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Specifications
(''T ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 SEP 72017 CITY OF T Structural Calculations BUILDING ' s PRo �� ��G NF��� River Terrace 60 � , Plan 2610 I � Elevation D ‘-‘44,RE Tigard, � �6 OR 1 I(o 0 Design Criteria: 2012 IBC (ORSC, OSSC) 9 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 INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Yg P Y Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10 "equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT#14189 ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 22 psf Trusses at 24"o.c �/EEaj,( 4,0 psf Insulation SEE/( ... 1.0psf (1) 5/8"gypsum ceiling 2 ,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.r psf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE �� _22x8 HDR ._ _} 2x8 HDR �� RP.dl RB. Al` 0 Fll .. - I . I � 1-7 U U U ., ranI 0 GT.d4 0 Li-- TI= c4 .52.:,, ROOF TRUSSES AT 24" O.C. TYP. eG-F 1 o -0 a '= q 1 N 722'x30'7 �� ATTIC LACCES _I .... AI _ i -� '\ _GT.d3 a� 4:12 BOTTOM GT i I `" CHORD, TYP. 'r i r I �\ I 7 w F -1 T GT?.1 Th -7 \ia y N a o La o o a I -03 oI 2)2x8© RB_d5 ( HDR �\ RE.d6 _ .. I�� (2)2x8 2/8 H9. (2)2x8 HDR *. ID Akv CT# 14189 2015.09.17 1/4" = 1'-0" (11x17) PLAN 2610D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL P4 firbi CS16 CS16 v l'.4.1:',4111:',..'.'1::. A „ , Li I isilIii pi I •a ' J ��) ,_ P M UJ 0 0O i w it \ E _ II M IF- z WASHER DRYER c9 F a a -------- __- - di • ; IA _? V� ,`� s �4 C ■ ,1 J "tel 11 1 i i p \E A. MST37 MST37 P4 CT# 14189 2015.09.17 1/4" = 1'-0" (11x17) PLAN 261 OD UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL alk ' rSTHD14 427 r 1 GABLE END TRUSS B.d1 7 HDR _—_—_—__ _ A 4x 4X12 HDR 4, I ; MANUFACTURED ROOF TRUSSES AT 24" O.C. Y A 0 1 f, D I IIC II O •6TN r22aTrnc e Laccess-J_______.1 J� a 114 P4 8 s8 = g a s of CS16 I / STHD14 -00 I 'ilB.d2 3.6X14 BIG BEAM; ,.. X T r---M F-- Cr) P4gLO J w STHD14 1 STHD14co T'I q' a i _ � 1 o ,,,,,,,,,,,,,,,,,,,,,,v--.,,,,,,:,,,,,,,....,,,,,,,y-,41 1 I - I ,- e ___, cf_,_, ! - ,, :, O G __ ' ,.. __„ ,21 1 ,,.• © ; 9 � 0 w m _ G f ABOVE -� -` �GT ABO Ch W ra \�-%_ \ Cn X ct x ea _, co..� M CO N o. 'O ±- 1---- NxN 1 _C CC 1= 1:$ = POST 4 Ff ~ I VI FR °j H I cc it , ,-li a L__, = II ' • 1 1 r STAIR 1 J > I 1 J Z g FRAMING/ <i Q ` Npp 1140 f 1 M co t° �I \\ // ' LA' � Q U --- LIJ J�lL - p LII N� d ' J '' A ' CnO CO v I I 14" FLOOR TRUSSES @ 19.2" 0.C.>71'• m i / \ m —I in LLI _I CO S tri- 'O >1 / \ 1 > Lt._ H CA i J ni '�I / \ w J - CO-1C 1 /B.d81\ I• J LU a. NCI -O J 1 _.. II! Ce > ,II m --- r ( Lu w _ ` > J r - S 1 7,,X14 o GT ABOVE I �i ') Q CLQ x© �� lay X= .'- --GT ABOVE • GT ABOVE D No- Ty �N.11 W '1 [-__ 1111 7C • FIXTURES 2 r -1 - R7 m ABOVE E - a 7 1di; (28 HDR u Q 7 0 ABOVE ,,,. 'bra •� -'1 E x =INX � 0 B.tly O 2x ROOF LN X I"'+ FRAMING- [I 'P' r n r� �/� �_ I 1 ., 1 I_I l �1/ (t-- i 1 I ( ` II I JI o 1L — -J1a N �=1 a GT ABovE� �S '75X14 FBB.d:J ' 4X4(min.) CMN CV SL 1.'5X14LVL FBIGJ B.d12 --- M < o 1r _ __ _____ _ 7' ® STICK FRAME f1 n n .�.....,�` ® 24" O.C. ....I �-- 1 - LS �— I RIM BOA Om HDUS�#tCK FRAUE s d19 (2 -X8 HDUS ®24" 0 C. m HDR CD MP CT# 14189 2015.09.17 1/4" = 1'-0" (11x17) 22•_0" i I 3'-10 2" ' 16'_3" 1'-1012" P3 (STHD14 0 31/2" CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL b ® OVER COMPACTED FILL " VERIFY GARAGE SLAB HEIGHT "m to WITH GRADING PLAN ;p "- -16" I a w n 33�Z CONC. a PATIO SLAB I -14" 1 K 0 e SLOPE _ I 2" DN I ��'� 6'-3" I-7"I 1'-9i \31 8. 8'-tY" 7'-212" o � V I STHD14 i r ` }r J VARIES : MIN. L -3" FROM TOP OF __, - M WALLNI I STHD14( _ T I I__L L _J i -12 1a" STHD 4 C 0 I I l c —1 ♦ L__ v I I I 1 r -LT_r-1 cl 1 II 7 FURNACE IN ABOVE It) I FIXTURE ABOVE—f- \ip I \ --t- I N (n 1 t tJ r o 1- 'I' Z I- CD L _J. i a I 'N 18x$1 CRAWL FINISHED FLOOR "' 1 SPACE'ACCESS • , / AT+0'-0" I 10 L. _ r \ L iyi II I i. L t FTG.— I 30"x30"X10"FTG. _/ 2._6. k 4 i '� s 3' sY 4. W/{ )#4 EA.WAY—I I / w — 4 f }- --'� N C I '� (n \ ---Ir- -I 9Y' I-JOISTS AT 19.2" O.C. , 0 = LII TYPICAL I '�' n L. 7 72'-0" Q 14'-0" I IS In a a, 0-CO 18"X18"X10"FTG. ;; 1-a I': W/(2)#4 EA.WAY T colo o TYP.U.N.O. -121/41.4,, v o1 r r I \ --+ I -12141 14"I J - ` L rJ - I I r —1 "' • LiJ2x4 PONY 9 ick 0. �� LVL 1.75X9.5 WALL I s" Lo �? SIM. I o 11'-s• .1i. 0 n I JI-12'✓a"I �L i SLOPEP1l§" i_J 9 i� -- it *- i --J `✓ L_ 1 / ---I i 3.i" CONC. SLAB N yr -- STEM WALL HDU8 v 2P3 77 D HDU8 2P3 I 9'_D" \-1212" TOP OF 8" e -612 TOP OF SLAB 26'-0" I CT4 14389 2015.09.17 1/4" = 1'-0" (11x17) PLAN 261 OD FOUNDATION PLAN 1/4"=1'-0" FRENCH REVIVAL Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:26PM, 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_2610.ecw:ROOF FRAMING Description 2610D ROOF GT reactions Timber Member Information erode Ref: NDS IBC GT.d1 GT.d2 GT.d3 GT.d4 Timber Section 3.125x10.5 3.125x10.5 3.125x18 3.125x18 Beam Width in 3.125 3.125 3.125 3.125 Beam Depth in 10.500 10.500 18.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade i.uglas Fr,24F- Douglas Fir,24F- Douglas Fr,24F- Douglas Fir,24F- V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 Member Type GluLam GluLam GluLam GluLam Repetitive Status No No No No Center Span Data Span ft 17.00 10.00 26.00 26.00 Dead Load #/ft 75.00 30.00 30.00 75.00 Live Load #/ft 125.00 50.00 50.00 125.00 Dead Load #/ft 120.00 60.00 Live Load #/ft 200.00 100.00 Start ft 6.000 17.000 End ft 10.000 26.000 Point#1 DL lbs 638.00 916.00 LL lbs 1,062.00 1,528.00 @ x ft 6.000 17.000 Results Ratio= 0.5471 0.4979 0.7411 0.5070 Mmax @ Center in-k 86.70 78.91 296.42 202.80 @ x= ft 8.50 6.00 16.95 13.00 fb:Actual psi 1,509.9 1,374.2 1,756.6 1,201.8 Fb:Allowable psi 2,760.0 2,760.0 2,370.3 2,370.3 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 96.4 92.8 61.6 Fv:Allowable psi 276.0 276.0 240.0 240.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 501.20 800.54 975.00 LL lbs 1,062.50 834.80 1,334.69 1,625.00 Max.DL+LL lbs 1,700.00 1,336.00 2,135.23 2,600.00 @ Right End DL lbs 637.50 916.80 1,435.46 975.00 LL lbs 1,062.50 1,527.20 2,393.31 1,625.00 Max.DL+LL lbs 1,700.00 2,444.00 3,828.77 2,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in I -0.260 -0.070 -0.359 -0.282 UDefl Ratio 785.4 1,719.8 868.4 1,106.1 Center LL Defl in -0.433 -0.116 -0.599 -0.470 UDefl Ratio 471.3 1,032.6 520.8 663.6 Center Total Defl in -0.693 -0.186 -0.958 -0.752 Location ft 8.500 5.280 13.832 13.000 UDefl Ratio 294.5 645.2 325.6 414.8 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:26PM, 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_2610.ecw:ROOF FRAMING Description 2610D ROOF FRAMING Timber Member Information )ode Ref: NDS IBC RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 Timber Section 2-2x6 2-2x6 2-2x4 2-2x4 2-2x6 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 5.500 5.500 3.500 3.500 5.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 Fv-Basic Allow psi 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 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 5.50 5.50 2.50 3.00 4.00 3.00 Dead Load #/ft 90.00 90.00 225.00 225.00 90.00 60.00 Live Load #/ft 150.00 150.00 375.00 375.00 150.00 100.00 Results Ratio= 0.5666 0.5666 0.6263 0.9019 0.2997 0.2405 Mmax @ Center in-k 10.89 10.89 5.62 8.10 5.76 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.00 1.50 fb:Actual psi 720.0 720.0 918.4 1,322.4 380.8 352.7 Fb:Allowable psi 1,270.8 1,270.8 1,466.3 1,466.3 1,270.8 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 50.4 50.4 82.3 103.9 33.9 27.