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Specifications /t45 T.L-0 C - O )O 5 RECEIVED CT ENGINEERING MAR 1 0 20 6 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) cm(OF TIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace E) PRO; ��GINF�� Plan 7 •' ,1� '; 60 1(�Jj. ,y Elevation B � � �iNA► Tigard, OR REG � 7p/FS22 �9� �� T GF��F Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT EN G IN E E R I NG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 7 also includes Plan 2613) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 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 16 S9.1 RB.bl GABLEIEND TRUSS RB.bl A MIN. NOR AIN. HDR 19 1 S9.1 19 S9.1 —_ i • I I � = I ") Iitr( J I ilROOF TRUSSES AT 24" O.C. T1P. cct x' N I Nt A tilii GABLE WEB I'ii r 1 f 'F. 1 C'1' 'J 122"x30' I e 2 i�p 1 A1"IIC I t �0 I.q tLACCESSJ N04 20 v' S9.1 I 20 '1 S9.1 "If _ A t w I • x [� N E-� a t in T I � J +a 19 S9.1 ce N� I � aJ I � .#_±1_," MIN. HDR I I GABLE WEB r J ----I----RB.b3 J MIN __ �,HDR IN. HDR 1 MIN.-_HDRMIN�. HDR_a. I _ I GABLEI END TRUSS I L J-RB.b4• J SCISSOR/BOTTOM CORD TRUSS B Sg1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0' AMERICAN MODERN " MST48 MST48 er Allign Q A W I I -> , J O 1 Q A l Q 0 tl( t WASHc72 4 r (L6-11:2)ENTIRE DRYER SIDE ENTIRE 0 SIDE 1 l 0 I 0 1 . MST37\<111111111 • . .. MST37 0 • > 8 S1.2 0 8 S1.2 CT8 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 19 AM P3 S9.1 m e -i--, , TY N\ GABLE END TRUSS I \ I _.. 17IB.bl CONT. 4x12 HDR \ / 1 STHD14 STHD14 ROOF TRUSSES AT 24" O.C. TYP. N U z J CZ o 5Y x14 - BEAM _— �_------_2 Q w U NQ rte-: JO X W J ,_. 14" FLOOR TRUSSES 0 19.2" O.C. TYP. > IL LLI J 4 4 --I W o S9.0 S9.0 ce > i W W ilJLI o w J DU a.® P4 2� 59.0�STHD14 SIHD14/ 13 x14LVL 1 IIIIMMINE el 1�U$ j w 1 A! I l i l1-1 6x6 POST 1 °i I I I , i; Pg ENTIRE N � 1 �� _ '1 L -i�� Imo` I ' SIDE co 11Mi l 2 4" FLOOR 1RUSSt` .awq wil ROOF TRUSSES I --(2-.)-218-1;` ` ,• win, ---j AT 24" O.C. B.b 1 6 moi' \\ I,2 w L— 0 I ., \� 1�N A —• 4-54j Z '1;; IRE LEDGER B.b15 al 11111 1E / �\y�N r1i F P6 o (z)zxa HDR 3 I s raa��l ---> � u 9 i• (-)1 MEI pp 0 2 00 I W M N A isi 1 w Z^i BLOCKOUT FOR I 1 MICROWAVE EXHAUST. cc ®I /y\ 0 13•' CLEAR 2 Aa W 1 1 S9.C) CO I'`. PICTURE FRAME w H w. �� OPENING. DIMS cV I m I ,� �" ARE TO I STUDS. m" .41 I i� cr � µ DIIl I ,q ar � I 1---� 11 _ '— Icc, iJ 1I �� 2 H c„ , w 1 r___J FIXTURES ABOVE r_- ,a r- 6X6 POST I O ry I 2 N 2 .y I-1- MI 4:„: A A pp -0 x s4 — `Fa r v F04 CQ RAMING MING1 cv 191 =• Irf— 1I FRAMING 1 1 I31 1 C9) 1 Tc� 11 B _ 11 s9.0 — -JJ 0 1 "1 up /l "'" LEDGER ap I STHD14 STHD14 I Zsl 4x8 HD' 4x8 HDR 4x8 HDR 4x8 HDR N C ' B.b10 Icnrr B.blO B.b10 .•• B.b10 H_ ® 1 v o 0 y„ 59.0 w I 2P3 rIcF I z 8 z I W S1.2 B.b18 __ B.b17 — ----�� 4x12 HDR — T T L I 4x12 HDRM 4x4 POST - W/ACE4 17 18 4x4 POST All All 4x4 POST W/ ACE4 W/AC4 SHEET TITLE: LATERAL:E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof ... .... ........ Panel Height 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 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 eI. 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 Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406..'.R 5.9' '.17.0 1.00> 0.15. 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 )0.0 r 00•;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 Bath* 234 "4 5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0 0 00 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 KIT 0 ' ii0 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 21.00? 0.00 0.00 0.00 0.00 0.00 1.00 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 1.01:1'.'.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear ' 0 0.0 ;0.0 1.00 0.m0 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ,Rear"+ 0 -I 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 Rear BR23* 640 ';91 ,14.0 1.00," 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 0 0.0 •00"'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 Gar' Alley; ,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 .:00 ,.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 Gar ABWP 0 0.0 00 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 00 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 ..L 0 0 00 1.00 0.00I' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 00'; 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ' 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0; 0.0 - 0.0 ' 1.00:" 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 EVwwnd 7.71 EVEa 3.08 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#: CT#14253:Plan 2613 Diaph.Level: 2nd Panel Height=_r 9 ft. Seismic V i= 2.33 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.54 kips Sum Wind N-S V i= 8.06 klps Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM U„e, Usum OTM RoTM Unet Usum Ueum HD (sgft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 370 18,0' 18.0 0.65 0.15 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 perf Ext. left 2 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. left 3** 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. left 4 290 8.3 12.0 1.00 0.40 0.64 1.13 0.51 0.70 1.00 1.00 147 P6TN P6 214 10.92 9.80 0.15 -0.10 15.88 11.88 0.53 0.37 0.37 - - 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 00 ' 1.00 '`.0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 "'0.0 1.00•1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl** 660 53.0 53.0 0.91 0.15 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN P6TN 84 24.92 ##### -1.52 -2.97 36.25 ##### -1.72 -3.37 1.22 perf Ext. right2 . 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. rght3** 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 right4 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. right5 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;i 0.00 0.00 0.00 0.00 0.00 1.00 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 I" 0.00 0.00 0.00 0.00 0.00 1.00 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 1320 79.3 68.2=L eff. 2.90 5.16 2.33 3.21 1.00 EVwfnd 8.06 EVEQ 5.54 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#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height=- 8 ft. Seismic V i= 3.21 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.21 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr.= 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 Lot.ea. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (p19 (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 360 27.5 .27.5 1.00 1 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 -0.78 -0.78 11.60 34.03 -0.84 -0.84 -0.78 Ext. left 2 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.` left 3** 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. left 4'. 280 .16.0. 16.0 1.00 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 70 5.62 9.50 -0.25 -0.25 9.02 11.52 -0.16 -0.16 -0.16 - - 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. htl** 640 46.0 46.0 0.95 0.15: 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 59 12.85 78.56 -1.45 -1.45 20.62 95.22 -1.65 -1.65 0.47 pert Ext. right2 0 - 0.0 00 - 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. rght3**,,; 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 l 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0' ,1.00 ,i'0.00 0.00 0.00 0.00 0.00 1.00 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, 0.0.5 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 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 r;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 00; 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 • i0 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 1280 89.5 87.2=L eff. 5.16 0.00 3.21 0.00 EV,„„d 5.16 EVEO 3.21 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 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 sallowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 ` 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS ,,tsheathing= 1 „ 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 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 000' 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00;: 0.00 0 00' 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w) 0.00 V(ns)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(ns)= 8.06 V(e-w)= 16.19 kips(LRFD) kits(RFD)_ kips(ASD) _ kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 MIIIIIIIM ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= ;:30.00 30:00"ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 26.0 56.01 ft. V WI. Wind Speed 3 See.cud=" 120120 mph Figure 1809 Fig. 26.5-1A thru C V asd. Wind Speed 3sec Dust ,° , 1 93 i r o'93 mph (EQ 18-33) Exposure= B B 6= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps3o A= 28.6 28.8 psf Figure 28.6-1 P530 B= 4.6 4.6 psf Figure 28.6-1 Ps30C= 20.7 ;20.7 psf Figure 28.6-1 P5300= 4.7 :. 4.7 psf Figure 28.6-1 A= 1.00 1.00> Figure 28.6-1 KK= 1.00 . ;1.00: Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) X*Krt'I : 1 1, Ps=X*KZt'I*P.3o= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aand Caverage= 24.7 24.7 psf (LRFD) Ps aand oaverage= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2'2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00", 1.00 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac Ao AA As Ac AD per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 128 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(n-s). 9.68 V(e-w)= 18.70 kips(LRFD) kips(LRFD) kips kips Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 Sps= 0.78 h„ = 18.00(ft) S01= 0.50 X = 0,75 ASCE 7-05(Table 12.8-2) R= 6.5 Ci= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k= 1 ASCE 7-05(Section 12.8.3) T = 6'ASCE 7-05(Section 11.4.5:Figure 22-15) C,=SD,/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 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 w1 w1 *h,k wx ,./78k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) EW, *h1k Vi DESIGN Vi Roof "`' - 18.00 18.00 1280 0.022 28.16 506.9 0.58 321 3.21 2nd ; 8.00 10:00 10.00 1310 " 0.028 36.68 366.8 0.42 233 5.54 1st(base);: 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, E F, w, E w, FPx = EF,*ww, 0.4*Sps*IE*Wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPx FPx Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR Is=i 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= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies = W htto://earthquake.usqs.gov/research/hazmaps/ http://geohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss Stas= 1.17 EQ 16-37 EQ 11.4-1 SMi= Fv*S, SMI= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sos= 0.78 EQ 16-39 EQ 11.4-3 SDi=2/3*SM1 SD1= 0.50 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 Qo= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD=4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force;', - Table 12.6-1 Page 1 Page 1 of 1 Design Maps Summary Report ZUSGS Design Maps Summary Report User-Specified Input Building Code Reference ".. 