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Specifications (13) { M STS/ -000 c-/ l 3 icv 5w /?5-'A4grc CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace Eo PRp, Plan 3 ��F�GINF��,� . # •; 60F Elevation B '� �� , �d Tigard, OR ��.�; 22 ,'EWA c; <o, t T. G\" Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. A P.9.h.3 RB.b.i Sim. RB.b.3 RB.b.2 GABLE END TRUSS GABLE END TRUSS T ..1MIN.HDR ( MIN.HD l MIN.HDR VAIN.HDR a TVP.AT AOJACE n -0 wirocreo I BTWN.S9.(1)- AO 3ND i T ¢ BTWN.SOL TRI TERS I C A of — 0 2 a a 1 T R 4 _ 4. t-_,-,j a _ T . a 4 N1 q I , AA)-41C 1 m_ ¢�,� ',ACCESS 1 R m I z Ec a MANUFACTURFD TRUSSES AT 24'O.C.TYP.U.N.O. o � o T . - 1 -0 � ¢ x I .e L MIN.HDR MIN.HDR MIN.HDR MIN.HDR �.) ). GABLE END TRUSS GABLE END TRUSS J( Rb.b.5 RB.b.7 2.. I mlr 1,uR I MIN HDR' GABLE END TRUSS RB.b.6 • 2OB - Roof Framing Plan 114-.1,-0. • o C 00 UP TFB.b.1 HD 4 TFB.b.2 TFB.b.22 ' 12)2x6 HDR (^46 .R I (2(226 I-DR ' (2).:HD17 (2)218 HD-1 2)2x8-IDR __ _ i_ 1 ' TV6.7�1-AlACEf�T ___ 2)TRIO. ¢ j NINDOWS:()2X884 NG TRh4. t i 1 3TJD 3TWN.SG4 IS END 'b TRIMMERS,U.N.O. 4 E L J' F R)TRIM FVC:ND = `STHD14 Lt • H z _ ¢� -> Q _t ___.� _x J� '----1-F".m LLr WU O 1 wm —' /STHD14 a� /-\ i t, oto o I I 1 .c ¢ \ / q i r ti ________ _____._; ,__ _______ -STHD14 1 41 11 r 1 S9.0 FT--- 1 T 3.Sx LVL ' ' �•Ii —�F—If— --K— — .�wwww`w`e�( �z1 LVL — ®`�� T.B b�� ' y!� {TFB.b.S TFB.b.B ' 'i r__1__,..r® 91 ___—_ �1 } :FURN.' BELON a., G l II . ' ■IMMOrMON `1"`•,. E —STiD14 1 �' S'1.1D14 ____ __ ST37 RI ST3�� ' _ I 3 ssi y. ,4 may`—_ _„2_ ' I / ii A £ © __- - -I, _ 5.25 14�SHDR _�—^ ® �3.S�i 4 LV ©0"`aa®aaaaw�aa�.e a�aa� V F TFB.b.11 —V iI TFB.b.12 �yI 9 i Ss.O l v1 ¢ 'ry Ss.O 'iK wI N .- = -0 m 41 � - 7x 4 ET, ¢ x I e TFB.b.17 t-',.I I I _ _— = a I 15111 f:CONT.-)R ,0 '.i1 IIII MIN.HD- MIN.HDR F STiDWI ' I- - —Qgoo •'3.5x14LVL FB TFB.b.7 TFB.b.7 Q_ '�� S D14 TFB.b.l& (2)2X6 I.JI HUL FASI.• 16, © 16 56.1 MAUFACTIRED ROOF 56.1 v • l RUSJES @ 24'O.C. N LEDGER MAUFACTURED ROOF .Q,O f -0 TRUSSES @ 24"O.G. — N F I4x4w/AC4PAIR 4x4w/AC4PAIR F 1r POST CAP POST CAP-A, GABLE END TRUSS NOT USED: TFB.b.21 ®B -Top Floor Framing Plan MAIN FLOORSHEARWALLS 1/4"=1'-0" 3T-0" T 2 19'-0 r e i 6 t 312"CONC.SLAB m SLOPED DOWN /\ —•- 1/4.12 P3 O _I-,'-3"I T-1-O'-71/2•] T.O.S. ISLOPE 1/4:121 T.O.S. 1. HDU4 [1.q 3 STHD14 t:. 1 24'x24'I0•PTG F I 'i 1' 12 _ 4xcPOSTwi(z)..; i.ti WpYTYP,IN:O. r.- ACR CAP8PBS46 [ .. BASE. i I ... - -—- L IA w q`y1)2" `- tSTHD14 0 1 BEARING WALL 0x30X10'-FTG I..- ABOVE TVP. I ABOVE G WALL JI 2.4 PONY WAIL 1 I P6 - -- x ff ,. 13-8 114 2x6 PUNY - CA o ( WALL. f '- ^( I. ` ! i - ! ___I STHD14STHD14 ® P4 ® — — \ __ O zo 18 I: 1 30•X,0" I 56.0 -I_ 1 'k4 WAY 4 WALL .I. -1'• } I ABOVE 51+1014 I 31/2•CONC.SLAB SLAB SLOPES 31/2' FROM RACK TO APRON I ; 2I •© - VERIFY GARAGE SLAB HEIGHT D1 1 12x4 PONY I �_ WITH GRADING PLAN WALL., 0 L� ® Atli I ® I —91 gar :PDN WALL ;: i. TOS ♦ ♦ I SiHD141'-111r- STHD16 °- E . � 10 P18 10 S6.0 58.1 312"CONC.SLAB SLOPED DOWN P3 1/412 O I_ t. J -r I J 1 3/4" -4 1/4" -,o„ in: - F und �-ation PIa, ,o,; Fa 1n^,ati9prP13Ian /,, O 1/4" 1.-0" SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5'psf Roofing-future 0.0'psf 518"plywood (O.S.B.) 2.2'psf Trusses at 24"o.c. 4.0'psf Insulation1.0 psf (1j 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O S.B.) 2.7 psf Joists @ 12" 2.5 psf Insulation 1.0 psf (1) 112"gypsum ceiling 2.2'psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed.28 MAP 2314,2 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING 1jd Beai11Oeslgtl RB b 1 .. ,., CalrrulailePs per2405 NQS,I8 200I!¢ BC:20te ASC: 7-1fl° BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary oro.o3o)Lr(o.oso) Max fb/Fb Ratio = 0.385: 1 . fb:Actual: 489.80 psi at 2.500 ft in Span#1 .,. Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.169: 1 fv:Actual: 25.33 psi at 4.717 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.051 in Downward Total 0.081 in Left Support 0.08 0.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.13 Live Load Defl Ratio 1182 >360 Total Defl Ratio 739 >180 W ee . Bean Design R B b 2 }der20It SS IBC 2009;CBCC**ASCEf10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.116; 1 „ fb:Actual: 148.16 psi at 1.375 ft in Span#1 �•-•�� •. Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.083: 1 tv:Actual: 12.47 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 fe'. • Be:#13esigW': RB.b 3 - ', h lcuiatresris per 2005 NDS,IBC: 009,C1302010,ASCE 7.10..'' BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)Lr(0.050) Max fb/Fb Ratio = 0.246. 1 fb:Actual: 313.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi • Load Comb: +D+Lr+H - Max fv/FvRatio= 0.152: 1 fv:Actual: 22.86 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0ft 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.033 in Left Support 0.06 0.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.06 0.10 Live Load Dell Ratio 2310>360 Total Defl Ratio 1443 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6Printed 28 MAR 2014,2 33PM 96=3-204.. ,:Bu 14.1.3"4 t614 Lic.#:KW-06002997 icensee:C.T.ENGINEERING W �Bel igifrRB b 4 ; lftt wt„, �" tlattohs per 2005 NDDrs IB+S 09,tw6t 201 O 4,aSCE%1, BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D 0.30 L 0.50 Max fb/Fb Ratio = 0.404 1 „ fb:Actual: 410.94 psi at 1.500 ft in Span#1 • • ; Fb:Allowable: 1,017.19 psi ` �� Load Comb: +D+Lr+H Max fv/FvRatio= 0.552: 1 A A fv:Actual: 82.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.00.2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.012 in Left Support 0.45 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 0.75 Live Load Deft Ratio 4866>360 Total Defl Ratio 3041 >180 O `ibod� i R6 b5 11A BC: ,t 2010, -4P � 4�its;peri,��.5CE 7 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary 0(0.030)L(0.050) Max fb/Fb Ratio = 0.116 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.105: 1 fv:Actual: 15.71 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi z.750 0.2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443 >180 to Ba Tt D igil RB.b.6 ax . Acurtom'„p E.�+r iD IBC4 CG•2019,64.-: O BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary 0,0.030)Ldo.050) Max fb/Fb Ratio = 0.139. 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 it 2-zx4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475>360 Total Defl Ratio 3422 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line,6 • s-, ....,gyp._:.