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Specifications (14)
_ 57---.),01 gyp` EIV ' 3c3-5- CT ENGINEERING SEP 1 2016 structures!- i 1neera INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 206.285.4512 (V) 206.285.0618 (F) Cl 1OETI C T BUILDING DIVISION #15238 Structural Calculations 0,0 PRooi River Terrace �� �• Plan 7 W J 1d Elevation B ^V IRE Tigard, OR /P0-5T. cW" ti° 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 ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 21.8'psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7'psf joist at 12'" 2.5 psf Insulation1.0'psf (1) 1/2' gypsum ceiling 2.2'psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 r -, RB.bi GABLEIEND TRUSS RB.bl 1 ' MIN. HDR I MIN. HDR I i I 19 I S9.1 19 S9.1 ROOF TRUSSES AT 24" O.C. TYP. cctl 1 x I N I °xi A I N DI I N1 C' I r—- _ i GABLE WEB I I tr i �- � 22"x30" � ®. m I LAC CE I N`r,a1 20 v l a S9.1 1 I 20 NIl S9.1 A 1 . I x (y1 N a mI .a Ffia I I 19 i I 29.1 . I I ro = 1 q I c6Icv 1 a I MIN. HDR R I- GABLE WEB I -- -I_---RB.b3 r I HDR tl IN. HDR I MIN. HDR MIN. HDR ---8--- GABLE!END TRUSS I L RB.b4. 16 SCISSOR/BOTTOM CORD TRUSS B 59.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'cr AMERICAN MODERN MST48 �'► MST48 i I„lei, _...... ...... 0 ......,. A14111111111111 A ..jeilligifir\A [..\\ I f O _I }11 /- , (t 1\ I/ • 1 WASHER . j -r t 41)ENTIRE DRYER SIDE ENTIRE 0 SIDE n 7 1 1• 7-1---'- I O al V , J I 91el 1 o 1, MST37 J viin \\. 111111111111 • MST37 • > 08 51.2 8 S12 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 19 Mil P3 9941,1111/ 41111 1 ii \ GABLE'END TRUSS / ‘ I • t.4717/ CONT.14x12 HDR \ / I STHD14 4.b1 STHD1 �_--- 1 (- ROOF TRUSSES AT 24" O.C. TYP. 646 POST 0.6 POST 5 51,10 5 TA HS1T; 0 --rr—rr rt-r '=—Ittr r-•._1n_- e-1111 .L .b2 1_ U O DJ AM rn I ink NEP fn En k} En L O O 1t ® P4 i}!1) •I STHD14 S-HD14" / 14'4 x 14 L II I H1 4I • 1 �.___ ___ P6 ENTIRE I 6x6 POST e j 111111- I L ��, SIDE 1I7� i (2)14 FLOOR 1RUSSE$`-,IwN ROOF TRUSSES _.(2)2 0 HD' , cc AT 24" O.C. por16 / \"` II o a `� ENTIRE O LEDGER 1 I �I // € \\`\IIT •W ■ : et1�r�__ SIDE P6 __ 1.� • m�� .2)2x10 HDR I© I. ! I --) D.b15 NI ,® n 03 o • x N I A ^/1,21 I al z� BLOCKOUT FOR 711 m z I MICROWAVE EXHAUST. ES q —0 1 0 __J o 13"CLEAR o I qC w� $9.0 j I o PICTURE FRAME OPENING. DIMS N I _gEl om Ate ' ARE TO q STUDS. n1 m I2 i °lam I v o .4- .-..:1- xx O I M NU h7---8 A q I -,s N I' �- W 1 N 'IR ®_ MSL_ o A 041 I II 1 FIXTURES I ABOVE i lc pa E- 6X6 POST e 2 •N-1 I • .0 0 I (- E ' 1I I A N m I Q r_ 11 N 2x ROOF I I 1`N W n1 1 = 1 11 FRAMING I ii 9 I m I f a iI1 (9.) l I a I I`` B.b9 JJ_j CC .y o _ u .1 1e_ _ 1 Ao I ��r 1T LEDGER Call STHD14 I r. S1HD14 I 4x8 HD 4x8_ HDR 4x8 HDR 4x8 HDR I 1 _� 0 B.2SB.bTl�D B10 I ® I 59.0 cl m, MIF I 2P3 �� I - Q �c§';-=I 1 1 I ® B.b18 b17 Q I - _-- 4x12 HDR --_ I - - 4x12 HO".1°11111 1 6x6 POST 2 J - --- - - - - Q W/ACE4 17 18 & 6x6 POST All All 6x6 POST W/ACE4 W/AC4 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING 1/4"el'-0" AMERICAN MODERN '-10/2 16'-3" 3-10/2.. 18 gir 0 e S615.0 (4_,„)±7, S6.1 iJ /\ 1 I I - i STHDI4 .. . STHD1 Q o -,-.1'.,..'4- 3)" CONC. SLAB Z 5 OVER 4" FREE DRAINAGE MATERIAL 0 w OVER COMPACTED FILL H Q '. —L I- I moi--- I 0H a a Z H VERIFY GARAGE SLAB HEIGHT "' w 10 ' WITH GRADING PLAN I o D O N O O o ce o 0 LL 18'-01/2" 3'-11Y21 14 II J . S6.0 H M J I-16" It r--1 in 3rCONC. 10 VARIES : MIN. 1 _ I ABOVE Q e -14" SIM. 56.D em PATIO SLAB 3" FROM TOP OF I / o --STEM WALL ,VI Ii/_ ,r lall �L-_ SLOPE L - P4-- _ I --;---\----(7--1-- -- ---_ ---J I II o 2" DN N• 1 cT--Z i - I ^ 1 J 1 W 1 e ^ � I STHD14 _ �5-- 1I 41 IN '-I - 43/4" 3'-yYq' I FIXTURE ABOVE— 4 1 7 O 12x4 PONY WALL I 18x24 CRAWL \ /I 6 m ABU66 I 1 / I AT HIGH FDN. 1-n -$PACE ACCESS - I H 6 i f- I 1 < - —F I:.:< 1 ---'ill D1 S6.0 pi r - EMI p U ��- -- I ',i - L J 18"x36"x10" FOOTING i © I,I ii 1 ' -3 (2) #4, (3) #4 P6 N. i_I--_"_� I ' I ~ ENTIRE i-- ' II 1Y"x 9Y LVL I 1`` \.P6> SIDE Op r- --�-- --' LJ 1 I . CENTER U/ WALL I N-i--0 e I 4 I ;1670 9'-8Y4" Q ' 1-11 16 30„x30"x10" 7 I FINISHED FLOOR L}J 56.0 FOOTING W/ _, 56.0 t° ® AT +0'-0" \ I- (3) #4 EA. WAY / lo ti I. n o_IU - • -r--- . 