Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (27)
/uSTA.0/Co- 3 CT ENGINEERINGStructural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 APR 14 2016 Structural Calculations CITY OF fier ; River Terrace �o PRo, Plan 5 co 1 , Elevation A 1d I�REG�iNA Tigard, OR ��� 22 Vccc/ � c!FS 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 INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: 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. T SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOFRoofing- ' 3.5'psf Roofing -future 0.0 psf 5/8"plywood(O.S.B.) 22`psf Trusses at 24"o.c. 4.0 psf Insulation " 1.0 psf (1) 5/8" gypsum ceiling 2.8psf' 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(0.S.B.) 2.7 psf joist at 12" 2.5',psf Insulation1.0'psf (1) 1/2" gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 1 1 1 1 1 1 1 1 1 1 -•- 1 1 1 1 I i 1 I I I I I I I I I I l I i I.. .. ... ... 1 I I I I I II I i ...J r, ,71 1 -2?:x 3,6% I I AT= I • I °:' 1 .AdcEts. 1 16- 412 6 73 / \ --1 _ ROOFF TRUSSES A124"0.C. - - I I -.R.', ,„ T x" WI co EL = 73 L J ; ' -----„,„„ ] , , ..„....._ , , ,., , • i co .. . k../ X I \ I I I I I I I I :I I I I I G.T. 1 GT.a 4 I I i I I I I I I X I ttl 00 I I . / \ li I I (ri 2 1 1 HER 1 F (,.)2x8 I-1DR (2)2x HDR (2) i iliN=.11 1 3 RB. 6 .,.: k RB. 8 RB. 7 S c _•a Q Z7T ,L • G f's •s 1 1 E r 0 6 I ,, IIIII , I , J Liimm ,„ „„ „ 1 1 , „ , , 1 , „ , , A - I I 1 L L1 1 1 , 11 , 1 , „ I L L v-i ------- . _, L ill ••••••••111•1101111111 . II I I II . \ / IT irK . S1.2 P4 STHD14 1 .Mb 3.5x9 GLB HDR 1 .Mc 4x10 HDR 4x10 HDR 4x10 HDR 1 .M. —_ r B. 2 B 3 �_ B, 4 B. 3 r W N i I N i_-J----- -- _ -----J 0 ~ o 1 LL.m Z -H LL U ____J 1 a O ' ---- 1 G - of c I 0 II 1 I N II N 1I - 3.5x14 13IG BEAM FB 3.5x14 BIG B VI FBI_ 3.5x9 3LB HDR •-t_t---1- - -� - 1 1- I ii jB.10B. I1 B. 12 Z4x_ OHDR I `-, 1I > 3.Ig 1 \ STAIR / ,cr p $ I 14I I \FRAM ING STH 141 STHD14 j \ / r I co I r P4-.) i \ / v II /\ 11 i / \ (P4 j / \ 1 1 \ STHD14 / \- STHD14 _ 3.5 14 BIGBEAMFB 5.5x18 GLB HDR --- i��T� � ��� ��� B. 13 II B. 14 - = 16 I L I I F)- II 1-4- 0 7 _+ Z c T 7 40'-0" 3.. 4'-0.. 3.. 6" ♦ INC.SLAB O -0'-7 1/2" -0'-3" T.O.S. climiw • \ -.• STHD14 STHD14 _ _._._.-. -._.-r._.r._.-r._.-._._. . ._.-._.-._. -._._._. _.l . 1 IL `.-I . 14'.-.0.$/:" • . . . . . . - - • - • • • • • • • . . . . _ 11' 3.1/4 I 1 1 t i . .I FLOOR JOISTS @ INSTALL SYSTEM TO.ALLOW . • .• • • .i. I P U.N.O ri � ADEQUATE DRAINAGE AT ( • . . . zo I.' 1 9 . . . . • � CRAWL SPACE. • • . . c i• .i.' = 118'x18"x10"FTG. . . . . I .... . I.. I o . . WI 2. .#4.EACH WAY TYP.. . . . I - 1 O -1 . .1/2.'1. . . . . ..i. x . . . U.N.O. . I , • M,. L -71/8 9 -0•1/2".. • • • 4'•__0" 6`. 8'-0 1/. � 1'-111 1/2"I N; i 2x6 PONY WALL FOR ..- - . L . .: -. -.-. •- -- - J r BEAR1f�GWA . .ABO --; - _moi. . - I . . . . . . . . . . . . . . . . . . . . . .L-- . . . C0. - . - . - . - . . 1' r'z•X ar Ji - - - - 11 75' WIDE LVL TO.MATO. 1 JOIST. I . j. .c L I . . . (DEPTH ABOVE BONY. . . . . . . . . . . . . . . . . . . . S . . i. 1. - - , -1'-0 1/2" i. ; 1 `1 te 1 . . . . . . . . . . . . . . . . . . .. .F. . I'. I 4 STHD14 t I -1'-3' F . _. 1 . 1. CP4) I I 1 . . T.O.S. 1 •. 30"x20x10".FTG • 175"WIDE LVL TO ATCH 1 1 1 W/(3)EA WAY I JOIST DEPTH ABeVE PONY_ I L . 1 WALL:. . .. I. 20'-6" 1 8' 2.3/4 }_ 11' $ 1/4" 1. /t 1 . . . . STHD1.4'. I . P4. . STHD 4 /2"CONC.SLAB 1 1 . . . sD . . . . . . . . i. I \B SLOPES 3 1/2" 1 1 . I. I AI BACK TO APRON 1 1 1. CT Engineering Project Title: { 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014,918AM �tl i 1;1 itz� IMP �� 0 y,y 4 £Ft + , 198 47 ,Build z3A191- -49r741-Alk;-:::::v.s E ,,,,;, of .5„,,,;,, ,, , . Lic.#:KW-06002997 Licensee:c.t.engineering Description PLAN 5.A Roof Trusses Pint Bem� De '7;`„i''',,,,, GT a1 ,.�...... 7 m ,. '� »ft - Caicu?„ rt[EDns per 2012 NDSC I„ Cti 2 C1-39:033-, AS # BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 750.0 psi Fc-PHI 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 6.765. 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 D(0.0450)S(0.0750) Fb:Allowable: 697.70 psi f * + * Load Comb: +D+S+H ¢ 44.0 ft, 4X12 Max fv/FvRatio= 0.568: 1 fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 44 <360 Total Defl Ratio 28 <180 Woo'® Ix1 ®esign GT a2 ;. Calcuiations s +12 NDS i�;} .2012'CBC 2013 AS `7 1O BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 750.0 psi Fc-Prll 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 6.765. 1 fb:Actual: 4,720.15 psi at 22.000 ft in Span#1 D(0.0450'S(0.0750) Fb:Allowable: 697.70 psi { * + Load Comb: +D+S+H # Max fv/FvRatio= 0.568: 1 44.0 ft, 4x12 fv:Actual: 96.55 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E i Downward L+Lr+S 11.778 in Downward Total 18.845 in Left Support 0.99 1.65 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.99 1.65 Live Load Defl Ratio 44 <360 Total Defl Ratio 28 <180 VIVallOm Design G1-_-a3 \ K, d , ons pair 2012 N �i 20* 2013,.SE E 7 10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 750.0 psi Fc-Pr!! 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,0.0 ft to 6.0 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 klft,6.0 to 20.0 ft,Trib=17.50 ft Point: D=0.990, 5=1.650k@6.0ft Design Summary Max fb/Fb Ratio = 8.264 1 as�: ,.� D(0.2625)S(0.4375) fb:Actual: 6,075.59 psi at 9.667 ft in Span#1 D(0.030)S(0.050 . . • Fb:Allowable: 735.18 psi �v A � Load Comb: +D+S+H �.r .._.: ,� .�.._,- a... . ...,. Ma_ e..�ko� Max fv/FvRatio= 1.475: 1 20.0 ft, 4x12 fv:Actual: 250.69 psi at 19.067 ft in Span#1 Fv:Allowable: 170.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 3.106 in Downward Total 4.970 in Left Support 2.13 3.55 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.71 4.52 Live Load Defl Ratio 77 <360 Total Defl Ratio 48 <180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,9:18AM ti og, 1T41"j 4 i ; =NF #i ,t �1l f 4 i2e(� , 's Licensee:c.t.engineering gLic.#: KW-06002997 Beam Design GT a4 Calcul�tlair ;® i 2 IiDS,IBC 2012., I�f'„2013,ASCE 7-10 BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 750.0 psi Fc-Pr!! 700.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 750.0 psi Fc-Perp 625.0 psi Ft 475.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,0.0 ft to 5.50 ft,Trib=17.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,5.50 to 11.50 ft,Trib=2.0 ft Point: D=0.990, S=1.650 k @ 5.50 ft Design Summary . ,BY, D(0.030)S(0.050) Max fb/Fb Ratio = 3.016; 1 D(0.2625 S(0.4375) r + fb:Actual: 2,239.39 psi at 5.482 ft in Span#1 Fb:Allowable: 742.56 psi Load Comb: +D+S+H Max fv/FvRatio= 0.849: 1 A A fv:Actual: 144.30 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi 11.50 ft, 4x12 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.337 in Downward Total 0.540 in Left Support 1.66 2.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.95 1.59 Live Load Defl Ratio 409 >360 Total Defl Ratio 255 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:5 MAR 2014,5:00PM fit£ SS T '----t4:0-,,,, Y (' f /0f I tl I A� anu Itf1 p , ',At., ,z7A.,.,.. ribi`r 4483.2044,-;b0.14- 23 �,,. n,_ l� :.. Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.As.Top Floor Framing No©d *De m n 4,, B.1 `' F .... f r,F_ , x-,"Calculattco ,per ane N,,,„. B 2012,'CBC 2013#,ASCE'PIO BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 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=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft Unit Load: D=0.0150, S=0.0250 k/ft,2.670 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.990, S=1.650 k @ 2.670 ft Design Summary 0(0.0> �1_(0.5740)___ Max fb/Fb Ratio = 0.795 1 + °(iO4 i -'x(0710>+ + + • fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.750S+H • Max fv/FvRatio= 0.588: 1 A AA fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft,4x10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) P. L Lr S w E H Downward L+Lr+S 0.024 in Downward Total 0.038 in Left Support 1.05 0.87 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.60 0.87 1.84 Live Load Defl Ratio 2120 >360 Total Defl Ratio 1333 >180 Mond Bea Sign B 2 � -Na: alc = e3'F�012 NDS,13C,2612 BC 01Z ASCE 7 10 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PHI 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 3.250 ft Design Summary tt� °( Max fb/Fb Ratio = 0.792; 1 + * D• 50)S(.5750) + fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 Fb:Allowable: 2,738.45 psi Load Comb: +D+0.750L+0.750S+H • ,. ... .: :: .. �..,. 0 Max fv/FvRatio= 0.615: 1 A A fv:Actual: 187.53 psi at 5.763 ft in Span#1 Fv:Allowable: 304.75 psi 6.50 ft, 3.125x9 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) g L Lr s w E H Downward L+Lr+S 0.119 in Downward Total 0.189 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 654 >360 Total Defl Ratio 412 >180 Wad m'Mato E 3--- / - , a --,-41,,,,, -.Mt,t. alcuiataons'per 2©125,ec 26'l 2613s eop 710 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 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=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 1.50 ft •CT Engineering Project Title: , 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:5 MAR 2014,5:00PM i f iru ra i1 », f � 1 kY ` - off '-:7-7,z1-4011100-1400T4 £ , ,,. / ... .�iEh,,,,� ,,. ..�� �'','fNE 1 ,, ,,,,� ��$itDdfi14; � ,u,�,,,, Lic.#: KW-06002997 Licensee:c.t.engineering Design Summary y t ° 1 (�.5750J Max fb/Fb Ratio = 0.681 • 1 + +oe 15 u fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi Load Comb: +D+0.750L+0.7505+H • • Max fv/FvRatio= 0.502: 1 A A fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 ft, 4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 .87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 Wood B0 am Desi . B.4 ': 0 _a /ice -;-t, >CalcUlatroniTier 2612 NDStIBC 201ZtCBC 2013,AS '-10 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 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=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary 017�, Max fb/Fb Ratio = 0.578; 1 Y6' fb:Actual: 715.19 psi at 2.125 ft in Span#1 Fb:Allowable: 1,237.45 psi _ .. Load Comb: +D+0.750L+0.750S+H • • Max fv/FvRatio= 0.401 : 1 A A fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 n,4,10 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D I_ Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 Total Defl Ratio 1632 >180 VWoodi seam ©@Si n. ,, B-5: (T)11 ) „„ "� Cafiiations per 2012'NDS,IBC 201 BC 2013,A E 710 BEAM Size 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unit Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary0 0e, Max fb/Fb Ratio = 0.109. 1 t 1 Air t fb:Actual: 127.33 psi at 1.375 ft in Span#1 Fb:Allowable: 1,169.59 psi ilh Load Comb: +D+S+H ��� ger Max fv/FvRatio= 0.092: 1 A A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.750 It,2-2x8 Load Comb: +D+S+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 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147 >360 Total Defl Ratio 9430 >180 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed.5 MAR 14 j4 '','?''',6„' -r es , //.� ,-Z-''''. /i r� r AA, i r/ -e a r/ E �° 14'1 a. Mul 1 1 �ll pie H aim `,.:: y j 04 y:..,.. ./4vE#+1�,,1 1983,w1,�,� ,$ d" 't4'i, ' €t o-A." 23 Lic.# KW-06002997 Licensee:c.t.engineering ifo4B€a 1f ©esf ll B 6 7. , Galcwtatians per 2(I NQS, m 2011 tBC 20''3,8 ASCE 1r 10 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.520; 1 ���"_� fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi Load Comb: +D+S+H 411 411 Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 6.0R,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L Lr S w E H Downward L+Lr+S 0.039 in Downward Total 0.079 in Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.12 0.38 Live Load Defl Ratio 1843 >360 Total Defl Ratio 908 >180 00d Bea 1 It1t B 7 ' �"M , 'a z., . 'Nz ,y. Veulitions per 2012 NLS 1BC 2012;CB 13A E 7 414.4 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary e Max fb/Fb Ratio = 0.292 1 ��"��_ fb:Actual: 340.95 psi at 2.250 ft in Span#1 . Fb:Allowable: 1,167.23 psi a ----• Pz Load Comb: +D+S+H 411 A411 Max fv/FvRatio= 0.195: 1 fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.50k 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) g L Lr S w E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Defl Ratio 4369 >360 Total Defl Ratio 2152 >180 We*id Be ni��gn -, B8 f • \ / iOal1tZ1 2 �y E3C\#2,>;iBG 2013€ASCE71t. .� ‘.. ... / `.t, '':, .:,.• '',%,' 'Z.,'''' ..gni.,, . .,. . .. ., .. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood 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=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 L 0.590 Max fb/Fb Ratio = 0.277; 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psis . Load Comb: +D+L+H 411 411 Max fv/FvRatio= 0.205: 1 fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 n,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Defl Ratio 5633 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 5 MAR 2014,5:00PM �uI4.1thft 1.