Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
s T1 u - 00 0 r6 RECEIVED l s' sO s, /tr,ssvurr- MAR 8 2016 CT ENGINEERINGStructural Engineers INC. CITY OF TIGARD180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0818 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace c'c'so N O Plan 5 �-�G; 60 ' • , � Elevation B ;L:,0 NI Tigard, OR erECoNc;\0\kc?� �zz Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. I SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing- 3.5 psf Roofing future 0.0 psf 5/8"plywood (O.S.B.) 2.2'psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF (2)2.8 HDR ( )2x8 I-OR (2 2x8 HtR ——4 8——--8-- ® ——E T RB.1 RB.2 RB.3 RB.4 2B.5 oI = T,0 _ MI IX., ill"r R I Qj V V sr 'i ���f ^ I '.T'I I 1 YI I i� GT bl i (`2/` "'JJl I GT i 1 1 1 1 ]jI j I 1 1 I I i I 1 I 1 1 1 1 T�• I qg � IX I I I I N v I 1 I I I I113I ET 1 1 1 1 X I Di I r4 F` n�F@ '! I Ai OA I AOCE S. I I 111-011 LC- T . I CO I 4 N cr T • I la _ m uo. r4 1 d I 1 I I `-I I1 l I 1 1 1 ROOF TRUSS 624"0.0 II T 1 1 ........... re I = I GT OT.b2 1 1 1 mA A m 3 h `�� 2 (2)2K8 HDR RB.13 •R i 1 fl ! I GABLE END TRUSS ,.\ RB.11 / I l Bs 12 i RB.l o 1192 10 1 — GABLE END TRUSS GARI F FNn TRI ISS OPLAN 5B PLAN 5B Roof Framing Plan 1/4"=1.-0^ CT# 14051 2014.05.09 1/4" = 1' 0" (11x17) 0 411010P.""''.'—. .=--.-. ....___.,.,,, ,:...:,=.:Ap T 1 II • o I L_ IIi ' F II oi 1 j i m ----r11 I r-- I F .I III II F W II L Mil E. .. II 0 1 P E. . _ N ci, F L ,,____ L , I 1 j m -, 1F I .I I. 4. a 4. . i / �� Tc 4. d / \\ 4.Te 4.T 0i „ 4 // 411010 436 / 4E16 PLAN 5B PLAN 5B Top Floor Shear Plan O 1/4"=1'-0" CT# 14051 2014.05.09 1/4" = 1'-0" (11x17) 1 44t) galP41110 0 14 STHD14 1.Ma 4x10 HDR 1 Mb 3.5x9 GLB HDR 1 Mc 4x10 HDR 4x10 HDR 4x10 HDR 1.Md 4.1 L B.2 B. ,_B.4 d.3 ( o � I I .1.' al N N c +' i — 1 __ r z =�1 I 0 ii t 1 '(5 ,‘1 j-F I • of ,mmaVVVIIIRI-l\_, . wx ' I II N I 'I v I 1 I 3.5x1}6IG BEAM FB 3. x14 B -B FB,_ 3.5x9 SLB HDR I 11...q.-'.M.••..•1.,r�.�t- 1 H 4`2,o �-' B.11 '11 B.12 X \ 1 .. N• 1 -- ¢itzWHDR 4'•I HDR J :! 1 '' --- B�r 91 i,\STAIR /I -I I 1' .1C SrtHD14 o II i STW 14 � , i \FRAMINCj 1 b� X 11 i------4.1,--SIdC , STHD14 1 \ / tX / \ Pa H 1 / \ ' / \ 11 11 STHD14 \ I � I� i- . / \h STHD14 I 3.5 F B BEAM B r ti 114 - MO 5.5x1ç ::::: � Mifill_ 1 ct 0 :i::I:tiI:iiI -r r nm EZ ct �..t. _1 1')2x8 HDR O I I- ce - B.1' ,, 2 iz, 1 x1 . _ n 1 a _"_ 5.5x12OLBHDR • 56.1 I :. i.. w 4 M.N l .. ãjøf/ _ 'D14 \ �Ii� ''ds P3 � P3 ���'�0 An 2x LED.. - ,.'.:: :i::: ::—. �I SIM. 0 4.Mc & 4.Md not used this elevation .�B.19 ...... —_ 4 :HDR B.19 17 MONO TRUSSES D5. @ 24"O.C. P LAN 5B P LAN 5B Main Floor Shear/Top Floor Framing 01/4"=1.-0" CT# 14051 2014.05.09 1/4" = '-0" (11x17) 3" 4 0" 3" „of I-1'-3"I • T.O.S. 31/2"CONC.SLAB o -0-7 1/2" *."111111°H , 'v I-0.-31 T.O.S. __>11.77 STHD14 STHD14 Itt " -- ----moi` � ��? _ �. {bpi STHD14 ,t_T I - I I I 1 I _L \, r .. 1' ... .. .. O 1/2"'TJ.I FLOOR JOISTS© ;j INSTALL SYSTEM TO ALLOW .L -- 92 O.C.TYP U.N.O- : ADEQUATE DRAINAGE AT I ;� _I CRAWL SPACE co -� .:I I 1.75x9. LVL .L o W/.(2)#4 EACH WAY TYP. 1 I-1'-0 1/2"I .. X,. U.NO a ---------- - -- i ---- -'� - 1y'-1h 1/2" 'J J_. / � 1— �.'J 1 1111 DEPTH1 75"WIDEALVL TOMATOPONYWAL t5:.JOIST 4_ - .... a - -.- - -1'-0-1/2" i: .. ": y i� �I- - L__ ___________ r � I Ir �WH STHD14STHD14 /".___) 2 I. T.O.S. I . I i � 1 WIDE LVLTO ATCH WI(20"x10"FTG ( - W/(3)EA WAY 1121 ST DEPTH ABo PONYr WALL.. .I. 8'-23/4" 11'-31/4" _.i_. i STHD14 r 1 1 _ �j4�STHD-4 r r _ 18 1 31/2"CONC.SLAB t - - ,_I." SLAB SLOPES 31/2" r - FROM BACK TO APRON ;NH-V-01/2"i r r _F -1.-01 2" I - ---,r .. ..I. VERIFY GARAGE SLAB HEIGHT - WITH GRADING PLAN r --_16 .. . 56.0 5 C r - I m l I'-01/2" 19'-10" / y / I / r r -2x4 PO4Y WALL III I rt.z .—_..•� -0-5" :f[ I T.O.S. w -• 17 " 3 ...�. STHD14 1.1'-51/21 0 STHD14 0 1 r'___ .J 18 36.1 <P3/ P3 L�STHD1 STHD14 31/2"CONC.SLAB SLOPED DOWN P3 1/4 12 \./ 1®L _SI J® dab 0 Kr T-1" 16'-3^ 2'-2" T-10" 8" ' OPLAN 5B 40'-" PLAN 5b ' ' 1/4"=1,-0" CT# 14051 2014.05.09 ,�/4" = 1'-0" (11x17) / CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 P•inted 26 MAR 2014 4 29PM ipi@ l * 41 F.,. Lic.#:KW-06002997 Licensee:c.t.engineering Description PLAN 5.8 Top Floor Framing Aiirdild Bed a esig fi B 1 y � ,. Caiatrlatisrns 72012 NDS,830 2012igOe 21113,ASCE 140 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 2.670 ft,Trib=3.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.990, S=1.650 k @ 2.670 ft Design Summary D 0.0 Max fb/Fb Ratio = 0.795; 1 0J fb:Actual: 983.60 psi at 2.663 ft in Span#1 Fb:Allowable: 1,237.45 psi • Load Comb • • +D+0.750L+0.750S+H .... .._•„.0„z Max fv/FvRatio= 0.588: 1 A A fv:Actual: 121.63 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.250x,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 e2 '''i �, \ti�fcu 414/0202 2 NDS lBG;012,CB61113,Aq\'1O Z ' ay / ,��: 1 , i. .. ,, ;•� ,. „, BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,2.670 to 6.50 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point D=0.560, S=0.9350 k @ 3.250 ft Design Summary o ' D(0.4-33(84344 ' Max fb/Fb Ratio = 0.736. 1 i . °.57.,50, fb:Actual: 1,600.40 psi at 3.250 ft in Span#1 Fb:Allowable: 2,175.87 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.511 : 1 • fv:Actual: 182.08 psi at 5.352 ft in Span#1 Fv:Allowable: 356.50 psi 6.50 ft, 1.75x14 Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.066 in Downward Total 0.104 in Left Support 1.43 1.33 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.97 1.33 2.02 Live Load Defl Ratio 1187>360 Total Defl Ratio 748>180 VVoDd Caiculadiens per 200 HEWitk 2012, B 113 1SCE 710 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,1.50 to 4.250 ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Point: D=0.560, S=0.9350 k @ 1.50 ft CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 2 3:4:u i e • t u _ yr s; ��" c i 4--,i7-!---- -,',:c' " rr tl i26 MARg 1T 4 9P a ....> rr itis,* - . ? �` ,Ar t ? 11 243 t i M , Lac.#:KW 06002997 Licensee:c.t.engineering Design Summary 0 Max fb/Fb Ratio = 0.681 : 1 r roc 151,,4 0.57501 fb:Actual: 842.88 psi at 1.941 ft in Span#1 Fb:Allowable: 1,237.45 psi . @ ,� Load Comb: +D+0.750L+0.750S+H '• ��rF Max fv/FvRatio= 0.502: 1 A A fv:Actual: 103.92 psi at 0.000 ft in Span#1 Fv:Allowable: 207.00 psi 4.250 n,4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.023 in Downward Total 0.036 in Left Support 1.17 0.87 1.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.34 0.87 1.40 Live Load Defl Ratio 2242 >360 Total Defl Ratio 1411 >180 ci d dam Dsi � B.4�, ..,v 3. : A* af,ti ,,,x .,, ^m �, .; ,� 11+�'tl`, , ., ,„.„ IBCSY r/'� �0 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=23.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.578: 1 'A,ti"`' " t * fb:Actual: 715.19 psi at 2.125 ft in Span#1 r ' Fb:Allowable: 1,237.45 psi . • v�� - Load Comb: +D+0.750L+0.7505+H ° gid Max fv/FvRatio= 0.401: 1 A A fv:Actual: 83.02 psi at 3.485 ft in Span#1 Fv:Allowable: 207.00 psi 4.2508 4x10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.020 in Downward Total 0.031 in Left Support 1.23 0.87 1.22 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.23 0.87 1.22 Live Load Defl Ratio 2591 >360 Total Defl Ratio 1632 >180 ,,Be lriIisrgiri , B5 Typ .�/�. A Com10: BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=5.0 ft Unif Load: D=0.010 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.109. 