Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (15)
'I) 7 25)1 - 000 fl 173143 -\„) rare5i- 140/1a6 EMIE N G I N E E"R I N G Structural Engineers , 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) aaa.a ca.. v �e4 #15238 DEC2 L 2 0 2016 Structural Calculations CITY FW ARD 1;',UIL i G DIVISION R• Iver Terrace a o PRp, 1 �GINF,�� Plan 3410 60 W 4,, Elevation A ' . , ~` �REG�iN�� Tigard, OR _ : 1G1\\C'c Design Criteria: 2012 IBC (ORSC, OSSC) 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 ENGINEERIICG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawispace 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. 1 SHEET TITLE: IDEAD LOAD SUMMARY ROOF Roofing 35 psf Roofing,-future 00'psf 5/8"plywood (O S'B) 22 psf Trusses at 24"o.c.' 4 0 psf Insulation 10 psf (1) 5/8"';gypsum ceiling 2.8 psf Msc.IMech. 15 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4'0`psf NO gypsum concrete 00 psf 3/4"plywood(�S,B.) 27'psf joist at 12" 25'psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2`.2 psf Msc. 26 psf FLOOR DEAD LOAD 15.0 PSF (-11 r '2)2X10 HDR 4X10 DR ceRB.a l ®m RB.a2 ems 1 (2,0 m4 lx u • !j • l 33I 1`• 1 EI ,II II it I i( 3l ( 1, 1 E ! i ( n I J E Q ii V7 U r'1 n II] ri cr Rs0 ` i1-- u) quo �o z� W ! I-. 0-- W E CV m 0 Q 1 / '. E0 i'n �r 0 F2:1x - E I 1_;._ 1'. • • RB.a6 ...1.– ;2)2X10 HDR I •; • Gil GT.aI _,`— J 1 !( RB.a5 MIN..I HDR GABLE ENDI TRUSS 1\ L 1 III CONNECT TO ROOF FRAMING BELOW PEan 34V ©A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL P6 8 S1.2 MST37 MST37 3'':, ,:.tra f` ., •asz$c fs,MM s,. ,arr? `"_: . ,.t.0 . 3. ... s /P'( 'N ' 1 M a 11 n O I3 i 11 i U E_ 1 f cr-D) l• ii a 1111 r : r 1 I 3 J 1 r 1; /f THIS P6 t Fri �i SIDE . 1 I �n • THIS rv;\ ' Nov SIDE J ! 7> I 3 :t- r rr L r r 3 z 1� H�: Di: k: J 11 f. 6' Fgi • MST37 MST37 i tai: 511. i I) .2 Walk qMP MST37 MST37 * S1.2 - 11],zn 341 OA UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL P3 0 ® . STHD14 STHD14 ,,, , • 8 i S1.2 . --!.- -0..... '''":4-4X.1 0 HDR.... i' / STHD .4..... 12 HDR, - 7Hp14 ... �. (t Ho: 2)2X8 HD' 2)2X8 HDR ( : : 2) X HDR; ,. f —L' - - l \l (2) KING STUDS A= L li _ 1: Li":i STUD t c ,� I i 11, EACH SI.7E MIN. t,�0�, [......j 1P 'FIX •B0 7 -- H i %1j: • (v L.(I� 1_ ,3 L.. 7 , , w -.a:„,: HA £; I, ;.F,. .,. U p I —JN U E c. i FIXTU'ES I 1 a ABO co X W , CV e _ cv f 'T.,...,,T...: e AXING FALL -- . ' LS 3YzX1.`I ' 8... .... QQ I QQ L5L '/,X14 FB I THIS •-<i es:— i W , a_w_A�..w..�.....�_n SIDE P6 • I 1 ` -� ,.� I �' .: - _ ---�II� — qi rn I 1 B.7 1 r-- I I 7,e THIS 11 1 I • xl 11 s�SrFAIR `t e m SIDE > I I fi y1'I [RA7 I x I ' I I I2. • /� I 1 B 8 II B.9 J Eil 1 i '•5 D14 ... . -NW • STHD14 ].101111W.., LEL 13/4X14 F8 . .._....- �1 TOP8OF CLOSET 1 I .., I I . I s '/ \ II. I 1 L_ I \ J w I .. ,, Z _ .... , , ... ... ._. .,.! Es, ,..: _O .11- A I -i oo a O I a� v�:• Nm I A F I m I `. _.:m®� . _ C v e... ' I a.1.14........,-;...... I mss. •, • 1 --- — 1 _ — ��� • 1 1Z I RIM POA Dm •I NL.. I :.11 w B 17 CT AB] GT • 2X8 -. o c-• ..-•$. I'�` e' 2 2X8 HDR �, � I © 3Y2 9Yz � - ��`I ::.: ID FLOOR �� I 18 L 11 v��.B MST3STICK FRAME I S TO RIM Q ; I¢ <I� 56.1 ,�� - ' - TO UPPER TRUSS 3 EXTEND •, . . I- T, !LI'. ----- ..-:.I' A `,:: I P CHORD�I �:< B'7 - ___'�s�1.� - ' I 1 CONNECT ®...... al.... ■�: �� A { FRAMING p STHD14 "ie" - ,- STHD14 .. �e '. [...7.:;'.v...--.•:I, :.j'�. .. I 0 1'.''®STRUCTURAL FACISA STICK'FRAME"-:.: �� © 6I 18 • ;Pe— I • A10 S• • • ! 12171 l I 2X8-FIS' 1 __ l GABLELEND_HUBS n I '.__L_ J L_,,T.. • I . . e . : • . . . . ..• • : . .. • • . • . • . : .. ". . . . ,• , PLATE HEIGHT AT UPPER LEVEL: 8'-1" PLATE HEIGHT AT MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3410A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL 34'-0" i 1S-02" 4'-6" 13'-3" ♦ ry I{r r j THICKENED e I SLAB EDGE i O 3K" CONC. SLAB 8 '7, 0 0' S 8 �S1.2 --�i ;� I ®51.2 _SIHD14 _ _ _SIHDIL4 ,',.-_/S.ILtD14i. �I1iDL4__ -i i(i T o '� Y r 1 Y r 1 % LU LTJ 5:12a L�J ® , , T. D1 I o I I j-18X1BX10 FTC �T W/(2)#4 EA. WAY -A4 r a -- TYR U.N.O. L*J L*J iI I I 9Y:"TJI'S a rr-I I-T-I ®16"O.C.U.N.D. a Li L.J J ° • w la Ea INSTAI L SYSTEM TO N a Lo,1m m.m r-{ INSTAI ADEQUATE ',it DRAINAGE BENEATH I-11 f4-1- / o .� r.,_,. SLAB ON GRADE AND p p CRAWL SPACE r4, r4, CONDITIONS L J L J 30X30X10 FTG o I11, 6-3 4•-2y,"W/(32i 3/4 #4 EA.WAY9.-0 -GLAD WALL POST UP CI)THIS f'4P�FTG. 1 POST UP SIDE L POST UW 1 I I THIS . �- �--i I I +------------�- SID P6 • L1J I , I LTJ 7 � I r,uRN � �sa"�� l ♦ ♦ e II 2•_3• I I 10'-DY4" i' �s --I i� krT I 1 I I POST UP a THD14 ® P4 ,.11/Thi 4 I 1 J � I 3Y1" CO'C. SLAB r I— a" (�5� POST UP-- 1 1:1--POST UP D1 n I i I 7^ 0 ot 0 a 1 O � I POST UP L• a{ POST UP 9'-5)/2" 3 D 1 Lam/ -0'-2Vi y / -3z1Y=BLOCK OUT 1 LSL 3)9X934 L_ J F Id 0 STEM WALL TYP. POST UP •-•I o //F'f-- 18 I I L _ 56.1 J I _ __ STRAP 1B IIT 1_ 1 ABOVE L Ark ♦ ♦ 56.1 L r ♦ _ , FIXTURE o STH074 STH014 ABOVE 31/2 cip c. SLA0 7 P3 j _ SLOPE Y9"__J L J 61/9• TOP OF SLAB -10" TOP OF STEM WALL 1'-10" 16'-3" 2'_4y• 6'-6" r-OY2" 34'-0" CRAWL SPACE VENTING: FRAMING CONTRACTOR SHALL REQUIRED: 965 SF/150=6.43 SF=926.4 S0. IN. VERIFY HOLDOWN LOCATIONS PRIOR PROVIDED: 942.5 SQ.IN. - 13 VENTS 0 72.5 SQ.IN. TO POURING FOUNDATION. LOCATE VENTS WITHIN 36"OF CRAWLSPACE CORNER, UNLESS NOTED. SEE D1 CRAWLSPACE NOTE FOR q GROUND COVER INFO. Dan 3410A FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:23PM, 20 OCT 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 14252_Plan_3410.ECW:ROOF FRAMING Description 3410A GT REACTIONS Timber Member Information GT.a 1. Timber Section 3.125x15 Beam Width in 3.125 Beam Depth in 15.000 Le:Unbraced Length ft 0.00 Timber Grade bougles Fir,24F- ' V4 Fb-Basic Allow psi 2,400.0 Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.150 Member Type GluLam Repetitive Status No Center Span Data Span ft 14.75 Dead Load #/ft 300.00 Live Load #/ft 500.00 I Results Ratio= 0.8072 �Mmax @ Center in-k 261.07 @X= ft 7.37 fb:Actual psi 2,227.8 Fb:Allowable psi 2,760.0 Bending OK fv:Actual psi 157.1 Fv:Allowable psi 276.0 Shear OK [eactions @ Left End DL lbs 2,212.50 LL lbs 3,687.50 Max. DL+LL lbs 5,900.00 @ Right End DL lbs 2,212.50 LL lbs 3,687.50 Max.DL+LL lbs 5,900.00 Deflections Ratio OK Center DL Defl in -0.202 UDefl Ratio 876.5 Center LL Defl in -0.337 UDefl Ratio 525.9 Center Total Defl in -0.539 Location ft 7.375 UDefl Ratio 328.7 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 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 14252_Plan_3410.ECW:ROOF FRAMING Description 3410A ROOF FRAMING Timber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.aS RB.a6 RB.a7 Timber Section 2-2x10 3-2x10 2-2x4 2-2x4 2-2x6 2-2x10 2-2x4 Beam Width in 3.000 4.500 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 3.500 3.500 5.500 9.250 3.500 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 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Kern 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 6.50 5.50 4.50 6.50 5.50 3.00 Dead Load #/ft 300.00 315.00 60.00 60.00 60.00 300.00 60.00 Live Load #/ft 500.00 525.00 100.00 100.00 100.00 500.00 100.00 Results Ratio= 0.7891 0.7072 0.8084 0.5412 0.5276 0.7891 0.2405 Mmax @ Center in-k 36.30 53.23 7.26 4.86 10.14 36.30 2.16 @ X= ft 2.75 3.25 2.75 2.25 3.25 2.75 1.50 fb:Actual psi 848.5 829.6 1,185.3 793.5 670.4 848.5 352.7 Fb:Allowable psi 1,075.3 1,173.0 1,466.3 1,466.3 1,270.8 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 85.6 75.6 56.3 44.8 40.8 85.6 27.7 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 @ Left End DL lbs 825.00 1,023.75 165.00 135.00 195.00 825.00 90.00 LL lbs 1,375.00 1,706.25 275.00 225.00 325.00 1,375.00 150.00 Max. DL+LL lbs 2,200.00 2,730.00 440.00 360.00 520.00 2,200.00 240.00 @ Right End DL lbs 825.00 1,023.75 165.00 135.00 195.00 825.00 90.00 LL lbs 1,375.00 1,706.25 275.00 225.00 325.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,730.00 440.00 360.00 520.00 2,200.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.033 -0.089 -0.040 -0.045 -0.024 -0.008 UDefl Ratio 2,748.6 2,378.8 744.5 1,359.3 1,750.2 2,748.6 4,587.6 Center LL Defl in -0.040 -0.055 -0.148 -0.066 -0.074 -0.040 -0.013 UDefI Ratio 1,649.2 1,427.3 446.7 815.6 1,050.1 1,649.2 2,752.5 Center Total Defl in -0.064 -0.087 -0.236 -0.106 -0.119 -0.064 -0.021 Location ft 2.750 3.250 2.750 2.250 3.250 2.750 1.500 UDefI Ratio 1,030.7 892.1 279.2 509.7 656.3 1,030.7 1,720.3 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber KW-0602997,Ver5.8.0,1-Dec-2003 p imber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:Floor Framing Description 3410AC FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 B.4 B.5 B.6 B.7 Timber Section 4x10 2-2x8 2-2x8 6x12 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 5.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 11.500 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 5.25 3.50 3.00 6.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 180.00 165.00 15.00 15.00 165.00 Live Load #/ft 400.00 400.00 480.00 440.00 40.00 40.00 440.00 Dead Load #/ft 400.00 400.00 415.00 415.00 175.00 175.00 Live Load #/ft 500.00 500.00 525.00 525.00 125.00 125.00 Start ft End ft Results Ratio= 0.9671 0.8643 0.7007 0.7804 0.5225 0.1555 0.6691 Mmax @ Center in-k 59.95 26.64 21.60 97.91 16.11 4.79 177.87 @ X= ft 2.62 1.75 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 1,201.1 1,013.8 821.9 807.7 612.9 182.4 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,035.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 125.6 114.8 99.3 84.8 52.8 22.0 108.9 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,443.75 962.50 892.50 1,885.00 522.50 285.00 1,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453.75 247.50 3,080.00 Max. DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 976.25 532.50 4,235.00 @ Right End DL lbs 1,443.75 962.50 892.50 1,885.00 522.50 285.00 1,155.00 LL lbs 2,362.50 1,575.00 1,507.50 3,136.25 453.75 247.50 3,080.00 Max.DL+LL lbs 3,806.25 2,537.50 2,400.00 5,021.25 976.25 532.50 4,235.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.025 -0.015 -0.009 -0.021 -0.032 -0.003 -0.115 UDefl Ratio 2,475.1 2,801.2 4,111.7 3,734.5 2,089.6 12,876.3 1,461.3 Center LL Defl in -0.042 -0.025 -0.015 -0.035 -0.027 -0.002 -0.307 UDefl Ratio 1,512.6 1,711.8 2,434.3 2,244.6 2,406.2 14,827.2 548.0 Center Total Defl in -0.067 -0.040 -0.024 -0.056 -0.059 -0.005 -0.422 Location ft 2.625 1.750 1.500 3.250 2.750 1.500 7.000 UDefl Ratio 938.8 1,062.5 1,529.1 1,402.0 1,118.4 6,891.5 398.5 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 )1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 B.11 B.12 8.13 8.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x9.250 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x16.000 Beam Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 Beam Depth in 7.250 14.000 14.000 9.250 14.000 14.000 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E iLevel,LSL 1.55E Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.50 9.00 9.00 3.50 5.50 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00 100.00 Dead Load #/ft 220.00 220.00 45.00 Live Load #/ft 200.00 200.00 120.00 Start ft 9.000 End ft 16.500 Point#1 DL lbs 3,815.00 2,658.00 2,016.00 LL lbs 5,233.00 3,688.00 2,614.00 @ X ft 1.750 2.750 9.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 250.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,658.00 LL lbs 3,688.00 @ X ft 0.500 Results Ratio= 0.5609 0.6033 0.4364 0.8709 0.1573 0.8424 0.9075 Mmax @ Center in-k 15.04 80.19 2.70 101.07 24.05 128.76 362.33 @ X= ft 2.25 4.50 2.02 1.75 2.75 2.75 8.98 Mmax @ Cantilever in-k 0.00 0.00 -66.70 0.00 0.00 0.00 0.00 fb:Actual psi 572.1 1,402.7 1,166.7 2,024.9 420.7 2,252.3 2,426.3 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 224.6 51.4 245.7 135.7 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK -Reactions @ Left End DL lbs 303.75 810.00 -137.67 2,065.00 687.50 2,016.50 2,313.07 LL lbs 810.00 2,160.00 360.00 3,036.50 770.00 2,614.00 2,217.73 Max.DL+LL lbs 1,113.75 . 2,970.00 222.33 5,101.50 1,457.50 4,630.50 4,530.79 @ Right End DL lbs 303.75 810.00 3,815.67 2,065.00 687.50 2,016.50 2,680.43 LL lbs 810.00 2,160.00 5,232.89 3,036.50 770.00 2,614.00 2,946.27 Max.DL+LL lbs 1,113.75 2,970.00 9,048.55 5,101.50 1,457.50 4,630.50 5,626.70 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beare & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.029 -0.017 -0.008 -0.034 -0.336 UDefI Ratio 5,369.5 2,521.1 3,770.6 2,426.9 7,953.4 1,943.2 590.1 Center LL Defl in -0.027 -0.114 0.027 -0.025 -0.009 -0.045 -0.362 UDefI Ratio 2,013.6 945.4 4,023.1 1,690.9 7,101.3 1,469.7 546.6 Center Total Defl in -0.037 -0.157 0.055 -0.042 -0.018 -0.079 -0.698 Location ft 2.250 4.500 5.544 1.750 2.750 2.750 8.448 UDefl Ratio 1,464.4 687.6 1,949.4 996.6 3,751.6 836.8 283.8 Cantilever DL Defl i , -0.064 Cantilever LL Defl in -0.069 Total Cant.Defl in -0.133 UDefI Ratio 543.2 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 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 14252_Plan_3410.ECW:FIoor Framing Description 3410AC FLR FRMG 3 OF 3 Timber Member Information B.15 6.17 B.18 B.19null Timber Section Prllm:7.0x18.0 2-2x8 2-2x8 4x10 Beam Width in 7.000 3.000 3.000 3.500 Beam Depth in 18.000 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade 'osboro,Bigbeam Hem Fir,No.2 Douglas Fir- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No enter Span Data Span ft 20.00 3.50 2.00 12.00 Dead Load #/ft 150.00 415.00 60.00 105.00 Live Load #/ft 400.00 525.00 100.00 175.00 Dead Load #/ft 400.00 Live Load #/ft 500.00 Start ft End ft 10.500 Point#1 DL lbs 2,016.00 LL lbs 2,614.00 @ X ft 10.500 Results Ratio= 0.6827 0.5603 0.0338 0.9756 Mmax @ Center in-k 890.34 17.27 0.96 60.48 @ X= ft 10.08 1.75 1.00 6.00 fb:Actual psi 2,355.4 657.2 36.5 1,211.7 Fb:Allowable psi 3,450.0 1,173.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 149.8 74.4 4.4 67.9 Fv:Allowable psi 345.0 172.5 180.0 207.0 Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 5,555.10 726.25 60.00 630.00 LL lbs 9,113.52 918.75 100.00 1,050.00 Max.DL+LL lbs 14668.62 1,645.00 160.00 1,680.00 @ Right End DL lbs 3,660.90 726.25 60.00 630.00 LL lbs 6,750.47 918.75 100.00 1,050.00 Max.DL+LL lbs 10411.37 1,645.00 160.00 1,680.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.254 -0.011 -0.000 -0.133 UDefl Ratio 946.7 3,712.4 169,372.5 1,085.7 Center LL Defl in -0.423 -0.014 -0.000 -0.221 UDefl Ratio 567.9 2,934.6 101,623.5 651.4 Center Total Defl in -0.676 -0.026 -0.000 -0.354 Location ft 9.760 1.750 1.000 6.000 UDefl Ratio 355.0 1,639.0 63,514.7 407.1 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 Description SF RESli:_DE', L_ Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joust Page 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:CRAWLSPACE FRAMING Description 3410 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Lard1,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 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @X ft Point#2 DL lbs LL lbs @X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max. DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Defl in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 TJI JOISTS and RAFTERS i 1 -----------F------------.------ ------__-,__..___.,----}--____.-__..__--------------_-_r--Code 1 Code j Code hI ' Suggest Suggest Suggest; Lpick E Lpick Lpick I Lpick Joist 1 b i d 1 'Spa. LL DL ; M max V max: El L fb 1 L fv L TL2401 L LL360, L max ; TL deft. LL deft. I L TL360 L LL480 1 L max; TL deft ITL deft LL deft LL deft. size&grade 1 width(in.)1 depth(in.); (in.) (psf) (psf) 1 (ft-lbs) (psi) , (psi) (ft.) 1 (ft.) (ft.) 1 (ft.) ' (ft.) 1 (in.) (in.) (ft.) (ft.) (ft) (in.) 1 ratio (in.) 1 ratio I i 9.5"TJI 110{ 1,751 9,51 19,21 40 15 2380 12201 1 40E+08 14,71 27.73 15.231 14,80; 14.711 0,661 0.481 13.31 13.45111::1111111:13731:.' 0.441 360 0.321 495 9.5"TJI 110; 1,75' 9.5 16; 40 151 2380 12201 1,40E+08 16.11 33.27 16.19; 15.73 15.73 0.721 0.521_] 14.14 14.291111111::!.:14,14H 0.471 360 0.34 495 9.5"TJI 1101 1.751 9.5 121 40 151 2380 12201 1,40E+08 18.61 44.36 17.82; 17.31 17.31 0.791 0.581 1 15.57 15 73 15:57 0.52; 360 0.381 495 9,5"TJI 1101 1.751 9.5 9.61 40 151 2380 12201 1.40E+08 20.801 55,45 19,191 18.641 18.644. 0.851 0,621 16.77 16 94 16:77 0.561. 360 0.41 495 I 1 1 ' 9,5"TJI 110; 1.75 9.51 19.2':, 40 101 2500 1220; 1.57E+08 15.811 30.50 16.341 15.371 15.37 0.641 0.511 1 14.27 13.97111,111.1::11:11171.3.97,...,1. 0.441 384 0.35 480 :9.5"TJI'110 1,75 ': 9.5 16 40=. 10 11 2500 1220 .1.57E+08 17:32: 36.60. 17,36 ;16.34 16.34 0.68 0,54 1;5,17 14.84 14.84 0.46 384 0.37 480 95"TJI 1101 1_751 9.51 121- 40 101 2500 1220! 1.57E+08 - 20.001 48.80 19,11; 17.981 17.98 0.75 0.601 l 16.69 16.34 gg.io6:34 0.51' 384 0A1 480 9.5"TJI 1101 1.751 9.5 9.61 40 101 2500 1220' 1.57E+08 22.361 61.00 20.581, 19.371 19.37. 0,81 I 0.651 17.98 17.60 17 60 0.55: 384 0.44; 480 9.5"TJI 210; 2.06251 9.5 19.2; 40 101 3000 13301 1.87E+08 17.321 33.25 17.321 16.30 16.30 0.681 0.54! 1, 15.13 14.81 14.81 0.461 384 0.37 480 - 9,5'TJI'210 2,0625 9:5 16: 40 : 10 3000 1330 ,,1.87E+08 1897 39,90 18.40 17,32 17.32 0.72 0.58 16.08 15.74 15:74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.51 121 40 10 3000 13301:_1.87E+08 21,91 53.20 20,26' 19,06 19.06 0.791 0.64' i 17.70-- 17.32 17:32 0.541 384 0.43 480 9.5"TJI 2101 2.0625 9.51 9.61 40 101 3000 1330. 1.87E+08 24.49 66.50 21,82' 20,53 20.53; 0.86 0.68 1 19.06 18.66 ', 18.66' 0.58! 384 0.47 480 9.5"TJI 230! 2.31251 9.51 19.21 40 101 3330 1330; 2.06E+08 18.25 33.25 17.89; 16.831 16.83 0.701 0.561, 15.63 15.29 15 29 0.48 384 0.381480 9.5"TJI'230 .2,3125 915 161 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 0.51HHH H384HHH:-0:41LHHH460 9.5"TJI 2301 2.3125 9.51 121 40 101 3330 13301 2.06E+08 23.08 53.20 20.92 19.691 19.69, 0.82 0.661 18.28 17.89 17.89 0.56.1 384 0 45 480 9.5"TJI 2301 2.3125 9.51 9,61 40 101 3330 13301 2.06E+08 25.81 66.50 22.541 21.211 21.21; 0.881 0.711 19.69 19.27 19.27 0.60; 384 0.48 480 I ; -- I ;- 1 I i _ F 1 . 1 i 1 . 1.875"TJI 1101 1.751 11.8751 19 21 40 101 3160 1560; 2.67E+08 17.78; 39.00 19,501 18,35. 17.78 0,671 0,541 17,04 16,67 67 16 0.52 384 0,421 480 11.875"TJI'110 1.75 11.875 16` 40 10 I,3160 1560 2.67E+08 :::::19.47:: :46.80 20.72 19.50 19.47 0,81 0,65 18 10 17,72 17.72 0:55 384 0.44 480 11.875"TJI 110 1.751 11.8751 121 40 101 3160 1560; 2.67E+08 22.491 62.40 22.811 21.461 21.461 0.891 0.721_ 19.93 19.50 19 50 0.611 384 0.491 480 11.875"TJI 1101 1.751 11.8751 9.6 40 101 3160 1560 2.67E+08 25.141 78.00 24.57 23.121 23.12 0.9610.771 21.46 21.01..:,:,:,:::::::::::::::21,,!1:11 0.66;1 384 0.531 4801 1 j 1 11.875"TJI 2101 22.06251 11.8751 19,21 40 101 3795 1655' 3.15E+08 19.481 41.38 20.61 19.391 19.39r, 0,81 0,651 I 18,00 17.62,H, :,:1'..,::17:62..,.. 0.55; 384 0.44 480 11:875"TJ1:1210 2.0625 11.875 16 4011 10 3795 1655 3:15E+06 21.34 49,65 21.90 20.61 20.61 0.86 0.69 119.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 2101 2.0625, 11.8751 121 40 101 3795 16551 3.15E+08 24.641 66.20 24.10 22.681 22.68i 0.95' 0.761 21.05 20 61 20.61 0 64 384 0.521 480 11.875"TJI 2101 2.06251 11.8751 9.61 40 101 3795 16551 3.15E+08 27.551 82.75 25.961 24.431 24.43; 1.021 0.811 22.68 22.20 22.20' 0,691 384 0.551 480 1 1 11,875"TJI 2301 2.31251 11.875, 19.21 40 101 4215 16551 3,47E+08 20,531 41,38 21.281 20.031. 20.031 0.831 0.671 18.59 18.20.":111:::::;"1.1L:1.:11_20:.: 0,57' 384 0,451 480 11.875 TJ1 1230 2 3125 . 11.875 16 40: 10 4215 1655 ,,3,47E+08 22.49 49,65 '22,62 21,28 I 21.28 0.89 0,71 19 76 19.34 „19 34 0:60 384 0.48 480 11.875"TJI 2301 2.31251 11 8751 12. 40 101 4215 1655; 3.47E+08 25.971 66.20 24.891 23.42 23.42 0 981 0.784_1: 21.74 21.28 21.28 0.67, 384 0.53; 480 1 + 11.875"TJI 2301 2.31251 11.875 9.61 40 10-1 4215 1655 3.47E+08 29.031 82.75 26.81 25.231 25.231 1.051 0.84+ 23.42 22.93 22.93: 0.724 384 0.57 480 1 1 I 1 i i. 1 ; 11.875 RFPI 4001 2.06251 11.875, 19.21 40 10; 4315 14801 3.30E+08 20.771 37.00 20.93; 19.69, 19.69 0.821 0.661 I 18.28 17.89 17.89 0.561 384 0.451 480 11.875 RFPI;400 2.0625: 11.875 16 40 10 4315 1480::3 30E+08 ::::::22:76: :::',1-4:40_, 22,24 :20,93 20.93 0 87 1 0,70 19 43 19.01 19,01 0.59 384 0,48 480 11.875"RFPI 400; 2.0625 11.8751 121 40 101 4315 14801 3.30E+08 26.281 59.20 24.481 23.03; 23.03; 0,96; 0.771 21.38 20.93 20.93: 0.651 384 0.521 480 11.875"RFPI 400, 2.06251 11.8751 9.61 40 101 4315 14801 3.30E+08 29.381 74.00 26.371 24.811 24.811 1.031 0.831 1 23.03 22.54 ,,..:..:22.54' 0.701 384 0.56; 480 Page 1' DoL+S CT#14189-Betahny Creek Falls , LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S - c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _ Cf(Fb) Cf(Fc) 1997 NDS -��- Cb 1�/aries) > Section 2.3.10 Bending Camp, Size Sizes Rep. Cd(F.12). Cb Cd (Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load(aK Plate Cd(Fb)CdFc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb) (Fc) psi -psi_-psi psi -psi psi psi psi psi psi _- psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993,4 1.00 1.15 1.1 1.05 1.15 675 405 600 1,266,000 654 506 966 515.42 441.22 439.37 1.00 0.00 0.000_ H-F Study 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0 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 0.9921 1993,4 1.00 1.15 1.1 1.05 1.15 675 405 600 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000_ H-F Stud 1.5 3.5 128.25 28.3 2070 0 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 600 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 8.2528.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 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 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 7251,200,000854 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 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 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 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 0.3652 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-M-1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 1,271 506 1644,5 1203,70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.516 7.7083 16.8 3287 0 0.2737 3287,1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5J 16 9 19.6 3287 0 0.3905 3287,1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 • SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0_00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16' 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00; 0.00 0.000 • Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (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 I D+L+W . c 0,80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _Y--- Cf(Fb)- Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp_ Size Size Rep. - Cd IFI?)._WCb Cd(Fc) Eq.3.7-1 _-- -_ NDS 3.9.2 Max.Wall duration duration factor factor use _ Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate CdSFb)Cd•LFc_) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb__--ID in. in. in. ft. _____pft. psf plf (Fb) (Fc) psi_--psi psi psi -psi psi psi psi psi psi- _psi Fb'(1-1C/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08_ 273.02 0.64_ 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 1,7 -195 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 1,366 506 840 378.09333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8,25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1,1 1.05 1.15 675 405 800 1.200,000 1,366 506 840 449.95- 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1,00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 ' 16 7.7083 26,4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 OFF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1_00 1.1 1_051.15675 425 725 1,200,000 1,366 531 761.25 378.09 328.30177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1,1 1.05 1.15 675 425 725 1,200,0001,366 531 761.25 378,09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16.• 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 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 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449,95 376.35 294.60 0.78 180.69 0.383 ,H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.5_8 0.119 .H-F#2 1.5 5.5 16 9 19,6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506,18 0,63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 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 tom# 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1,00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219,02 96.97 0.44 927.02 0.796 Page 1 • D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE (12-14) (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+W+S/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30 Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS - Cb Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd (Fc) Eq.3.7-1 - ---_- NDS 3.9.2 Max.Wall duration duration factor factor use _ Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd_fb).Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ in. in. In. ft. pit psf p{f (F12) (F) _psi psi psi psi psi -psi psi psi psi psi psi Fb1*(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 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 0.99692657.8 1.60 1.15 1.1 1.05 1.15_ 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0,596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 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 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 986 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 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 1,366 531 875.438 378.09 336.17 193.02 0.57447.52 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 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 825 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 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 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#21.5 5.5 16 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 11501,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.751089.25 850.16 531.23 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#4,14,11# 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE (12-15) (BASED ON ANSI/AF&PA NOS-199D 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+Wl2 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb)._ Cf(Fc) 1997 NDS Cb (Varies > Section 2.3.10 _ Bending Comp. Size Size Rep. Cd(FN Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spaces Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd(F)Cd (F) Cf Cf Cr Fb Fc perp Fc E Fb' Fc_perp' Fc* Fce F'c fc fc/F'c fb fb/ _ In. in. in. ft. pif pg_. plf (Fb) _(Fc) psi psi psi psi psi -psi psi psi_ psi psi -_ _psi Fb'(1.fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 • H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28,3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449,95 39522 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 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF_ Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,20Q000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1,60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366531 875.438 449.95 388.13 299.68 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 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0,3479 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.5373.17 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 1.15875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16531.230.6290.61 0.085 SPF#2 1,5 5,5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0,47 586.43 0.779 SPF#2 1.5 5.5 I 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 1 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 • • • Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE (12-16) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 I - - -- c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 - _ Cf(FbI, Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 _ Bending Comp. Size Size Rep. --�_Cd (Fb) Cb Cd(Fc) Eq.3.7-1 -� NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load rg Plate Cd (Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc ate:. Fc' Fce Fc fc fc/F'c fb tb/ In. In. In. ft. pif psf plf (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi - __psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.36_4 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 1,366 506 966 449.95 395.22 311.110.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 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 16 9 30.9 1000 3.57 0.9918 2091.8 1.601.15 1.1 1.05 1.15 675 425 725 1,200,000 8 1,366 531 875.43378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 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 8.251 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 __ 1.5 5.5 16 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 1644.5 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 3132.41.60 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 1.55.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69340.83 0.513 • Page 1 180 Nickerson St. f . ENGINEERING Suite 302 Seattle,WA 98109 Proje -. -- • Date v r Sf J' ct: (206).2. SS12 / FAX: Client: Page Number:. (206)28S-0618 SOK 0090 psr 041 thsk.) potc Oh) ig;) 1.440, ,a ets- 12.- el:4A)(40f . - 00 W- - '1-6) 'Aos k;si .5t31 4404 1,04114 ro I 9:9.10)PST #14)-'4' gr(41464-j5)-tiO:r1 5 st:ps 45- 4. f .. cjikkv.- ' q30 2:7319 Y yr". It.UT 43 07-4w1:;* y • yhrM firY 2. 16/ 345° sifor, • AO+ Structural Engineers • 180 Nickerson St. CT ENGINEERING ' Suite 302 1 N C4. Seattle,WA 98-11Y9 Project: iJY) r1:61 @- FVE"..3 Date: ... (206)285-4512 -- -----•-- -- - Client: S' e-)ds-- -r44144,(i -,- Pvti?test, _ Page Number: FAX: (206)285-0618 • , . . : : . : , ,: . : , . . , : : • : , . , . - : .: AllitE.,.::.. i., i, ppe .,1• oi.'