� �.s �_ �, P j m 28 MAR 2314 2 33PM itirt - s �rcls :v $ Lic.#:KW-06002997 Licensee:C.T.ENGINEERING ', eal'1► e�n RB b 7 mac; Ca culati n per 511pB,IB 2009,t13C 2010, IC 7,- 0 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)L50.050) Max fb/Fb Ratio = 0.139. 1 a ' fb:Actual: 176.33 psi at 1.500 ft in Span#1 � - Fb:Allowable: 1,272.92 psi • Load Comb: +D+Lr+H A. Max fv/FvRatio= 0.092: 1 fv:Actual: 13.83 psi at 2.710 ft in Span#1 Fv:Allowable: •150.00 psi 3.0 ft,2-2 Load Comb: +D+Lr+H X4 Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422 >180 ad B Desig f RB 6 8 a %;' �% r 0, 6�IBC2005, BC A11ScE 10 BEAM Size 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D 0.30 Lr 0.50 Max fb/Fb Ratio = 0.280. 1 fb:Actual: 285.37 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.460: 1 A A fv:Actual: 68.97 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 ft 2-2X8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w EH Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 Live Load Defl Ratio 8410 >360 Total Defl Ratio 5256 >180 ' ealm Desiiglr RB.b 9 N Cale 0. r 5 COCl$ tBC'2009‘CBC 20103 Se -10 Using AllowableSawn,Stress Design Design with ASCE 7-02 Load Combinations,Major ' BEAM Size: 2-2x10, Full Unbraced Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D 0.30 Lr 0.50 Max fb/Fb Ratio = 0.754 1 p fb:Actual: 701.24 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.721 : 1 A A fv:Actual: 108.11 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2X10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.027 in Downward Total 0.044 in Left Support 0.75 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.25 Live Load Defl Ratio 2183 >360 Total Defl Ratio 1364>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed AP 2014,237 PM s a , O' 1T o1 , T s ) *� 0 _ ,, : _: F r< il. t�R <..$,,. 1 24�aE3ui�t4s,,, 4e , Lic.#:KW-06002997 Licensee•:C.T.ENGINEERING Woodg an`1�Deigt RB b 10r. 2009, G2410 AA E.1.-40.. � Calculations perms NDS BC _ BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrII 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend „ac470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 klft,Trib=20.0 ft Design Summary o o so Lr o so Max fb/Fb Ratio = 0.719. 1 � � �� fb:Actual: 730.56 psi at 2.000 ftin Span#1 , Fb:Allowable: 1,016.20 psi • • Load Comb: +D+Lr+H A A Max fv/FvRatio= 0.736: 1 Tv:Actual: 110.34 psi at 0.000 ft in Span#1 4.0 n z-zxe Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.023 in Downward Total 0.037 in Left Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.60 1.00 Live Load Defl Ratio 2053 >360 Total Defl Ratio 1283>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings'.menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Fined 28 MAR 2014,2:33PM ] € 1 14 1�, ,,.Ef±� 'Ci�it.�,s3N�y�S3$3- ?S�1i.��'� 8i� �� s; Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wixkdarn`Deign ` TFB b 1 Via„ ula>tivns- ��. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary 'NOV Kw, Max fb/Fb Ratio = 0.631 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi y ,i � �•. �� , Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 It,2-21,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Deft Ratio 2231 >360 Total Defl Ratio 1461 >180 . n od dit1 3es1g[1 TFB b 2 Calculations pi 3006 ibs BC 2{i08 tt 2b10 ASCE'101 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pill 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Db4�'13 ,3593B;') Max fb/Fb Ratio = 0.631 : 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 40a 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 WO a mD�gr TFBb3 �alct ris. r tNDS,iBC''2009,GBe2010 AScE =10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pit 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D11 (0a0 Max fb/Fb Ratio = 0.631: 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 u Fb:Allowable: 1,016.20 psi �n Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft.2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed.28MAR233PM r ' a � ' �e 1 1T 1 1 1.8 o l.4„P € ag ° Y 1�Ew WLicensee:C.T.ENGINEERING Lic.#:KW-06002997 WcpdBeamDesJ nriTFBb4 •'; �' calctit#hoaspe005.N13IBC 20091 COO 2000,ASCE10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 klft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary o{ao1o3P,if6co2660} Max fb/Fb Ratio = 0.165. 1 ��, fb:Actual: 209.46 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H - , Max fv/FvRatio= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span#1 2.50 ft,z-zxa Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.009 in Left Support 0.14 0.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.03 Live Load Defl Ratio 17653>360 Total Defl Ratio 3457 >180 aidtei 1[ S II TFBb5 . Ca r� 1� 2009. 1f,A ?��,. .... � �.' �.�.. , ... .. �� ... � .�... 1300 SCE BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pril 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary °i 1.98§.,919'zB4°i Max fb/Fb Ratio = 0.951• 1 fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi Load Comb: +D+L+H - - Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 4.Oft 2-2x4 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.40 Live Load Defl Ratio 581 >360 Total Dell Ratio 373 >180 � *D BSt t1 TFB 6'6:� ?� y o eL per 200 .. 2009.,C 2O,ASCE ,Title s'�v© tBc. B�� BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Design Summary WoN)LOA) Max fb/Fb Ratio = 0.220. 1 fb:Actual: 498.87 psi at 4.875 ft in Span#1 :� Fb:Allowable: 2,271.25 psi Load Comb: +D+L+H �2_ • Max fv/FvRatio= 0.148: 1 A A fv:Actual: 45.77 psi at 8.613 ft in Span#1 9.750 n, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.040 in Downward Total 0.066 in Left Support 0.78 1.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 1.17 Live Load Defl Ratio 2958 >360 Total Defl Ratio 1775 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:33PM f, to r�e ( s \ SFr a �.. - P.pg L' �',' n a .' z6'.._ g7,,..,.,. ;,:. l?4,,., . ;,. 3 ',,,.. .EN t � IN i�ae 49,0 ,23,11Bt' xl3..: Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wrx',d Beam Qstin TFB b 7 • 3-74T4 ';' :. atcutatlons r200514bSitd 2009,G G 2O10CE 7.10 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Desiqn Summary D(0.0150 L(0.0250) Max fb/Fb Ratio = 0.069 1 fb:Actual: 88.16 psi at 1.500 ft in Span#1 Fb:Allowable: 1,272.92 psi ID Load Comb: +D+L+H - Max fv/FvRatio= 0.046: 1 fv:Actual: 6.91 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n,2-2x4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.02 0.