-1 Ie a#J Bea rjy y -� sw?" ... - i,/ - �,s, G '.. .,.. . '4r, ,< -et � % 1W(; Ei3 L IPtw1 .,� i 174,;:!....4* er'S 1? I- ✓,,,v Lic.#: KW-06002997 Licensee:c.t.engineering Wept Bea, -tin B29-- *A :-,- ,,,,,,'.,-, k,,44.--:., y/ , k, ;; i � Calcutatla er 2012 i11DS,1100012,CBCi01 f E 710' BEAM Size: 4x10,Sawn, Fully\Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 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=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 L 0.590 Max fb/Fb Ratio = 0.277; 1 =:_ fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H IIP�.... • Max fv/FvRatio= 0.205: 1 A A fv:Actual: 36.84 psi at 2.730 ft in Span#1 Fv:Allowable: 180.00 psi 3.50 n,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Defl Ratio 5633 >180 Wo©d Bear' Ign . B 10 Gaicutat. i t • r 2012!SIDS*APC 2012,CBC 2 3,ASCE 71 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 L 0.590 Max fb/Fb Ratio = 0.372; 1 �,........... ....... fb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40si Load Comb: +D+L+H p • • Max fv/FvRatio= 0.295: 1 A A fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft, 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Defl Ratio 1877 >180 Wood Beam Dem.ito5RB 11 % u. • I' ' i Gell 2 N1DS,IBC 2Q'i2SC 2013,ASCE 710 BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 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=14.750 ft Design Summary D 0.2213 L 0.590 Max fb/Fb Ratio = 0.198; 1 ��........- - fb:Actual: 431.05 psi at 2.250 ft in Span#1 Fb:Allowable: 2,180.79 psi �� F Load Comb: +D+L+H Max fv/FvRatio= 0.175: 1 A A fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 ft, 1.75x14 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 0.012 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 6120 >360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:5 MAR 2014,5:00PM itl; i h .N.- r *- 1,,-s� , �E 6 arr urs i �� fp-` 1tri ie B Am 71 ;/ i ,y rr I ' INC1LA14051` *T1 HI.H.. �,� � �.- � ,.;: ,,,,,: ;:..:..5�//.�����. 6,,,:- „ ,.,F,�.:;..�.� r� ,, _.. �.+,TPIC.X993-2U14,1�tIiIdS'14'Y�. **44: , * Lic.#:KW-06002997 Licensee :c.t.engineering Wood Beam Design B 12 cuia#ons per 2012 NDS.,113C 2012,;CBS Zt)18,ASOgq.. BEAM Size: 3.125x9,GLB, Fully Unbraced OR 3.125X10.5 Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 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 Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.0 ft Design Summary D 0.210 L 0.560 Max fb/Fb Ratio = 0.736. 1 fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 � Fb:Allowable: 2,379.75 psi .r. �..: Load Comb: +D+L+H Max fv/FvRatio= 0.504: 1 A A fv:Actual: 133.60 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 6.0 n, 3.125x9 Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.152 in Downward Total 0.209 in Left Support 0.84 2.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 2.24 Live Load Defl Ratio 632 >360 Total Defl Ratio 459 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618�ggp Printed:25 MAR 2014,9:28AM ��_ .t%a'eg 1it11�ljp1 •@ k E gji J ',5,5;,,:t ! ,,: „i I,, : ! n A ! tI 1.$k""Po j'� T t.E li_I � �' �y F„ .... NEI7 ALC J G�E4 .3.201 4 Built 3 '3141.23:. Lic.#: KW-06002997 Licensee:c.t.engineering Description PLAN 5 Ak Top Floor Framing, Cont. •CmieaDe' _, 1'3:13 " 4/... �' '. culations per 21112 NDS,IBC 20 2013;ASE ? - BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary BE84 ii 6f%83 Max fb/Fb Ratio = 0.422; 1 , fb:Actual: 962.10 psi at 4.250 ft in Span#1 Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H • yti • Max fv/FvRatio= 0.310: 1 A A fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D I_ Lr s W E H Downward L+Lr+S 0.078 in Downward Total 0.097 in Left Support 0.83 3.49 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.83 3.49 Live Load Defl Ratio 1306 >360 Total Defl Ratio 1055 >180 W 8 t. ... eam DeS1 13.14 .,7 �`- ` a` Ass O/cutationsr' Ir ND.%,t�IBG ,.. ..... ° _ CSC 2013,ASCE 71€4 BEAM Size: 5.125x18,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 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 Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634. 1 D oleo L o aso fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 .„ Fb:Allowable: 2,313.03 psi �`• Load Comb: +D+L+H y , ..., ;z <•. Max fv/FvRatio= 0.350: 1 20.250 ft, 5.125x18 fv:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D I. Lr S W E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596 >360 Total Defl Ratio 433 >180 W s +yam D',=:?,. " B15 z ',..,.,,, CilcutatimiiWii NDS,iBC 2012,tiiC 2013,ASC jET 10 BEAM Size 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 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, L=0.040 k/ft,Trib=9.50 ft Design Summary 130.1425 L 0.380 Max fb/Fb Ratio = 0.264• 1 fb:Actual: 268.39 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H ID • Max fv/FvRatio= 0.216: 1 A A fv:Actual: 32.43 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.01t,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s W E i Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.21 0.57 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Defl Ratio 6403 >360 Total Defl Ratio 4657 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnnted:25 MAR 2014,9 28AM wr i tl i Fs ,:;,50,q 0, r - y 1 ,�°� 4 . ,r,0,-.• l - cs - ::"Me:-.1:E C,,, < 1 f'445,',43141 0:23r 41.23 Lic.#: KW-06002997 Licensee:c.t.engineering Wry Beam Dina 11 B 16 ...., A24. g.,!‘-', calcutaitians Per 2U1 NDS,t)j3 X/12 C 2013,A 'E7-10, BEAM Size: 5.125x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 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 Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.771; 1 i P ' ��fb°��Q� fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi Load Comb: +D+L+H •.. ._m ._ � _ ......::• Max fv/FvRatio= 0.369: 1 A A fv:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 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 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load DeflRatio 364 >360 Total Defl Ratio 260 >180 �oo&Beam Design B.18 , �, , ti.... ,/ ca c at1ons r 2012 ND6i%BC 201XICBC 2b13,ASCE-110 BEAM Size: 2-2x8,Sawn,Fully Unbraced Using Allowable Stress Design with IBC 2012 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, S=0.0250 k/ft,Trib=4.0 ft Design Summary o 0 060 5 010 Max fb/Fb Ratio = 0.272; 1 �1 � �� fb:Actual: 276.24 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi ;. �:' n�.� .. ..