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Specifications (10) 180 Nickerson 2 . SEP 1 2016 CT #15238 -.. 0pe1f )61NA1:4\7,. \C CT NG INEE NGStructural n, r:7ee:s:e10Sat1e. WA910INc6242 (v) 206.285.0618 (F) StrRiver Terraceuctural opR0:Plan 5 , , . 60 :pE Elevation D Tigard, OR , 4REcNk T. Design Criteria: 201 09/14/2015 ASCE 7-10 Wind Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon 109East 13th Street, Suite 200 Van ouver, 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#: Elevation D 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 • 2x8Hr- 2x8HIR I2x8Ho- 2x8HIR 2x8HD- .,.1111 i i - - . . . F.. All Mil I II Ir sI illiii II 1 .111 IC, 1 11 Illimmill iiii 111 1 elk 11' 1 Ifla __I�,1 111 11111111M11 11111111111111M ql4111 ,N, � � 1W ibi �' 1 IIL 11111 Ell �::.::::::::::::log filli-ceo-,„ II iIr . n 1 , FM II�L a L1L Odi au Al0 A :rA n e II d3 i ;ILGT.•4 1;&1-•= HDR Nomigiore&pisRoh,or '�11 -- RB®_ I1 i- ®- , (2)2x: HDR , ' r 5D PLAN 5D Roof Framing Plan ®PLAN 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'_0" (11x17) 0 ( I>< U .P.2:-=-.... ,o Hr' I— I F ] I I— ril E--, q —4 r 1 1 , PI ti I ....P. . N I07 . J .....,...__ I 1—17_____ ____ -`: I ti 4 I H Ta 4.1b 41:10 19 , 0 4.Te 4. F (p6) P6) 411) OPLAN 5D PLAN 5D Top Floor Shear Plan 1/4°=1�-0° CT# 14051 2014.05.09 1/4" = 1' 0" (11x17) Mb 19 gar o 0 STHD14 14 1.Ma 4x10 HDR 1.Mb 3.5x9 GLB HDR 1.Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.M. 112.1 B.2 B 3 - 1.4 B.3 �, r re II I 1 ( o 111 1 1- °,01' r I Ii __ . C. ` , O I. E € ..Z Ui ' __—J � . OI, II t I II 1 II 1 1 1 3.5x14 13IG:EMFB 3.5x14 B BEAM FB 3. 1./3 HDR I ---1 rL _�� SII I F� 1 i �� 11 ,4 14 " 1 � E- - 3.8 B.19 4x4)HDR 4 I HDR := ' \\STAIR . Z 11, •?I I a / NI- X ,��- I FRAMING �C I STHD14 " j STW 114-----� , STHD14 I \ 7 N: 1�___-- .sTkC I \ / co N II I , 1 \/ i' / \ I P4 i I // \\ S1HD14 ( \ I1.1 I / \ STE D14 f 1 3.5x BIG BBAd1B 11 B.1. 5.5x18 HDR '-, � i'�a-.s ric as arr�airs� i 4= 16 � rtit 0 II cV ° G] 1 1 I 1 II , N - --- -- -- 4-__ �. LT- — ----y ---- I 1 eC O, 2 • E 1 JFi E 53 cI) I > yc Ire I' aOa S6.1 ' x 0 • x18 1 fl, 2x8 HDR Fc 36.1 9. m 3.5'x14"B G BEAM RI 1 ® x V) 59.0 •��o'��IA MN— :1 _ ! -1 �. -- 5.5:165(LBHDR B._6 1--- t c'—w. J��j B.1 )2x8 HDR C2)2x28. JHDR S 02)2x8 HDR CD STHD14 STHD14 _ MONO TRUSSES P3 I 2)2x8 tit 7 ' STHD14 4.M @ 24"O.C. '• 1 2x LEDGER a STHD14 @24O; s o. c s 't2-9 '; 4.Mc & 4:Md not used this elevation Mk MI el %SF qv OPLAN 5E) PLAN 5D Main Floor Shear/Top Floor Framing 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1,-0. (11x17) 3" 4 0" 3" I-1-3J T.O.S. 3 1/2"CONC.SLAB ...:41... * -0'-0" T.O.S. STHD14 STHD14 S-ri-t014 I I 1 ,, 1_ I_y 1 75x9 1 I. i III 1 e 1/2"TJI FLOOR JOISTS© .. INSTALL SYSTEM TO ALLOW ... 1 ... .. 9.2""0.C. P.U.N.O ... • I ADEQUATE DRAINAGE AT ._ ( ... .... ...1. 1� ... I CRAWL SPACE... .. I Co 1 -.-. �' �. ...... -. In 1.75)(9 LVL 1 1 ... n 18 x18 x10"'FTG ... f0 ..- ..1. I o- I -W/(2)#4 EACH WAY TYP I 1-1'-0 1/21 --.1. WNO I I I L t_ _ _ ti ®F175"WIDE L TO MATC I JOIST ' I , 1 _.. .. .. I Penh _ I _._ __ .. -.. DEPTH ABA. PONY WAI_S. -- 1 , 1 aI Ir WH\\I STHD14 t STHD14� I 1 EMI \r P4 T.O.S. P4 ..o 1 0"x20"x10 FTG—� 1J5"W{D€LVLTO •TCH e 1' /_(3)EA WAY I. I JQfST DEPTH AB a VE PQNIf r .. WALL: - ..I I STHD14 - STD 4 18 CV I 31/2"CONC.SLAB I -- SLAB SLOPES 31/2" I .I. I3 _1'-0 1/2" FROM BACK TO APRON VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN 1 ........... ......... r ... .. .. I ... .... 1'-01/2 1 19'_10" , an L '(. f • vE•TFC0I p \ I 18 STHD14 -1'-0 1/2" a STHD14 6.1 e I 31/2"CONC.SLAB e P3 P3 1 SLOPED DOWN I 1/4 :12 W El I STHD14 STHD14 Q P3 SIM. PLAN 5D �2-1"� 16-3" ", 9'-21/2" 8" 10'-61/2" C)PLAN 50 ao'-o"j'-3 • 1 Foundation Plan 114"=1'-0" CT# 14051 2014.05.09 1/4" = _'-0" (11x17) CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 01 T 091 c P. 7 1' 4 9 I9 �te 1 i - 22.,22,22,E /,,d . €, „. „„ Lic e �t Lic.#:KW-06002997 ense ..engineering Description 2nd floor wall Headers iirtOdtit t*Olif Typical Partial/Non Beann Header(6'clears an max., 6'trib max.) ; �ND� �-,20ii,dee i013Atc0 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Design Summary D 00750 S 0.1250 Max fb/Fb Ratio = 0.476; 1 fb:Actual: 482.28 psi at 3.250 ft in Span#1 �� Fb:Allowable: 1,013.55 psi Load Comb: +D+S+H 0 A Max fv/FvRatio= 0.245: 1 fv:Actual: 36.76 psi at 0.000 ft in Span#1 e.so n z-zxs Fv:Allowable: 150.00 psi 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 W004 Beam Iles n,-Typical Full width BearingHeader 4'clear span max 23'Tnb N tc ulatfaitis per 207=2 NDS,Max.)BG 2O 2,cC 2613,4 C 710,+ sx ,!. Ca BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Design SummaryD 03450 S 0.5750 Max fb/Fb Ratio = 0.934. 1 fb:Actual: 948.44 psi at 2.125 ft in Span#1 vr- Fb:Allowable: 1,015.94 psi • Load Comb: +D+S+H A Max fv/FvRatio= 0.647: 1 A fv:Actual: 97.08 psi at 3.655 ft in Span#1 4.250 ft,2-9 B Fv:Allowable: 150.00 psi 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 rwaiiii at ig Header RB 5 D ►° 1 7-� ° iili12,I4b 3Gd12, B 20 o 0. 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Point: D=0.990, S=1.50 k @ 0.670 ft Design Summary ° - 0.0750 S 0.1250 Max fb/Fb Ratio = 4.628; 1 :::_ fb:Actual: 639.02 psi at 0.669 ft in Span#1 Fb:Allowable: 1,017.44 psi Load Comb: +D+S+H Max fv/FvRatio= 0.938: 1 A A fv:Actual: 140.63 psi at 0.000 ft in Span#1 2.750 n,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E Li Downward L+Lr+S 0.008 in Downward Total 0.012 in Left Support 0.85 1.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.34 0.54 Live Load Defl Ratio 4381 >360 Total Defl Ratio 2655 >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 M"��1�, € " � t "IM1128AM 441 / Lic.#: KW-06002997 Licensee:c.t.engineering Description : Top Floor Framing **imam WestinfB 1 �Ca1 " 2 IEC 12�GB�1 ltSC 9 ifl BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft 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 D 0.0: Max fb/Fb Ratio = 0.795 1 D 0.04 �, , 2r '> fb:Actual: 983.60 psi at 2.663 ft in Span#1ri��3i1�1°) * r 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 WOO B plan DeS f ri ei3.2 7w4 _ icuIans' r2aitriCi ,11 4642, 8614 P3*CE T g' BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 3.250 ft Design Summary Max fb/Fb Ratio = 0.792' 1 + + Dt4+y �50+s(C 57503 fb:Actual: 2,168.64 psi at 3.250 ft in Span#1 Fb:Allowable: 2,738.45 psis Load Comb: +D+0.750L+0.7505+H _ •• ,�..,, � " ,, , • Max fv/FvRatio= 0.615: 1 A fv:Actual: 187.53 psi at 5.763 ft in Span#1 Fv:Allowable: 304.75 psi 6.50 ft 3.125x9 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.189 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 654>360 Total Defl Ratio 412>180 .®. 6am esign : B.3 Ca per Ztl DS,IBC 20 l2,CBC 2013,ASCE 7 1t BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PHI 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=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: Engineer: Project ID: 180 Nickerson,Suite 302 En 9 Seattle,W5A 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,11:28AM g •. 4„n c- wy,. 34.. ,. ,i „yi, -a iii;:; ,e,, :,,,,,. Aa-Ilei .. ,,. Lic.