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.02 0.04 Live Load Dell Ratio 10951 >360 Total Defl Ratio 6844 >180 Wood telrn Desig j TFB b 8 a x Calculations; r 200$NOS IBC 200,% 13C 20104', BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870: 1 � D 0.240 L 0.640 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 p � r Fb:Allowable: 2,242.80 si � Load Comb: +D+L+H • . ,��. . „n �...;: ,. • Max fv/FvRatio= 0.467: 1 A A fv:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load Defl Ratio 468 >360 Total Defl Ratio 340 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed'8 APR 2014,8:03AM d�p B E �r ,,irf f 304- {iiCd t?y1� 3. ,X Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description TOP FLOOR FRAMING 2 OF 3 W& IBeamdesjgn TFBb9 . - h �Dalcutatkc�+ns pert ND�1BC 2OOi cBC 20,- AS£E7'-102 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 1 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary D 0.240 L 0.640 Max fb/Fb Ratio = 0.349; 1 ' fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 psi ye Load Comb: +D+L+H • A Max fv/FvRatio= 0.260: 1 A fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.3011,3.5X14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.0760 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 n Upward Total 0.000 in Right Support 1.00 2.66 Live Load Deft Ratio 1798.,>i 360 Total Defl Ratio 1307>180 Woad Bejm D* n TFB b 10 it /. �iC121ati>� 'Lt SIDS, fl13 '.+01 5£E 71I>� BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PHI 2,050.0 psi Fv 310. psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.00 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary 0 1425 L 0 380 Max fb/Fb Ratio = 0.074 1 :�� fb:Actual: 171.37 psi at 2.500 ft in Span#1 ` Fb:Allowable: 2,301.93 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 21.59 psi at 3.850 ft in Span#1 Fv:Allowable: 310.00 psi 5.01t,3.5X14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H . Downward L+Lr+S 0.004 in Downward Total 0.0060 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load DeflRatio 13854 >360 Total Defl Ratio 10076>180 gik Fie.x [ 16 TFBb11 0 1culatlt `"gel:2095 D305(;";4"-F4154--41"W'‘°' 3 IBG 200 4£15£ 11lf fAS£ 40 BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750; 1 D 0.180 L 0.480 fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 Fb:Allowable: 2,847.26 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.398: 1 19.0 ft, 525x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+ S Downward Total 0.831 Left Support 1.87 4.56 Upward L+Lr+SLr+ 0.0000.589 inin Upward Total 0.000 inin Right Support 1.87 4.56 Live Load Deft Ratio 386 >360 Total Defl Ratio 274 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Panted:8 APR 2014,8:03AM aw - ii � x mot_ 1E0z; Lic.#:KW-06002997 ay Licensee;C.T.ENGINEERING �� Beam Desgn TFB b 12 „ • .Galc Iatic ns° er 2 lw. t a,IB i009,t C O,AsctiliC BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=10.250 ft Design Summary D 0.1538 L 0.410 Max fb/Fb Ratio = 0.136. 1 fb:Actual: 312.49 psi at 3.250 ft in Span#1 � Fb:Allowable: 2293.36 psi Load Comb: +D+L+H Max fv/FvRatio= 0.117: 1 A A fv:Actual: 36.27 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 n,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 5844>360 Total Defl Ratio 4250>180 Woad r6 e �gn TFB b 13 s BEAM Size: 5.125x16.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads. Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.50 ft Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150 k/ft,Trib=2.0 ft Design Summary � Max fb/Fb Ratio = 0.370 1 D�iBs ; no, fb:Actual: 877.51 psi at 8.000 ft in Span#1 Fb:Allowable: 2,370.99 psi � < Load Comb: +D+L+H Max fv/FvRatio= 0.237: 1 •• • fv:Actual: 62.84 psi at 0.000 ft in Span#1 16.0 ft, 5.125x16.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.129 in Downward Total 0.228 in Left Support 1.85 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.85 2.40 Live Load Deft Ratio 1490 >360 Total Defl Ratio 841 >180 Wood Beam DeOign,4:4 TFB b 14 `- .f ...; ,,. -. ,.... :> �' : ..,.. �•...•..•.. v41t�lA ...,..., r '10IBG20Oiq#0011tij.!*6gE��9.... BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.750 ft Design Summary .0.08625 L 0.230 Max fb/Fb Ratio = 0.190 1 d: ,� � � ,� fb:Actual: 193.17 psi at 1.625 ft in Span#1 " Fb:Allowable: 1,016.95 psis Load Comb: +D+L+H 11111 Max fv/FvRatio= 0.152: 1 A A fv:Actual: 22.74 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.15 0.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.37 Live Load Defl Ratio 8321 >360 Total Defl Ratio 5973 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Punted 8 APR 2014,8:03AM i y �fi r x j s i 't1tb11tn ENS tN0i'', 14,gu i , t 2s 1t, Lic.#.:KW-06002997 Licensee:C.T.ENGINEERING Mood Bam ©'sign TFB b 15 Cal ula intls per 2# 5 NDS, BC 2009,CBC ti10,ASCE,i- BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-Pill 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.80 k/ft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.010, L=0.0250 k/ft,0.0 to 2.0 ft,Trib=5.0 ft Point: L=2.20k@2.Oft Design Summary D(o.050)L(0.1250) D 0.10 L 0.80 Max fb/Fb Ratio = 0.324: 1 + + fb:Actual: 749.89 psi at 2.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H • ,Qir .�...• Max fv/FvRatio= 0.268: 1 A A fv:Actual: 82.94 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5)9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.021 in Left Support 0.14 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 2.36 Live Load Defl Ratio 2393 >360 Total Defl Ratio 2254 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:28 MAR 2014,2:35PM Title Block Line 6 e S . .. '-;''-';''''3'14J'.1'4'''''' ` eto1' � 4 . a1 tNC198 2# . eit23y 4Multiplimple , 3 -. , ? . .. ''''''''''''I''''',, „ , Licensee:C.T.ENGINE ERINGLic.#:KW-06002997 Description : TOP FLOOR FRAMING 3 OF 3 Wood Beam Deslgr TFB b 16 Hwa', " y pery405 ,, calc�ilativn., S,"IBC�200$ a 2010`/face 7410-„,. BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem FirWood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.80 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(0&1,0A :.86680) Max fb/Fb Ratio = 0.883: 1 o � y fb:Actual: 821.20 psi at 2.500 ft in Span#1 �� `` Fb:Allowable: 929.74 psi -.r . � �� Load Comb: +D+L+H • Max fv/FvRatio= 0.585: 1 A A fv:Actual: 87.78 psi at 4.233 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E HDownward L+Lr+S 0.045 in Downward Total 0.051 in Left Support 0.28 2.