOCATION ( -J ON SITE _ J /_ 4 I aralilna 0 I 1L 0 := -6 lifilk $4601- MI _A& 'ir '. n Ma ;.i f i)1.�a.) 4'-4Y2" L,I )11/2" 'uo 611 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description:Carnage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El _ Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618 (F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:UNIT H Description Unit H GT Reactions Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements GT-hl GT-h2 GT-h3 GT-h5 GT-h6 Timber Section Prllm:3.5 Prllm:3.5 Prllm:3.5 Prlim:3.5 Prllm:3.5 Beam Width in 3.500 3.500 3.500 3.500 3.500 Beam Depth in 11.875 11.875 11.875 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade rruss Joist-MacMil rruss Joist-MacMilTruss Joist-MacMil Truss Joist-MacMil Truss Joist-MacMil Fb-Basic Allow psi 2,900.0 2,900.0 2,900.0 2,900.0 2,900.0 Fv-Basic Allow psi 290.0 290.0 290.0 290.0 290.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No Center Span Data Span ft 13.00 8.00 8.00 21.00 21.00 Dead Load #/ft 90.00 108.00 90.00 18.00 Live Load #/ft 125.00 150.00 125.00 25.00 Dead Load #/ft 200.00 90.00 Live Load #/ft 275.00 125.00 Start ft 5.000 11.000 End ft 8.000 21.000 Point#1 DL lbs 1,100.00 432.00 LL lbs 1,530.00 600.00 @ X ft 5.000 11.000 LResuits Ratio= 0.1987 0.0903 0.2737 0.5184 0.6741 Mmax @ Center in-k 54.50 24.77 75.09 142.22 160.82 @ X= ft 6.50 4.00 4.99 10.50 11.00 fb:Actual psi 662.6 301.1 912.8 1,729.0 1,955.0 Fb:Allowable psi 3,335.0 3,335.0 3,335.0 3,335.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 42.8 28.3 84.7 74.3 86.3 Fv:Allowable psi 333.5 333.5 333.5 333.5 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 585.00 432.00 525.00 945.00 609.00 LL lbs 812.50 600.00 728.44 1,312.50 845.83 Max.DL+LL lbs 1,397.50 1,032.00 1,253.44 2,257.50 1,454.83 @ Right End DL lbs 585.00 432.00 1,175.00 945.00 1,101.00 LL lbs 812.50 600.00 1,626.56 1,312.50 1,529.17 Max.DL+LL lbs 1,397.50 1,032.00 2,801.56 2,257.50 2,630.17 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.059 -0.010 -0.025 -0.403 -0.415 L/Defl Ratio 2,634.8 9,421.8 3,848.9 625.1 607.5 Center LL Defl in -0.082 -0.014 -0.035 -0.560 -0.576 UDefl Ratio 1,897.1 6,783.7 2,774.6 450.0 437.4 Center Total Defl in -0.141 -0.024 -0.060 -0.963 -0.991 Location ft 6.500 4.000 4.320 10.500 10.920 L/Defl Ratio 1,103.0 3,944.0 1,612.3 261.7 254.3 CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 - Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) - Seattle,WA 98109 Townhouse Units E,El Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 (c)1983-2001 ENERCALCEngineering Software .:1041961en.r104196.ecw UNIT H Description Unit H GT Reactions Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<= 14.3", Le=1.62*Lu+3d When beam depth> 14.3", Le=1.84*Lu CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Seattle,WA 98109 Scope: Structural 206-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 1 (c)1983-2001 ENERCALC Engineering Software q:\04196\engr\04196.ecw:UNIT H - Description Unit H Roof Frmg. Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements br-h1 br-h2 br-h3 Timber Section 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade )ouglas Fir-Larch,)ouglas Fir-Larch,Douglas Fir-Larch, Fb-Basic Allow psi 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status No No No `Center Span Data Span ft 3.50 3.50 3.50 Dead Load #/ft 144.00 198.00 Live Load #/ft 200.00 275.00 Dead Load #/ft 198.00 Live Load #/ft 275.00 Start ft End ft 3.000 Point#1 DL lbs 945.00 LL lbs 1,315.00 @ X ft 3.000 ( Results Ratio= 0.2457 0.3379 0.5283 Mmax @ Center in-k 6.32 8.69 16.30 @ X= ft 1.75 1.75 2.39 fb:Actual psi 206.2 283.5 531.7 Fb:Allowable psi 1,137.5 1,137.5 1,137.5 Bending OK Bending OK Bending OK fv:Actual psi 23.3 32.1 50.2 Fv:Allowable psi 95.0 95.0 95.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 252.00 346.50 474.43 LL lbs 350.00 481.25 659.29 Max.DL+LL lbs 602.00 827.75 1,133.71 @ Right End DL lbs 252.00 346.50 1,064.57 LL lbs 350.00 481.25 1,480.71 Max.DL+LL lbs 602.00 827.75 2,545.29 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.004 -0.007 L/Defl Ratio 15,362.6 11,172.8 5,974.7 Center LL Defl in -0.004 -0.005 -0.010 L/Defl Ratio 11,061.1 8,044.4 4,297.8 Center Total Defl in -0.007 -0.009 -0.017 Location ft 1.750 1.750 1.862 L/Defl Ratio 6,430.8 4,677.0 2,499.7 \,J CT ENGINEERING PLLC Title: Canterbury Woods Job#04196 Structural Engineers Dsgnr: TRE Date: 4:10PM, 17 DEC 04 180 Nickerson St.#302 Description :Carriage House-6 Plex(A,B,C1,D1,C2,D2) Townhouse Units E,El Seattle,WA 98109 Scope: Structural :06-285-4512(V)206-285-0618(F) Rev: 550100 User:KW-0602997,Ver 5.5.0,25-Sep-2001 Timber Beam & Joist Page 2 c)1983-2001 ENERCALC Engineering Software q:\04196\engn04196.ecw:UNIT H Description Unit H Roof Frmg. Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS&1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections,the program looks for the identifying words in the"Stress"entry. "Select","No.1","Standard"and similar typical words are used to determine Cf category "Unbraced length"is multiplied by the following values to calculate"Le" When beam depth<=7", Le=2.06*Lu When 7"<beam depth<=14.3", Le=1.62*Lu+3d When beam depth>14.3", Le=1.84*Lu 1"9 180 Nickerson St. CT ENGINEERING Suite 302 P L i. ccSeattle,WA Project: 1L. f 01-4 r may'1L Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 24,}, . _ 4t' ; Ll. = 40 i� '' L is r X57= " f O — 55 ?: _ b2 a-- 65' C26451— 4- 6 Y53) 27,5 p1: 44-8 2/032 1/1- (2.If)e?, 2If,2 ,Q , �.5( 1-11512 -(4a(s8 '= p t51.9 smt.- dr- ,.. 62_6s s5/ tie- iz ( j 12, t2 �. M= s6- 102-115 4,s P1 16 6' �$ w 36-0 1--8z, 4-(1 )/57. ,).__. _, Si 607-5 �L 614 X1.1* . l= a .�-o7'- .k (4,&) � �4'�4 tx) PSS._ 5144.X l Art..-0.53'1 -ae 227t-$ + L.._ Lu 41, /z In.z ?fps_ L ? S3�' ;.. 5 �oZgzz I„?.tr,.?- ti)-= afl . ( 73).2– 44!'t? 2-o -I . 2'/6 Xi 14-1 Structural and Civil Engineers tf� 180 Nickerson St. CT ENGINEERING Suite 302 P L L cSeattle,WA R �},� `251 98109 ' Project: 106. r__ )11 - � 6 Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 ) q/0 7),g— 74441 Uv tr 1-- 1;1...k8 A-s 5/ -DK- 9,3 = r,lrl wrott 1 52"f F) ( rte- I-- , p\-",(-s r� ,..,,Lk �� lb," r+� b7-'1,)61 - 6,,Si 1& — - L4S +- gJ ±- ZZJ`k5) libP p\ P' i4-es �� tq J i PS t- 2'lift..t.. 4 i/2— ill-- ea4-m b-ado A=x ,51 w 3qa 1-130+ 2¢S 7--is-- F-- Pit.