1 -}. • L+ *11 P.T. 4x4 POST ♦♦♦ TYP. U.N.O. ••• CRAWL S N's DRAINAGI ♦ CONNECT 9Y2""I-JOISTS AT 19.2"O.C. FOOTING IJ ♦TYPICAL ALLOW P 1 DRAINAGI I-1214"I I� 11'-7}x4" 14'-43/4" N I r$J /' 1 9'-814" I LjJ 1'-6F -a---- -i _ r_ is __ 13&_ x 9Y2" LVL_ __ -m -I- /�30"x30"x10" �- ^II I ( I FOOTING W/ m • 18"x18"x10" FTG. 1" 1 +--I 04 I (3) #4 EA. WAY .4-1210 o W/ (2) #4 EW I I 6x6 P.T. POST N ® TYP. U.N.O. l -- 4. I I LTJ .n 10 &4 / �� -- 1Y4" x 9Yz" LVL_--_- I SIMC6.0 Di SIM. -3" 1 ^ 2x j PONY J t*— 0% • IFA N. WALL 1 10 &4 6,1 C -- 4- TART FRMG.I . SIM.WA�SIM.® -i- 5" L I e S6.D �� l 7 � 4 i I I STHD14 STHD14 '� 0 I 16'-612" 9'-512" „ lo o I 312" CONC. SLAB -61/2" TOP OF SLAB o 10 1 SLOPE 1Y"l, -121/2" TOP OF 8" L £TENS_ALL J a 16 T-1-- ABU44 I e 56.0 ABU44 -2YS 6'-0" I ABU44 i 312" 1 8,-5" `312" Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description Si RESIDENCE Scope: STRUCTURAL DESIGN Lk Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 11 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,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 1111 Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING lZimber 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- larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data r Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max. DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997,Ver5.8.0,1-Deo-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FIoor Framing Description 2613B FLR FRMG 1 OF 3 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x10 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Ar- Rosboro,Bigbeam Level,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No _Center Span Data 1 Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 325.00 Live Load #/ft 300.00 375.00 Start ft End ft Results Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 488.60 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 88.6 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions III @ Left End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444- -0.027 -0.043 UDefl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing t Description 2613B FLR FRMG 2 OF 3 Timber Member Information ` B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 t Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Hr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data II Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 Timber Beam & Joist Page 1 r User:3-2 0 3 ENE,Ver 5.8.0,ine1-Dec-2003ngSo 14189_Plan_2613.ecw:Floor Framing _(c)1983-2003 ENERCALC Engineering Software Description 2613B FLR FRMG 3 OF 3 Timber Member Information r B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Lards,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data r Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 • Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft 11Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefI Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefI Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 TJI JOISTS and RAFTERS Joist 1 Code Code Code Su est Su est Su es h + : Code gg--- --8-8 gg t Lpiok I L ick L L ick 1 b d I Spa.1 LL DC-1--M M max V max; El L fb I L fv L TL240 L LL360! L max TL dell. 1 LL dell. L TL360 L LL480 L max TL defl.ITL deft. LL deft. L deft. size&grade I width(in)1 depth(in)I (in.) (psf) (psi I (ft-lbs) (psi) ; (psi) (ft.) 1 (ft.) (ft.) !: (ft.) : (ft) ' (in.) : (in.) 1 (ft. i I (ft.) (R) (in.).