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 2.07 Live Load Defl Ratio 1320 >360 Total Defl Ratio 1165 >180 Wood Beare Des%grt TFB b 17 .--,-,..n:. cater ltlosyer 2005l3S� �09,CRC 20E 710 „ E : ,w'V y,, an BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss JoistWood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary .5 Ddl t Max fb/Fb Ratio = 0.336. 1 + 15 J fb:Actual: 759.60 psi at 5.500 ft in Span#1 �� . a Load Comb le: 2,261.18Dpsi � •Y rA .. Max fv/FvRatio= 0.206: 1 • �� • fv:Actual: 63.91 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft. 3.5z14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.128 in Left Support 1.02 1.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.02 1.61 Live Load Defl Ratio 1687>360 Total Defl Ratio 1033 >180 5vWood B#401 ©ems TFB b 18 (RIGHT) r 2 1 3lBc2009,CRC201 ET10 , y , .le BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.057. 1 �� fb:Actual: 130.97 psi at 2.750 ft in Span#1 Fb:Allowable: 2,299.17 psi -, , Load Comb: +D+L+H .-:.x .` :•`ms's ' Max fv/FvRatio= 0.052: 1 A A fv:Actual: 16.11 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Support 0.40 0.51 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.40 0.51 Live Load Defl Ratio 21381 >360 Total Defl Ratio 11986 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 - - -- - - - - -- - - - Printed:28 MAR 2014,2:35PM ' 0 C 4 y8 'S 4 e„ Py i =3W14051T: a t ?s !- s & gg; i �u ,, , ENEfig I, tal.. *4 fi 1t,;110 $ t Lic.#:KW-06002997 Licensee:C.T.ENGINEERING 11V' e B Desi TF'B---'4.b,,,, b 19 „ g ' �4 ; 2005 1Gf ,�,.,��, ,,,, ,. � .�'., �;',,,ii, ,,- Caic�i; s per . ...�.., ,,,5,IBC 2008.CBG 2010,'-ASCE 7'10` BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.340 k/ft,0.0 ft to 2.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.60 ft Point: L=2.70k@2.Oft Desiqn Summary Max fb/Fb Ratio = 0.275. 1 D(0.0240)L(00640) + + fb:Actual: 621.95 psi at 2.017 ft in Span#1 ' rffililinii Fb:Allowable: 2,261.18 psi , . .. Load Comb: +D+L+H �..._ ., , ... _ Max fv/FvRatio= 0.286: 1 • • • fv:Actual: 88.56 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 n,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.080 in Downward Total 0.088 in Left Support 0.31 3.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.90 Live Load Defl Ratio 1651 >360 Total Defl Ratio 1493>180 W d eaf r eSir TFB.b 20 ' `I ' ,a, - kuiat[wa s per 20051 ,1EBC 200 ,2010,ASC 10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.340 k/ft,0.0 ft to 11.50 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,7.50 to 11.50 ft,Trib=1.0 ft Point: L=1.0 k @ 11.50 ft Design Summary "`" Max fb/Fb Ratio = 0.360: 1 D 0 10 L 0 340 =o oo=L== fb:Actual: 822.85 psi at 7.500 ft in Span#1 '1 • • Fb:Allowable: 2,287.12 psi ` Load Comb: +D+L+H „ Max fv/FvRatio= 0.233: 1 0A • fv:Actual: 72.34 psi at 7.500 ft in Span#1 Fv:Allowable: 310.00 psi 7.50 ft 4.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.109 in Downward Total 0.117 in Left Support 0.25 0.35 Upward L+Lr+S -0.017 in Upward Total -0.017 in Right Support 0.96 4.66 Live Load Defl Ratio 880 >360 Total Defl Ratio 820 >180 $ 8'e l Ctegg ` NOT USED N° .. OT.,, : . 3, 8 DS,! i CBC 2010,` SCE 710 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-roc 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft Design Summary D 0.030 L 0.050 Max fb/Fb Ratio = 0.040. 1 fb:Actual: 41.09 psi at 1.500 ft in Span#1 a Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H Max fv/FvRatio= 0.033: 1 A A fv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 999999 >360 Total Defl Ratio 30418 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:35PM �q p e g: .,::: ....,., . ,•3,,.:-. s&,e,. ,z,,,.. a-. C.INC 198-2 ,. St1 d&1 er644i s Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wod•Beam Desigef TFB b 22 .� ,, ` Ca eala0ons r 200 -4410',:g 09,' 24)10,ASCE74O BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary %18fi KW?) Max fb/Fb Ratio = 0.355. 1 .,wx fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi • Yti Load Comb: +D+L+H • Max fv/FvRatio= 0.291 : 1 A A fv:Actual: 43.60 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 rt 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.010 in Left Support 0.36 0.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.69 Live Load Deli Ratio 5290 >360 Total Defl Ratio 3464 >180 W rr, :,: earn Design TFB b.23 r M � `..... 4. . 7MMCalculatI ns200 1�1i��IBC;2009,tBC2010ASCE4�O'a BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary NOR he t Max fb/Fb Ratio = 0.631• 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi �o`� r�,, �...� � .. ,3 Load Comb: +D+L+H • Max fv/FvRatio= 0.452: 1 A A N:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 a 2-2,8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 WI 'Beam Desigl1 #B b 24 4''. .. ice` Ca tons per 200$NOS IBC 2009] BC 2010y ASCE 7-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pr!! 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Point: L=1.0 k @ 0.250 ft Design Summary "a, Max fb/Fb Ratio = 0.487. 1 0 61538 L 0.2563 fb:Actual: 581.40 psi at 3.255 ft in Span#1 =m in ini••m im mi IN m_1 i lin •Niii •or miligem I r Fb:Allowable: 1,193.24 psi , . � Load Comb: +D+L+H a •� a � �..` • • Max fv/FvRatio= 0.314: 1 A A. N:Actual: 56.57 psi at 6.230 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 ft 1.50 ft4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.054 in Left Support 0.51 1.82 Upward L+Lr+S -0.021 in Upward Total -0.032 in Right Support 0.79 1.36 Live Load Defl Ratio 1716 >360 Total Defl Ratio 1110 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Line 6 Printed:28 MAR 2014,2 35P Block 1 i raw p 14 n '14#3 ti II 4 1' 1$1,6,-- > F ��1„k••, -,-/m'r;, 1 8 4 R 3Si Cd + �` 3te[ k ` L ,,.- .., ..,mo ...''''' '. ,... , Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam bent.n TFB b 25 ,- \a s, � :. �� Latton$ er Z0�l5bS,IBC 2OO9 8Ci 2It!,ASE 1r 1O BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch . Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pr!! 1,500.0 psFv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Design Summary D 0.1538 L 0.2563 Max fb/Fb Ratio = 0.461; 1 , fb:Actual: 549.58 psi at 3.325 ft in S an#1 Fb:Allowable: 1,193.24 psi � <, ...,....�� Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.386: 1A A fv:Actual: 69.54 psi at 7.