#: KW-06002997 License:c.t.engineering Design Summary *DO�': (V57,5°) Max fb/Fb Ratio = 0.681; 1 fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi +D+0.750L+0.750S+H Load Comb: • • Max fv/FvRatio= 0.502: 1 A A fv:Actual: 103.92 psi at 0.000 ft in Span#1 4.250 ft,4x10 Fv:Allowable: 207.00 psi 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 . . jg «I> B 4� •1cal*tons,pe(4tl ..IBG, .'1�cBS, pr1 ;A E o � 2t1 1 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 klft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 klft,Trib=8.0 ft Design Summary ..,`,m : Max fb/Fb Ratio = 0.578; 1 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 0 0 Max fv/FvRatio= 0.401: 1 A A fv:Actual: 83.02 psi at 3.485 ft in Span#1 4250 ft,400Fv:Allowable: 207.00 psi 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 W� 11"t ri B 5 (TYPO Alcu �''- MDS IB •i B 2013,A 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-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 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 Load Comb: +D+S+H = = Max fv/FvRatio= 0.092: 1 fv:Actual: 15.85 psi at 0.000 ft in Span#1 2150 ft,2-2x8Fv:Allowable: 172.50 psi 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)2854512 Fax: (206)285 0618 ,5 06 i1', - ' f °24,4.P 6 MAR 20141 123!AM ai ; �i. _ ., :�. i t a i4 Lic.#:KW-06002997 V.6 e engineering License c t ngmee Wf �� DS�t1 '�. , 4... ` 1, ,,� ter' 5 per ,ll C 2012,{ 2{1 3, 5CE 71 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem FirWood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, 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 /F • ` e'•�"`�':iabel • fb:AfbctubalRatio = 606°.15424i: ; 1 at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi \ Load Comb: +p+S+H Max fv/FvRatio= 0.283: 1 A fv:Actual: 48.83 psi at 5.400 ft in Span#1 A Fv:Allowable: 172.50 psi 6.0 ft,2-ae 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 Wf3Qf�$e lis Desig I B-7 aGula Grs r 2` S, Ztf2, BG ttf E? ?4 - • Cgm , , , .,, � BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary 1n Max fb/Fb Ratio = 0.292 1 • s. ,. r ; fb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psi Load Load Comb: +D+S+H "' " Max fv/FvRatio= 0.195: 1 A A iv:Actual: 33.57 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 4.50 rt 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.012 in Downward Total 0.025 in Left Support 0.38 0.09 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.09 0.28 Live Load Defl Ratio 4369 >360 Total Defl Ratio 2152_>1840 „wo,- Bal» Design B$ ' 4 ° .e: l : .. i#is p 201 ;Nib 1 .2077, 20 ,SCI x;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-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 k/ft,Trib=14.750 ft Design Summary D02213 L0590 Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 Fb:Allowable: 1,077.23 psi Load Comb: D+L+H 0 + • 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 4.10 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: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: Printed:6 MAR 2014,11:28AM (206)285 0618 E • ;11',i 17 1. 0. a. '�� a„..�. ,- '� 9 -2��en :c: engineering Lic.#: KW-06002997 ' f ' :.Bea® 19 1 9i '..W-• T a1olalaris:jar 2412 p I 2Ni12, Bc21313 15+ E? 107 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design SummaryD 02213 L 0.590 Max fb/Fb Ratio = 0.277. 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1r Fb:Allowable: 1,077.23 psi . - • Load Comb: +D+L+H - Max fv/FvRatio= 0.205: 1 fv:Actual: 36.84 psi at 2.730 ft in Span#1 3.504 4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E U 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 Deft Ratio 7745>360 Total Daft Ratio5633>180 B10 ��- Det -W , :4r, .4" A i ilf ,v n er 21 21 1i iB ;3C1 , 2ii , 4s ) 7 tt 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 SummaryD 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 • A Max fv/FvRatio= 0.295: 1 fv:Actual: 91.39 psi at 4.840 ft in Span#1 6.0 a,1.75x14Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 5 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 Deli Ratio 2581 >360 Total Deft Ratio 1877 >180 *111 1''' `4' eim to-igti B 11 p/� J ' a''''' 7, 1 EF i2 talk ril ? 1tP8C 2 13:..ASd ..%. 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-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=14.750 ft D 02213 L 0.590 Design Summary ::>_.>_ - 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 4.50 4,1.75x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E ILI 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 Deft Ratio 6120>360 Total Deft Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 e Printed 6 MAR 2014,11 28AM t�p� 4 / %i / #fit '7 1 1 1 /� r... < ', ,.,.} r ,? , 6=..._.,,. " 2tt ...,6,..441, V 14 Ltc #. KW-06002997 � r'a [ B 2 Licensee c t engineering - ` .' ;Ilia, lea,, o 1,21�T 201 Id �fl13 A1SC 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-Pill 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.0 ft Design Summary D 0.210 L 0.560 Max fb/Fb Ratio = 0,736. 1 fb:Actual: 1,752.18 psi at 4.000 ft in Span#10 �` � Fb:Allowable: 2,379.75 psi � �� Load Comb: +D+L+H 0 Max fv/FvRatio= 0.504: 1 A A fv:Actual: 133.60 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 8.0 ft, 3.125x9 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.152 in Downward Total 0.209 in Left Support 0.84 2.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 2.24 Live Load Defl Ratio 632>360 Total Defl Ratio 459 >180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 PFax: (206)285 0618 lnnted 6 MAR 2014 12 05PM / • 0 d1 ,,. ,.... , ,, Licensee:c.t.engineering Lic.#: KW-06002997 Description : Top Floor Framing, Cont. _. ,..,. ,.... _> _. :aCtri13 c cute 60,par 2012 t Bi 201 2,0:13C*- 13 A•ACE X710 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx t,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=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary B(8:? ' ldg 83 Max fb/Fb Ratio = 0.422; 1 fb:Actual: 962.10 psi. at 4.250 ft in Span#1 Fb:Allowable: 2,280.40 psi A. Load Comb: +D+L+H �� • Max fv/FvRatio= 0.310: 1 fir:Actual 95.96 psi at 7.338 ft in Span#1 8.50 R 3.Sz1♦ Fv:Allowable: 310.00 psi Load Comb +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 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 Deft Ratio 1055 >180 woodt Beamrt Hest n z B 14 v. 4„ , Caleulfiti its PPT 2i 12 1� 3, '� � �lBs �2,t3�1W,2o1 E 0;' 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 Pill 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 klft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634; 1 D 0 180-1,-.01-.,458500.0 0 480 fb:Actual: 1,466.89 psi at 10.125 ft in Span.#1 :; Fb:Allowable: 2,313.03 psi Load Comb: +D+L+H �� Max fv/FvRatio= 0.350: 1 20.250 ft, 5.125x18 fv:Actual: 92.72 psi at 18.765 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.407 in Downward Total 00:40560300,3 .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 Dell Ratio 433 >180 Wo1 d q n B.15 -,,,,A.,.*:::: ,R:ilt,,,„„::-;''7:: yk- z toms" iO tat s, i 001X;cf 2I3,ASCE`*0 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-Pill 1,300.0 psi Fv 150.0 psi Ebend xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary ......2.0.1425.1 .0.380 �� Max fb/Fb Ratio = 0.264. 1 fb:Actual: 268.39 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi • 40 Load Comb: +D+L+H A - Max fv/FvRatio= 0.216: 1 N:Actual: 32.43 psi at 2.400 ft in Span#1 3.0 ft,2-2x8 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.008 in Left Support 0.21 0.57 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.57 Live Load Defl Ratio 6403>360 Total Defl Ratio 4657 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 - �„ ;� Printed: MAR 2014,1205PM Ltc # KW-06002997 Beam Die, q p 16 c en Licensee engineering VttiOt - � E . �'C� � . 1 ..D$, 2fl1 CBC jib,ASCE � 8 BEAM Size: 5.125x16.5,GLB, Fully Unbraced u 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=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 9.50 ft,Trib=2.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,9.50 to 16.50 ft,Trib=22.0 ft Point D=2.295, S=3.825 k @ 9.50 ft Design Summary Max fb/Fb Ratio = 0.887. 1 D 0.030 S 0.050 0,,,,,,„, D(0.3305(0.550) fb:Actual: 2,412.56 psi at 9.515 ft in Span#1 I • + • Fb:Allowable: 2,718.98 psi � �� Load Comb: +D+0.750L+0.750S+H ' k Max fv/FvRatio= 0.538: 1 • � �.. �.... �. fv:Actual: 163.82 psi at 15.180 ft in Span#1 Fv:Allowable: 304.75 psi 16.50 ft, 5.125)(16.5 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.476 in Downward Total 0.720 in Left Support 2.84 3.14 2.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.40 3.14 5.37 Live Load Defl Ratio 416 >360 Total Defl Ratio 275 >180 Woad Dei Design `B 18 _ ,4. ,e ',0'', - V Galcuiiiii6 1 ;t 2Q1CBC tt3 AS#.`s o 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 k/ft,Trib=4.0 ft Design Summary D 0.060 S0.10 Max fb/Fb Ratio = 0.272 1 \> _ fb:Actual: 276.24 psi at 2.750 ft in Span#1 a Fb:Allowable: 1,014.63 psi • ' Load Comb: +D+S+H • Max fv/FvRatio= 0.159: 1 A A fv:Actual: 23.87 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.017 in Downward Total 0.027 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.28 Live Load Defl Ratio 3949>360 Total Defl Ratio 2468>180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Project Descr: Seattle,WA 98109 (206)285 4512 Fax: Printed:6 MAR 2014,11:34AM (206)285 0618 1r , 1 q ; A. fL � Licensee:c.t.engineering Lic.#:KW-06002997 Description : D Middle Floor Framing , ..,, ti ilt a r 1 BB f.. N r �.. ., ' _,W a u bier 2ti1 11:4. ";V Circ-201 AS9E 1& 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 klft,Trib=10.250 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=3.750 ft Design Summary '.��... ,_..a;.,�_. t Max fb/Fb Ratio = 0.388; 1 ��mr�� fb:Actual: 417.98 psi. at 2.125 ft in Span#1 Fb:Allowable: 1,076.59 psi Load Comb: +D+L+H = Max fv/FvRatio= 0.270: 1 A fv:Actual: 48.52 psi at 3.485 ft in Span#1 4.250 ft,4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D 1_11 S W E H Downward L+Lr+S 0.011 in Downward Total 0.015 in Left Support 0.45 1.19 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 1.19 Live Load Defl Ratio 4557>360 Total Defl Ratio 3314 >180 Wood Bedil'1;DeS1 (1 BB 2 ; P ON ft A a f *da a1sp.rg01?NDS,!BG2O1 GBC2013 SCE-71q 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, L=0.040 k/ft,Trib=3.750 ft Design Summary re •LL(Q150) Max fb/Fb Ratio = 0.775: 1 ' N b)� fb:Actual: 833.08 psi at 3.000 ft in Span#1 • _ Fb:Allowable: 1,075.07 psi • Load Comb: +D+L+H 0 - Max fv/FvRatio= 0.444: 1 fv:Actual: 79.91 psi at 5.240 ft in Span#1 s.o n,az,o Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.044 in Downward Total 0.061 in Left Support 0.63 1.68 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.63 1.68 Live Load Defl Ratio 1619>360 Total Defl Ratio 1178 >180 (�Be�ll �[g I'�B6.3 rip 12 DSjB 29 1I,LB � ,1 SC1 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 D01538 Lo410 Design Summary x.. Max fb/Fb Ratio = 0.319. 1 �� fb:Actual: 343.09 psi at 2.250 ft in Span#1 ,,, Fb:Allowable: 1,076.38 psi • Load Comb: +D+L+H 0 A Max fv/FvRatio= 0.215: 1 A fv:Actual: 38.79 psi at 0.000 ft in Span#1 4.50ft,4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.010 in Downward Total 0.014 in Left Support 0.35 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.92 Live Load Defl Ratio 5244>360 Total Defl Ratio 3814 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 / r Printed 6 MAR 2014,11:34AM a i „„et"-, e� a•pgrc . r _i;re � � - `' c ® `%• iY r, E *114 1T 114019451 �1 Lic.#:KW-06002997 Licensee:c.t.engineering ,W)rdiEler Dein, BB.4 w cu�s,per 2tt +iIWJSG 4012,:Bi3C.2013,,MCEMli BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary D 0.1538 L 0.410 Max fb/Fb Ratio = 0.319 1 fb:Actual: 343.09 psi at 2.250 ft in Span#1 Fb:Allowable: 1,076.38 psi Load Comb: +D+L+H Max fv/FvRatio= 0.215: 1 A A fv:Actual: 38.79 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 4.50 e.4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr SW E H Downward L+Lr+S 0.010 in Downward Total 0.014 in Left Support 0.35 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.35 0.92 Live Load Defl Ratio 5244>360 Total Defl Ratio 3814 >180 BB.6 dticulatlonsrer2tt 2t115S,tB 2U12:CBG O1S iS E'1'_10 BEAM Size: 6x8,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 875.0 psi Fc-Pill 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0,624- 1 D(0.0750)L(0.20) fb:Actual: 544.50 psi at 4.125 ft in Span#1 • ' a" Fb:Allowable: 873.27 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.207: 1 A A fv:Actual: 35.20 psi at 0.000 ft in Span#1 Fv:Allowable: 170.00 psi e.250 ft, sxs Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.115 in Left Support 0.31 0.83 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.31 0.83 Live Load Defl Ratio 1187 >360 Total Defl Ratio 863>180 Wald Reap BB 6 Wr' ." .. , Calculate tt) 201 IyS; BC 12,t C 20'l3,ASCE 710 BEAM Size: 3.5x11.875,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 2325 psi Fc-Prll 2050 psi Fv 310 psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Point: D=0.9160, L=2.440 k @ 1.250 ft Design Summary Max fb/Fb Ratio = 0.591 ' 1 D 0.1425 L 0.380 fb:Actual: 1,345.70 psi at 4.373 ft in Span#1 Fb:Allowable: 2,278.55 psi Load Comb: +D+L+H a ,... . .,:,. Max fv/FvRatio= 0.599: 1 • fv:Actual: 185.68 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.330 ft 3.5x11.875 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.175 in Downward Total 0.241 in Left Support 1.54 4.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.85 2.26 Live Load Dell Ratio 706>360 Total Defl Ratio 513 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pn 6 MAR 2014,11 r _ r rM ,,g et nt��1 iT136A Lic.#: KW''' 11 9. p s -:',4: ;- " c.t. 14 ' :�� 9�,. .,, a� r �� fir,,,.. . ,., ,,,''''IN ", 97 Licensee: engineering Description : D C,rawlspace Framing IV. . ,Ir G s[ Cal k ry * `, 11#0r,Ytsper.....,,,,..„„,,„:401041; > 20 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=9.50 ft Design Summary0 0.1425 L 0.380 _ Max fb/Fb Ratio = 0.823; 1 � �a fb:Actual: 883.28 psi at 3.750 ft in Span#1 �, Fb:Allowable: 1,073.71 psi �`� � ' W • Load Comb: +D+L+H • Max fv/FvRatio= 0.403: 1 A A fv:Actual: 72.63 psi at 0.000 ft in Span#1 7.50 ft 4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L-. 1-1 S W E H Downward L+Lr+S 0.074 in Downward Total 0.101 in Left Support 0.53 1.43 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.43 Live Load Defl Ratio 1222>360 Total Defl Ratio 888 >180 TJI JOISTS and RAFTERS 1 ( Code Code 1 Code 1 I l ._.._._._._._._.__.._._._..__.._._.