- 2��a- Y 1's- 4 pt 2,_ 27-x4- ' P).."— ho ..--- �— , P ,,, ), 3 AZ -7-7/‘, /11 12_ M' Gov 'm- 17-2,1,1:2_ "7-1 wz -)C 5- P54. 2� ` - / 2- M 3032 '* g/� i PSL l x 1 /z @ /i-L 1,9>n t% A-,-51.1 P-- 1'x-32 w _ 5,?-6I,?-51 -\ '3 `� i f1.- z'1` l2- l 2 Z14- ` ( j — 2Ao p1-P b 21,15 )-...--69.s� 1A.,-_4... (Z)C� _ ,� a J/q' - 1 j 510\c- p 4-66¢ ir- I Y-- 8p I Pct- �`/2 x 1 'f2- M� 124.14 ', t l, 1716, t--i t.s �►,g t— t P--- ),i3Q c . - Y- J�--t baro /- ✓1/2 X a 1/7_,_ Structural and Civil Engineers \11) ' CTENGINEERING Project: LqM L0p '-- L Client: .."1 1' ►/Aah&ts_v 4L 0(Pc d eDate: . 11 Page Number: 180 Nickerson ick ers on S t. Suite302 Seattle,WA 98109 (206)285-4512 FAX: (206)285-0618 2h 11 .` til 1.0-_-_(71---1-2-Y`'g1= Co o PVz 33 5 5 i ._. >� a 2-2- 1 Lte 4 5 w 2 it D 91n 1$ .,61 t.01-.= lo1c.9+ 3cit-P6( 1 52.5 'fitX- i ,, 2= bio 6`-j,, s1 _ P2- 4 i-3m= e J h)-- 1 5 '272,St- Z 361,2. = 3 f`fi'S.3' 4 , Fl Sr P2 ( I. ( w '2- 3 3/2.5 f 62 $. '? - 863(.2 ii _ . 41 Y 8 6, 3 ►41 , � ( �Rz iv' c 16, •-y3 1 i pv,/ + � '1' P---- 8651; t 33 5 �l2� a----77..e,-&-T6:— Wit, P5L �4 )4-°f /Z (�sfl`5 z ,S �3 = 1. s - - 3go.. . _I csz__ slit -A(72,-A M VZ,O4-3 -t, - PQ- - q-(o 1.2�1L 712_2441. rsxvc1 In..36.D• 036 2t-, 7.0 A-- 4-A 1,.) . v1 st» '- 142 _1;:1 -- 9-5 P= 4s-D GAJ-, r q(,Z,S}- 4001 )' 9-2 ii... )diw--- M ^ �-�ac - �Z 4�� tr,0?�- 2h 22 A 11' w= 13-5 ZbInZ(-- 1_ `3.rr p= 3355 n.V )(0113-14- A/I 5i 37 i Ef!,.________,,, xl I/2._ TrA271 Structural and Civil Engineers 6 (' , To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 4:18PM, 24 SEP 99 selection on the main menu and Description enter your title block information Scope: will be printed on each page. • Rev:510002 User.K W-0802997.Ver Timber Beam & Joist Page 1ERCALC Description Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 21116 Timber Section Prllm:5.2 Beam Width in 5.250 Beam Depth in 9,500 Le:Unbraced Length ft 0.W Timber Grade 'ruse Joist-MacMil Fb-Basic Allow psi 2,900.0 Fv-Basic Allow psi 290.0 Elastic Modulus ksi 2,000.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data • Span ft 8.00 Dead Load #m 190.00 Live Load #/ft 420.00 Start ft 3.000 End ft 8.000 Point#1 DL lbs 645.00 LL lbs 880.00 Cji X ft 3.000 Point#2 DL lbs 3,330.00 t LL lbs 4,620.00 6 X ft 6.000 Results Ratio= 0.8465 Morax a Center in-k 192.40 0 X= ft 5.98 fb:Actual psi 2A36.5 Fb:Allowable psi 2,900.0 Bending 014 fv:Actual psi 245,5 Fv:Allowable psi 290.0 Shear OK Reactions Left End DL lbs 1,532.50 LL lbs 2,361.25 Max.DL+LL lbs 3,893.75 c2 Right End DL lbs 3,392.50 LL lbs 5,238.75 Max.DL+LL lbs 8,631.25 Deflections Center DL Defl in -0.087 L/Defl Ratio 1,097.6 Center LL Defl in -0.134 L/Defl Ratio 714.4 Center Total Defl in -0.222 Location ft 4.288 L/Defl Ratio 432.7 1° UNIT H VERTICAL DISTRIBUTION OF SEISMIC FORCE- 1997 UBC JOB#04196-.CANTERBURY WOODS UNIT: H»> ><;><i SOIL PROFILE: >.