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.0 1.50 n, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.032 in Downward Total 0.051 in Left Support 0.51 0.86 Upward L+Lr+S -0.019 in Upward Total -0.030 in Right Support 0.79 1.32 Live Load Defl Ratio 1890>360 Total Defl Ratio 1182 >180 • CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN -UNIFORM LOAD /1 /1 Span= 7 ft R1 R2 Span Uniform Load (full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 baa = 5.50 in. dad= 7.50 in. Lumber Species/Type:------ DF1 REPETITIVE MEMBER?-------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,000 psi Cv = 1.00 CM(cII)= 1.00 FcL= 625 psi CF(s) = 1.00 CM(q)= 1.00 S E = 1.6E+06 psi NOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 4 HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(int) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH = 0 inches fv,NorcH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 180 Nickerson St. CT ENGINEERING Suite 382 1 T ^ � N'C3 Seattle,WA / /� �7 98109 Pro ect: �� .J 01..� ( Date: ` (206)285-4512 3 C 4r 144 DJPAX: Client: Page Number: (20G)285-0618• Client: •• A ilf ?,,• ? \5 F 4,0 •• • • b = P•= •3 � �4� 1522 , , • 4 , , t I , I j , t' C: • / — ,S201 Zr- • , i I .STc� , . j Q ` 1 ' 1 Il I I _1 . 'I - i. I 1 i i ' I I I I e I . - 1 �— ' , i,nY I I I . 1 ; 1 , 1 I I I I ; 1 + i . I i i 1 ' 1 - • • 11 ! 1 • • ; : t t i i I 3• III , ! I ! I• ii 11 : : 11 ! 1 I I i1 , 1 ....... ( .1.. 1. I • 1 1 i I I i j . i I I i i.-. I f , t I • •t • 1- 111 I I i ! • , 11 •Structural Engineers 180 Nickerson St. C T ENGINEERINGsuite 302 N G. i Seattle,WA 98109 Prosect: �� L. Wi. I �57� Date: YaVi 206) ( (206)285-4512 �.��i .�1L/ 1 FAX: Client: k Vim ' +'V� 1 • Page Number: (206)285-0618 L C _ �,At . �R�T1-E sem - ' A-1-E-1‘-HT Qom. 510 V\oN u 6-tot=. DE5I Gly"arc Z 3 (5) Tor: tg. • 771 ' 7-75' I3 37\ 5,5'\ 74\ 9.2'\ 9.osi 871 5.75 II 3,V' .A. ''r\ 6.0e.` 7, ,``c �i� Gt G 2.961 .9.5C, 9.75' 7I . 2.5 ' 3.7" 5.6's nNvmw L-f e 8.71 �rc� 66-'7 -8e01,,fri\Ats4, 4- 114" tiFe_A-p NF-�-�-� G (� / .__T`i '. _G� Nr scat- • Structural Engineers 180 Nickerson St. CT ENGINEERING , Suite 302 //�' I N C.�1 1 Seattle,WA Project:17ly IAI «\ �. l LL: -3©1) Date: e �14 9A109 ` (206)285-4512 1 Client: Ale- 14-o1 PAX: / Page Number: (206)285-0618 �� qq 8 'u 1 1-T— OF. "U� a '5 2 G tiF G E-icr- \( 'Is; AC7,1P L. .._-.)\K 'Q-A-E-1,G-.-1-1-1- 1 Qom. L . , \Pt1,. .. 6-vUl1 s, grc:t.,& Z� � (-5>: _0.) (5) 1 T8 v�:. . �, 771 ' -7.-75' -s11ptF tJi`b Fes.. 9. 571 67,51 , -131 1 ( G ,.95' 9i59.75' 3131 -76'` l0.` I4,th.K IZ:G . A 4oft-cgusM , n z C,I,U LL -OF. Is 7= 1. A-- i 1 IZO r k ULT C ?k11 > X,1+---11.0,ZONE 4 Z -4'f'tTCN``` -z 4..m ham• CEISZ So 7--I )% rp - I - 1 iiA ' Gisf7LE. 0KNIAFt IN-C. 4,, . . ' . 4-. .-. [ . 7- Z t� T`�J (-39A)• 6. t).94 .1.0 w -Thtf: -zotAytAw\v,.>c , 0.1#4..-0-F. Ag5k---.361:', O,9+ . 2.4 8Lc o,C, = 0.G(-2c.4)4715.9psF s-Ev,c- --> 014 cat-o . . . tg6 . rr.113 2A,3 A- --,- WC. FLA, A,C ok. ‘‘ ) 1A,D . ) X5.25 ' +-Lg.psF) 1COkt-- tS2.8 -- '<SI31 C Structural Engineers Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III w I j averton p , y ..`>Y� /}�{3'41� bPlwl � IJ w USGS-Provided Output S5 = 0.972 g SM5 = 1.080 g Sps = 0.720 g S1 = 0.423 g S„1 = 0.667 g So, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEI-IRP"building code reference document. M E Response Spectrum Design Response Spectrum cse 1.1 , 0.72 0,776,54 014 0,4e �a.ss 0, te 0,44 0, *.24 010 0011 13°4;000 0,00 040 0,00 010 1.0e L 1.40 1,00 LSD LOO 0. 0,2* 0.40 9.0,0 000 Lee 1.„20 1.40 1.00 Lee Z00 T(etc) Pott ,1r +t*c) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3713 Twin Creeks, Elevation B Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://geohazards.uses.qov/designmaps/us/apolication.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 Stns=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,= Fv*Si SM,= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 SD,= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor C/o= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural Irregularitk - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 N.E.T. 3/28/2014 CT ENGINEERING 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B Sos= 0.72 h„=19.00 (ft) So,= 0.45 x=0.75 '.'..'.ASCE 7-05(Table 12.8-2) R= 6.5 G=0.020 ASCE 7-05(Table 12.8-2) Io= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S,= 0.43 k=1 :.'.ASCE 7-05(Section 12.8.3) T�=6 P'.ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Soo/(RAO) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T'(RAF)) (for T<T3 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,'TO/(T°`(RAE)) (for T>73 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Co=0.01 0.010 W ASCE 7-05(EQ 12.85)(MIN.) Cs=(0.5 S,)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.it 5,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REF# Cl 02 03 04 05 C8 C7 08 CS C10 C11 012 C13 C14 CIS 010 017 VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.0-12) Area#1 Area#2 Area#3 C„_ DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL on, 00,"h,` w,'h,' DESIGN SUM LEVEL Height (ft) h,(ft) (soft) (kst) (soft) (ksry (soft) (kst) (kips) (kips) Ew,'5," Vi DESIGN V V_;...a NS E-W Roof - 19.00 19.00 1870 0922 41.1 781.7 0.61 4.40 4.40 3.81 5103 Top floor 9.00 10.00 10.00 1517 0028 333 0.022 49.8 498.0 0.39 2.80 2.80 6.50 7.71 1090 090 0.00 0.0 0.0 0.00 0.00 0.00 1st(base) - _................ 90.9 1279.7 1.00 7.20 10.31 12.75 E=V= 10.08 FAA= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F,,,_ DIAPHR. F, E F, w, E w; F,== ,_wa 0.4Sos`10'wp 0.2'SDs`IE'wo LEVEL (kips) (kips) (kips) (kips) (kips) 2:w, F,,,Max. F,,,Min. Root 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 1st(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 N.E.T. 3282014 ASCE 7-10 WIND Part2.B SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 ,', 30,00ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. -- Building Width= 37.0 45.01 ft. V uft. Wind Speed 3 Sec Gast= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec Oust= mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0' N/A N/A Roof Type= Gable Gable N-S E-W Ps3o A= 28.6 28.6,,psf Pitch= 25.0 25.0', Figure 28.6-1 Ps30a= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20.7 20.7;psf Figure 28.6-1 Ps3o o= 4.7 4.7 psf Figure 28.6-1 N= 1.00 1.00' Figure 28.6-1 Krt= 1,00 1.00 Section 26.8 windward/lee= 1.00 1,00(Single Family Home) X*Ke*I : 1 1 Ps=N`Kit*I.Ps3a= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) psa= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSAend caeaee= 24.7 24.7 psf (LRFD) Ps a end o average= 4.7 4.7 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50' 0.501 0,50; 0.90, 16 psf min. 16 psf min. width factor 2nd-> 1.00 1 00 wind(LRFD)wtnd(LRFD) DIAPHR. Story Elevation Height AA AB Ac Ac AA AB Ac AD per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 30.00 11.0 0 81.4 0 122.1 0 81.4 0 299 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 5.9 9.3 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 286.9 0 5.6 6.8 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 1st(base) - 0.00 Ar= 721.5 Ar= 1010 11.5 16.2 V(n-s). 