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 @ Right End DL lbs 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.034 -0.034 -0.014 -0.029 -0.010 -0.008 UDefl Ratio 1 1,926.0 1,926.0 2,114.0 1,223.4 5,006.8 4,587.6 Center LL Defl in -0.057 -0.057 -0.024 -0.049 -0.016 -0.013 UDefl Ratio 1 1,155.6 1,155.6 1,268.4 734.0 3,004.1 2,752.5 • Center Total Defl in -0.091 -0.091 -0.038 -0.078 -0.026 -0.021 Location ft 2.750 2.750 1.250 1.500 2.000 1.500 UDefl Ratio 722.2 722.2 792.7 458.8 1,877.5 1,720.3 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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_2610.ecw:Floor Framing Description 2610D FLR FRMG 1 OF 3 Timber Member Information erode Ref: NDS IBC 13.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section 4x12 LVL:3.500x14.000 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 Beam Width in 3.500 3.500 1.750 3.500 3.500 5.250 1.750 Beam Depth in 11.250 14.000 14.000 14.000 7.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Larch,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,325.0 2,325.0 900.0 3,000.0 2,325.0 Fv-Basic Allow psi 180.0 300.0 310.0 310.0 180.0 300.0 310.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,550.0 1,600.0 2,200.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 16.50 20.00 4.00 9.00 3.50 17.00 8.50 Dead Load #/ft 60.00 15.00 45.00 195.00 195.00 195.00 30.00 Live Load #/ft 100.00 40.00 120.00 520.00 520.00 520.00 80.00 Dead Load #/ft 160.00 160.00 Live Load #/ft 100.00 100.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 @ X ft 8.500 Cantilever Span1 Span ft 4.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 410.00 LL lbs 440.00 @ X ft 4.000 f Results Ratio= 0.7774 0.4340 0.0667 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 171.20 10.20 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.52 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -71.04 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,497.4 178.4 759.8 428.5 1,937.6 208.5 Fb:Allowable psi 1,138.5 3,450.0 2,673.8 2,325.0 1,170.0 3,000.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.7 94.7 22.1 73.3 48.5 111.6 20.8 Fv:Allowable psi 207.0 345.0 356.5 310.0 180.0 300.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions wiegm @ Left End DL lbs 495.00 1,598.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 2,998.00 850.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,012.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 2,544.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 5,556.00 850.00 3,217.50 1,251.25 6,296.50 467.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK �., •, a r a a.--.. .._ . „_F,„mss., : w Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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 2 _(0)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.284 -0.002 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 846.1 25,214.4 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.002 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 23,495.2 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.570 -0.004 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.840 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 421.3 12,162.2 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.135 Cantilever LL Defl in 0.096 Total Cant.Deft in 0.230 UDefI Ratio 416.7 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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_2610.ecw:Floor Framing Description 2610D FLR FRMG 2 OF 3 Timber Member Information :ode Ref: NDS IBC B.d8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section _VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 1.750 1.750 3.000 3.000 Beam Depth in 14.000 7.250 14.000 14.000 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 Level,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 6.00 3.50 9.00 5.00 9.00 2.50 2.50 Dead Load #/ft 15.00 30.00 15.00 75.00 15.00 45.00 120.00 Live Load #/ft 40.00 80.00 40.00 200.00 40.00 120.00 240.00 Dead Load #/ft 190.00 160.00 175.00 325.00 160.00 Live Load #/ft 150.00 100.00 125.00 375.00 100.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Results Ratio= 0.0832 0.0754 0.3140 0.1313 0.2822 0.2631 0.1885 Mmax @ Center in-k 11.06 2.02 47.99 20.06 43.13 8.11 5.81 @ X= ft 3.50 1.75 4.50 2.50 4.50 1.25 1.25 fb:Actual psi 193.5 76.9 839.5 350.9 754.5 308.6 221.2 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 2,673.8 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 81.0 43.9 72.8 38.8 27.8 Fv:Allowable psi 310.0 150.0 356.5 356.5 356.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ',Reactions @ Left End DL lbs 98.33 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 261.67 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 360.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 @ Right End DL lbs 119.67 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 318.33 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 438.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK _ Center DL Defl in -0.002 -0.001 -0.049 -0.005 -0.045 -0.003 -0.002 UDefl Ratio 31,996.0 51,354.9 2,213.6 11,261.7 2,388.4 11,425.8 15,098.3 Center LL Defl in -0.006 -0.002 -0.045 -0.007 -0.039 -0.004 -0.002 UDefl Ratio 12,030.8 19,258.1 2,388.4 8,821.7 2,750.2 8,540.5 12,433.9 Center Total Defl in -0.008 -0.003 -0.094 -0.012 -0.084 -0.006 -0.004 Location ft 3.096 1.750 4.500 2.500 4.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 4,946.7 1,278.3 4,887.3 6,818.6 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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_2810.ecw:Floor Framing Description 2610D FLR FRMG 3 OF 3 Timber Member Information )ode Ref: NDS IBC B.d15 B.d16 B.d17 B.d18 B.d19 B.b20 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 4x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 4.50 2.50 3.00 3.50 3.50 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 30.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 50.00 100.00 Dead Load #/ft 160.00 160.00 325.00 160.00 Live Load #/ft 100.00 100.00 375.00 100.00 Start ft End ft Point#1 DL lbs 638.00 LL lbs 1,062.00 @ X ft 1.250 Results Ratio= 0.6897 0.6599 0.5474 0.4828 0.0477 0.9911 Mmax @ Center in-k 21.26 20.34 16.87 14.88 1.47 61.44 @ X= ft 2.25 1.25 1.50 1.75 1.75 8.00 fb:Actual psi 809.0 774.1 642.1 566.3 55.9 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 79.9 94.9 77.6 64.1 6.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 @ Right End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.021 -0.005 -0.007 -0.008 -0.001 -0.240 UDefl Ratio 2,588.9 5,885.3 5,150.5 4,969.8 51,354.9 801.6 Center LL Defl in -0.031 -0.008 -0.011 -0.014 -0.001 -0.399 UDefl Ratio 1,725.9 3,583.6 3,156.8 3,081.3 30,812.9 480.9 Center Total Defl in -0.052 -0.013 -0.018 -0.022 -0.002 -0.639 Location ft 2.250 1.250 1.500 1.750 1.750 8.000 UDefl Ratio 1,035.6 2,227.4 1,957.2 1,902.0 19,258.1 300.6 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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_2610.ecw:CRAWLSPACE FRAMING Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information )ode Ref: NDS IBC TYP BEAM I Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 I 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 UDefl 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 TJI JOISTS and RAFTERS �_ Code Code Code Su est�Su est 19t1gg49t Lelck Dick i Lpick Lplck Joist b d L Spa. -LL DL M max V max EI _ L.fb L fV L TL240 L LL360 L max TL dell. LL defI. L TL360 L LL480 L max TL deft.TL defL.LL deft. LL deft. size&grade width(in,) depth(in)i )n)I(est)_._(P51) (ft!be).-..(psi)I (psi) (n) (ft)_..