...,piti• ' . 1„6,.:.: . ,iti.i144,, .,i ,....,_ ,,:::v,,,,,..Atu .......::: ..::: p,5„.fj.......,,...zte._ ,,,,,,Tikei.te;•• ,../ 4z...,... „..:...,..,..,:...,...., ...., .:.... ....... ,.. ......., :.. ..,...,,.....„....,..,.. ' . . • • ', ' ' :, i .; . ,i„ i , ,, :: ' i. ": 1 .1 ' ,.. ' ' i.,.. ':. .!. ,.. '..,:. H .,.„..,.,..7.-. .. -. - •••••''''. -:-• :- .'s. ." :: CL s,- •.-:"•;•.-A• ,- ";,- ''' 6,1'w•H• p••••:-, ' , '-,' , i; ;;.?,..pi>oi•f ?R7:;' '!, E, : :4,-yvt.7.tbs ,!, ; ,„•• ...... • . .• : ?A '',--::A/4-1 • '• ' . -- ' ! ! ' ! '. ''' :' ". ' ,.Is C "..Psi.':At 6•L' ' :.' ' 1. : L''' ,'"' ,' 1. ' ''' 1 ' ' ' • : ' •! ' _.: '' ' ''' . .. . . • _ . . . , • ,, , , : ,. , -., • 6is ' ' ' ''-- '' ''' '' ' ''''' "' ' ' ''' ' ,.._.5-; .,. :, ,.: :, :„ , :; ..! : :: : : ':,.; • ; oti. s. ; , ••,„ . H , .::....!, ••., ,• ,.. - •:, ... • ••„„• •,...„. . „ . .•._• •,: _, . .. , , , .: , : , . . . , ,. •, . „ „ - , , • - , - : • , . . . . . : • . . . : , : . . . , . .„ , . . : . • . . . : • • .„, : . . , " . . .. . • - .__ . , ,, , , ., . ,...,„.„___________ , . .........„7„,...t...*. ••••,.....,......,.....e,........,,.....,....,..............."...............,........"....- , 41 • • • .... .*.r....'".''''''''-'', '' ' ' ' : : ' : ' : .: :' ' • ' : ' ' :' R.th .......;:i..._:!...64)t..4.,.5.' nS).L..---,i..779'.. .' .-.1.: ..„'...-• : ! .• .:::', --.. 0J . - • :- • ' --- - - • '• '-'witILL-- '-'-----'-'-'---- ' ' • ' ' 141-0 • t:s '-' ' '''--(PA)( •os) •-?-9.0- ' • ' ' • • ' - - ': ,, ' i i• ' r. i• -1-7,e-i ,'- ';6Y-ti\V4b : :: -_,--_, • , ,; • ; • ! -:..•••_ - • • : : - • •,: :: :. : : .. „. , , : , , .. .. .:: !• : : ' ,.. : ., !, - : „ At,L :: ,!. : ,, : ! i ; ,r .t, . .0 ! : : : : •„ 1 ):D: . . : .: , , : : .. , • , : : „ .. • _ : • : • • „ : : - r • „ : , - - - : • i• -,.; '-• '' ' i : i , , i, -•,, ,=.2' " i ' i ' ' ' '•"! i I l• ""•••' -!--- '!---:;! !!•• '''' '.1--i - - - '!' '''-'-'-'•!!!!!'!!!!!!'!"-----!- . . ! „:! : 2,-,!'„L , .•::•::: ,„ : ::: :,' „: :. ,-, -;:.„ :: ! !_.„ , „!: :',, -, 1 ...„ •,!. ,..,....'„. :,-:,),,,,,:.5;0: () •• , '.1.-- ,:h.,. - : ::: , •••• 1,!?-401 : PIF, :-.; : , ,.: ‘•••• . , . . . .• •• • ; !.: ,.- , -.: Hit).•? :: '17(e': -::::141Mi.----•„„ '-!,L,0•66 "„AK „!.2-6„,2 , 1.V .• :: .: ..:H :::! ..!:.. :!.: .:L F,:::, :.:-, •:', ::. :-.„ ,,!-, •:;„; ,!!. !!„, :,, • • . , .„ -- •- -•• ..iii)--;. „•1‘;.%,:.:!-..1,-, p6.---,+!:-•m-,-:- !::••.4. 1.,--•:•:•-!! - ! -„,..,„;- :: -„•-•„),- 5„ ---!!ps ,::-....----„,- --.! „i>.-<,.‘:,! •:. :: :Dk.: ,.. H ,.. :, ., : • .. ," . : : , : .. • : , .. , „, -.: , .H „• „ , , : _- : ,-: .-„,•„. • , , • • • • • . - . , : , ,, : , ,,, . : : : : . : , : .• „ : : ,. . " - ) - •••t " ,, • .., .--.-.,''.'.''.'.' •.: ,:.: . :.''''''i:--.-: „-.: : ,... :. :.,.. :. „ :. :. .. --. :. „• • ' ' ''- ' — ' ' ' '' ''' ''' • ' ' ' !: ' ;'-: ' -- : ''; ' ' ' ' ' ' . 1 ! .. :-:: ::: i .: .. '.. : •..: E.:-..116' '.‘ :LSeiH..: ! ,L.E. ',45,) (:ii•ato5PI ...,,',..: : : ;: 4:17. K2. !. 1 ii., ,,.. , . „ , . , • • " e, : , , , :. ,. .. . ..,.. : -: , : ,:. , ., , :. ,,.....:. .:-?-4---v ' 5i1:: ' • ' ' " i•72.: 5:' 2 'r4g: : - ' ' .: e ',, Y..-!' - ' , - , ! _ „ .. ... .,. ....„. 1....... . , ••••• , . i,.t,. . : „ , , • , : „ .:!. ' •-• : !: ,. :: ::-. „: :: , ;_ ! ::: .: ! ; ,•3.0tHE .!•:.....5.:;. f,. .. , L...-.• ,: e....§) , ::2,-xe..,•,....7-77-,, , ,s. .:. ; : • ": . ; i '„, ,! -. ,', :. ', t; ,i., i• !, , ,. •-,,,, 1 r c 2 ( : : ::. ; ; „ : ; ;. J ., .... , ,-. : ,; .;„.: -,.. ;• . . : — , • : . ' ' ,.• ' : • :, , -1 ., •--- ' 1' ',••• • ' ! ,9?6‘.:'' :,•.: '‘*.'"-"k i '.: , ;,; , , J : g I:- V; ---,--.!• ' ,/.'e, €1:3 • .,, _ ;, ,; , ••;.i• E - — •61,imma • '• , y , •, -, : • ,---- , /-6S 424) 411- • ,•)' ---- - ''-?,_* .e;,-;••• . .„..... ..„.„. „,. ...... --„,- „..----,:•------:---- ---•:•-•_:•-•:,---,:•-••!:!-- ---::-•,-7 ,,-, i: ,!::•'„.• ', ''„:: : ,i , -.! i , •„• - I. i -,1 , •„ ! L- ', ; •':".:' !:: -,-,- : - - - - , : - - „ , •• : : - - : , : ; - : •• .: - : „ : : : : •: : : • TY.'P, .:: , •, . . : , , , . . , . . . .. : , , •, , „ „ , , : . , , , , , . „ , : . : , , „.„ 4 ;-•693' i wRti.L. .! ! i"- :: i• !. : -; , ,- ::, ! ":"--: ! •, !, ! , , ; "!-- !. ! ' ' i '; . . . „ „ „ „ . • -'•- ---••••••• :•••-•"------/i ••••• — - - IQ •' • "'e-h,72F-.--•,:•-•:,--- - -, •;•1+--- • --'„:""I-1.!. ''':.:. •-• •'i.:,.- , .,-;.,.:•„ : ...::t457W.„.„:::. .. -.• , • .•. .„ , •Prvr,A) .: - . , ., : L ,, ,IV •:: , _,, ,,,, ,,, : , .:,,• ,, ,, E....,::...,..:., ,......!:„...:•. ,. :::....,.....:.„ :,....: .,,-„:,.;::::,:„.„,i......::„.. ...„...„•!.....r...:::.„,„„,..:L.,..1',.,...,,..,..J..„.,.... ...L....4....„;.,...4.........i.......„,:,.....,, ,.., ..,..„„,.:. !: i..A;•,:„.:..1. ..: , _,: , .,. .,, . -,, ,,,, :! •: , ::„ .!. ••:::....... . ..„.. i.....- .:: i:. ., „,. „: , ..., , ,„ i „,,, ,:,. i:. ,i .!,, „,:. :- -: i ,., il !. ..! J ...:.„. i . . : fi-fir„ ft,: -..,,-- :,. :. ; , -, .::„ ,; • • - . : „. , . :. , , .. .. v- •-, ,,-:i. „,,, , ; „. :. , ,.. .E• -•,, : „ „ :„ I ., •,:: ,•„. . , : : 7, --, i : •,,, :•, •• •i• : •!• ••:4 . , „ ,,, ,,, . -, •, „ , „ :, :,„ ::: ,: „ , - : , , „ • . , , •• , „Ile _ • gg)02,:*6 •, „ it, - ,::. • ,.. , :: ,i f„. ,: .: ,? , ,,.. ;....:,... ..:,,,,. ..,......., .,,, L. ...,:-•......,.. „.,,, , , ::...: .. ..v.,.. ,,,.., , ,.-.),„ ,.:...-,....1.......,,,,..„.,,,..,..,::....„. . , . : , : . :. , , • , •• • • - • • , • rava. Mits- 1 • • • 4- :• ,. • .„ ,,,, . , , ... .... • • - :. •: :- : , , - • • •: s ,, ,• 3131. • , , : , : oaeip;$ t :6 ,, : op i< • ,. • , ,„ ,: ,:, r , ,:;. ; ; ; ., ..,... .; :, ;: ; ; ; ; ..; i J. ,, ..;; ,, , , , ; -, ,. ,, . _ . .... • . , . . . • ,,_ ;','::: ',',1, ,N4•0';W:1 •. -v4;•./elt7*-14. ! ilfti:',,•:1•• •"-s• ; /.3"e4 /,:-.4erf'. LluarottS ! •„:!S •!"-- '' •./.6 ›;; 1:1&414. ';! -H- ISS4,..t.. . :• ••:- •."'' .• 814.i- tient, S-2,17L7'"-V114 Structural Engineers • . 180 Nickerson St. C T ' E N G. I N' E E R I NG Suite 302 INC. .� l Seattle,WA Project: LIP; "'�°t� �"!�'Yw i' ® � Date: 9V,G 1, Og. .. 98109 {206)285-4512 Client: 2072 uv./4,/ i'vc__•) Dr "uS �f7s Page Number: (2 6)285-0618 !•• Alrf5b !! ! 1 -!A'44)!, !- fi l6 5 1 i _ — L i / I . • Com' .' . _til _ - -. -_ .. .. • , .. _._-. 1.,2_.,,,.,.'. �� _ fi V•••)-• • g v --1 zi .- V� - • ,i,:e. i.ipH,. pi,,ifiroc, H:.:. .E.. :.i ::. ,,... ,,,., ,., , rd • X r lB NOc-) 9.0.0:.;.,..,.. ,.-11), ,44. ,..',1,1 - , , ,, :: .,:', ...,-5-).-„-,, c‘,7_,.41-.1.• i. ',' , ',h. ..: :/„ , P..F-,.._•,,i'. 1 ,' ',', i 2.- !- -/?,-),..,) ,7L- :, , , - C - - ,. ' ' • ' : ' ' 1 :.' za-:- , '65- -, i ! ,, '„ C.:10tz • i,!Go, '.. '.. L j.. i ...• ! !.: 4,/-60 to iW .'i '. ' 1\41r6iir: E ' 1 Et.*',:) " 4—' g!'r !"-.L---1 !! E :. ! E i Ei' ":. :,• 1 ; ' '. ! .' ! " !, . !' ! "::. :E.!, 522 ::: —.1 .E •!! .Ei ',. ;5 1..OE!, 1 H...s' ...,'E... ‘93(,-„, . • 40 t „...._r_r_1) • mkt? t„::,,, • 3 • 1 2�. :! 1 ; ' i: ';„••I�r a t .,.. • ' !: ,k-rrilirs:7 2....5.fr,..„2,-. • ! ,- : 1_ _. ,-, „ : -•_„,:,,..,:::. ,-- -_wc 4 Ds . r i. - i. tet- . - i:�s , _ ,_ r. gd Structural Engineers 1t ,g7 J ► Design Maps Summary Report Page 1 of 1 itli si,".A.4,' ., 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 Iaverton f sg F'F. r s ):?,,,,,,,,,,,,,,,,,,,,,,,,,,,,,-------,,,...----,,,,, ,*.., b3 � t gg g! �1„_, k° W4 l K'iC..i.�zxo,.v b f q$q Milwaukee g> i► t v. „ 'ak£Os ....„ s •:,:,:.„:„„,•:,.,„,„:„::::::::::,,,•:,„,,.-.„,.,:-..:,, w FA '"-''''-r''',.'.k s� .; ::,. S � k z 3 a n i x z f -e' .cs Fb '' 'Y �u b @2015 MapQuest .:,:::,,,,,,:„.;&,.oEa ::. .. MapQ.ue I :: USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMS = 0.667 g 501 = 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. NICER Response.Spectrum -Design Response Spectrum 0-22 1._i0, . 0,20 0. 0,12 0,C4 0,45 it o, a t,s5 , IA 0,40 0,22 0.16 0..11 0.02 :0 . 0.00 0.20 0.40 0.40 0..= 1.00 1.20 140 1.00 1.20 1:. + 0.03 0.20 0.t0 O.60 0> 1., 1.2°0 1,ak0 1.00 1.20 2.00 Period.T(sec) Period,1(s c) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252:•Plan 3410 Step# 2012 IBC ASCE 7-10 . ....... . ..... .. .. .. 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00' Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = 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 http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.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 SME= 1.17 EQ 16-37 EQ 11.4-1 SM1= Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS Sos= 0.78 EQ 16-39 EQ 11.4-3 SDI=213*SM1 SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = 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 Do= 3 0 N/A Table 12.2-1 14. Deflection Amplification Factor CD=:4:0 N/A Table 12.2-1 ... ...... ............ 15. Plan Structural Irregularities - No : N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure ;Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3410 Sips= 0.78 h„ = 18.00(ft) . ... ........... .... ............................................... Sp,= 0.50 X = 0.75'::ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) 1E= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) . ..... .. ............ Si= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6'ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sips/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) CS=Sp,I(T"(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,*11)/(T2*(RIIE)) (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)/(RITE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>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„„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *h,k DESIGN SUM LEVEL Height (ft) h (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof --- 18:00; 18.00 1460 01022 32.12 578.2 0.59 3.58 3.58 2nd....: 8.00 10.00.: 10.00. 1460 0.028' 40.88 408.8 0.41 2.53 6.11 1st(base) 10.00 0.00! SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F; E F; w; E w; Pm, = EFl *we, 0.4*SDS*IE*Wp 0.2*Sps*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.Fp,t Fp„ Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 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#14252:Plan 3410 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= '; 30.00 3000ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- ......................................................... Building Width= 34.0 43':0ft. V u/f. Wind Speed 3sec Gust= 120 120,mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec Gust 93 93`mph (EQ 16-33) Exposure B B lw= 1.0 1.0 N/A N/A Roof Type= Gable 'Gable Ps3o A= 28 6 28.6.psf Figure 28.6-1 Ps3o B= 4.6: 46 psf Figure 28.6-1 Ps3o c= 20.7 • 20.7,psf Figure 28.6-1 Ps30 D= 4 7 4!:7,psf Figure 28.6-1 A_ 1.00 1 00' Figure 28.6-1 K,,= 1.00; 1.00 Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) A*Kn*I 1 1. ps=A*Kzt*I*Ps3o= (Eq.28.6-1) PSA = 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps B= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps n= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Ps B end D average= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 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 1.001 0.89` 0.89 16 psf mm. 16 psf min. width factor 2nd-> 1.00 0.89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(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#14252:Plan 3410 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) V(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00! 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0,00'; 0.00 0.00: 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 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) 0.6*W 0.6*W 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 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 kips(LRFD) kips(LRFD)I kips(ASD)j 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#14252: Plan 3410 SHEATHING THICKNESS tsheathing = 7/16': NAIL SIZE nail size= 0 131"dia.:X 2 5"long STUD SPECIES SPECIES= H-F or SPF . SPECIFIC GRAVITY S.G. = 0.43; ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625. ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) I -- 0 1 0 1 P6TN150': 150 150' 150 P6 520; 242 730: 339 P4 760 353 ' 1065;: 495 P3 980'1 456 1370 637 P2 1280` 595 1790 832 2P4 1520` 707 "2130 990 2P3 1960' 911 2740: 1274 2P2 2560 11903580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESStsheathing = 1/2" NAIL SIZE nail size= 1 1/4."longiNo.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 wallowable 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#14252:Plan 3410 Diaph.Level: Roof Panel Height 9:ft. Seismic V i= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect 35'SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind N-S V i= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 1.00 Table 4.3.3.5 Wind Wind 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 Lai eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM RoTM Line Usum Usum HD (soft) (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<1 730 33.5 36'.0 1..00 0.115': 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 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 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 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 00 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 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 00 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 00 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 Ext.. right1:** 730 39,.5 40.0 0.90 0.1'5; 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 73 16.11 58.66 -1.10 -1.10 23.50 71.10 -1.23 -1.23 0.66 perf Ext;. rigt t2 0 0 0 0'.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 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. nght4 0 0 0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 Ext nghf5 0 0.0... 0 0 1.,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 00 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 00 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 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 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.0.0 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1:0D 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0!0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 73.0 69.1 =L eff. 5.22 0.00 3.58 0.00 Vwind 5.22 EVEQ 3.58 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#14252:Plan 3410 Diaph.Level: 2nd ...................... Panel Height 10 ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect 3 5 SDPWS Table 4.3.4 Sum Seismic V I= 6.11 kips Sum Wind N-S V i= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p L= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Usum 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'';1 730 42.3 42 3 0.94 0.15, 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66,27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 perf Ext. IefY2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 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. left3** 0 0 0 0 1.00 0'00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 6 0 11.00 0.00 0.00 0.00 0.00 0.00 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 l4 0 0.0 0 0 1.00 0.'00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00, 0."00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 0..0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 right1*e 730 46 3 46 3 0.87 0.15 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 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 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 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 9 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 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 0,00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0 0 1.00 0;:00„ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 88.5 80.0=L eff. 2.94 5.22 2.53 3.58 1.00 EVvv;„d 8.16 EVE0 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: i LATERAL E W(side to side-left/right) • CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof ....................... Panel Height 9!ft. Seismic V i= 3.58 kips Design Wind E-W V i= 5.94 kips Max.aspect31.5i SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind E-W V I= 5.94 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 LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) .. ..... ..... ..... ....... . ........... .. .. .... . ....... . ............ Front BR2' 320 6!.5 11:'.5 1'.00 0.15' 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 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 Front 8R3* 410 8'.3 14.8 1..00 0.15 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft* 0 2'.8 7'.8 1..00 0.15!; 0.00 0.00 0.00 0.00 1.00 0.61 0 --- --- 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 a 0.0 0.0 1:00 0'00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 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 MST.R* 730 21.8 27.8 1.00; 0.15:', 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 136 16.11 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 0 0'.0 0`.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Living 0 0'.0 0 0• 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0;0 0'.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0`0 0'.0 1:00 0,..00;; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'.0 0:0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0'A 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0!.0 1:.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -! 0 0.0 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1:00 • 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 1460 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 EVnd 5.94 EVEQ 3.58 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#14252:Plan 3410 Diaph.Level: 2nd ... ........... Panel Height , 10'ft. Seismic V i= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect=.11:!',.!H15i SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V i= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 • Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum U.., HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 5.8 11',.3 1.00 0.:15; 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 223 7.85 2.45 1.04 1.78 13.01 2.97 1.94 3.37 3.37 0 0.0 OA 1.00 0.00' 0.00 0.00 0,00 0.00 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 7.7 14.2 1'00 0.15' 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 10.05 4.03 0.86 1.46 16.67 4.89 1.68 2.94 2.94 Irit pdr 0 3.0 8.0 1.00 0.151 0.00 0.00 0.00 0.00 1.00 0.60 0 --- --- 0 0.00 0.89 -0.38 -0.76 0.00 1.08 -0.46 -0.92 -0.76 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 DIN 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 D 0 0 1;.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00` 0.00 0.00 0.00 0.00 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 1074 14,0 16.0 1.00 0.002.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 1.40 1.40 27.35 0.00 2.05 2.05 2.05 Gar Rear 0 d 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 OA 1.00 0.00'' 0.00 0.00 0.00 0.00 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' 252 9,5 14 5 1:00 0:30!: 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 272 16.07 10.23 0.66 0.36 25.82 12.40 1.52 1.50 1.50 0 0.0. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear LIV* 133 5.0 17.0 1.00 0.30' 0.34 1.02 0.23 0.62 1.00 1.00 170 P6 P6 272 8.51 6.31 0.51 0.51 13.59 7.65 1.37 1.37 1.37 0 Q 0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1:00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0::00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 01,00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 d.0 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 6 0 0 0 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 i v wind 9.64 E V EQ 6.11 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#14252:Plan:3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w d/ 150;' plf V eq 780:0;: pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w1300,0': pounds V1 w= 650.0 pounds V3 w= 650.0 pounds v hdr eq= 67.8 p/f •H head= A I v hdr w= 113.0 p/f . 1.083 ;j v Fdragl eq= 170 F2 eq= 170 A Fdragl w= '3 F2 •-283 H pier= vl eq= 120.0 pif v3 eq= 120.0 plf P6TN E.Q. 4.0. vi w= 200.0 plf v3 w= 200.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 170 feet • Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 p/f P6TN ................................... 4.0 EQ Wind v sill w= 113.0 plf P6TN feetOTM 7085 11808 R OTM 4872 5951 II • UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 33 L2= 5:0 L3= 33 Htotal/L= 0.79 4Hpier/L1= 1.23 lb ��, Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252.Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3'` Roof Level w dl 150 plf ................................ .... ............ . V eq 1010.0'; pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds D D v hdr eq= 68.5 plf I> A H head= A v hdr w= 92.9 Of .................................... 1.083 y Fdragl eq= 223 F2 eq= 223 A Fdragl w= : F2 -302 H pier= v1 eq= 122.4 plf v3 eq= 122.4 Of P6TN E.Q. ................................... 5.0 vi w= 166.1 Of v3 w= 166.1 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 i Fdrag3 eq= F4 e.-1223 feet A Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 Of P6TN 3:0 EQ Wind v sill w= 92.9 p/f P6TN feet OTM 9174 12444 R OTM 8015 9790 r v UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 4.1- L2= "65 L3= 4.11 Htotal/L= 0.62 Hpier/L1= 1.21 Hpier/L3= 1.21 L total= 14.8 feet JOB#. CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft*.? Roof Level w dl= 150 p/f V eq 00 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0, pounds V1 w= 0.0 pounds V3 w= 0.0 pounds > v hdr eq= 0.0 plf a A H head= A v hdr w= 0.0 p/f ±:.•:•108.3.,!',.•v Fdrag l eq= 0 F2 eq= 0 A Fdragl w= • F2 -0 H pier= vi eq= 0.0 plf v3 eq= 0.0 p/f — E.Q. i ;:.:_:.,-:2'...: :'::.i: vl w= 0.0 plf v3 w= 0.0 plf — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 0 � Fdrag3 eq= • F4 e.- 0 feet ° Fdrag3 w=0 F4 w=-0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 p/f — 5.5 EQ Wind v sill w= 0.0 Of — feet OTM 0 0 R OTM 2213 2703 c v UPLIFT -312 -382 Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4L2= '5:0 L3= 14 Htotal/L= 1.17 a D C t> Hpier/L1= 1.82p � Hpier/L3= 1.82 L total= 7.8 feet JOB#: CT#14252.Plan:3410 SHEARWALL WITH FORCE'TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150: plf V eq 183.0; pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w0 3830. ' pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds 1). p vhdreq= 6.7 plf 8 H head= n v hdr w= 140.1 plf .................................. 1.083 ;y Fdragl eq= 34 F2 eq= 6 ° Fdragi w= •0 F2 131 H pier= v1 eq= 8.6 plf v3 eq= 8.6 plf P6TN E.Q. 40 ' vl w= 179.6 plf v3 w= 179.6 plf P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= -. 6 feet ° Fdrag3 w=710 F4 w= 131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 plf P6TN 4.0 EQ Wind v sill w= 140.1 plf P6TN feet OTM 1662 34788 R OTM 27515 33612 r a UPLIFT -970 44 Up above 0 0 UP sum -970 44 H/L Ratios: L1= 18.0: L2= 6.0 L3= 3:3 Htotal/L= 0.33 a D la pla DI Hpier/L1= 0.22 8 Hpier/L3= 1.20 L total= 27.3 feet JOB#: CT#14252.Plan'3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= p/f ................. V eq 850.b pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0', pounds V1 w= 680.0 pounds V3 w= 680.0 pounds t v hdr eq= 50.0 Of t> A H head= A I v hdr w= 80.0 plf 2:083 v Fdragl eq= 300 F2 eq= 300 Fdragl w= - 0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5 0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= s s F4 e.- 300 feet Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 p/f P6TN . . ...... ....... ................................ 3 0 EQ Wind v sill w= 80.0 p/f P6TN feet OTM 8571 13713 R OTM 10646 13005 G o UPLIFT -127 43 (Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= '12.0 L3= Htotal/L= 0.59 4 D 4 D4 D Hpier/L1= 2.00 p Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan'3410 SH.EARWALL WITH FORCE TRANSFER ID: Rear Lower KIT" Roof Level w dl= 150:; p/f V eq ''1610:0 pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w .1980.0pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds c c v hdr eq= 111.0 plf D 0 H head= A v hdr w= 136.6 plf .......................... ,!.2...0.83.-:::i..-.v Fdrag1 eq= 321 F2 eq= 234 Fdragl w= .5 F2 -287 H pier= vi eq= 169.5 plf v3 eq= 169.5 plf P6 E.C. .................................. ;:!:.5..0.••!:•!.::•::! vi w= 208.4 plf v3 w= 208.4 plf P6 WIND .......... .. .. .... feet H total= 2w/h= 1 2w/h= 1 10.083v Fdrag3 eq= F4 e•- 234 feet A Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v si//eq= 111.0 p/f P6TN 3.0 EQ Wind v sill w= 136.6 p/f P6TN feet OTM 16234 19964 R OTM 7745 9461 r v UPLIFT 614 759 Up above 0 0 UP sum 614 759 H/L Ratios: L1= 5.5: L2= ;'50 L3= 4'0 Htotal/L= 0.70 Hpier/L1= 0.91 ® 114D Hpier/L3= 1.25 L total= 14.5 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) ShearteM(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading(a''''`'d) (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 ore 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 I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening • _ opposite side of sheathing t i Pony IiIV wall . s height . 1 F t°+td, g r R t g .. i 4 •;+�i"s• Fasten top plate to header � � �.X�< �£ Ea n s S z`°^ £ss< itto 3"'x€ 141/4'nei beadet �a.�s:g 4 �„ }Z+ #a 1/with two rows of 16d •i"§• i", Steel header not'Cal1+D'Ned gar ,:,::::,*44,0,-,„4.A. sinker nails of 3"o.c.typ ,? Fasten sheathing to header with 8d common or s • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max ,` total ''` Header to jack-stud strop per wind design. wall • Min 1000 lbf on both sides of opening opposite • height side of sheathing. . If needed,panel splice edges shall occur over and be 10' '" •:. Min.double 2x4 framing covered with min 3/8" J///J- nailed to common blocking ;-i-; max thick wood structural panel sheathing with • • within middle 24"of portal • height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. ti:. in all framing(studs,blocking,and sills)typ. . nailing is required in each panel edge. v ii x Min length of panel per table 1 , i% Typical portal frame 4 / r h , construction /; Min(2)3500 lb strap-type hold-downs i * 4r g"ti 1' (embedded into concrete and nailed into framing) £fi Min double 2x4 post(king and jack stud).Number of A —Min reinforcing of foundation,one#4 bar /__ . jack studs per IRC tables • ' _ top and bottom of footing.Lap bars 15"min. .: e # 7.,:,,,t, R502.5(1)&(2). fE t ';'''''''''''"'' Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min1 5/8"diameter anchor bolt installedper IRC R403.1.6– concrete and nailed ( ) into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA–The Engineered Wood Association J3 MAIN 10-27-15 I .i.,Roseburg3:22pm A Font Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 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 , ';jzi.4t,:-7: a; Z; rr txsM;7,teZ io:,,'; i; s ,; ;- ;° te r', s UF +4. .%t 34 ° �: 3T4 i � i a . z�llf. t & -S� . .. "+— c.u�s . : � m a ... <— � uF - x ——M. ... . m.,d..,vwM�„�,�z-�; roc��aa � „a.....ti�s..Isar^—�`„' �� ���',w ,,z.�;�c,�tnzmwr+��;��?�.�.s��a��.:.:eaax �a..,��+e.�nw�.'s�'a�-vv�+z ., - w .��&°-`��°'�� ir / / / 13 3 00 10 6 0 ® 10 3 0 34 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- 2 13' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 3 23' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(227p1f) 85#(64p1f) 2 773#(580p1f) 218#(163p1f) 3 658#(494p1f) 169#(126p1f) 4 250#(187p1f) 66#(49p1f) Design spans 13' 0.375" 10' 6.000" 10' 0.375" Product: 9 1/2" RFPI-20 1600" 0.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 1078.'# 2820.'# 38% 6.08' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 13.25' Adjacent 1 D+L Shear 541.# 1220.# 44% 13.24' Adjacent 1 D+L End Reaction 387.# 1151.# 33% 0' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 13.25' Adjacent 1 D+L TL Deflection 0.1609" 0.6516" L/971 6.08' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 6.08' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% 'SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER S � Tfe Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J2 MAIN 10-27-15 Roseburg 3:21pm A Forest Products Company 1 of I CS Beam 4.21.0.1 kmBearnEngine 4.13.8.1 Materials Database 1534 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 sire a z a � ; T'R•csS°,e3'�.Y'€� ac,n;?vvrM`n�'ai4'4 ;u�'Sa'sr.��a?z�s"�r:'� ae35m.`Y�R°a§�r vi'f9iY:`�'%3,' '4^�'=�4We1�:�' #4��A�.�.:��5:4s:� '+.`°.:tt�� :t��n:�t�£v-. aE3;v:Y�tie(�t& +tis=N6+ta'.v°s°Y`ims:�9^s¢�'Ratu9ketYlN,?i.L`.a;9� 12 7 0 O 0 12 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DEL Plate(625psi) N/A 1.750" 441# -- 2 12' 7.000" Wall DEL Plate(625psi) N/A 1.750" 441# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p1f) 102#(76p1f) 2 339#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2°° RFPI-20 1600°° O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 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 1404.'# 2820.'# 49% 6.29' Total Load D+L Shear 441.# 1220.# 36% 0' Total Load D+L TL Deflection 0.2233" 0.6365" L/684 6.29' Total Load D+L LL Deflection 0.1717" 0.3182" L/889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% 'SI1MPSON, All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER iStrong-,Tiej Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663