13.31 V(e-w)= 16.46 klps(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.001 0.00 0.00: 0.00 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 0.00; 0.00 0.00; 0.00 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 13.31 V(e-w)= 16.46 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81 5.03 5.03 Top Floor 10.00 0.00 0.00 8.39 13.31 9.96 16.46 6.50 10.31 7.71 12.75 0 - 0.00 0.00 V(ns)= 13.31 V(e-w)= 16.46 V(ns)= 10.31 V(e-w)= 12.75 kips(LRFD) kips(LRFD kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation B SHEATHING THICKNESS tsheathing= 7/16°' NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43' ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 " 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 CT ENGINEERING NBS_Raof '�>' SHEET TITLE: ... ..._. Q CT PROJECT#: QCT#140511 Plan 3713 Twin Creeks Elevation B Diaph.Level: Eli Direction: Typ.Panel Height R. Selemk V.3. 4.40 klpe peelgn Wind NS V I 3.51 kips Sum Selemk V i 4.40 kips Som Wind NS V I 3.31 kips �t)DISTRIBUTION TO SHEAR LINES) .., C3 (:4 CO ., CB v7 ,::ti i.7 C;, i.5 (110 Trib% Above Line Load v_ • rm Sheer,v Line E W let Line 7db 2nd Line Trib. ) E .1 W .1 : ��1 .,"..; '�'' 2.199 1.9059 t,,,,) _..: .. � =® ........ �m� . . . 0.00 0.00 O..� Km Chock g al� "� 0.00 0.00 ' �m x f O 0.00 0.000 Om. Mm e 0.00 0.00 ' q �m 1 *: u 0.00 0.00 O�� 1 -.;- Wim.,. ......r •� T4kW kp 0.00 0.00 O�� z E' 0.000 0.00 � k Balance Check: oh ok Balance ok ok ok ok MORE THAN 14.3 OF 2)DISTRIBUTION TO SHEARWALLS E.D. E.D. E.Q. ED. E.Q. Wind Wind lMnd KAO Lr TI 14...,RE1- Line ID Lwall °0 L II H«nu v V Ampllfers v Type Type v YV (ft) 43 (R) (plt) (k) p 2"'n' 154 (plf) ) (2 P6TN OKAY. } '-L s �, & _,,,, = 14 32 �s� 154 220 1.00 1.00 134 -',�a, ( 1 3 1.908 000 ,` 0 0.00 1.00 1.00 0 ,.1; „«{ 0 ,G`(111 `� 00 00 `�,'dh•'s�„f o 0.00 1.00 too 0 2u 0 000 0 0.00 too 100 0 0 • � 0 00 � 3 0 0.00 too 1.00 0 0 } o 750 U 143 1.07 1.00 1.00 143 ip9TN TN- 1 4 0.929 � , di m 791 '' 143 1.13 1.00 1.00 143 pNTN fN 1 4 0.978 § 1;� * 000 .' -• 0 0.00 1.00 1.00 0 0 0.00f,<,;4 0 0.00 100 1.00 0 ... x..g 0 00 00 yr 0 0.000 too 1.00 a o Q, 000 ? 0 0.00 1.00 1.00 0 0 0.00 0 0.00 1.00 1.00 3 0 • p- 1.00 vTeble 4.3.4 AFSPA SDPVVS.Footnote 1 'Spedel E.Q.DL Upli0 Factor. DL UpliR Factor cWUnd: 3)OVERTURNING RESISTANCE I Seismic UpIIR Wind Uplift Resisted Resisted Redcoat Net OTM Add'I neocn.4 Net OTM Add'I Max. E Line ID Lcl,,. w dl ID(81) 10)42) LAM, OTM Rm. Level Abv. Total 0 U Uwm OTM Roru Level Abv. Total U Uwm U„m HD ft kl Above Above R ki•R kl.R ki•ft) (1°. kiId-fl (k) Id. ki•ft ki•-R) hi.R ki•R ki•-R) (k) WO ki• ,....:::::::::::::::..............:::::„...i....„. ®.�r .8 s :14.07 17.81 23.29 -5.43 mss® -0.33 15.44 25.30 -9.88 ® -0.70 -0.39 NQ oo £ 0.00 NiSN 00 v ' i ..::- _ �. _r 0.00 NONE :.. f1 �� A 00 r �'J ,i_s °-_ -:,_�r 0.00 NONE^°: 00 x s �� t � ' I 0.00 NYONe aii a 3 � 5 17.25 3.87 3.57 0.10 010::',.'-%:''."::!.;1!!;. 0 0.01 7.51 9.35 -1.07 a ®1� r1,. -0.23 0.01 NeN x Y w 3 N 3 r k 7.88 9.14 9.32 -0.18:".....,;:!;;1111.1::''' 0 18::''':t f n�z�z 7.92 10.21 -2.29? ®'� -0.02 Nf9N R E�z f f 00 i ;, r• t•"g'ry -OS ,� _. 0.00 ON a .r r� 000 ar _. �... 0.00 NONE ale 00 -_ -� 4 a- 3•``: .I 0.00 NO 1e - 0000 ,._ � " ( t_ 0.00 NONE -,�..a� .ac:£a a 00.0000---- NONE Hol Ctr.Oflsef front SW E d , In E= 0.00 -8.65 N.E.T. 3/282014 CT ENGINEERING N8S_7op Floor a R, SHEET TITLE ':" .•... ,:. T0U i xV:%es. CT PROJECT#: CT#14051:Plan 3713 Twln Crook Elevation 8 Dwph.Level: r Direction: ma Typ.Panel Height R. Sel.mk 2.3 kip. Deelgn Wind NS V I- 6.5 kip. Sum Seismic V I. 7.T kips Sum Wind NS V l- 10.3 kips 1 DISTRIBU7 ON TO SHEAR LINES IIMEIXIMIMIMIMI Lina TrIE X W 1.5 Line TrIb a L2nd Line Trib. E Un Elf.1 Shear, a¢ 0 0.00 0.00 0.00 0.00 ' iiil � g 0.00 0.00 0.00 0.00 0�� m 0.00 0.00 0.00 0.00 0 � mil �� l 0.00 000 0.00 0.00 O�� gym i'U 0.00 0.00 0.00 0.00 mom ..,. _�=. ... te r',. 0.00 0.00 0.00 0.00 . EMI MTM WEI Balance Check:EE" ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.G. E.O. E.G. E.O. E.Q. Wind Wind Wind Line ID Lwall C0 Lwall' HNw� v V Amplifiers Type Type v V (fl) (0) (R) (pif) (k) p 2wrht`� (p0) (Pi t ) (k) mum II maim �� o00 % ��p 0.00 _gip # Np o.00 900 Qi 0.00 ��0' 0' 0.00 k .(C :. 000 y , p 0.00 ��p =cm 0.00 �� '' 0 �� 000 .' 'p=grim'''.��p 0 0.00 000 p 0 000 i • 0.00 �.0 O 0.00 r ' 0.00 ' 0 0.00 000 ��0 - 0 0.00 }x�0 0.00 0.00 p-1.00 (1,T obin 4.3.4 AFBPA SDPWS,Footnote 1 `Speoo)E.Q.DL UpiitI Factor. DL UpliR Factor tWlMnd: 3)OVERTURNING RESISTANCE I Sel.mlc Uplift Wind Uplift Resisted Reslstetl a.eu<.d Net OTM Add'I New.' Net OTM Add'I Max. Line ID La,rt, wdi ID(#1) ID(#2) Lnesr OTM Rm.. Level Abv. Total R U Uwm OTM Rma Level Abv. Tote) U U„-, It) Id Above Above ft ki•ft ki•ft Ni.ft kip ft kl•-ft k) kl• ki•-R ki•-R ki•fl kl•-ft ki-ft „(..1,,,..,8 k ki• hi. 5 r ® ;iii i V' 35.15 32.76 122.30 -88.54 Ems,E -9501 -T.70 46.90 132,88 -85 S6�> ® as x, -2.73 -2.70 N® E " .yYjs1 y, 00 f3 bA � „,r< 3'9' E nr { .,_Yd 000 NONE 09 u9 ii i 9.00 ONE xv _fir § T - 1 r i 0.00 tiONB ® % 1 3 � : 14.32 21.23 24.01 -2.77 30.40 28.06 4321t) :® 0.30 0.30 NONE ii' �y� a ' 1 7.68 11.53 6.59 2.94 ® 3 3, ®+��. 0.64 0. 64 97ND 4 ��`% i 00 t s �� 17 000 NONE r na sz _rz" 0.00 NONE. 00 a _..,. F 0.00 NOME �'. - - a 000 NONE • rNONSTACKINO SW ELEMENT$ `� gii1 0.00 NONE R Gx z✓''r ,' h 0.0 � r � ,g 0.00 NDN Holdown Ctr.ORsef from SW E d in I. -5.55 -95.03 N.E.T. 3282014 CT ENGINEERING E&W_Root :' SHEET TITLE: • CT PROJECT#: CT#14051:Plan 3713 Twin Creeka,Elevation B Dieph.Level: Direction: Typ.Panel Height R. Selemle V I 4.40 kip. Deelge Wind E-W V I 8.03 klpe Sum Sebmlc V I 4.40 kip* Sum Wind EAR V i 5.03 kipa �1)DISTRIBUTION TO SHEAR LINESI ..� C3 C4 !'fi C6 C7 CO C*J Ct1 Ci3 Ctb CIO C?g Trib% Above Line Load Line E W _ 1st Llne Trib Intl line Trib. kE 3 2.199 251648T P d 17"h Y ``j ®' u � � Y 1 lg L '.Y�®� = 1 iik 5. � r€p 2.00 0.00.�� m aial'�' 0.00 0.02 0�� m . t 0.00 0.00 . �g U 0.00 0.000�� Wim ' 0.00 0.00 • <��..'€h ,..� ." 0.00 0.00 Ove E_�� E= 0.00 0.00 �� Balance Check: ok ok Belence Check: ok ok ok ok I DISTRIBUTION TO SHEARWALLS E.O. E.O. E.O. E.O. E.O. Wind Wnd wind Line ID Lweii :-::.' Lwall' H0 vV AmpbRnre v Type TypeVsm (RI (R) (R) (pit) (k) p2xvht`� (pit) (plii � a, ®�� H..EP'oT"",,-.1 ''''' "m9„?='% i® � a x 000 p 0.00 ��p 0 0.00 �` k3 11112111 L !•0•0 ®" ME .1,'74:1,,,;;.t;„.''.7,7 '. .Vt7 73'"`,3 WRw' I 0 :::;:,..!:.:,.:.,:1:..)i'"„i .. ..,. V ., 000 ,.;«b.; 0 0.00 ��0 0 0.00 '' .,' ." : 0.00 :. 0.00 ��0 O 0.00 jrr o00 p 2.00 ��p 0 0.00 000 r1 p 0.Do ®®O ' 0.00 000 „ p o.00 2.20 , ..,.: 00040 0.00 ��O O 0.00 1 Doo � p 0.20 ��p 0 0.00 000 PO 0.00 ��O O 2.22 P 1.00 oh'able 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.q.OL Uplift Facto DL Uplift Factor ocWfnd: 3)OVERTURNING RESISTANCE I Selcndc uplift Wind Uplift Sedated Reeleted R,ducad Net OTM Add'I Red�aed Net OTM Add.' Max. Line ID Lo�,R, wdl ID(#1) RID L.a0 OTM RorM Level Abv. Total 0 U OTM Roan Level Abv. Total U U,. U,,,m HD (R (klf) Above Above R (kip-ft) (kl,R) (kip-ft (kip-R) (M•-R) (k) (kip) (kip-ft) 1kI•-ft (kip-R) (kip-R) (k) (kip) hi. ® 10! r 3014 n.e1 01.73 73sz �2 a „.,:::::1.::.:......„.„......, a.4s 20.38 e0s7 7sze�_ "� I&a a.4& .NE"' NO o o i 3 x nimilerL t2.12 19.69 -9 79 , .> . 4.e1 0 e0 NONE rc �77 'L dg 33�� F. tl 1 Y®ds 3 a"-11.08 8.84 15.SA 669i'L.,:a�'•®�A" 1 .. 3 � 4 NE' ,$.,;.,,,.,.:„.',1.......i.1,..• g � ,.® 1)` c�'r t 11.24 8.97 15.31 6.94 c'' x 'rel.: :-.1::.!..: G,,, k ', .0,62 10.26 (7.28 7 02 -7,02 .0.62 NONE. ' E�7 eget' E T/ ^ y% 7 , i'ae 0.00 NON p0I { �. � 2 alr 0.00 NON � 0 0 mn' ':- � � _�a ' 0.00 NONE.':' 0a ' �I h y fia _1, r ) 0000.:00:00: .00 NONE 00 � i ° 1v1i �#�-;,cr 0.00 NONE... i ,. 0.0o NONE 00 3 ,.`,. ''''''''::'''.:•::.....:11.1.111111111.' 3.33 v i„�': o.00 NINE Holdown Cfr.Offset from SW End in E. 0.00 -87.55 �� N.E.T. 3/28!2014 CT ENGINEERING ESW Tap Floor 0 SHEET TITLE: CT PROJECT#: CT#14051:Plan 3713 Twin Creek Elevation B Dieph.Level: r NOTE: LOAD VALUES SHOWN ARE FOR Direction: Typ.Panel Height rt. SebmloN - 2.8 kips Design Wind E-WVI- 7.7 kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS Sum 9sismk V l- 7.2 kips Sum W Ind E-W V I- 12.7 kips ,. 1)D STRIBUTION TO SHEAR LINES Tdb% V level Above Lina Load V abv. V total Line Uniform S, -r,v Line E W Ek Wk 1st LIne Trib 2nd Lone Trlb. E W k E k W k L R E •I W 184 11 s 50% 1.401 385749 z )✓(Y `` 1.32 1.51 2.72 5.37 23.08 i' 233 25% 0.701 192874 0.88 1.01 1.5e 2.94 4 �® 734 a. 0% o o () 0.00 0.00 0.00 0.00Wr g 00o o n 0.000 0,00 0.00 00.00 0% 0 0 -� 0.00 0.00 0.00 0.00 0 0 (2.75 Balance Check: ok ok Balance Check: ok ok ok ok 2)DISTRIBUTION TO SHEARWALLS Wind Wino Wind Line ID Lwall Co Lwall' W." v V Amplieere v Type Type c V (ft) (0) (ft) (Pin (k) (prt) (PIt) (k) 11(7''4. r•v C2 f.3 CC :'8 C! C8 Ct1 C? :-i4 15,110120 290 i.��C5 ",;�, 4 Y�k rl A T"�g; 0 0.00 1.00 1.00 0 0 0.00 p r47' E 3� 000 } 0 0.0' 1.00 1.00 0 0 0.00 118 (.00 1.00 113 233 3.12 YEA 1.14 1.00 [-t 2.25 fix'3 mea 1 41 0 00 MEe7��sm �i- 000 0 0,00 ®gip _ 000 ' 0 . .00 .i67f�\S'INE ?S's' s s f ' t611 .. - 0.r. \B'ililuil� l'Jr 0 00 0 0 0.00 00 00 0 0 0.00 p-too "1Toble 4.3.4 AFBPA SDPWS,Footnote 1 'SpedN E.O.DL Uplift Fedor DL Uplift Fecfor mlMnd: 3)OVERTURNING RESISTANCE I Selamic Uplift Wind Uplift Resisted Resisted Redxae Net OTM Add'I Reduced Net OTM Add'I Mex. Line ID Lo�.s wdl ID(#1) ID(#2) L,,,m, OTM Roan Level Abv. Total tl U Uw,n OTM Rmrn Level Abv. Total U U,,,,, U-- HD (0) (klf) Above Above (R) kip ft) kip R) (kip-R) (kip ft) (ki.R) k) kip) kip R) (kip R) (kip-rt) (kip-ft) (kip R) (k) (kip) kl m� 23.90 26.39 59.79 -33.40 r 107 32 a t c •4.49 40.45 64.W -24 51 h 103 79 7 ,, .} ♦.34 •4.34 0 • 00 o.00 NONE .. 0000 � sxi � �c i'f � �aa;, 09 J-0.39 -0.39 NONE. ® _ ) 0.74 074. aTHD 4 o _M 0.00 NON . '� r rx� I'' ,, n�3j..Ai"",.�� e`�=h 'Tj�✓�'�1/ .111 0.00 NOfa .... riI�I�F#� d3w r� t � 0.00 NONE 0 0 .._._.__...< <, .�_, .__._.t _..._�„� . :�` «, 0.000 NONE Hddown CU,Offset from SWEn, in L= -87.55 -116.89 N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.2A V eq 2199.0 lb V1 eq= 1722.3 lb V3 eq= 476.7 lb Vw= 2516.5 lb V1w= 1971.0lb V3w= 545.5 lb ► ► v hdr eq= 72.4 plf • H head= A 1.10 ft v 3 WALL TYPE H pier= q i a, plf P6TN E.Q. • Plf P6TN WIND feet H total= 4 8.1 feet , ' x ��@ 4 • 'j jldh i �Qg f � -€ Y yp' x r y, per � H sill= ._ �� , • 1.5 feet REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 ► Hpier/L1= 0.34 Hpier/L3= 1.24 L total = 30.39 feet Seismic Capacity Multiplier, 2w/h = 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.A V eq 1091.8 lb V1 eq= 543.7 /b V3 eq= 548.1 lb V w= 1249.4'lb V1 w= 622.1 lb V3 w= 627.3 lb ► ► v hdr eq= 96.4 plf ► • H head= �� 1.1.0 ft WALL TYPE H pier= P6 E.Q. r plf plf P6 WIND feet ' H total feet 1.5 feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 4 ►4 ► Hpier/L1= 2.26 -41 ► Hpier/L3= 2.24 L total= 11,33 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT# 14051: Plan 3713 Twin Creeks, Elevation B WALL ID: S.2.3 V eq 1107.2 lb V1 eq = 652.4 lb V3 eq= 454.9 lb V w= 1267.1 lb V1 w= 746.5 lb V3 w= 520.5 lb ► ► v hdr eq= 96.4 plf A H head= �y �• • , �1 • �� sr �� r E+q .,ins/�. a�� t �r , • s3 WALL TYPE � H pier= I f� splf P6 E.Q. € �� 's � aplf P6 WIND feet H total= 8.1 y� dG i✓ • feet ' H sill= 2.0 feet � t� ram %��7� ^`r #c? ✓ii,�ot%4�i�J� �x ,. �;.� f� r §s � '� «'Si ,,. , ft�a b..>.�u�� N,,,�.,..,� i✓wLm:�a�. '�a��, �:�a�» w� da��zn� °s3„s,�c l°�'v��a. ,.,;: REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 2.9 L2= 6.5 L3= 2.1 Htotal/L= 0.70 0 4 0 4 ► Hpier/L1= 1.70 Hpier/L3= 2.44 - L total= 11.49 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation B WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq= 2119.4 lb V w= 4445.2 lb V1 w= 1196.0 lb V3 w= 3249.2 lb ► ► v hdr eq= 120.1 p/f 1.1.0 ft �/ ' 'k 3 ' e} �arrl�r a'" uT✓ e h'Z F�� " g Eyi WALL TYPE H pier= ;, h , plf P4 E.Q. 5.0 % ��' �., ,:`� �;�� f P4 WIND feet H total= 9 1 , • feet H sill= 3.0 feet • REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 3.0 L2= 13.0 L3= 8.2 Htotal/L= 0.38 ► Hpier/L1= 1.67 Hpier/L3= 0.61 "41L total= 24.15 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio; Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 A A C i Topics TT-1O0F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold.down. 1 ®2014 AM—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=790#< EQ (ALLOW)= 1031# WIND = 1330#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val -s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart°'tl(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 • 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1-10 1/2" 10fah 1 31 EQ(1444 WIND) oundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This foctor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening = opposite side of sheathing Pony IIIII wall NI I. �. height • b•!