1 05ib 34 fb:Actual: 127.33 psi at 1.375 ft in Span#1 '� , r Fb:Allowable: 1,169.59 psi p Load Comb: +D+S+H • • Max fv/FvRatio= 0.092: 1 A A fv:Actual: 15.85 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi 2.75014 2.2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.23 0.06 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.06 0.17 Live Load Defl Ratio 19147 >360 Total Defl Ratio 9430 >180 CT Engineering Project Title: Project ID: 180 Nickerson,Suite 302 Engineer: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 P 26 7R 2 014,4M d p r as R ir ,.„f , Lic.#:KW-06002997 Licensee:c.t.engineering ys �` 66- .' g> 2#i* rIBC2�,CBC2013;A . = 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-Prll1,300.0 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 klft,Trib=5.0 ft Unit Load: D=0.010 klft,Trib=8.0 ft Design Summary ��JPN•FJ'1.'C'19 TW�� Max fb/Fb Ratio = 0.520; 1 ��� �� �` fb:Actual: 606.14 psi at 3.000 ft in Span#1 Fb:Allowable: 1,165.07 psi � � �° � ""� �`�0 Load Comb: +D+S+H 0 Max fv/FvRatio= 0.283: 1 A A fv:Actual: 48.83 psi at 5.400 ft in Span#1 6.0 ft,2-2xe Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections a Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.039 in Downward Total 0.0790.000 inin Left Support 0.51 0.12 0.38 Upward L+Lr+S 0.000 in Upward Total Right Support 0.51 0.12 0.38 Live Load Defl Ratio 1843>360 Total Dell Ratio 908 >180 � *d :Sl£ B 7 e, f • "In 7'6,alctflat s tier 2t 12 NO-tBG 2i al,. C 211'f3 }lS 47 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 klft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 klft,Trib=5.0 ft Unif Load: D=0.010 klft,Trib=8.0 ft Design Summary ' ,`',1470 Max fb/Fb Ratio = 0.292; 1 fb:Actual: 340.95 psi at 2.250 ft in Span#1 Fb:Allowable: 1,167.23 psi 0 Load Comb: +D+S+H = Max fv/FvRatio= 0.195: 1 A N:Actual: 33.57 psi at 0.000 ft in Span#1 4 son,2.2x8 Fv: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 0.012 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 ,,,,4,,369,,f360,, Total DeflRatio 2152 >180 he l i B.8 i, 9 �: • 201 2of �'C �' � f� NIO�lam- 'f,� tr g`1 g BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb Tension 900 psi Fc PM1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=14.750 ft Design Summary 0 02213 L o.5so 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 m "� 4 Load Comb: +D+L+H Max fv/FvRatio= 0.205: 1 A A N:Actual: 36.84 psi at 2.730 ft in Span#1 3.50 ft,4x10 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) El L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.0070 inin Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 Right Support 0.39 1.03 Live Load Defl Ratio 7745 >360 Total Defl Ratio 5633>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 26 AP 2014 a 41 \ j 4 I r 1 1r` ` C'1f t . ,,,,,,:,,/.44.0w..,2 ',--m.,,,- .... n.i9 , zrr„ i;,, ,, ��,,,,, D E,. ;'. v *31.23, ,,, ;44 ..':..-' Lic.#:KW-06002997 �,t ®, �9: Licensee.c.t.engineering Be Ditib n Els• y fit -74r-,w d m .,ationS .,..:112 NtiS,!Bd 2012, 2013 AS 7,10 BEAM Size 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 L 0.590 Max fb/Fb Ratio = 0.277• 1 fb:Actual: 298.66 psi at 1.750 ft in Span#1 „& Fb:Allowable: 1,077.23 psi - , Load Comb: +D+L+H 4. • 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 re,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.39 1.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.39 1.03 Live Load Defl Ratio 7745>360 Total Deli Ratio 5633>180 4V1 I D+ go B10 N... . .., ;.. i ts2012lSs20� SC2 WE 7- 0 C 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 Design Summary D 0.2213 L 0.090 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 � / "' kr ,, Load Comb: +D+L+H • >a, • Max fv/FvRatio= 0.295: 1 fv:Actual: 91.39 psi at 4.840 ft in Span#1 Fv:Allowable: 310.00 psi 6.0 ft, 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.028 in Downward Total 0.038 in Left Support 0.66 1.77 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.66 1.77 Live Load Defl Ratio 2581 >360 Total Defl Ratio 1877 >180 'W 0 � 9 earn Desi 4 B 11. ti. ,pctt .. ..fi rm- .�. t\:: 4'"''''' ''-` \ y` .... -'9', ....." - ,a.. '-'4'''‘ ' 4' abet[$ 'a€121 {4.31 `,.'20.12;C 2013•ASCE TAO; BEAM Size: 1.75x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.750 ft Design Summary D 0.2213 L 0.590 Max fb/Fb Ratio = 0.198; 1 - - fb:Actual: 431.05 psi at 2.250 ft in Span#1 , • Fb:Allowable: 2,180.79 psi Load Comb: +D+L+H • :: Max fv/FvRatio= 0.175: 1 A A fv:Actual: 54.39 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 4.50 ft, 1.75x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 6120>360 Total Defl Ratio 4451 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 26 MAR 2014,4 29PM € 444 n 0 1 pew { • # E Rte`.,, <20l'',44:01:6-1.*1 3!41.233,.' Lic.#:KW-06002997 Licens :c.t.engin eeengineering WO OK/eam1 0sig1 3, 12 ... " .,, , #& Ic>tonsr {112"tDS,IBCi2,CB ?13, E7-10:: BEAM Size: 3.125x9,GLB, Fully Unbraced OR 3.125X10.5 Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=14.0 ft Desiqn Summary D 0.210 L 0.560 Max fb/Fb Ratio = 0.736 fb:Actual: 1,752.18 psi at 4.000 ft in Span#1 Fb:Allowable: 2,379.75 psi -��� _..� Load Comb: +D+L+H 4P IP Max fv/FvRatio= 0.504: 1 A AL 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 yy 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 i CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 P 26 MAR 2014,a 26PM e 11 i , op ,` -. 11 a ^$$z ;`$ a 114O5::,, 14 Ems ". g ' .. .` ,,i ,S3 .,rte CAL#:a�3 „t983 a # 4k x, 1 Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B Top Floor Framing, Cont. Wood Beim d gn B.13 ,4 �- . �i�. fDa]icirtad 20#MOS, tBC;2tl 12;CBt 2013,ASCI 7=1g, BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Unif Load: D=0.0150, L=0.10 k/ft,Trib=5.0 ft Design Summary 1B{8V t6 83 Max fb/Fb Ratio = 0.422; 1 fb:Actual: 962.10 psi at 4.250 ft in Span#1 Fb:Allowable: 2,280.40 psi Load Comb: +D+L+H ` v ,•,w Max fv/FvRatio= 0.310: 1 A A A A fv:Actual: 95.96 psi at 7.338 ft in Span#1 Fv:Allowable: 310.00 psi 8.50 ft3.504 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 >36,0 Total Defl Ratio1055 >180 « . ��1r1 B.14 s • .' � ;..; CaL u F i4 D I„ � E 20f3 SG T t0" 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-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.634' 1 D 0.180 L 0.480 fb:Actual: 1,466.89 psi at 10.125 ft in Span#1 Fb:Allowable: 2,313.03 psis Load Comb: +D+L+H Max fv/FvRatio= 0.350: 1 fv:Actual: 92.72 psi at 18.765 ft in Span#1 20.250 ft, 5.125x18 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.407 in Downward Total 0.560 in Left Support 1.82 4.86 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.82 4.86 Live Load Defl Ratio 596>360 Total Defl Ratio 433 >180 . . : f`lv1"1 4 6 B 15 ;? r' , "*- , Calcu $ 1D"S 1 20[2a CBC 2111' �t`rl� aril.... .»., BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=2.750 ft Design Summary DRY. %.(1%35) Max fb/Fb Ratio = 0.893; 1 fb:Actual: 876.94 psi at 4.375 ft in Span#1 Fb:Allowable: 982.26 psi p Load Comb: +D+L+H • ,., • Max fv/FvRatio= 0.411: 1 A A fv:Actual: 73.91 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 8.750 ft,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S w E H Downward L+Lr+S 0.090 in Downward Total 0.126 in Left Support 0.80 1.66 0.30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.80 1.66 0.30 Live Load Defl Ratio 1172 >360 Total Defl Ratio 831 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pnnted 26MAR 231 28PM '' r . 