122.77a149°s WDocument 2012 International Building Co de (which utilizes USGSSthiafzaSrdodata available e in 2008) � � •4. es „„,„,i,..„,,,„„‘„,,, NL: sa`;isk CategoryI/II/III � ,Site SSoiitleClCaososrifdicinaatitoens4S5ite.4C31laD - � , r RBeeltiC -.a � , . 3 , 1�'` �g MIj "t1 Om � t . E ` p'r. .O �� N, nuk . ', i ci, s d �qp7 M" k ��qq �3 € ux• 1 4 r �' , s air-+ jlt,( eMtt ,711 W4,:'.',".....41:4'0,' � ,, ,:,.;41f4:7:-'4, ,, IVPINal �,o tj Pus 0 * � �d' G ° a- ,,..:,:,,T.7,- t3„...,,,,, „t$ ; ) , i ay 73� n_ Y1 7ainp� , Z�� 0 t" �. W' _ 4 _7 § a* Iem. � ,,, 4 � .� # 1� ,.d68 0 �: t� ( k 14? ' a ,,ai l *-' +.' - . .4 4 ;', � - iV,it r t . wx/�1 . .,i4t,1s rt n .r n ' � , S"11 , 4 '� K " ,�a ,j RyI Ap i' v. ` Kgngil s �C l t�ccs , iIce b z I 6 -._ ,,s • „ : s -lfaRt , � Y . tc tvk 1; c x x t �� T iatla � 1 1 s s #r IM - } s . r � CMpQut` S- � 1 � k 3 � ^�a ,.- ' at qc " ' ' . 8 ieda TT1»pkU@StW.,. , i 0US„:„T USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Si = 0.4239 SM: = 0.6679 So, = 0.4459 For information on how the SS and Si values above have been calculated from probabilistic (risk targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.ee 1.10 0.80 0.59 0,72 0.02 0.64 0,77 0.56 Si 0.45 w o„40 N 0.55 N 0.40 0.44 0.32 0.33 0 31 0.22 0,16 0.11 0.02 0,00 0.00 0.00 0.20 0.10 0.€0 0.20 1.00 1.20 1.10 1.S0 1.20 2.00 0.00 0.30 0.10 0.60 0.20 1.00 1. 0 1.40 1.60 1.40 2.00 Period.T(sec) Period,T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 • • • • • 180 Nickerson St. C N.N.•:GG Suite 302 Seattle,WA gip - /��(}��' I INC, /�(�� n98109 Project: t "1Y(�L.L... > � ecor75. * ®6c. 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Ort. poiE NA- (1.5kg) -..--t2r, . mu- ' lei" Kg_ .2,. at1/4)(40ts. ). 1.,--. 30- ak 1 11.5) = z. - hop mit • .., - .7_,,-.0 0 tsz, Tstp --- - ---7— ... .,..._ i f V r • • to= grOW404--1 )-14(.;t3..r.-- Vo . e l ( 2p47----:-Its-CK 45- r.Y 4. of tr.. f ..: .• • asre - - q2-n.04- .4275 ". . fr--1 • • 191P )0.: - dir.-- 2 114 1 36v 56/"`"%t.' rF2.I . Structural Engineers D+LuS+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+E/1.4 c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 _ Cf(Fb) Cf(Fe) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load <>1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fa fc/F'c ib ib/ In. In. In. ft. pit psi pif (Fb) (Fc) , psi_ psi psi psi psi psi psi psi _psi psi psi Fb"(iddFce) H-F Stud 1.5 3.5 16 7.7083 28.4 1415 3.57 0.9983 1993.4 1.60_ 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 988 378.09 340.90 258.51 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 1,386 506 966 378.09 340.90 270.48 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 12 825 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1.366 508 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 988 449.95 395.22 342.88 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 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 253.97 0.78 186.85 0.421 SPF Stud 1.5 3,5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268,57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 6.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57, 0.9987 4163.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1.200.000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 18 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18,0 3132 3.57 0.3404 3132.4 1.60 1.15 ,1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 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 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 D+L+S+.SW CTO 14189-Betehny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/ARRA 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 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 CI(Fb) Cf(Pc) 1997 NDS Cb (Nadas) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Watl duration duration factor factor use Stud Grade VNdth Depth Spadng Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fc perp Fc E Fb' Fc perp' Fc- Foe F'c fc lc/Ft lb Ib/ In. in. in. R all put plf (Fb) (Fe) psi psi "psi psi psi psi psi psi psi psi psi Fb"(1-te/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.80 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 18 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 248.35 0.72 223.78 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28,3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.386 508 966 449.95 395.22 338.41 0.88 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 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 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 1.386 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2788.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.085 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 18 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 1376.83 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 1844.5 1011.45 837.57 508.18 0.80 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 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.085 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 1,366 531 875.438 144.28 139.02 84.78 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 675 425 1150 1.400,000 2.093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+W+.SS CT#14189-Betahny Creak Fells I LOAD CASE I (12-14) I (BASED ON ANSIIAFBPA NDS-1997) SEE SECTION: 2.3,1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+SI2 e 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vanes) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Maz.Wali duration duration factor factor use Stud Grade VNdth Depth Spacing Height Le/d Vert.Load Hor.Load 0.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fe perp Fc E Fb' Fe perp' Fc- Fee F'c fc fclF'c lb Ib/ in. In. In. R. pit psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi FV(1-1e/Fee) H-F Stud 1,5 3.5 16 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.48 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8,46 0.9969 2657.8 t60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.84 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.368 506 986 449.95 395.22 303.49 0.77,180.69 0.406 SPF Stud 1.5 3.5 18 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.368 531 875.438 378.09 338.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 9.13 0.9922 4183.6 1.80 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 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2.033 508 1644.5 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2.093 531 1454.75 1484.89 1015.45 53123 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 MANN 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.788 H-F#2 1.5 5,5 18 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+W CTB 14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF6PA NOS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cr(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Watl duration duration factor factor use Stud Grade VNdth Depth Spadng Height Le/d Vert.Load Hor.Load 4.1.0 Load 8D Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fc' Fce F'c fc fe/F'c lb tb/ In. In. In. ft. pif psf elf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 600 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1,05 1,15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1.366 508 840 449.95 384.87 271.43 0.71 271.03 0.500 4-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.80 1.00 1.1 1.05 1.15 875 405 800 1.200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.85 378.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.08 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 825 28.3 960 8.13 0.9970 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 825 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1.368 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 18 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 2,083 531 1265 1089.25 808.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 it»7!09# 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.8921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 228.94 219.02 96.97 0.44 927.02 0.7961 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NOS-1987) 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 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Vales > 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 VNdth Depth Spacing Height Le/d VerL Load Hon.Loa C.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cl Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fc• Fce ` F'c fc fe/F'c lb Ib/ In. In. in. ft. pit psf pit (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fe/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 438.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3,5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506, 986 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1,5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 825 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 _ 1.00 1.15 1.1 1.05 1.15_ 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1.271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5,5 18 7.7083 16.8 3287 02737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 ' 1150 1,400,000 1,308 531 1454.75 1484,89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 TJI JOISTS and RAFTERS 1 Code CodeCode Suggest _Suggest Suggest Lpick Lpick Lpick Lpick Joist b d Spa. LL DL M max V max El L fb L fv L TL2401 L LL360 L max TL dell_ LL deli. L TL360 L LL480 L max TL deft.TL deft. LL deft LL dell. size&grade width(in.) depth(In.) (in.) (psi) (psf) (ft-lbs) (psi) (psi) (ft.) (It.) (ft.) 1 (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.): (in.) ratio (in.) ratio 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13.45 13.31 0.44 360 0.32 495 9.5"TJI 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 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.31 17.31 0.79 0.58 15.57 15.73 15.571 0.52 360 0.38 495 9.5"TJI 110 1.75 9.5 9.6 40 15^2380_1220 L 1.40E+08 20.80 55.45. 19.191 18864 18.64 0.85 0.62 16.77 16.94 16.77 0.56 360 0.41 495 9.5"TJ1110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37 15.371 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 ', 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 ; 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 _9.5"TJI 110 1875 9.5 12 40 10 2500 12201 1.57E+08 20.00 48.80 _ 19.111- 17.98 17.98 0.75 0_60 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 20.581 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.55 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.321 16.30 16.30 0.68 0.54 15.13 14.81 14.81 0.46 384 0.37 480 9.5"TJI 210; 2.0625 9.5 , 16 40 10 3000 1330 1.87E+08 . 18.97 39.90 18.40 17.32 17.32 1 0.72 0.58 16.08 15.74 15.74 0.49 384 ; 0.39 480 9.5"TJI 2101 2.0625 9.5 12 40 10 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.6417.70 17.32 17.32 0.54 384 0.43 480 9.5"TJI 210 2.06251 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 . 18.66 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 13301 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125' 9.5,' .16 40 10 3330' 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 . 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.921 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.541 21.21 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 15601 E+08 17.78 39.00 19.501 18.35 17.78 0.67- 0.54 17.04 16.67 16.67 X0.52 384 0.42 480 11.87511.875"TJI 110 1.75 11.875 16 40 10 3160 TJI 110 1.75 11.875 12 40 10 3160 '1 560 2.67_E+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- 480 560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.50 0.61 384 0.49 480 ............. .... 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 ____21.01 0.66 384 0.53 480 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.611 19.39 19.39 0.81 0.65 18.00 17.62 17.62 0.55 384 0.44 480 11.875"TJI 210 2.0625' 11.875 ' 16 40 10 + 3795 '.1655 3.1.5E+08 21.34 49.65 21.90 20.61 II 20.61; 0.86; 0.69; 19.13 18.72 ' 18.72 0.59 384 '0.47 480 11.875"TJI 2101 2.0625 11.875 12 40 104 104 3795 16551 3.15E+08 24.64 66.20 24.101 22.68 22.68 0.95 0.76 21.05 20.61 20.61_ 0v641 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.961 24.43 24.43 1.02 0.811 22.68 22.20 22.20 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.03 20.03 0.83 0.671 18.59 18.20 18.20' 0.57 384 0.45 480 11.875"TJI 230 11.875' 16 40 2.3125 `10 � 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 € 21.28 ! 0.89 0.71 19.76 19.34 -19134 0.60 384 0.48 480 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98 0.78 21.74 21.28 21.28 0.67 384 0.53 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23. 25.23 1.05 0.84 23.42_22.93 ' 22.93 0.72 384 0.57 480 11.875"RFPI 400 2.0625 11.8751 19.2 40 10 4315 14801 3.30E+08 20.77 37.00 20.931 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"IRFPI 400 2.0625 :r 11.875 16 40 10"' 4315% 1480 3.30E+08 22.76 44.40 22.241 - 20.93 20.93 0.87 0.70 19.43 19.01 . 19.01 0.59 384 0.48 480 11.875 121 14801 11.875"R FPI RFPI400) 2.0625) 11.8751 9.61 401 101 43151 14801 3.30E+081 29.38) 74 001 26.371 23.031 23.03 24.81 24.81 1.031 0.831 23.031 20.93 20.93 0.65 22.54 22.54' 0.70 384{ 0.52 480 0.561 480 Page 1 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-O602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:FloorFraming Description 2613B FLR FRMG 3 OF 3 Timber Member Information B.b15 B.b16 B.b17 8.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Rr,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No _Center Span Data Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft I Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-oec-20o3 Timber Beam &Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Foor Framing Description 2613B FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fr- Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 - 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 i UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefi Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Pian_2613.ecw:Rocr Framing Description 2613B FLR FRMG 1 OF 3 Timber Member Information • B.b1 B.b2 B.b3 B.b4 B.bS B.b6 B.b7 Timber Section 4x10 5.5X14 IJC LVL•1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 14.000 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Rr- Rosboro,Bigbeam iLevel,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Rr- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 15.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 40.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 160.00 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Results Ratio= 0.9911 0.3689 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 228.69 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,272.9 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,450.0 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 60.5 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.333 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 791.9 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.267 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 989.9 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.600 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 440.0 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information -IYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No [Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 [Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefI Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 1 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING Timber Member Information 9 RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Hem Rr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions 9 @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK D Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefI Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefI Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 1 -1072 16'-3" 3'1072- t 1818 I. S6.1 0 a 15 56.0 I- --:?) � S6.1-I- I7.. i\ I- I STHD14 \ ' --- Z ci STI-101 Q oW N NC. 2 33z" CONC. SLAB 7, Z 6 OVER 4" FREE DRAINAGE MATERIAL O w OVER COMPACTED FILL F- g -1----''i I I VERIFY GARAGE SLAB HEIGHT S w Z fO WITH GRADING PLAN Ia. R v, aaikO o c 5 D1 0 !- H II S6.0 S6.0J I 1 I I I H I -I 1 1.1 I I 1 -16" I r , I a 10 481 VARIES : MIN. `j 0 1 11 TURN. o 31<Z CONC. _14" SIM. 56.0 I. ABOVE 3)0 " SLAB 3" FROM TOP OF r-- o STEM WALL _= I U SLOPE ® P4 STHD14 �L___1 HH 0 9 L__ ____ __ ___,I._-__� __,T_-I___J i 1 N 2"DN y'�' I 1 S6.0 n . -STHD14 . j J I'1 r I 11 H I^ 43/4" 3.-71 12x4 PONY WALL I 18x24 CRAWL FIXTURE ABOVE—.I‘_/ Z ' ABU66 ®li I AT HIGH FDN. PACE ACCESS I I I.'f 'El1 l�56.0 Mt 4_l �k -r - o U 11 _ I `�, L J n 1 18"x36"x10" FOOTING `T n 9' I'I 1 (2) #4. (3) #4 o P6 ` ‘57 I ;i__"' ; 'I- 1 I O ENTIRE +-- I I 1�"x 9X_LVL 1 P6 SIDE f I- I el CENTER U/WALL ; If_E� ' r I s o I- 9'-8Y4" 7 I T L 16 30"x30"x10" Q S6.0 ® FINISHED FLOOR �--i. S6.0 FOOTING W/ ; ®' T AT+0'-0" �1 (3) #4 EA. WAY 1n n H ® n x • 142,41 P.T. •4x4 POST �• I dmf ; TYP. U.N.O. •'�� CRAWL S L1J .%• DRAINAGI s CONNECT 93i"I-JOISTS AT 19.2"0.C. FOOTING ' TYPICAL ALLOW P n I DRAINAGI -12141 z' 11'-7y" r I 14'-43%' N I t+ I 9-6X rr • r ��_�-L. 1�" x 9Y2" LVL_ Thr-- -/-7 30"x30"x10" / j I 1 r I FOOTING W/ m®' 18"x18"x10" FTG. ' I II (3) #4 EA. WAY -12Y�"I In ® W/TYP. U.N.O. i T L____� 6x6 P.T. POST I 1. 1 5 ' L,J C10 &� I 1 1�" x Tr LVL SIM.S6.0 Dt SIM, -3 I I ^ 2x1 PONY . EN 1°-- I I n I WALL 1 If I AREIYA �, 1 ' TART FRMG.I SIM. SIM. e' — SIMJ � 6 -L v �� ® i , ` I ----j I VI S6.0 Iv I -S71 0 \_STHD14 'n In o D1 1 16'-6)/2" 9.-5)/2" \ m 1 Itr, 3Y" CONC. SLAB -614" TOP OF SLAB o I -- SLOPE 114"�� -12W TOP OF L L a•�M WAIS, J a I om Ar 'ABU44 �®i ABU44 -2)� 6'-0" ABU44 f 7 • .3y• 1 6,-5" 3) NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) ' CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height- 9 ft. Seismic V I= 2.23 '•s Design Wind E-W V I= 4.84 klps Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.3' Ips Sum Wind E-W V I= 12.54 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.30 Table 4.3.3.5 Wind Wind E... E.Q. p= 1.30 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 elf. C 0 w dl V level V abv.V evel V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Pit) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV•' 306 8.0 17.0 1.00 0.15 1.12 •.00 0,52 1.50 1.30 1.00 328 P4 P3 515 23.59 5.13 2.52 4.12 37.09 6.12 4.22 7.85 7.85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0._ Front 0 0.0 0.0 1.00 0.00 0.11 0.00 0.00 0.00 1.00 0.00 0__ -- 0 0.00 0.00 0.00-- 0 0.00 0.00 0.00 1.1100 0.00 0.00 0.00 0.00 2.44 0- - ' 0.0 0.0 1.00 0.00 s.00 0.00 0.00 0.00 1.00 0.00 0--- _- 0 0.00 0.00 0.00 . 0.00 0.00 0.00 2.44 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.01 0.00 0.00 0.00 0.00 1.00 0.00 0_. -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 0.0 0.0 1.00 0 10 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 .. 0.0 0.0 "1.00 • 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 •1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ Rear Kit/Gar" 660 .11.5 16.0 1.11 0.15, 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 6.94 1.39 1.39 44.14 8.28 3.31 3.31 3.31 - - 0 0.0 0.0 .00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 10.0 0-- 00 Rear'BR23' 0 3.5 26.0 1.00' ;0.75 0.00 0.00 0.00 0.00 1.00 0.78 0__ - 0 0.00 7.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.• 1.00 . 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0__ -- -6.06 0.00 0.00 20.48 -7.23 -4.29 0.00 0 0.00 0.00 , 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4;: U- 1 :;,-1 1 I. 1 1 , 6- 0 - 0 0 I. 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - I . 0.0 1.0" 1.01`: 1.00 0.00 0.10 0.0i 1.00 1,10 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 118 2.0 8.0 1.00 0.150.43 0.83 0.20 0.26 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - •. 0.0 *0 "1.11 1.01. 4 00 0 +0 0.0• *00 1 10 0.00 0-_ 0 0.0 0.0 ''1.00', 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- - 0 0.0' '0.0 1.00• 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00'. 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00:, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - - 0 0.0 ' 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 00 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ - - 0 0.0 0.0 1.00" 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 29.0 29.0=L eff. 4.84 7.98 2.23 3.04 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EV wind 12.81 EV Ea 5.26 Notes: • denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 •• denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14253:Plan 2613 ID:UpperLeftl'(MSTR and BR4) Roof Level .. - w di= ::; .150Of V eq . 900.0 pounds V1 eq= 495.0 pounds V3 eq= 157.5 pounds V5 eq= 247.5 pounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds v hdr eq= 32.7 plf A T vhdr= 52.7 pi! �H5head= H1 head=.W "5. 1 1 Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrag5 eq=28.6 Fdrag6 eq=45.0 ^ A Fdragl w= 5 Fdragl. 23.1 Fdrag5 w= ,•.1 Fdrag•w=72.5 45.0 H5 pier= 45.0 p1! v3 eq= 45.0 plf v5 eq= H7 .0r= view= v3w= 72.5pf1 v5 w= 72.51'f 4.0 v1 w= 72.5 pH feet __.feet 1 2wm= 1 zwm= H total= 2w/h= 1 .,r Fdra• - 14.3 V Fdrag3= :•6 Fdrag8-• 45.0 V feet AFdragl w=72.5 Fdragf w=23.1 Fdrag7eq= ^ P6TN E.Q. Fdrag7w=46.1 FdragBw=72.5 P6TN WIND I v sill eq= 32.7 pfl H5 sill= Hlsill= (0.6-0.14Sds)D 0.60 v sill w= 52.7 p/f > -- EQ Wind feet feet OTM 7200.0 11600.0 R OTM 25073 30628 v UPLIFT -722 -769 Up above 0 0 Up Sum -722 -769 HIL Ratios: L1= 11.0 L2= 25 L3= 3;5 L4= SA 15=!. ',5(5 ; '`, ... HtotallL= 0.29 4 s 41 1.4 1.4 1.4 ► Hpier/L1= 0.36 Hpierl1.3= 1.14 < L total= 27.5 feet Hpier/L5= 0.73 •_.0.90,Lreduction - � JOB#:CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR` Roof Level w dl= 150 p/f V eq 1020.0 pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds V w= 3160.0 pounds V1 w= 1580.0 pounds V3 w= 1580.0 pounds ► i v hdr eq= 61.8 plf ► •H head= $ v hdr w= 191.5 plf 1.083 Fdragl eq= 355 F2 eq= 355 A Fdragl w= •01 F2 -1101 H pier= v1 eq= 204.0 p/f v3 eq= 204.0 plf P6 E.Q. 5.0 - v1 w= 632.0 plf v3 w= 632.0 p/f P3 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 y Fdrag3 eq= . F4 e.- 355 feet A Fdrag3 w= 1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 61.8 p/f P6TN 2.0 EQ Wind vsillw= 191.5 plf P6 feet OTM 8245 25542 R OTM 10029 12251 e w UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 4 ii, . 10 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#:CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV` Floor Level w dl= 150 plf V eq 1130.0 pounds V w= 3270.0 pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds V3 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 w= 3215.0 pounds V3 w= 3215.0 pounds --► -_•.. v hdr eq= 126.5 p/f --► H head= v hdr w= 378.2 p/f W 1.083 Fdragl eq= 727 F2 eq= 727 A Fdragl w= • 5 F2 -2175 H pier= v1 eq= 390.9 plf v3 eq= 390.9 plf P3 E.Q. 5.0 vi w= 1169.1 p/f v3 w= 1169.1 p/f 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 y Fdrag3 eq= 7 F4 e.- 727 feet A Fdrag3 w=2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 126.5 p/f P6TN 3.0 EQ Wind vsillw= 378.2 p/f P4 feet OTM 19528 58404 R OTM 10646 13005 e T UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 , 0 4 N Hpier/L1= 1.82 4 0- Hpier/L3= 1.82 L total= 17.0 feet V JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= - 150 p/f V eq -590.0, pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 j pounds V1 w= 910.0 pounds V3 w= 910.0 pounds 0. v hdr eq= 62.1 plf ---0- • >•H head= $T v hdr w= 191.6 p/f 1.083, ''W Fdragl eq= 155 F2 eq= 155 • Fdragl w= , 9 F2 -479 H pier= vi eq= 131.1 plf v3 eq= 131.1 p/f P6TN E.Q. 35 vl w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= - F4 e.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 p/f P6TN 35: EQ Wind v sill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 * UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 I-2=. ,',P-0 L3= 2.3 HtotaVL= 0.85 4 0 4 04 0 Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet r JOB#:.CT#14253:Plan 2613', ID:Rear Upper BR23' Roof Level _... _.. wdl= 160 p11 V eq". :1610.0; pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds 6. ► vhdreq= 73.2 pit •H1head=$ vhdr= 225.9 p11 I H5 head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 A Fdragl w= •%.0 Fdragl• 533.4 Fdrag5 w= 3.4 Fdrag'w=298.0 A Hl pier= vi eq= 134.1 p# v3eq= 134.1p11 v5eq= 134.1 H5 pier= 4.0 v1 w= 414.0 p# v3 w= 414.0 p1! v5 w= 414.0 ?',4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= ••. Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 V P6TN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 A P4 WIND vsill eq= 73.2 pl1 Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 p1/ H5 sill= 3.0 EQ Wind ''3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= '3.2 L2=- ":5.0 L3= 5.7' L4= .5.0 L5= `3.2 Htotal/L= 0.36 , 4 1410.4 ., I. Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95'.L reduction I, - • k - - -- 'w gr�i�d tl Jv 4L5 a • tiq-�t APA TOpIGS . .• • 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 APA—Mc Englnccrcd WoodAssuciulion PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=480#< EQ (ALLOW)= 1031# WIND = 1390#<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.) ) Sheart'•M(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 - t 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1/2" roundation forWind or Seismic Loadingf'"b,c�31 EQ(1444 WIND) (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 2'to 18'rough width of opening for single or double portal I per wind design min 1000 lbf on both sides of opening t } = = opposite side of sheathing Pony wall height . • • Y Fasten to late to header .✓`,�.z*�niV �1 di1 4 neF�header -• ISi!ki; sinker nails at 3"o.c.iyp 9▪;• �fi •M1; ;} Fasten sheathing to header with 8d common or :r Min.3/8"wood structural 12' r galvanized box nails at 3'grid pattern as shown /panel sheathing max `; total .8 o.,. to jack-stud strap per wind design. wall Min 1000 Ibf on both sides of opening opposite i 4 height ri side of sheathing. If needed,panel splice edges /1: shall occur over and be 10' ▪t• Min.double 2x4 framing covered with min 3/8" nailed to common blocking max • '" thick wood structural panel sheathing with - within middle 24"of portal height :' :i: 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. :•. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. : tr { Min length of panel per table 1TYP Typical portal frame :41 ' ., construction 2j -� Min(2)3500 lb strap-type hold-downs __ r: (embedded into concrete and nailed into framing) 1 Min double 2x4 post(king and jack stud).Number of r; Min reinforcingof foundation,one#4 bar /; t jack studsper IRC tables top and bottoof footing.Lap bars 15'min. °i • R502.5(1) (2). -t,l I g 'fit �7 wt 4th; I ,t t n.,.e.I. x.>R • \,. .e.,.< .• ..wr.. `—Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2'x 2"x 3/16"plate washer into framing) 2 0 2014 AM—The Engineered Wood Association I, References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA-The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving wtww.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.Tr-1 ooF 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 A PA your local jurisdiction or design professional to assure compliance with code,construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 APA—The Enginecird WuudAssociattun 180 Nickerson St. C T -E N ENGINEERINGEN -G Suite3 02 Seattle,W A Project: ''u� @ ,�) A-N � �a-- Ma-- Date: fl�� . 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Mm 112. 4-4- ,, ., • • 1 N . t)A. . � d� �, pl`' = x,51) CAU p�V 11 5 / k L "t,1 — 1 ov ,°ice r • Structural Engineers WOOD FRAME CONSTRUCTION MANUAL G3 f' Table 2.2A Uplift Connection Loads from Wind i;iii) •. . • • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) _ , Roof/Ceiling Assembly Roof Span(ft) •Unit Connection Loads(pif)2'2,3'4's'6'7 Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 M 24 195 213 232 •272 315 362 412 465 521 612 47 0 psf B 36 272 298 324 380 441 506 576 650 729 856 2 ort 48 350 383 417 489 567 651 741 836 938 1100 r>rt 60 428 468 509 598 693 796 906 1022 1146 1345 v • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057• 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 r' 20 psf 36 32 58 84 140 201 266 336 410 489 616 j . ` i,_ , 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 • 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 • • feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. . 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, I. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the { . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier + 1.00 1.33 I 1.60 I 2.00 I 4.00 `I• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall.or • wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. i;; 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the f{,!y, header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. <t. 7 ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length 4:: includes the overhang length and the Jack span. 3 B Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. t 11:4 'q;M. AMERICAN WOOD COUNCIL V 180 Nickerson St. C T E. N G=,1 N E. Ell R- I`N G . suite 302 `{/,A/�/ l INC. 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Structural Engineers TRUSS TO WALL CONNECTION 'ill VAIN'; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UI'I II I I"I PLIES 1 HI (6) 0,131" X 1.5" (4) 0.131" X 2.5' 400 ,I') 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" • `.'•. 1111 1 SDWC15600 - - 0,.. .....I1', 2 H10-2 (9) 0.148" X 1,5" (9) 0.148" X 1.5" 111/0 00 ........ ...... ..... 2 (2)112.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. III/0 no 2 (2)SDWC15600 - - '9/0 730 3 (3)SDWC15600 - - I4''i_, :1.1:1 .. ROOF FRAMING PER PLAN 8d AT 6' O.C. 2X VENTED BLK'G. t ''........0.......14..... 0.131" X 3` TOENAIL AT 6` O.C. ,. .... .12.ii° ' ---4--- \ H2.5A & SDWC15600 SDI F COMMON/GIRDER TRUSS --+12- PER PLAN TRUSS TO WALL CONNECTION TO EACH Hl 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 SPE VALUES #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT FI PLJES 1 HI (6) 0.131"X 1.5" (4) 0.131"X 2.5" •?00 41i 1 H2.5A (5) 0.131"X 2.5" (5)0.131` X 2.5" 535 I10 1 SDWC15600 - - 46) 115.. • 2 H10-2 (9)0.148" X 1.5" (9) 0.148"X 1.5' 000 --Ail- 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131'X 2.5" EA. 107E- 7.211 -• 2 (2)SDWCI5600 • - - A71i 7.10_... 3 (3)SDWCI5600 - - 1.155----_345 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 114111111144 SDWC STYLE Bd AT 6' O.C. CONNECTIONSthil �� BLK'G IMF I ii H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) • 19 TYPICAL TRUSS TO WALL CONNECTION [