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Specifications (155)
PA-5T2-0 �3 ( 7� 3 r�,, t CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECPIVFD #15238 JUN 22 2017 Structural Calculations CITY BUILDING DIVISION River Terrace �o PRp. Plan 5 �,�`"�-�G'6o ' • 1 ; Elevation B ;d Tigard, OR �� ��� ��� t�FS T ��\F Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: 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. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)'5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF (2)2:8 HDR (.)2x8 F JR (2'2x8 HtR 8-----® —� ®--...Fl — ® �--f • RB.1 RB.2 RB.3 RE.4 .2B.5 = T. _ - T, 1x Ri N ' u u u u u u N 1 1 L(' s Y TI I I I IP- GT bl I 0 1 GT I 11 II1 1 1 1 I 1 1 I I E 'Pt- ; ' I, 1 1 11x 1 111 IIIl I t , I 1 1 o � _ 1 1 1 x ,� . ii 1 ; i'ter '1 A C I 1 N �i 1 AECE3S 1 1 I.- -il 1 xI 1 A1 m n H l: x 1 w N N C I I I I 1 I 1 I I 1 I I o-. • , i I I 1 I..: I1 1 1 1 I 1 ROOF TRUSS I 24"O.0 1 1 T I 1 1 8 i 1 ' ce O - . GT 4T.b2i 1 0 1 Q R., 1 rx I. o x - R , GABLE END TRUSS III & RB.1 ( �."I R j.7 i .y.13.10 II" 101 GABLE END TRUSS OPLAN 5B P LAN 5 B Roof Framing Plan 1/4"=1'-0" CT# 14051 2014.05.09 1/4" - 1'-0" (11x17) 19 P4 111:P1114 (:: I tiO 1'I 1 1 I 1 I— II II F II Di I I- II -4 ,r , i 11H F II o c L I — 'i IIsi II. - - _ icg _:\ ms L L Jr 1 F-', II I .I lII 4. a 4. . ^ I w P4 Nillallipri / 0 //1 4.Te 4.T- girl 41:10 41110 AI gift OPLAN 5B PLAN 5B Top Floor Shear Plan 1/4"=I-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) ID 0 gar Rier 41110 41:10 14 STI-1D14 1 Ma 4x10 HDR 1 Mb 3.5x9 GLB HDR 1 Mc 4x10 HDR 4x10 HDR 4x10 HDR u, =1= == =:=5_=>C =- I4.1 L, ,, B.2 B. ,.B.• 3.3 ( cc il r' 03 1:1 ca x J c 1 {: --Lj4 © If d Gm -0 „Z _-I __ _ ' 1� -,1 r . -- -_L. •d N T 1 ce 0 Kt I I II I �{{ 3.5x I4 SIG BEAM FB 3.5x14 B BEAM FBi 3.5x9 SLB HDR F ** - -17rilrr - -Tr r.. .r.r.r..�rr ; t II ----ft ,i B.11 12 , s$QgeHDR 4 1HDR \ 1 11-- _9_1 , \STAIR / I Si H014 ..I I STWfl 14 i \FRAMING II i_____�r-ST14C - STHD14 \ / „, , 11 F / \ / \ I\I / \ � a ” HD14 14 / 3.5 ,BIG_BEAM FB 1 r ~ - = dry L�-a::s�rrc�s z..rc} 5.5x'8. 14B HDR _ B ' 1 0 : £ ce ----- B.14 ___ Illta o �I =MINX F - I:--__ __--__ Z _r ii 1 - __- r:. , / et cr o __—__-' __ --r --- rd./__- r a _ )2x8 HDR I x B.1' II Ir X IIng M" -__ 55x12 GLB HDR I _-- 1 . 4.MNcB.16 �1 © EEO m I__/-S© — wilar �` P3 STHD14 ----- P3 — P341 0 \ ���wr %V 2x LED -..,...:. a ®SIM. IO 4.Mc & 4.Md not used this elevation B.l9 Mr 17 MONO TRUSSES 05. @ 24"O.C. PLAN 5B PLAN 5B Main Floor Shear/Top Floor Framing O1/4"=1-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) _i3" 4-0" 3" 1'-3" T. S. 3 1/2"CONC.SLAB o -O'-71/2" v 1-0-31 T.O.S.—>i ti f Id >IN \ 16 - STHD14 5THD14 I I I A I s 1/D TJ.LFLOOR JOISTS @ : INSTALL SYSTEM TO ALLOW 1 . 92'O.C. P.UN.O I ADEQUATEDRAINAG€AT I m CRAWL:SPACE M =''I 98"x18x10".FTG o Wl 2)#4 EACH WAY TYP I I.1'-01/2 j 1 �lF 9 01/2 4 0",. S" 8-01 fiii h j DEPTH-ABOVE PONY W S.. .i I rt1__________________a i yy,.l ‘1 STHD14 STHDI4J F , P4 T.O.S. P4 I x m )- I 30 x20"x lO.FTG.� 1-7E"WIDELVL TO ATCH I W/(3)EA WAY. .. I ..I JOIST DEPTH ABS PONY. I WALL.. I 8 23/4" 11 3 1/4 I STHD14 L P4)STHD 4 I I c >j I I. 3 1/2"CONC.SLAB t soy SLAB SLOPES 3 12" FROM BACK TO APRON 1 VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN 16 D15 1 C / 19'-10" / { 9 0 11 2 / (r I F 2x4 PO WAkk • 1-1' I T.O.S. ' ---� _ �_ STHD14 6 12"I 0 STHD14 0 + L J(� - -J 18 m , l - n 36.1 P3 P3 STHD14 STHD14 3 1/2"CONC.SLAB SLOPED DOWN P3 1/4 :12 L J - 1® ® J "rer Ai /2-1 T PLAN 5B T2'_2"� T_,0" PLAN 58" 1 40 " / 1/4"=1'-0" CT# 14051 2014.05.09 ,i/4" = 1'-0" (11x17) / CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Tinted.26 MAR 2014,429PM ftte=QMM 1T . 051T"4,EC8 KoALc u>fc1ss3-20a4,su8€0, a.23,uers.14.t.z3 Lie.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B Top Floor Framing Wood Beam Design B.1 Calculations per 20.12 NDS,IBC 2012,CBC 2013,ASCE 7-10 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-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, 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 Unif 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 o 0.0;,x_, . . Max fb/Fb Ratio = 0.795 1 * D(0.043 c ,.• * obitt- ) fb:Actual: 983.60 psi at 2.663 ft in Span#1 � CtO. 10� xµ Fb:Allowable: 1,237.45 psi • : Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.588: 1 A fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 It,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 0.024 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 Wood Beam Design : B.2 : • Calculations per 2012 NDS,IBC 2012;CBC 2013 ASCE 7-10 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-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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 �o. s� Max fb/Fb Ratio = 0.736: 1 00.4 (°. fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi £;- Load Comb: +D+0.750L+0.7505+H Max fv/FvRatio= 0.511 : 1 0 fv:Actual: 182.08 psi at 5.352 ft in Span#1 Fv:Allowable: 356.50 psi 6.505, 1.75x14 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.066 in Downward Total 0.104 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 1187 >360 Total Defl Ratio 748 >180 Wood Beam Design : B.3 • Calculations per 2012 NDS;IBC 2012,CBC 2013,ASCE 7-10 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 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, 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:26 MAR 2014,4.29PM 1 fl 1140511 '14051T IEC& Multiple Slmpleeem ,:e �. . „ .... �,,. �. _ _, rag,,. , .._ ��ia 1f '19a3=3tr74,Bu�l.6 7�'�x3 er�,�?3�3, Lic.#:.KW-06002997 Licensee:c.t.engineering Design Summary am Max fb/Fb Ratio = 0.681: 1 $ r D(4.t• ►', 14('9.5,50) fb:Actual: 842.88 psi at 1.941 ft in Span#1y 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 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 Wood Beam Design; B.4 Calculations per 2012 NUS,IBC 2012,CSC 2013,ASCE 7-10 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 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, 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 Summaryo 0.080 Max fb/Fb Ratio = 0.578: 1 ,- i .. ,-`3 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 .mm '" IIP 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 R.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 0.020 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 Wood Beam Design : B.5 (Typ.) Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 740 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 Max fb/Fb Ratio = 0.109. 1 ' fb:Actual: 127.33 psi at 1.375 ft in Span#1 -� Fb:Allowable: 1,169.59 psi w'"; Load Comb: +D+S+H Max fv/FvRatio= 0.092: 1 A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.7501[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 Panted 26 MAR 2314,4.29PM �t E re �e Fife 9t14tl51S 1tEn 14O51T^4.ECS 1i1•lwLlple •Sll1'1p�e' ears# r Y 'r Ei±IERG4iC,1htC 1983 2014;Bye 8141 23,,Sfei 6.A4a123', �Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design B s .; ,qii, , Calculations per 2012 NOS,IBC 2012,CRC 2013,ASCE 7-10 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=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 t ,°° `e �ie° * fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi w. Load Comb: +D+S+H 0 Max fv/FvRatio= 0.283: 1 fv:Actual: 48.83 psi at 5.400 ft in Span#1 Fv:Allowable: 172.50 psi 6.