(hc) (ttJ ... (n) i (in j -(in j (it.).. 4(t) (ft) (in.) ratio,l .(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 :74..3801 4.80 14.71 0.66 0.48 1 t 3 45 13 31; 0.44 360 0.32 _ 495 9 5 TJI 110 1.75 16 40 151 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.734„ 0.72 0.52 14 14 29 -fA 14 0.47 360 495 9.5"TJI 110{� 1.75 98_..58_ 12 40 15 2380 1220 1 40E+08 18 61 4455:4356 17 82 17 31 1174:37111 7.31 0 79 0.58 153::75314771__ 15 73 1S 57 0 52 360 :0...433481 495 9 5 TJI 1101 1.75 9 5 9 6 40 15 2380 1220 1.40 E+08 2108:8601 0 80 18.64 0.85 • 0.62 16 11116543..:924743851.7711.1111:53.:7813:141 6 94 16 77 0.56 333368660000 60 496 9 5 TJI 110f 1 75 9 5 19:''''11:;1-4.°1'11''''11-.° 92 40 10 2500 1220 1 57E+08 15 81 30.50 1169:3114911 15.37 1188:36: 0.64 14.27 43:8497 3 97 0.44 384 0 35 480 ':9.5"TJI 110,M '1.75 9 5 18 0 10 2500 1220:1,57E+08 1732 3660 ""1731x" ,..11.87:11:11-._. 11834 0:88 11`654 ...." . 1517 ; =.146441....,:'4.4.;;;,1:4);:i046 , 384_. 0.37 '=480 9 5 TJI 110 1.751 9.5 12 40 10 2500 1220 1 b7E+08 20.00 46.80 19 11 . 17.98 0.75 0(1:6501' 16.691 16.34 8. 119 0.51 384 0.41 480 9.5"TJI 110 1.751 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17 60 •„',17.601 0.55 384 0.44 480 9 5 TJI 210 9 5-T--•:-"::1;.,811:262 9 2 40 10 30001 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 46 384 480 '' 9.5.".TJ!'210 22:00682526i+. ; 5".---"18 40 .- .10 ' 3000 11330, 1.87E+08 18.97 39.90 18A0 17.32 17.32 0;72 ;0;58 ;.;1808, ; 1574 4 J-49 384111'1'11.0000...04437397.." 480 9 5 TJI 210 _2.0625 9 5 12 40 10 3000 1330 1 87E+081 . 21 91 53 20 20 26 19.06 19.061 0.79 0 64 17.70 1732 1T32 0 54 384 480 9 5 TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 2241:4991 4 49' 6563:5200 6 50 2201.41225.i_ 1 82� 2053 20.531 0.86 00:6664 .68 19.06 18 66 11084.6206 0.58 333388584444, 84 480 - 9 5 TJI 230 2 31251 9 5� 19 2 40 10 3330 1330 2.06E+08! 18.25 33.25 17 891 1%893 16.83 0.70 15.6311 15.29 0.48 384 0.38 480 9.5"TJI 230„ ..-2.3125. ,,..."" 3 5 15 40 10_...:333.0 ...111133333i°08 1330,9,06E+08 39.90 is 111 "" _ _•1189_. 0,,76. ,...„.1:908:.660868„; 18,60 16.25 16,25 0,61 384 "'0.41 r 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 53.201 20.92 19.69 19.69 0.82 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....?,06E+08 221363.:889891 66 50 2212:.:11988:91 2 54 21.21 21.21 0.88 0.71 19 69 19.27 19.27 0 60 384 0.48 480 -- --- -------80 11.875"TJI 110 1.75 11 875 19.2 40 3160 1560 2.67E+08 17 78 39 00 19 50 18 35 17 78 0 67 0 54 17 041 16.67 16.67 0 52 384 0 42 480 1 t"875 TJI:110 175 11875 ..::•18 "40 1100 "3160 115566001: 560 2.67E+08 19 47 48 80--,""2072, 19550" mm°f9.47 ,0: 1"--.-,- 065 ,•- .\::!2111189871,...409016304,,,,,,2111179761.:'7605620721 8"10------;17.72 17.72 0.55 381 0.44 480 11 875"TJI 11 1_75 111:857755 1 675 12 40 10 3160 1560 2 67E+08 22.49 62 40 22 81 ,...21.751.4365 1.46 2171:4768.1_ 1 46 ,09,..:397,,,, ,...:0°:.6554.-..;; :f.. .89 0.72 19 9319.50 19.50 0 61 384 0 491 480 11 875 TJI 1101 1_75 11.875 9.6 40 10 3160 15601 2.67E+08 25.141 78.00 24.57 23.12 23.12 0.96 21.46 21.01 21,01 0.66 364 0.53 480 11.875^TJI 2101 2.0625 11 875 1821„.„40 10 3795 16551 3.15E+08 19 48� 41.38 20 61 19.39 19.39 0.81 18 00 17.62 1211179761,...,80878202: 7.62 00000..„..5665556521 .55 333338088044444 84 0 44 480 11,875";tJI230 2:0625„ -11.875 _182,3,.&214.1:81 -.10 :3795' 1655 3,158+08 21'.34. 49.65 2190 20.61 20.61.....: 0°0::. .86 8000:..876778651,1111:111111111'112i81-1. :0 , 1933' 1872),,•;,18:72 059 ".::_384. '0:82"•47 ? 480 11.875"TJI 210 2.06254 11.875 _ 10 3795 16551.3 15E+08_ 24 64 66 20 24 10 22.68 22.68 0.95 21 5 2128...2200: 0.61 90,61 00 64 384 480 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 1.02 0.81 22.68 2180:7621!.11.11'''' 2.20 ,12.82:2200 0.69 --840.55480 11 875"TJI 230 2.3125, 11.875 19.2 40 10 4215 1655, 3.47E+08 20.53 41.38 21.28 20.031 20.03 0 83 0.67 18.59 18 20; 0 571 384 0 45 480 11.875"TJI 230 2.3125 11,875 18 401 YO ;421$1 "1655 3 47E+08 i 22.49 49.65 22 62 21.28 21.'18 '1-11'1'-'011'..0958 0<89- ,1)-:71 ....... )9,76 1934 1;®,34 0.60 384-- 0.48 - "480 11.875"TJI 230 2.31251 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 242.888921 23.42 23.42 0.98 0.78 21.74 21 28 21,28 0.67 384J 0.53__ 480 11.875"TJI 230 2.31251 11.875 9.6 40 10 42151655 3.47E+0829.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 221231.:30243877,;21:1,:323384 2 93 22 93 000...7:270 72 384( 0.57 480 1 ) - 11.875"RFPI 4001 2.0625 11.875 19.2 40 10 4315) 14801 3.30E+08 20.77 37.00 20.93 19.69 19,69 0.82 0.66 18.28 1789 17.89 0,56 384 0.45 4480 11.875"RFP)400 2.0525 11.875_ 16 40 ",1:.i0 4315,'-1480 33,30E+08 22.78 44.40 20.23" 20,63 20.93 = 0,87 ;•,0.70 ' 19.43r 19 01 a 4a 13'59.....:38+1 0.48 4810 1 5 11.875"RFPI 400 2.0625 11.875 9.6� 40� 101 4315 1480r3.30E+08l 29.38 74.0 26.37 24.81' 24.81 10.03 0.83 I 23.031 22.54 7222%843; 0.701 38441 0.56 480 Page 1 D+L+S , CT#14189-Betahny Creek Falls 1 1 ;LOAD CASE I (12.12) _ BASED ON_ANS_I/AFBPA NOS-1997) t JSEE SECTION: 1 2.3.1 1 2.3.1 1 2.3.1 I 3.7.13.7.1 4 1 Ke_ ! 1.00 Deem Buckling Factor D+L+S I �------ 1 - - - �- T-a - '- - ..........c............j......_0.80+(Constant)..'......'Section 3.7.1.5 � I -_ Cr 1 i I 1 . KcE y 0 30(Constant)> Section 3.7.1.5 } __ I t Ci Fb C( Fc 1997 NDS I { Cb ..._.I(Varies) Section 2.3.10 } -_ ._ ....-� -+ ., I Bendin l Comp Size Size Rep J I Cd.(F). Cb Cd(F c1 .._.. Eq.3.7-1 F........ .....1 a .,_.. 4 t NDS 392, Max Well durationidura0o factor factor use 1 I � Sud Grede Width44_ - - Depth S�Gng HeI�h Le/d Vert.load Hot.Load < 1 O�Load.( natal (Fb)�C�Fc Cf Cf Cr Fb {Fc pery Fc E � Fb' F -pr' . I Fce Fc k_ iNF. lb _ fist in.., in in--ll fl Pif psf.... PI! (Fb) .(FO) .'......Psi Psi ,.. Pai -....Psi psl....I..pai .......Ps, Pal.., Pal .._..) Pel. .t. Pa(.....IFb1.1 fdFce). H-F Stud 1.5 1 3 5 16 1 7 70834 26 4 17304 01 0 9916..._ 1993 4 1.00 {_.,1.15 1.111.05 1.15 675 1 405. 800 f 1,20 00 854 506 966 515.42- 441 22 439.37: 1:0 0.001_ 0.000 -1 I 0 H-F Stud i 1 5 3 5 18 9� 30 9 _ 1340y ____0 0.9988 1993 4 1 0 1.15 1 1 i 105 1 15,_ 675 405 800 11,20 000 854 506 968 37809 340901_ 340.32 1.00 0.00 0000 H-F Stud 1 5 3 5 12 9 30 91 1785 0 0.9947. 2657.8 I 1 00 1.15 1.1 1 1.05 1 15 675 ) 405. 80 1,20 000 854 06 966} 378.09 340.904 340.00 11.00001_0.00 0.000 H_F Stud-4_1_5 I 3.5,441 16 8.25 28.31 150 04 0.9921 19934 10__.1_15 11T1.05 1151 675 405 800 1,2000 854 06 966 449.95 -395.22 393.65 . 0.0' 0000 H F Stud 1 1.5 3E 12 8 25 28 3 2070' 0 0.9953 L 854-- -- +- 00 0 _- � +- � 2857.8 � 1.0 1.15 � 1.1 1.05�1.151 675 1_405- 800 1,20,000 506 9661 449.95 395.22} 394.29 1.00 0.0� 0.000 H F Stud 1 1 5 1 3 5 8 8 251 28 3 3100 01 0.9921 1------3-986.7 I 1.00 -1,15' ti-D:05,1.1-0,-05 405 800 1 200,0 854 06 9661 449.95 395.22 393.65 1.0 0.01 0.00 I i r._ 1 SPF Sud_441 1.51 3.5 16 7.70831_2641 16951_- 0 0.9952 2091.8 1 1.0 1.15 115 11.14,1.05 f+115 675 1425 72541,20,00+ 854 _ 5311875.4381 515.42 431.52430_48, 1.1 0.0+ _ 0.00 SPF Stud 1 1.5-SPF Stud-� 1.5_} 3.5 16 3.5 12 I 8F 0.9g 1760} ...._._0 0.9944 1 0.9944 t 2789 1 91.8 I 1 00 1.00 t 1.15 I 1 1 1.05 1 1.151 675 I 425 725 425 725 }1,20,000 854 531 854 1 875.4381 378.09 _ 336.17 378.09 1 335.24)_ 100 0.0 0.000 SPF Stud ! 1. . 3_5 16. 8.251 28.3 1525 _- 0] 09957 I 2091 8 rt 1.00 1 115 1 1.1 !1.05. 1.151 675 ,...4.1425 721200001 854 531 875.4381 449.95. 388..13 387.3014_41:04 0.0 0.000 SPF Stud 1 15 3.5 12 1 8.251 2E-1-4 .2030 0 09925 2789.1 1 1E0 .1.15 I 1.1 1.051 15 .675 1 425 725-02,200E00: 854 531 875 438 44995 388.131 386E71 1.00 0.0 0.000 I SPF Stud 1 1.5 J 3.5 8 8.251 28 3 30501 01 0.9957 4183.6 I 1.00 I 1.15 1.1 1_05 1 151 675 I 425 725_1 1,20 001 _854 5311 875.4381 449.95-1_ 388.131 387.301 1.001_0.00 0 000 i.io 1.15 850 405 1300 1,300,0001 H-F#2 1 1.5 1 5.5v 16_17 70891 1988 - 3132 0 03652 3132.4 11.00_1 1_15 10441.1 0 1.15,80__1 405_1300 11,300,000_1,2711__06 154 101 506 1644 1 45I.831 1837.571 506.18 __06010.001__ 0.000 H-F_#2 T 1.5 5.5 16 8.25' 18.01.37.._321_ 00.2858 I 3132_4 1 1.0 x1.15 1. 1 1.10 1.15 850 1 405 1300 1_30,0001 1,271 5061644.51 1203.70!946.77] 506.18_0.53' 0.0 0.000 SPF#2 1 1.5 1 5.5 18 4 7.70831 16.81 32871 0 0.2737 3287.1 t 1.00 I1.15 J 1.3 r1.10 1.15 875 1 425 1150 ,40 1 ,0 1,308 _ 531 1454.75 1484.891 1015.45 531.23 0.521. 0.01 0.000 SPF#2 1 1.54 5.5 16 91_ 19.61 32871 01 0.3905 3287.1 1 1.00 4 1.15 1 1.3 1.10 1.15 875.1 425 1150 ,40,000 T 1454.751 108025y0 8 .16; 531 062 0.00 0000 SPF#2 1 1 5 5.5 16 1 8.251_18.01 32871 01 0.3158 3287.1 44_1.00 1,15 1.3-'10 1.151 875 425 1150 41 A00,000 1,308 531 1,308 531 1454.75(1296.30( 945.381 531.23_0 56 0.004 0000 SPF Sud 1._1 5-1 3.5.........16 1 1457; 50 0 545+. 0 09913 20918 .. 1 0 1.,1.15 1.1 1 1.05 1.15 875 1 425 725 I 1,200,0001 854 531 875.4381..144.26 139.02 138.411 1001. 0.001 0000 SPF#2 j 1.5 5.5 16 4_ __-191__-41.5 1401 0 0.9917___ 3287.1 1 1.00 I_1.15 1 1.3 ;1.10 1.151 875 425 1150,1,400,00 1,308--- 5311_1454.741-244.40~ 235.32 234.34 1.00 0.01 -----0.000 1 _ -__-- _ t0__- H-F#2 1 1.5 4 5.5 16 I 194 41.51 1360T Of 0.9969 I 3132A 1 1.0 I 1.15 11.3 11.10 1.154 850 ! 405 130011,30,001 1,27 506 1844. 226.941 220.14, 219.80 1.004 0.00: 0.000 Page 1 D+L+W CT#14189•Betahny Creek Fells I I (LOAD CASE 1 (12.13) (BASED ON ANSIIAF&PA NDS-19971 SEE SECTION: 2.3.1 I 2.3.1 2.3.1 I 3.7.1 3.7.1 . Ke 1__1_00,(Consn Buckling Fector _a- UtL+W �.___� 7-_.;__^�'_ ___S___-__1____ c 080(Constant)> (Section 3.7.1.5 I ( 1 f Cr _rt - KcE 0 30(Constant)> Section 3.7.1.5 1-__--__ 1 - jFb) Cf_(Fc)j 1997 NDS 1. 1 t Cb 1 ¢(Vartea) Section 2.3.10 t Bending Comp Size Size Rep Cd(F5) Cb Cd(Fc) i Eq.3.7-1 i 1 ._. 4. i NDS 3.9.2 Max.Wall durationlduratiorrfactorfactor use _ _ 7¢. _ __ 1 r Stud Grade Width 1 Depth Spacing Height 1 Le/d Vert.Loa Hor.Load I < 1 0 4'Loaddj Plats Cd_(Fb)1Cd_(Fc) Cf Cf Cr--if Fb Fc perp Fc t E 1 Fb' Fc perp' Fc' 1 -Foe P c fC 1 fcIF c Lfb fb/ --f Pe 1 in. m in� % _pit } psi .... Of _...r ...... (Fb) (Fa) psi I Psi ....Psr psi psi psi psi I..... . psi...;Fb'(1-1GFce) H-F Stud 1.5 3.5 16 1 7 7083 26.41 10751 9.71 0.9951 1553A 1 60 1.00 1 1.1 1.05 1.15 675 1 405 800 1 1 200,000 1,36611 ^ � - o"�{ I I .......1 ..1-11.1 1 1 506 MO 515.421 427 08 273.021 0 84�376 78 0 586 H-F Stud 1 5 3 5 1 9r 30 9 755 8.46 0 9942__ 1993 4 I 1 60 1 1.00 1.05 1.15, 6751 405 800 1 1200,000 1,3661 5061_ MO 378.09 333 99_1 191.751 0 57 447.521 0 665 H-F Stud 1 1.5 3 5 12 9 30.91 .11401, 846 0.9998 2657S 1 1.60 1:00 }1.1-1-1..05 1.151 675 1 405 800 1,200,000 1,366 5061 840 378.091 333.99 217.14 0 65 335.641 0.577 H-F Stud i 1.5 3.5 16 8.251 28.31 9701 8.131 0.9943 fI 1993.4 160._ 1.00 1 1 1 1.05 1.151 675 -405 800 1,200,000 1,366 506¢ 940 449.95+ 384.87} 246.351_064 361.371 0.585 H F Stud , 1.5 3 5 12 8.25+ 28.31 1425 8.13 0.9974 2657.8 L 160 i 1.001 1.1 1.1.05 1.15 675 4 405 1 800 j 1,200,000 1,366 506 8401 449.951 384.871 271.43 0.71:271.03 0.500 H-F Stud_ 1.5 3.5 8 �'--- ..., { -.1 ._... � .8.251,_ 283'. ..,2355 8.131 0:9981 � 3986.7...._...160 100 1.111.05 1.15--.875 405� 800 j1,200,OCwl-- 1,388.--..__506840 449.95__.._..__384:8T_._.299.05' .0.781 160:69T,_..._..._...___0.394 I 1 t SPF Stud I 2091.8 II _1.60 I -1.00 , 1 }} f f SPF Stud-a-.1.5 1 3.5 1 16 16 11 7 7089 30.91 3 26,41 10601 8.46 0.9 9.71 915 71 T 2091.8 --f_1.60 1.00 1 1.1 1.05 1.151.05 1.15 1.675 675 1 425 425 725 1 1 200,000 1,366 5311761 25 515.42 415 531 269.21 0 65 378 7& _ 0.577 1.1+ _}_ ,.. 725 1200,000 13681 5311 781251 37809 328301 177.781 0.54k 447.521 0.618 SPF Stud 1 1.5 3.5 _12 9L 30.91 1125 8.46 0.9931 27891 , 1.60_r 1.00 1.1 1.05 1.15 675 1 425 ._725 11,200_000 1,3661 5311 761.25 378.09; 328.3% 214.29_ 0.65'335.641y-_ 0.567 SPF Stud L5J_ 3.5 16 1- 8.251 28.3 960) 8.13_ 09970 20918 ' 1.60 r too 11 1.05 1151 675 1.___42511_725 11,200,0001,366 531,761.5 449.95! 376.35_ 243.81 0.651.361.371 0.577 SPF Stud 1 1 5 3.5 12 J 8.251 28.31. 14051 .8.13 0.9952 2789.1 I 1.60 1 1.00 11.1 7.054 1.15 675 I 425 73-5-1-1, ,200000 1.366 531 .761.25 449.951 376.35 267.62.0.71 271.03 0.490 SPF Stud 1.5-4 35 _ 8 8251_ 283 23201 8.13 09958 4183.6 ( 160 • _1.001I1.1 1.05 1.151 675 1 425 725_ 1,200,00011,366 5311 761.25 449.95- 376.35, 294.60'_07811806911 0383 H-F#2 1 1.5 1 5 5 _11 16�7.70831 16.8 31321_ 9.711 0.3909 3132.4 1 1.60 1 1 00}1.3 1.10 1.15 1850 4 405 1 1300 I 1,300,0a- 2 033 508 _14301 1378.831 969 91� 506.181 ill 15258 0.119 H-F#2 ; 1.5 5.5 18 i 91 19.61 3132 8.46 0.5743 3132.4 1.60 1 1000 1.3 .1.10 1.1%1. 850 405 1300 1,300,000 2,033 506 1430 1011.41 804.50 508.181} 0.63 181.23__ 0.178 H F 52 1 1.5 1 5.5 T 16 8.251 1811-11__31321 8.13 04411 1 3132 4 160-1-1._00 1 12 1.10 1.15117 850 1 405 1300 1,300,000 2 033 506 14301 1203J% 899.131 506.181 0.561 146.34! 0.124 r _' - - SPF#2 1 1.5 1--5.5 16 }7.7083__16.8' 32871- 9.71 0.4327 ( 32871 t 1 60 11 1.00 3 1 3 1.10 1.15.1 875 1 425 __1150 1 1_400,000& 2 093 _ 531 12651 1484 891 940.30 531.23 0.5%152.58 0.114 SPF#2 - -_1.5 1 5.5. 16 1825 18.:--�328 8.13 0.4790 1 3287.1 1.60 t 1.00 a 1.3 1 1.1 1.15 1 875 425 1150 1400 000 2 09 �---5311 01- x.69 531.23 0.60 146.34 0.169 SPF#2 1.5-}-55_ 18 9 19.6 3287 8.46 0.6033 3287.1 � 1.60 1.00 -13-L70 1.15 875 425_11501,400,0001 2093 1 1265 129630' 884.691 53123 0.60 14634 0.118 .11 -_�y- jttY lr SPF Stud t 1.5..-1 3.5 16 1 14.571- 50.01 7% 8.46 09957 .2091 8 1 1.60 1.00 { 1.1 11.05 1.151 675 1 425 725 1 1 200,000 1 366 531 761.25 144.261 138.14 17.78 0.13I######1 0.978 f___ t t j i - 1 = j t : t I 1f SPF#2 1.5 5.5 16 1 191 41.51 880' 9.71 0.9941 3287.1 1 1.60 1 1.00 1.3 41.10 1.15 1 875 1_425 1150 1 1,400 000 2 093 531 1285 244.40 233.80T 108.87 0.461927.02, 0.786 H-F#2 1.5 1 5.5 'I 16 ; 191 41.51 6001 9.711 0.9921 I 3132.4 1 1.60 I 1.00 11.3 1 1.10,1.151 850 1 405 , 1300 1 1,300,0001 2,033 5066 1430,226.941 219.02, 96.97 0.441 927.02! 0.796 Page 1 D+L+W+,5S CT#14189-Betahny Creek Falls 1 :LOAD CASE 12-11 ' -__ � _ ( ) �__ _BASED ON ANSIIAFBPA NDS-1997 SEE SECTION: 2.3.1 1 2.3.1 2.3.1 3.7.1 3.7.1 1 Ka__x__1.00 Desmon Buckling Factor:1_ a__-- D+L+W+S/2 -rt-"--T--- - - --- , -- --- - c O natant Section 3.7.1.5 __ ___-___�._______ ___�_____'__' -_______ __ ___ __ __-I__ • ---KcE-4_ 0.30(Constant---„Section 3.7.1.5 1 I { tI ....-....._.............p......................................._L }-- -� )> __- _- J ___-1 -4 __ __- 4--_ 1-- :_- -- [Cf(Fb) CaFc) X1997 NDS ............. Cb (Vades) > Section 2 3 10 I Bending Comp Size Size Rep I Cd(Fb) Cb Cd(Fc) Eq 3.7-1 + ( f ,4 1 I NDS 3.9.2 Max Wall duration duraho 1factor factor use 1 _ 4 .I { Stud Grade Width f Depth Spat Height I Laid Vert.Load!Hor.Load 1 r_1.0 Load @ Platei Cd(Fb)Cd(FO Cf Cf Cr Fb }FF rp Fc E Fb' 'Fc Fc• FSI F'c - fc f_F'c 1 lb I fbl 1 In I in in ft. I pit psi pit r I(Fb) Fc '...._psi.1 Psi Pill- psl... Psi I Pe� .....P.9i Psi ..1 Psi _Psi ps FD._(1(GFce) H F Stud 1.5 I 3.516 1 7.70831 26.4i 10951 9.711 0.9962 1993 4....l....1:90 1.15 1..110.051 1 151 675 495 900 1 1 200,000 1,366 56 966 515.421, 441 2222 278.101 ....0 631 376.78 0.599 H-F Stud I 1.5 3.5 16 i 91 30.9! 765 8.46 09986 1993.4 I_ 1.60 t 1.15 1.1 1.051.15 875_1 405 _800 1 1,200,000 1,366 506 966 378.09 340.90] 194.29 0.57 447 521 0.874 H-F Stud 1.5 3 5 121 91 30.9111.. 11501,....8.46 0.9969 2657.8__...,i 1.60 1.15 1 1.111.05 1.151 675 ! 405. 800 I1 200,000 1,366 ... 506 9664 378.091 340 90, 219.054---064 335.641 ....0.584 H-F Stud 28.3 L J` 1866 H F Stud 1 1.5 3 5 _12 825 28.3 14451 8._13_0.9959_ 2657.8 I 1.60 f 1.15 I_1.1 1 1.05:1_15 675 I 405 I 800 1- 1,200,000 1,366 5081 966+ 449.95' 395.22 275.241 0.70.271.03 0.511 H-F Stud_..-1..,,,1.5........_3.5.__._..__.8 I 8.251_....28.8..-_..-.23__.._..._8.130.9960 ..-._.3988.7._._1 1.60_1!1.15 11.111.05 1.15 675 405 80011,200,000 1,368 506' 9661 449.951 395.221 303.4910.771 180.691 0.406 1 tt 0.9935 SPF Stud 1.5 SPF Studd � 3.5 {f jg 7.7084_ 30.91 10801 75 8.46 0.9988 2091.8 +1.60 1.15 • 1.1 11 05 1.15 675 425 725 1,200,000 1,366 531 875.4381 378.09 431.52 274.291 0.64 378.78 0.589 9 SPF Stud*1.5 -1:-.,,A.5 '_12 I 91 30.91 1140}.... 8.461 09944 :. 2789.1 1.80 r 1.15 11.1 1.05 1.15+...675 425 725 }1,200,00 1,366 535875.4381 378.09 336.17 217.14 0 65335841 0577 SPF Stud : 1.5 1 3.5-f-16 I 8.251 28.3; 9751 8.131 0.9952 2091.8 1 1.60 J 1.15 1.1 11051.15} 6751 425 725 11,200,000 1,366 531,875.438 449.95 388.13' 247.62 0.641361_371 0.588 SPF Stud lI Ti 35 ..._._.12 825 28.3 1430' 8.13 09952 27891 I.1.60 115 1.1-1 1:05 115 675 1 425 725 1200,000 1,366_.,._531 875.438 449.95 38813 272.380.70 27103._.. 0.503 SPF Stud 1.5 1 3.5 8 8.25t_28 3., 23601 8.13 0 9922 4183.6 1 1 60 1.15 1 1 1.05 1.151.675 1 425 725 j 1,200,000 1,366 531,875 438 449.95 388 13, 299_681 0 77 180.69! 0.398 ., -__--_ 111 I _ t H-F#2._.-_+_.1.5 I 5.5 16 1 7.70831. 16.81_.._ 3132_.__ 9.711 0.3593_._ 3132.4 1.60 } 1.15 : 1.3 1.10,1115 1.15( 850 405 1300•1,300,000 2,033 506, 1644.5 1378.831 1031.58, 506.18 0.49'152.581 0.119 H-F#2 I 1.5 I 5.5 -164 9,_19.633 31321 8.461 0.5437 1 3132.4 + 1.80 1 115111 3 1.10 1 151.850 1 405] 1300 1,300,000 2;033 50616445;1011.45-.-837.571 506.18 0.601481.251_ 0178 H F#2 T 1 5 �5 5 16 8.251 18 al 3132) 8.13' 0.4100 3132.4 L 1 60 1-1.15 1.1 7371 10 1.15 850 I 405 1 1300 1 1,300,0001 2,033 5061 1644.5 1203.70_946.77. 506.1 0.531 146 34] 0 124 { i SPF#2 I 1.5 , 5.5 16 J 7.70831 16.8 32871 9.71 0.3872 1 3287.1 1_ 1.60 1 1.15.11 3 1 1.10 k 1.15' 875 1425 1150 I 1,400,00-01 2,0931 5341454.751484.89 1015.451_ 531.23]_ 0 52 152.54 0.114 SPF#2 _1.5 5.5 18 91 19.8 32871 8.48 0.5595 3287.1 160 __1 15 i 1.3 1 1.10 1 1.15 875 i 425__1150 J 1 400_000 2,093 531454_751 1089.25_ _85.18 531_23_ 0.62 181.231 0169 SPF#2 1 1.5 + 5.5- 16 f-8.25_18.01 ___32871_ 8.13] 0.4342A 3287_1__1.5 1 115 13]1.10 1.15 4 876 425 1150 1_1,400,000_2,093 ---534 1454 751 1296.30 945.381 531.23 0.56 146.341- 0118 1- f -} 4 -� +r I - j - } SPF Stud 1.5 1 3 5 18...i._14 571_.5001 ..._70__.. _8:46 0 9955_.. 2091.8 1 5 1.,,1.15 1 1 1 11:05. 1.151-_675 1 425____725....1.1,200,000_...1 366 531 875:438- 144.28__.._..._13902 17.78---.0.13]##1#145#1 0.979 t f f f f f._ SPF#2 -« 1.5 5.5 16 1 191 41.5 660! 9.71 -0.9914 I_ 3287.1 1 180 ( 1.15 1 1 3 .1.10 1.15 l 875 f 425_1150 I- 1,400,0001 2,093 _ 5311_1454.751-244.48 235.32 106 67 0.427.02. 0.786 H-F#2 I 1.5 f 5.5 16 1 191 41.51 6001 9.711 0.9901 I 3132.4 I 1.60 I 1.15 1 1.3 1 1.10,1.151 850 1 405 11300 1 1,300,0001 2,033 506 1644. 226.941 220.14 96.97 0.441927.02; 0.796 Page 1 D+L+S+.5W CT#14189-Setahny Creak Falls .LOAD CASE (12.15) 1 ABASED ON ANSI/AF&PA NDS-1997 'SEE SECTION: I 2.3.1_ 4_3.1 I 2.3.1 4_3_7.1 I 3.7.1 1 _L__ 1__j Ke 1 00,1De�n Buckling Factor 1 D+US+W/2 �__ 1 1 � ) - >- a____ c 085(Constant)> ISecbon 17.1.5.1. 1 - �_ 1 ._ 1 1 is 1, Cr -----' 1 KcE 0 301(Constant)> Section 3.7 1 5 _ - _ _ 1 ( - I __ j Cf_(F� Cf(Fc)1_ a1997 NDS, Cb 1 ,,.._}(Vanes),_..> 'Section 2.3.10 -,.,... 1 .....{ ,__ 18end1n9l Comp Size Size Rep 1 ,¢,„...., Cd(Fb) Cb 1Cd..,(Fc)„ Eq 371 ...--- --- I ,f ,.,... 1. � I 1 11 ,.,I I NDS 3.9.2: Max Wall .'duration dura5onifactor factor use 1__ I _ __ Stud Grade Width De th S acm He ht_ Le/d .Vert Load Hor Load l x=1.0 Load Plata Cd(Fb ICd(Fc Cf Cf Cr -Fb �Fc a Fc E4 Fb' -Fc Fc' Fce F c ' in 1 MT's 1 4 fb� 1 fi% L P 9 1 )� -} P T PrP . -� In__. m in--I fl .P�f. Pst.. Plf -r _... (Fb).,(Fc) Psi Psi �Psl .Pal.. Pal Ps' I. psi I Psi....� Psl psi L._.... Psi.. Fb...(14cIFce) H F Stud 1 5 1 3 5 16 1 7 70831 28 4 1335 •4.8551 0.9935 I 1993.4 4 1.60 I 1.15 1 1.1 i.0. 1.15! 675 1 405 80 f 1,200,000 1,366. 506 966, 515.42 441.221 339.051 0.771 188.391' 0.403 H-F Stud I 1.5 3.5 16 4 91 302i 970 4.23, 0.9923 4_1993.4 L 1.60 1 1.15) 1.1 j1.05 1.15 675 405 800 1 1,200,0001,200,000 1,388 5061 966 378.09 340 90_ 248.35 0.72 223.7611 0.470 H-F Stud 1 1.51 3.5 �._..,12 1 91 09T _,.1380 4.231 0.9976I 26578..,-..{ 1.60 1.15 11_,.,1:05 115',.._675 ) 405,_.---800 120,000 1,366 06(...-__..9661 378.091 340.901 262.86 07716782' 0.403 H-F Stud 1.5 3.5 16 8.251_28.3, 11951 4.065 0.9960. 1993.4___ 1.60 1 1.15 1.1 ,1.05 1.15 I 675 405__.800 1_20,0001 1,366 061 966 449.95L_ 395_22_303 49_0 77 180 69 0A06 H-F Stud 1 1.5 3 5�12 1 8.25; 28.3i 16801 4 065 0.9990 26572 _1 120 1 1.15 1.1 1.05 1.1511_675 1 405 800 .1,20,0001 1,366 061- 9661449.95 395_2 320.0 0.81'135.51 _- 0343 H F Stud 1 1.5 1 3 5 g 8 251 28.3i 2665 4.0611 0 9999 1--3986.7 1 1.60 I 1.15 1.1 1.05 1.15 1 675-1 405 800 1 1,200,00-0T 1,366 50 966 449.95 395.22 338.41 0.861 90.341. 0.267 SPF Stud 4 1.51 3.5 16 17 7083J__26.41 1315 4.855t 0.9907. 2091.8 1.60 I 1.15 1 1.1.11.05 1 151 675 425 725 111,20,00 1,3661 53118754381 515.42 431.521 333.971 0.77 188.391_ 0.392 1 1 SPF Stud I 1.5 1 3 5 12 91... 0 9 1370if 4.231 0.9970 2091.8 0 9990 2789.11.....I 1 0 { 1.15 1.60 1.15 11.1 1 1.05 1.15 1.111.05 1.15 1 675 675 I 425 -725 425 725 (.1,200,000 1,36fir 1,20,00 1,366 531 875.4381 378.091 336.171 260.951 0.78 167.82 0.73 1 0.396 SPF Stud ! 1.5 11 3.5 1 16 1 8.251.26.3: 1180T 4.065 0.9922 2091.8_1 1.60---}}}---1.15 1 1.1-1113, 5 1.15 675 1 425 _725 11,20,00_1,366 5311875.435 449.95 368.131 292681 0.77 180.69: 0.396 SPF Stud 1 1 5 ` 3.5..(,.__12 1 8251 28 3 ...._.1660 4:06 1 0.9973 2789.1., 1 0 .1:15-1 1.1 1 105 1.151 675 1425 725 1 1,20,00 1,366 531875.431.._449:95 388 13._. 318.19 0 81 135 511 0.334 , SPF Stud 1 5 3.5 8 t 8.251 28 3 26301 4.065_ 0.9969 4183 6 . 1 0 1.15 1 1 1.05 1 15 _675_ 425 725 4 1,200,0021__1,3666 531 875 438 449.95} 388.1 333.97'-0 861 90.341__ 0.257 16.81 2.033 0.059 H F#2 1 5 11 5 5 18 1 7.70891_19 6, 3132 44.23) 0.4544 3132 4 1 1 0 I 1.15 1 3µ1.10 1.15 I 850 j 405 1300 8 0 4 405 1300 j 1,30,00 2 033 5066 1644.5111011.45.831 1837.57L 06.18881 0,80` 90.8176.28 0.089 H_F#2 _i 1.5 ' 5.5 16 ( 8.25' 18.0' 31.32'..__ 4_085' 0.3479____ 3132.4 1 1_0 1 1.15 , 1.3 :,1.10 1.151 850_405 1300'1,300,000'__ 2,033 06 1644.51 1203.70 _946.77 506.181 0.533173.1771 0_062 t ... . T - 1.60 t 76.29! 0.057 SPF#2 -____15 III 5.5 16 7.70891 19.6. 32871_16.81 32871 44.23 0.47 0 4.4.851 0.3304 .1I 3287.1 3287.1 L 120 1 1.15 1 12 1 1.10 1.151.10 1.15 4 875 1 425 1150 875 1 425 1 1150 1 1,400,00 2,093 531,_1454.75 1089 26 1484.82 180 161 53123 0.62 531.23 4 90.61, - 0.085 SPF#2 1 1.5 . 55 _ 16 1_ 8_25__18_0. 32871 _A065+ 0.3750 I 3287.1_1.60 -1.15_11.3 1.10 1.15 875-1• 425 1 1150 1400,00 2,0931 53111454.7511296.36 945.38_531_23 0.56 73.17 0.059 • l __� . 1 .._, .. 72-- I I SPF Stud 1 1 5 i 3 5 16 14 57F 521+ 255 4.23 -0 9959 2091 8 - ---- 1 1 1 05 1.15 875 1 425 725 1 1,20,001 1,368 531 875438 144.26 139.021 64.78{ 0:47588.43 0.779 ..... ...... � .... ♦......... ( ... _.. I 160 115 � .... ._. � .... ._. � J+ ----- --- - ------4.40 _--.3 ___ SPF#2 _j4 L55.5 16 191. 41.51 935; 4.855 0.9925 3287.1 � 1.60 J. 1.15 1.3'1.10 1.15 875 }+t 425 11501 2,093 5311454.75 244.40 235.32>� 151.11 0.84 483.511 0.580 H-F#2 1 1.5 1 5.5 16 1 191 41.51 865T 4.8551 0.9970 3132.4 1- 1.60 1 1.15 1 1.3 ,1.10 1151 850 1 405 1 1300 11,300,0001 2,033 506 1644.5 226.94 220.14, 139.80, 0.84 463.511 0.594 Page 1 • D+L+St.7E CT#14189-Betahny Creek Falls_ I ILOAD CASE x (12-16 1 BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: I 2.3.1 1 2.3.1 2.3.1 I 3.7.1 ' 3.7.1 i __ 1 {--- �-- 1 D+L*S+E/1.4 ,__- -r__r_-, � -t �___- 1 r-- LI Ke 1 __1.00 Design Bucklin Factor.L '____1__-_�-_�__--�____'-_--., ___-_____ Cr _� .�-__ _--__...I-____-__�____�__-____ Constant > Section 3.7.1.5 ! -T c 0.80 _.........................................................................-...+f...................................................1...........................I...................................}..........................................1.....................I........................................................................................p............................................................................................. .................._...._L...._...__....}(................_.)._....... ._..._..............._.._....................._........... I } } Cf Fb I Cf Fc 1997 NDSL ------ KcE 0.30(Constant)> (Section 3.7.1.5 -_____-___-_____� -____ -_1___-___.�___�_-_____y __ _-__-T _i-_S ) J__�_)_� - Cb 1 ,(Vanes) > ISeclwn 2.310 I,. _: 4 i Bending!Comp 1 Size 1 Size Rep 1, • _..,. Cd(Fb)i,,,Cb Cd(Fc.)] ....,. Eq3.7-1 ,,,, ... t i. ... .... I NDS 3.9.2 Max Wall duratlon dureuonfaetor+factor use� � _,,.,i _ .,,,,� .I "" "-r 1 - ___ L. -1.0 oad_Plate (Fb�iCd(FA Cf Cf Cr_ Fb Fc exp Fc E Fb' 'Fc perpI Fc' Foe I L Fc i fc fc/F'c Ib/ Stud G_rade'WMih 1 De�thlSaacin Hel ht Le/d Vert Load'Ho Load . ... I in. • in __.)n.� n9...r._... ...f pl[....... Pgf.....1... :.....+... pff ... ...._. 1(Fb)1(Fe)... 1 psi 151..A....pal.......psi .... psi .......Psi .......Rai .....iii ....psi ... psi pal i Fb"(1-fdFce) H-F Stud 1B l 3.5 18 i 7.70831 26.41 1415 3.571.0.9983 1993.4 I 1.60 1 1.15 1 11 J 1.05 1.15 1 675 405 1 800 1,200,000 1,366 508 966 515.421- 441 22 • 359.37 0.81 138 531 • ... 0.335 1 5 ... 6.... ... ... ... ..... H-F Stud � 1.5 , 3.5 16� 91_ 30.94 1010 3.571 0.9960-1�_-1993.4 1 1.80 I _1.15 1.1 11.05 1.15 1 875 405 _800 1,200,000 1,366 506 966 378.091 340.90 256.51 0.75 188.85T 0.430 H-F Stud �' 1.5 � 3.5 12 91 30.91, 1420 3.571 0.9937 I 2657.8 • 1.60 1 1..15 t_1.1 1.05 1.15} 675 � 405 800 1,200,000 1,366 506 966( 378.09 340 901 270.48 0.791 141.631. 0.364 ..._... _.. ..__... 0976 HFSIud 1 15 r 3.5 16 825283 1225 3.57 09961 IrJ199341601 1_15 11+1.05_115 675� 405 800 1200,0001,368 506 966 449.95 39522 31111 0794 158.68. H-F Stud 1.5 3.5 12 iI 8.25' 28.31 1710_ 3.57 0.9947 _2657.8 160_ 1.15 , 1.1 11.05 115 67.5:4..405 ' 800 1,200,0001_1,3681 506 966T-4-49.95 395221 32571 082 11901! 0315 I__-- 71 r } H-F Stud L 1.5 3.5 8 825 28.31 2700's 3.571 0.9966_...3986.7 '.__.1.60._, 1.15_. 1_.1._1.1:05 1.15._..675.._.....405 ; 8001,200,000] .1,3861-508.... 966...449.95....... 395.221._ .34288 087179.34..._._ 0244 1._ .......... } - r 166 1.16-1-1375 -125 1,200,000j t. 431.521.___354.29 SPF Stud 1.5I� 35 16 y 7_7083 26.4 1395 357 0 9984_t 2091.8 1_15 1 1 105. 1 15 675.1 425 11--1,200,0001 1 366 531 875.438 515.42 0.82 138.531 0.324 SPF Stud 15 1 3 5......16 9 30 9 1000 3.57' 09918..._+.__2091.8 ......1 60_.I 1.15 1.1 1 1.05 1.151-.175 425.j.,._725 1.200,000 1,3661..-,_. 531 875038 378.09+_. 336.171_.253.97 0.761 18855E 0.321 St I .....}._ (._...Nisi �.. .( I I SPF Stud 1 5 3.5 12 I 9� 30.9 1410 3.57 0.9962 i 2789.1 160 115_ 1 1 ,1.05 1 15 I 675 425 725�1 200_0001 1_366y531 875.43 378.091 336.17 268.57 1 8 1 _ , _ -__ _-_-1--1.60 - �--_ -_T- SPF Stud 1.5 1 3.5 16 � 8.25 28.3 1210 3.57 0.9932� 2091.8 ; 1 60+_1.15�1 1 ;1.0511.151-675 425 , 725 1 200,000' 1,368' 531 1175.438 448.951_ 388.13 _307.30 0.79,158.681 __0.366 ---___-7-- 60 3571 0 1 2789.1 1.60 ) 1.15 11111.05 1.151 875 425 ....725._..,,1,200,000_..,._1,366.,...,..,._531.._875.438.._449.95{1 _388.13'..,,,,321.90..,.._0.83 90�...._ 0.306 SPF Stud 1....LS 3.5,. 12 .825: 28.3 1890 3.57 0.994 I . .... ...� f i SPF Stud,1.5 1 3.5 8 -8251_28.3 2670'- 3-574 0.9987.1 4183.8 ILI 1_.60t 1.15 1.1 41_05 1.15j1_875_, 425 y•-725 1,200,000f 1,366 531 875.438L 449.95 388.131=339.05 0.871 79 341_ 0 236 H-F#2 _1 1.5_ 5.5 16-1+7.70831 x 18 8 3132 3.57 0.2844 t- 3132.4 1 1.60 ( 1-15--1.3 1.10 1.15 I 850 405 I 1300 1,300,0001__1 2:0331 506 1644 1378.83t 103158-t. 506.18+++ 0.491 5810_ _0.044 H-F#2 1 1.55 5.5 16 9 19.6 3132 3.571 0.4405_1 3132.4 • 160 1.1.15 1 1.341.10 1 151 850_ 405_1300 1,300,0_14 2,033 506 18445J01145�_837.571 506181-0.6014 76.47_- 0.075 H_F#2 1 1_5 I 5.5 _16�___8_25'_ 180 3132:__ 3.57 0.3404___1- 31320___ 1.60 1_15 _13 1.10 115 850 405 1300 1,30%000 2,033_506 16445 120370, 948.771 50618 0.53 64.26 0055 t I f ` - - - + 1 - T...- - - , .. -� fi .. SPF#2 1 1.5 1� 5.5 16 7.7083, 16.8 3287, 3.57 0 3154 1 3287.1 _1.60 1.15 I 1B j 1.10 1.15 875 425 1150 1 400,000 2,093 531 1454.75 1484.89 1015.45y 531.23 0.52 56.10T 0.042 SPF#2 l 15 5.5 18 9 19.6 32871 3.57 00618 I-_,3287.1 1.60 4 1.15 1.3 11_10 1.151 875 1 425 11150. 1,400,0001 2,093 531_1454.75 1089.25' 850164 531.23 0.62 76.471_ 0.071 A _ x L SPF#2 1.5 5.5 16 �j__8.25 A. ___3287_ 3.57: 0.3878 3287.1 I 1.60 1.15 1 3 _1.10 1 151 875 425 1150_1,400,0091 2,093_ 531 1454.75 1296.30 945.381 531.23 0.564_64.2W 0.052 1 _�1 I - - +- L __ - 1- - - -1• --- SPF Stud t 15 j 3.5,., ,.,1614.57+___.5001 285 3.571 09981 f 20918 .160 1 115111 T1651115+675 1 4251 725 12000001_ 1,366] 5311875.4381 144.261 139.02' 72.38 0.52,494.93 0.727 ' -- i SPF#2 4 1.5 ' 5.5 I 16 � 191 41.511. 10201 3.571 0.99103287.1 T 1.60 171.15 X1.3 11.10 1.151.875 I 425 � 1150 1,400,000 2,09 5311454751 244.40; 235.32 184.85 0701340.83__ 0.500 H-F#2 1 15 1-5.5 1 16 1 191 41.51 9451 3.577 0.9939 3132.4 1 1.60 1 1.15 11.3 1 1.1011.151 850 1, 405 1 1300 1,300,0001 2,0331 506 1644.51 226.94T 220.141 152.73 0.691340.831 0.513 Page 1 180 Nickerson St. WEI ENGINEERING Suite 302 Seattle,WA 98109 / Date: - • M6/285-4512 Prcqect: ;( *.- * FAX: Page Number: (206)285-0618 20tVC, p5r ( /5ov poop (0*(1_5:1-g) Lava_ FuL ,2, 366- CO We_ (4-0 — 36S LA. — 2„ hop favritt 24yew) 71). 19,1>PSr LOOly40 LIU° vc, t= zr I_ 18( 651C-*-yc .),---4.5-. IPS 45: 44. e or - alitikote- 0- q30 inwo 7-& 1.trit 4 41 g-ovorx 19v ilk *- irtz- 2. .16 ( 13e Sere_ Mj 1.5 4.044 Structural Engineers 180 302.Nicken St. NM E N G I N E E Ft i [V G Suite:l{l2 I N C. Seattle,WA Project: Date: 1 -/41-‘141,;(1 98109 (204} 28S-4512 Clint: SIMS 1 `14� ,4 ' Page Number: (206) 285-0618 P % PT)Ve. k ‘,1/A1-UtS rte-- tt 6,w- '3 o e S..? t '65,1-t.1(4tils 611011S) 3dic 7,9-0 tTr. . 2.16P) - r. I : ) lZ 145-F-) 8.0 ' _ 2} =: i . s J a2 e' -- 115 oc-vvi Atme4,-Tr. 1k iv 744 )(1' ."1 Structural Engineers 180 Nickerson St. C T E N G I N E E R I N G Suite 302 Seattle,WA - INC. 98109 C..../*, ��,('�� G L(J p k as G Date: 9-V 2 p . Project: ADS) 7 1' • (206)285-4512 • ' /J�j FAX: Client: 2012 t ot/C� �i)PW`J S Page Number: (206)285-0618 Ii i- vg _ - W ttO ' 42Y(4P $.X •g- 3 �, . ,,. ., s_ 4.x.14'} , - .(_ t y 1 } /_t7 1, (,_ 2 .S. go -- -_ - ; r_ � - - v - ' t ,r1 -A 1547 t �- 12 . 2; —, 1 6._ JtQi - 1t t >ry, t E - r l > i. _. R _ a 3 : y --- f -P � -�#3 i W�l�o : i i r -� - ���� J ^ i - 1 i- -r - dot' .7r4.'6T v '1 C"' V '� + .. MSP ' , I- (o$ 4 7t, 1%.7l T /232 ,' { ._,_ .. i Design Maps Summary Report Page 1 of 1 igusGs Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III j, ; �"1 iaverton � - , , ',;7,, ,' '----,-- e *1...',Thr -----'v" ':„",,,,-/„I 1:'-'"'';' q----,„7.-- --,-'- -' si - e*3 "" 17-;'"'' ',,4„.7,,i1,, 210 igar '''---'-t. (9 , :',,,,4141, ,:,,,,,,,r;, 7. ,. , s;1''''1:r' K Lake Oswego 1 'a„ '"., a 0 �x " l segoCity . t3 ` ... ' , .. 4 1 atir � =Y �r • at: ' 0 Rtap ue` 34, e" data. " y, i5 i1P amW y USGS—Provided Output S: = 0.9728 SMS = 1.0808 Spy = 0.7208 Si = 0.423 g SM, = 0.667 g Spi = 0.445 g 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. olrs MCERResponse Spectrum Design Response Spectrum 1,10 0, 0,00 0,00? 0.04 014 Ilk 41.44 0.40 An _44 0.33 fl 024 tt z 010 0.00 loo 010 2.00 1 20 L00 1-C4 1'00 Period.Ilc) p+eri T(!F ) 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 EQUIV.LAT. FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 2610 Sips= 0.74 h„ = 18.00(ft) SD,= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.45 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(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) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„x = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 18.00 18.00 1190 0.022 26.18 471.2 0.55 2.91 2.91 2nd 8.00 10.00 10.00 1360 0.028' 38.08 380.8 0.45 2.35 5.25 1st(base) 10.00 0.00 SUM= 64.3 852.0 1.00 5.25 E=V= 7.36(LRFD) E/1.4= 5.25(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fr,„ = DIAPHR. F; E F; w; E w, Fax = EF, *wPX 0.4*SDS*IE*wP 0.2*SDS*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. FPX Min. Roof 2.91 2.91 26.2 26.2 3.90 2.91 7.79 3.90 2nd 2.35 5.25 38.1 64.3 5.67 3.11 11.33 5.67 1st(base) 0.00 0.00 0.0 64.3 0.00 0.00 0.00 0.00 Page 1 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#14189:Plan 2610 N-S 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 56.0''ft. V Wt. Wind Speed 3 Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3sec 0.1= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1,0f N/A N/A Roof Type= Gable : Gable PS30A= 28.6 '' 28.6',psf Figure 28.6-1 Ps3o a= 4.6 - 4.6 psf Figure 28.6-1 psao c= 20.7 20.7,'psf Figure 28.6-1 Ps3o o= 4.7 4.7 psf Figure 28.6-1 N= 1.00 1.00' Figure 28.6-1 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) A*Kz,*I : 1 1 Ps=N*Kzt*I"Peso= (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) Ps c= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand caverage= 24.7 24.7 psf (LRFD) Ps Band Deverage= 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`, 0.71 0,71 16 psf min. 16 psf min. width factor 2nd---> 1.00 0.71 wlnd(LRFD) wlnd(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac A5 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 0 144 0 168 0 102.2 0 374.9 Roof --- 18.00 18.00 4.0 48 0 56 0 48 0 125 0 6.7 10.4 3.98 3.98 6.19 6.19 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 17.48 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 650 AF= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 kips(LRFD) klps(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 2610 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/Method1(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 0.00 0.00 6.66 6.66 10.40 10.40 2nd 8.00 10.00 10.00 0:00 0.00 0.00 0.00 3.74 10.40 8.06 18.47 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 18.47 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 6.66 6.66 10.40 10.40 5.16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 18.47 V(n-s)= 8.06 V(e-w)= 14.30 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 2610 SHEATHING THICKNESS tsheathing = 7/16"' NAIL SIZE nail size=,0.131"dia.X 2.5"long STUD SPECIES SPECIES='H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ' ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 + 980 456 1370 637 P21280' 595 . 1790' 832 2P4 _ I 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 orW 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#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 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 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 LDLeff. Co w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Line U,,,n OTM ROTM Unet U.rn Veum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39.5 f39.5 1.00' 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 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 0.00G 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 1.00G 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0.00f1 0.00 0.00 0.00 0.00 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** 595 37.5 37.5 1.00' 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 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. 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EVwind 5.16 EVEQ 2.91 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#14189:Plan 2610 Diaph.Level: 2nd Panel Height 9 ft. Seismic V i= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V i= 8.06 kips 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 LOL eff, C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet US„,„ OTM ROTM U„et Us„,„ U,,,,„ 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. 1(301** 595 23.0 23.0 0.77f 0.15" 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 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, gar left 85 16.5 16,5 1:00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 9 P6TN P6TN 11 1.32 10.27 -0.57 -0.57 1.63 12.25 -0.67 -0.67 -0.57 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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. rightl** 595 37.5 37,5 0.95' 0,15` 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. right2 0 0.0 0.0 1.00E 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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. 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 rr 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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 1.001 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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 1360 97.0 89.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVw,nd 8.06 EVEo 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to bank-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height=- 8 ft. Seismic V i= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 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 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 Logy ex. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM U„0 Us m OTM RoIM U„a1 Urn U, „ 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. left 1 595 '139.5 39.5 1.00' 0.15f' 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 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 0 0.0 ': 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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. rightl** 595 '37.5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert 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. nght5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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' 0.00f1 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00f 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00': 0.00ff1 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 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 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EV„,;,,d 5.16 EVEo 2.91 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#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind 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 eB, C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet tJ m OTM RoTM Unet Usu, U,,,„, 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. left 1** 595 23.0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 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. gar left 85 3.5 5.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 0.78 54 P6TN P6TN 52 1.32 0.66 0.23 0.23 1.63 0.79 0.30 0.30 0.30 - - 0 ': 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0 0.0 0,0 1.00'; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00`1 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 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. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 E_0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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 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 0 0.0 0.0 1.00 0.00f1 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 f 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 10,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- 0 0.00 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 1360 84.0 76.8=Leff. 2.90 5.16 2.35 2.91 1.00 V„;d 8.06 EVEQ 5.25 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#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Design Wind E-W V i= 8.06 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 kips Sum Wind E-W V i= 8.06 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 LOLeC. Co w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM U„ei Ueum OTM RoTM U„et Urn U,,rn HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 595 8.5 17.0 1.000.15 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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 1.00ffi 0,00G 0.00 0.00 0.00 0.00 1.00 0.00 0 •-• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00.' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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 Gar Rear 0 ',, 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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* 595 26.0 26.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 73 P6TN P6 155 15.11 25.49 -0.41 -0.41 32.23 30.42 0.07 0.07 0.07 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 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 0A 0.0 1.00' 0.006 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 34.5 34.5=L eff. 8.06 0.00 2.91 0.00 EVwlnd 8.06 EVEQ 2.91 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#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind E-W V i= 6.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind E-W V i= 14.30 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.30 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 eff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Us„mOTM ROTM Unet Usurn Usurn HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p10 (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 595 5.5 17.0 1.000.15 2.24 4.03 0.84 1.45 1.30 1.00 542 P2 2P3 1140 26.85 3.53 4.83 6.06 56.41 4.21 10.80 14.08 14.08 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 Front 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 10cs 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.001 0.00 0.00 0.00 0.00 0.00 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 Kit/Gar 980 8.3 16.0 1.00' 0.15 3.69 0.00 1.39 0.00 1.00 1.00 217 P6 P4 444 16.22 5.01 1.47 1.47 33.19 5.98 3.56 3.56 3.56 0 0.0 0.0 1.00 0.00= 0.00 0.00 0.00 0.00 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 0 3.5 26.0 1.00 0.75 0.00 4.03 0.00 1.45 1.00 0.78 694 2P4 2P3 1151 17.00 17.16 -0.06 -0.47 36.26 20.48 5.57 5.64 5.64 - - 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 Gar Alley 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.89 44 P6TN P6TN 80 1.41 1.21 0.06 0.06 2.88 1.44 0.43 0.43 0.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00f 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.006 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0.00G 0.00 0.00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 1660 21.3 21.3=L eff. 6.25 8.06 2.35 2.91 EVw;nd 14.30 EVEQ 5.25 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#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 1450.0,' pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0 pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds > v hdr eq= 85.3 plf > A H head= A v hdr w= 237.1 plf 1.083 v Fdragl eq= 363 F2 eq= 363 • Fdragl w= '08 F2 - 1008 H pier= v1 eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5.0 v1 w= 474.1 plf v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= : F4 e.- 363 feet A Fdrag3 w=1008 F4 w= 1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 plf P6TN 2.0 EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 v UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 0 4 0 4 ► Hpier/L1= 1.18 ► Hpier/L3= 1.18 L total= 17.0 feet JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID:Front Lower LIV* Floor Level w dl= 150 plf V eq 840.0 pounds V w= 2240.0 pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds ► ► v hdr eq= 134.7 plf ► A H head= A v hdr w= 368.8 plf 1.083 V Fdragl eq= 775 F2 eq= 775 A Fdragl w= 1 F2 -2121 H pier= v1 eq= 416.4 plf v3 eq= 416.4 plf P3 E.Q. 5.0 v1 w= 1140.0 plf v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= 7 F4 e.- 775 feet A Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 plf P6TN 3.0 EQ Wind v sill w= 368.8 plf P4 feet OTM 20800 56950 R OTM 10747 13005 v • UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2;8` L2= 11.5 L3= 2.8 Htotal/L= 0.53 4 0 4 104 ► Hpier/L1= 1.82 ► Hpier/L3= 1.82 L total= 17.0 feet JOB#:CT#14189:Plan nil). ID:Rear Upper 8023` .i 1,, Roof Level w d1= 154;' plf V eq 1450.0.: pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= 4030.0 pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds ► v hdr eq= 55.8 plf A H1 head= vhdr= 155.0 plf H5 head= W 1 :4' Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 i 1 A Fdragl w= ••.5 Fdragl .- 532.8 FdragS w= .8 Fd-•;w=72.7 , H1 pier= v1 eq= 90.6 p# v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4.0 v1 w= 251.9 p# v3 w= 251.9 plf v5 w= 251.91 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 y Fdrag3= • .1 Fd=...- 191.7 feet A Fdragl w= 169.5313 Fdragl w=532.8 Fdrag7eq= :1.7 Fdrag8e. 26.1 v P6TN E.Q. Fdrag7w=532.8 Fdrag8w=72.7 A P6 WIND v sill eq= 55.8 plf Hl sill= (0.6-0.14Sds)D 0.6D vslllw= 155.0 plf H5 sill= 3.0 EQ Wind 3 0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 • v UPLIFT -471 208 v Up above 0 0 Up Sum -471 208 H/L Ratios: L1= = 3.5. L2= 5.0 L3= 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 iii iii 1.41.4 ►4 w Hpier/L1= 1.14 Hpier/L3= 0.36 < L total= 26.0 feet Hpier/LS= 2.67 0.90'.L reduction LIRoseburg J6 M2610 AIJN ISOp:50pm A l must Products Comoan> 1 of I :1S Beam 2016.4.0.5 nnBeamEngine 4.13.19.1 VlateriaLs Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 II' ir' / / 14 0 0 12 0 0 9 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1336# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 413# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 382#(238p)f) 103#(65p1f) 2 1028#(642p)f) 308#(193p1f) 3 334#(208p1f) 79#(50p1f) Design spans 13' 9.375" 11' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1409.'# 2820.'# 49% 5.73' Odd Spans D+L Negative Moment 1730.'# 2820.'# 61% 14' Total Load D+L Shear 698.# 1220.# 57% 13.99' Total Load D+L End Reaction 485.# 1151.# 42% 0' Odd Spans D+L Int.Reaction 1336.# 1775.# 75% 14' Total Load D+L TL Deflection 0.2243" 0.6891" L/737 6.42' Odd Spans D+L LL Deflection 0.1847" 0.3445" L/895 6.42' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L.HENDERSON Strong 'ie Copyright(C)2010 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS 'Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteriator Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 lesign must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 5nR-RF)R-9662