`:n> > »>> a= >» ;p>:,..:< Cv= R= »>:;:4 Ct : 0020; ....,,:... I = « > 4;0 T= 0.167 ...................... DESIGN BASE SHEAR V= [(Cv*I)/(R*T)]*W= 0.717 W UBC EQ. (30-4) DESIGN BASE SHEAR V= [(2.5*Ca*I)/R]*W= 0.200 W UBC EQ. (30-5) (MAX) DESIGN BASE SHEAR V= [0.11*Ca*I]*W= 0.040 W UBC EQ. (30-6) (MIN.) CONTROLLING DESIGN BASE SHEAR= 0.200 W DIAPER. HEIGHT HEIGHT AREA DL Wi Wi*hi Wi* hi DESIGN SUM LEVEL STORY hi(ft) (sqft) (ksf) (Kips) SUM(Wi*hi) Vi DESIGN Vi gi000ri --- 17.82 302. < �,'E?»>>>i `:��'> Q'f�>� 9 0 46 3.76 3.7 >< 2>+ik »;; 8.0 <> ��> ::.::...:�C��.. : .1�.0��. 392 352.8 0.54 4.38 8.15 i <:1 ST»<.; 9.0 0 0 SUM = 57.0 655.7 1.00 8.15 E=V= 11.40 E/1.4= 8.15 Page 8 VA ' s, ROOF to 2nd Job -- : Magnolia Green "C"-#99106C- Unit H Direction------------- : Front-Back Diaphragm Level-: Roof Panel Height - 8 Ft. Minimum Panel Length= 2.29 Ft. Cumm. Story Shear Vx= 3.76 Kips p= 1.00 Wall ID T.A. Vwall Lwall r i SW v I w dl OTM R OTM U net U sum HD Pwall h11 384 1.46 50.0 0.08 4'1-39: 0.03' 0.15 11.67 159.38 -3.28 -3.28 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ext-int h12 495 1.88 17.0 0.29 2- ..i 0.11) 0.15 15.04 18.42 -0.22 -0.22 -- 0 0 0.00 0.1 0.00 -000 0.00 0.00 0.00 0.00 0.00 ext hi 3a 29 0.11 3.0 0.100.04.: 0.15 0.88 0.57 0.11 0.11 ext h13b 48 0.18 5.0 0.10 C-)1-1-&,0.04 ) 0.15 1.46 1.59 -0.03 -0.03 - ext h13c 34 0.13 3.5 0.10 10.04! 0.15 1.03 0.78 0.08 0.08 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ext-lwr h14 0 0.00 0.1 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0:00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 990 3.76 Job----------------_: Magnolia Green "C"-#99106C-Unit H Direction -------------: Front-Back Diaphragm Level-------: Roof Page 1 2nd to FDN Job------------------: Magnolia Green"C"-#99106C-Unit H Direction----------------: Front-Back Diaphragm Level-: 2nd Panel Height = 8 Ft. Minimum Panel Length= 2.29 Ft. Cumm. Story Shear Vx= 8.15 Kips p= 1.00 Wall ID T.A. Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD Pwall h11 700 4.08 53.0 0.09 GI-4P, 0.08 0.30 32.60 358.15 -6.82 -10.11 0 0.00 0.1 0.00 C4.x,0 0.00 0.00 0.00 0.00 0.00 0.00 ext-int h12 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 -0.22 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ext hl3a 0 0.00 0.1 0.00 0.00 0.30 0.00 0.00 -0.01 0.10 ext h13b 615 3.58 20.0 0.22 p1-48 0.18 0.30 28.64 51.00 -1.24 -1.27 - ext h13c 0 0.00 0.1 0.00 0.00 0.30 0.00 0.00 -0.01 0.07 0 0.00 0.1 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 ext-lwr h14 85 0.49 5.0 0.12 P)-bib 0.10 0.15 3.96 1.59 0.53 0.53 It-ApL7 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0:00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 8.15 Job----- : Magnolia Green "C"-#99106C-Unit H Direction----------------: Front-Back Diaphragm Level---: 2nd Page 2 ROOF to 2nd Job--------: Magnolia Green"C"- Unit H-#99106C Direction----------- -: Side-Side Diaphragm Level : Roof Panel Height = 8 Ft. Minimum Panel Length= 2.29 Ft. Cumm. Story Shear Vx= 7.345 Kips p= 1.00 Wall ID T.A. Vwall Lwall r i SW v i w dl OTM R OTM U net U sum HD Ext h 1a 102 0.76 3.8 0.27 ,p/..660.20 '\ 0.15 6.05 0.90 1.53 1.53 Ext h1b 102 0.76 3.8 0.27 ( 0.20 0.15 6.05 0.90 1.53 1.53 __ - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ext-lwr h2 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int-upr h3 0 0.00 9.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.000..00 0.00 0.00 0.00 0.00 0.00 int-ext h4 466 3.46 7.5 0.63 pi-Ts, 0.46-1-) 0.15 27.66 3.59 3.57 3.57 11 $ ! - - 0 0.00 0.1 0.00 "0 00 0.00 0.00 0.00 0.00 0.00 str-int ' h5 0 0.00 8.5 0.00----- ) 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 str-gar h6a 0 0.00 8.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 str-gar h6b 0 0.00 6.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 00.0_ 0.00 0.00 0.00 0.00 0.00 -� ext-upr h7 320 2.37 10.0 0.321 P/�3 0.24 0.15 18.99 6.38 1.40 <x,40 cc, �. , '. - 0 0.00 0.1 0.00 - 0.00 0.00 0.00 0.00 0.00 0.00 gar-lwr h8a 0 0.00 0.1 0.00 0.00 0A0 0.00 0.00 0.00 0.00 gar-lwr h8b 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00. - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 .0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.0.0 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -__ - 0 0.00 0.1 0.00 0.00 0.00 0.00_ 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 990 7.35 Job----------------------: Magnolia Green "C"- Unit H-#99108C Direction---------: Side-Side Diaphragm Level : Roof Page 1 T 4 A2nd to FDN Job---------- : Magnolia Green "C"- Unit H-#99106C Direction ------: Side-Side Diaphragm Level-----: 2nd Panel Height = 8 Ft. Minimum Panel Length= 2.29 Ft. Cumm. Story Shear Vx= 11.35 Kips p= 1.10 Wall ID T.A. Vwall LwaII r i SW v i w dl OTM R OTM U net U sum HD Ext h 1 a 141 1.14 2.8 0.37 f l- 0.46 0.30 10.04 0.96 3.67 5.19 S. 4. Ext h 1 b 141 1.14 2.8 0.37 0.46)) 0.30 1.0.04 0.96 3.67 '--5.19 , - - 0 0.00 0.1 0.10 0.00 0.00 0.00 0.00 0.00 0.00 (c-4 5: _It 1 ext-lwr h2 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 @ " - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int-upr h3 0 0.00 5.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0_.00 0.00 0.00 0.00 0. 0.00 , �,„-,,-� int-ext h4 456 3.70 5.5 0.59(pi 0.74 0.40 32.46 5.14 5.52 9.08 7_..`,t - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 . 0.00__ str-int h5 94 0.76 3.0 0.22' - 0.28 -.015 6:69 0.57 2.27 i'2.27 11S7�jlexii - - 0 0.00 0.1 0.00 -0-.00 0.00 0.00 0.00 0.00 0.00 str-gar h6a 220 1.78 8.5 0.18'` 0.23 --` 0.30 15.66 9.21 0.84 0.84 i_ --, str-gar h6b 168 1.36 6.5 0.18.!j 0.23 D 0.30 11.96 5.39 1.12 '4,12 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ext-upr h7 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 1.40 - - 0 0.00 0.1 0.00 0:00 0.00 0.00 0.00 0.00 0.00 t gar-lwr h8a 90 0.73 2.5 0.26' 0.32 0.15 6.41 0.40 2.67 7 2.67 Of-ft07), gar-lwr h8b 90 0.73 2.5 0.26 ,L�3 0.32 0.15 6.41 0.40 2.67 \-,2.67 _ - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ - - 0 0.00 0.1 0.00 0.00 .0.00 OAO 0.00 0.00 0..00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.1 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0..00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1400 11.35 Job-------: Magnolia Green"C"-Unit H -#99106C r Direction-----------------: Side-Side { Diaphragm Level-----: 2nd Page 2