°ft 2-zx9 Load Comb: +D+S+H Max Deflections Max Reactions (k) D 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 Wood Beam Design :, B.7 °Calculations per 2012 NPS,IBC 2012,CRC 2013,ASCE 7-10 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-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 an.s.Ne .NIIIIIIIIIC 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 x '. Load Comb: +D+S+H 0 0 Max fv/FvRatio= 0.195: 1 A A fv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.5014 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D 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 Dell Ratio 2152 >180 Wood Beam Design : B.8 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 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 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary L00.2213 L(0.500/ Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 :"P::r Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H • • 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 3.5014 4010 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 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 26 MAR 2314 4 29PM Mult--ple Brm ale warn , e f isleQ114051T t- KCAL ,Ii C 1963 2014,Bc1ikl fi_141.22#e 6.14.1 23 s Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design : B.9 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 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 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=14.750 ft Design Summary o 02213 L 0590) Max fb/Fb Ratio = 0.277 1 -IIK>!� fb:Actual: 298.66 psi at 1.750 ft in Span#1s`� Fb:Allowable: 1,077.23 psi Load Comb: +D+L+H 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$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 Wood Beam Design ' B.10 ,` ,' Calculations per 2012 NOS,IBC:2012,CBC 2013,'ASCE 7-10 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 = 0.372: 1 fb:Actual: 766.31 psi at 3.000 ft in Span#1 Fb:Allowable: 2,062.40 psi Load Comb: +D+L+H • mow: Max fv/FvRatio= 0.295: 1 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 Design B.11 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 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 klft,Trib=14.750 ft Design Summary 0)02213 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 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) 2 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: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 P•nted.26 MAR 2014 4 29PM Multi I S1 t ' Bea[ri Qt14t151T 1:23 Ve€151T^i,E i Et1ERCJttC,Its 198 241 Buil& 41z ,1�sr634ii Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design B.12 Calculations per 2012 NDS,IBC 2012,CBC 2013,',ASCE 7-10 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-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads 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 fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 Fb:Allowable: 2,379.75 psi • 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 8.0 ft, 3.125x9 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E ILI 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 Pinted:26 MAR 2014,428PM w" t 6 fifrCA; ,. ,ic m3051T^1elorm951l'tEc6MUitip1ee4uvip1e Beam � �y?)41.23,Verb 14#�3 • Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B Top Floor Framing, Cont. Wood Beam Design : B.13 Calculations per 2012 NDS,IBC" 2012,CBC 2013,ASCE 740 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced 1 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-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary B(8338'.X958) Max fb/Fb Ratio = 0.422: 1 fb:Actual: 962.10 psi at 4.250 ft in Span#1 Edi Fb:Allowable: 2,280A0 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.310: 1 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 L 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 Wood Beam Design B.14 Calculations per 2012 NDSSi#BC 2012,CBC 2013,ASCE 7-10 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-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634: 1 D(0.180)L(0.480) fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 Fb:Allowable: 2,313.03 psi ,n Load Comb: +D+L+H _., ;_ r`. Max fv/FvRatio= 0.350: 1 20.250 e, 5.125x19 =b 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 L 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 Wood Beam Design B.15 Calculations per 2012 NDS,IBC 2012,CBC 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 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 Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Design Summary D 41i segb35) Max fb/Fb Ratio = 0.893. 1 fb:Actual: 876.94 psi at 4.375 ft in Span#1 Fb:Allowable: 982.26 psi • Load Comb: +D+L+H • Max fv/FvRatio= 0.411: 1 A A fv:Actual: 73.91 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 8.750 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.090 in Downward Total 0.126 in Left Support 0.80 1.66 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 1.66 0.30 Live Load Defl Ratio 1172 >360 Total Defl Ratio 831 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 Printed 26 MAR 2014 4 28PM t 0618 „ att4o517 11B-1 14051 -4.EC6 N1UIt1"p� $IMp�e Beim f> ;,,,K-- �,,,,„, - �,z,,,,,,. "1<T+IER#'r,�1-�`1NG.�3-2�'j�€,Bei fi.4?)1 23�lerr&�4.4� , Licensee:c.t.engineering Lic.#:KW-06002997 Wood Bean's Design : B.16 Calculations per 2012 NOS,IBC2012,CBC 2013,ASCE 7-10 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-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads 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 $t44R' TR.5 fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psi a Load Comb: +D+L+H Max fv/FvRatio= 0.369: 1 ' 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 Defl Ratio 364 >360 Total Defl Ratio 260 >180 Wood Beare DeSJ"gi B.17 r. Calculations per 2012 NDS,,.IBC 2012,CBC 2013,ASCE 7-10 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 psi Fc-PrIl 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Design Summary D 0.1238 L 0.330 Max fb/Fb Ratio = 0.312 1 :: _ fb:Actual: 317.25 psi at 1.750 ft in Span#1 ' Fb:Allowable: 1,016.71 psi • • Load Comb: +D+L+H Max fv/FvRatio= 0.241 : 1 A A fv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.500,2-2x8 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 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643 >360 Total Defl Ratio 3377 >180 Wood Beam Design B.18 Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 7-10 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=8.250 ft Design Summary D(0.1238 L(0.330) Max fb/Fb Ratio = 0.312. 1 fb:Actual: 317.25 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi • Load Comb: +D+L+H Max fv/FvRatio= 0.241 : 1 A A fv:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643 >360 Total Defl Ratio 3377 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 ;. sv • 4 W jzr flll9il51Tt1tEa�Z14Q51T-42 Ui4 1 pll0;3,1.1Mlp1F aRi :..a. .: ENERCALC INC..1983-2014,Bu if_14.123;5fer:614"`23;'' Lic.#:KW-06002997 Licensee:c.t.engineering Woad Beam Design: B.19 Calculations per 2012 NDS,MC2012,CBC 2013,ASCE 7-10 BEAM Size: 4x8,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 psi Fc-Pr!! 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.50 ft Design Summary Max fb/Fb Ratio = 0.593. 1 D(0.05250 S(0.08750) fb:Actual: 791.49 psi at 5.375 ft in Span#1 Fb:Allowable: 1,334.07 psi Load Comb: +D+S+H • • Max fv/FvRatio= 0.192: 1 A A fv:Actual: 39.74 psi at 10.177 ft in Span#1 10.750 ft, 4x8 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.149 in Downward Total 0.238 in Left Support 0.28 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 867 >360 Total Defl Ratio 542 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pr n(ed 6 MAR 2014,9 5'AM 0:11415tF4tE11pt114Q51T t Ec6 ,Muitipie Simple meartit, , ENERGALC,INC '1983-2O1`4,l3u 6.141 23.vers 14;1.23 Lic.