� __ . .. Load Comb: +D+S+H II IIII Max fv/FvRatio= 0.159: 1 A A fv:Actual: 23.87 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr s w E H Downward L+Lr+S 0.017 in Downward Total 0.027 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 3949 >360 Total Defl Ratio 2468 >180 CT Engineering Project Title: , 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6 MAR 2014,s 21AM :���� e r .a m. ,n, .. .... ,,, a INC `"1914 3 et 12 `. Lic.#: KW-06002997 Licensee:c.t.engineering Description : PLAN 5.A1 Crawlspace Framing Wood fhcani Dees CB.1 k 7 A A Cat - 04,2012 a Di. C 201%BC 201C BEAM Size 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 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=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0.823. 1 fb:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073,71 psi , Load Comb: +D+L+H 411 Max fv/FvRatio= 0.403: 1 A A fv:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 ft, 4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) g L I S w E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222 >360 Total Defl Ratio 888 >180 TJI JOISTS and RAFTERS 1 1 .• +• . 4. 1 Code I Code Code 1 1 Suggest Suggest Suggest Lpick ..Lpick Lpick 1 Lpick . Joist 1 b r d Spa. LL DL i M max IV max El L fb L fil 1.L TL240 L LL360 L max TL deft LL defl. ! i L TL360 1 L LL480 L max TL defLITL deft LL defl.,LL deft t t + size&grade iwidth(in) depth(in) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft) I (ft) (ft) (ft) (jn.) (in.) ! 1 (ft) I (ft) (ft) (in) I ratio (in) , ratio 1 1 9.5"TJI 1101 1.751 9.5 19.2 40 151 23801 1220 1.40E+08 14.71 27.731, 15.23 14.80 14.71 0.66 0.48'. ' 13.31 13.45 13.31 0.441 360.i 0.321„ 495 - + 9.5"TJI 1101 1.751 9.5 16 40 151 23801 1220 1.40E+08 16.11 33.271 16.19 15.73 15.73 0.72 0.5211 14.14 14.29 14.14 0.471 3601 0.34 495 . 9.5"TJI 1101 1.751 9.5 12 40 151• 2380 1220 1.40E+08 18.61 44.361 17.82 17.31 17.31 0.79 0.58! i 15.571 15.73 16,67 0.52 3601 0.381 495 9.5"TJI 110 1.7511- 9.51 9.6 40 15! 2380 1220 1.40E+08 20.80 55.451 19.19 18.64 18.64 0.85 , + i 16.771 16.94 18.77 0.56 3601 0.411 495 0.62.!I' I' . 1 1 9.5"TJI 110 1.751 9.51 19.2 40 10!• 25001 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51t t 14.27 1197 13.97 0441 384 0.35: 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 1726 16.34 16.34 0.68 0.54 15.17 14,84 J'•,.. 14.84 0.46 384. 0.37. 480 9.5"TJI 1101 1.751 9.5 12 40 10 25001 1220 1.57E+08 20.00 48.80, 19.11 17.98 17.98 0.75 0.60, , 16.691 16.34 18.34 0.51 3841 0.41. 480 9.5"TJI 1101 1.75j 9.5 9.6 40 101 25001 1220 1.57E+08 22.36 61.001t 20.58 19.37 19.37 0.81 0.651 11- 17.98 17.60 17.80 0.55 3841 0.44i 480 . . 9.5TJI 2101 2.06251 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.32 1620 16.30 0.68 054 i 15.13 14.81 14.81 0461 3841 0.37 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18,97 39,90 18.40 17,32 17.32 0.72 0.58 16.08 15.74 - ;.15.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.5 12 40 101 30001 1330 1.87E+08 21.91 53.20, 20.26 19.061 19.06 0.790•64, 17.701, 17.32 17.32 0.54 3841 0.43 480 9.5"TJI 2101 2.06251 9.5 92 40 101 30001 1330 1.87E+08 2449 66.50! 21.82 20.53 2023 026 0.68! ! 19.061 18.66 18.88 0.58 3841 047 480 • , • . . . 15"TJI 2301 2.31251 9.5 19.2 40 101• 33301 1330 2.06E+08 18.25 31251 1729 16.831 1623 0.70 0.51. I 15.631 1529 1529 0481 3841 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10. 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.26 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.5 121 40 10, 3330 1330 2.06E+08 23.08 53.201 20.92 19.69! 19.691 0.82 0.6611 18.28 17.89 17.89 0.561 3841 0.45, 480 9.5"TJI 2301 2.31251 9.5 t •9.61 40 101 3330 1330 2.06E+08 25.81 66.50! 22.54 21.211 21.211 0.88 0 711 i 19.691 . 19.27 19.27 0.60 3841 0.48'. 480 I 4. • 4. , • 4. 4 4 1 11.875'TJI 1101 1.751 11.875 192 40 10• 3160 1560 227E+08 17.78 39.00 19.50 18.351 17.781 0.67 0.54 i 17.04 16.67 18.87 0.52 3841 0421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 . 17,72 0.55 384 0.44 480 • 11.875"TJI 110 1.75] 11.875 12' 40 101 31601 1560 2.67E+08 22.49 62.40, 22.81 21.46 21.46 0.89 0.72 i 19.931 19.50 19.50 0.61' 384 0.49, 480 t 11.875"TJI 110] 1.751, 11.875 9.6 40 101 31601 1560 2.67E+08 25.14 78.001 24.57 23.12 23.12 0.96 0.77 t 21.46 21.01 21.01 0.66 38411- 0.53' 480 t + , I 1 11.875"TJI 2101 2.06251 11.875 19.2 40 101 3795! 1655 3.15E+081 19.48 41.38 20.61 19.39 1929 0.81 0.651 18.00 17.62 1722 0.55, 3841 044 480 11.875"TJI 210 2.0625 11.875 16 40 10. 3795 1655 3.15E+08 21.34 49,65 21,90 20,61 20,61 0.86 0,69 19.13 18,72 zzz:4111.72 0.59 384 0.47 480 0 761 11.875"TJI 2101 2.0625! 11.875 12 40 101 3795 1655 3.15E+08 24.64 66.20, 24.10 22.68 22.68' 0.95 21.051 20.61 20.61 0.64 3841 0.52 480 • ,. . 11.875"TJI 2101 2.06251 11.875 9.6 40 101 3795 1655 3.15E+08 27.55 82.75t 25.96 .1. • 1 24.43 24.43 1.02 0 811 1i. 22.68 22.20 22.20 0.69 3 . 841 0 55 480 e 11.875"TJI 2301 2.31251 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03. 0.83 0.67 18.59. 18.20 18.20 0.57 3841 0.45 480 , 11275"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 . 19.34 0.60 384 0.48 480 11.875"TJI 2301 2.3125' 11.875 12 40 10 42151 1655 3.47E+08 25.97 66.20, 24.89 23.42 23.42 0.98 0.78 21.741 21.28 21.28 0.671 3841 0.53 480 11.875"TJI 2301 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.751 26.81 25.23 25.23 1.05 0.8411 23.42! 22.93 22.93 0.72 384 0.57 480 . i 1 , t 4. '... t 11.875"RFPI 400 2.06251 11.875 19.21 40 10 4315 1480 3.30E+08 20.77 37.001 20.93, 19.69 19.69 0.82 0.661: 1. 18.28 17.89 17.89 0.561 3841 0.45i 480 + 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01- 1921 0.59 384 0.48. 480 11.875"RFPI 400' 2.06251 11.8751 121 401 10, 4315 14801 3.30E+081 26.281 59.20, 24.481 23.031 23.031 0.961 0.77, , 21.381 20.93 20.93 0.65 3841 0.52 i, 480 1 11.875"RFPI 400. 2.0625! 11.875 9.61 40 101 4315 1480 3.30E+08 29.38 74.001 26.37 24.811 24.811 1.03 0.83: i 23.03 22.54 22.54 0.70 3841 0.56' 480 Page 1 D+L+S CT#14051-4015.2 Twin Creek I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb fb/ in. in. in. ft. plf pat plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 986 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 s 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1895 0 0.9952 2091.8 _ 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0 0.9925 2789.1 1.00 1.15_ 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.87 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 18 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1,5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 18 19 41.5 1450 0, 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 18 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling,Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending,Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wat duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fe perp Fc E Fb' Fc perp' Fc' Fce Fc fc idF'c fb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2857.8 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 781.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 144.26 138.14 17.78 0.13 WIN* 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 2 D+L+W+.5S CTR 14051-4015.2 Twin Creek I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling_Factor D+L+W+S/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 18 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.84 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.85 335.84 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.84 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05,1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8,13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 I-1-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0,3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 I-1-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 I-1-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 18 9 19.8 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 17.78 0.13#414#1## 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.87 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.5W CT#14051-4015.2 Twin Creek I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)a Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd (Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load it Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc* Fce Pc fc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 73.17 0.059 SPF Stud 1.5 3.5 18 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 18 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 4 D+L+S+.7E CTO 14051-4015.2 Twin Creek I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling_Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd (Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c tb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 _ 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 • Ma �,t Suit30Nickerson St. ENGINEERING� � � R � � �.a � Suite�� y IN a Seattle,WA Project: P 1 r14-3 Date: 98109 �L� �t�,1r , p r (216)285»4512 Client; P1141,11i fs""tl � Gr 7� Page Number: (206)285-0618 p o ostF, G s c!t.- 14 0.44- G,L,k 55 f, o . . r2 orF t%t. tzir2 .,... C. kSfi� Tip 167,0 ak_ Al zip ij.y JJ)z y j ' 1,0 or wist AVS - A 114 . 1 44i-13 n 2 2,3.346 5i.( 714.1;z49 taco I15.6 . .24,74 , p P1 . ) 8314' Structural Engineers ' '� � /Ina 1 4 _ - G 180 packers=St. / Suite 302 4 4.*f! Project ...-1,-- -- - Seattle,WA 98109 at 4.-* . 4 .... 4 Date: - 4 Client: MX: C Page Number: (206)285-0618 9147C7 a' OSA (7 15°r) ?S?' 64144) Wat- Ft R.-- 2- el a r is.)(40i-Sv 1 c 35 1 00 rel4k, 1 14/4 (40 6) S 24 = /St> fkf 'LStrl. fat2Att ____, , - #7-ertatc) 1974,PSr V • _---Faiwa--v. % .-- 1.4.)1-- I8 sitt .04. ) . (15Y( ..W 45-1CIts 45- 4 92' 'ID ,... ;.. . .. . , alr .,.. .-.4-. .......7 gock .f 2-70 ...,:_-. 446g. 1.1 _ 131-e - ..:. , z .4.4.-w . ,...„ i - .• , 21:16/ "-- 3covsetitoy-,-- , t5 Structure,Engineers 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 —T „,;;::A.,,,,* . '; l7.7T'w .. ,., "�' ert N � ,. �`"s .,'",,.„, 4,..t-J44 1= �t - " Y ;t4 � ,� ,,:,4-1'',,,i-,4--1,-,,,,,- u"Mrau k e 3 fn i o ny ,....,It G �t j • '> sem '/m ''-4 0� =lati x, �`� .$ -' _Ta, t � ,\ rtr na , L fie - y:,r , / 4,4 X- 3 ; ?.-40?-4t2, fraPcitNisT 14 USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 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. MCEf Response Spectrum Design Response Spectrum 0,0 1,1% ' 00 0,12 44, o'°a 0.20 0.17 0.54 0 0.40 10 <4t 0.22 2k F? 024 0.22 G;1G 11 0.00 "400 0. C 44 0.40 0.40 0. 9 1.GG 1.20 1,40 1. 0 1�*0 2.00 0.00 0.20 0.40 040 0,00 1.00 1.20 1.40 1.40 1.00 2.00 Peolod«7 is Period.7(sok) 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. 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT# 14189:Plan 5A Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 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 S,= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthouake.uSCIS.gov/research/hazmaps/ http://earthquake.usas.Qov/desianmaos/us/aoolication.oho 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 Ms= Fa Ss Stns= 1.08 EQ 16-37 EQ 11.4-1 M,= Fv S, 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 Qo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- 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 Page 1 2012 IBC EQUIV. LAT. FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 5A SDs= 0.72 h„ = 18.00 (ft) SDI= 0.45 x = 0.75 ASCE 7(Table 12.8-2) R= 6.5 Ct= 0.020ASCE 7(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7(EQ 12.8-7) Si= 0.43 k = 1 ASCE 7(Section 12.8.3) TL= 6'ASCE 7(Section 11.4.5:Figure 22-15) CS=SDS/(R/1E) 0.110 W ASCE 7(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5) (MIN.) Cs=(0.5 SOAR/IE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w, *h,k w,t *1 k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) EWI *h,k Vi DESIGN Vi Roof --- 18.00 18.00 1666 0.022 36.652 659.7 0.58 3.79 3.79 2nd 8.00 10.00 10.00 1712 0.028' 47.936 479.4 0.42 2.75 6.54 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.54 E=V= 9.34 (LRFD) 0.7*E= 6.54 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F; w; E w; FPX = EF;*wpX 0.4*SDs* IE*WP 0.2*SDS* IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. FPX Min. Roof 3.79 3.79 36.7 36.7 5.26 3.79 10.52 5.26 2nd 2.75 6.54 47.9 84.6 6.88 3.71 13.76 6.88 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 2 ASCE 7-10 WIND Part2 RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 E-W S-S 2012 IBC ASCE 7-10 30.00 ft. 18.00 24.00 ft. - - 48.0''ft. 120 mph Figure 1609 Fig. 26.5-1A thru C 93 mph (EQ 16-33) B 1.0' N/A N/A Gable 28.6 psf Figure 28.6-1 46 psf Figure 28.6-1 20.7 psf Figure 28.6-1 4.7 psf Figure 28.6-1 1..00' Figure 28.6-1 1:00 Section 26.8 1 00(Single Family Home) 1 (Eq.28.6-1) 28.60 psf (LRFD) (Eq.28.6-1) 4.60 psf (LRFD) (Eq.28.6-1) 20.70 psf (LRFD) (Eq.28.6-1) 4.70 psf (LRFD) (Eq.28.6-1) 24.7 psf (LRFD) 4.7 psf (LRFD) 4 Figure 28.6-1 8 32 