0 i :t 9 j� , ii ,� F4 a01 1 w i 14 �i•, .�, :E 1ur� ✓ `amI e0.23a,,, „k£r `.23 t';. Lic.#:KW-06002997 Licensee:c.t.engineering o-140 d Beai4i De t ' B.16 ` F t , 1 aicutau ns per 2D''I2 i+Ds IB:211 i2,tBc 2tt ,AS E/110 BEAM Size: 5.125x12,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Unif Load: D=0.0150, S=0.0250 kilt,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.771; 1 W.f.' Ii5K fb:Actual: 1,834.37 psi at 8.250 ft in Span#1 Fb:Allowable: 2,379.23 psis Load Comb: +p+L+H ... �,. < . . Max fv/FvRatio= 0.369: 1 A N:Actual: 97.83 psi at 0.000 ft in Span#1 16.50 ft, 5.125x12 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.543 in Downward Total 0.760 in Left Support 1.42 3.14 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.42 3.14 0.41 Live Load Defl Ratio 364>360 Total Defl Ratio 260 >180 e�i11D igrr B17 I / 4 .. reikoirlitifilii4200 N r,iBL2O12,£6c 2*3 ',/. .E744) BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Prll 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=8.250 ft Design Summary D 0.1238 L 0.330 Max fb/Fb Ratio = 0.312. 1 fb:Actual: 317.25 psi at 1.750 ft in Span#1 - Fb:Allowable: 1,016.71 psi �� Load Comb: +D+L+H III Max fv/FvRatio= 0.241: 1 A A N:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643 >360 Total Defl Ratio 3377 >180 . . m gi, B 18 M ,;,-,-----$--- ,4,-- #7 tom s iatii s 'T O122'i+1C 2U1t BC ,e AS 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 klft,Trib=8.250 ft Design Summary D 0.1238 L 0.330 Max fb/Fb Ratio = 0.312. 1 �& fb:Actual: 317.25 psi at 1.750 ft in Span#1 Fb:Allowable: 1,016.71 psi . Load Comb: +D+L+H 411 A Max fv/FvRatio= 0.241 : 1 N:Actual: 36.14 psi at 2.905 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft,2-2e8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.009 in Downward Total 0.012 in Left Support 0.22 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.58 Live Load Defl Ratio 4643>360 Total Defl Ratio 3377 >180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:26 MAR 2014,428PM ., Efg .„..,,,,,95,,, : 6 , r -4 sada �y is ` '/ Lic.#:KW-06002997 Licensee:c.t.engineering Wood Beam D gn-A B 19 k 01p ` ,--k' Calculations per 2012 NDS,IBC 2012,CDC 2013,-ASCE T4O BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pill 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=3.50 ft Design Summary Max fb/Fb Ratio = 0.593. 1 D(0.05250 S(0.08750) fb:Actual: 791.49 psi at 5.375 ft in Span#1 - � Fb:Allowable: 1,334.07 psi Load Comb: +D+S+H A = Max fv/FvRatio= 0.192: 1 fv:Actual: 39.74 psi at 10.177 ft in Span#1 10.750 ft, 4x8 Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.149 in Downward Total 0.238 in Left Support 0.28 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 867 >360 Total Defl Ratio 542 >180 • CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:6 MAR 2014,9:51AM ■� �\ vy a '1Lt35,' , Li c. ,i:. KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B 2nd floor wall Headers Wood Biam resign Typical Partial/Non Bearing Header(6 clear span max., 6'trib max) r._,.., .,, ,a. „... utat1ans per NDS,IBC,2012,CBC 2013;A5CE, �O BEAM Size: 2-2x8,Sawn, Fu11y 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 loft,Trib=5.0 ft Design Summary D 0.0750 S 0.1250 Max fb/Fb Ratio = 0.476; 1 fb:Actual: 482.28 psi at 3.250 ft in Span#1 a F e Fb:Allowable: 1,013.55 psi Load Comb: +D+S+H 0 OP Max fv/FvRatio= 0.245: 1 A A fv:Actual: 36.76 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 ft, 2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.041 in Downward Total 0.065 in Left Support 0.24 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.41 Live Load Defl Ratio 1913 >360 Total Defl Ratio 1196 >180 *fie ja e igt'i, Typical Full width Bearing Headers clear span max,23 Tnb Max) //!i f %// �', ,'.y_, /� cuLat1aits per '4#; ,, 2012,CBC 63,A$7 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-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 Summary 0 0.3456 S 0.5750 Max fb/Fb Ratio = 0.934. 1 fb:Actual: 948.44 psi at 2.125 ft in Span#1 _... Fb:Allowable: 1,015.94 psi Load Comb: +D+S+H 0 0 Max fv/FvRatio= 0.647: 1 A A fv:Actual: 97.08 psi at 3.655 ft in Span#1 Fv:Allowable: 150.00 psi 4.250 ft,2-as 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 � Beatn Desi n Header RB 9 B iii a . \ > ➢NS i• q � ! 1 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=1.010, S=1.680 k @ 0.50 ft Design Summary a,.a=,a,. Max fb/Fb Ratio = 0.597; 1D 0.0750 S 0.125D fb:Actual: 696.61 psi at 1.348 ft in Span#1 =:ami. .-:: Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H 0 Max fv/FvRatio= 0.265: 1 A A fv:Actual: 45.67 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.038 in Downward Total 0.060 in Left Support 1.11 1.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.49 Live Load Dell Ratio 1671 >360 Total Defl Ratio 1044>180 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: Project ID: Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 6MAR 20 4 9 A y �f�® 9 • !� l Sig; „ z ¢ 1F,1 R 5 1� X41 M Lic.#:KW-06002997 Licensee.c.t.engineering Wood`Beam O $gnv Header RB.17 B n Ca1culattx es per201.2.ND%IBC 2012; '18C 2014,ASCE 710 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-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=0.90, S=1.50 k @ 0.50 ft Design Summary #, Max fb/Fb Ratio = 0.556 1 0 0.0750 S 0.1250 _:�:�� fb:Actual: 648.22 psi at 1.488 ft in Span#1 Fb:Allowable: 1,166.16 psi Load Comb: +D+S+H - Max fv/FvRatio= 0.254: 1 A A 1v:Actual: 43.76 psi at 4.655 ft in Span#1 Fv:Allowable: 172.50 psi 5.250 ft,2-2x8 Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.036 in Downward Total 0.057 in Left Support 1.01 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.47 Live Load Defl Ratio 1774 >360 Total Defl Ratio 1108 >180 CT Engineering Project Title: Engineer: Project ID: 180 Nickerson,Suite 302 En g Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Pr 6 MAR 2014,9:22AM Lic.#:KW-06002997 Licensee:c.t.engineering Description : PLAN 5.B Crawlspace Framing l�l!c>c�ld ea es n CB.1 Pp,r ns; zoresc 3013k'*ASCg 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-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=9.50 ft Design Summary D 0.1425 L 0.380 Max fb/Fb Ratio = 0823; 1 ��� fb:Actual: 883.28 psi at 3.750 ft in Span#1 Fb:Allowable: 1,073.71 psi Load Comb: +D+L+H Max fv/FvRatio= 0.403: 1 A A N:Actual: 72.63 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi _ 7.50 ft,4x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr 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 Code I Suggest Suggest Suggest Lpick 1 Lpick Lpick 1 Lpick Joist b 1 d Spa. LL DL M max V max EI _L fb L fv L TL240 L LL360 L max TL defl LL deft t L TL360 L LL480 L max TL deft TL deft.LL deft. LL deft. size&grade lwidth Sin.)1depth(in.) (n:).__.(ps�.__.(psf) (ft-Ibs)_.._(psi)_ 1._.__(ps!).._._...._._(ft)_.._..._.._(n)_._..._._(It)._..__._..(ft)._.__.._._(n)_.._._..._._.(1n)_.._. ._._._(in_)_._._L__._.(ft)_._..__._.._.(ft.) µ_._.._. (ft.) (in) 1 ratio fin_ ratio 1 9.5"T110 6 0.48 13.31 13.45 13.310 44 360 0.32' 495 JI 1.75 9.5 19.2 40 15 2380 1220 1.40E 08 14.71 27.73 15.23 14.80 14.71 0.6 _.__.._._ ,_._.._._............................ ',_. . _.._. + 3 0 4 95 9.5'TJ1 110 1.75 9.5 16 40 15 2380 1220 1.40E 08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 � 14.14 14.29 14.14': 0.47 6 0.3 4 9.5'T 1 1 0 31 0.79 0.58 15.57 15.73 16.67,_._,0.52,1,_, 360 0.381 495 J 1 1.75 9.5 12 40 15 2380 1220 1.40E 08 18.61 44.36 17.82 17.31 17. 9.5"TJI 110 1.751 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85; 0.62 16.77 16.94 16,77 0.561 360 0.41 495 1 ' 9.5"TJI 1101 1.751 9.5 19.2 40 10 2500 12201 1.57E+081 15.81 30.50 16.34 15.37 15.37 0.64 0.51F 1 14.27 13.97 13.97 0.441 384 0 35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1,57E+08 17.32 36.60 17,36 16.34 16.34 0.680.54 1'5.17 14 84 ,.'14,84 0.46 384 0.37 480 9.5"TJI 110 1.751 9.5 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 17.981 17.98 0.75. 0.601__1. 16.69 16.34 16 34 0 51] 384 0.41; 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.811 0.651 4 17.98 17.60 17.60 0 551 384 0 44 480 9.5"TJI210 2.06251 9.5 19.2 401 101 3000 13301 1.87E+08 1732 33.25 1732 16.30 16.30 0.681.- 0.541i 15 131 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 .15.74- 0.49 384 0.39 480 9.5"TJI 210 2.0625' 9.5 12 40 101 3000 13301 1.87E+08 21.91' 53.20 20.26 19.061 19.06 0,79. 0.64 I 17.70 17.32 17.32 0.541 384 0.43 480 9.5"TJI 210 2.0625 9.5 9.6 40 101_ 3000 13301 1.87E+08 24.49 66.50 21.82 20.53r 20.53 0.861 0.68, 1 19.06 18.66 18.66 0.58T 384 0 47. 480 9.5"TJI 230 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18/5 33.25 17.89 16.83 18.83 0.701 0361-1 1533 15.29 16.29 0.481 384 0 38 480 9.5"TJI 230 2.3125 9.5 18 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60, 16.60 1625 . ;16,35; 0.51 384 0.41, 480 9.5"TJI 2301 2.31251 9.5 12 40 10 3330 13301 2.06E+081 23.08 53.20 20.92 19.69 19.69 0.82 0 661 1 18 28 17.89 17 89 0.56 384 0.45 480 I + 38 0. 8 480 9.5"TJI 230 2.3125 9 5 9 6 40 10 3330 1330 2.06E 08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19 27 9 27 0.60 4 4 1 _._._.._ ._ 1 .._._.. 11.875 TJI 110 1.75 11.875 19.21 401 101 3160 1560 2.67E+0811 17.781 39.00 19.50 18.35 17.78 0.67 0.541-I 17.04 16.67 16.67 0.521 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72; 17.72 0.55 384 0.44 480 11.875"TJI 110 1.761._._.1 1 875 12 40 101_ 3160 15601 2 67E+08 22 49 62 40 22.81 21 46 _ 21 461 0.89_1 0.721 I 19.93 _19.50 19.50 0.61] 384 0.49, 480 11.875'TJI 110 1.751 11.875 9.6 40 10] 3160 15601 2.67E+08 25.14 76.00 24.57 23.12 23.12 0.96: 0.77 1 21.46 21 01 21 01' 0.661 384 0.53: 480 1_._._.__.__...._._.._._._I ._1-.a.__..__.._._._.._ y 11.875"TJI 2101 2.06251 11.875 19.2 401 101 3795 16551 3.15E+081 19.48 4138 2031 19.39, 19.391 0.81i 0.651 , 18 001 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 210 2.06251 11.875 12 40 101 3795 1655 3.15E+08 24.64 66.20 24.10 22.681 22.68 0.95. 0.761 1 21.051 20.61 20.61 0.641. 384 0.521 480 11.875"TJI 210 2.06251 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.021 0.81 1 22.68 22.20 22.20 0.691 384 0.551 480 i , • 11.875"TJI 2301 2.31251 11.875 19.2 40 101 42151 16551 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.831 0.67 18.59 18.20 18.20 0.571 384 0.45 480 11:875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0;89 0.71 19.76 19.34 ';19.34 0.60 384] 0.48 480 11.875"TJI 230 2.3125`111 11.875 12 40 10 4215 16551 3.47E+081 25.971 66.20 24.89 23.42 23.42 0.98 0.781 1 21.74 21.28 21.28 0.671 384 0.53 480 11.875"TJI 230 2.31251 11.875 9.6 40 10 4215 1655 3.47E+081 29.03 82.75 26.81 25.23 26.23 1.051 0.841 1 23.42 22.93 22 93 0.721 384 0.57 480 1 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 14801 3.30E+08 20.77 37.00 2033 1939 19.69 0.821 0.661 ' 1828 1739 17.89 0.561 384 0.45 i 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,...Zi 19.01 0.59 384 0.48, 480 11.875"RFPI 431 14801 59.20 20.93 20.93 0.521 480 11.875"RFPI 400' 2.06251 11.875 9.6} 401 101 4315 14801 3.30E+08) 29.381 74.00 26.371 24.81 24.81 11.03: 0.831 I 23.031 22.54 22.54' 0.701 384} 0.561 480 Page 1 D+L+S CT#14051-4015.2 Twin Creek I LOAD CASE (12-12) (BASED ON ANSUAFSPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desl.n Bucklin.Factor D+L+S _ cMin(Constant) =� ® c Section 3.7.1.5 1997 NDS- 111111= ..-._ KcE ®" Constant > Section 3.7.1.5 _ ��MEI IIM _ Section 2.3.10 IIIIMMIIIIIIIIIIIIIMMIIIIIININNI7 comp. Size MI= �Q[CZl�[ ®���� -_ . 8 �E duration tactor�� ��_ ���--��- ���Q� � Hor.Load .��'-, Fm�(�"mom ��0©===m= ®nm In. ®®111MMIIIIIIMIIIIIIMMI- INE/111111111N11111111111111 Fb (Fc)moomamazmma ranarmormonsumwmmur1�Fb 1-tc/Fce MEIN1.5 ®m���� 0.9916 1.00 ® 1.1 1.05 1.15�®' 1,200,000�� 966 �� 0.00 0.000 1.5 ®mm 30.911111=1.1.10 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000mmEmplammEginm0txmo54dan 0.00 0.000 H-F Stud ®®®� 30.9��' 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 378.09 340.90 340.00 0.00 0.000 H-F Stud ®® 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1,1 1.05 1.15 675 405 800 1,200,000 854 506449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 8.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 449.95 395.22 394.29 1.00 0.00 0.000 1.5 ® 11111101511®" 0 0.9921 3986.7 1.00 ®®jaca®ERN®' 800 1,200,000 854 MEM 966 IfflanINIEMEa 393.65 1.00 0.00 0.000 SPF Stud 1.5 M 7.7083 1695 0 0.9952 2091.8 1.00 ®®1.05 1.15 MMM 1,200,000®875.438M 431.52 430.48 1.00 0.00 0.000 MIMI 1.5 ®mamil 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 KM 425 ®1,200,000®875.438111311.111113311 335.24 0.00 0.000 SPF Stud 1.5 ®® m 30.9 1760 0.9944 MEECUIll 1.00 1.15 1.1 1.05 1.15- 425 725 1,200,000 NEM®875.438 378.09 335.24 rr 0.00 0.000 SPF Stud ®®m8.25 ®�' 0.9957 2091_8 MIN 1.15 1.1 _1.05 1.15 675 425 725 1,200,000® �®" 0.00 0.000 SPF Stud ® 3.5 8.2528.3 2030 0 0.9925 2789.1 r. 1.15 .111.05 1.15 675 425 7251,200,000 '' 388.13 _1.00 0.00 ___0.000 SPF Stud ® 3.5 8.25 28.3 3050 0 0.9957 4183.6 1.15 1 1 1 05 1.15 675 425 725 1,200,000 388.13 1.00 0.00 0.000 t= 5.5 m ®�' '®'' 111311=111E1®®®'®111211®' 1,300,000®�'T'1113221 '®' 508.18M 0.00 0.000 H-F#2 5.5 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.10 .151850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 ® ilium 5.5 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 ®®wanzamammumminmemi 3287.1 1.00 ® 1.10®ittairs. 1150 1,400,0001,308®uni '®®matj 0.00 0.000 SPF#2 ownwiamucammuljimsaamj 0.3905 3287.1 1.00 1.15 1.10 875 Km 1150 1,400,000 1 308 innimiammizaimmiro 0.00 0.000 SPF#2 M8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1111 1.10 875 1111 1150 1,400,000 1,308®1296.30 945.38 531.23 0.56 0.00 0.000 MIMI ------_-IIIIIII ---_- IMIIIII - SPF Stud 1111 14.57la 545 0 0.9913 2091.8 1.00 ®®1.05 1.15 1111111®1,200,000E1 531 MEI 139.02 138.41 1.00 0.00 0.000 SPF#2 ®®liammuMala 14501111.111110 0.9917 3287.1 MEN 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 K ® mo 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14051-4015.2 TwIn Creek LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 23.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin1 Factor D+L+W - , 0.80_(Constant)> Section 3.7.1.5 '- - ' _ KcE 0.30(Constant)> Section 3.7.1.5 ......__..._.....___....._____._._ ._.._.__-_._____....._......._._.__........