--i ratio (In.) ratio 1101 2 1 1 1 40E+08 14.711 27.73 15.23; 14.801 14 71 0 66 0A81 i 13 31 13.45 13.31 0.44 360 1 9.5"Ti!1101 1 75 9.5� 16 40 15 2380 1220 -- -'�- 495 9 5 TJI 1 75 9 5 19.2 40 15 2380 1220 1 1.40E+08 16.11 33.27 16.19; 15 73 15 73 0.721 0.521 i 14.14 14.29 14.14. 0.47) 360 0.341 495 9.5"TJ1 1101 1.7511 9.51 12 40' 15 2380 12201 1.40E+08 18.611 44.36 17.82; 17.311 17.311 0.79 0.581 15.57 15.73 15.57 0.52 360 0.38! 495 9.5"TJI 110 18.641 18 64 0.85 0.621 16.77 16.94 16.77 0.56L 360 0A11 495 1.75[ 9.51 9.6 40 151 2380 1220L 1.40E+08 20.80 55.45 19 19: L 9.5"TJI 1101 1.751 9.51 19.2 40 101 2500 12201 1.57E+08 15.811 30.50 16.34; 15.37! 15.37! 0.641 0 511 1 14.27 13.97 13.97 0.4411 384 0.351 480, 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 " 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 '', 'i4.841, 0.46 384 0.37 480}. 9.5"TJI 1101_ 1.751 9.51_ 121 40 101 2500 1220 1.57E+08 20.001 48.80 19 11 17 98 17 98 0.75 0.601 16.69 16.34 16.34 0 511___384 0.411 480 0. 0. 1 1.57E+08 22.36' 61.00 20 58! 19.371- 19 37: 0.81 0.651 17.98 17.60 17.60 0.55 384 0.441 480 9.5"TJI 1101 1 751 9.5 9.61 40 10' 2500 1220 } • 9.5"TJI 2101 2.06251 9.51 19.21 40 10i 3000 1330 1.87E+08 17.321 33.25 17.321 16.301 16.30: 0.681 0.541 I 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5. 16 40 10 3000 1330 ['1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 '15.74 0.49 384 0.39 480 ' 9.V TJI 2101 2.06251 9.51 12; 40 101 3000 13301 1.87E+08 21.911 53.20 20.28 19 061 19 06 0.791 0.641 17.70 17.32 17.32 0.541. 384 0.43 480 9.5"TJI 21012.0625: "'- 9.51 9.6 40 10 3000 13301 1.87E+08 24.491 66.50 21.82: 20.53 20.531 0.86'1 0.68 1 19.0.0 6 18.68.6 0.56 18.66 0.581 384 0.47 480 1 ( 1 • 9.5"TJI 2301 2.31251 9.51 19.21 40 10 3330 1330 2.06E+08 18.25, 33.25 17.89, 16.831 16.83 0.701 0.56, 15.63 15.29 15.29 0.481- 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 :2.06E+08 `> 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25=.1 '16.28 0.51 384 0.41 480 9.5"TJI 2301 2.3125 9 51 12: 40 10; 2.06E+08 23.081 53.20 20.92119.691 19.69 0.82 0.66 1 9.5"TJI 230 2.31251 I 1 3330 13301 18.28 17.89 17 27 0.66 384 0.45 480 ( 40 101 3330 1330 2.06E+OS 25.81 66.50 22 54 21.21121 21: 0 g8i - 0.7119.69 19.270. 384 0.48 480 19 27 60, 11.875'TJI 1101 1.751 11.8751 19.2. 40 101 3160 1560 2.67E+08 17.78 39.00 19.50 18.351 17.78: 0.671 0.541 1 17.04 16.67 16.67 0.521 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 ` 480 11.875"TJI 1101 1.751 11.875( 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.811 21.461 21.46 0.89( 0.721 19.93 19.50 19.50 0.611 384 0.491 480 11.875"TJI 110 1.751 11.8751 9.61 440 10' 3160 1560, 2.67E+08 25.141 78.00 24.571 23.12 23.12 0.961 0.771 21.46 21.01 21.01 0.66 384 0.531 480 11.875'TJI 210 2.06251 11.8751 19.21 40 101 3795 1655 3.15E+08 19.481 41.38 20.611-1- 19.391 19.391 0.81 0.651- 18.00 17.62 17,62 0.55! 384 0.44 480 11.875"TJI 210 2.0625. 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 ";18;72 0.59 384 0.47 480 11 875 TJI 210 - 2 0625 11 875, 12.1 40 10' 3795 1655 3.15E+08 24.641 66.20 24.101, 22.68 22.68: 0.951 0.761 21.05 20.61 20.61 0 64 384 0.521 480 11.875"TJI 210; 2.0625! 11.8751 9.61 40 10: 3795 1655y • 1 ! ( 3.15E+08 27.55' 82.75 25.9-6; i_ --.-__ 24.43 24.43: 1.02 0.811 22.68 22.20 22?0' 0 69 384 0 551 480 11.875"TJI 2301 2.31251 11.875 19.21 40 10 4215 16551 3.47E+08 20.531 41.38 21.281 20.031 20.03 i 0.83 0.671 18.59 18.20 18.20 0.571 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 1 480 -- .8 _ 4215 -- 2---- 4.8.1--23. 1.- _0.981_ 0.78 I _ 21.74 21.28 21.28' 0.671 384 0.53 480 11 875 TJI 230 2.31251_ 11 875 12'_ 40 101 4215 1655„:„_3 47E+08 25.971_ 66 20 24 89 23.42 23 42 11.875"TJI 230 2.31251 11.875 9 6: 40 101 4215 1655 29 03 82.75 26.811, 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.-721 384 0.57. 480 1 1 C 11.875"RFPI 400; 2.06251 11.875 19.21 40 101 4315 14801 3.30E+08 20 77 37.00 20.931 19.69 19.69 0.821 0.661 18.28 17.89 17.88 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19,43 19.01 19,01 0.59 384 0.48 480 11.875"REP!400 2.06251 11.8751 121 1 23.031 23.03 0.961 0.771 21.38 20.93 20.93 0.65 384 0.52 480 11.875"RFPI4001 2.06251 11.8751 9.61 401 101 43151 1480, 3.30E+08 29.381 74.00 1480) 3.30E+08 26.281 1 26.371, 24. 811 24.81, 11.031 0.831 23.031 22.54 22.54 0.701 3841 0.561 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-199) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S _ ' Cr c 0.80(Constant)> Section 3.7.1.5 --___-___._ Cf(Fb) Cf 1997 NDS b KcE 0.30(Constant)> Section 3.7.1.5 Cd Cb Cd(Fc) Eq. ND Cb Varies > Section 2.3.10 Bending Comp. Size Size Rep. ) .7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Loa 0=1.0 Load fa Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Pc perp' Fc• Fce , Pc fc fc/F'c, fbFb"1fic/Fce / in. in. In. ft. plf Pepit (Fb) (Fc) psi psi psi psi , psi psi psi psi Psi PeP (- ) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 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 1 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25. 28.31 3100 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 26.41 1695 0.9952 2091.8 1.00 1.15_ 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 _ 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud _ 1.5 3.5 16 8.25 28.3 1525 0.9957 _ 2091.8 1.00 1.15 1.1 i 1.05 1.15` 675 425 I 725 1,200,000 8541 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 875 _ 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 OFF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8® 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 El 405 1300 1,300,000 1,2711 506 ell 1378.831 1031.58 506.18 0.49 0.001 0.000 #2 ® 5.5 18 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271Eli 1844.5 1011.45 837.571 508.18 0.60 0.00 0.000 HH--FF 0 2 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 1644.5 1203.701 948.77 506.18 0.53 0.001 0.000 SPF#2 1.5 5.5 16 7.7083 16.81 3287 0.2737 3287.1 1.00 1.15 1.311.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23r 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1298.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 5 0.9913 2091.8 1.00 1.15 ®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 I 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 Di-L-PW COI 14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c __ 0.80(Constant)> Sectlon 3..1.5 Cr KcE 0.30(Constant)> Sec0on 3.77.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vades) > 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 m 1.0 Load Plate Cd (Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c tb 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 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 0.588 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 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8A6 0.9998 2657.8 1.60 120 1.1 1.05 1,15 675 405 800 1200200 1,366 506_ 840 378.09 333,99 217,14 0.65 335,64 0.577 H-F Stud 1.5 3,5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 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 1.15 875 405 800 1,200,000 1,366 506_ 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 120 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 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 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3,5 16 8.25 28.3 960 8,13 0.9970 2091,8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud1.5 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 1,366 531 761.25 449.95 376.35 287.62 0.71 271.03 0.490 -_t .___... " _.