___ � Suggest Suggest Suggest' Lpick Lpick Lpick : Lpick Joist 1 b ; d Spa. LL DL t M max V max El L fb L fv L TL240 L LL360 L max TL deft. 1 LL deft. t L TL360 L LL480 L max ]TL deft.TL deft.LL ......................................... defl.LL deft. s¢e $rade width in I depth_in m) s s I (ft-lbs) (psi) (psi) ..__._.._.. .f_.___ ._._.._..._.._._._.._._._. .. 1T P ( � (_) (P @___(P 2.1 L_._._ ._. (ft)_.._.._.._{ft1._._..._._S.n:1._.._._._..(1._._(.._._�n)_.._._f__._.(in.J_.._. ._._._S!n:_.._.__..1_._._(ft)_._..__._.._(ft.1._.._. (ft.) (!��._...__ratio._._..S!�_?._. ratio 9.5"TJI 110 1.751 9.5 19.2 40 15r 2380 12201 1.40E+08 14711 27.73 15.23 14.801 14 71 0.661 0.481 I 13.31 13.45 13.31 0.44 360 0.32: 495 + _._.._ ._.._ _._._ _.._. 1 9.5"TJI 110 1.751 9.5 16 40 15 2380 1220' 1.40E+08 16.11 33.27 16.19 15.73 15,73 0.721 0.52. I 14.14 14.29 14.14' 0.47 360 0.341 495 TJI 110 1.75j. 9.5 12 40 15 2380 12201 1.40E+081 18.61 44.36 17.82 17.31 17.31 0.791 0.58 15.57 15.73 15.57 0.52 360 0.381 495 9.5"TJI 110 1.751 9.5 9.6 40 151 2380 12201 1.40E+081 20.80 55.45 19.19 18.64 r 18.64 0.851 0.62L 16.77 16.94 16,77' 0.56 360 0.411 495 Irt 9.5.'TJI 1101 1 75 9.5 19.2 40 101 25001 12201 1 57E+081 15.81 3030 1634 1537 15 37 0 64 i 0.511 14.27 13.97 13.97 0.44 384 0.35; 480 9.5"TJI 110 1.75 19 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 17.98 17.98 0.75 0.601 16.69 16.34 16.34 0.51 384 0.411 480 9.5"TJI 110 1.751 9.5 9.6 40 10, 2500 122011.57E+08 22.36 61.00 20.58 19.37 19.37 0.811 0.651_ 17.98 17.60 17.60 0.55 384 0.441 480 t t 9.5"TJI 210 2.06251 9.5 19.2 40 101 3000 1330 1.87E+081 17.32 33.25 17.32 16.301 16.301 0.687 0 54 15.13 14.81 14.81 0.46 384 0.34 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 " 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15,74 15.74 0.49 384 0.39 ' 480 9.F TJI 210 1 2.06251 9.5 12 40 10!__30001 1330 1.87E+08 i 21.91 53.20 20 26 19.06 19.06 0 79 0.64' 1 17.70 17.32 17.32 0.54 384 0.431 480 9.5"TJI 210 2.06257_._._.._._.9.5 9.6 40 10 3000 1330 1.87E+08 24.49 -66.50 21 .._._.._ _.._._._.._..................................._ ._.._._._.._.__.. ._._._..__._.._._ ._._.._. 82 20.53 20.53 0.86; 0.68 ( 19.06 18.66 18 66 0.58 384 0.471 480 9.5"TJI 2301 2.3125i ' 9.5 19.21 40 101 3330 1330 2.06E+081 18.25t 33.25 17.89 16.83 16.83 0.701 56 0. . 15.63 15.29 15.29 0.48 384 0.387 480 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 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.5 12 40 101 3330 1330 P.06E+08 23.081 53.20 20.92 19.69 19.691 0.82 0.661 1 18.28 17.89 17.89 0.56 384 0.45.___480 9.5"TJI 230 2.3125 9.5 9.6 40 101_ 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 1 69 0.711 I 19. 19.27 19.27 0.601 384 0.4480 �._._. _._._.. ._._ _._. _._I ._.._ 11.87 5 TJI 1101 1.751 11.875 19.2 40 101 3160 1560 2.67E+08 17.78 39.00 19.50 18.351 17.781 0.671 0.54r 17.04 16.67 16.67 0.521 384 0.42J- 480 11.875"TJI 110 1.75 11:875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 12 40 101 3160 15601 2.67E+081 22.49 62.40 22.81 21.46 21.46 0.891 _ 0.721 1 19.93 19.50 19.50 _0.611 384 0.491 480 11.875" y _.._. .._._...._.._.__..__. _._._.._ -.._._ TJI 110 1.75; 11.875 9.6 40 101 3160 15601 2.67E+08 25.14 76.00 24.57 23.12 23.12, 0.961 0.771 1 21.46 21A1 21.01' 0.661 384 0.53: 480 b 11.87F TJI 210' 2.0625 11.875 19.2 40 101 1 4 I 3795 1655 3 15E+pg" 19.48 41 38 20 61 19.39 19.39 0.81: 0.65; 18.00 17.62 17.62 0.55 384 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 12 40 101 3795 1655 3.15E+08 24.64 66.20 24.10 22.68' 22.68 0.951 0.761 1 21.05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 2101 2.06251 11.875 9.6� 40 101 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02: 0.811 1 22.68 22.20 22.201 0.69 384 0.55:' 480 11.875"TJI 2301 231251 11.875 19.2 40 101 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.831 0.671 1 18,59 18.20 18.20 0.57 384 0.45 480 11.875"7J1230 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 230' 2.31251 11.875 12 40 10; 4215 1655; 3.47E+08; 25.971 66.20 24.89 23.421 23.421 0.981 0.781 21.74 21.28 21.28 0.67 384 0.531 480 11.875"TJI 230 2.31251 11.875 9.6 40 101 4215 1655 3.47E+08 29.031 82.75 26.81 25.231 25.231 1.051 0.841_ 23.42 22.93 22.93 0.72 384 0.57; 480 11.875 RFPI 4001 2.06251 11.875 19.2 40 101 43151- 1480 330E+08 20.771- 37.00 20.93 1939 19391 0.821 0.661 I 18/8 17.89 17.89 0.56 384 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 ', 111.01 0.59 384 048, 480 11.875"RFPI 400 2.06251. 0.771 1 21.38 20.93 20.93 0.65 384.1 0.521 480 11.875"RFPI 4001 2.06251 11.875 9.6! 40) 101 43151 1480 101 43151 1 3.30E+ 08 29.381 74.001 26 37 24.81; 24.81 1.031 23.031 0. 831 1 23.03 22.54 22.54' 0.701 384 0.56' 480 Page 1 D+L+S CT#14051-4015.2 Twin Creek LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S Cr _ c _ 0.80(Constant)> Section 3.7.1.5 ._. --- Cf(Fb) Cf(Fc) 1997 NDS KcE 0.30(Constant)> Section 3.7.1.5 Fb Eq.3.7-1 Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc)) NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Loa <=1.0 Load k2l Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc' Fca F'c fc fc/F'c ib PoI in. In. in. ft. pit psf 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 28.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 9 30.9 1340 0.9986 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 FI-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1200,000 854 506 986 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2857.8 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 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 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 1,200,000 854 531 875.438 378.09 338.17 335.24 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 SPE 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 854531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 _ SPF Stud 1.5 3.5 8 8.25 28.3 3050 -i 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 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 0.2858 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 18 7.7083 16.8 3287 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 0.3905 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 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 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 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 Twin Creek LOAD CASE (12-13) BASED ON ANSI/AF&PA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Des'. Bucklin.Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30 Constant > Section 3.7.1.5 --- --- Cb (Nadas) > Section 2.3.10 - Cf(Fb) Cf(Fc) 1997 NDS - .. -- Bending Comp. Size Size Rep. 1 Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hot.Load u=1.0 Load 0 Plat Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb fb/ M. in. in. ft. If •.f •f Fb Fc -Si •I .-1 psi •si •sl •--I •si •sl •-1 •I Fb"1-fc/Fce H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.41.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.76 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 I 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 1,366 506 840 378.09 333.98 217.14 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 26.3 1425 8.13 0.9974 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 1,368 506 840 449.95 384.87 299.05 0.78 180.89 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 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.616 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 _1.05 1.15 675 425725 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 18 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 13001,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 17.7083 16.8 3267 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 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 11.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13/WAN 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 _1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9821 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 86.97 0.44 927.02 0.796 Page 2 D+L+W+.5S CT#14051-4015.2 Twin Creek LOAD CASE (12-14) (BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 ____ 0 1.00 Desien Buckin•Factor _- ' - M�_==_ __ __ c 0.80(Constant)>'- Section 3.7.1.5 Cr 1111111111.1111111111.1111V11111111....11 KcE 0.30(Constant)> Section 3.7.1.5-�� -- ------ ® �-.�� Cf(Fb) Cf(Fc) 1997 NDS Cl, ales > Section 2.3.10 Bending Com•. Size Cd Fb Cd Fc E..3.7-1 -_ NDS 3.9.2 Max.Wall duration duration factor factor use�� ®�®® Fc __ Stud Grade� IN�Vert.Load Hoc Load =1.0 Load C!Plat=Cd Fb Cd Fc Cf Cf Cr -E fc ®®®0� 'MM ��",1�� EINIM� 'M I ��f'� ---I 1111=111011111111=11111121111111=1111111=1111•11111 psi li 11175231 H-F Stud ®®H 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.05 1.15 875 405 800 1,200,000 1,366 506w 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506® 378.09 340.90 194.29 0.57 447.52 0.674 CaMMII®®®MILI `�' ®' 8.46 0.9969 MEM 1760 1.15 ®®' ®112011 405 11031I,200.00011110E211111¢3378.09 340.90 H-F Stud 8.25 28.3 985 8 13 0.9963 1993.4 1.60 1.15 III 1.05 1.15 675 405 800 1 200 000 1,366 506 ME 449.95 395.22 250.16 0 63 31.37 0 H-F Stud E®®® 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.05 1.15 675 405 800 1,200 000 1,366 506 449.95 395.22 275 24 0.70 271.03 0.511 H-F Stud ®®111111111111 2390 8.13 0.9960 3986.7 1.60 1111 1M 1.05® 675 405 800 1,200,000NI 508MN/ 395.22 303.49 0.77 180.69 0.406 ®®01261ISMEX1i 1111ENI 0.9935 •'�111:ti®®®1.15 1113111112111® no 00011111MMILUIEMELINIESSIMMEINIEMIIIIMIECEINIIIMMI OFF Stud ®®1111111111830.9 760 8.46 0.9988 2091.8 1.60 _1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 378.09 336.17 217.14 0.65 335.64 0.577 EGliEIEIII®®��" ' '�' 1.60 1,15 ®1.05®NIONIMI®1,200,000 ® QMMEMEI''' `�� SPF Stud 1.5 ® _8.25J� 8.13 0.9952 _2789_1 1.60 ._115 1.05 1.15�� 725 1,200,000 1_368_ 531 388.13 272.38 0.70 • 0.503 SPF Stud 1.5 ® j 8.25 la 2360 8.13 0.9922 4183.6 1.60 1.15 1.05 1.15�� 725 1,200,000 1,368 531iiiiiii 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 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 1011.45 837.57 508.18 0.80 181.23 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 2,033 508 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 IIIMIN 7.7083r 3287 9.71 0.3872 3287.1 1.60 ®®1.10®MMEI 1,400,000 ®EM 1015.45 531.23 0.521E 0.114 EZIZEMIIIMIIIIIIIMENEMINIE1131111111111EMINICEINLEMINEEMIIIIIIIIEREIMEHEEI 575 110311113123 1 400 000MCCEIMMUIMEMEM 050.18®M' 'NUE(11 0.169 SPF#2 8.25 18.0 3287 8.13 0.4342 3287.1 1.80 1.10 875 1150 1,400,000 2,093 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.05 675 725 1,200,000 1,366 875.438 144.26 139.02 17.78 0.13##M### 0.979 OF#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 2,033 508 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.SW CT#14051-4015.2 Twin Creek LOAD CASE (12-15) (BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 23.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design BucklInf Factor D+L+S+W/2 c 0.80(Constant)> Section 3.7.1.5 - KcE 0.30(Constant)> Section 3.7.1.5 --- Cr __ Cb ares > Section 2.3.10 Cf(Fb) Cf(Fc) 1997 NDS Bending Comp. Size Size Rep.MI Cd Fb Cb Cd Fc Eq.3.7-1 I NDS 3.9.2 Max.Wall duration duration factor factor use I Stud Grade Width Depth Spaan;,Height Le/d Vert.Load Hor.Load <-1.0 Load @ Plat:Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb ib/ in. In. in. ft. .If .sf .11 (Fb) (Fc) psi 1 psi psi psi psisi si H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,366p p psi54.09 344i "i .s. Fb-1-fc/Fce 506 966 30.90 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9823 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 IMO r r r 1,366 506 968 378.098 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 M1111 405 800 1,200,000 1,386 508 988 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 425 725 1,368 531 875.438 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 425 725 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,366 531 875.438 336.17 245.08 0.73 223.76 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 1,36 531 875.438 378.09 336.171 299.68 0.78 167.82 0.396 SPF Stud 1.53.5 12 8.25 28.3 1660 4.065 0.9973 2789.11.80 1.15 1.1 1.05 1.15 675 425 7251,200,000 r r r r r 1,366 531 875.438 449.95 388.13 531 875.438 449.95 388.13 33 313.97 6.181.366 180.69 0.396 SPF Stud 1.5 3.5 8 8. 28.3 2630 4.085 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 7251,200,000 ; IMMMMIMIMMMMMMMMMMMMMMIMMIMM D+L+S+,7E CT#14051-4015.2 Twin Creek I LOAD CASE I (12-16) 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 Desi.n Bucklin.Factor D+L+S+E/1.4 _ ...........=IMO 1997 NDS 1111111111•111111•111111111®' '[Constant o ons an�l- -�� __(T �Section 2.3.10 1111.11111.111111,11111=1111.1111111111Bendin. Com..��LEa�� 1M1111131131-Q®-__- IIIIIIIIMIIIIMIIIIIIIIMIIIIIIIMIIIIIIIMIIIIIIIMIIIIIIMIIIIIIMIIIIIIMIEEEEEIIMTEZa duration duration({ DEM_ -____--__- Stud Grade Width Depth Spacin, Height Le/d Vert.Load Hor.Load <=1.0 Load a Plat:Cd(Fb)Cd(Fc, Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce F fc fc/F'c fb lb/ in. in. in, ft. p8 Psi plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 . 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 253.97 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 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud ®®n® 28.3 1690® 0.9940 I M 1.15_ 1.1 1.05 1.15 675 _425 725 1,200,000 1,366®875.438 449.95 388.13 �� 0.306 SPFStud ®®®® 28.3 2670® 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13111111=1111031111=1 0.236 H-F#2 MMM 7.7083 3132 3.57 0.2844 3132.4 1.60 1.15 ®18® 850 405 1300 1,300,000 50611MIN 1031.58 506.18 56.10 0.044 H-F#2 1.5 5.5 18 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,00,000 2,033 506 1844.5 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 1644.5 1203.70 946.77 508.18 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 58.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 .0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 5 IlEnE N G I N E E R I N G 184 Nickerson St. IJp Suite 302 Project: I _t# t e N C 980 Seattle,WA tate: s`6dI 01gip- ,¢4,, (206)285-4512 Client SiM1 -�iF"'LT Page Number: FAX: (246,)285-0618 PPOStitrnU" VALUt5 r°t i 1 f2 p :'moo otg. GESS674, 1"11F0'104 l Ai Loos - t, tokk e 1716 „.. - f°t fib`" 1 *64 to. 7x' 4 , ' ki4 Structural Engineers 180 Nickerson St. /CO E. NGINEERING Suite 302 Seattle, WA 98109 ' -Date--,—.,--.......--.........- ,,,,,A,,,,A.12. / Prolect: t.- ----..- --..r..... . ,,, , _ ... . - l'"''''''''''''' / PAX: Page Number: (206)286-0618 . Client: ' ail p PA ePerP tzbA6) ( / 0r> .?... hive)Po = ( -5ki ) .7-120 ) (wt. vc UK' riAL WALI, wz_ (itolis) =_- vs „sal gaitgpw 4e. — -2000 ..... isreopostr - . , 4, , 4,--- -• --Tri---_, IV lige (15,( 2.40Aree,45-cts lei s4 -40. 45- IL 4 ----.4171 3os 0 ce5 04-.-- Lieg. . ef"---114,- -f:=. i.coPi 00.111.• ....:: .... Z a •" ZZ: S 19PP ' 2. Ibe 3* Seem . . Structural Engineers Design Maps Summary Report Page 1 of 1 Ems Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ( f iE B av f € @ 3 / Ei 41: x m`,.:,: / �,a'• rSots m . y °'AMERICA ' USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Sl = 0.423 g SMS = 0.667 g SD: = 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. MCER Response Spectrum Design Response Spectrum 0,22 1.10 029 0,22 0,29 0.24 077 3>S& St 042 CP* 0,42 ass at* r 0:44 0.22 0.22 024 0.22 012 an 0.02 000 0.00 0. 0.44 0.40 0. 1.00 1.20 1.40 1. 0 1 ..00 0,00.00 0. OAS 040 0.90 1.00 L20 140 1+00 1.80 ZA0 Period,T( Par T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Elevation D Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A ' (Or by ZIP code) (Or by ZIP code) http://earthquake.usos.gov/research/hazmaps/ http://oeohazards.uses.qov/desionmaps/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 SMS= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM, SDS= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor po= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: Elevation D Sos= 0.72 h„ = 18.00(ft) So,= 0.45 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.43 k= 1'ASCE 7-05(Section 12.8.3) Ti_= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,*T�)/(T2*(R/IE)) (for T>TL) 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 Sl)/(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„X = 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' 1000. 1712 0028. 47936. 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*Sos*IE*wp 0.2*SDS*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. FPX 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 2 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 D NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 40.0 48.0 ft. V ult. Wind Speed 3g.,Dust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3s Gust=d 41imph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.8:psf Figure 28.6-1 Ps3o a= 4.6 4.6 psf Figure 28.6-1 Ps3o c=' 20.7 20.7 psf Figure 28.6-1 Ps300=' 4.7 4.7 psf Figure 28.6-1 X= 1.00 1,00 Figure 28.6-1 Kr=, 1.00 1.00 Section 26.8 windward/lee=' 1.00 1.001(Single Family Home) ct X*K *I 1 1 Ps=X*Kzt*1*Pe3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps B= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSAand C average= 24.7 24.7 psf (LRFD) Ps B and o 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-> 1.00' 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 A0 AA AB Ac AD per 28.4.4 per 28.4.4 VWIND SUM i NS) V(U S) Vi WIND VSUMM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) 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 0 218 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 AF= 1000 AF= 1200 16.0 19.2 V(n-s).= 14.64 V(e-w)= 17.25 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: Elevation D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Roof - 18.00 18.00 0.00 0.00 0 o0 0.00 1024 1024 1229 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(ns)= 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(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 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) kps ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: Elevation D SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 0 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 D 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 pc= 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 Unet Ueuni OTM RorM Unet Veum Ueum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext, AT1' 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.T3I 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 0,151 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 s 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 EVmnd 7.93 EVEO 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 D 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 pi= 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 vi Type Type v i OTM ROTM Unet Ueu n OTM ROTM Unet Unum Us„m HD (sqft) (ft) (ft) (kif) (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 0.001 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 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 0,008 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 EVwlnd 12.39 EVEQ 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 D 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h (vi Type Type vi OTM ROTM Unet (JauntOTMROTM Unet Ueum Use., HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (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 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 6.06 203 7.59 17.41 -1.00.02 -1.00.02 18.63 20.70 6.48 7.20 -0.0-0.20 -0.02 -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 0 - 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 0.00 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 0.0 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 0.00 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___ Front 4.Ta 168.2' 3.3 11.0 1,00 0,15 0.96 0.00 0.39 0.00 1.00 0.83 141 * *- 0 289 3.13 1.39 0.00 0.00 0.00 0.00 0.00 1.65 0.00 0.00 0.00 Front 4.Tb 168.2' 3.3 11.0 1.00 0.15' 0.96 0.00 0.39 0.00 1.00 0.83 141 * * 0.66 0.66 7.69 1.65 2.27 2.27* 289 3,13 1.39 0.66 0.66 7.69 1.65 2.27 2.27* Front 4.Tc 75,76 1.5 9.7 1.00 0.15 0.43 0.00 0.18 0.00 1.00 0.38 314* * 289 1.41 0.55 1.03 1.03 3.46 0.65 3.37 3.37 Front 4.Td 75.76 1.5 9.7 1.00 0.15 0.43 0.00 0.18 0.00 1.00 0.38 314* * Front 4.Te 172.6 3.4 11.7 1.00 0.15' 0.99 0.00 0.40 0.00 1.00 0.85 138* * 289 3 289 3.21 01.21 1.51 0.55 0.62 0.62 0.62 7.89 1.62 7.89 10.79 2.22 3.37 Front 4.17 172,6 3.4 11.7 1.00 0.15 0.99 0.00 0.40 0,00 1.00 0.85 138* * .79 2.22 2.22* - - 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 .._ 280 0.01.0 0.00 0.00 7.89 .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 0.0001 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 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 0.0 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 0.00 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 0.0 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 0.00 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 40.0 40.0=L eff. 9.52 0.00 3.88 0.00 EV=nd 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 D Diaph.Level: 2nd Panel Height r 9 ft. Seismic V I= 2.82 ips Design Wind E-W V l= 5.35 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.74 klps 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 pi= 1.00 Table 4.3.3.5 Wind Wind E u. 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 eg, C 0 w dl V level V abv. - level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM RoTM Use Usum Usum 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) Rear 1.Ta 107.6 4.3 12.3 1.00 0.15 0.34 1.20 0.18 0.49 1.00 0.94 166* * 361 5.99 1.98 1.12 0.19 13.80 2.36 3.19 3.00* Rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0.3 1.10 0.16 0.45 1.00 0.87 181 * * 361 5.49 1.82 1.14 0.23 12.67 2.16 3.25 3.06* Rear 3.Tc 158.3 6.3 19.5 1,00 0,15 I. 0 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 0 3.52 1.85 0.85 0.001 0.001 8.12 8. 2.19 0.00 0.00 3.23* 0.00 - 0 0.0 0,0 1.00 0.0' 0.00 0.00 0.00 0.00 1.00 0.00 0 •- -- Int NIA 181.1 5.5 5.5 1.00 0 5 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.69 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 e.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 6.96 2.53 0.65 0.65 0.65 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 lot NI 42. 0.0 1'0 1 9e , e.1 34 0..0 0.7 I 00 1 10 1.00 71 P6TN P6TN 134 6.35 3.79 0.27 0.27 12.06 4.50 0.81 0.81 0.81 - 0 0,' `0,' .00 0.40 0.04 4.00 0.10 0.'a .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.Ta 125 2.4 20.5 1.00 0.15 0.39 0.84 0.21 0.57 1.0' 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.56 16.07 2.23 7.91 10.17 ABWP Front 4.Tb 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.01 0.00 0 '- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1.00 0.00 0 •-- Front 4.Td 125 2.4 20.5 1.00 0.15' 0.39 0.84 0.21 0.57 1.04 0.54 596 ABWP ABWP 739 6.97 1.88 2.91 3.94 16.07 2.23 7.91 11.28 ABWP : on. 4'e '8' 2 1.7 1 40 0. +.2: 4 0 $.4, 00 0.44 615* 631 4.92 0.88 3.03 3.65 11.35 1.05 7.73 9.94* Front 4.Tf 88 2.0 11.7 1.00 0.15' 0.28 1,54 0.15 0.40 1.00 0.44 615* 631 4.92 0,88 3.03 3.65 11.35 1.05 7.73 9.94* - - 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 - O s 0.0 'i 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 0.00 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 0.00'1 0.00 0.00 0.00 0.00 1.00 0.00 0"' - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'1 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 1710 48.748.7=Leff. 5.35 9.52 2.82 3.88 EVwind 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 I JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 4.Ta,4.Tb Roof Level w dl= 150 p/f V eq 783.1 pounds V1 eq= 391.6 pounds V3 eq= 391.6 pounds V w= 1921.7 pounds V1 w= 960.9 pounds V3 w= 960.9 pounds _± ► v hdr eq= 66.3 p/f --,- A ►A H head= ^ v hdr w= 162.7 p/f 1 v Fdragl eq= 166 F2 eq= 166 1 Fdragl w= ..7 F2 -407 H pier= v1 eq= 115.0 p/f v3 eq= 115.0 p/f P6TN E.Q. 5.0 v1 w= 282.1 p/f v3 w= 282.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9Fdrag3 eq= s• F4 e•- 166 feet A Fdrag3 w=407 F4 w=407 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.3 p/f P6TN 3.0 EQ Wind v sill w= 162.7 plf P6 feet OTM 7048 17296 R OTM 5223 6279 • UPLIFT 164 988 Up above 0 0 UP sum 164 988 H/L Ratios: L1= 3.4 L2= 5.0 L3= 3.4 Htotal/L= 0.76 Hpier/L1= 1.47 0-4 Hpier/L3= 1.47 L total= 11.8 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 0 4.Tc,4.Td Roof Level w d1= 150 plf V eq 352,8 pounds V1 eq= 176.4 pounds V3 eq= 176.4 pounds V w= 865.6 pounds V1 w= 432.8 pounds V3 w= 432.8 pounds p v hdr eq= 44.1 p/f •H head= A v hdr w= 108.2 p/f 1 y Fdrag1 eq= 110 F2 eq= 110 Fdragl w= 1 F2 -271 H pier= v1 eq= 196.0 p/f v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 288.5 plf v3 w= 288.5 plf P6 WIND feet H total= 2w/h= 0.6 2w/h= 0.6 9 Fdrag3 eq= • F4 e•- 110 feet • Fdrag3 w=271 F4 w=271 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 44.1 plf P6TN 3.0 EQ Wind v sill w= 108.2 p/f P6TN feet OTM 3175 7791 R OTM 2396 2880 • • UPLIFT 106 670 Up above 0 0 UP sum 106 670 H/L Ratios: L1= 1.5 L2= 5.0 L3= 1.5 Htotal/L= 1.13 ► 111 ►4 Hpier/L1= 3.33 ► Hpier/L3= 3.33 L total= 8.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation'D 4.Te,4.Tf Roof Level w dl= -' 160 p/f V eq 803.5 pounds V1 eq= 401.8 pounds _ V w= 1971.7] pounds V 1 w= 985.9 pounds V3 401.8 pounds _______0._______0. V3 w= 985.9 pounds A -�• v hdr eq= 67.9 p/f -- H head= v hdr w= 166.6 p/f 1 ''v Fdragl eq= 170 F2 eq= 170 Fdragl w= . 7 F2 -417 H pier= v1 eq= 117.6 p/f 5,0 v3 eq= 117.6 p/f P6TN E.4 v1 w= 288.5 p/f v3 w= 288.5 plf P6 WIND feet H total= 2w/h= 1 9 2w/h= 1 feet Fdrag3 eq= • F4 e.- 170 Fdrag3 w=417 F4 w=417 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v si//eq= 67.9 p/f P6TN 3.0 EQ Wind v sill w= 166.6 p/f P6 feet OTM 7232 17746 R OTM 5591 6721 UPLIFT 147 987 Up above 0 0 UP sum 147 887 H/L Ratios: L1= 3.4 L2= 5.0 L3= 3.4 Htotal/L= 0.76 Hpier/L1= 1.46 I. ►� Hpier/L3= 1.46 ► L total= 11.8 feet JOB#: Elevation D SHEARWALL"WITH FORCE TRANSFER ID: Elevation D 1.Ma,1.Mb Roof Level w dl= 162 Of V3 eq= 597.9 pounds 677.6 pounds V eq 1275.5 pounds V1 eq= V3 w= 1378.7 pounds V w= 2941.3, pounds V1 w= 1562.6 pounds ► v hdr eq= 106.3 p/f v hdr w= 245.1 p/f H head= A Fdrag1 eq= 226 F2 eq= 199 1 i Fdragl w= 1 F2 -460 E Q 159.4 plf v3 eq= 159.4 plf P6 H pier= vl eq= v3 w= 367.7 Of P4 WIND 5.0 v1 w= 367.7 pif feet 2w/h= 1 H total= 2w/h= 1 9 • Fdrag3 eq= • F4 e•- 199 feet • Fdrag3 w=521 F4 w=460 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 p/f P6TN 3.0 EQ Wind v sill w= 245.1 plf P6 feet OTM 11479 26472 R OTM 5822 6998 UPLIFT 499 1718 • Up above 0 0 UP sum 499 1718 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 ► 41 1.4 ► Hpier/L1= 1.18 Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation 0 1.Mc,1.Md Roof Level w dl= 162 plf V eq 1369,4 pounds V1 eq= 978.1 pounds pounds V3 w= 391.22pounds V w= 3157.9 pounds V1 w= 2255.6 -iV3 w= 902.2 pounds -b. =v hdr e 62.2 /f -- ► H head= A q p 1 v hdr w= 143.5 plf I/ Fdragl eq= 589 F2 eq= 236 Fdragl w= -58 F2 -543 H pier= v1 eq= 156.5 p/f 5.0 v3 e4= 156.5 plf P6 E.Q. v1 w= 360.9 pff v3 w= 360.9 plf P4 WIND feet H total= 2w/h= 1 9 2w/h= 1 feet v Fdrag3 eq= F4 e.- 236 Fdrag3 w= 1358 F4 w=543 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf P6TN 3.0 EQ Wind v sill w= 143.5 plf P6TN feet OTM 12324 28421 R OTM 19568 23522 ♦ UPLIFT -340 230 Up above 0 0 UP sum -340 230 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.41 4 4Hpier/L1= 0.80 ► 104 4 Hpier/L3= 2.00 L total= 22.0 feet ► JOB#: Elevation D SHEAR WALL,WITH FORCE TRANSFER ID: Elevation 0 4.Me,4.Mf Roof Level w dl= 162 plf V3 eq= 546.8 pounds 546.8 pounds V eq 1093.6.. pounds V1 eq= V3 w= 1261.4 pounds v hdr eq= V w= 2522.8 pounds V1 w= 1261.4 pounds 96.5 plf _ _> v hdr w= 222.7 plf •H head= A Fdragl eq= 354 F2 eq= 354 1 A Fdragl w= 6 F2 -816 341.7 plf P4 E.Q. S.0 v1 w= 630.7 p vl eq= 341.7 plf v3 eq= WIND H pier= v3 w= 630.7 plf P3 5lf feet 2w/h= 0.8 2w/h 0.8 F4 e.- 354 H total= Fdrag3 eq= •' feet • Fdrag3 w=816 F4 w=816 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 96.5 plf P6TN 3.0 EQ Wind v sill w= 222.7 plf P6 feet OTM 9842 22705 R OTM 5190 6239 • • UPLIFT 436 1544 Up above 147 987 UP sum 583 2531 H/L Ratios: L1= 2.0 L2= 7,3 L3= 2.0 '' Htotal/L= 0.79 ► 0 ► ► Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 11.3 feet JOB#: ID: Elevation D 1.La,1.Lb Elevation D SHEARWALL WITH FORCE TRANSFER ill Roof Level w dl= 162p/f V eq 1275.5 pounds V1 eq= 677.6 pounds V3 eq= 597.9 pounds V w= 3587.6', pounds V1 w= 1905.9 pounds V3 w= 1681.7 pounds --► v hdr eq= 106.3 p/f --► •H head= A v hdr w= 299.0 p/f 1 v Fdragl eq= 226 F2 eq= 199 ♦ Fdragl w= 5 F2 -561 H pier= v1 eq= 159.4 p/f v3 eq= 159.4 p/f P6 E.Q. 5.0 v1 w= 448.4 plf v3 w= 448.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 • Fdrag3 eq= • F4 e.- 199 feet • Fdrag3 w=635 F4 w=561 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 p/f P6TN 2.0 EQ Wind v sill w= 299.0 plf P6 feet OTM 10204 28701 R OTM 5822 6998 • UPLIFT 387 1915 Up above 0 1718 UP sum 387 3633 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.67 Hpier/L1= 1.18 ►4 10 Hier/L3= 1.33 p 41 L total= 12.0 feet JOB#: Elevation D SHEARWALL WITH FORCE TRANSFER ID: Elevation D 1.Lc,1.Ld Roof Level w dl= 150 plf V eq 1369.4 pounds V1 eq= 978.1 pounds V3 eq= 391.2 pounds V w= 3851.7', pounds V1 w= 2751.2 pounds V3 w= 1100.5 pounds ► v hdr eq= 62.2 Of •H head= A v hdr w= 175.1 plf 1Fdragl eq= 589 F2 eq= 236 Y Fdragl w= '57 F2 -663 H pier= vl eq= 156.5 plf v3 eq= 156.5 Of P6 E.Q. 5.0 v1 w= 440.2 plf v3 w= 440.2 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8 , Fdrag3 eq= F4 e•- 236 feet • Fdrag3 w=1657 F4 w=663 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.2 plf P6TN 2.0 EQ Wind v sill w= 175.1 plf P6 feet OTM 10955 30813 R OTM 18119 21780 • UPLIFT -336 423 Up above 0 0 UP sum -336 423 H/L Ratios: L1= 6.3 L2= 13.3 L3= 2.5 Htotal/L= 0.36 ii. 4 ►4 ► Hpier/L1= 0.80 ► Hpier/L3= 2.00 L total= 22.0 feet � OA 4 IrNW y .6l't ILS,5 _ iU A � • Tecnnic . ' TT- 100P APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 (0 2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ= 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 Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu • eight (in.) ) Sheart"•tt(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 W1ND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 fay 931 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 16 per wind design min 1000 lbf 2'to 18'rough width of opening 1 on both sides of opening for single or double portal opposite side of sheathing • Pony f ,. wall height . Fasten top plate To header ,Yrs,.1, V.Atrs.A,':'„,'wl.4,, .+.•es,. ,,,..m.r,,,,Vrr 4,,%. i' ' 4''''' with two rows of 16d sinker nails at 3"o.c.typ .V Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max - Total .. Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite :- height height side of sheathing. If needed,panel splice edges shall occur over and be 10' • Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with -- within middle 24"of portal max r 8d common or galvanized box nails at 3"o.c. • • •• i•:"; ' height.One row of 3"o.c. height •: .. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction IllIk Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of Min reinforcing of foundation,one#4 bar l jack studs per IRC tables top and bottom of footing.Lap bars 15"min. t ' ' 1 'r<, ir- ,,k '.: mr-' Nz •--tf---w , - i ' .. ,. .. 1 . 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 T 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 www.cipawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS;7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.TT 100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ®2014 APA—The Engineered Weed Association CT ENGINEERING S0teN3ic0k2 " � . ersonSt. Project: �' )' 1 0( e �RA"61- V Date: Seate,WA (206)285-4512 Client: ged 2.51J3,60,2_ 55c_ 29)QQ16,.p. cr:2 Page NumbFAX: (206)285-0618 61'0 crUP Cr-.1 ilsV9 ® Q 6t _6 V`. X l6`` l2j` X v el%' faqfni Ft,i2- (1'611) 611-9- ctsimvs' 85114/1).,1 k-CIV� -- ?-no5- MA / P 'r6(- A Dit- 8604/ 1 l`O - �O,Z o� _ .�� j;v► �= )(o,-6Z4),4 0,31z - (WZ3 Liz) - Z o o _ M , (l)(,2)1&� `e - n - ( ,ti Cb � z- h • M � � �C co`i = 5(1 X C& 1,0/6 44_ OL ©, 8e ;tutu, - 12,rkz 11 2. 1N .,P t'N6., ,, tl I/AcU, e(4_,9096-s '33-4 k12 P? ,AIG, a.see M _ rw . � Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 I •4 ilk Table 2.2A Uplift Connection Loads from Wind )° `' . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • . 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly � �4 M.l _ Design Dead Load Roof Span(ft) Unit Connection Loads(plf) 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 -272 315 362 412 465 521 612 O psfe 36 272 298 324 380 441 506 576 650 729 856 z 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 � . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 iri 10 psf 36 152 178 204 260 321 386 456 530 609 736 0 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 ' 32 44 68 94 123 153 185 219 273 • 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 11'ro 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 GO - - 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 a with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '. . 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, • multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) I 1216 19.2 24 48 • Multiplier 1.00 I 1.33 I 1.60 I 2.00 I 4.00 ii' ° Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) For each full wall above. f' "-'- 641 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ?;0,— header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' - ' - For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the jack span. W� 3 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. t:Viz. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 `�////�►/�/ l��/ INC, y`J� Seattle,WA Project: T1 1 PCAt— S)1 4?L /R6 • Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 V41qp. LOCE? (itp)'Rq- 5 1/412.L - P W‘,30 A cast ivvoil,9ti =r4 ,c 24 A- • n NtQ - ( gip.. g I-1,,,4,):433 15 02- • 4'-, Cavutko mss • 9Pl • 3r, 0,k , • • -t . • , " . 566.7-47-bmQen • -n?%/0 :( * . I - . • (4)(7) (1,0)( 64) 11(P ‘00 - • 6�►(�( - _-� -71 < (2 • 14-7- (1-47)( 67 (0.75Co,61..• = 4-1 vb - 196-- -D(P. 61,,Nikmdo e 64. •Pkv. -Stf -*OOrk\YeirrD Pt -r/12 1T yrs Structural Engineers PL14-92 3-31-14 , 6OSEBURG J5MAIN 9:05am 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 / 1480 1400 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#(252p1f) 106#(66p1f) 2 1130#(706p1f) 339#(212p1f) 3 387#(242p1f) 98#(61 plf) 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 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 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. f03-479-3317 TRUSS TO WALL CONNECTION ,4 Pi Nm t u•; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES III'I II 1 I I PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" 400 .I', 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" >•':1 1111 1 SDWC15600 itti; ....Iiti..... 2 1110-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 10/0 100- 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 111/0 7.10 2 (2)SDWC15600 - - 'i%n 2 s 3 (3)SDWC15600 - - I4:,: s1c, ROOF FRAMING PER PLAN ::74r:::::::744,:1444,4,4 __ 8d AT 6" O.C. 2X VENTED BUM. 0.131" X 3" TOENAIL ET:MI � ' AT 6" O.C. .....lir . 1-12 A & SDWC15600 STY]F COMMON/GIRDER TRUSS --it- 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 !;r'F VALUE #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UpIII-T 1-1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400_1415 1 H2.5A (5) 0.131"X 2.5" (5) 0.131"X 2.5". 535_.L. ilu 1 SDWC15600 - - 48') 11S 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 10/0 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1070 4211 2 (2)SDWC15600 - - !InI esu 3 (3)SDWC15600 - - 145;1"_._._..-ijy-- ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE 8d AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. 111.11L4 *--14 ''--. IMIIIM,*__....v$44%. 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"= i'-O" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [