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Specifications (6) RECEIVED CT ENGINEERING MAY 2016 Structural Engineers CITY OF TIGARD 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. f1 206.285.4512 (V) 206.285.0618 (F) BUILDING DIVISION #1 5238 Structural Calculations River Terrace „c_o PRO;ft 4 Plan 3 <� „�I6y p Elevation D 4rpy, Tigard,g OR • 4RECN&. z�,19, �� PleS T G0�F 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 P h: 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. h H3RB.d.3 )TRIM@ SIM. RB d 3 RB.d 2 _(2)2x8.DR - - (2)2x18 HDR (2)2x10 HDR (2)x10 HD' TW.Al ADJAC:M EI. WINDONS:(1)2KP NING STUDF 'o m i BTWN.SGL TR M7ERS Fil gr Cv' x i 1.'- 4 z v a w x N fi a II ___ a m„g • x Q -a v ami LL ry E di x Fe I /` / c 1_ Irir ® 2)TRINlik p HDR IF.,..=....1/1111111111111 r - 6x1 WDR GT.d.3 �'�_-' ' It X1 HDR ■■L RB.d.7 1111 t RB.d.S R .d.6 RB.d.6 (DD - Roof Framing Plan 1/4".-1,0" 4, F3 (2)TRIM.@CTR.HDR 1 Tr'B.d.2 TFB.d.22 �.TFC dd.l _..�— r---J1=---1 , ><. __!� _,T—r_-4x10 -DR. -NFT.PYAb,AL` -6 ¢ STUDOWS(SGL A N. 4 STUD 7WN SG I� TRIMNERS,U.N.O. STHD14 • y QO ri — _J 8i W 3N STHD14 E''1" I O6 w �� s i_ ti T T - __ ___ ____71 STHD14 ii iii,1 I ,i' S9.0 TFB.d.9 hr T TFB.d.10 .._11,7.*- la 13 y tir�1! tl FURN., WH .,PEN, ` coI -. ]]1 .ST37RI ,5T3,'.. 1111 r\ I W Z 'N '"FB d.i2 u© I 01,2. D W g .. = .- --TFB d.6 'a TFB.d.19- :'BLZ:= 3:C- .c rili LEDG-' - TFB.d13 � 3iLt.. TFE.d27 �111H. „ =imam �QQII.4.a�■ Td ,_ H 1•, TB. 7 Mini STHD i� �___■il�� ,..754,24i47.. ...—...,-.776...1 SSC.- _C." MANUFACTURED ROOF II, MANUFACTURED ROOF - '3.5 4 LV TRUSSES AT 24'O.C. ©®TRUSSES AT 24'O.C. TFB.d.18 m© w • NOT USED: TFB.d.20 ®D - Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4"=1'-0" 3T-0' I I -S e I 312"CONC.SLAB m SLOPED DOWN /\ -5- 1/4:12 P3 P3 --1-1'-31 -0'-7112'( W T.O.S. (SLOPE 1/4:121 T.O.S. r- i r- 9 i `HDW r�-0' 3'I STWD14 ' io- WAYTYP.IN.O - AC4 CAP 8 PBS46 BASE- 9 i , 1 912_TJI110@18 -- oG.TVPu o 1 BEARING WALL -.+5C10'X70"FTG I I ABOVE TVP. /(3Pta EA WAY r i m CBEARG WALL 2x4 PANY WALL P6 l r E j I 13'-8t/4' W2ffi PONY ..L 9 41/21-1-. '.8-T � p .' Au-: S t o r r—{r..1/2f .i I 1- HDD2 j ® O �STHD76 STHD/4 --, ¢Uu P HD112,. p4 ® T.O.S. -2x4 PONY r . 'i: 0'X,9' I S8.0 '-I- 19'-61/2' I�1 !(d' WAX I BEARING WALL I m ABOVE': 312-CONC.SLAB F- 9 SLAB SLOPES 31/2' -a------_,_ FROM BACK TO APRON 66 VERIFY GARAGE SLAB HEIGHT '8 �2z4 PONYO - ® WnH GRADING PLAN r WALL ® \ FY 1/21 i:' 4.3.i e I18 ,/-Poxrw LL 7 -l-1'$12" S6.1 / -i'I•-12'ji III -1-53'I T 0.5. 312"CONC.SLAB _�_ 1 J_--j SLOPED DOWN - - _ - -- 6, ,1 •a6 • , 1/4:12 a 1(t {♦ I t - t.t STHD14} '- m Q STHD14 - f --- --_J , 5100 -•J 1 F P3 3 1I-101/ 18-3" T 101/f 5-612' 11'-11/2' I •. OD - Foundation Plan Foundation Plan 1/4"=1.-0" SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5l8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0;psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8'psf Mise./Meeh. 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.6.B.) 2.7 psf Joists @ 12" 2.5 psf Insulation 1.0 psf (1) 1/2"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 ,� yh Printed:8 APR 2014,7 59AM TA ��ie � '..,75--;s ,, 6�uII It ! ` ? Ftle fl'i1 rdT tit _08-, r;,. ,x... e ,.«. , ,. ��,. ....,, � .�i� '� . „ _. r+,r...,. ,2';'1-6,-. ��'�,i<.; i�� tt� z � ,,.=� ��4� ,a: Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING •W+ l Beim Qesig"nl RB d 1 ."" `.�... Calculations:per2OD5.NOS,IBC 20O9 t 2010,ASCE 714: 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=5.50 ft Point: Lr=3.30 k @ 4.80 ft Design Summary N- Max fb/Fb Ratio = 0.475: 1 D(0.08250 Lr(0.1375) fb:Actual: 482.67 psi at 3.100 ft in Span#1 Fb:Allowable: 1,015.16 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.253: 1 A A fv:Actual: 37.93 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.01t 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.030 in Downward Total 0.040 in Left Support 0.21 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Deft Ratio 1981 >360 Total Defl Ratio 1512 >180 Widseam Desigrt RB d 2 „.,..t, ‘1, `, i c alculalIonsper 2905 ilos,IBC 2009,CBC 20f0,ASE 7-10 BEAM Size: 2-2x10,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-)cit 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 1.0 ft,Trib=22.10 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=6.70 ft Point Lr=3.30 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.761• 1 D(0 3315 L 0.'-.0. 055 Lr 8.1675 fb:Actual: 709.31 psi at 0.999 ft in Span#1 :z : Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H • „a. • Max fv/FvRatio= 0.826: 1 A A fv:Actual: 123.88 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 ft, 2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.011 in Left Support 0.33 2.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.18 1.50 Live Load Defl Ratio 3251 >360 Total Defl Ratio 3002 >180 Wood Be*m'Design RB.d 3 :r x; Cideulattons per 2005 NDS,lae;2009,CBC 2O10,'ASCE 10 BEAM Size: 2-2x10,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=22.10 ft Design Summary D 0.3315 Lr 0.5525 Max fb/Fb Ratio = 0.533 1 =......-i..... fb:Actual: 495.92 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi ," , " Load Comb: +D+Lr+H 0 Max fv/FvRatio= 0.637: 1 A A fv:Actual: 95.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 fl,2-2x15 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.020 in Left Support 0.66 1.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.11 Live Load Defl Ratio 3859 >360 Total Defl Ratio 2411 >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 AP YE .g ,9 NGi €� y y Fit ,�TIgiti 20 4 17� r l F g E " ,ii i.,. -1h. •" i C I C t98 .2o14 )4114:1 V�. 4 :( fir.:.; rx,ittal.,,s: �„�„ s.. ... ,; ,,,,,,, ;,, �', ,:.a,,,. �.- Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Beam s[gn L RB d 4 ' .,Vi -',,7; L 1cu ons7per" 5 S BC 2009, C 20 0,ASCE 740' 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=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.091 • 1 fb:Actual: 92.46 psi at 1.500 ft in Span#1 , , Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H A A Max fv/FvRatio= 0.124: 1 fv:Actual: 18.62 psi at 0.000 ft in Span#1 3.0 ft,2-2x8 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 0.002 in Downward Total 0.003 in Left Support 0.10 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.10 0.17 Live Load Defl Ratio 21630 >360 Total Defl Ratio 13519 >180 RBd5 d C � , s0znsIsco , sc�os �4 BEAM Size: 6x10,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 1350 psi Fc-Pill 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 2.0 ft,Trib=22.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,2.0 to 5.0 ft,Trib=6.250 ft Point Lr=3.30 k @ 2.0 ft Design Summary D O.Q9375 Lt 0 1563 Max fb/Fb Ratio = 0.590. 1 D 0 3336 Lr 0 556 fb:Actual: 794.59 psi at 2.000 ft in Span#1 :�: •' Fb:Allowable: 1,347.45 psi � , Load Comb: +D+Lr+H • • Max fv/FvRatio= 0.495: 1 A A fv:Actual: 84.17 psi at 0.000 ft in Span#1 s.o n silo Fv:Allowable: 170.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.62 3.01 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 1.87 Live Load Defl Ratio 2059 >360 Total Defl Ratio 1812 >180 9 � 11'ri. [ A14E3:4:0 '� '.Gari 2 $ 1B 0,; 2014 ASCE 710 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-PHI 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=3.60 ft Design Summary 0(0.0540 Lr(0.090) Max fb/Fb Ratio = 0.693; 1 fb:Actual: 881.63 psi at 2.500 ft in Span#1 a Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.343: 1 fv:Actual: 51.43 psi at 0.000 ft in Span#1 s.o n,z-zXa Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) TIL Lr S W E H Downward L+Lr+S 0.091 in Downward Total 0.146 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 657 >360 Total Deli Ratio 410 >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 R 2014,7:59AM .: Printed: 1t& E '-,,f,',1,1.# k � c 1T-�1$t54' i L„. P�E.. fi,1Y:- A MVP .. r . I19 sE� 141aikS 4 40€ tic.#:KW-06002997 Licensee:C.T.ENGINEERING Mlc B+ a©er RBd 7 ... , „ '47*,2' , Ga cutatio s per 200, -NDS,.iBC 20091 BC 2tkif ASCE 7-10» BEAM Size: 6x10,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 1350 psi Fc-PM 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Perp 625 psi Ft 675 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,0.0 ft to 3.0 ft,Trib=6.250 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,3.0 to 5.0 ft,Trib=22.250 ft Point Lr=3.30 k @ 3.0 ft Design Summary ,.D(033 Max fb/Fb Ratio = 0.590; 1 D(0.09375)Lr(0.1563) +38),Lr(0.5563) fb:Actual: 794.59 psi at 3.000 ft in Span#1 Fb:Allowable: 1,347.45 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.495: 1 A A fv:Actual: 84.17 psi at 4.217 ft in Span#1 Fv:Allowable: 170.00 psi 5.0 ft,6x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S w E H Downward L+Lr+S 0.029 in Downward Total 0.033 in Left Support 0.33 1.87 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.62 3.01 Live Load Defl Ratio 2060>360 Total Defl Ratio 1813 >180 fcoad am [b ign RB d 8 „ 0 i, , =* ,,,. .?"i! <4.";N,,.Caicu ons 04605'00,1144:609,kg °1°,ASCE 7-1,0 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-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.063. 1 =: _ fb:Actual: 64.21 psi at 1.250 ft in Span#1 'i Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.103: 1 A A fv:Actual: 15.52 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) 2 L Lr S w E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.08 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.14 Live Load Defl Ratio 999999 >360 Total Defl Ratio 23361 >180 Woe Bea Deslg RBd9 , i �m '. �. p,alculattons pit**NDS: BC 2009,CBc 2040,; E4E'7'-'ti 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-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary D 0.06750 Lr 0.1125 fb/Fb Ratio = 0.253 1 ..................-.....- Max fb:Actual: 256.84 psi at 2.500 ft in Span#1 a �' Fb:Allowable: 1,015.16 psi - < 4� . ., Load Comb: +D+Lr+H 0 Max fv/FvRatio= 0.207: 1 A A fv:Actual: 31.03 psi at 5.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n,2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Defl Ratio 4672 >360 Total Defl Ratio 2920 >180 Title Block Line 1 Project Tine: 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 PrintedR 20 a zs 9AM ' -Y .. • 44, .mss d i - A �s 8 c t405'� U� rr i e e,, rt` �, ..1 r,- ) RC.,;,C its�D;1983;�d}14,,� 1.. ,.26 5fe f614 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Bea D icgii_ RB d 10 I ..,. - ,rCaiculatio s per'2005 S,IBC 2009,CBC 2010,ASCE 7.10 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-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=4.50 ft Design SummaryD 0.06750 Lr 0.1125 Max fb/Fb Ratio = 0.162. 1 fb:Actual: 164.38 psi at 2.000 ft in Span#1 � Fb:Allowable: 1,016.20 psi " Load Comb: +D+Lr+H A• • Max fv/FvRatio= 0.166: 1 Iv:Actual: 24.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 a,2.2x6 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 0.008 in Left Support 0.14 0.23 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.23 Live Load Defl Ratio 9125>360 Total Defl Ratio 5703 >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 39PM 40< .= 3n.. :, _ F .CuPd �fi �Br Lic.#:KW-06002997 Licensee.C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Wocid Beam Design TFB d 1 Calculations r 2005 NDS 1B 2009,CBC 2010,ASCE 7-1,0 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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary 0 1 0 380) Max fb/Fb Ratio = 0.559; 1 Ii1� fb:Actual: 568.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi • „ . Load Comb: +D+L+H Max fv/FvRatio= 0..401: 1 A A fv:Actual: 60.10 psi at 0.000 ft in Span#1 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 0.018 in Downward Total 0.029 in Left Support 0.49 0.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.76 Live Load Defl Ratio 2701 >360 Total Defl Ratio 1649>180 Wood Beam Design TFB d 2 Cal ulatlomsper t#itl�NDS,lye 2009BC 2010;ASCE 7*t0 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=3.80 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.761 1 %%1R War fb:Actual: 750.58 psi at 1.533 ft in Span#1 Fb:Allowable: 986.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.492: 1 • fv:Actual: 88.60 psi at 3.067 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.018 in Downward Total 0.020 in Left Support 0.49 5.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.25 Live Load Deft Ratio 2632 >360 Total Defl Ratio 2359 >180 Wood Beam a rgn TFB d 3 ri. Calcul trans per 20if5 A1t33,moms,CBC 21I10, CE T 10' BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-LarchWood Grade: No.2 Fb-Tension 900.0 psi Fc-PHI 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.675: 1 011a$fd7P fb:Actual: 727.29 psi at 2.000 ft in Span#1 s � Fb:Allowable: 1,076.80 psi ��w �4 Load Comb: +D+L+H • Max fv/FvRatio= 0.483: 1 A A fv:Actual: 86.90 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.on,4x10 Load Comb: +D+L+HMax Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.024 in Left Support 0.49 2.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.54 Live Load Defl Ratio 2410 >360 Total Defl Ratio 2024 >180 Title Block Line 1 Project Title: Engineer: Project ID: You can change this area Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Title Block Line 6 ' Z ; s ;& ,-i(.1,;-1,j," j 1- '??:3. ; �''''''' :'T ,_.„04P7ted 2!rn�R#314 z ' ed 9 t• i � 4 . °,.;,ti, f..,` ,,a - . ..,m.. : ,,f ,". ER i41 `•, 2 ,$LI fs 41 6 Licensee:C.T.ENGINEERING Lic.# KW-06002997 WCI60:4BOA0i PeS11Ot] TFB.d 4 l , I;, V.> aaa lcuiatt s rer s'+DS.[ac, 09,C c 2010 .SCE T-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-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=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary °s8(81R 6°..9R) Max fb/Fb Ratio = 0.389. 1 • fb:Actual: 495.92 psi at 1.250 ft in Span #1 Fb:Allowable: 1,273.28 psi • Load Comb: +D+L+H - - Max fv/FvRatio= 0.298: 1 fv:Actual: 44.74 psi at 2.217 ft in Span#1 2.50 a 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 0.013 in Downward Total 0.021 in Left Support 0.14 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.27 Live Load Defl Ratio 2231 >360 Total Det]Ratio 1460>180 B c'ti13'i BeSig TFB•d•5 * * V,'V,V .. .:.Ya.r Calculaiicns der 005 ICJ&iB fg,, Bc 20ttii,lA cE?=11 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=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Design Summary DM1 )War Max fb/Fb Ratio = 0.998. 1 „s�• - . fb:Actual: 1,269.55 psi at 2.000 ft in Span#1 • • Fb:Allowable: 1,272.20 psi Load Comb: +D+L+H - - Mr.Ai = 0.531: 1 fv:Actual: 79.61 psi at 0.000 ft in Span#1 4.0 re,2-a4 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.088 in Downward Total 0.135 in Left Support 0.22 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.42 Live Load Defl Ratio 544>360 Total Deft Ratio 356>180 SilidbdtBtdlT1 D� t1nak TFB d 6 „ - "fir ed&IBC20�,Gtc2O1i ASCE 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-Prtl 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=0.890 k/ft,0.0 ft to 10.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,0.0 to 10.50 ft,Trib=1.0 ft Point: L=3.70 k @ 2.750 ft Design Summaryg�� g Max fb/Fb Ratio = 1.511• 1 fb:Actual: 3,422.78 psi at 4.760 ft in Span#1 , Fb:Allowable: 2,265.33 psi Load Comb: +D+L+Hb ._: � .. Max fv/FvRatio= 1.070: 1 fv:Actual 331.81 psi at 0.000 ft in Span#1 • 1a50 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P_ L Lr S W E H Downward L+Lr+S 0.484 in Downward Total 0.528 in Left Support 1.05 12.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.05 10.31 Live Load Defl Ratio 260 <360 Total Defl Ratio 238 >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 t ,� - Printed:28 MAR 2014,2:39PM O. -.','':::,,771#14' Nr�a1 B I t ;14Fe'Ata'f 510,1 1 1 1, 1 . ,.��,,, �... .,�; e,,. ; -I Ef -ALS:,3f' t�s X14, --. s a= N .s t 3 tic. #:KW-06002997 Licensee:C.T.ENGINEERING W Beam Dl stgn' TFB d 7 Calculatrans por2045 N©§,IBC 2009':CBC 2010 A E 10 BEAM Size: 2-2x8,Sawn, Fully Unbraced ..., ., w 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, L=0.0250 k/ft,Trib=3.0 ft Design Summary D 0.0450 L 0.0750 ��,� Max fb/Fb Ratio = 0.169. 1 ��`�� fb:Actual: 171.22 psi at 2.500 ft in Span#1 . Fb:Allowable: 1,015.16 psi �, ID Load Comb: +D+L+H Max fv/FvRatio= 0.105: 1A A fv:Actual: 15.72 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0+L 2-2x0 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.014 in Left Support 0.11 0.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.11 0.19 Live Load Defl Ratio 7008 >360 Total Defl Ratio 4380>180 i #1��•1111 r f''- n TFB d 8 . , , „ ...•? atcula r per 2005 l?l S?�IBG 2009, :8C 24 ,ASCE 710- BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Level 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 Max fb/Fb Ratio = 0,870 1 2 0.240 L 0.640 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 • Fb:Allowable: 2,242.80 psi , Load Comb: +D+L+H �'"" • Max fv/FvRatio= 0.467: 1 1, • fv:Actual: 144.75 psi at 0.000 ft in Span#1A Fv:Allowable: 310.00 psi 13.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) 12 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: Project ID: You can change this area Enginer: scr: Proled eDe using the"Settings"menu item and then using the"Printing 8r Title Block"selection. Printed:8 APR 2014,8:05AM Title Block Line 6 t Lf 17.0,,,,,,,07.4,,,,,„:7.8:::::4,4840 'F.e=C3�1 7` � p�4 3 ��; r Y na '' zn: E r ICS C C.T. 4 .,. L'Licensee .T. Lic.# KW-06002997 Description : TOP FLOOR FRAMING 2 OF 3 1N�ad$e lrn eslgn TFB d 9 Ilc la o uO5 NDS,> zoa l�CSC o; CE I,1a: 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 D 0 240 L 0640 Design Summary �� '�'� 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 Load Comb: +D+L+H • Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 8.30 ft,3.5x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 oc Live Load Defl Ratio 1798>360 Total Dell Ratio 1307 >180 �e�I�C s gll *lid 10 v culatro4xs 1)S, B Ob . 2010 �` :11.1 %� , ,. d, (21. � A..>,. 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=9.50 ft Design Summary D 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 5.0 It.3.5x14 Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in LeftSupport 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 0.95 Live Load Defl Ratio 13854>360 Total Defl Ratio 10076 >180 \ t`$re� [gt� TFB d 1144,11t 'BEAM Size: 7x14,Parallam, FullyT Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade•: Parallam PSL 2.0E Fb Tension 2,900.0 psi Fc Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb Compr 2,900.0 psi Fc Perp 750.0 psi Ft 2,025.0 psi Eminbend xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: -=0.0150, L=0.040 k/ft,0.0 ft to 10.60 ft,Trib=11.0 ft Unif Load: D=0.0150, L=0.040 k/ft,10.60 to 19.0 ft,Trib=12.0 ft Point: L=2.60 k @ 10.60 ft Design Summary D(0.180)L(0.480) Max fb/Fb Ratio = 0.752: 1 D 01650 L 0440 + + + * fb:Actual: 2,160.22 psi at 10.577 ft in Span#1 �, , , �,, Fb:Allowable: 2,873.95 psi ., , � Load Comb: Max fv/FvRatio= 0.369: 1 15.0 ft, 7X14 fv:Actual: 106.97 psi at 17.860 ft in Span#1 Fv:Allowable: 290.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.618 in Downward Total 0.796 in Left Support 1.80 5.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 5.89 Live Load Defl Ratio 368>360 Total Defl Ratio 286 >180 _ Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ,,,.,� Printed 8 APR 2014.8 05AM Ei1Rt , �$ �A11 1 '; Lic.#:KW-06002997 ro � a e„., Licensee:C.T.ENGINEERING Wood Beaarm Design TFB d 12 Galcutations per zoos PADS_ IBC 2009 BC 2010 ASCE 710 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=10.0 ft Design Summary Max fb/Fb Ratio = ,��e� 0.40 0.133 1 � � � � '� >_� fb:Actual: 304.87 psi at 3.250 ft in Span#1 � a � � Fb:Allowable: 2,293.36si Load Comb: +D+L+H p , Max fv/FvRatio= 0.114: 1 7 • fv:Actual: 35.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 6.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.49 1.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 1.30 Live Load Deft Ratio 5990 >360 Total Defl Ratio 4356 >180 119.700d- Beim-Desibra TFB d 13 11' , ,. Gtticutatim*per2b0 109,*IBC 2084, :B "2010A9 E' iq BEAM Size: 5.125x19.5,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-PrIl 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=0.0250 k/ft,0.0 ft to 9.0 ft,Trib=3.0 ft Unif Load: D=0.0150, L=0.040 k/ft,9.0 to 16.0 ft,Trib=7.30 ft Point: L=14.Ok@9.Oft Design Summary Max fb/Fb Ratio = 0.997. 1 fb:Actual: 2,341.92 psi at 9.013 ft in Span#1 D(0.0450)L(0.0750) ;D(0.1095)L(0.2920) Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H Max fv/FvRatio= 0.559: 1 a fv:Actual: 148.22 psi at 14.400 ft in Span#1 A •• Fv:Allowable: 265.00 psi 16.0 ft, 5.125x19.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.399 in Downward Total 0.423 in Left Support 0.64 7.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.89 9.66 Live Load Defl Ratio 481 >360 Total Defl Ratio 453 >180 Wood 13ertviDesiiartI TFB a 14 .. „ C cu tarts r OlitP ;tl G200;i FIC 2tti0 ASCE0, ?-,�r ,, 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-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=6.250 ft Design Summary Max fb/Fb Ratio = D 0 06375 o zs0 0.206; 1 >_�>. �: fb:Actual: 209.75si at P 1.625 ft in Span#1 Fb:Allowable: 1,016.95 psi Load Comb: +p+L+H MPID : � Max fv/FvRatio= 0.165: 1 A A fv:Actual: 24.70 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2x6 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 0.16 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.16 0.41 Live Load Defl Ratio 7655 >360 Total Defl Ratio 5500>180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:8 APR 20 a,8 05A Title Block Line 6 i� g � '.•' -i � 0� � � ,y � �.�t+�:Et�:- 1,,,,- d}3, _ � . �J 9 = - Licensee:C.T.ENGINEERING Lic.#:KW-06002997 ,. �,�. , .. WOad�eiir`>�Dbsi± f TF 13 d 15 !Per 5 5�Esc Os, 2010. t l TOO' ' „ t_ ,' .. 1. t 1c Pe . , . . le 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 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 Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.180 k/ft,1.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=2.80k@1.Oft Design Summary �coo� ggo Max fb/Fb Ratio = 0.246: 1 ` fb:Actual: 568.06 psi at 1.000 ft in Span#1 ; Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.361: 1 A A fv:Actual: 111.76 psi at 0.000 ft in Span#1 4.0 ft 3.5x9.5 Com Fv:Allowable: psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.014 in Downward Total 0.016 in Left Support 0.15 2.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 1.10 Live Load Defl Ratio 3325 >360 Total Defl Ratio 3003>180 Title Block Line 1 You can change this area Project Title: using the"Settings"menu item Engineer: Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 �' - f '' ., r "& - P inte4 28 MAR 2014 2 40PM *i tt� t tt 4 Beier ` A A i f S 1 11` 1: 12 Lic.#.KW-06002997 _ „ .� ..._., 9(�4t114�� 4ir V-t1t 31-.: Description : TOP FLOOR FRAMING 3 OF 3 Licensee:C.T.ENGINEERING Wo Beam oesign �..,. .... TFB.d.16 . .,. .,. ,,, , , .~ .x r.ii ulatiuns 200 b iiBC"200 BEAM Size 2-2x8,Sawn, Fully Unbraced CB�2{f101SCE 1fl' Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-Pill 1,300.0 si Fv Wood Grade: No.2 Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 150.0 psi Emend- 1,300.0 ksi Density 27.70 pcf P 5 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.180 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=100.0 k @ 5.0 ft Design Summary Max fb/Fb Ratio = 0.457. 1 D(9.01�0)t,O 0.3 O) 'a" fb:Actual: 464.21 psi at 2.500 ft in Span#1 �((0 77 (� • Fb:Allowable: 1,015.16 psi s . . .. Load Comb: +D+L+H :w� .. �= � r " a Max fv/FvRatio= 0.284: 1 A A fv:Actual: 42.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+L+H 5.0 ft, 2-2x8 Max Deflections Max Reactions (k) I/D L Lr g Left Stio00.53 W E H Downward L+Lr+S 0.024 in Downward Total 0.037 in Right Support 0.28 100.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2460>360 Total Defl Ratio 1614 >180 iNt d Beam C3esigi) ; TFB d 17 �. .e.' ,:i°� a �� '� �� '�` �4:';� '� t' � � ulat% �" � CaiGCITs � _, �_ � BEAM Size: 3.5x14,TimberStrand, Fully Unbraced lr ,Ni33, BC 2;►ttS G8C=2tt £t, 113 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=0.250 k/ft,0.0 ft to 2.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.890 k/ft,7.50 to 10.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Point: L=2.20k@2.50ft Design Summary Max fb/Fb Ratio = 0,310: 1 D(0.0150)L(0.0250) fb:Actual: 702.01 psi at 2.508 ft in Span#1 =ter=5=• + i �je.10)s�0 890) # Fb:Allowable: 2,263.27 psi • Load Comb: +D+L+H Max fv/FvRatio= 0.268: 1 • �,." fv:Actual: 83.14 psi at 0.000 ft in Span#1 • Fv:Allowable: 310.00 psiA Load Comb: +D+L+H 10.750 ft, 3.5x14 Max Deflections Maxx Reactions (k) D L Lr g W Lft Sppo00 2.81 E H Downward L+Lr+S 0.110 in Downward Total 0.122 in Right Support 0.39 3.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1172 >360 Total Dell Ratio 1059>180 c!`Bei pesjg, TFB d 18 .. . BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 1 `? t ,,IBC 2flt)g, 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-PAI 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=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.140 1 a•mm......�_ ___ _,i fb:Actual: 318.80 psi at 4.500 ft in Span#1 � - x�' Fb:Allowable: 2,276.84 psi Load Comb: +D+L+H 0.100: 1 � � � �' : ;� Max fv/FvRatio= � fv:Actual: 30.86 psi at 0.000 ft in Span#1 •A A Fv:Allowable: 310.00 psi Load Comb: +D+L+H 9.0 ft,3.5x14 Max Deflections Max Reactions (k) D L �r S Left Stiot 0.52 0.83 W E H Downward L+Lr+S 0.022 in Downward Total 0.036 in Right Support 0.52 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4879>360 Total Defl Ratio 3009 >180 • Project ID: Title BlockProject Title: Line 1 You cannEngineer:change this area Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed 28 MAR 2014,2:40PM Title Block Line 6,_ t 3x I o , + Bt #t07-s Sf o 1 tv Uw i i�w kk b. t "' � %'„. l ,s ' , ... :.t ,,., t0t.C,,, Licensee:C.T.ENGINEERING Lic.#:KW 06002997 ,.. )10 d B m Design TFB d 19 r I ills7i 2049;•D130,2010,AS 7''1t1 ., ,, Y t ,, i' alcu�laftisns. pet42006 BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combi�otiiiodns,Majoade r ATxis Bending e di nd LSL 1.55E Wood -Species: iLevel Truss Joist Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 0 psi Ft 1 070.0 psii Emenbe d-xx 1,550.0 ksi ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp Applied Loads Unit Load: D=0.10, L=0.120 k/ft,0.0 ft to 11.750 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.80 ft Point: L=1.40 k @ 12.750 ft Design Summary o�i4lzgloszo) Max fb/FbActual Ratio = 5; 1 � fb:Actual: 196.45 psi at 4.620 ft in Span#1 Fb:Allowable: 2,302.53 psi , Load Comb: +D+L+H .._ . .,- Max fv/FvRatio= 29.109: 1at 11.000 ft in Span#1 • 11 o ft 1.750 ft, 525x14.0 iv:Aoal psi Lo: Com Allowable: +L+H psi Max Deflections Load Reactionscmb: p+p+�H Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.029 in MaxSprt (k) Upward L+Lr+S 0.000 in Upward Total -0.010 in Left t Supportp0.612 0.61 Live Load Defl Ratio 11190 >360 Total Defl Ratio 4288 >180 Right 0.72 2.61 - .T �„ °° NOT USED CBC0.ASCD 7 10"< BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Combis,MajorAis Bending Wood Species: iLevel Truss Joist Wood GnLSL 1.55E cf Fb-Tension 2,325.0 psi Fc-Pill 2'800.0 psi Fv 310.0 si Ft 1 070.0 psi Emenbe d->c< 787.82 ksi nd-xx 1,550.0 ksi Density 32.210 p Fb-Compr 2,325.0 psi Fc-PerpP Applied Loads Unif Load: D=0.10, L=0.320 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Point: L=5.70 k @ 4.750 ft Design Summary D0000_ X0_•60 Max fb/Fb Ratio = 0.102: 1 •,wca,+E"=ate fb:Actual: 233.95 psi at 3.117 ft in Span#1 � Fb:Allowable: 2,301.93 psi Load Comb: • • fv:Actual: Max fv/FvRatio= 2 7308psi tat 0.000 ft in Span#1 5.0 ft3.5x14 FN.,:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Downward L+Lr+S 0.007 in Downward Total 0.008 in Max upo (k) D 1.15 Lr S W E H Upward L+Lr+S 0.000 in Upward Total 0.000 in RighttSupport rt 0.28 6.26 Left Support0.28 Live Load Defl Ratio 8461 >360 Total Defl Ratio 7194 >180 8 "- ,. . � .. .. � .,,. ., a , � �. � „. i W+Dt€t BeallTFB d 21 uladcri rsipe 005 ND, 43C 09,CB 21b0 ASCE 7°tb' BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Grader AxNois Bending Wood -Species: Hem Fir Fb-Tension 850.0 psi Fc-Pit 1,300.0 psi Ft 525.0 psi Emenbe d-)0( 1 470.0300.0 ksi ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp Applied Loads Unif Load: D=0.10, L=0.1450 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.0 ft0 1 WO Summary Max fb/Fb Ratio = 0.368: 1 fb:Actual ow: 374.41 psi at 2.000 ft in Span#1 � Fb:Allowab:e: +D+L+H 016.20 psi A • Load Comb: �, Max fvActual : = 30.264 1at 0.000 ft in Span#1 Iv:Actual: psi4.0 n,z-zxa RI:Allowable: 150.00 psi Max Deflections Load cmb: +D+L+H0.012 in Downward MaxReactions (k) D Lr S W E H Downward pwa d L+Lr+S+S 0 000 in Upward Total Total 0.019 in 0.000 in Left Supportp0.29 0.53 Live Load Defl Ratio 3874>360 Total Defl Ratio 2503 >180 RighttSupp0.29 0.53 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 r Prated 28 MAR 2014 2:40PM c,.. .� 1 1903.2€ J d_o ,ea-i 3 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Woad Beam _ �. . s� d@SMC�l1;� TFB d 22 ' ` " <,-, , , .� Caiculat c ns jar20OSSIDS 1BC 2009; 8C2Oto, scE 7 trip 0 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.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.10, L=0.890 k/ft,0.0 ft to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.380. 1 D061.16 hS93P' fb:Actual: 409.10 psi at 1.500 ft in Span#1 . Fb:Allowable: 1,077.63 psi Load Comb: +D+L+H : = ;? �, Max fv/FvRatio= 0.284: 1 A A fv:Actual: 51.16 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.0 It,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L Lr s yy E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.36 1.91 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 1.91 Live Load Defl Ratio 5714 >360 Total Defl Ratio 4798 >180 kWQ+QdBearllrG ljr TFB d 23 . ; kulatio pert NDS,tBC 2009,,:CsC 20-1`0;ASCE 710 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.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.10, L=0.250 k/ft,2.70 to 4.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point L=1.70 k @ 2.70 ft Design Summary Max fb/Fb Ratio = 0.582 1 t `D(0.14254.)L(0.,;4) L 0.2',)f0-:Actual: 626.70 psi at 2.693 ft in Span#1 :: Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.492: 1 A A fv:Actual: 88.52 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.016 in Downward Total 0.018 in Left Support 0.31 1.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 2.18 Live Load Defl Ratio 3023 >360 Total Defl Ratio 2598 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN-UNIFORM LOAD /\ /1 Span= 7 ft R1 R2 Span Uniform Load(full span),W= 715 Ib/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 bact = 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 Cr**= 1.00 Fc1= 625 psi CF(B) = 1.00 CM(cl)= 1.00 E = 1.6E+06 psi &TOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 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 302 I N C. Seattle,WA "."-Toll oll In_ 1,( �•' ,e�1 , I ` Date; 98109 Project: 1 W ts� �\ a.> t=/�..� t�y�/�s/ (206)285-4512 Jc s`c 1.4 Ds) FAX: Client: Page Number: (206)285-0618 • I . . • . •! : ! .. : lilly ! : ! : i i • ' ' ' • 11:'''74.7 i 7. 1.: ,' . . . . , . . , i �2x • 1 , E. g -' ! 1 f t _ ! !mss i _ } ; " mow` i 1 Z, , 22 I . aR 2 3 • ?. (� 5,1Y 11).:3 15, 4 1 I i I � g 1.7 I ( I i.. i I I f 1' i, Ike i ! I : I 1 I , 1 , 1 _, , 1.. .:. I ! I , I ; I. i ` I i • . �. _I. I _ i I I il I . f ; ' I . ' i ; • . i i i i I jI ii I„ i 1 i ! • Structural Engineers 180 Nickerson St. CT ENGINEERING suite 302 Seattle,WA � N C. 98109 /� 1 Proiect:1 ki �v 1 (f��[��1 Date: 206)0-0e-1- ((206)285-9512 q1 FAX: Client: 1A0164-- ` i OI Page Number: (206)285-0618 6rVuC%. '.Es*m iso (Z (v) '`'{ (5) T•r ( . a 771 ' 775 ' 13 3,7'\ 5,5'\ 7,4\ 9,a 116..FL:z., 9.DB' 87I '75 111-3/5 De` 'is' 6,pY, GAG 9'.96' 9,5&. 9.75' 911 2.e‘ 3.7" 5.d mvE-.Rlor, e eze,„ 66 amoroPPL)/JF 4- 114- /a1FCAP 2lC21. ilF-svot> e e ikyre-R.‘opc Structural Engineers CT ENGINEERING 180 Nickerson St. '''�'''' ,ye N C. Suite 302 Project: 1 W 11�� : 1 fJ C. Ø4A + 9A109 WA Date: C41 O (206)285-4512 1 Client: } ' PAX: / Page Number: (206)285-0618 SU l t_x .Op . (vim. a 2.'` G ii F'F,F�:2.! �. A7•,At_. - N h am. Ai El Gi-T i" „0,,_sQom. tZ�. �3) . (5. i : am ' 771 ' 775' 3131 l nl1‘b.ER.. 9.&f31 E371 3 ( G� E 9�,9�' 9,5� 9:75: ��131 -7. K 1�. I4. ` IZ A 7 . - -CKusN (1 7 - 1D I a1 \fl CDU {ZON, h ALTa13' X + I.p� bNQ �z. FITC-ti Gee dv.\-N - IN_C.. 392N) < 61.71 ‘6).91 .I.0 -1-1W-.! -F-DtAt-eystqw)e-, C' , Gt3 . Ai-- • 2.4 13BLe- = 0,CnYV= 0.2(26.4)-15.9mF s-EAv„c---ff v?4 v .. . 1 ,'6lc rtztri .. . 21.die -----m 46.25 . g' / _.'N , r 5- z 1 DrF 2l -)PstISO 12�f n � < s3 ay,A 2 16'b y E -EP-401a. 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 � � " 4. _aukie ., .., �- , AmER USGS—Provided Output Ss = 0.972 g Sus = 1.080 g SDs = 0.720 g Sl = 0.423 g SMI = 0.667 g SD, = 0.445 g For information on how the SS and S1 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 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.00 1.10 *se o$9, ,n 0.010 0.64 7? 0,00 S 040 KG� C a0 �ap f 044 0. 2 0,22 4.24 022 O.10 011 000 ,00 .00 0.00020 r. 04.60 0.00 1.00 (25 (40 L00 1 Ck Period,I t•r e} Period,T(s+ 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 D Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR Is= 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.usqs.qov/research/hazmaps/ http://qeohazards.usqs.qovklesiqnmaps/us/application.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 SMs=Fa*Ss Skis= 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*SM, 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= D 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 Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural Irregularitik - 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 D SDS. 0.72 h„=19.00 (ft) Soy= 0.45 x=075 ASCE 7-05(Table 12.8-2) R= 6.5 C,=0020 ASCE 7-05(fable 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S.= 0.43 k=1 s=ASCE 7-05(Section 12.8.3) 11='6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAF) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=S,,/(T'(RAF)) (for T<Tc) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,'TO/(1-"(R/I0) (for T>Tc) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.85)(MIN.) Cs=(0.5 S,)/(RAF) 0.033 W ASCE 7-05(EQ 12.8-6)(MINA Se 0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REF# Cl C2 Cl C4 C5 CO C7 CO CS C10 Cl, C12 C13 C14 C15 C1& Cl? VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 C.= DIAPHR. Story Elevation Height AREA DL AREA DL AREA DL w, Sr,'h,' a','h,' DESIGN SUM LEVEL Height (ft) 5,(ft) (sqft) (kst) (sqft) (k.0 (sgft) (ksf) (bpe) (bps) Ew,'h,` Vi DESIGN V Vm NS E-W Roof - 19.00 1900 1870 0.022 41.1 781.7 0.61 4.40 4.40 6:53 8.03 Top:floor 9.00 10.00 1000 '.1517 0:028 333 0022 49.8 498.0 0.39 2.80 2.80 6,13 7.33 ;I 10.00 '0:00 0.00 0.0 00 0.00 0.00 0.00 - 1st(base) - 90.9 1279.7 1.00 7.20 12.65 I 15.36 E=V= 10.08 EI1.4= 720 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design F0_ DIAPHR. F, E F, w, Ew, F,,_ a,'w,. 0.4'Sas*IE'w,, 0.2'Sos'IF'Wr LEVEL (kips) (kips) (bps) (kips) (kips) 2w, F, Max. Fp,Min. Roof 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 D.00 1 st(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.A_GOV 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 D N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 31.30 31.30 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.15 25.15 ft. -- Building Width= 37.0 45.0 ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 S.Gust_ . mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0`> N/A N/A Roof Type= Hip Hip N-S E-W PS30 A= 25.7 25.7[psf Pitch= 45.030.0' Figure 28.6-1 Ps3o B= 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20:4 20.4 psf Figure 28.6-1 Ps3013= 14,0 14.0,psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kn= 1.00. 1,00'' Section 26.8 windward/lee= 1.00' 1.00'(Single Family Home) A*Kn*I : 1 Ps=A*KZt*I*Ps3o= (Eq.28.6-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psf (LRFD) (Eq.28.6-1) Psc = 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps D= 14.00 14.00 psf (LRFD) (Eq.28.6-1) PS A andC average= 23.1 23.1 psf (LRFD) Ps a and o average= 15.8 15.8 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: 0,80 0.70: 0,70 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB AC AD 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) 31.30 12.3 0 91.02 0 218.4 0 127.4 0 260 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 7.6 9.4 8.41 8.41 10.37 10.37 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 7.92 16.33 9.47 19.83 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 827.5 AF= 1017 13.2 16.3 V(n-s)= 16.33 V(e-w)= 19.83 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 D 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-VV) V(E-W) Vi(N-S) V(N-S) V(E-1N) V(E-W) Roof - 19.00 19.00 0.00 0.00 0.00: 0.00 8.41 8.41 1037 10.37 Top Floor 9.00 10.00 10.00 0,00r 0.00 0.00; 0.00 7.92 1633 9.47 1933 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 16.33 V(e-w)= 19.83 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(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 8.41 8.41 10.37 10.37 6.51 6.51 8.03 8.03 Top Floor 10.00 0.00 0.00 7.92 16.33 9.47 19.83 6.13 12.65 7.33 15.36 0 - 0.00 0.00 V(n-s)= 16.33 V(e.w)= 19.83 V(ns)= 12.65 V(e-w)= 15.36 kips LRFD ki.s LRFD ki.s ASD ki.s 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 D SHEATHING THICKNESS tsheathing= 7116" NAIL SIZE nail size= 0.11"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 ASDF.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 N&S_Roof SHEET TITLE: .:'"i a ,.4a. r ae`4g:'.?xs C7 PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation D Dieph.Level. Direction: 7yp.Panel Height= ft. Seismic V I- 4.40 kips Design Wind N-S V I- 6.81 kips Sum Selemk VI- 4.40 kips Sum Wind NS VI- 6.51 kips �1J DISTRIBUTION TO SHEAR LINES) ClCCC3 C5 Ce C7 Cii C9 Cif CIC ,CII CIC ,+^.15 C76 7 Ib Y. Above Line Load E .1 W .1 Line E W 1st Llne Trib 2nd Lina Trib w.t Nm 1 �� 0.00 0.00 0MIIM t E�_R0 all ,a 0.0000 0.00 O�� ,' t ai 000000. 0. O-- 3a,� Km x r uwi �r 0 0.00000 �� MEMO 0.000 0.00 OMS L ®®O�� in 1=1111111 L= 0.00 0.00 Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION TO SHEARWALLS E.O. E.O. E.O. E.O. E.O. Wind Wind Wnd Line ID Lwall Ca Lwalr HNA v V Amplifiers v' Type Type v V (0) (ft) (ft) (PIS )k) p 2.0,(' (P1f) (elf) (k) mimmanimara ''''• E.L01))hJ 9 a' o00 • 0.00 ��0 OO E ,xs t o e 000 . • 0.00 ��0 00 22. �u 000 "as x 0 0.00 ��0 00 ' - (( 000 .�t$r CO' 0.00 ��0 00 VIIMIZEIMENINIESI � : fi Baa , ® � m �� '' W 0000 p 0.000 MULLIMEDIp OO 000 Tu, ?0 0.00 ��0 __ Q a 000 a O 0.00 ��0 OO W?Ip g00 0 0.00 ��0 00 0 00 „., o pw MUM. 000 p-1.00 o Table 4.3.4 AF&PA SDPWS,Footnote 1 •Special E.Q.DL UpliR Factor DL UpliR Factor eVWnd: 3)OVERTURNING RESISTANCE I Selsmie Uplift Wind Uplift Reeieted Resisted r Reduced Net OTM Add'I Reduced Net OTM Add'i Max. Lire ID Lo,,.e wdI ID(#1) ID(62) Love OTM Ro,0 Level Abv. Total 12 U U.,0 OTM Rove Level Abv. Total U U,,,,e U.,,,e HD ft (kit) Above Above ft ki,ft kt.ft kl,ft hi.ft (ft,._ft k) Id. kb 0) kl,-0 k1.ft k ft ki-ft k hi. kl, �� ' ,® -037 26.38 25.02 1.36 J® 0.10 0.10 NON ®1'x,T ''' 13.98 17.81 23.03 -5.22' aZe : -- _� .,'i�"' '�' * 3 '9 1111...11.1112 Fs� Y 0.00 NONE �b 0.00 NiSNE 7 Ail S,J �r3a.�¢a 9f2��r O O is ! �''Mua,Se ,�ro`� �i31. , • 0.00 NONE i�--.A1!1.,- ' ;, 3 � P4 ip�„3 1.,;)' > •)� �2., 0.00 NONE �+ s4V I44 'g#' 11 �� 18.22 12.03 32.38 30 A -2035 1 28 17.82 35.48 -17.68 ®h� F ,� -1.09 -1.09 ONE y z z E -048 S.56 10.21 -1.86 III! ..0M! .0.22 -0.22 NONE �yi ; �&3 00 f 1�. III'�. 1 0.00 NON o o s �t � �� , C a.4 e 3 0.000 NONE '� . 0.00 NONE ' �� L:11111,''"1 0.00 NONE 00 �,� + : 0.00 NONE Holdown Cfr.Oiled front SWE d In E- 0'00 -29.11 3282014 N.E.T. CT ENGINEERING N85_Top Floor EDSHEET TITLE: xv... ,._^iATx 1 '.,. „e.ii "' iii '. CT PROJECT#: CT#14051 Plan 3713 Twin Creeks,Elevation D Diaph.Level: wr Direction: Typ.Panel Height jog ft Seismic V I- 2.8 klpa Design Wind NS V I- 8.1 kips Sum Seismic V I. 7.2 kips Sum Wind NS V I- 12.8 kips 1 DISTRIBUTION TO SHEAR LINES T Ib XIgliffl Above Linntle L d IMENI�� Uniform Shear, Lin E W 1st Line Trlb 2Llne Trib. E • W •I E? F3, iidLi x K11211 1,401 306577 :i 9 i' � MO®' likill ;w,a 'S ®1.401 306577'; „„ .„T. " �� 3.603.80 6.326.32�� i_ 00.00 0.00 0.00 0.0o MEM=MI 0.00 0' -_ $� ;IIIRIENCmcm'1- •%"t1• 'v a 1kiJZ o.00 0.00 0.06 0.00 . i _r* c °•�T o.o0 0.06 0.00 0.00-- fit ®�s • • . •••:••,,.........:1•!•,:h,...... 0.00 0.00 0.00 0.00 MINN�� k �a �.,.= 3��0 I .;i, • •a•�s: 0.000 00.00 0.00 0.000 c - E_®® E_MITEMIIIIIIIMEMEID3 Balance Check: ok ok Balance Check: k k k ok 2 D STRIBUTION TO SHEARWALLS E.O. E.O. E.Q. E.O. E.Q. Wind Wind Wind Line ID Lwell Ca LwaE Hwwi v V Amplifiers vi Type Type v V (01 (ft) (ft) (PIf) (k) 2.4'm (Pill 1k) NM MUM Wartal,i•iiiiii i" �' .1 1 a 000 oI O 0.00 A 0® i 1 u W 01 S 000 x" * 0.00 ��O o.00 1/ '� 000 u' 0 0.00 ��0 v 0.00 F••'• ra "Y® c ,�®�� A[511�� 1 goo ff ::1.1.:!;..._ • 0.00 ��0 p 0.00 �r• .�.. 't • 0 000CO 0.00 0.00 'c x 7...., «� 0 00 aft¢. O 0.00 ��0 v 0.00 a • 000 3,p 0.000 ��O 0 0.00 1 L "1I a 000 ( • 0.00 ��O Ella 0.00 s, O 0.00 Mann mum 0.00 p- 1.00 iPTable 4.3.4 AFBPA SDPWS,Footnote 1 *Special E.Q.DL Uplift Factor. DL Uplift Factor w'Wnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Reaietetl Realetetl Reduced Net OTH Add') Redaced Net OTM Add'I Mae. Line ID Lees wdl ID(#1) ID(#2) Lnav OTM Rod Level Abv. Total Q U Uw,e OTM Roru Level Abv. Total U U,,,,,, U,,,- HD ft (kl Abov Abo e R ki.ft hi-ft ki•fl kl ft ki•-ft k) ki• kl•-ft kl•-ft kl ft ki•-ft Id ft k) ki• Id. ®t „ - s 35.15 32.76 122.30 -89 54 : . -210 57.54 132.88 -78.341 ®. -2.10 -2.10 �� x 0.00 tdONONE NE , d 0 0 a rjf` 0.00 NONE c4 0.00 NONE.. v ®&.. r ;7 14.32 21.23 24.01 -2 77 ® 4 -0.19 37,29 26.08 11,21 ,'i ® � ti t �® �� € .•`� 0.78 0.78 STHO14 d� T 7 86 11.53 8.59 2 94 O 60 -0.008 20.25 9,33 10 92 ® �� g 1.21 1.21 STHp1¢ .`+. 1.1111' iii.G. 0.00 NONE , ' -� ,�;.1 0.00 NONE `'. ' '11 � , ■ 'n �i 0.00 NONE. C]&2/C911 C1-3 1l- �' • 000 NE p 1 � �4 a 7 f / a ) i �'. " 000 NONE:. o e 0 0 3E, 2 s'�,' f' ;'i 0.00 NONE Ho/down Cl,'Offset from SW End�'�,,•..,In E-£29.11 - -96.13 N.E.T. 3/282014 ) E&W_Roof CT ENGINEERING SHEETTITLE: CT PROJECT#: CT4 14051:Plan 3713 Twin Greeks.Elevation D _ Dieph.Level Direction: Typ.Panel Height ft. Seismic V I- 4.40 kip. Design Wind E-W V I- 8.03 Ripe Sam Sei.mic V I- 4.40 kip. Sam Wind E-W V I- 8.03 kips (7)DISTRIBUTION TO SHEAR LINE91 C3 Ctl C5 C6 C7 C9 C9 .+^ ,•..? ^72 .;i) T Ib Y Above LI a Lo d Line E W let Lin Trib 2nd Llna 7rib aim 2.199 401513 P.V V 1 k L � �® '"��gL • . 2.199 401513 ..x ` T = �� . mom •�h 0.00 0.00 0�� 0.00 0.000 O�� as O 0.00 0.00 0�� mgig , �� a T 0.000� . � m! p • 0.00 0.00 v ®®O�� Science Check' uk ok Balance Check: ak ok uk ok 2 DISTRIBUT ON TO SHEARWALLS E.G. E.O. E.G. E.O. E.Q. Wind Wind Wind Line ID Lwall Co Lweli HN„Li v V Amper. v Type Type v V (ft) IM1) (ft) (PIll (k) l' 2wrh1U (ply (pin) (k) te ' �p 0.00 0 0.00 �� 0.00 k sVI X 0000 =0 0.00 �®0 0 o 000 D 0.00 i��0 O 0.00 0 0 0.0 0.00 ' 00 00000 6oKr=D 0.0I��O O 0.0000 - = 000 akko • 0.00000 �i�0 O 0.00 000 rbc ; • 0.00 i��O 0 0.000 a _- 0. Doo s 0 0.00 �Mo - o f �0 0.00 0ti® goo0 v 0.000000 p- 1.00 °''able 4.3.4 AF&PA SDPWS,Footnote 1 'Spade)E.Q.OL Uplift Factor: DL Uplift Focfor wrtMnd: 3)OVERTURNING RESISTANCE I Sebmic Op11R Wind Uplift Resisted Resisted Reeuced Net OTM Add'I Reduced Net OTM Add9 Mex. Line ID Loi w dl ID(Mt) ID)82) Lone OTM Ho Level Ab Tot) II U U,.,,,, OTM Roan L vel Abv Tot I U U U,,,,• HD (M1) (kit) Above (ft (kl.5) (kip-M1) (kip-M1( (kip-0) (kip ft) (k) (kip) kip-M1) (N.40 (kip R) (kip M1) (hi R) (k)( kip) Ids Above 3014 17.81 91.73 -7392- dx. � a ^2.46 32.62 99.67 -6714 v„ ' (®_ 223 2.23 NONE 0 00 NONE x.3e r�1 K 10.75 8.91 14.78 -5 87� ' ('cu. r .8 55 16.26 16.06 0 21 V t 0 21 0 02 0.02 NONE 10.75 8.91 14.78 ,% 5 18.28 16.08 021 021 - 0.02 0.02 QNE 117/ mom �'• "� �� 0.000 NONE Top.,?.. =� d 0.00 NO 00 �ad 00 < • 13 • ?� �xE I_ 0.50, NONE a' 0 0 • i o o � 00.0000 NONE;h �� % - �e�',, &l S F 0.00 NONE >, u j 1 00.0000 NONE • Holdawn Cir.Ofisef lrom SW End: rin E= 0.00 -85.66 3/282014 N.E.T. CT ENGINEERING E&W_Top Floor SHEET TITLE: Yap`A,yCT 1 CT PROJECT#: CT#14051 Plan 3713 Twin Creeks,Elevation D Dlaph.Level: r Direction: NOTE: LOAD VALUES SHOWN ARE FOR Typ Panel Height ft. E:19):0. eismV 1- 2.8 kips Dealgn Wlnd E-W V I- 7.3 kips Sum elmlc Vl- 7.2 kips Sum Wind kips COMBINED (DOUBLE PORTAL)WALL SEGMENTS 1)DISTRIBUTION TO SHEAR LINES TrlE Y. Alww Line Load � ar,1 Line E W 1st Line 7rib 2ntl Llne Trib. W •1 _ _ ...� :moo 2.90 5.85�� 242 3 . 1.401 3 86624 F T 7 T`, � 263 0.701 1 83312)' 0 68 1.81 1.58 3 44 395 860 0 too 0.00 0.00 0 00 0.09 0.00 0.00 0 00 0 0.00 0.00 0.0r 0 �. . 0% o l ro 0 0 0.00 0.00 0.00 0.00 0 0 15.36 Balance Check: ok ok Balance Check: ok ok ak 1k 0., 2)DISTRIBUTION TO SHEARWALLS .Q. E.Q, Wind Wind POnd Line ID Lwell Ce Lwall' H0,, v V Amphhere v Type Type v V (R) (R) (R) (Pill (k) P .mtu (pit) (Pill (k) 074c„... C.:I C2 C.3 (:fi (fi CR C5 ((v 273 C;4 0 401.11: aO(v 000 i iki -tt 0 0.00 1.00 1.00 0 0.00 �i r ,�� 0 00 ' 0 0.r 1.00 1.00 0 0.00 13646 3 40 56 1:00 00 1.00 177,3 263 3.53 0 € 986 1.14 100 1.00 P6TN 263 2,54 o ;o0, 0 1.rr _ 0 00 1 ' y a S � 0 0.;, 10 IM 1 1 t�� 5 395 1.58 100a" a' ..... 7I;°T 0 00 0 000.0. 08 1.00 1.00 0 0.00 I w 0 o. _ 100 001IHN o r r o -^-i� .rte T ^so •t„�4 �,�a< ' 000 ( 0 0.00 00 1.00 0 o. 0 0.00 p-1.00 U1Table 4.3.4 AFBPA SDPWS,Footnote 1 'Special E Q.DC Uplirt Facfor. DL Uplirt Factor wAMnd: 3)OVERTURNING RESISTANCE I Selemie UpI1R Wind Uplift Resisted Resisted Radreee Net OTM Add'I Reduced Net OTM Add•I Max. Line ID L0L,n. w dl ID(#1) ID(#2) Lna0 OTM Roro Level Abv. Total fl U U.,m OTM Rove Level Abv. Total U,,,,, HD ,rte (ft) (klf) Above Above fl) (kip-R) (kip-ft) (kip-R) (kip-fl) (kip-ft) (k) (kip) (kip-ft) (kip-ft) (kip-tt) (kip-ft) (kiPft) (k) (kip) M• 23.90 26.39 59.79 -33.40 -10732 e -4.49 53.22 64.96 1174 ,,.®r � I a•30 -3.30 NONE � yfS � r m % 0.00 NONE f 00 ^a�� „ �_ 0.00 NONE 151113.15 14.39 33.17 -16.76 ®p��J 3 32.13 37.47 535 � : ®,� .0 41 4A1 NONE, I! 1 ®, ;,¢ 9.41 10.37 13.53 9 63 °J 1.02 1.02 S?Hfx14 0 D �t i >�y -_x� 0.00 NONE oo `�` s..:._ ?&'"'''., 0.00 NONE .E1 545.7 60 rt;'433 s shy 1101 / - d t - NONE ■ i€�1 ■ w 0.00 NONE i� o.ao NONE i a r 00 s. 0.00 NONE Holdown Ch OBsef from BW End £_ -65.68 -116.69 NE.T. 326/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation D WALL ID: N.2.A V eq 2199.0 lb V1 eq= 1722.3 lb V3 eq= 476.7 lb V w= 4015.1 lb V1 w= 3144.8 lb V3 w= 870.4 lb ► ► v hdr eq= 72.4 plf ► Hhead- A1, ' fi�Gxz� � zz�� `�� h 1,;'10 IL 'V ✓✓�� `,� �` � �, N ,:�.<,��,. �s�� , r�� F WALL TYPE H pier= a �� ` � �k� � ,� � �� plf P6TN E.Q. f P6 WIND feet rF'3 H total = feet z � R tg,, ., , H sill= 1.5 lfi'.t �P 'nv !f i P F `r �"a,, feet v � t� _ x� � � ''rte egg_ s✓tea 4�� &a ��. REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 4 0 0 4 ► 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 D WALL ID: S.2.A V eq 1099.5 lb V1 eq = 549.8 lb V3 eq = 549.8 lb Vw= 2007.6 lb V1 w= 1003.8 lb V3w= 1003.8 lb ► ► v hdr eq= 100.0 plf ► • H head= A 'a; h =}33 `�� ,. n$Y� � � ff 3a�v "�r • fj • � • - -6 F2 � • WALL TYPE s �3 H pier= plf P6 E.Q. 5.5plf P6 WIND feet 8.1 H total= feet n �•5,�,.,. � � 9 �� `i" A�nw��r � _ �, �,),„y�h� w: �5��w� �n; 3. H sill= ,��, � " • 1.5 feet • sS'��pr3 3' t _ • YT�� Skis s � ✓' II�13, ```�'� REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 5.0 L3= 3.0 Htotal/L= 0.74 4 ► 4 0 4 ► Hpier/L1= 1.83 Hpier/L3= 1.83 L total= 11 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 D WALL ID: S.2:B V eq 1099.5lb V1 eq = 549.8 lb V3 eq= 549.8 lb V w= 2007.6 lb V1 w= 1003.8 lb V3 w= 1003.8 lb ► ► v hdr eq= 100.0 plf ► • 1.10 ftv� V �yz , WALL TYPE pI If P6 E.W. H pier= � f P6 WIND feet � � � a 3 � � H total= �r � , p � feet ; � i t�"` �� _ � 5�' �., tel`h, `� `'d � F � � � ,1 v t r ik rl t H sill r �; �Y ,r� 2.0r ,F feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 3.0 L2= 50 L3= 3.0 Htotal/L= 0.74 ► 4 ►4 ► Hpier/L1= 1.67 Hpier/L3= 1.67 L total= 11 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 D WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq= 2119.4 lb V w= 5848.2 lb V1 w= 1573.5 lb V3 w= 4274.7 lb ► ► v hdr eq= 120.1 plf ► A H head= A �i a 1 tx 1;10 ft �� . ,9 v • z ' V sr dist � � a��' •� � � �a�/ �x�� WALL TYPE H Pier= �rz + � �� plf W4 E.Q. 5.0 G' f �, yf plf P3 WIND feet H total= 9.1 • feet • H sell- 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 4 0 4 ►4 Hpier/L1= 1.67 Hpier/L3= 0.61 L 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 •P �- A PATecnnuce I To i cs 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 0 2014 APA—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.) ) Shear'"')(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 t i 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10fab 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 factor 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 per wind design min 1000 Ibf for single or double portal on both sides of opening opposite side of sheathing Pony wall height . I ! - e Fasten top plate to header with two rows to o h - ,�, a �F v: ,� 7,w sinker nails at 3"o.c.typ •4 .�Fasten sheathing to header with 8d common or • Min.3/8"wood structural max galvanized box nails at 3"grid pattern as shown /panel sheathing total .� strap Header to • d/ all jack-stud per wind design. weight Min 1000 Ibf on both sides of opening opposite side of sheathing. • If needed,panel splice edges shall occur over and be 10' r. Min.double 2x4 framing covered with min 3/8" - nailed to common blocking max , thick wood structural panel sheathing with within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. • height.One row of 3"o.c. e; 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 (2)kik 3500 lb strap-type hold-downs Minconstruction (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of ° :ft —Min reinforcing of foundation,one#4 bar I jack studs per IRC tables top and bottom of footing.Lap bars 15"min. �� R502.5(1)&(2). Ak1 1' r r A4 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 concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2°x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, 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. 1pawood.ory APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 4111 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:help@apawood.org Form No.TT-100F 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 0 2014 APA—Thc Engineered WuodAssucial.iun 180 Nickerson St, C T E N G I N E E R I N G Suite 302 Project: 13� 1;1441*----. n Date: n /15. D 1 ,r� S9e8a7t0t l9e , (206)285-4 512 Client: 4 � � 23 , ,2 ( / S5c- 031,q51‘2•.p,2) Page Number: (206) 285-0618 itljnC.Lb �= t o --7 R4tl X t6`` I z" k V' Lt3eini Fvf2- c501) .0.777;*1 ri* Pcsi7Nv 657140/1 tdt _ DYAL�. _ � �g111 gt= 6)602 4,0) 0.3` 2 06 IWZ3 Lie) M -_ z orL (ion - '�g� ())62)&04) ( e l z J � C - _ 66 ,9, 7; 6?5 4) tot' ) 51 ' e x1( , tA)/( �i 0,;86 , /Z,t)EZ Lo/d/-4-- )12_ l p J ) .. �, BxL, envrYds M ) _ Iw .ems ' Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 ! . Table 2.2A Uplift Connection Loads from Wind li'is , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed 110 115 120 130 140 150 160 7.70 180 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pIf)i'2'3'4,5'6'1 Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 O psfe 36 272 298 324 380 441 506 576 650 729 856 rn Z 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 C . 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 2 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 '''�,ga 48 38 71 105 177 255 339 429 524 626 788 • 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 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 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. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 192 24 48 • Multiplier I 1.00 1.33 I 1.60 l 2.00 I 4.00 !)• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall'or t' . wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. ' • 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the `';.,lr�,_: header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ri.kr ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the jack span. .s ix a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. C q4, 1 t:' , AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 `{/'►n/�/�/ )��/ I N O `fin - j Seattle,WA �F 1 ,C L- S 11 J '/� ' A65. (206) Project: Date: (20G)285-4512 FAX: Client: Page Number: (206)285-0618 \d,m) • U.p1 q- ... . X145 " 60,01Z2/7)DkJ �5 SPP \AbDD :A- evMA ,g .ABLc -z A I : r i - 1 lo. MPt ( ut-i ,. 15 & i . D2 moi .► � : or . • t � � CavtAm hs5 • 1 $6: -t . . • . • ......, . • • ., )•1 01V- _.-rv9< comma Vis_ 2� A W- T . C ceRNY5A . -6( 2/= i2`. ( 4)(7) (1,0 • ` P, ‘014-cri (1-6y 44__ . e 47Cla et,9(L- (eC nm) DTiod Structural Engineers TRUSS TO WALL CONNECTION ',FSI VAI til'; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'111 I 1 I PLIES HI (6) 0.131" X 1.5" (4) 0.131"X 2.5" -tii se, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5.',!, nui 1 SDWC15600 - - •1t+` I i 5 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" ia/li ion_. 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Iti/() 2 (2)SOWC15600 - - '01 j in 3 (3)SDWC15600 ROOF FRAMING PER PLAN 8dAT6" O.C. ik, 2X-iit.„-------,.. VENTED BLK'G. 1 "� 0.131" X 3" TOENAIL iMitq • *-7-11:7-4! 7-.' • NB H2.5A & SDWC15600 STY F \ coRM o MPLAN N/GIRDER TRUSS �F- PE 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 !:',P1' L VAI __ #OF TRUSS PLIES CONNECTOR TO TRUSS TO TOP PLATES UPIII-I- 11 1 HI (6) 0.131" X 1.5" (4) 0131" X 2.5" 4001_ 115 1 H2.5A (5) 0.131"X 2.5" (5) 0.131"X 2.5" r'iL.__it0 1 SDWC15600 - - V:', 11; 2 H10-2 (9) 0.146" X 1.5" (9)0.148"X 1.5" 1670 71111 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 1n7n 27n 2 (2)SDWCI5600 - - 970 230 3 t..._._...._;.- (3)SDWC15600 - - i44')5 y-- ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR H2.5A AND IIIIIII%hiikSDWC STYLE 8d AT B' O.C. CONNECTIONS 2X VENTED BLK'G. .11111Eilli..)1P44414H- IM1111h. *4-44 NB II I H2.5A & SDWC15600 STYLE i 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. CT ENGINEERING suite 302 /1 Aw� INN C.. _� A Seattle,WA am. 98109 Project+ 1—••�( �• •St • �^�` �t' _Date: JP (206)285-4512 FAX: Client: Page Number: (206)285-0618 • Cw r . 1 I w e tL Kar.a. I .�I�.t. I �z� - �6 ..7 ThL 11�91` lo, a i . . • I ; ; , l i I -T 'E • of'D3 . s �3 I 1 i i I C i' I ; I I I i 1 , i - ---.. I I I : f I , I i i I 1 1 1 Ii I • • ; .1 .1 , I I I , ! I I , i I I I I ..._ I • 1 I I I ; L.._I - '_ I I ( ! .... I 1 1 i , , • , i i I I , ,. 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