RT 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) vidth factor roof--> 1.00 1.00' 1.00 0.50 16 psf min. 16 psf min. vidth factor 2nd--> IMO 1.00 wind(LRFD)wind(LRFD) AA AB Ac AD AA AB Ac AD per28.4.4 per28.4.4 WIND SUM WIND SUM 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) 12.0 0 192 0 288 0 192 0 192 4.0 64 0 96 0 64 0 128 0 10.2 9.2 6.05 6.05 6.27 6.27 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 16.35 AF= 1000 AF= 1008 16.0 16.1 V(n-s)= 14.64 V(e-w)= 16.35 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#14189:Plan 5A SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof --- 18.00 18.00 0.00I' 0.00 0.000.00 10.24 10.24 6.27 6.27 2nd 8.00 10.00 10.00 0.001 0.00 0.00' 0.00 5.76 16.00 10.08 16.35 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 16.00 V(e-w)= 16.35 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) 0.6*W 0.6'W 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 8 10 10 10.24 10.24 6.27 6.27 6.14 6.14 3.76 3.76 2nd 10 0 0 5.76 16.00 10.08 16.35 3.46 9.60 6.05 9.81 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 16.35 V(n-s)= 9.60 V(e-w)= 9.81 kips(LRFD) kips(LRFD) kips(ASD) kips(Aga Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT# : CT#14189: Plan 5A SHEATHING THICKNESStsheaming= 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) I (for ASD) (for ASD) T.N- 0 1 0 1 P6TN 150150 150 150 P6 520 242 730 339 P4 760 353 1065' 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520' 707 2130' 990 2P3 1960' 911 27401 1274 2P2 2560' 1190 3580' 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS -tsheathin9 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"W/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 S(front to back-up/down) 'Ian 5A Seismic V i= 3.79 kips Design Wind N-S V i= 6.14 kips Sum Seismic V i= 3.79 kips Sum Wind N-S V i= 6.14 kips (0.6-0.14Sds)D+0.7 p Qe 0.6D+W i-2008 p t= 1.00 .3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Unet Usum OTM Row Unet Usum Usum HD (kit) NO (kir)) NO (kip) p (Plf) (PIf) (kip-ft) (kip-ft) (kip) (wP) (kip-ft) (wP-ft) NO (kiP) (kir)) 0.151' 1.53 0.00 0.95 0.00 1.00 1.00 63 P6TN P6TN 102 7.57 26.13 -1.30 -1.30 12.27 31.05 -1.31 -1.31 -1.30 10.15 0.51 0.00 0.32 0.00 1.00 1.00 63 P6TN P6TN 103 2.53 8.71 -1.43 -1.43 4.10 10.35 -1.44 -1.44 -1.43 0.15 1.03 0.00 0.63 0.00 1.00 1.00 63 P6TN P6TN 103 5.06 17.42 -1.32 -1.32 8.20 20.70 -1.34 -1.34 -1.32 3 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .'.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00°` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.55 0.00 0.34 0.00 1.00 1.00 68 P6TN P6TN 111 2.73 8.90 -1.42 -1.42 4.43 10.58 -1.42 -1.42 -1.42 } 0.15' 1.11 0.00 0.68 0.00 1.00 1.00 68 P6TN P6TN 111 5.46 17.80 -1.32 -1.32 8.85 21.15 -1.32 -1.32 -1.32 Y 0.15' 0.53 0.00 0.33 0.00 1.00 1.00 68 P6TN P6TN 110 2.60 8.54 -1.44 -1.44 4.22 10.15 -1.44 -1.44 -1.44 s0 15' 0.89 0.00 0.55 0.00 1.00 1.00 68 P6TN P6TN 111 4.36 14.24 -1.35 -1.35 7.08 16.92 -1.34 -1.34 -1.34 t____'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .:0.00-'- 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ''0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _'J 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ) "0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ), 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :.0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 } 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 } 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3=Leff. 6.14 0.00 3.79 0.00 EVnnd 6.14 EVE0 3.79 mister 'ear wall iSB denotes iSB Shear Panel S(front to back-up/down) 'Ian 5A Seismic V i= 2.75 kips Design Wind N-S V i= 3.46 kips Sum Seismic V i= 6.54 kips Sum Wind N-S V i= 9.60 kips (0.6-0.14Sds)D+0.7 p Qe 0.6D+W i-2008 p t= 1.00 .3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Rona Unet US„m OTM Rona U„e, Usum Us,,,n HD (klf) (kiP) (kip) (kiP) (kiP) p (PIO) (PI() (kip-ft) (kip-ft) (kiP) (kip) (kip-ft) (kiP-ft) (kiP) (kir)) (kip) 0.15'' 1.25 2.23 1.00 1.37 1.00 1.00 82 P6TN P6TN 120 21.34 50.51 -1.03 -2.32 31.33 60.03 -1.01 -2.32 -2.32 0.151 0.47 0.84 0.38 0.52 1.00 1.00 82 P6TN P6TN 120 8.09 19.16 -1.07 -2.50 11.87 22.77 -1.05 -2.50 -2.50 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 -1.32 0.00 0.00 0.00 -1.34 -1.32 1 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15' 1.15 2.05 0.92 1.26 1.00 1.00 218 P6 P6 320 19.62 17.80 0.20 -1.23 28.81 21.15 0.82 -0.60 -0.60 0.15 0.58 1.02 0.46 0.63 1.00 1.00 218 P6 P6 320 9.80 8.90 0.21 -1.11 14.39 10.58 0.88 -0.44 -0.44 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.44 0.00 0.00 0.00 -1.44 -1.44 '0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 -1.35 0.00 0.00 0.00 -1.34 -1.34 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 ''0 00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 r 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 =L eff. 3.46 6.14 2.75 3.79 1.00 EV.nd 9.60 E VE0 6.54 ansfer 'ear wall iSB denotes iSB Shear Panel W(side to side-left/right) 'Ian 5A Seismic V i= 3.79 kips Design Wind E-W V i= 3.76 kips Sum Seismic V i= 3.79 kips Sum Wind E-W V i= 3.76 kips (0.6-0.14Sds)D+0.7 p Qe 0.6D+W i-2008 p c= 1.00 .3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.C. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ron t Unet Usum OTM Row Unet Usum Usum HD (Wf) (kip) (kip) (kip) (kip) P (Plf) (PIt) (kip-ft) (wP-ft) (kiP) (ldp) (kip-ft) (kiP-ft) (kit)) (kip) (kip) 0.15-' 0.64 0.00 0.64 0.00 1.00 1.00 81 P6TN P6TN 80 5.16 12.12 -0.95 -0.95 5.12 14.40 -1.27 -1.27 -0.95* 1 0.151 0.92 0.00 0.93 0.00 1.00 1.00 81 P6TN P6TN 80 7.41 17.42 -0.92 -0.92 7.36 20.70 -1.23 -1.23 -0.92* 0.15 0.32 0.00 0.32 0.00 1.00 1.00 81 P6TN P6TN 80 2.58 6.06 -1.04 -1.04 2.56 720 -1.39 -1.39 -1.04 1 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00I 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1___r`0.00f' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 )____:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 } 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `0.15' 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* 1_-0.15- 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59 1,,,'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 ]0.15' 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.94 0.59 0.59 3.01 2.31 0.38 0.38 0.59* Y 10.15 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05* 1 0.15'_ 0.38 0.00 0.38 0.00 1.00 0.63 242 P6 P6TN 150 3.03 1.11 1.05 1.05 3.01 1.32 0.92 0.92 1.05* -0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ) 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ---''000' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y `'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ) 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 )...'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 :0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 } 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y__'_0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 =L eff. 3.76 0.00 3.79 0.00 EVend 3.76 EVE0 3.79 ansfer !ear wall iSB denotes iSB Shear Panel GARAGE ABWP W(side to side-left/right) 'Ian 5A Seismic V i= 2.75 kips Design Wind E-W V i= 6.05 kips Sum Seismic V i= 6.54 kip- Sum Wind E-W V i= 9.81 kips (0.6-0.14Sds)D+0.7pQe 0.6D+W i-2008 p t= 1.00 .3.5 Wind Wind E.Q. ..Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. w dl V level V abv. V leve abv. 2w/h v i Type Type v i OTM Row Unet Usum OTM Ron„t Unet Usum Usum HD (kif) (kip) (kiP) ( (kip) p (PIf) (PIf) (kip-ft) (kiP-ft) (kip) (kiP) (kip-ft) (kip-ft) (10) (kip) (kit)) 0.15f' 0.38 0.4: 0.17 0.48 1.00 0.96 159 P6 P6 199 5.87 2.00 1.06 0.11 7.70 2.38 1.46 020 020 0.15 0.35 0 3 0.16 0.43 1.00 0.87 175 P6 P6 200 5.34 1.82 1.09 0.17 7.02 2.16 1.50 0.27 0.27* 0.15'' 0.56 4.70 0.25 0.70 1.00 1.00 152 P6 P6 199 8.61 4.65 0.70 -0.34 11.30 5.53 1.02 -0.37 -0.34* 0.00' 0.22 0.28 0.10 0.28 1.00 0.56 274 P4 P6 200 3.42 0.00 1.87 1.87 4.50 0.00 2.45 2.45 2.45 1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' !.64 0.00 0.29 0.00 1.00 1.00 53 P6TN P6TN 116 2.62 0.00 0.54 0.54 5.76 0.00 1.19 1.19 1.19 0.00'' 0.87 0.00 0.40 0.00 1.00 1.00 53 P6TN P6TN 116 3.57 0.00 0.52 0.52 7.85 0.00 1.15 1.15 1.15 0.1% 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ) 6.60 1.51 0.00 0.69 0.00 1.00 1.00 69 P6TN P6 151 6.19 0.00 0.66 0.66 13.61 0.00 1.46 1.46 1.46 =0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 0.10 0.11 1.01 110 1.t i 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 } 0.15 0.41 0.51 0.19 0.52 1.:+ 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP 0.15 0.00 0.00 0.00 0.00 1.i s 0.00 #####N.G. P6 214 0.00 0.00 0.00 0.59 0.00 0.00 0.00 0.38 0.59 } 0.00'' 0.00 0.00 0.00 0.00 1.0' 0.00 #####N.G. P6 214 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15' 0.41 0.51 0.19 0.52 1..1 0.53 550 P2 P4 386 6.34 1.86 2.58 3.18 8.34 2.21 3.53 3.91 3.91 ABWP t 15' 0.'4 0.4' i 16 0.+3 1.0 c 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* 0.1 0.34 0.43 0.16 0.43 1.00 0.44 659 2P4 P4 385 5.28 0.89 3.29 4.34 6.93 1.05 4.40 5.33 5.33* 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 } 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 } 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00G 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'% 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 =Leff. 6.05 3.76 2.75 3.79 E V,nd 9.81 E VEQ 6.54 3nsfer ABWP Alternate Braced Wall Panel-2308.9.3.2 'ear wall iSB denotes iSB Shear Panel JOB P. Elevation A ID:Elevation A 4.Ta,4.Tb,4.Tc Roof Level w dl= 150 plf V eq 1163.6 pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V5 eq= 387.9 pounds V w= 2855.5 pounds V1 w= 951.8 pounds V3 w= 951.8 pounds V5 w= 951.8 pounds -__,.. v hdr eq= 56.8 plf -_,.. •H1 head=W v hdr= 139.3 plf I H5 head= n 1 Fdragl eq= 123.0 Fdrag2 eq= 123.0 Fdrag5 eq= 123.0 Fdrag6 eq= 123.0 1 v A Fdragl w= .1.8 Fdragl , 301.8 Fdrag5 w= 41.8 Fdrag•w= 301.8 A H1 pier= v1 eq= 155.2 Of v3 eq= 155.2 plf v5 eq= 155.2 H5 pier= 5.0 v1 w= 380.7 plf v3 w= 380.7 plf v5 w= 380.7 4.0 feet I feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 Fdrag3= .0 Fdra• - 123.0 feet X Fdragl w= 301.7979 Fdragl w= 301.8 Fdrag7eq= 3.0 Fdrag8e• 123.0 v P6 EQ. Fdrag7w= 301.8 Fdrag8w= 301.8 A P4 WIND v sill eq= 56.8 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 139.3 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 10472.8 25699.3 feet R OTM 14159 17020 v y UPLIFT -200 470 .L Up above 0 0 Up Sum -200 470 H/L Ratios: L1= " 2.5 L2= 6.5 L3= 2.5 L4= 6.5 L5= 2.5 HtotalL= 0.44 4 1. Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 20.5 feet Hpier/L5= 1.60 0.90 L reduction A JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Te,4.Tf Roof Level w dl= 150 p/f V eq 775.8', pounds V1 eq= 387.9 pounds V3 eq= 387.9 pounds V w= 1903.6 pounds V1 w= 951.8 pounds V3 w= 951.8 pounds v hdr eq= 64.6 Of •H head= A v hdr w= 158.6 Of 1 v Fdrag1 eq= 210 F2 eq= 210 A Fdragl w= 6 F2 -516 H pier= v1 eq= 141.0 p/f v3 eq= 141.0 plf P6TN E.Q. 5.0 v1 w= 346.1 plf v3 w= 346.1 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 y Fdrag3 eq= I F4 e•- 210 feet • Fdrag3 w=516 F4 w=516 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.6 plf P6TN 3.0 EQ Wind v sill w= 158.6 plf P6 feet OTM 6982 17133 R OTM 5391 6480 y • UPLIFT 140 940 Up above 0 0 UP sum 140 940 H/L Ratios: L1= 2.8 L2= 6.5 L3= 2.8 Htotal/L= 0.75 4 0 4 0-4 0. Hpier/L1= 1.82 4 10 Hpier/L3= 1.82 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1'.Ma,1.Mb Roof Level w dl= 150 plf V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1 w= 1562.2 pounds V3 w= 1378.4 pounds ► ► v hdr eq= 106.3 plf •H head= A v hdr w= 245.0 p/f 1 v Fdragl eq= 226 F2 eq= 199 • Fdragl w= 1 F2 -459 H pier= vi eq= 159.4 plf v3 eq= 159.4 p/f P6 E.Q. 5.0 vi w= 367.6 Of v3 w= 367.6 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= • F4 -.- 199 feet • Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 3.0 EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 • UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 Hpier/L1= 1.18 11. Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 1.Mc,],1.Md Roof Level w dl= 150 p/f V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1 pounds V1 w= 2255.0 poundsV3 w= 902.0 pounds -► v hdr eq= 622 plf H head= A v hdr w= 143.5 Of 1 V Fdrag 1 eq= 589 F2 eq= 236 • Fdrag1 w= 58 F2 -543 H pier= vi eq= 156.4 p/f v3 eq= 156.4 p/f P6 E.Q. 5.0 of w= 360.8 Of v3 w= 360.8 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= • F4 e.- 236 feet • Fdrag3 w=1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 p/f P6TN 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 UPLIFT -272 311 Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 0 4 1041 0 Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation A SHEARWALL WITH FORCE TRANSFER ID: Elevation A 4.Me,4.Mf Roof Level w dl= 150 plf V eq 1094.8 pounds V1 eq= 547.4 pounds V3 eq= 547.4 pounds V w= 2509.8 pounds V1 w= 1254.9 pounds V3 w= 1254.9 pounds ► v hdr eq= 96.6 plf •H head= A v hdr w= 221.5 p/f 1 Y Fdragl eq= 354 F2 eq= 354 Fdragl w= F2 -812 H pier= v1 eq= 342.1 plf v3 eq= 342.1 p/f P4 E.Q. 5.0 v1 w= 627.4 plf v3 w= 627.4 plf P3 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 . Fdrag3eq= F4 -.- 354 feet . Fdrag3 w=812 F4 w=812 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.6 p/f P6TN 3.0 ', EQ Wind v sill w= 221.5 p/f P6 feet OTM 9853 22588 R OTM 4805 5777 UPLIFT 473 1577 Up above 140 940 UP sum 614 2517 H/L Ratios: L1= 2.0 12= 7.3 L3= 2.0 Htotal/L= 0.79 4 0 4 04 0. Hpier/L1= 2.50 o- Hpier/L3= 2.50 L total= 11.3 feet ih f 4'f St • 1 � Q MCS TT- 100F 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 valuesin 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 O 2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): ' .� EQ = 810#< EQ (ALLOW) = 1031# WIND = 1260#<WIND (ALLOW) = 1444# 'll 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.) ) Shearm(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 . t 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1-10 1/2" 10 (�b 1Q31 EQ(1444 WIND) roundation 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 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal onp bothopposite sides of openieathing _ _ side of sheathing Pony . •II— ' ' wall height . t Fasten top plate to header ' s I 1!! /• sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max total •I•wall - Header to jack-stud strap per wind design. 1 Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking maz 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. g in all framing(studs,blocking,and sills)iyp. nailing is required in each • panel edge. • •- Min length of panel per table 1kik.. \ . - Typical portal frame 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 ,tt --Min reinforcing of foundation,one#4 bar jack studs per IRC tables top and bottom of footing.Lap bars 15"min. 1.1 R502.5(1)&(2). s 1:. Wit` 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.AM.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(Reverser°Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed) Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail: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 ©2014 APA—The Engineered Wood Association 180 Nickerson St. C T E N G '1 I N E E R II N�G�j.(� �/p ,/ Suite302 • Project: NC1 e fmk:645. i 6'0 � �"„'r mot__ alai nf nn D Seattle,WA f'✓� I 98109 Date: [/ '�'_�/ /yam (206)285-9512 �1W 25 6).3 2 (/JS 29).14.5,-?-) PAX: Client: + Page Number: (206)285-0618 Ve, ‘3 • 63-0 ODP I _ 61-.1 kvi) ivin-=_Ast)(el_eriz) —) ® e __.4" � dig d\ 3tl i f`t". X 16`` IZ" ) t V( FDR- (0i}4 .. f)071'7)r44 180— Pm)7nW _ J6) TIV ,1-- t ?TJV W-1\44,. 'r I A 1)j P) 1 Y0.2 g� _ .�g�;� �= (IVO 4,0 0, 312 (5 �� 06 1 $923 LIZ) = Z o' Cbz = ` v z )v,2)11,0,) •,�e _ 1 ____ 68 ,944 KAP; Gots > 5 0 X to w/(2) 4- 0, o.qz 1ur m) 1Z,rkZ 0/4-¢'1 M.4 112. 60- ,� . L t\ P 1u to ., t► AU7 ep_gviY s ti1 L A01 --- or efi5Px5--)K I NG1 ,n In Structural Engineers ' j WOOD FRAME CONSTRUCTION MANUAL 63 i e Table 2.2A Uplift Connection Loads from Wind '`' •. •• • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700-yr.Wind Speed 170 115 120 130 140 150 160 170 180 195 3-second gust(mph) 1 Roof/Ceiling Assembly �,z,a a,s,6� Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281 315 369 M 24 195 213 232 •272 315 362 412 465 521 612 S,7 0 psfe 36 272 298 324 380 441 506 576 650 729 856 m 48 350 383 417 489 567 651 741 836 938 1100 111 . 60 428 468 509 598 693 796 906 1022 1146 1345 M . 12 70 80 92 116 142 171 201 233 267 321 C 24 111 129 148 188 231. 278 328 381 437 528 V 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 W 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 ir 20 psf 36 32 58 84 140 201 266 336 410 489 616 'P4�l` 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 I. 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.) I 12 I 1619.2 24 48 • Multiplier 1.00 1.33 I 1.60 l 2.00 4.00 1 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling 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) . for each full wall above. l '1;'" 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the s i ; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ta.: '' '4`i•= ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length "!-115.:.; includes the overhang length and the jack span. :s( ' s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. -:1-1:,,, ,,4:11;1. ARAFRICAN wnnn rani INCII 180 Nickerson St. CT ENGINEERING Suite 302 `yt(/�►/�/ / INC. y`-1'., Seattle,WA Project: T 1 , /` At_ 5)1Vf FIA-441 �v✓ ' Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 f \Ai) 1,R5 wut,i\V\VOz/rDef i -- I l n MQ 15 Pv-)F - PolF 1)2_ : i .P ► . ` i/ CowAtso "TbAss 4)I ; $6 �-�- Li i 'e i' foo 2 o,c a,"- (0,6) 8 { (*-314111A3-1,n)t5A . . ; :, - ( 4)(-?,) (1,(2)( 6,0 2 11(P, Ar - _ a G) 11/}t fr li✓iTNA- J /'L,(n/ .. (2 ( ->c' iYe5(4'2c-e5�`�16/1+`1-/1` 14= (1'6Y (-(2/z)CP.,-5 �o,�� = \iVJIe�L ►V& Cly �f . Gi* doe pky, • s a fraroltues e ?Lade- '012- (5Y nPri-1) (13114 DVIOd Structural Engineers TRUSS TO WALL CONNECTION ,;1'1 vm up.; # OFT SUSS CONNECTOR TO TRUSS TO TOP PLATES u1�1 i1 1 f 1 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" ,101i ,t', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `':1'1 110 1 SDWC15600 - .ti ti5 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in/1i 7011 2 (2)112.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 111/0 7.11 2 (2)SDWC15600 ............ ... 3 (3)SDWC15600 - - 115!/ .i.m ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BUM.0.131" X 3" TOENAIL 1 1110•AAT 6" O.C. . ....jp, _ -(i-ie H2.5A & SDWC15600 STYLE \ COMMON/GIRDER TRUSS ---10-- 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 VA.I.UE`i #OFu USS CONNECTOR TO TRUSS TO TOP PLATES UP1..IFT 1 1 Ht (6) 0.131" X 1.5" (4) 0.131" X 2.5" --on415 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `�35- Iib - 1 SDWC15600 - - �1ft'; � 115 2 H10-2 (9) 0.148" X 1.5' (9) 0.148" X 1.5" 10/0 700i 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 1070---T13.--- 2 (2)SOWC15600 • - - si7t.l---',i.:6-. . 3 (3)SDWC15600 - - 1455 .345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE '` 8d AT 6" O.C. � � CONNECTIONS 2X VENTED BLK'G. 11 1P4*'' 4,-11111111*Aliiiii Irt.svNi 1 111110 H2.5A SDW.1. 600 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 [