#:KW-06002997 Licensee c.t.engineering Description : PLAN 5.B 2nd floor wall Headers Wood Beam Design : Typical Partial/Non-Bearing Header(6'clear span max.,6'trib max.) Calculations per 2012 NDS,18C12012,CSC 2013,ASCE 7-10 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, S=0.0250 klft,Trib=5.0 ft Design Summary D(0.0750)S(0-1250) Max fb/Fb Ratio = 0.476: 1F• iA fb:Actual: 482.28 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi -, Load Comb: +D+S+H Max fv/FvRatio= 0.245: 1 A A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft, 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 0.24 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.41 Live Load Defl Ratio 1913 >360 Total Defl Ratio 1196 >180 WoodBeata Design : Typical Full-width Bearing Header(4'clear span max, 23'Trib Max.) Calculations,per 2012 NOS,IBC 2012,CBC 2013,ASCE 7-10 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-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 klft,Trib=23.0 ft Design Summary D(0.3450)S(0.5750) Max fb/Fb Ratio = 0.934. 1 fb:Actual: 948.44 psi at 2.125 ft in Span#1 V - Fb:Allowable: 1,015.94 psi • Load Comb: +D+S+H Max fv/FvRatio= 0.647: 1 A A fv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4.250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.034 in Downward Total 0.055 in Left Support 0.73 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.73 1.22 Live Load Defl Ratio 1488 >360 Total Defl Ratio 930 >180 Wood Beam Design Header RB.9.B Calculations per 2012 NOS,IBC 2012,CBC 2013,ASCE 7-10 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, S=0.0250 klft,Trib=5.0 ft Point: D=1.010, S=1.680 k @ 0.50 ft Design Summary a,�.,y,�. Max fb/Fb Ratio = 0.597: 1D 0.0750 S 0.1250 fb:Actual: 696.61 psi at 1.348 ft in Span#1 =___ Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H 0 Max fv/FvRatio= 0.265: 1 A A fv:Actual: 45.67 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.060 in Left Support 1.11 1.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.49 Live Load Defl Ratio 1671 >360 Total Defl Ratio 1044 >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 2014,9:51AM MUJ1C Ie' 'IMplk' er: a . 7, . , ,q ,.,.... .. - ti%AI C,INC 198aim:lam t 233,,Ve s•i4.t ' Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam Design Header RB.17.6 Calculations per 2012 NDS,IBC'2012,:CBC 2013,ASCE 7-10 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, S=0.0250 klft,Trib=5.0 ft Point: D=0.90, S=1.50k@0.50ft Design Summary Max fb/Fb Ratio = 0.556; 1 D(0.0750 S(0.1250) fb:Actual: 648.22 psi at 1.488 ft in Span#1 Fb:Allowable: 1,166.16 psi • • • .. . Load Comb: +D+S+H • ID Max fv/FvRatio= 0.254: 1 A A fv:Actual: 43.76 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.036 in Downward Total 0.057 in Left Support 1.01 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 1774 >360 Total Defl Ratio 1108 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Prated:6 MAP 20'4,922AM Multi Stmp1e Beat>fi' i i 1dt51T;11En er6.1^4 s �' E i [2C1tL ,,lt 1983 211 4 Li e9:&:1 e:c..erg 14 Y , Lica#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B Crawlspace Framing • Wood Beam Design CB. Calculations per 2012 NDS,IBC 2012,CBC 2013,ASCE 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-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=9.50 ft Design Summary D 0 1425 L 0.380 Max fb/Fb Ratio = 0.823; 1 '�'�`�l�i fb:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073.71 psi ..'r. ,.,_m, >' fir. Load Comb: +D+L+H Ill Ill Max fv/FvRatio= 0.403: 1 A A N:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.505,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Is 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 DORatio 888 >180 TJI JOISTS and RAFTERS i._._.._._._.._i.._.._._._.._._..._._.._.__..__._..__.._._.___Code Code Code I i Suggest Suggest Suggest 7 Lp!ck Lpick Lpick.1 Lpick si Joist b t d Spa. LL DL L M max IV max EI _ L 1b L 1v L TL240_L.LL360 L max TL deft,_:-LL deli I L TL360 L LL480 L max ,TL deft.TL defl._LL defULL deft. . ze&$rade width jm)Tdepth(In 1 Anl... Spsf? (psf?I (ft Ibs)_1�esl) _._._�Ps� ._1._._lflj _.,._....(1)._._..._._S.)..__.__Sfl1 (ft) 2�:)._. {!�_._. i _._.._eft) _�ft:1._.._.. (1) (int ratio jln µ ratio 3 4 -- 36_----- -_._.__9.5"TJ1110 .-17i4::::::::::9.5-._........-2 40 15 2380 1220 1.40E+081 14.71 27.73 1523 14.80 14.71 0.66: 0.48 13.31 13.45 13.311...._..0A-4 360 0.32: 495 9.5"TJI 110 1.75j- .__.-6,-i 16 40 15 Bier. 12204 1.40E+081 16,11..__3327 16,19 _7115,73____15,73 072J__ 0.52 __ 14.14 14.29 14.14 0A7 ____360__0,34: 495 9.5"TJI 110 1.751 9.5 12 40 1-1.61_ 2380 1220' 1.40E+08] 18,61 44.36 17.82 17.31 17.31 0.79] 0.58 i-6:87 16.7i....... µ._._._.. _._ 9.5"TJI 110 1.751 9.5 9.6 40 15 2380 12201 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.851 0.62 16.77 16.94 16 77 0.56 360 0.41: 495 ------- f ........ 81. ..------.._. .. _._I_ _._._._.._I ....... s: -1-..... .... _._._ _... 1._._ ._... -_..... .--7 - . -_.._._ ..._.._ I _._._.._ .._._._..-. _._._..-.1 -_._.._._.._._._..__._._._._ ._.._._ 9.5" 1 1101 1.7 , 9.5 19.2 401 101 25001 1220: 1.57E+Og 15.81 30.50 16.34 15.37 15.37 0.64 0.511 14.27 13.97 13.97'. 0.441 384 0.35. 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68. 0.54 15.17 14.84 14,84 0.46 384 0.37 480 9.5"TJI 110 1.751 9.5 12 40 101_ 2500 12201 1.57E+081 20.00 48.80 19 11 17 981 17 98 0.751 0.60L j 16.69 16.34 16.34 0.51 384 0.41_ 480 9.5"TJI 110 1 75 9 5 9 6 40 10f. 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.N 17.60 17 60 0.55' 384 0.44 480 95 TJI210f 2.0625 95 19.2 401 101 30001 1330{ 187E+08 17.32. 33.25 17.32 16.30 Ti".....---- 0,68 0.54, 15.13 14.81 14.81 0.46, 384 0.37: 480 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 210, 2.0625! 9.5 9 21 40' 101 3000 1330 1.87E+081 21.911 53.20 20.26 19.06, 19.061 0.79: 0.641 ' 17.701 17.32 17.32 0 54 384 0.43 480 9.5 I 1 30001 1330 +.____... -_I-_4 '_..__._.._� 081 24,49 66.50 21.82 20.53'1. 20,53' 0,86: 0,68 19.06 18.66 18,66 0.58 384 0.471 480 L r.._ T .._._. _._.._, ._._.._._.__ _. •. 9 5 TJI 230 2.31251 9.5 19.2 40 101 3330 1330 2.06E+08 18.251 33.25 17.89 16.83 16.83 0.701 0.56 15.63] 15.29 15.29 0.48 384 0.38 480 ._.. I ,S 384 0.41 480 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 25 0.51 9.5"TJI 230 2 3125 9 5 12 401 10� 33301 1330 2.06E+08! 23 OB 53.20 20.92 19 69 19 69 0 82 0.66 I 18 28 17.89 17 89 0.56 384 0.45. 480 9,5"T 12 0 ""- 1 ' _.. _._ 27 0 J 3 2.3125 9.5 9.6 40) 10L 3330k1330 2.06E+081 25.81 66.50 22.54 21.21 21.21 0.881 0.71 ! 19.69' 19.27 19.27 0.60 384 0.484 480 11.875"TJI 1101 1.75f 11.875 19.2 401 10� 31601 1560 2.67E+081 17.78 39.00 19.50 18,35 17,78 0.67-----------ó4--------------.04 16.67 16.67 0,521 384 0.421 480 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 1101 1.751 11.875 12' 40 10_1_ 3160[ 1560 2.67E+08, 22.491 62.40 22.81 21.461 21.46 0.891 0.72i I 19.931 19 50 19.50 _0.61 384 0.49: 480 11.875"TJI 110' 1.751 11.875 9.6 40� 10 3160 1560, 2.67E+081 25.14 78.00 24.57 23.12 i 23,12 0,961 0,771 21.46 21.01 21.01 0.661 384 0.53 480 . _.._.y._.._.__.._._._..-0. - --- 11.875'TJI 2101 2.06251 11.875 19.2; 40; 101 3795r 1655 3.15E+081 19.48 41.38 20.61 19.391- 19.39 0.81 0.6510 18.00, 17.62 17.62 0.551 384 0.44 480 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 18.72 0.59 384 0.47 480 11.875"TJI 2101 2.06251 11.875 121 401 101 3795, 1655, 3.15E+08 24.641 66.20 24.10 22.681 22.68 0.951 0.76 21.051 20.61 20.61' 0.64 384 0.52: 480 11.875"TJI 2101 2.06251 11.875 9.61 40 101 3795' 16551 3 .._ ._._.._..__ .15E+08 27.551 82.75 25.96 24.43 24.43 1.021 0.81 22.68' 22.20 22.20 0.691 384 0.55; 480 t 1 { ! } I , 11.875"TJI 230] 2.31251 11.875 19.2 401 101 42151 1655; 3.47E+08; 20.531 41.38 21.28 20.031 20,03; 0.83 0.671 j 18.591 18.20 18,20 0.57 384 0.45 480 11.875"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' 11.875 121 40' 10, 4215 16551 3.47E+081 25.97 66.20 24.89 23.421 23.421 0.98] 0.78 1 21.74 21.28 21.28 0.671 384 0.51 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+081 29.03 82J5 26 81 25 23 25 23 1 05 084 23 42 22.93 22 93 0.721 384 0.571 480 • I t 1 r._.._._._._._-.._._. _.____.._.___._..._._..__._.._.._._._._.._._..._._..__._..__._.._._._.._._...._._. ._.___._...._._ ._._._.._ .__._.._._._.._._�..__._.._.___._.-_................. 1_.._._._.._._._..__.__ ._._._.._._._ I + --1 i ._.._._._.. ,._.. ., 11.875"RFPI 4001 2.06251 11.875 19.2, 40 101 4315 14801 3.30E+OSI 20.77 37.00 20.93 19.69 19.69 0.82' 0.661 ! 18.281 17.89 17.89 0.56r 384 0.45: 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 19.01 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.875 121 401 101 4315 1480 3.30E+08 26.28 59.20 24.48 23.031 23.03! 0.96. 0.771 , 21.381 20.93 20.93 0.651_ 384 0.52 480 11.875"RFPI 4001 2.0625; 11.875 9.6} 40; 10; 4315 1480; 3.30E+081 29.381 74.001 26.37) 24.81; 24.811 1.031 0.831 i 2303; 22.54 22.54 0,70; 384 0.56: 480 Page 1 D+L+S CTM 14051-4015.2 Twin Creek 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 Buckline Factor 13+L+8 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.Loa u.1.0 Load @ Plate Cd(Pb).Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fbl in. in. in. ft. pif pot pH (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi WTI-lc/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1200,000 854 508 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 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 18 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 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 0.9921 3988.7 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 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 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 0.9944 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 0.9944 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 0.9957 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 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.4381 449.95 388_13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 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 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 19.8 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 1844.5,1011.45 837.57 508.18 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 l 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 16 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 16 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 1844.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 13+1_+W CT#14051-4015.2 Twin Creek I LOAD CASE (12-13) (BASED ON ANSI/AFSPA NDS-1097) 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 Bendinn Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) {Eq.3.7-1 NOS 3.9.2 Ma:.Wall duration duration factor factor use Stud Grade Width Depth Spaang 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 Fc fc fc/F'c Po tb/ 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 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 16 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 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 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 1.15 675 405 800 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 0.8974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 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 1,386 506 840 449.95 384.87 299.05 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 1,366 531 761.25 515.42 415.53 269.21 0.65 376.76 0.577 OFF 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 1.53.5 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 0.567 SPF Stud 1.5 I 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 1,366 531 761.25 449.95 378.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.80 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 1089.25 808.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.89 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 144.26 138.14 17.78 0.13####M# 0.979 SPF#2 - 1.5 5.5 16 19 41.5 660 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 0.48 927.02 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 226.94 218.02 96.97 0.44 927.02 0.796 Page 2 D+L+W+.5S CT#14051-4015.2 Twin Creek I LOAD CASE (12-14) (BASED ONANSI/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+812 c 0.80 iConstant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5Cf(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 Nhdth Depth Spacing Height Laid Vert.Load Hor.Load <=1.0 Load 43 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ in. in. in. R. pit psi pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 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 1.15 875 405 800 1,200,000 1,366 506 986 378.09 340.90 194.29 0.57 447.52 0.674 N-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 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 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 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 1.15 875 405 800 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 1.15 675 425 725 1,200,000 1,3661 531 875.438 515.42 431.52 274.29 0.641 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 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 0.869 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 217.14 0.65 335.64 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 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 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 1,388 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 18.8 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 H-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 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 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 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.80 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 16 9 19.6 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 6.13 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 1,366 531 875.438 144.26 139.02 17.78 0.13 819*16 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 1454.75 244.40 235.32 106.67 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+Lasa.5W CT#14051-4015.2 Twin Creek I LOAD CASE I (12-15) 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 Budding_Factor D+L+S+WI2 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 rules > Section 2.3.10 Bendin• Comp. Size Size Rep. Cd(Fb), Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load u=1.0 Cd(Fb).Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Ft fc fc/F'c fb fb/ In. in. in. ft. pif psf plf (Fb) (Fc) Pal psi psi psi psi Psi Psi , psi psi pal 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 B00 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 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 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 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 OFF Stud 1.5 3.5 18 9 30.9 985 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 OFF 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 1,366 531 875.438 378.09 336.17 260.95 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 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 333.97 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 1.60 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 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 1644.5 1011.45 837.57 506.18 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 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093' 531 1454.75 1069.25 850.16 531.23 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 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9958 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 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 0.64 483.51 0.580 H-F#2 1.5 5.5 16 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 CTM 14051-4015.2 Twin Creek I LOAD CASE I (12-16) I (BASED ON ANSI/AFSPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desk n Bucklin.Factor D+L+S+E11.4 080 Constant)> -- __ Cr _-__ �� 0 _ (Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc)1111 1997 NDS Cb arias Section 2.3.10 �-_�Bendin. Corn..RN Re.. �.-Cd Fb Cd Fc E..3.7-1 MINI __-___-- �r. duration duratio 1=11= use _______--11111.11111111111- IFE211127113=1 J 1 Her.Load Load P Plat.IM b Cd Fc IEMINE1131110 ©111613111 ®1112MII®0®111EINIME211111 -®®®11E111111111•11111311M21111- Pit 10511G6I1111111r211111M111110111mumummairammummimnima b MQI A J H-F Stud ®® - 7.7083 26.4 1415 3.57 0.9963 1993.4 1.60 1.15 1111 1.05 1.15 675 405 800 1,200,000 1,366 506 IIEE 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.05 1.15 875 405 800 1,200,000 1,386 506 378.09 340.90 256.51 0.75 188.85 0.430 ZEMII®®®111111131110:111MEC® IIIIIII®®1.05 130111021111 405 ELM 1,200,000 966 Kan 340.90 270.48111LEIRSKEIMMIM H-F Stud 1.5 3.5 18 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 986 449.95 395.22 311.11 0.79 158.88 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 3968.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 . 7.7083 26.4 1395 3.57 0.9984 2091.8 1.80 1.15 ®1.05 1.15 675 425 725 1,200,000 1.386 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 338.17 253.97 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 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.08 336.17 268.57 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 1.05 1.15 875 425 725 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 1.05 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 2870 3.57 0.9987 4183.8 1.60 1.15 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 0.238 H-F#2 1.5 5.5 18 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 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 16 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 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 1.10 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 18 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.101.15 875 425 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 11111111111 18.0 3287 3.57 0.3678 3287.1hil 1.15 ®1.10®�m 1150 1,400,000 2,093®iiii®' 945.38 531.23 0.56 iiii 0.052 IIIIIIIIIIIIII_IIIIIIIMIIIIIII_---_-----_�-__----_�- SPF Stud 1.5 ®�� 50.0 285 3.57 0.9981 2091.8 1.60 ®®1.05®11111111®1,200,000 ® lifil 139.02 72.38 0.52 iiii 0.727 SPF#2 1.5 5.5 18 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 Pape 5 E N G 1 M E E R I N G 180 Nickerson St. Suite 302 Seattle,WA 7 N C,/)j� (� 9$209 Project: L l l i () P 1 Date: (206)085-9512 Ctlent: ! —'404141 ` ��ci (�C�J�. Page Number: (206)285-0618 PR amu&. VhLuf t°t"'g - ` t 1 ,T w . cam_ 3 p vo. 6 C S "A-.-. i " " :;5-p4‘, 7„0317 C - 42 lij.1 ' .._. Ial) too ( �40 - X55` : jy y]y F k 7YP %! k' \� •� ?3.0 its w. ,16/1 ck .30 5 ( 2,• , r . Pte` LrY )4" z de` _ t ft y 14403 tom✓`; `440V �Ii�$ � „�V�4 ^., :,,, - Z3•3• ; .( Structural Engineers /alli 1 1 - 1 180 Nickerson St. / Suite 302 ..4 r• Seattle,WA 93109 proect: $'‘_ ..„,„, . ..„.... .Date: -,- (206)23S-4512 MX: Client: Page Number: (206)28S-0618 ' 1011 Of P .triPer, pa, hi,,, ( i9r, ?.- the,4 op....A., I otsit. Wklet.,- I= 1 0,0 Fig- "2, 644-)640fig 306' _.._.......fik 1 ,. LV....!: leo= ZiWititv+- 6)-0;3 is--. 170 le stz --40. 65 . pisiv- -ic tOs ,,W 2, '- )----4 - e 0 c olt -Al --7 , .. fosi--e alikktf- i p , 4/3a -/- 2,750c .............-____....=,........-1-4 4....rw, Z. t 5 , •V. -.:-,- 4.04) Structural Engineers Design Maps Summary Report Page 1 of 1 ill Design Maps Summary Report User—Specified Input Building Code Reference Document (2012which utilizesInternational USGS hazard dataBuilding availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III � - 1� igen, aIYBrf ir# z> w r$rllweuke ' ,, ,-: \ ' s� `�"' . Lake Oswego" .. 'Kira City ' c1 tam ; '" Ti n /' m f ,e 3 �1 M#ji dada"" E t# 1+1apQoest USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDs = 0.720 g Sl = 0.423 g SMS •= 0.667 g Sol = 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. ass MCER Response Spectrum Design Response Spectrul 1.19 t 4'', 0.4R 0..c.4 0.77 b.56 t1 0 4 lii 1111 0.40 r 04 Vt a 440.22 Cz. 3=. 4 R 0,22 II.1 0.11 4.4fl 0 00 8 4. b. A.<Q 0,00 4. a 2. 1,20 2.x4 2. 1. 2,, 1 (40,90 d, 0.40 0.00 0. S 2. 1. 9 1 44 1.90 1.90 ZOO Period,,1'{sect Period,'t{sect Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.goy/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Elevation B Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00Section 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= 45.46 N Longitude= -122,89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://qeohazards.usqs.00vklesionmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SM1= 0.68 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sips= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 Sip = 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 C2o= 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 2 20121BC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: Elevation B Sips= 0.72 h„ = 18.00(ft) Sip,= 0.45 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.43 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<TO 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sul*TO/(T2*(R/IE)) (for T>Tt_) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if SI>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,, = DIAPHR. Story Elevation Height AREA DL w, w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 18.00 18.00 1666 0.022' 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00' 10.00 1712 0.028 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(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; *wp, 0.4*Sips*IE*w, 0.2*SPE*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) EW; Max.FPX FP, Min. Roof 3.88 3.88 36.7 36.7 5.28 3.88 10.56 5.28 2nd 2.82 6.70 47.9 84.6 6.91 3.80 13.81 6.91 1st(base) 0.00 0.00 0.0 84.6 0.00 0.00 0.00 0.00 Page 3 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: Elevation B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 3000 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 40.0 48.0ft. V u/t. Wind Speed 3 sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec Gust= <93 93 mph (EQ 16-33) Exposure= B B lw= 1.0' 1.0 N/A N/A Roof Type= °`Gable" Gable Ps3oA= 28.6 28.6 psf Figure 28.6-1 Ps30 B= 4.6 4.6 psf Figure 28.6-1 ps3o c= 20.7 20.7 psf Figure 28.6-1 P5300= 4.7 `_.4.7 psf Figure 28.6-1 X= 1.00 _' 1.00 Figure 28.6-1 Ke= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X*KrteI 1 1 Ps=X*Kzt`I'pe3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse = 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) psD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 4 4 Figure 28.6-1 2a= 8 8 width-2*2a= 24 32 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00i 1.00 1.00' 1.00 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB AD AD per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 30.00 12.0 0 192 0 288 0 192 0 384 Roof - 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 12.3 6.05 6.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 1000 AF= 1200 16.0 19.2 V(n-s)= 14.64 V(e-w)= 17.25 kips(LRFD) kips(LRFD) kips kips Page 4 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) V(N-S) V(N-S) Vi(E-VV) V(E-W) V(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 10.24 10.24 12.29 1229 2nd 8.00 10.00 10.00 0.00 0.00 0,00 0.00 5.76 16.00 6.91 19.20 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)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 10.24 10.24 12.29 12.29 7.93 7.93 9.52 9.52 2nd 10 0 0 5.76 16.00 6.91 19.20 4.46 12.39 5.35 14.87 1st(base) 0 0 0 V(n-s)= 16.00 V(e-w)= 19.20 V(n-s)= 12.39 V(e-w)= 14.87 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 5 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: Elevation B SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --I 0 1 0 1 P6TN 150 150 150 150 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 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 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 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.88 kips Design Wind N-S V i= 7.93 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.88 kips Sum Wind N-S V i= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 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. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Line OTM RDTM Unet 1J ,, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.T1 416 15.0 46,0 1.00 0.15 1.98 0.00 0.97 0.00 1.00 1.00 65 P6TN P6TN 132 7.76 26.12 -1.28 -1.28 15.86 31.05 -1.06 -1.06 -1.06 Ext. A.T2 139 5.0 46.0 1.00 0.15 0.66 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext. ''A.T3 278 10.0 46.0 1.00 0.15 1.32 0.00 0.65 0.00 1.00 1.00 65 P6TN P6TN 132 5.17 17.41 -1.31 -1.31 10.58 20.70 -1.08 -1.08 -1.08 - 0 0.0 0.0 1.00 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 0.0 " 0,0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0,0 0.0 1,00 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 0.0 0.0 "1:00 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 Ext. B.T1 150 5.0 47.0 1.00 0.15 0.71 0.00 0.35 0.00 1.00 1.00 70 P6TN P6TN 143 2.80 8.90 -1.41 -1.41 5.72 10.58 -1.12 -1.12 -1.12 Ext. B.T2 300 10.0 47.0 1.00 0.15 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext. B.T3 143 4.8 47.0 1.00 0.15 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext. B.T4 240 8.0 47.0 1.00 0.15 1.14 0.00 0.56 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 16.92 -1.06 -1.06 -1.06 - - 0 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0,0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0,0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 1666 57.8 57.8 =L eff. 7.93 0.00 3.88 0.00 EV��d 7.93 EVEQ 3.88 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height='`' 9 ft. Seismic V i= 2.82 kips Design Wind N-S V i= 4.46 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.70 kips Sum Wind N-S V I= 12.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.00 Table 4.3.3.5 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. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM line Ueum OTM RoTM Unet U.L. Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma" 621 -29,0 46.0 1.00 0.15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 - - 0 0.0 0.0 1.00 0.00' 0.00 0,00 0.00 0,00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 - - 0 0.0 - 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1,00' 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 Ext. B.Ma 571 10.0 47.0 1.00 0.15 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext. B.Mb 285 5.0 47.0 1.00 0.15 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 - 0 0.0 0.0+ 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 0 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 -1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 = 0.0 0.0 1.00 =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 0.0 0,0 1.00 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 0.0 0.0 1.00 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 0,0 0.0 1.00 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 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EVw;,,d 12.39 EVEo 6.70 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.88 kips Design Wind E-W V i= 9.52 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.88 kips Sum Wind E-W V i= 9.52 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Voet Urn OTM RorM Unet Usum U.,” HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta* 283.6 8.0 40.0 1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83* * 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* Rear 2.Tb* 407.6 11.5 40.0 1.00 0.15 2.33 0.00 0.95 0.00 1.00 1.00 83* * 203 7.59 17.41 -0.91 -0.91 18.63 20.70 -0.19 -0.19* Rear 3.Tc* 141.8 4.0 40.0 1.00 0.15 0.81 0.00 0.33 0.00 1.00 1.00 83* * 203 2.64 6.06 -1.02 -1.02 6.48 7.20 -0.22 -0.22 Rear 4.Td 0 0.0 0.0 1.00 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 0.0 0.0 1.00 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 Int N/A 0 0.0 0.0 1.00 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 Int N/A 0 0.0 0.0 1.00 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 0.0 0.0 1.00 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 Int N/A 0 0.0 0.0 1.00 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 0.0 0.0 1.00 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 Front 4.Ta 148,7 2.5 11.0 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03* Front 4.Tb 148.7 2.5 11.0 1,00_ 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03* Front 4.Tc 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43* Front 4.Td 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43 * Front 4.Te 148.7 2.5 11.7 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99 * Front 4.Tf 148.7 2.5 11.7 1.00 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99* - 0 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0` 1.00 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 0,0 0.0 1.00 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 0.0 0,0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 " 0.0 1,00' 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 1666 37.5 37.5 =L eff. 9.52 0.00 3.88 0.00 EVA d 9.52 EVEQ 3.88 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height 9 ft. Seismic V i= 2.8 kips Design Wind E-W V i= 5.35 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6 0 kips Sum Wind E-W V i= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind ..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. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv level V abv. 2w/h v i Type Type v i OTM RorM Line Usom OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (k'. (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1.Ta 107.6 4.3 12.3 1.00 0.15 0.3, 1.20 0.18 0.49 1.00 0.94 166* * 361 5.98 1.98 1.12 0.18 13.80 2.36 3.19 3.00* Rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0.1 1.10 0.16 0.45 1.00 0.87 181 * 361 5.49 1.82 1.14 0.23 12.66 2.16 3.25 3.06* Rear 3.Tc 158.3 6.3 19.5 1.00 0.15 #.50 1.76 0.26 0.72 1.00 1.00 156* * 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.65 2.44* Rear 4.Td 63.31 2.5 19.5 1.00 0.15 0.20 0.70 0.10 0.29 1.00 0.56 282* * 361 3.52 1.85 0.91 0.91 8.12 2.19 3.23 3.23* - 0 0.0 0.0 1.00 0. e' 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 Int N/A 181.1 5.5 ' 5:5 1.00 1.15' 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.68 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int N/A , 246.9 7.5 7.5 1.00 0.15 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.66 2.13 0.22 0.22 6.95 2.53 0.65 0.65 0.65 - - 0 0.0 0.0 1..4 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 nt 4 8 10$ 0.0 #0 0. .3, 100 0. 0 0.0' 00 1.00 70 P6TN P6TN 134 6.34 3.79 0.27 0.27 12.05 4.50 0.81 0.81 0.81 - • 4.0 0.. 1.0$ 1.00'' 0.40 0.04 Q.00 0..0 1.## 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta' 117.1 2.4 20.5 1.00' 0.151 0.37 0.89 0.19 0.62 1.4: 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.07 17.06 2.23 8.48 11.51 ABWP Front 4.Tb` 0 0.0 0.0 1.00 0.15' 0.00 0.00 0.00 0.00 1.# 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Tc 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.04 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 117.1 2.4 20.5 1.00 0.15 0.37 0.89 0.19 0.62 1.+' 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.24 17.06 2.23 8.48 11.90 ABWP ro, T- 9% 91 0 11 • 01` I .5 0. 1 16 0 "5 1.0': 0.44 569* * 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99* Front 4.Tf 96.91 2.0 11.7 1.00 0.15 0.30 1.49 0.16 0.35 1.00 0.44 569* 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99 - 0 0.0 0.0 1.00 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 0.0 0.0 -1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0:0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 0.0 0:0 1.00 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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 -`0.0 0.0 1.00' -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 0.0 0.0 1.00 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 0.0 0.0 1.00 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 1712 48.7 48.7 =L eff. 5.35 9.52 2.82 3.88 EVm d 14.87 EVEQ 6.70 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:. Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Ta,4.Tb Roof Level w dl= 150 plf V eq<r' 692.6 pounds V1 eq= 362.3 pounds V3 eq= 330.3 pounds V w= 1699.7', pounds V1 w= 889.1 pounds V3 w= 810.6 pounds —_•, i v hdr eq= 63.4 plf — 0.- •H head= A v hdr w= 155.7 plf 1 y Fdragl eq= 183 F2 eq= 166 Fdragl w= - 8 F2 -408 H pier= v1 eq= 127.9 plf v3 eq= 127.9 plf P6TN E.Q. 5.0 v1 w= 313.8 plf v3 w= 313.8 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 v Fdrag3 eq= : F4 e•- 166 feet • Fdrag3 w=448 F4 w=408 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 plf P6TN 3.0 EQ Wind v sill w= 155.7 plf P6 feet OTM 6234 15297 R OTM 4461 5363 • UPLIFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1= 2:8 L2= 5.5 L3= 2.6 Htotal/L= 0.82 t ► Al A 1 ► Hpier/L1= 1.76 Hpier/L3= 1.94 L total= 10.9 feet ► JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID:Elevation B 43c,4.Td Roof Level w dl= 150 plf V eq 554.1 pounds V1 eq= 277.1 pounds V3 eq= 277.1 pounds V w= 1359.7 pounds V1 w= 679.9 pounds V3 w= 679.9 pounds v hdr eq= 58.3 plf •H head= A v hdr w= 143.1 plf 1 v Fdragl eq= 160 F2 eq= 160 Fdragl w= •4 F2 -394 H pier= vi eq= 173.2 plf v3 eq= 173.2 plf P6 E.Q. 5.0 v1 w= 339.9 Of v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 Fdrag3 eq= s I F4 e.- 160 feet A Fdrag3 w=394 F4 w=394 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 58.3 plf P6TN 3.0 EQ Wind v sill w= 143.1 plf P6TN feet OTM 4987 12238 R OTM 3379 4061 • • UPLIFT 182 926 Up above 0 0 UP sum 182 926 H/L Ratios: L1= 2.0 L2= 5.5 L3= 2.0 Htotal/L= 0.95 ► ►4 ► Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 9.5 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Te,4,Tf Roof Level w dl= 150 plf V eq 692.6 pounds V1 eq= 346.3 pounds V3 eq= 346.3 pounds V w= 1699.7 pounds V1 w= 849.8 pounds V3 w= 849.8 pounds i ► v hdr eq= 60.2 plf --0.- A H head= A v hdr w= 147.8 plf 1 y Fdragl eq= 196 F2 eq= 196 Fdragl w= ,;0 F2 -480 H pier= v1 eq= 138.5 plf v3 eq= 138.5 Of P6TN E.Q. 5.0 v1 w= 339.9 plf v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= s• F4 e.- 196 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 60.2 plf P6TN 3.0 EQ Wind v sill w= 147.8 plf P6TN feet OTM 6234 15297 R OTM 4951 5951 T v UPLIFT 118 863 'Up above 0 0 UP sum 118 863 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 Htotal/L= 0.78 t ► 4 0 1 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 11.5 feet JOB#: Elevation B SHEARWALL'WITH FORCE TRANSFER, ID: Elevation B 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 plf 1 v Fdragl eq= 226 F2 eq= 199 j Fdragl w= 1 F2 -459 H pier= vi eq= 159.4 plf v3 eq= 159.4 plf P6 E.Q. 5.0 v1 w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9Fdrag3 eq= • F4 e.- 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 • v UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3 L2= 4.0 L3= 38' Htotal/L= 0.75 4 1. 4 11.4 0. Hpier/L1= 1.18 Hpier/L3= 1.33 + L total= 12.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID:Elevation B 1.Mc,1.Md Roof Level w dl= 150 plf V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1 pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds _ v hdr eq= 62.2 plf ► k H head= A v hdr w= 143.5 plf 1 y Fdragl eq= 589 F2 eq= 236 Fdragl w= •58 F2 -543 H pier= vi eq= 156.4 plf v3 eq= 156.4 plf P6 E.Q. 5.0 v1 w= 360.8 plf v3 w= 360.8 plf 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 Of P6TN 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12320 28413 R OTM 18119 21780 iv 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 f 0. Hpier/L1= 0.80 Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Me,4.Mf Roof Level w dl= 150 plf V eq 1011.7 pounds V1 eq= 505.9 pounds V3 eq= 505.9 pounds V w= 2305.8 pounds V1 w= 1152.9 pounds V3 w= 1152.9 pounds ► v hdr eq= 89.3 plf •H head= A v hdr w= 203.5 plf 1 y Fdragl eq= 327 F2 eq= 327 • Fdragl w= .6 F2 -746 H pier= v1 eq= 252.9 plf v3 eq= 252.9 plf P4 E.Q. 3.0 v1 w= 576.5 plf v3 w= 576.5 plf P3 WIND feet H total= 2w/h= 1 2w/h= 1 7 T Fdrag3 eq-- F4 e.- 327 feet A Fdrag3 w=746 F4 w=746 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 89.3 plf P6TN 3.0 ` ` EQ Wind v sill w= 203.5 plf P6 feet OTM 7082 16141 R OTM 4805 5777 v UPLIFT 213 972 Up above 118 863 UP sum 332 1835 H/L Ratios: L1= 2.0 L2= 7:3 L3= 2.0 Htotal/L= 0.62 0 A ►-t 0 Hpier/L1= 1.50 Hpier/L3= 1.50 L total= 11.3 feet r a,. c. , - I A PA 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 values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 0 2014 APA—Thc Engineered WoodAssocialion PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ= 810#< EQ (ALLOW)= 1031# WIND = 1260#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear (lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-101/2" 10la h�Q31 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 F 2'to 18'rou h width of o enin per wind design min 1000 lbf 9 P 9 on both sides of opening for single or double portal opposite side of sheathing • Pony _ 1 _ wall height • IZiWir N?: Fasten top plate to header ; with two rows of 16d sinker nails at 3"o.c.typ D •, Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown - /panel sheathing max total er Header to jack-stud strap per wind design. • wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" I nailed to common blocking max ,r thick wood structural panel sheathing with ttt !