_".._._._.._ . NDS_ ___ Cb (Nadas) > Section 2.3.10 Bending Comb Cf(Fb),_ Cf Fc 1997 Size Size Rep. Cd(Fb) Cb Cd(Fc) E NO NDS 3.9.2 Max.Watl duration durationfacfor factor use -- Stud Grade N4dth Depth Speck%Height Le/d Vert.Load Hor.Load <=1.0 ILoad @ 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/ In. in. in. ( ft. plf psf plf (Fb)__SFc)__ psi psi I psi__ psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3,5 16 7.7083 26.4 1075 9.71 0,9951 1993.4 1.60 1.00 1.1 1.05-115 675 405 800 1,200;500 1 386 840 515.42 427.08 273.02 0.64 376.78 -0.585 H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.865 H-F Stud -1.5 3.5 12 9 30.9 1140 8.46 0.9998 1657.8 L60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.08 333.89 217.14 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 1.80 1.00 1.1_1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 248.35 0.64 361.37 0.585 H-F Stud 1.5 _3.5 12 8.25 29.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 _600 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 _ 1.80 1.00 1.1 1.05 1.15 675 405_500 1,200,000 1,386 506 840 449.95 384.87 299.05 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 1,366 531 415.53 269.21 0.65 376.78___0.577 SPF Stud 1.5 3_5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425_ 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.818 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 1,366 531 761.25 378.09 328.30 214.28 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 26.3 960 8.13 0.9970 2091.8 1.60 1.00 _1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 449.95 378.35 243.81 0.65 361.37 0.577 OFF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 7251,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13' 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25_ 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3_1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 18 9 19.8 3132 8.46 0.5743 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 508.18 0.63 181.23 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15- 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 _1.5 5.5 16 ,7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 _1.00 _1.3_ 1.10_1.15 875 425 1150 1,400,000, 2,093 531 1265 1484.89 940.30 531.23 0.58 152.58 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 108925 808.08 53123 0.66 181.23; 0.169 SPF#2 1.5 5.5 16 8,25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 148.34 0.118 OFF 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 666666 0.979 SPF#2 1.5- 5.5 16 19 41.5 860 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 0.48 927.02 0,786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 7:2-7.711 1.15 850 405 1300 1,300,000 2,033 506 1430 226.84 219.02 96.97 0.44 927.02 0.796 Page 2 D+L+W+.5S CT#14051-4015.2 Twin Creek I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 __Ke 1.00 DesI.n Bucdin.Factor D+L+W+812 -_ _ ts__ III c __0.80(ConstanSection 3.7.1.5 .... ._-_._...._.-_ ---1111- Cf Fb 1997 NDS-�_ 1111111111 KcE 0.30 Constant > Section 3.7.1.5�M� ._.-._._.� .113211_ 94494n 2.3.10 -_ -Bendin. Com Size Size Re.._ -L[tal Cb Lunia]_Q13511_11111111 MOM NDS 3.9.20d @.WallPlat: duration d (F factor factor use perp l �NE perp rigi�n fc/F'c fb (b/ Stud Grad: Width Depth Spin. Heig1:11ht Vert.Load Hor.Load e.1.0 Load Plat:Cd(Pb)Cd(Fe) Cf Cf Cr Fe Fe ' .si Fb"1-te/Fee in. In, In, ft. If sf 09 1._. 0.63 376.78®• allZeM®®m�"�' �6�a 0.9962 1993.4 �® 1.1_ 1.05 1,15� 405 800 1,200,000 506��� e __1.5 ®����']� 0.9966 U® 1.1 1.05® 675 405 800 1,200,000 378.09 111011E1�' LLEESIIIIIIIDZI _1 5 ®®INIC11110311111111] 0.9969®®1.05 1.15 675 KM 800 1,200,000';] 966 340.901M12111:0 335.64 0.584 1.5 ®IIIIIIIIIINNECHINICIIIWEI 0.9963U 1.15 1.1 1.05 1.15 113111111112111111131 1 200,000QMMTESINEIM®''' 361.37 0.596 laiMM 1.5 ® 8.25�6� 0.9959 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 966 ®' IEIKIEIIIIMIIIIIIIIUEIM 1.5 EM0 8.25 j 2390 8.13 0.9960 3986.7 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 � �' 180.69 0.406 SPF Stud 1.5 ® 16 7.7083 1080 9.71 0.9935 2091.8 1.60 1.05 _675 425 725 1,200,000®®®® 431.52 274.29 0.64 0.589 16 9�6 0.9988 2091.8 1.60 ®I 1.05® 675 425 725 1,200,000 1,368 336.17 r1 0.669 ESIZZEMIV 12 �®''-66 0.9944 �,® 1.1 1.05® 675 NMI 725 1,200,000 1,966131=11111E120 336.17 INENZINIZEIESIIIIIIIIIIIIIMI oazgpmgmgpgmiumEcEmrjgmg3E 0.9952 2091.8 1.60 1.15_ 1.1 1.05 1.15 675 Km 725 1,200,000® �N'I 0.588 SPF Stud 1.5 35_ ® 8.25 28.3 1430 .._8.13_0.9952 2789.1 1.60 1.15 1.1_ 1.05 1.15_.675 425 725_ 1,200,000___-1.386 531 388.13 272.38 0.70 271.03 SPF Stud 1.5 3.5 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438® 388.13 299.68 0.77 180.69 0.396 H-F#2 ® 5.5 m ®6IIKEIM 3132.4 mum 1.15 1.3 1.10® 850 405 1300 1,300,000 2,033 1644.5 506.18�r ]iai]®. H-F#2 ® 5.5 16 9 19.6 132 8.46 0.5437 3132 4 1.60 1.15 1.10 1.15 858- 405 1300 1 300 000 2 033 506 1644.5 1011.45 837.57 506 18 0 80 181.23 0 178 5.5 18 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 3287 9.71 0.3872 3287.1 1.60 1.15 1.10®r. 425 1150 1,400,000®'' ®HI1015.45 531.23 0.52 0.114 SPF#2 1.5 ®mmumn3 3287 majumg 3287.1 111111111.21111.10 Emma 425 1150 1,400,000 531 1454.75 1089.25 850.16 531.23�I 0.169 SPF#2 1111111111111 8.0 3287 8.13 0.4342 3287.1 1.60 Emma1.10®IN 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 0.118 -•111111•1111__IIMII --_ � SPF Stud 1.5 3.5 MIN 50.0 70 8.46 0.9955 2091.8 MIN®M®i���111®11.11111 1'200,000 1,366®M 144.26 139.02 17.78 0.13 0.979 Mai 1.5 5.5 16 19 41.5 660 9.71 0.9914 mammccimin 13 1.10 1.15 Komisigna 1,400,000 2,093 531 1454.75 244.401KM 106.67 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 8.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 96.97 0.44 927.02 0.796 Page 3 D+L+S+.SW CT#14051-4015.2 Twin Creek I LOAD CASE (12-15) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W/2 c 0.80 Constant > Section Cr ._..._.___ _ _.._............... KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.92 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load Hor.Load •ezt 1.0 Load @ Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb fb/ _ In. In. in. ft. plf pat plf EN. (Fr) psi psi psi pal psi psl psi psi pal pal psi Fb"(1-fc/Fce1 H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.11.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.406 HStud 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 2865 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 4405 800 1,200,000 1,368 506 986 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.386 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1_1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 888.8 - -_. SPF Stud 1.5 3.5 12 825 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 PF S8.25 .8 ._...05..___ __.5 725 88_,000 ....__ 449 0.25._ SPF Stud 1.5 3.5 B 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 448.95 388.13 333.87 0.88 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1,60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.81 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 ' 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 588.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1,15 1.3 1.10 1.15 875 ,4425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 885 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 4 D+L+S+.7E CT#14051-4015.2 TwIn Creek I. LOAD CASE 1 (12-16) I (BASED ON ANSI/AFBPA NOS-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+E/1.4 c 0.80(Constar= Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varittil > Section 2.3.10 Bending Comp: Size Size Rep_ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade 1Mdth Depth Spacing Height Le/d Vert.Load Hor.Load u.1.0 Load 0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb fb/ In. In. in. ft. pit psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9980 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 8001,200,000 1,368 506 988 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 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 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 986 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 , 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 15 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 1,366 531 875.438 378.09 336.17 253.97 0.78 188.85 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 18 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119 01 0.306 .' 1.60 __.._...1...._...._._ ... 425 7548"- .__._3....._.339.._. 4 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.15 1.1 1.05 1.15 675 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 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 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.28 0.055 SPF#2 1.5 5.5 18 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.8 3287 3.57 0.4618 3287,1 1.60 1.15 1.3 1_10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 OFF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.80 1.15 1.1 1.05 1,15 675 425 725 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 0.8939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 152.73 0.69 340.83 0,513 Page 5 ® 180 Nickerson St. E t3 Ca f N E E l? I N Ca Suite 302 (� !N C Seattle,WA I Project: L! � j e Pi'-3 Date: $109(206)285-4512 Client r! ` 11)'s t - Page Number: (206)285-0618 P ' ►t 1v& A-t i t6 VA2U - --- ` 1,e-.""1 m,,z . .. vop , 67 . CSS A- P s 7• '"PeP,a kftwAl 3 l PO I 1,,F"t V L ri-is I .} C 47=l.!I - r ` _ aigr LaU : e ,4iii " .5 61401, v;‘,411.- .. .3 __, _._. a.,x...4 .W _,_«, _. , . " nt r, aptt, 2 2 1r 1 1.1 (Ay 5` Nom: "vliweit'v 13e4 1. siso ii., ?,.1r. l . ... Structural Engineers034,./- AZ• L IB03�i3elcersaa St. ENGINEERING Sulfa 302 j� *r Seattle.WA I/ 95109 Project: - {-.- .: --...1.; .Date: Project: � •-- ► . .' • �� • PAX. Client: Page Nutaber:- (206)2854618 ser-cak, aiiPer, pa' tgz, ( *-.)r) ' .?-- thvc-) at". Kalr A (pis) ra-2,-, 644-4)( (4-0-1/5) = 105._____, , �. 2 r.--- iiit> Af 5441 49220.:P W '''' T .np .--. •.. ---- -.., -::- )974)P.Sr V 1.0= glaVa+-6)-04)(3 --7,-- Vit> . { 94, -4. i� 2..e) - . �i . 45. 4,4, 4woommemo..., A.= e 0 c 91, r .. Thlre t. i P- q39 4- 2.7 '0 -: , -171:4-7V -1=., Lel- if a ..... 22.5 41 1910 .. , 36t4 Sfre- C : - ► ' Structural Englneers Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User—Specified Input Building Code Reference Document International Building Code (which2012 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 lal1e0 � i� �:reej,,- si ;, ing iter 7 , hmnt1if, * a ,. ., a • ��. .�` .",wmapoutit r ' ', t ate,/ :.. :. USGS—Provided Output Ss = 0.972 g SMS = 1.080 g S°S = 0.720 g S: = 0.4238 SMI = 0.667 g $°i = 0.445g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. u. NICElk Response Spectrum Design Response Spe rulliiti 1.10 d, ' 0,, orz O st c,x . 0. 3 44e MI 49" 5 ; 0,40 f01 . 0,44a. 022 022 c;sz 02.1 0.00 000 0.200.40 6,441 tit 1.00 1.20. 1.40 1. 0 1.00 x.00 0120 020 040 0.40 #. 1. 1_ 1140 14.11 L00 z0* perms 1(sec) f► rl T( *c)s Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: Elevation B Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=IITable 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://geohazards.usqs.qov/designmaps/us/application.ohp 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 SMi= F„*Si SM1= 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*SM1 Sol= 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 fro= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 2 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: Elevation B SDs= 0.72 h„ = 18.00(ft) SD,= 0.45 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.43 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.399 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*11)/(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 SI)/(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 - 18100 18.00 1666 0.022' 36.652 659.7 0.58 3.88 3.88 2nd 8.00 10.00' 10.00 1712 0.028` 47.936 479.4 0.42 2.82 6.70 1st(base) 10.00 0.00 SUM= 84.6 1139.1 1.00 6.70 E=V= 9.38(LRFD) E/1.4= 6.70(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F; w; E w, FPX = EF, *wax 0.4*SDs*1E*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 3 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: Elevation B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30M0 ft. 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 3Set G,Jec 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3seaGuo= }:F' mph (EQ 16-33) Exposure= B B Iw=; 1.0 1.0; N/A N/A Roof Type=', Gable Gable PB30A= 28.6 28.6:psf Figure 28.6-1 Ps30 B= 4.6 > 4.6;psf Figure 28.6-1 P530 = 20.7 " 20.7';psf Figure 28.6-1 Ps30 D= 4.7 4,7:psf Figure 28.6-1 A= 1.00 1,001 Figure 28.6-1 K:t= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00',:(Single Family Home) A*Kr*I : 1 1 Ps=A*KZt*I*Pe30= (Eq.28.6-1) Pse= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PuB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aand coverage= 24.7 24.7 psf (LRFD) Ps Band Daverage= 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(NS) Areas(E-W) (N-S) (E-W) Wind(NS)(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 A5 AB Ac AD AA AB A0 AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 192 0 288 0 192 0 384 Roof 18.00 18.00 4.0 64 0 96 0 64 0 128 0 10.2 12.3 6.05 6.05 7.17 7.17 2nd 8.00 10.00 10.00 9.0 144 0 216 0 144 0 288 0 5.8 6.9 8.59 14.64 10.08 17.25 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 1000 Ar= 1200 16.0 19.2 V(ns)= 14.64 V(e-w)= 17.25 kips(LRFD) kips(LRFD) kips kips Page 4 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00'I 0.00 0.00: 0.00 10.24 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(n-s)= 16.00 V(e-w)= 19.20 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(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) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 5 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: Elevation B SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131'dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) _I 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.88 kips Design Wind N-S V I= 7.93 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind N-S V i= 7.93 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Line Li. OTM ROTM Unei 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) Ext. A,T1 416 15,0 46,0 1.00 0.15 1.98 0.00 0.97 0.00 1.00 1.00 65 P6TN P6TN 132 7.76 26.12 -1.28 -1.28 15.86 31.05 -1.06 -1.06 -1.06 Ext. A,T2' 139 5.0 46,0 1.00 0.15 0.66 0.00 0.32 0.00 1.00 1.00 65 P6TN P6TN 132 2.59 8.71 -1.41 -1.41 5.29 10.35 -1.17 -1.17 -1.17 Ext A.T3 278 10.0 46.0 1.00 0.15 1.32 0.00 0.65 0.00 1.00 1.00 65 P6TN P6TN 132 5.17 17.41 -1.31 -1.31 10.58 20.70 -1.08 -1.08 -1.08 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.T1 150 5.0 47.0 1,00 0,15' 0.71 0.00 0.35 0.00 1.00 1.00 70 P6TN P6TN 143 2.80 8.90 -1.41 -1.41 5.72 10.58 -1.12 -1.12 -1.12 Ext. B.T2 300 100 47,0 1.00 0.15' 1.43 0.00 0.70 0.00 1.00 1.00 70 P6TN P6TN 143 5.59 17.79 -1.31 -1.31 11.43 21.15 -1.04 -1.04 -1.04 Ext. B.T3 143 4.8 47,0 1.00 0.15 0.68 0.00 0.33 0.00 1.00 1.00 70 P6TN P6TN 143 2.66 8.45 -1.42 -1.42 5.43 10.05 -1.13 -1.13 -1.13 Ext. B.T4 240 8.0 47.0 1.00 0.15 1.14 0.00 0.56 0.00 1.00 1.00 70 P6TN P6TN 143 4.47 14.23 -1.33 -1.33 9.15 16.92 -1.06 -1.06 -1.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1666 57.8 57.8=L eff. 7.93 0.00 3.88 0.00 EVwind 7.93 EVEQ 3.88 Notes: denotes with shear transfer '" denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.82 kips Design Wind N-S V I= 4.46 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.70 kips Sum Wind N-S V i= 12.39 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Ueu,n Ueu,„ HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. A.Ma 621 ,4, 29,0 46.0 1.00 0.15 1.62 2.88 1.02 1.41 1.00 1.00 84 P6TN P6 155 21.85 50.50 -1.01 -2.29 40.43 60.03 -0.69 -1.75 -1.75 Ext. A.Mb 235 11.0 46.0 1.00 0.15 0.61 1.09 0.39 0.53 1.00 1.00 84 P6TN P6 155 8.29 19.16 -1.05 -2.46 15.34 22.77 -0.72 -1.89 -1.89 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 -1.31 0.00 0.00 0.00 -1.08 -1.08 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. B.Ma 571 10.0 47.0 1.00 0.15 1.49 2.64 0.94 1.29 1.00 1.00 223 P6 P4 413 20.09 17.79 0.25 -1.16 37.18 21.15 1.72 0.60 0.60 Ext. B.Mb 285 5.0 47.0 1.00 0.15' 0.74 1.32 0.47 0.65 1.00 1.00 223 P6 P4 413 10.05 8.90 0.27 -1.04 18.59 10.58 1.85 0.81 0.81 0; 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 -1.42 0.00 0.00 0.00 -1.13 -1.13 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -1.33 0.00 0.00 0.00 -1.06 -1.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0+ 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 55.0 55.0=L eff. 4.46 7.93 2.82 3.88 1.00 EV wind 12.39 EV EQ 6.70 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.88 kips Design Wind E-W V I= 9.52 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V I= 3.88 kips Sum Wind E-W V I= 9.52 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM Roan Unet Veum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear 1,Ta* 283.6 8.0 40.0 1.00 0.15 1.62 0.00 0.66 0.00 1.00 1.00 83* * 203 5.28 12.11 -0.93 -0.93 12.96 14.40 -0.20 -0.20* Rear 2.Tb* 407.6 11.5 40.0 1.00 0.15 2.33 0.00 0.95 0.00 1.00 1.00 83* * 203 7.59 17.41 -0.91 -0.91 18.63 20.70 -0.19 -0.19* Rear 3.Tc* 141.8 4.0 40.0 1.00' 0.15 0.81 0.00 0.33 0.00 1.00 1.00 83* * 203 2.64 6.06 -1.02 -1.02 6.48 7.20 -0.22 -0.22* Rear 4.Td 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00, 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta 148.7 2,5 11.0 1,00' 0.15 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03* Front 4.Tb 148.7 2.5 11.0 1.00 0,15' 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.04 0.94 0.94 6.80 1.24 3.03 3.03 Front 4.Tc 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43* Front 4.Td 119 2.0 9.7 1.00 0.15 0.68 0.00 0.28 0.00 1.00 0.50 277* * 340 2.22 0.73 1.11 1.11 5.44 0.87 3.43 3.43* Front 4.Te 148.7 2.5 11.7 1.00 0,15' 0.85 0.00 0.35 0.00 1.00 0.63 222* * 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99* Front 4.Tf 148.7 2.5 111.7 1,00' 0,15' 0.85 0.00 0.35 0.00 1.00 0.63 222* 340 2.77 1.10 0.91 0.91 6.80 1.31 2.99 2.99 * - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00' 0.00' 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 37.5 37.5=L eff. 9.52 0.00 3.88 0.00 EVnd 9.52 EV EQ 3.88 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel GARAGE ABWP SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: Elevation B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.8 kips Design Wind E-W V i= 5.35 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6 0 kips Sum Wind E-W V I= 14.87 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind F.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 level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (k'. (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 0.3. 1.20 0.18 0.49 1.00 0.94 166* * 361 5.98 1.98 1.12 0.18 13.80 2.36 3.19 3.00* Rear 2.Tb 98.77 3.9 12.3 1.00 0.15 0 .1 1.10 0.16 0.45 1.00 0.87 181 * * 361 5.49 1.82 1.14 0.23 12.66 2.16 3.25 3.06* Rear 3.Tc 158.3 ' 6.3 19.5 1.00 0.15 $.50 1.76 0.26 0.72 1.00 1.00 156* * 361 8.80 4.61 0.75 -0.27 20.30 5.48 2.65 2.44* Rear 4,Td 63,31 2.5 19.5 1.00 0.15 0.20 0.70 0.10 0.29 1.00 0.56 282* * 361 3.52 1.85 0.91 0.91 8.12 2.19 3.23 3.23* - - 0 0.0 0.0 1.00 0.$®' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int N/A 181.1 5.5 5.5 1.00 s.15' 0.57 0.00 0.30 0.00 1.00 1.00 54 P6TN P6TN 103 2.68 1.15 0.32 0.32 5.10 1.36 0.77 0.77 0.77 Int N/A 246.9 7.5 7.5 1.00 0.15 0.77 0.00 0.41 0.00 1.00 1.00 54 P6TN P6TN 103 3.66 2.13 0.22 0.22 6.95 2.53 0.65 0.65 0.65 - - 0 " 0.0 0.0 1.0. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 nt , 8 J 10! 0.0 4.0 0. .3, •00 0 0 0.00 00 1.00 70 P6TN P6TN 134 6.34 3.79 0.27 0.27 12.05 4.50 0.81 0.81 0.81 I 3.0 0.$ 1.00 +.00' 0.30 0.0, ,..00 0.10 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Ta' 117,1 2.4 20.5 1.00 0.15' 0.37 0.89 0.19 0.62 1.., 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.07 17.06 2.23 8.48 11.51 ABWP Front 4.Tb 0 0.0 0.0 1,00 0.15' 0.00 0.00 0.00 0.00 1.15 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Tc 0 0.0 0.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 4.Td 117.1 2.4 20.5 1.00 0.15 0.37 0.89 0.19 0.62 1..' 0.54 629 ABWP ABWP 785 7.35 1.88 3.13 4.24 17.06 2.23 8.48 11.90 ABWP re T- 9. 91 0 11 ' Dot I 5'' 0. I ,4` 116 0 ' 1.0'- 0.44 569* * 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99* Front 43f; 96.91 2.0 11.7 1.00 0.15 0.30 1.49 0.16 0.35 1.00 0.44 569* * 576 4.55 0.88 2.75 3.66 10.38 1.05 6.99 9.99* - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'[ 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1712 48.7 48.7=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 JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Ta,4.Tb Roof Level w dl= 150 plf V eq 692.6 pounds V1 eq= 362.3 pounds V3 eq= 330.3 pounds V w= 1699.7', pounds V1 w= 889.1 pounds V3 w= 810.6 pounds ► v hdr eq= 63.4 plf —� •H head= v hdr w= 155.7 p/f 1 Fdragl eq= 183 F2 eq= 166 Fdragl w= 8 F2 -408 H pier= v1 eq= 127.9 plf v3 eq= 127.9 plf P6TN E.Q. v3 w= 313.8 plf P6 WIND 5.0 vl w= 313.8 plf feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= = F4 e.- 166 feet Fdrag3 w=448 F4 w=408 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 63.4 Of P6TN 3.0 EQ Wind v sill w= 155.7 plf P6 feet OTM 6234 15297 R OTM 4461 5363 UPLIFT 173 969 Up above 0 0 UP sum 173 969 H/L Ratios: L1= 2.8 L2= 5.5 L3= 2.6 HtotaUL= 0.82 ► 1 ►4 ► Hpier/L1= 1.76 Hpier/L3= 1.94 L total= 10.9 feet ► JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Tc,4,Td Roof Level w dl= 150 Of V eq 554.1 pounds V1 eq= 277.1 pounds V3 eq= 277.1 pounds V w= 1359.7,', pounds V1 w= 679.9 pounds V3 w= 679.9 pounds —_ v hdr eq= 58.3 p/f •H head= A v hdr w= 143.1 plf 1 Fdragl eq= 160 F2 eq= 160 Fdragl w= •4 F2 -394 H pier= v1 eq= 173.2 plf v3 eq= 173.2 plf P6 E.Q. 5.0 v1 w= 339.9 plf v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 9 • Fdrag3 eq= :1 F4 e•- 160 feet A Fdrag3 w=394 F4 w=394 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 58.3 p/f P6TN 3.0 EQ Wind v sill w= 143.1 plf P6TN feet OTM 4987 12238 R OTM 3379 4061 • • UPLIFT 182 926 Up above 0 0 UP sum 182 926 H/L Ratios: L1= 2.0 L2= 5.5 L3= 2.0 Htotal/L= 0.95 4 0 4 10 4 0 Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 9.5 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4Te,4.Tf Roof Level w dl= 150 Of V eq 692,6pounds V1 eq= 346.3 pounds V3 eq= 346.3 pounds V w= 1699.7 pounds V1 w= 849.8 pounds V3 w= 849.8 pounds ' 'i _____ v hdr eq= 60.2 plf --► A H head= A v hdr w= 147.8 plf 1 Y Fdragl eq= 196 F2 eq= 196 Fdragl w= •-0 F2 -480 H pier= v1 eq= 138.5 plf v3 eq= 138.5 plf P6TN E.Q. 5.0 v1 w= 339.9 plf v3 w= 339.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= .• F4 e.- 196 feet 4 Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 60.2 plf P6TN 3.0 EQ Wind v sill w= 147.8 plf P6TN feet OTM 6234 15297 R OTM 4951 5951 UPLIFT 118 863 Up above 0 0 UP sum 118 863 H/L Ratios: L1= 2.5 L2= 6.5 L3= 2.5 Htotal/L= 0.78 ► 4 ►4 ► Hpier/L1= 2.00 Hpier/L3= 2.00 + L total= 11.5 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 1.Ma,1.Mb Roof Level w dl= 150 p/f V eq 1275.1 pounds V1 eq= 677.4 pounds V3 eq= 597.7 pounds V w= 2940.6 pounds V1'w= 1562.2 pounds V3 w= 1378.4 pounds v hdr eq= 106.3 plf •H head= A v hdr w= 245.0 Of 1 u Fdragl eq= 226 F2 eq= 199 A Fdragl w= '-1 F2 -459 H pier= vi eq= 159.4 plf v3 eq= 159.4 p/f P6 E.Q. 5.0 vl w= 367.6 plf v3 w= 367.6 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 Fdrag3 eq= • F4 e.- 199 feet A Fdrag3 w=521 F4 w=459 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 106.3 plf P6TN 3.0 EQ Wind v sill w= 245.0 plf P6 feet OTM 11476 26465 R OTM 5391 6480 UPLIFT 537 1763 Up above 0 0 UP sum 537 1763 H/L Ratios: L1= 4.3 L2= 4.0 L3= 3.8 Htotal/L= 0.75 I. .4 4.4 ► Hpier/L1= 1.18 ► Hpier/L3= 1.33 L total= 12.0 feet JOB#: Elevation B SHEARWALLIWITH FORCE TRANSFER ID: Elevation B 1.Mc,1.Md Roof Level w dl= 150 p/f V eq 1368.9 pounds V1 eq= 977.8 pounds V3 eq= 391.1 pounds V w= 3157.1 pounds V1 w= 2255.0 pounds V3 w= 902.0 pounds —__, —__0. v hdr eq= 62.2 plf + •H head= A v hdr w= 143.5 plf 1 v Fdragl eq= 589 F2 eq= 236 ♦ Fdrag l w= ,58 F2 -543 H pier= v1 eq= 156.4 plf v3 eq= 156.4 plf P6 E.Q. 5,0 v1 w= 360.8 plf v3 w= 360.8 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9 • Fdrag3 eq= F4 e.- 236 feet A 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 12320 28413 R OTM 18119 21780 • UPLIFT -272 311 Up above 0 0 UP sum -272 311 H/L Ratios: L1= 6.3 L2= 13.3 L3= 4 2.5 Htotal/L= 0.41 Hpier/L1= 0.80 1 10 4 1.0 O. Hpier/L3= 2.00 L total= 22.0 feet JOB#: Elevation B SHEARWALL WITH FORCE TRANSFER ID: Elevation B 4.Me,4.Mf Roof Level w dl= 150 plf V eq 1011,7 pounds V1 eq= 505.9 pounds V3 eq= 505.9 pounds V w= 2305.8', pounds V1 w= 1152.9 pounds V3 w= 1152.9 pounds --> v hdr eq= 89.3 plf > •H head= A v hdr w= 203.5 plf 1 v Fdragl eq= 327 F2 eq= 327 • Fdragl w= '6 F2 -746 H pier= v1 eq= 252.9 plf v3 eq= 252.9 plf P4 E.Q. 3,0 vi w= 576.5 plf v3 w= 576.5 plf P3 WIND feet H total= 2w/h= 1 2w/h= 1 7 , Fdrag3 eq= F4 e.- 327 feet • Fdrag3 w=746 F4 w=746 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 89.3 pff P6TN 3.0 EQ Wind v sill w= 203.5 pff P6 feet OTM 7082 16141 R OTM 4805 5777 • • UPLIFT 213 972 Up above 118 863 UP sum 332 1835 HIL Ratios: L1= 2.0 L2= 7.3 L3=J 2.0 Htotal/L= 0.62 I. 4 H Hpier/L1= 1.50 i • Hpier/L3= 1.50 L total= 11.3 feet .. 1 t i xH' • �Sf A PA s TT-100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head,Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 AM—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 Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shear"' (lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 . . i 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1'-101/2" 10 faFc1(Q31 EQ(1444 WIND) roundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap F 2'to 18'rough width of opening per wind design min 1000 lbf 9 I on both sides of opening for single or double portal _ opposite side of sheathing t _, ti _, Pony '1 � wall height . _t Fasten top plate to header with two rows of 16d sinker nails at 3"o.c.typ .r Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max - total Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max •.;••• wood structural panel sheathing with tttr ,, within middle 24"of portal height : 8d common or galvanized box nails at 3"o.c.44 r height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1Ilik \ ''' Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of I,t, , Min reinforcing of foundation,one#4 bar S 1 jack studs per IRC tables s top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). i\ I'` Vim' mw .} Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.AM.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(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 Frcuned 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.opawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.1T-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 AM—The EngineeredWoodAssociation 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA '7�'a1(� R 1��17-�II�JN7/J1C. mAa-- 11Ud�nU(��LJ� G 98109 Protect: r+"l �, "I'_- Date: ��'1. I (206)285-4512 Client: j 1&.,5+2 PAX: Page Number: (206)285-0618 V-10 410 Ortn.) l � � n7---AsVel-q/z) ( ® Q vfY. fig 1, —71 A) , X t6' )2t( k r?)! Lf3'iTh fl-CZ -4`))YC--K- F7'12- S, k1> viome) 0 _ aVD:A60) 0.312 W ,)(16) WZ3)LI ) v n— (2-) 0,-L) (10( M, ()>(,2)/ .(13 I-. ALA _ co'i 5I ' e X Ccs , w/(2) 4- 112. 604 ;\', M 15 BAIL ep/1 sI� Pair AeeL, 4.,5( cpee (� 1 tau ,� 1 tin= ‘,n Structural Engineers 1 WOOD FRAME CONSTRUCTION MANUAL 63 i Table 2.2A Upli 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project: f t I . INC. Z' Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 N) ,� af)) 77))4e) 71`9 amu:- r Pi V) D CQ M3\►h; y .\e‘niqb I it4Pb1-- ( 15 Pe)F--- PI. DZ CogAm ss ,C 47) ' 3b 43'.. tit ligra /Pe 1/ .---: 6(7047(.0,C)(0 (0,618 "fa' _ i : eP, cv a *A0 -1-gm6 Ccow6A 12 ( 4)(7_) (1,0) .0,6) 7:7_ 2_ _ '+(P, o ( 6))(2a52- 417 (2 ( -> 1 672/7)(0,75 (0,6 4-104- b L P ,i,pc CO -TYP. Gvoen) .�. e --fLovia e.0)— Ct-,- (5Y DDIAA Structural Engineers TRUSS TO WALL CONNECTION ',Pi \;M UI` I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES IJI'I III I I PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" aii,.i ,r) 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 1111 1 SDWC15600 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in/1i 1G0 2 (2)112.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. Iii/ii :'.'ii 2 (2)SDWC15600 - - 'iln 7S(1 3 (3)SDWC15600 ROOF FRAMING PER PLAN 8d AT 6" O.C. 1 z---..„....,, 2X VENTED BLK'G. ' 0.131" X 3" TOENAIL � i ,�AT 6" O.C. I \H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -1.1---- 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'-O" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION !:',P1' VAI.UF`z #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI..II-T 11 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" +00 I 415 1 H25A (5) 0.131"X 2.5" L_. 0 - (5) 0.131" X 2.5" 5.-i5 L I11)_ 1 SDWC15600 - - 4m115 2 H10-2 (9) 4148" X 1.5" (9)0.148" X 1.5" 111707011 7111.__ 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1070 2211.- 2 n ...2 (2)SDWC15600 - - -1711 ---z CO- 3 (3)SDWC15600 - - 1455 I s.i`, ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND thhosho‘..,.......... SDWC STYLE Bd AT 6" O.C. CONNECTIONS2X VENTED BLK'G. IMIllwiti...1% 11111111:1:1111111%.111111131i..,._.=,--.)%. -.,..... III H2.5A & SDWC15600 STYI F iCOMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [