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Specifications (18) /PcSTJ- C.)/Ce -00/>(`- , 137 , Sw r2S 412._ 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 �,0 PROS Plan 3 ��GINil Elevation A • ;d 00, 4REGFANI\k<cc;,Tigard, OR22 �� j GIVE 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. • R2.a.3 Rn.a GIM_ RB.a.3 RB.a.2 2 2x8 FOR (2)2x1 HDR (2)2HDR (2) HD' v: ___ �__ x1( d1O I\ TIP.Al ADJAC ENT m, , M WINDOWS(1)2.6 ING STUD 8 i ,0 MINN.SGL TR MMERS % I a SI �I ro i ro x r a / Fil" a I � x , / W c aIL rc ttU 0 x w :C m ' L___J UQ V IL ES / ❑11 c �5,5F.... c \ LU C m CD / "� \ i*,N 74 F: 2ti '�. `� , c ill— ix 0 F N of ` / L / i a m —11 (2)2x6 HDR (2)2x8 SDR RA $ —COM.ROOFSLOPE MIN.HDR MIN.HDR / TO ROOF BELOW RB.a./ RB.a.7 GABLE END TRUSS SIM. • RB.a.6 RB.a.6 OA - Roof Framing Plan 1/4"=1.-0" i. 0 c--) 0 (2)TRIM.@CTR.HDR , TFB.a.2 TFB.a.22ffirim _TFB.a.1 , __. __ .70..-Z:::: . +)286 DR H R 4x10 R —4811 HDR 4x1 HDR f 2)2x6 DR ` i -- -- _-" WINDOWS:()2x9141NG 2)TRI . STUD‘3TWN.SGII. IS= D TRIM ERS,U.N.O. ti STHD14 ro • 0 ¢Z —- 2= w0 0 w;-1 STHD14 \ ri 1, o 0 o r ti ,` i — 4 ____—_._ �__ --'-iI STHD14 EII .i 1.r---_-241 16 I,-_ —_ "Le { 1 59.0 3.5x TFB.a.9 S' TFB a '�® .BJL �� .. � —tri— '11 '�\\\\\\`♦\\© AFI— —#,- ®�@�.x- p oo ti ti , .-----01- .F- ___ ___ ___ iL -� WH ,/� 'CjPEN FOS: : , i 59.0 i6ELOWi O rG7 III I .I.,M._. It� E THD'4 I SI D 4 �,� __J __ ST37 RI a T-3.,', r TT- i r ti L J j 4T- _ l _i—___ O Z 0 TFB.a 1/, 1 TFs a 12 © I M r 5.25 14�S�HDJ -_ _ a yF 3.5 9 41"V I' ©�a��a��SI"aaawv Li�`a VI 1 0 ,6191 0 i - it gi TEB.a.6 p ''��e rs4�a•-_a� T .141 1 rt 4." TFB.a 1? 3 16 -�+n�j 24 ��-.-_.. LBS 2581"CONT Ja' I® p I F n -- STHD14--1'MQ m :1 STHDIT =�© LEr ER F lei ===., ar i'>*rc •�57.'��=Sa1: \- II ;FB.a.7 TF5.a.18 �A ®®�� TFB.a.21 I MANUFACTURED ROOF -a 6 HUE SZM. MANUFACTURED ROOF TRUSSES @ 24"O.C. 8 —vvn i.nv3F SLOPE TRUSSES @ 24.O.C. P3 TFB.a.21 TO UPPER ROOF TFB.a.17=NOT USED OA - Top Floor Framing Plan MAIN FLOORSHEARWALLS 1/4'.1.-0" I 37-0" I 19-0 I • 0119 312"CONC.SLAB I N SLOPED DOWN /\ —1- 1/d:12 P3OP3 —1-1'-3-1 01.7 1/21 - T.O.S. I SLOPE 1/4:121 T.O.S. r -_r �-1•=1 LHDw r.�-0 3I STH014 t 'A :24,E4'd01FTG 7 2" 1 l l 1 -'. 4x6 hQST W/(2): -.WAYTYP.i1N.0 j(r.'. AG CAP 8 PB546 .i 7 12 1 k 4 ;; 9 12'TJI 11tI(�18" e .:. F:. , BEARING WALL a"s3a"x10"FTG I':' l ABOVE TVP. /f3)#4 EA WAV l (BEARING wALL.' ABOVE 2i4 PONY WALL P6 m ♦.4 .. 13'-.8 V4" WA PONY 412"L ..-B-T -S is - r4 6V4": 0 < \ P6 �� STHD14 STHD14 , I ��R' P4 HDU2I.{ CP ® T.os. j'. . 2,4PONY _t WALL .-,,'I: I.-.'.FT,W1(3) '.'.1. 1:kb: WAY BEARING WAL '.'.i. - . 19'-61/2" I 1 .. r ABOVE 312"CONC.SLAB to SLAB SLOPES 3 1/2' FROM BACK TO APRONFr, - ® VERIFY H RAE NHEIGHT WITH GRADING PLAN f %IVm F- ;.. 1 I. la a S6.1 \ -0,3 TO.S. 312"CONC.SLAB ,.J \ i) __ • �.,:.J I`SLOPED DOWN _ -11'-12'�I.': STHD74} 1 1 1/4:12 __ t __� oa c STHD14 I I1f P3 56.1 1 L__ \l/ __� J __ _ Ii- P3 J f 1.10 S6.0 -101/ 16'-3" 101/." 6'-4" E-63/4" 5'-11/4- 0 OA - 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 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"oc. 4.0 psf Insulation 1.0 psf (1)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) 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 Printed' 101-1r10 . ...,�•,.._ ..,.✓> . . ,,. -I- ,,, , x r,Y :,,' , NC 49 -01 141 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : ROOF FRAMING code Y msigaD n RBa1 � :-.,,,,,77 ,141.)04, ,atton 20:404,10,IBC 2p09„, C2010,;ACE 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=7.20 ft Point Lr=3.20 k @ 4.80 ft Design Summary ,„,m, Max fb/Fb Ratio = 0.562; 1 0(0.1080 Lr(0.180) fb:Actual: 570.04 psi at 2.950 ft in Span#1 . , ., Fb:Allowable: 1,015.16 psi r � Load Comb: +D+Lr+H 0 Max fv/FvRatio= 0.310: 1 A A fv:Actual: 46.57 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.011, 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.047 in Left Support 0.27 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.27 3.52 Live Load Defl Ratio 1730>360 Total Defl Ratio 1277>180 lvoodfam Design RB a 2 : ,. .i Calc at1ons per 005 NDS;£SC'ppx.CBe 010 ASCE/40'. 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-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,0.0 ft to 1.0 ft,Trib=22.0 ft Unif Load: D=0.0150, Lr=0.0250 k/ft,1.0 to 2.750 ft,Trib=7.20 ft Point Lr=3.20 k@1.0ft Design Summary �.((0 1 oso)L r(o.180 Max fb/Fb Ratio = 0.745: 1 0(0.330'Lr0 .% fb:Actual: 694.24 psi at 0.999 ft in Span#1 �� Fb:Allowable: 932.23 psi Load Comb: +D+Lr+H ` Max fv/FvRatio= 0.807: 1 A A fv:Actual: 121.03 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 2.59 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 1.48 Live Load Defl Ratio 3325 >360 Total Defl Ratio 3058 >180 Wood Bear11�esigi'f RB a 3 CalCtllatlons r itit6 NttS,IBC Oi1fl, 2010}ASE 7-1i1 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-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=22.0 ft Desiqn Summary 0 0.330 L r 0.550 Max fb/Fb Ratio = 0.530; 1 " I fb:Actual: 493.67 psi at 2.000 ft in Span#1 Fb:Allowable: 930.87 psi .,;; „ Load Comb: +D+Lr+H Max fv/FvRatio= 0.634: 1 A A fv:Actual: 95.14 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 ft,2-2x10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.020 in Left Support 0.66 1.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.10 Live Load Defl Ratio 3876 >360 Total Defl Ratio 2422 >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 2014,2:29PM Ti (m B Y _ > 83 Z01 f9rz M405 `r,3V1e4r0541�x , z a , Licensee.C.T.ENGINEERING G :KW-06002997 1116 B m 11 �RB.a 4 Calcutatisons r 2005 NDS,IBC l09,CBC 2010,ASCE f-1t? BEAM Size: 2-2x8,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-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 Mr. :Actual 92.46 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.124: 1 A A iv:Actual 18.62 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2x8 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 BeBi1t Desi RB a 5 Calcul loos i52605 NDS IBC:2,°BC . ASCE7 ii;' 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=0.0150, Lr=0.0250 k/ft,Trib=7.30 ft Design Summary D 0.1095 Lr 0.1825 Max fb/Fb Ratio = 0.102 1 7 fb:Actual: 104.16 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi 410 Load Comb: +D+Lr+H Max fv/FvRatio= 0.087: 1 A A fv:Actual: 13.09 psi at 1.900 ft in Span#1 Fv:Allowable: 150.00 psi 2.5011 2-2x8 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.001 in Downward Total 0.002 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 23041 >360 Total Defl Ratio 14400 >180 y2r46 Brae • RB•a6 V1(2'4. '10 y .. Calc ECBC 21?[t),A 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 Tensimon 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.1)1}csi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470si Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)1-00.0501 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 ft,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 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 4 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 7.1 -4-w- :;'" ` sv r Printed 28 MAR 2014,229PM l Lic.#:KW-06002997 ¢Wc cd i besIgn RB a 7 :C.T.ENGINEERING Licensee f ., 4 A l' ''` .*,%A ba cUiat►i1ns par Z60571Ds lB 2009,Y:Bc 0,AS E7-10 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 : No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psiade 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=23.50 ft Point: Lr=3.20 k @ 0.20 ft Design Summary Max fb/Fb Ratio = 0.629 1 0 0.3525)Lr(0s875) fb:Actual: 640.02 psi at 1.270 ft in Span#1 Fb:Allowable: 1,017.19 psi j Load Comb: +D+Lr+H 00 Max fv/FvRatio= Q,487: 1 A A fv:Actual: 73.06 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H 3.0 ft,2-2x8 Max Reactions (k) D L Lr g Max Deflections Left an 0.53 W E H Downward L+Lr+S 0.014 in Downward Total 0.019 in Right Supportp0 53 8g Upward L+Lr+S 0.000 in Upwardin U ar Total 0.890 Live Load Defl Ratio 2614 >360 Ttal Defl Ratio 1897>180 ��Sesa�t* RBa8 A X A C' i.Calcalatioies pir*5 NDS•it3C9 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir : No.2 Fb-Tension 850.0 psi Fc-Pal 1,300.0 psi Fv 150.0 Wood 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 Max fb/Fb Ratio = 0.063. 1 �!0.06750'_ fb:Actual: 64.21 psi at 1.250 ft in Span#1 Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H • III 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 Load Comb: +D+Lr+H 2.50 It,2-2x6 Max Reactions (k) D L Lr g W E Max Deflections Left an 0.08 0.14LrH Downward L+Lr+S 0.000 in Downward Total 0.001 in Right Supportp0 08 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 999999>360 Total Defl Ratio 23361 >180 c$ iflibbsi•a RB a 9 . 0. x u Y fi c',' A X X 4 circulations. r2t3at£ ibS itd not); BC'21310,AS iE 7410 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 si Fv Wood Grade: No.2 300.0 ksi Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 150.0 si Ebend-xx1 470.0 ksi Density 27.70 pcf Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=4.50 ft Design Summary i��! °1125 fb:Actual: 256.84 psi at 2.500 ft in Span#1 �� Max fb/Fb Ratio = 0,253. 1 Fb:Allowable: 1,015.16 psis Load Comb: +D+Lr+HIII ._ .... Max fv/FvRatio= 0.207: 1 AIll fv:Actual: 31.03 psi at 5.000 ft in Span#1A Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H e.oq 2-2x8 Max Reactions (k) D L Lr g W Max Deflections Left a tio0.17 0.28 E H Downward L+Lr+S 0.013 in Downward Total 0.021 in Right uppt 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4672 >360 Total Defl Ratio 2920 >180 Title Block Line 1 Project Title: Project ID: Engineer: You can change this area Proled Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection- Frmi�d:26 Mti�zona,zssPM Title Block Line 6 k Y a y r ii 4 3 lit,""51T 1�t �1 fz �, �c ¢' ��'�� a � �, �� 6�S ��f ��.�,�.�..�>- f+I�t�L`iLl'x t, a �98�-�Ar; '.�. '4 � =F+f'l�i�:, c. i[ � 1 � ,,, i -.- --= v Licensee:C.T.ENGINEERING Lic.#:KW-06002997 . ,.>.,. Y. � �. Wood BeO)�QeSigri RB a 10 i alcalat�ons r 20t?5=NU�a}iBG X09 bac 31fl-RS E�= O A T,. , .. .4, .b „ BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combiinoio Grader Axi 2 Bending Wood Species: Hem Fir Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv Ft 525.0 psi Emenbe d xx 1 470.0 ksi Density 27.70 pc Fb-Compr 850.0 psi Fc-Perp P Applied Loads Unif Load: D=0 0150 Lr=0 0250 klft,Trib=4.50 ft D 0 06750 Lr 0 11z5 Design Summary 'MM.M. 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: Max fv/FvRatio= 24.8366 i tat 0.000 ft in Span#1 fv:Actual: P a.o a,z-zxa Fv:Allowable: 150.00 psi Max Deflections Load Comb: +D+Lr+H0.005 in Downward Max Support (k) D L Lr S W E H Downward pwa d L Lr+S+S 0.000 in Upward Total Total 0.008 in 0.000 in Left t upoo 0.14 0.23 Live Load Defl Ratio 9125>360 Total Defl Ratio 5703>180 Right Support 0.14 0.23 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 2014,2:31PM 1e r e Q 5 jar if y E y t ii i1 1 11En 1 x 1 1 ,. ��i. ,.,,. 1 ? '.Ar:qt' <„�. �r 4 '. EI•t .�,3t4 , -24ia�xRl �d�.t4�^!2�_�t. ,1+1�. ,;. Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 Woad Beam Desi n TFB a 1 R Calc41.04 ,%.;p1i4Tid13WW( 2009 CS+C2ffittl,"ASCE1 O :, tr,,,�/ -�... ! ,�,`.. _ ;�...� .�,'�,,,,.. `., ;� tea._;°a .i,.? .•.,;.,,.. ?...,, �.• . 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 D)0.142 0.380) Max fb/Fb Ratio = 0.559: 1 fb:Actual: 568.47 psi at 2.000 ft in Span#1 � y 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 4.01t,2-2x8 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 W od BeaM DestgnTFB a 2 . Catch tions., 2005 NI'3S tB1±;2009,CSC 201 ASCE rJI0 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-Pit 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=0.940 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=3.20 k @ 0.750 ft Design Summary “, Max fb/Fb Ratio = 0.991• 1 °bQo1* RUSTI fb:Actual: 1,067.54 psi at 1.613 ft in Span#1 Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H . • Max fv/FvRatio= 0.653: 1 A A fv:Actual: 117.57 psi at 3.240 ft in Span#1 Fv:Allowable: 180.00 psi 4.0 ft4x10 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 0.035 in Left Support 0.49 5.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 3.24 Live Load Defl Ratio 1521 >360 Total Defl Ratio 1358 >180 Wood BeamDeAlgf1 TFBa3 ,,. b. 17. Ca1culatton r 2005 NDS,IBC,009,-BC 201,0,ASCIA 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.2 Fb-Tension 900 psi Fc-Pill 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=0.8840 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary 4b1W bt9A4p Max fb/Fb Ratio = 0.673. 1 fb:Actual: 724.40 psi at 2.000 ft in Span#1 �f' Fb:Allowable: 1,076.80 psi Load Comb: +D+L+H Max fv/FvRatio= 0.481: 1 A A fv:Actual: 86.55 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.0ft,400 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 0.024 in Left Support 0.49 2.53 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 2.53 Live Load Defl Ratio 2422 >360 Total Del Ratio 2032 >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 2014,23 PM •ItirU, ez ,- g�, .._ fi. :: . a.> ., R AL.C;Ara,1983 e14, &14a Ve 6 41 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Beam Qesrgn TFB a 4 C, 1cur"afr+ans jar 2tf05 NDS,rs 2009.CBC 2010,;ASCE 71# ; 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=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D(D.010, 4 02680) 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 Fv:Allowable: 150.00 psi 2.50 a,2-2,,4 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 �tirrt Q srgiSm TFB a 5 ,,,.. . ,Cal tat8o s pe 005 NCiS,rBC2009 SBC x01o,1#S E t. 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 °(5j19 i'-,c%999kj'O1 Max Ratio = 1 1,210.19 psi Actualat 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 Fv:Allowable: 150.00 psi 40R 2-2x4 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 Defl Ratio 373 >180 INitl B� �r TFB a.6 cum r2005 NOS,r 00$,C o 1,. ,� Cal, B... 01 sCE� BEAM Size: 5.25x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2900 psi Fc-PrIl 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Unif Load: D=0.080, L=0.8840 k/ft,0.0 ft to 9.750 ft,Trib=1.0 ft Unif Load: D=0.080, L=0.2720 k/ft,0.0 to 9.750 ft,Trib=1.0 ft Point: L=3.20 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.862. 1 BR:ii'! E8 X 83 fb:Actual: 2,443.56 psi at 4.518 ft in Span#1 Fb:Allowable: 2,836.03 psi Load Comb: +D+L+H • ..•9 - �x �v ?�'.ci ��i :#. • Max fv/FvRatio= 0.701: 1 • • fv:Actual: 203.32 psi at 0.000 ft in Span#1 9.750 ft, 5.25x14 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW E H Downward L+Lr+S 0.214 in Downward Total 0.235 in Left Support 0.78 7.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 7.11 Live Load Defl Ratio 546 >360 Total Deft Ratio 498 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:31PM e" .� rr 'Th f /�42/ `s �s 0 ' sx$ :g F B' 04051 lift it ry multiple Imp a Beijn a e� d ��i„4' ,f 4 r y1, �, ALC INC 198&2014 8vlde 4;`1,2i'f I . Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Design 5 .: TFBa7 ... . , ' ,:. Calculations per 2005 NL1S,IBC 2.008,CIBC 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 psi Fc-Pr!! 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=0.0150, L=0.0250 k/ft,Trib=3.0 ft Design Summary D 0.0450 L 0.0750 Max fb/Fb Ratio = 0.061 • 1 ��„,� fb:Actual: 61.64 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi �� _ ” Load Comb: +D+L+H IP -IP Max fv/FvRatio= 0.050: 1 A A fv:Actual: 7.45 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.001 in Downward Total 0.002 in Left Support 0.07 0.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.07 0.11 Live Load Defl Ratio 32446 >360 Total Defl Ratio 20278>180 liki , 3e4ni Desigi1 TFB a 8 X f Caaulatio 12005 NDS` iBC 2009 CBC 2 'l0 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-Prll 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 = 0.870. 1 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psi Load Comb: +D+L+H o.. . : •. 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 If S WE 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 2014,8:02AM OtAlir yy ¢ g tea ,,G r � `t U51T41 tig't 1 1EEC6 �,i* ,��.,Pie �, a„ o; ., , ?,,, ,., � ' ,> . `.�`" C19 ��U1�#0tCi.'Id=1. B,V614A.26 .J Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 'Mit Beam Desrgn TFB a 9 �c �: 6.190atlons '2005 Nb tBC 2009,CSG 2bi0,: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-Prll 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=16.0 ft Design Summary D 0.240 L 0.640 Max fb/Fb Ratio = 0.349, 1 �� ; ��t e fb:Actual: 795.35 psi at 4.150 ft in Span#1 >� ! ii! J Fb:Allowable: 2,281.78 psi a � � Load Comb: +D+L+H . <� �W �_ Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.30 ft,3.5814 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 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Defl Ratio 1798 >360 Total Defl Ratio 1307>180 Wo Beni D# s rte TFB a 10 .. Calci400P0 p 1200 IBC 20119 CSC 10 A:CI T 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-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=9.50 ft Design Summary .0.1425 L 0.380 Max fb/Fb Ratio = 0.074 1 - --........r 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 5.08,3.5814 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 0.006 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 Defl Ratio 13854>360 Total Defl Ratio 10076 >180 Wild eAm esmnil TFB a 11 �i F Ca1cutato" . " •s','•S",,• 20O3t"CB '2010,ASCE7-10:. 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 2900 psi Fc-Pill 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 klft,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, 5.25x14.0 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 is S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl 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 Printed 8 APR 2060414,8 02AM `�� ) J�� E ry 4e .Bf Li'L140., 1Ettgrit4tl51f ., >: ., ''''''/''40, ..,, EN.E-.,',. .,,KNNC 186 - ! R$ui d 6m�... .,,_,.VeY-6 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Woad Bean Des1Cg n. TFB a 12 Calculat►ons per2005DS,IBS 2008 BBC 2010,ASCET 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-Prll 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=10.250 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: 2,293.36 psi Load Comb: +D+L+H b • ...,.:: 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 6.501,3.5x14 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 W. . • Bea�esign t TFB a 13 ,O -; �,,,�.,?,. ::. � •�� ,�... _!. Calcutatlonsper2005Dk:IBC,20097ttC2010,; SE7=1tf 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-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 Unit Load: D=0.0150, L=0.040 k/ft,0.0 ft to 9.50 ft,Trib= 5.50 ft Unif Load: D=0.0150, L=0.040 k/ft,9.50 to 16.0 ft,Trib=7.70 ft Unif Load: D=0.0970 k/ft,9.50 to 16.0 ft,Trib=1.0 ft Point: L=3.20 k @ 3.750 ft Point: L=5.40k@9.50ft Design Summary ,, , Max fb/Fb Ratio = 0.605. 1 42io.rli °> /�Isoaol, , fb:Actual: 1,421.38 psi at 9.493 ft in Span#1 oca oaz50 L(0.220) , r Fb:Allowable: 2,349.29 psi Load Comb: +D+L+H � � Max fv/FvRatio= 0.397: 1 . F fv:Actual: 105.23 psi at 0.000 ft in Span#1 A 16.0 s s.izsxls.s 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 0.253 in Downward Total 0.292 in Left Support 1.01 6.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.51 6.17 Live Load Defl Ratio 758 >360 Total Deft Ratio 657,>180, W� Slam Design TFB a 14 �.' ?' 6. h Caleu .per 206 5 BOS,IBC 2009,CBC 2010 SCE 7X10 . rH•.. o;, tea. ,, . 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 Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary 0 0.09750 L 0.260 Max fb/Fb Ratio = 0.214: 1 s:_ fb:Actual: 218.04 psi at 1.625 ft in Span#1 • „� Fb:Allowable: 1,016.95 psi �� a�� = Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.171: 1 A A fv:Actual: 25.67 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2e8 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 0.17 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.42 Live Load Defl Ratio 7361 >360 Total Defl Ratio 5291 >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 2014,8:02AM .,, s I=1*Ia `r; INC 19 . k 4, i i 4 t 26 4 6 0 l�Iulfri ::-11 ,%=;;;- I�� >m Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam Deslgiri: TFB a 15 7v r �� ,. 4:_ Caf ons pe 32005 NDS,,IBC 2009.CBC2010,`, FCE 71ti 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-Pr!! 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: L=0.1720 k/ft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.10 k/ft,Trib=1.0 ft Point: L=6.50 k @ 2.0 ft Design Summary '" Max fb/Fb Ratio = 0.679: 1 • • 0).10) L, 720 fb:Actual: 1,569.78 psi at 2.000 ft in Span#1 IIIICI: IIC Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H III • Max fv/FvRatio= 0.510: 1 A A fv:Actual: 158.03 psi at 3.213 ft in Span#1 Fv:Allowable: 310.00 psi 4.0 ft, 3.5x9.5 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 0.042 in Left Support 0.21 3.34 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 3.51 Live Load Defl Ratio 1196 >360 Total Defl Ratio 1150>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: 8M R 201 2 3PMTitle Block Line 6 °p Z Y / 9 r 3 f - E, y1$fl �t if�t i ieS4e D g ,jrcil, , , yEEih9> 24ti1 i0.41..# W. ..,.,P ,W, , , , <, . Lcensee:4CTENGINEERINGLic. :K -06002997 Description : TOP FLOOR FRAMING 3 OF 3 Wood eam t9eslgn TFB a 16 .:. ii ..,., .,cam ', 'A.'1,-,-.u.:.-.- ' akulattansp r 2003 NDS,t BC 2OO9,GBC .CE 1:10 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=0.10, 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 D a 485 wan Max fb/Fb Ratio = 0.434 1 fb:Actual: 440.69 psi at 2.500 ft in Span#1 Fb:Allowable: 1,015.16 psis Load Comb: +D+L+H Max fv/FvRatio= 0.270: 1 A fv:Actual: 40.47 psi at 4.400 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 n 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E Downward L+Lr+S 0.023 in Downward Total 0.035 in Left Support 0.28 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.50 Live Load Defl Ratio 2644 >360 Total Defl Ratio 1701 >180 Wr$ d Be a esrgn TFB a 18 (LEFT) '. • ,. , Cain latiuns.per 2005 AIDS,IBC 2009,CBC 010;,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-Prll 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=1.0 ft Design Summary D 0 01 . L 0.01 Max fb/Fb Ratio = 0.086; 1 fb:Actual: 197.32 psi at 4.000 ft in Span#1 �` Fb:Allowable: 2,283.82 psi Load Comb: +D+L+H •=y " _ _ ,.. Max fv/FvRatio= 0.066: 1 - fv:Actual: 20.53 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 8.0R 7.5x14 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 0.018 in Left Support 0.46 0.48 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.46 0.48 Live Load Defl Ratio 10711 >360 Total Defl Ratio 5469 >180 '1Wc od 8e�i rxl Des1 n TFB a 18(RIGHT) c ' , ( - „ _ ,, ,,, {alcula Can aper 5 NDS,IBC ,C 3C 2010; 7'CL1 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=2.750 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=0.50 ft Design Summary Da�OQ ALF Max fb/Fb Ratio = 0.099. 1 fb:Actual: 225.80 psi at 3.500 ft in Span#1 , Fb:Allowable: 2,290.44 psi � - .' Load Comb: +D+L+H ,. Max fv/FvRatio= 0.082: 1 A • fv:Actual: 25.34 psi at 5.857 ft in Span#1 Fv:Allowable: 310.00 psi 7.0 ft,7.5x14 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 0.015 in Left Support 0.52 0.71 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.52 0.71 Live Load Defl Ratio 9474 >360 Total Defl Ratio 5462 >180 Title Block Line 1 Project Title: You can change this area -- - - ---- Engineer: Project ID: using the"Settings.'menu item Protect Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:28 MAR 2014,2:32PM 4 '9 s i e , i �t F eh 5,1 ,grip'tI40#i" C8 M j!.9fJe J 1 }p� a i S•M, .?�„ j,,�. >,.,,�'.,,,,_� x, � .:' .,; ,_. �..t�i�t,+41 ,,.,. 19a� 24't4„' fi�4.��,V.., A;fi'i.2 Lic.#•KW-06002997 Licensee:C.T.ENGINEERING Ood Bean esigr TFB a 19 7, w '' Mehl p r 2005 NDS BC 2009,CB 10,ASCE 710., Pe 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-PrII 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=0.320 k/ft,0.0 ft to 11.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary * 00051 L(0 02680) Max fb/Fb Ratio = 0.319; 1 ao L(33 + + fb:Actual: 721.37 psi at 5.500 ft in Span#1 ,•- •� e Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H �... �. .,. • Max fv/FvRatio= 0.197: 1 fv:Actual: 60.97 psi at 9.845 ft in Span#1 11.o ft 2.0 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 0.092 in Downward Total 0.122 in Left Support 0.60 1.90 Upward L+Lr+S -0.053 in Upward Total -0.070 in Right Support 0.63 1.97 Live Load Defl Ratio 906>360 Total Defl Ratio 688 >180 ate' • B m pesig*: TFB a 20 B TO <.�,•, i :g.` -P Cal la pet'21O±EDSB 20o Chit,ASE? 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=0.10, 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 `15'" Max fb/Fb Ratio = 0.102; 1 0 0 0 )t(Ji 80) fb:Actual: 233.95 psi at 3.117 ft in Span#1 Fb:Allowable: 2,301.93 psi t Load Comb: +D+L+H . Max fv/FvRatio= 0.088: 1 • A fv:Actual: 27.37 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 5.0 ft, 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.008 in Left Support 0.28 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 6.28 Live Load Defl Ratio 8461 >360 Total Defl Ratio 7194 >180 . 1N mP TFBa 21 ' NRSv 4 f 14ulaU i r2005S5 1 004;CBC 201 , %CE 7; 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, L=0.0250 k/ft,Trib=2.0 ft Design Summary 0 0.030 L 0.050 Max fb/Fb Ratio = 0.040 1 ...r:: fb:Actual: 41.09 psi at 1.500 ft in Span#1 ) ••; Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H A A Max fv/FvRatio= 0.033: 1 Iv:Actual: 4.97 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft 2-2X0 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 2014,2.32PM t" wr ,,r T,, �i< i i - N3 ��, f 1j 0 '��a Fie Q114O51 1 1 1.Ec6 fi N1Ultip a imple a `r ,gr r ENER..:.,4' 4983-2014 BU '&14;'1ri, vw- 14t.23 Lica#:KW-06002997 Licensee:C.T.ENGINEERING Wood Beam DesigrCk TFB.a.22 ` • f'''' ::"2",'-wditirtdationsrOlis WDS,IBC 009,CBG 2440,ASCE 7,-* 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-Pr!! 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=0.940 k/ft,0.0 ft to 1.50 ft,Trib=1.0 ft Unif Load: D=0.10, L=0.8840 k/ft,1.50 to 3.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=0.40 k@1.50ft Design Summary D(0.1427 (.9 80 Max fb/Fb Ratio = 0.452: 1 6 0.10 t o.94.1'`, ''' &3 ' , fb:Actual: 487.18 psi at 1.500 ft in Span#1 � Fb:Allowable: 1,077.63 psi . Load Comb: +D+L+H '' ''40 Max fv/FvRatio= 0.340: 1 A A fv:Actual: 61.19 psi at 2.230 ft in Span#1 Fv:Allowable: 180.00 psi 3.0 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.009 in Left Support 0.36 2.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.36 2.12 Live Load Defl Ratio 4820>360 Total Defl Ratio 4152 >180 od Beam Design; TFB a 23 ,u ', ;41 b""Ir1bS,IBC x00 z CB I0 0"ASCE 740 -4;44(i-illations�� 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=0.8840 k/ft,3.0 to 4.0 ft,Trib=1.0 ft l Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: L=1.Ok@3.Oft Design Summary WN Max fb/Fb Ratio = 0.865: 1 r D(0.1425)L(0.380b( ,9 L08• 0) v Fbfb:Alluwable: 1,8716 56 8.56 psi si at 2.720 ft in Span#1 ' y, Load Comb: +D+L+H 41, Max fv/FvRatio= 0.806: 1 A A fv:Actual: 120.83 psi at 3.400 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 0.037 in Downward Total 0.044 in Left Support 0.30 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.37 2.28 Live Load Defl Ratio 1307 >360 Total Defl Ratio 1090 >180 CT Engineering Polygon Homes TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY 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 bact = 5.50 in. dart= 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(g)= 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(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,NOTCH(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 ---11/:-Tit �� ,_'',',' I N C..��^✓.'''�� Seattle,WA 98109 Project: 1 W 1 .E-z..-- )14\-E..)- : I ( /1,,,y C.("�P,) Date; 3 Z..4 (20 fl 5-4512 Client: J bs`IP 14 DS) • (206 Page Number: (206 )265-0616 • •1."‘. "•tv '-';'"71-7i--' ' :1I\A •r • • • : • 1 ,I � P- 14 .p• r- n--► _ ','1,'" . " . , , , , : ; A, : • .. ! : : , i . I. 1 ,! :. . :74 . ! , .: :, i _. T?-•3 •=1,,•. .41.02Z�z• . x •1 • . / : , 1 j i • ! ..„ ..,I iI i i I • t.--. ;L.. ', i : ,. .....,.....„„:„..,..e..„ ,..,,,,_„„. . II , „ . . , ., : , „,,,,,„ O. I : , „ : ,.. ,.. ..: , .} Si�b , . , , , , .:: ,......„ e ; ; ,v.. 1;-:.... I :::-•:.i iI , � . ttillNlc v 1 � I I I I (1, i 1 I i) 1 I zx , I I I I . I '. ..-' i_ 1 • I I e. 2 K' f•'1 i , K g K I , r b ' 5 9 I I 1 i •. j • ' I I I I j : I I , ' 1 I I I , I I r ii 7 I I k I i i I ' j 1 1 1 j i ' I I j i 1 I I I . .l I 11 I 1 I i , I 1 I I • I ; I • 1 1 I i 1 • • 1 1 I - 1 , I , I j l i • 1 : I 1 : I . I I. I I 1 I I • I • • I ' I 1 • 1• ; • 1 : • Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 INC. .� Seattle,WA //�' � !�, /� 98109 Proiect:TT/�/11.1 C. ��.-'--+r\4'. +Lf 6©i ) Date: 0-0e4 (206)285.4512 Client: ).\04t. 14'OE Page Number. (206)285-0618 i 6v IL-1-- OP vd + 2)e---.:4 1-}F u.pf , 1 IN)-%---4901z. C k?-A A--, J\-lK'GT I4 CAe (Hal‘i-fl Qm} • 5-rotAS L .. WALL 6-Cull;%. sw icojc CZE M. C) (5) Toy Vi.. . a Ds ' 771 ' 7.75' I 3 `\ '.\ '\ 9,2K r;� 7 5.5 7� 111,D-Ftg9.DF31 871 '75 11112ir 3,D'^ 4.5 6.0'\ 7,0c GAG ,,95' 9r5, 9.75' , 711 r 2,e\ 3.7" 5.6' 4, 3", t W.C. : iNre-gim L--R e 8,7 `-v-Lt .. MN1t, 4_ PC.- iFcAp c:, to -=---> 2ic4 VF-s-s-u. e 14:0/t.-- T - yc..-ER‘opc i! u; 10 .WA1,,L, .., ., Structural Engineers C T E N G I N E E R I N G 180 Nickerson St. Suite 302 Seattle,WA Project:- �� i4 l IL'fC.4C `i Date: / 9(2109 \,,.�y 06)285-4512 CA ) Client: \ 14.0G1 Page Number: (206)285-0618 150 1 LT= VP -- {Ude�j a z7s' G A7,1 P L. t`h 4e: sTtps Lod.', 1l I1 L.t.. � u DEsil l6 ori (1) 5. To fig. RDS 771 775' Aq>•Fr 9. 15.71 67 - 131 ,11F . . G 2. 96" 9,5 9.75' 313 j ` i i oa o4/, - v L T L 0. /\ 7- LO) p�` 120 ji mrk ULT. ) Elcp. POD) InaNE12, E-PITCH' GSE. Vii? ict_C. J c.3 ..A) 6).94 1 zoo • Z4 151,c_ Oki .eoLt?i s igge- I-X.OS :. . 21 3 —_-, ) 46.25 ' ez. (z-)3Pusi aloP AAM -Jc`j e, l 6"t* Ty-P ..E -r-EPJQ Structural Engineers Design Maps Summary Report Page 1 of 1 MUM 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 assification 122.77149°W Site Soil ClSite Class45.43123°N, D —"Stiff Soil" Risk Category I/II/III '2 3a`" fes. s � 14 „S, ^. ,, ,s 3 z ,4 _� s Y Rye ✓ a xweG y t £ � '^ • �>Far,0701, �� asp i r' r il'wa z� y A-3 i4;,,, .. '-f./4„., �l € a1t5 .,„:413,;40:4,-':,, ,v ; 6 ✓ r - ✓� I pc,,Citi s ,„.0,1,,,,,,:„„,„,, '...+ ,,,,,,r,,,. .,,,,t,,,,,,,;,,,,,,,,,,,,,,,„,,,,,i,,,i,i.,,,-,,,,,,,,,,,,, is.. p nest `.5:.:. /./ _ f ,Y M 4 3 A x d k y ...,, .. .sovii. S�M�pQuut USGS—Provided Output S. = 0.972 g SMS = 1.080 g Spy = 0.720 g S1 = 0.423 g SM1 = 0.667 g SDI = 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 NEHRP"building code reference document. cos l+ CE Response Spectrum Design Reponse Spectrum coo 1.1# 0,72 602 tri arm 6276_S 0. �. > . 40.4, E 0,21 0.44 622 .22 614 x,11 6.0 4 t#.i3 0. Q t4. 1}.i i'4241.24 1.tD 1_601. 3 2.. 9 14.4 0._...... 04* 0. G.8s3 i. 1 1.46 1. P•rl Y($.4) P ! (rt* 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 A 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 S1= 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://geohazards.usqs.qov/designmaps/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 Slims=F.*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*Skis Sos= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDI= 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 SDC1 = 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 Irregularitie - 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 A Ste= 0.72 h„=19.00 (ft) 501= 0.45 x=;0.75 -ASCE 7-05(fable 12.8-2) R= 6.5 C,=0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S.= 0.43 k=:1 ASCE 7-05(Section 12.8.3) 7�='.6___ L:'dASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(1-(R/10) (for T<T,) 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,•TJ/(7'.(R/IL)) (for T>T0) 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 SI)/(RAE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REFS Cl C2 C2 G4 CS CS C7 CS CS C10 C11 C12 C13 C14 CIS CIS CI7 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, w,-h," w,'h," DESIGN SUM LEVEL Height (ft) 5;(5) (soft) (ksf) (soft) (ksf) (soft) (ksf) (kips) (kips) £w,'h," Vi DESIGN V V,mm N-S E-W Roof - 19.00 19.00 1870 0.022 41.1 781.7 0.61 4.40 4.40 7.01 9.01 Top Floor 9.00 10.00 10.00 1517 0.028 333 0,022 49.8 4980 0.39 2.80 2.80 6.13 7.33 II 10.00 0.00 0.00 0.0 0.0 0.00 1st(base) - 90.9 1279.7 1.00 7.20 13.14 I 16.34 E=V= 10.08 E/1A= 7.20 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design Fa,_ DIAPHR. F, £F, w, £so, Fe=_ fF,-a'a= 0.4'So;IE'wp 0.2'Sos`IE'ws LEVEL (kips) (kips) (kips) (kips) (kips) Lw, Fe,Max. Fe,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 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.A 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 A N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. -- -- Building Width= 37,0 45,0'ft. V u/t. Wind Speed 3 sec cuac= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed . �L '� P 3 seg,Gust_ �.x (f; mph (EQ 16-33) Exposure= B B',, 6= 1.0 1.0' N/A N/A Roof Type= Hip Hip N-S E-W PS30A= 25,7 25.7 psf Pitch= 45.0 `'30.0. Figure 28.6-1 P530 e 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4;psf Figure 28.6-1 Ps300= 14,0 14.0';psf Figure 28.6-1 A= 1.00 1.00r Figure 28.6-1 Kn= 1.00 1.00; Section 26.8 windward/lee= 1.001.00`(Single Family Home) rt A`K `I 1 1 Ps=A`Kzt`I`Peso= (Eq.28.6-1) Ps = 25.70 25.70 psi (LRFD) (Eq.28.6-1) Pse= 17.60 17.60 psi (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psi (LRFD) (Eq.28.6-1) Pso= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf (LRFD) Ps Band 0 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 0.50 0.90 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac A0 As AB Ac A. per 28.4.4 per 28.4.4 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-W) V(E-W) 33.00 14.0 0 103.6 0 248.6 0 103.6 0 380.5 Roof - 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 8.3 11.0 9.05 9.05 11.63 11.63 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 288.9 0 5.6 6.8 7.92 16.97 9.47 21.10 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 870.2 AF= 1114 13.9 17.8 V(n-s)= 16.97 V(e-w)= 21.10: kips(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 A 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-VV) Roof - 19.00 19.00 0.00 0.00 0:001 0.00 9.05 9.05 11.63 11.63 Top Floor 9.00 10.00 10.00 0.00; 0.00 0!00+ 0.00 7.92 16.97 9.47 21.10 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 16.97 V(e-w)= 21.10 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 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 9.05 9.05 11.63 11.63 7.01 7.01 9.01 9.01 Top Floor 10.00 0.00 0.00 7.92 16.97 9.47 21.10 6.13 13.14 7.33 16.34 0 - 0.00 0.00 V(ns). 16.97 V(e-w)= 21.10 V(n-s)= 13.14 V(e-w)= 16.34 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 A 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 N&S_Root SHEET TITLE " ,, . CT PROJECT# CT#14051.Plan 3713 Tenn Creek,Elevation A Diaph.Level: Direction: Typ.Panel Height= S. Seismic V I- 4.40 kips Design Wlnd N-S V I 7.01 kip. Sum Seismle V 4.40 kip. Sum Wind NS V l 7.01 kips �I)DISTRIBUTION TO SHEAR LINES rfi C9 CT coco Cii C13 C14 / }}C�#1!99 Tr „ X Above Lind Load �� Line E W tat Llna 7rlb 2nd Line Trib. 21H35:66*':" 1ss 350656 �®�®® 2.199 350858 rB4'co ®�� t..,. I �"d . v> .,, ,;;,noxa 0.00 0.00 O � �.T m,�z„x'mk t.......:..............�.,:.. . ..., o.00 0.00 0.00 0.00 �� Wim, /L.,. . � a_. .`U 0.00 0.00 O � k.., o 0.00 0 .11V €.. gym"t€=`,,,. 3..., 0.00 0.00 . £= 0.00 0.00 �� Balance Check: ok uk Balance Check: ok ok oh ok 2 DISTR BUTION TO SHEARWALLS E.Q. E.Q. E.Q. E.D. E.Q. Wind Wind Vdnd LEM Line ID Lwall Ce Lwall' H,v„LL v V Amplifiers v Type Type v V Eta (R) Iftl (0) /OR (k) p 2wrh" (PIB (PB) (k) ODD ��0 11011 1 0 DOD 0.00 �0 ' 0,8T 000 • 0.00 � 0 00 0.00 0' '.,,+:w. 0' 0 =EMI iffall 000 :1^' 00 OO 000 • 0.00 O ' ;oO 00D .:.,r`"v,_0' 0.0o 0 0' 0 000 p 0.00 000 ,,.,°`t ;p 0.00 ��0 OO p-1.00 °Table 4.3.4 AFBPA SDPW3,Footnote i ,.� `Spada) OL Uplift Factor: DL Uplift Fact":41' or wMind: %; *;;;,y 3)OVERTURNING RESISTANCE I Selamic Uplift WiUp11R Resisted Raslsted Saden.d Net OTM Add'I rtwu�ad Net OTM AW l Mao. Lina ID Loi,a. w dl ID(#1) ID(#2) Leet OTM R0, Level Abv. Total ❑ U UW, OTM Rc,M Level Abv. Total U Uwm U,,,_ HO R (kl Above Above R ki•R ki•R kip R 0-!-.111111-,„ ki•ft kl•-ft k hi• ki,R ki•-R ki•ft kl•ft kl•-R k (ki• kl• z -,„ �b,, �® rs 3r3 16.07 17.81 29.35 ® 28.40 31.88 -3.48 TA?:`,YY®t � -0.22 -0.22 !SONE R4v 1 �`. 00 r ti•a /.,..d..9 0.00 NNE, �� 00 'i3O.00 NdNE= a001111!!'n'54 s° -, •.'.- .v..a.'',�'A ri,:.� 0.00 NON c � r zs® ss 7.25 8.67 8.57 ' 0 Ot 13.82 9.39 s� a 0.87 0.81 040 NONE' 9.14 9.32 -0.181 14.55 10.21 4.37 '1 0.57 0.57 Ni7NE ��!i� Fd�,£xi�.: J1f 0.00 NON_: iN ,: - (Yx ,'._;Is v3Yya 0.00 NONE„!1. 00 � S � x��) . � y s 3 J. 9.99 NONE. 0 0 0.00 NONE'; 0.00 NONE Holdoon CO.Offeet front SWEnd "d In I. 0.00 -11.81 N.E.T. 3282014 CT ENGINEERING NES_Top Floor .. SHEET TITLE: .°r ."`, mss,., .o .. CT PROJECT#: CT#14051:Plan 3713 Twin Creeks,Elevation A Dieph.Level. r Min Direction: Typ.Panel Height R. Seismle V I 2.8 kip. Desipn Wind N-S V i- 6.1 kips Sum----vi- elamic V I 7.2 kips 8.6W ind N-S V I 13.1 kips 1 D SIR, BUTTON TO SHEAR LINES Line TriE X W 1st Llne Trib Line Line Trib.d RIM�� uniform ShW 1 '®' 1.401 3 06577 „c 3; FS_ s,./ x jyxf,.,xa�®' 3.00 6.57 �� Abo ..a...,�m o �.,��: k 0.00 5.00 0.00 0.00 O�� m 0.00 0.00 00.0000 0.00 . - , 00.0000 0.00 0,00 0.00 • i 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.000 ' € 00.000 00.0000 00.0000 00.0000 . =1 11111 mom Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUTION iO SHEARWALLS E.Q. E.Q. E.Q. E.G. E.O. Wind wind Wind Line ID Lwall Co Lwall' H0, v V Amplifier. v Type Type v V (R) (ft) (R) (PIf) (k) p 2w/h rU (PI9) (PIf) (k) MEMI ,4x�� ' oaa 0.00 ��0 O 0.00 1" , ,� ;; a 00 ._x z • 0.00 ��0KiCIM O 0.00 00004...,0 0.00 ��0 0 0.00 as , �aE ® 0 MOM- 1 11Z�� Eg � ® ': num®�� +7�® .1t'...,;,4),',.::,-,, : 000 0 o.oa O O 0.00 �� ,.0 �' 000 i MUM 0.00 ' 0.00 s ,,;; ', r,.• 000 %;gip 0.00 ' 0.00 G . ''' s ,r, 000 Cr p 0.00 ��0 O 00.0000 r,-2x.... 000 • 0.00 ��0 warm 0.00 =;# 0000 a ,.,a • 00.00 ��0 O 0.00 p- 1.00 ritIeble 4.3.4 AF&PA SDPWS,Footnote 1 'Speua/E.Q.OL Uplift Factor Cl_Upl it Facfor wMiod.. 3)OVERTURNING RESISTANCE I Selamio Uplift Wind Uplift Recleted Resisted R.drned Net OTM Add'I Reduced Net OTM Add/ Max. line ID Loi,,, w dl ID(#1) ID(#2) Lane OTM Rem Level Abv. Total Si U Uw„ OTM Ro,w, Level Abv. Total U U,,,,, U,,,,, HO ,p ft kl • Above Above ft kl•N) ki•R) hi-ft ki•ft) ki0-fl k (ki• ki•-ft kl•ft ki•ft (ki•-ft) ki•-R (k kip) ki• �a� ® 3:.. 35.15 32.76 122.30 88.54 0107 8 59.81 132.88 7307 f® �.p -2.18 -2.18 NONE , 00 i '? -0; 0.00 NONE �•1_ 0.00 NONE • 00 r z � � .,,_ ,k _ ° 000 NONE I Mk � • 14.32 21.23 24.01 -2.77 a a,1® j x.18 38.76 26,00 12.68 • 0.69 089 S'FHl.ld L f 1 ®z 7.60 11.53 6.59 2.94 :® E re•a, 0.36 21.04 9.33 11.71 � 16.08 2.10 210 S7'N14 K € j 1 £ a 0 00 NON ' 3 3. �r sd,_ ar_ g'wr q2 DO � ,:.',1,',,,';',,,;,,:';.:-";,;",. 7 • 000 NON 7 z � �ia i a L. R 0 0 s r� € .z' J Ni =�'' �� ,' --_ �ea``s£+� 0.00 NONE aim 1 1, a€ - �` ' 0.000 NONE U&i/CN tI C10e e i `a3 ris " ""{1G t ■ � 00.0000 NONE .2.9 00 F„,,....:�, r.,,•, . h.. E�,..,;, „✓'° < 00.0000 NONE;,.. Holdown Dir.Oflse(from SW End yk in T= -11.61 -101.06 N.E.T. 3/2872014 CT ENGINEERING E&W Roof SHEET TITLE: CT PROJECT#: CT#74051:Plan 3713 Twin Creeks,Elevation A Dlaph.Level: Direction: Typ.Panel Height ft. 9elsmk V i- 4.40 kips Design Wind E-W V I- 9.01 kips Sum Selsmk Vl- 4.40 kips Sum Wind E-W VI- 9.01 kips I7)DISTRIBUTION TO SHEAR LINE9' nam CI C3 C4 Cfi CB C7 CO C9 Cf0 Cit ^f3 C1d C}F. C16 Line Tr1E% W 1st Lin e T b e 2nd Line Trib. MEN� 2.199 450607 oai ® 2.199 4 50607 ��0� v �m 0.00 0.00 r 0.000 0.00 ' � 0.00 0.00 �� 0.00 000 0' -- f i WIZEm F i ' • 0.00 0.00 • �m 'r.� 0100 0.00 O�� £_®" £= 0.00 0.00 �� Balance Check: uk ak Balance Check ok ok ak ok 2 DISTR BU7 ON TO SHEARWALLS E.G. Wnd Wnd Line ID Lwall Co Lwall' Hweu v V AmpllOen v Type Type v V (N) (R) (0) (pIB (k) p 2wrhr" (p10 (pl1) (k) °,;® iftI; � ) ® e I 0 -) t 000 p 0.00 ��0 O 000 • J -MOKII �®IMS 4 JOtp , I® oog ' °O 0.00 ��0 0 0.00 000 § p 0.00 ��O,i 0 0.00 000 • 0.00 ��p m;= 000 0000 a 0 000° ��O 0 0.000 0000 p 0.0000 ��0 O 0.00 ,'i 000 O 0.00 ��0 0 0.00 t,r p 0.00 ��0 ' 0.00 ��O O 000 p-1.00 unable 4.3.4 AF&PA SDPWS,Footnote 1 *Spedal E4.DL UpliR Fedor: DL Uplift Factor whNnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wintl UpllR Resiatetl Resisted eadread Net OTM Add'I Reduced Net OTM Add'I Max. Line (02) L.0 OTM RmM Level Abv. Total 0 U Uwm OTM Rory Level Abv. Total U UWm U,,,- HD (� (R) (klf) Above Above (ft) (kip-R) (kip R) (ki•-ft (kip-ft) (kip-R) (k) (kip) (kip-R) (kip-R) (km- (kip-ft (kip-6) (k) (k)) ki• .4317( j®_ 5 -2.10 -2.10 NON 's r�y�JaY~��; oo 3 : � w' iJONL :. '15 0.11 0.11 NONE �, f has ®z c 71.08 8.84 15.54 E69 <?� ,3 v 4� ,Ac -060 18.12 16.08 1 24 ® ; IRIS 71.24 8.97 15.81 -6.94 'r� .062 18.38 17.29 1 09 „2 1 09 ,' 0.10 0.10 NONE v 00 _z 0.00 NONE l i 007 0.00 NONE IIIII E 0i ' � f : 1M�` - aoo NONE sfiC.ti7 1=z iiANr s�s?� �: 000 NktN: MI � � �+',Z 000 b� � s� 0.00 NONE`+,,:. 0 0 i � �.- ' '., i_ 1 0 00 ON 0 00 ,NONE 00 <..: � _._6: N Hddown Ctr.Onset Rom SW End in £= 0.00 -87 55 N.E.T. 3/282014 ..CT ENGINEERING E&W Top Floor SHEET TITLE: 5� ,.;ail 4 P CT PROJECT*: CT#14051 Plan 3713 Twin Cre ks,Elevation A Doph.Level: r NOTE: LOAD VALUES SHOWN ARE FOR Direction: Typ.Panel Height ft. SaiemleVl- 2.&kips Deakin Wind E-WVI- T.3 kip. COMBINED (DOUBLE PORTAL}WALL SEGMENTS Sum Sslemlc V I- 7.2 kips Sum Wind E-W V I- 18.3 MP* 1)DISTRIBUTION TO SHEAR LINES Trib% V level Above Line Load V abv. V total Line Uniform Shear,v Line E W E k W k Set Line Trib 2nd Line Trib. E W k E k W k L ft E •1 W s£®' i 2.90 8.34 ®' rfl 2.72 6.37 23.06 276 4 909 1, 0% 0 0t 0.00 0.00 0.00 0.00 0% o o 0.00 0.00 0.00 0.00 fir vYi 0% 0 0 q,✓yl 'A ( - 0.00 0.00 0.00 0.00 ' � . 0% 0 0 a"'aa ,'. '„ 0.00 0.00 0.00 0.00 �; 0�- 0 0 w y„; ,',,, z, vv 0.00 0.00 0.00 0.00 Balance Check: ok ok Balance Check: ak N.GJ ok ak 2)DISTRIBUTION TO SHEARWALLS E.Q. E.Q. E.O. E.Q. .Q. Wind Wnd Wind Urn ID Lwell Ce Lwall' l-I.. v V Amplifiers v Type Type v V (5) (R) (ft) (Pif) (k) N 2w/h r.i OM (PIO (k) Cil ,:6 C7 C6 C. CSI C,*i G7." 17f (;-i4 120 2.90 1.00 .00 ' Ursa((('''"I'''I''''' 7 o 0 00 0 0.90 1.00 0 0 0.00 II s y p 0 00 ..�« �. 0 0.00 1.00 0 0 0.00 i 1 $ d >isk ®®a ® too ®pulaingal pip 2.67 a tTT7 IKI 0 or to ti:::,,,;;;; ;'''-'•' :te ® ®�®® l r it ,,. l� ,!..:,..:;:::.r,::',:,......,..: 7 iae ts •,� In 7) 000 .f r 000 100 1.00 0.00 p , :.. 00 7( J • 0 0 0, .00 _ 1pil„ 0,r 9µ,3.i 0 0.00 100 1.00 0 0 0.00 p- 1.00 o'Tabie 4.3.4 AF&PA SDPWS,Footnote 1 'Spada)E.Q.DL Uplift Factor DL Uplift Factor wiNfnd. 3)OVERTURNING RESISTANCE I Selemlc Uplift Wind Uplift Resisted Reaieled Reduced Net OTM Add! Seduced Net OTM Add'I Max. Line ID LDum, µdl ID(0) 10(92) Lem OTM Rme Level Abv. Total ❑ U U„m OTM Rmu, Level Abv. Total U U,,,,, UW- HD (R) (klry Above Above (R) (kipR) (kip-R) (4-ft) (kip-R) (kip-R) (kip-ft) (k) (kip) ki. y ® h r 23.90 28.39 59.79 -33.40 -107 32 „� -4 49 57.69 84.96 7 28 70 44 ( -2.95 -2.95 NO E 'rte �..zv3� rn. 00 � �:.a.' �SJ?� �. 00 ��'� , _� e3_3,.T. ' 0.00 NONE �P ® #; � : 13.15 14.39 33.17 -18.79� N 1® �x =-nom -1.43 33,68 37.47 &a,, .6 29 4.29 NONE ,'a I'l ® � 8.4) 10.37 12.40 fr 2 03�6;y -0.22 24.29 13.53 10.75 g 10 75 a3; y" 1.74 1.14 STHD74 % 1 .. -_ a� <1 ;_, ': 'L`'z 0.00 NONE EZ 00 �' � t } y,r 0.00 NONE .. M 7. 80 "..z a � _; ®7 a: - T c 5 r ,� sem: �_•" s r;s ( � ' o 00 NONE v%i 0.00 NONE r. Haldown d r.O%set M1om SW End ,In L= -87.55 -118.89 N.E.T. 3/282014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3713 Twin Creeks, Elevation A WALL ID: N.2.A V eq 2199.0 lb V1 eq = 1722.3 lb V3 eq = 476.7 Ib V w= 4506.1 lb V1 w= 3529.3 lb V3 w= 976.8 lb „ ►µ1 ► v hdr eq= 72.4 p/f head I Lead = 1'`` z ��•%'',Y - � 8'% h �.. f'^3 F �� Y�, 1.10 Il ^z ; 61 F2WALL TYPE H pier= ' plf P6TN E.Q. plf P6 WIND feetb H total= feet H sill- 1.5 .E 1 E 3 R feet - � REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 16.f1 L2= 10.0 L3= 4.4 Htotal/L= 0.27 0 0 A 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 A WALL ID: S.2.A V eq 1091.8 /b V1 eq = 543.7 /b V3 eq= 548.1 lb V w= 2237.2 lb V1 w= 1114.0 lb V3 w= 1123.2 lb ► ► v hdr eq= 96.4 p/f ► • H head= gg • y:. p • 1,10 ft E • • WALL TYPE H pier= P6 E.Q. 5.5 • P4 WIND feet H total= �1 , 8.1 y fix � d✓x�+ �dro��^�5s�� 9�a�t,n "N feet �1 r 3 J`v � s �s ,^h' � ��/a 3`��, ,p m�',�a✓ - s � � ls" �:� '. F' Y' s`a 7 ws H sill= � 1.5 feet •s� Zvi �'� x �� " ✓ �a� .,� � � • V • 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 0 4 ►4 ► Hpier/L1= 2.26 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 A WALL ID: 5.2.13 .: V eq 1107.2 lb V1 eq = 893.8 lb V3 eq = 213.4 lb V w= 2268.8 lb V1 w= 1831.5 lb V3 w= 437.3 lb ► ► v hdr eq= 96.4 plf ► H head= z v »�. � 's �' 1 -d 3 ' r s s � �� _ � 1.10ft x 3 ^ � � s WALL TYPE H pier= �,r plf P6TN E.Q. plf P6 WIND feet H total= feet 3A r H sill- 2.0 feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 6.5 L2= 3.5 L3= 1.5 Htotal/L= 0.70 0 0 4 ► Hpier/L1= 0.78 0 Hpier/L3= 3.25 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 A WALL ID: N.1.A V eq 2899.6lb V1 eq= 780.2 lb V3 eq= 2119.4 lb V w= 6339.2 lb V1 w= 1705.6 lb V3 w= 4633.6 lb ► v hdr eq= 120.1 plf ► 1.10fty� WALL TYPE 4 3'13s ar 3h3 1� H pier= plf P4 E.Q. P3 WIND feet H total= t Y '''�' $a a3� - % "• . , y; feet '',H/•r£ cya. ! "1 I vGfi'-Y'�' S"�'Y,!1 H sill= feet •pgi� r- br . . iF, i.<< r:fw 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 0 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 off # si u w • 44' . ata �r �► /�'A ec MG o is • 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 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.) ) Shear1"M(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 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" 10 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 nota 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 I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening l 4 _ opposite side of sheathing Pont y \ IIIPP • " 1 — wall • 111 height . -raj z "� •, $ , 1€t' � s Fasten top plate to header r i youry with two rows of 16d • � <_a-��§19tA1�Yl �lV� }-_-- sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max - total LN-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 occur over and be 10' ::.i. Min.double 2x4 framing covered with min 3/8" • nailed to common blocking max •.i" thick wood structural panel sheathing with ;-/• 7',:,.. within middle 24"of portal height ,Y 8d •common or galvanized box nails at 3"o.c. ; height.One 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 kik construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of f4Min reinforcing of foundation,one#4 bar i 1 jack studs per IRC tables c top and bottom of footing.Lap bars 15"min. t ,, R502.5(1)&(2). 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 info framing) 2 o 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 wvvw.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:help@apawood.org Form No.1T 100E Revised April 2014 DISCLAIMER:The information contained herein is based on AM-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 APA—The Engineered Mimi 180 Nickerson St. CT ENGI N E E R IING Suite 302 Project: f?70-GoC1 @ 3 .A be V`J, Ma-- Date: eattle,W WA (206 285-4512 Client: a'(: •••• �! ( 3, ( G "r✓�l�r7,�J Page Numb er: (206) 285-0618 I f 412 ItisVn --)(F ALI!' po , Xd6`` ►Z" knee t3nt FDRO-r4) . i.0-77));44 o 'D a r� BSD (r (. (.16 � $�Z 3 e-1 ) (Oil) (6° P h , C1)C,2 l,4 (,t3 � z 66 ,°i4 Y• (es Kt� tot' ) c{ _ 5` ' X FG, )/(2 A-4- ot_ 0,;66 "jv ��x�2 L,-9-13 Nle 112. ct¢4- , eAL6 eg_i9vilts Paif- •--� d`ep1' OPyr AIGN. asoe M Vk' Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 EA Table 2.2A Uplift Connection Loads from Wind t • •• , , (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) 700-yr.Wind Speed _110 115 120 130 140 150 160 170 780 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1,z,3,4,s,a,7 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 o O psf8 36 272 298 324 380 441 506 576 650 729 856 Z M 48 350 383 417 489 567 651 741 836 938 1100 ert71 . 60 428 468 509 598 693 796 906 1022 1146 1345 m • 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 �ti ei, 48 38 71 105 177 255 339 429 524 626 788 4�. • 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, 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 1216 192 24 48 Multiplier 1.00 I 1.33 I 1.60 2.00 I 4.00 `i 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/telling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or `' wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) 1 z. for each full wall above. (),l `• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the x; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. r 7 For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length -t:'6',.-'. includes the overhang length and the jack span. i' s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. r4.. Ala. AMERICAN WOOD COUNCIL a 180 Nickerson St. CT ENGINEERING Suite 302 INC. Seattle,WA Project: -TY1►n/►+ 11- i Z+ Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 V4.1\1i) L°.1SCO PVR4- 717)'14$ 7Is9 Cf,AVZ&c7)6kJ ►�,s SPP WSW :A Mvi* I ( u-L71 V.. g • / 5 • 1)2_ •�,. •C, fukav 71ks 17)1 . ' 36 w - a (AMtg. 1p8 1/ • H V = -� 2 D,C, D; n, • - 6 -i -n9vvi6 (6112A0A . = _ (4)(7,) 1,0) 6,6) - P, A,0 o 6-6y Vby_ ►Pc () -YP cio 64, Pktil ,q. t fraMetves e -?1.70s_ .1,2,{t_ (5Y na-.0 6.64-AF Structural Engineers TRUSS TO WALL CONNECTION ';I'1 VAI H., /OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 10'1111 1 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" .100 ,,v) 1 I-12.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5:,:) ilii 1 SDWC15600 - - ;i+ IIS 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" Iw 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1iutl ?.ii.. 2 (2)SDWC15600 - - ,i1 .. 7;n 3 (3)SOWC15600 ROOF FRAMING PER PLAN 8d AT 6" 0.C. -- S 2X VENTED BLK'G. r 0.131" X 3" TOENAIL �," AT 6" O.C. 9 r \ H2.5A & SDWC15600 STY F COMMON/GIRDER/ IRDER TRUss SIL-- 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 VAI Ur, i OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI 11-f fi PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 4on X115 1H2.5A (5) 0.131" X 2.5" (5)0.131"X 2.5" •`.��.'� -L 110 1 SDWC15600 - - 4Y, iib 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" if)io 7)(I 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1(170 2211 2 (2)SDWC15600 - - 9711 2.10 3 (3)SDWC15600 - - 14!):, i45 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 8d AT 6" O.C. IIIIIIIIbiikSDRC STYLE CONNECTIONS _ 2X VENTED ,G ' min ; { . ill II I H2.5A & SDWC15600 STYI 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 Suite 302 I N C. • Seattle,WA M 98109 Project PP. 01, h —.1,, ► , ' Date: till, (208)285-4512 VAX: Client: Page Number: (206)285-0618 . • • • • tee ' . L : kr& All1. , , , , , • '` ,'� ti I- • . c , • I II 1 1 1 I ; I . . . . .. „ , . . I , , ; ; • -,it 1 I _ i .,, ,,,...,......., .,. - , • i meq+ I _ . , , ,, . . „ .„ • , • , , , i . , .. i .. , , , , , , „ .. , , , , , , , , , , { , , . , .. ..:.., .....1. ;, ,, , • , , , ., . . 0 ,ID,33 ,c.,jt.'s1=, *-7 1 r)265 I iI I 1 r I I I i ' II I I I I- i 1 jl iI I .:_ 1 If 1 II ; 1 i ! I 1 1 ! i I • I II 1 1 I 1 I I 1 I i , i I i 1 , . III , ' i I I ' I f .I + _ I •. .. _ IIII 1 I i I I i. 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(zco-42 . • , , ,.., .a5r1::),. , ..F.., A\ 4 k 1. i . . , 11--"H, c,, . • F-4-- , tiq . ' I . ,o I I , i • �r is i . ...i i , _1 . I i 1 i 2 ; ; r:iff ' . . I, 14 [7 I, 1 - � ` Lore` I • ' w, _4/ Fryr� ,-s.... 1, iV�1-;.•[......4.-.i... I I L , • ,- ,,,,, 'v,v,,, v,,,b•i,,.,,, ,,,, !C ,• ,,,. ,,,,, ,., -.\:, -,.,, :,,, ,,, ., ,•, ,.„, ,s. N 1 72 #? = 75 3'p Sob+ 7a-vzob s72.. 0:., 7 (G+ 2 _i., , , . 905 : 5., �;Z�C ,-; 52 i` S 3 7'�� , " �` SJR' Structural Engineers 1 180 Nickerson St. CT ENGINEERING Suite 302 �,�/ �/ Ny� / Seattle,WA 1 -1 ( IV :—r,,,-,-,,,,,I Nc.`'\ - N c.* ( I 5 _ - /2S� 98109 Project: �� Ga Date: (2orii)28S-9512 FAX: Client: Page Number: (206)285-0618 • • Ii I 1 1 • .• . .Fol IST 'L0 . °N Co T. ) +C7., • sib , rte, _,, _ , 4 i.i\iJ . • 1 • ! I • : Ni, . I ' 1 . � �tt ! n�lL 1 I I I 1 1 _- .�..- `WCL ',r, • 22 1 , 1 I I I..,_ ��1 �t �, I , II 1 { I , I 1 , .1. - I 1 , , , i +• I , I 1 i I : • 1 1 11 : 1I_I 1 • ON 1 -,.._• ,_.•„..‘f-711 .. 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