-• within middle 24"of portal height .. 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. i Min length of panel per table 1 0 Typical portal frame construction Min(2)3500 lb strap-type hold-downs0 (embedded into concrete and nailed into framing) 0 Min double 2x4 post(king • and jack stud).Number of Min reinforcing of foundation,one#4 bar _-,t I R502O&jack studs per IRC tables t top and bottom of footing.Lap bars 15 min R502.5(1) (2). a t r -t 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 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method.PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings, Structural Engineers Association of Southern California.Whittier,CA. We have field representatives in many major U.S.cities and in Canada who can help answer questions involving Vvvinv.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 100E 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 ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Weed Association 180 Nickerson St. CT ENGINEERING �QSuite 302 �' P l im— Seattle,WA INC, RA0.11 , .)-- 9819 Project: �1 �^ �, ^,� Date: (206)285-4512 Client: �l�^'' — ( � ( ( 2 -_v 16,v5iZ) Page Number: (2 6FAX,)285-0618 40 0Y17--AsVA-6v,) -7r�J ® Q y 1 ALI! g`` X C6`` 12" )02" Lform FVf2- ‘01-4) QrTPit4 r-z) ()D5)7) \ � Tlu ?.�11i (' ISA 1) ' 860446J 01 (zY0.2 _ �.�P,�;>n a �►)C©2 ��� 0.3 2 (16 g._ /3 Liz) V (24,0,1) (60)(= - ())(,2)11a1) ( e .- ` ) 1 P X Com , bo/(2) 44- 0[- 0,;66 utUr 12X01 - 112. 4-4- , h lND'1.• 01" 66xL6 '��V!1 5 �� Pkv M _ I w A " Structural Engineers I WOOD FRAME CONSTRUCTION MANUAL 63 � I t. Table 2.2A Uplift Connection Loads from Wind • (For Roof-to-Wall,Wall-to-Wall,and Wali-to-Foundation) . r 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly1,z,a,a,s,a,7 Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 443A5.6.7 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 .272 315 362 412 465 521 612 61 O psfe 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 60 428 468 509 598 693 796 906 1022 1146 1345 m ci • 12 70 80 92 116 142 171 201. 233 267 321 CI 24 111 129 148 188 231. 278 328 381 437 528 m co 10 psf 36 152 178 204 260 321 386 456 530 609 736 —+ 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 6892 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057 12 22 ' 32 44 68 94 123 153 185 219 273 24 27 45 64- 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 �� i`.4tri 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 - 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings • . located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. s Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 1 12 1619. 24 48 Multiplier 1.00 1.33 16I 19.2.1.60 I 2.00 l 4.00 `i.- 4 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-wallor 1 wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) 1 for each full wall above. i'�`-1. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the Ali. ti,)_I, header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ```i ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length ;;,t.r, includes the overhang length and the Jack span. 3 1' s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. r.. ,,lia. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite sot / / ) 1 J Seattle,WA Project: -T`W/1 ln/)att_ S)1V( c• 1L1 Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \d) I'L*!/) .712)'14' e) 71S12 1421— NI5r&c7)0(L. r -z---- 1 l n MP - ( uL7i V$P, g �:33 - 2� . tO Com,Am S SS /t " 9?) Eilin i e l/ 6170+ o,c)(61,--)- (0,6) = 'ALTS' 56K-6-* 9---01710c5-TE urs: 69 c lffs 2x i -res • ( (4W59\-) -6( 2,1 12 ( 4)(7_) 0,a) 6,0 AAN--6-ai.3 0, ap 6-A(6-E J tr2 '>4..f FV-444' ----- (71-6y 40/7)(0 (0 4-1, 131-\-4q119 4-1,AVileriVk., 06- (I) -Tye 6vskcodo e64, ,q, � EY e f'-/-7oce- FW-75(L- a--= (5Y na0 = Structural Engineers TRUSS TO WALL CONNECTION ',I'I VAI lii`; # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UI'111I 11 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" ,11M 41b 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" vi itii 1 SDWCI5600 - - 4N` IP, 2 H10-2 (9) 0.148" X 1.5" (9) 0.148' x 1.5" Il/I /11 2 (2)112.5A (5) 0.131" X 2.5' EA. (5) 0.131" X 2.5" EA. 10/0 2.11 2 (2)SDWC15600 - - 'illi 9.f0 3 (3)SDWC15600 - - 14`.l' 3tts ROOF FRAMING PER PLAN 8d AT 6" O.C. :.,..... -..i...'''''''''' 2X VENTED BLK'G. ro k'. 0.131" X 3" TOENAIL op AT 6" O.C. ED JP riot" -0- -0 r \H2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS --II-PE 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 5P[ VALUE'- OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES U('I.IFI El PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 100 L 415 1 H2.5A (5) 0.131"X 2.5' (5) 0.131" X 2.5" 555 [ 110 1 SDWC15600 - - ai;', I IIS I 2 H10-2 (9) 0.148" X 1.5' (9)0.148" X 1.5' it)7D 700 1 2 (2)H2.5A (5) 0.131' X 2.5" EA. (5) 0.131' X 2.5" EA. 1070 220 2 (2)SDWC15600 - - 'jiff 7..10 3 (3)SDWC15600 ADD A35 ®48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND iiiiiblik SDWC LE 8d AT 6" O.C. CONNECSTYTIONS 2X VENTED BLK'G. ��i1�MI 7%iI% i)► i% 1111 IIII H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -. PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [ PL14-90 3-31-14 R O S E B U R G J5 MAIN 9:04am lofl CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 / / / 14 8 0 14 0 0 9 ° 28 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 509# -- 2 14' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 1469# -- 3 28' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 403#(252plf) 106#(66p1f) 2 1130#(706p1f) 339#(212p1f) 3 387#(242p1f) 98#(61p1f) Design spans 14' 5.375" 13' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1551.'# 2820.'# 54% 6' Odd Spans D+L Negative Moment 2075.'# 2820.'# 73% 14.67' Total Load D+L Shear 744.# 1220.# 60% 14.66' Total Load D+L End Reaction 509.# 1151.# 44% 0' Odd Spans D+L Int.Reaction 1469.# 1775.# 82% 14.67' Total Load D+L TL Deflection 0.2689" 0.7224" U644 6.72' Odd Spans D+L LL Deflection 0.2261" 0.3612" U766 6.72' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON ♦,,,,,,,,,� EWP MANAGER $ e. Copyright(C)2013 by Simpson Strong-Tie Company lnc.ALLRIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The LAKE OSWEGO,OREGON design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317 Roseburg NPL15_52 5 MAIN 3:52pm A Forest Products Compare, J6 1 of 1 CS Beam 4.11.26.1 kmBeamEngine 4.11 26.1 Mateoals Database 1516 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 II' 141 1" / / / 14 0 0 14 8 0 9 ° 28 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1469# -- 3 28' 8.000" Wall DFL Plate(625psi) 3.500" 1.750" 509# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 387#(242p1f) 98#(61plf) 2 1130#(706p1f) 339#(212p1f) 3 403#(252p1f) 106#(66p1f) Design spans 13' 9.375" 14' 5.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. • Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1551.# 2820.# 54% 22.67' Even Spans D+L Negative Moment 2075.# 2820.# 73% 14' Total Load D+L Shear 745.# 1220.# 61% 14' Total Load D+L End Reaction 509.# 1151.# 44% 28.67' Even Spans D+L Int.Reaction 1469.# 1775.# 82% 14' Total Load D+L TL Deflection 0.2689" 0.7224" L/644 21.95' Even Spans D+L LL Deflection 0.2261" 0.3612" L/766 21.95' Even Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663