• t! 1It " Fasten top plate to header with two rows of 16d ,,,itsinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or y 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max panel sheathing total Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. • If needed,panel splice edges shall occuover and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with ` within middle 24"ofportal height 8d common or galvanized box nails at 3"o.c. ''` height.Oner row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame h. construction Min(2)3500 Ib strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar i•_ 1 jack studs per IRC tables x , / top and bottom of footing.Lap bars 15"min. �� R502.5(1)8(2). a sI s� p Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2'x 3/16"plate washer into framing) 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report 12004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620.7400•E-mail:hel Form No.TT-100F p@apawood.org Revised April 2014 DISCLAIMER:The information contained herein is based on APA-The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 AM—The Engineered Wand Association 180 Nickerson St. C T E N G I N E E R I N G Suite 302 �-,�y� / yn� �j�(� (� 'n1 n G Seattle,WA Protect: -t/o I t oc1 @ �1 ►AZ'S 0 T .�ft Date: ftal'l. I , 98109 (206)285-4512 � = 23 w 3 2 C E 5 G 21.q5,6,.5,-2--) FAX: Client: + . Page Number: (206)285-0618 „� - low atYP Qc&SL Ovyr_As-vel_qi,) �� t+ l ® Q -4'I / 6( =-6 g -� A‘ 5tl `' X lea`` )2,1( ,'7)( P t BARS-- K- (1.674) ?\5iti rDR Pmi7nvv-SeiticiA > r ot „._ ayoA.9_1„ atsz )(c),-6/60) 61.2. (5 616 WZ•3)Cie,) (2-)C0A) (6, ( i -- ()V,2)//al .— LD`' k 51 ' S XCom , w/(2) 44- o,;8eutu+ -fl 12xoz Pty na. 6(44- i N P utoN6 a ,, _ 5t) 81LL ,�gVIY s �� Pai . M _ i4 - \,' Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 . Table 2.2A Uplift Connection Loads from Wind 1.1 t; • • • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly �,z,s,4,s,a,7 Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281. 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 6, 0 psfa 36 272 298 324 380 441 506 576 650 729 856 m 48 350 383 417 489 567 651 741 836 938 1100 rrt XI 60 428 468 509 598 693 796 906 1022 1146 1345 v . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 48 38 71 105 177 255 339 429 524 626 788 Ili" 1 �1 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 " 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 I 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings • located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. a 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, F multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) I 12 1619.2 24 48 • Multiplier 1.00 1.33 ( 1.60 l 2.00 ! 4.00 `I• ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. .i S Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads forwall-to-wall'or i. wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) t, for each full wall above. s =:. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the •(1'Ii; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. T ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length i'° . includes the overhang length and the Jack span. .1 Ig; a Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. .11. ft- � ,. .gia. AMERICAN WOOD COUNCIL 180 Nickerson St. • CT- ENGINEERING Suite 302 1y,N,C. Seattle,WA Project: 1 YPL—CR (IUCI�U�t/ I Lit jR65• Date: (2200 G)285-4512 FAX: Client: Page Number: (206)285-0618 \)(41\1‘1) #)\17.1— 71-12))44 7s9 1/4"1/-._ 4*N15e/`7) . 1H4s MA-0Alh Aed) 1 l 0 MQ ucT) . g ' 14/144.1,43 - • 15 &;-§F. •C,�N�NI6 —�'P,, sS • 9 10 . . • (A IIMPA. ?Pe 1./4, k 6-0044 2co,C)(0. ( .c'?,‘ . • • : , 1) u ' .-f'P. G7rn1l n Z:oi s. Atwo 7s ( rN -6 2,�= l 2 " • (4)(7) 0,0) 6.4) . • P, tsOzr9 GAZE TM 41 7 ( < (2 ( • 4-c - Vb j e -1,-25(L ct-= (eY 661rAF DP*. -7‘7 • Structural Engineers TRUSS TO WALL CONNECTION ',PI VAI UI*, #OF TRUSS CONNECTOR TO TRUSS TO TOP RATES U I'I II I I 1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 401) ,I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" ,:1 Ill 1 SDWC15600 - - 4t+:, 1i', 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in/ii 700- 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Ili/0 l:'n 2 (2)SDWC15600 - - 'i7() 2m 3 (3)SDWC15600 - - 14:,5 :115 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. t `�'' '' 0.131" X 3" TOENAIL RI ':,'" AT 6" O.C. 1 \1-12.5A & SOWC15600 STYI FCOMMON/GIRDER TRUSS --+--- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ?PF VALUE 1 OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLil T 1'1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400_1_ 41; 1 H2.5A (5) 0.131" X 2.5" (5)0.131" X 2.5" 5.15 L 110 1 SOWC15600 - 4°5 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 1010- 700- 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 107n -- n 2 (2)SDWC15600 - - a' -.tb- • .. 3 (3)SDWC15600 - - -lASji-- I .344)------ ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE _ 8d AT 6" Q.C. CONNECTIONS 2X VENTED BLK'G. mi` I II H2.5A & SOWC15600 ST 1 F COMMON/GIRDER TRUSS -.PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ 180 Nickerson St. C T ENGINEERING nate 302 %. Y INC. Seattle,WA Protect dt_. (ao� ,e1lo r xe t...1� 7i Date: JP 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 • Caw • • • I : . : , : , '-; .1,(.-2 .h,..,....: 1 ; ► rX i 1 , I 1 1 : : iIIj : : I ' . I • i(�j•33ct>ti� D,Zr .tel ' Mi 1 IA �J i 7 I ' I II , I� . . ,7: 71 iit - IIi ' i j ! J • I i , i , • 1 - I. . I, , I 1 L tI I I j 1 , I _-_ II II i I it I I i -. I ', if : 1iii , I ' I 1 Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 .-,��.-�� .�.. ,�"�' I N O. t r�„�' (/ 98109 Seattle,W A Project: • G5L.'6a y y�!t&M.1 • t 7. t.j 5-- L t �� Date: 3/2,0/11 (206)285-4512 FAX: Client: Page Number: (206)285-0618 C' w 1. ? 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