__.._. BPF Stuudd 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 67575 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 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 1.80 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 8A6 0.6033 3287.1 1.60 120 1.3 1.10 1,15 875 425 1150 1,400200 2,093 531 1265 1089.25 806,08 53123 026 18123 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*WNW 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 I-1-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 -1,1111111. D+L+W+,55 CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+Sl2 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 Bendin 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 till 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 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 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 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 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.90 219.05 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 1,366 506 966 449.95 395.22 250.18 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 1,386 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.80 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 18 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.689 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 0.84 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 -._ -___- ._- SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.155 1 1.1.1 1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 299.888 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 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 1150 1,400,000 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 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.82 181.23 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#114141## 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+.SW CT#14189-Betahny Creek Falls LOAD CASE (12-15) BASED ON ANSI/AF&PA NDS-1987 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 OME3 Design Bucklin.Factor _- . _ __-___ 0 0.80(Constant > Section 3.7.1.5 11.1111111111=== __ _ __ �11� Cr 20 0.30 Constant > Section 3.7.1.5- �-__��- - Cl b II Cf Fc E 1997 NDS ME•= m_[ EMI section 2.3.10 _---Bendine Com, Size EMIm'a___ m(=131_QEIESI1•11111111111111111•1111•1111111111--1E13111112=1111duratio factorM101___Stud Grade Width Depth Spacin r HeightIMII Vert.Load Hor.Load <=1.0 Load @ Rat siiimaMMWFsb Fc pi rpH si Ell Fc pserp' �� fci ® lb Fb' 1-ffc/Fce In. in. in. ft. .If ..f .If • H-F Stud 1.5 ® . 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 ®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 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.05 1.15 675 405 800 ,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 MERIMI 1.5 gegiuminiimmEamma 0.9976 2657.8 1.60 _1.15 1.05®�®i ,200,000 1,366 966 378.09 340.90 262.86 0.77 0.403 niatil 1.5 ®����®'' 0.9960 1993.4 1.60 _1.15 1.05 966 395.22 ®®®�� � 0.9990 1.60 1,15 ®�®' ®" 1_200,000 0.77 0.406 ®®0���®'-' 0.9999 3986.7 1.60 1.15 ®®®® 800 20S,000�� 966 395.22 320.00 135.51 -----�_��� --� -nasiilawraim 800 ,zoo.aoo== -�� 90.34 ®®���®� 0.9907 �_-���- SPF Stud '®'� �®®®' ®��® .200,000 ®12=111=E11MMOINIEUMMI 188.39 SPF Stud ®®0ME®'''IMIE111111112M 0.9970 IBECX11111=1111331111131 1.05® 675 111:101® ,200,000 1,366® 245.08 223.78 0.466 SPF Stud 1.5 Ellin . 28.3 1180 4.065 0.9922 2091.8 160 1.15 ®1.05 1.15 675 425 725 ,200,000 1,3661.05 1.5 675 425 725 200 000 1 ® 875.438 378.09 336.17 260 95 0.78 167 82 0.396 SPF Stud 1.5875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5MIME: 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 ®1.05 1.15 675 _425 725 200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 ® 8.25 28.3 2830 4.065 0.9969 4183.6 1.60 1.15 ". " ®1.05 1.15 675 425 725 ,200,000 1,386 531 875.438 449.95 388.13 333.97 0 0.888690.34 0.257 -_IIIIIIIII_ IIIIIIIIIIIM---__ ------ IIIIIINQE11111®®111101.1111E1111111®111111202 0.3001 111BEEEINIBECII 1.15 ®lifiCI®1111:111101111E1 .300,00011ZEMIEMICO IKEIIIKEE1 0.059 H-F 92 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.10 1.15 850 405 1300 ,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 90.61 0.089 H-F 92 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.10 1.15 850 405 1300 ,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF 42 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.80 _1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 maim®®����� 0.4750 3287.1 1.80 1.15 1.10 1.15 875 425 ®' 1,400,000 2,093 531� ® 0.62 90.61 0.085 WirallS®®m�®''�� 0.3750 3287.1 1.60 _1_15 En 1.10 1.15 875 ��1,400,000 2,093®� 1296.30 mazimam 0.059 --� ------ _. ---- -- 0.56�- .�.__--- __ C ---- M---�.�--._ ®®1110111111131/7®''11111111ESIIMEN1.60 1-15 ME 1.05®111:31111111201®1,260,000 ® IIIMEMIEXEMICEI®' 1111111113E) ®®m=0MENNICIDIE1 0.9925 MELIANI®'' ®®1.10® 875 KEMI®' 1,400,000 ®1®''®mmil®i a H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 A\ II D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+S+El1.4 c 0.80 Constant)> Section 3.7.1.5 Cr . KcE 0.30 Constant > Section 3.7.1.5 Cf b Cf Fc I-®s ._[y 1110.1Sec0on 2.3.10 ----1J Comp_ Size Size Re.._ �� [ 1 L( R I � ___IMS______ ura8on factor teeter use MINmm__--��� ��i amaranJ'��1 • • Her.Load •�(€1J Cd Fb Cd Fc ICE11113111131111111:111E Fe EllliCAIIRMIILEfillIZIIINIZIMMIE11111M1111131111111110111111 -®®®0IMIIIIIIIEIMIIIIFZIII--EIMIIIMGR U U •si 11113111__IIIIMIIIINEMINIIMINIM11111110M 'eI NI _IVIIIII ®® NEB H-F Stud . 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 1,366 506 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 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 1,386 506 378.09 340.90 256.51 0.75 188.85 0.430 ®®®m®"'�® 0.9937 �MII 1.15 1.1 IM®�®' m 1,200,000 506 966®"° ®' '®" _®®m11111:EIME1®® _11111:111 .1s®®' ®11121111m®1,200,000111116123�' 111E11111111= I 158.8811111111013 ®®®NIMIKIE1®'® 0.9947 1.60 1.15 ®K' 1.15�m 800 1,200,000 1,366�� 449.95 325.71. �®' ®®0��mu® 0.9966 3988.7 1.60_ 1.15 ®1.05 1.15 mar= Boo 1,200,000 1,366 449.95 342.88 airminEaO SPF Stud 1.5 3.51111 7.7083 26.4 1395 3.57 0.9984 2091.8 1.601.15 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 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud ®®® , 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®875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 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 •• 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud_®H051 �6 8.25 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 _725 1,200,000__1,366 875.438 321.90 119.01 0.306 SPF Stud Num 8.25m 'l 0.9987 4183.6 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366 875.438 Evaigmam 339.05 79.34 0.236 _IIIIIIIIIIIImIIIIIIIIIIIIII_--- EN -m_ ____--IIIIIIIIIIIII- 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 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 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 64.28 0.055 SPF#2 ®MM 7.7083 3287 3.57 0.3154 3287.1 1.60 1.15 ®E® 875 III 1150 1,400,000 2,093 531_1454.75 1015.45 531.23 0.52 56.10 0.042 ® mmm�® '®' : �®'' 1_15 11E1111311113875 KM 1150 1,400,000 2,093®1454.75®' '®IMMEIm 0.071 ®NENNIIIEOIMIILEEI®''6® 0.3878 MINSIMMIRIMM 1.15 11131111:110113111173111112011111101 1,400,000 2 093111111111011111}3301111161311MMEEIIIIMIIIIECIIIIIIIIIIIM SPF Stud iiiiimin 50.0 285 3.57 0.9981 2091.8 1.60 1111111 1.05 1111111111111111 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 ®®minimig®' '® 0.9910 NEErimmf®®®'®romm 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 0.9935 3132.4 1.60 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 180 Nickerson St 7NE GINEERING 1113131 , .40 e. Suite 302 Seattle,WA / * . 98109 / Protect: Date' ' - (206)2U-4512 FAX: Page Number: (206)2854618 Client: • ' sot p r 6/144-) ZPOCe Par ar....A., 4 wet.- RR_2„. tivt)(40-Hs vc. 366- WALL- -4--, I OD ... ..,........... z — 101> AV fir 16 .I..h..t 4 115 .""''''" I'' W. "I$-'' ,,,,- . . al vo= glWAP 4 riS).-1-14c3tr- c1"70 le stzt —40, -(15Y( 2.4)7.-4-5-Cts 1 .I? Z 3 543 , , . ...: , iXr.- 36 St-We_ M 1 1 ... 4 -_.. Structure,Engineers 180 Nickerson.St. E N G I N E E R l Pl G Suite 302 Seattle,WA Proje:A. {t!( C Date: 9#1109 (206)285-4512 Page Number (206)28S-0618 Client: I • €'R ehMv 4-1446-.. 'VAzuts Ptd-: -" ' 1 3 , - ' po Rriott w .> , : . t ' 1?4 PIS: seA 65)e 2,46p + a . ookk iitznota 1)113,13,164177e_ iv a ... .. i.evo 156►1 047 Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 �p INC, n Seattle,WA Project: itim60j6)1 .. eok 0%.c Date: 2?. oe• c (206)9285-4512 Client: 2012 /v9✓°8 �d/f'vs/S yy)Vs FAX: /-� Page Number: (206)285-0618 W t� .x4 P i-b- .$. P 2. k } - �. . . ¢%�. 44,1i ��- . - 32` - "mow ., • ,. 2 3l_'c $�' l6 jbs 2 — J� • . , 2 - 1 6�• Jt g - 12.„ „1\)% o .i. , • 94;01) :.( 211=1 a S , - . ' _11< 1.9`1..7 7' 2 2 1 t ‘qtr ! . ct. .,, V �- ,..) ; ' , I ,s ' : 1410% Tit 2X4-- 4--- • • • �! '0 '! - - MAec' _ Structural Engineers Si..) h f c 4—*3 6,4 1, 3 �_ ' I Design Maps Summary Report Page 1 of 1 II USWIS 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 1.11/III ',,,-(1',,,,,,,„. .,,g,,:.:-:-:f2c.:.,,,I,•,, o 1 IWigtiiti rton y i -k,,, F,,,-•:,,7-----1'".. 7-irc:' i f • t, } +Fncrn, ililstsukie a � 191r.t 4 ✓,_ A l i 1 ' � =I�titlt „ � � USGS—Provided Output S5 = 0.972 g SMS = 1.080 g S°5 = 0.720 g S: = 0.423 g SM, = 0.667 9 S01 '7" 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. 72 NICE*Response pear lm Design Res rouse Spectrum a . a. osx 0,12 cso ,� 0,44 0.�t 0.32 0.22 4 035 t1. 2 a.&6 0.11 a. a.aa a., . 0.00 0. .4 a o go 1 00 i, t 1.4i 1, a 1. a 0.aa a. a#a a.€# a. 2_L 1, 1.1i 3. 2.00 i_ffi�t Period,t t: .: period,T{sc ? 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#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR 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://geohazards.usqs.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 Ms=Fa Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sal=2/3*SM1 5D1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 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#14253:Plan 2613 Sm. 0.78 h„ = 18.00(ft) SD,= 0.50 X = 0.75'ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k= 1ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SpS/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) CS=SDI I(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) CS=(Sp,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 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) (sgft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 18.00' 18.00 1280 0.022' 28.16 506.9 0.58 321 3.21 2nd 8.00 10.00 10.00 1310 0.028' 36.68 366.8 0.42 2.33 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F; E F. w; E w; F,,,,= EF, *w 0.4*SDS*IE*Wp 0.2*SIDS*IE*WP LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. FPx Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00;ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 26.0 56.0:ft. V ult. Wind Speed 3Sas Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec Gusr 44,0 7,41 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps3mA= 28.6 ' 28.6psf Figure 28.6-1 Ps30B= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 203 i 20.7 psf Figure 28.6-1 Ps300= 4.7 4.7 psf Figure 28.6-1 N= 1.00 1.00: Figure 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/ee= 1.00 1.00,(Single Family Home) N*Krt*I . 1 1 Ps=N*Kzt`l'Ps30= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand caverage= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.004 1.00: 0.89 0.89, 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89; wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB A0 AD AA AB Ac AD per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 Ar= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 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#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00: 0.00 0.00: 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0,00r 0.00 0.00'; 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(ns)= 8.06 V(e-w)= 16.19 kips(LRFD) ki••s(LRFD) kips(ASD) kiQs(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#14253: Plan 2613 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 z(l ,s4 .11-,z ' -*-,41 '-Z41,-,Z. ,Z4s-,S .Z4L-,S „W1-,L ' ,4-,c ' .4/4-,01 i 4 6-,I .4j(S-,9 Z,�((ll- aSSV1 38 ONIZV10'All_ S H I 1-Z d I-I I- Com.. ��.... \ \ ♦ C W N a l �_ I . �---�� d s � , ❑ o 0 i 1 :� �� �� 4zt T2i i�l� C o g —I QZQ CC ` O iL.i I I.......1 dS ti •- M C'^`\ 1 ] . cn c. Nfm 41 NIu in;iii: � N UW'oIII �a L o CO +J Ow V r__, I LC, d ' -- --� `4^ �mO ®® gi NS NU F- a I / Ili> c.o., N3 N N L_aJ \ M a'.' \ti ez Lt1 Ca Se 411) Y]m M ,%L-.4 ,Z/lc-.> ,/f4-,zl f00 $.1 rivS- MK aIIa ON '� N i arim: z \, MOH 9-Z 1 IN • Nf MM MIMI 11U O Oimm mum I m N V ..... O O -_ L I N ` b --O N 'o °I M •1 NI ,I iiP'!1L O71. I MO —;m ^ m b 4;a'1 v13 O �I N o ' m____, �I 1 I ry I� Z O 'F �1 I N I 3 - a� I S53803 5531103 . i r 1 0 �� mi=� ♦ ♦ ♦ 1......1 it • is 0-4, lo I©� J L.. a® 0. .9-,c „9-,C .;(z-,sd-.S '.6-,lJr z4z-,Zl ••• .ol-,ll „S-,Z .Z-,L .Z/01-,Z ,Z46-,01 ' ,Zill-,C1 30-,64 22'-0" 10'-0" t 12'-0" rABOVROOF 111 E i_ 16-0 7-0 OH � © -- Gar AB 2 Gar AB REMOVED 2x8 FRAMING FOR Q ELEC. PANEL 1 0• c L-- FLOOR ABOVE _J 1 n lo 1 wGarage 3'-11Y2" 9 i WALL FINISH: 14" GWB BOLLARD CEILING FINISH 3i1" TYPE 'X' GWB FIRE-TAPE ALL GWB WRAP BEAMS BELOW CEILING LEVE. <v e INSULATE FLOOR ABOVE. O � y2 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM eill 4-1 (ADD MORE STEPS AS REQUIRED PER +18" A.F.F. 9'-0' to SITE CONDITION) a�.44 Q i- 18'-OYz GUARD RAIL WITH 6"HIGH , Le 2 2x4 CURB AT BOTTOM- \ FURN D2 TOP AT+36" ABOVE NOSI Rear Kit/G-r + ♦ -4 4. 4.4 Patio _ ....__. .__..__ 1 s. ' ;'121 -4 ' Lk _,o PWdC Mk -to — t N, , m}— A _,.., .. ..,„, N 1:: - ., 1 N I ycy, '� }— ♦ ♦ I127-Q120 2 3-10" 2-8" NI1f 1r18x24" CRAWL iII ' i ,�� "' SPACE ACCESS O 2x4 35"HIGH " Kitchen b' w PONY WALL 1 c4 I i 1 ,,, `-- DW L A A 0Dining ©� O © 7 ? n D `� 0 - i 0 INSULATE FLOOR Y2 "' y OVER CRAWL SPACE { 8.-4/2. • o COUNTERTOP 1 n OVER STANDARD ( I m �,� A BASE CABINET 1 I a +36" A.F.F. I I I I 0 11 o II In �, UL APPROVED 36" WIDE FLUSH BEAM /y� 1 P FACTORY-BUILT DIRECT ggpVEJ �1 VENT GAS FIREPLACE �� a ♦N♦ h 6x6 POST ' ' ``" a m 1 W/GWB FINISH 1' Entry o '' r a 1 r,1 1 0 0 i o 1 II .,.1, a Living 2x6 39" HIGH 1 1 AS APP ABLE II " WALL W/FINISH PER SITE eN TRIM AT TOP W -;"4-- 5 CONDI;ON; _. TY o SAFETY c �� h ZING ,J, GLAZING ---1 i a LI 1• 1" 12" TILE N.=o o�=-- ♦ ♦ ♦ ID `4 °' - HEARTH 1-6 6-0 F 1-6,6-0 F _ +--- 20 o m 7Yzl 2' 6Yi l z' 8Y2"l z'-s N " e® AID a Front LI`� rr - 1_ 6 570 SH 2-6 -0 S 12- 5-0 SH 21-1- 1-..0.T6 5 o 3'-974 1, 3'-0" .1, 3'-0" jr 3'-0" j, 3-974 Porch _ I I✓•-1 16'-6Y2 9%-5/2"" x• • e 16 All _ 20 I f _I All 17-0" 7-113/q" M-: TIONS 26'-7" PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Ueum OTM RorM Unet Usum Ucem 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* 256 11.0 11.0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext. left 2' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rightl** 640 43.0 43.0 0.95 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EVw,nd 5.16 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A ID:Upper Leftt•(MSTR and BR4) Roof Level w dl= 150 pN V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450,0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds v hdr eq= 31.6 p/f •H1 head=Iv hdr= 52.7 plf H5 head= A- 1 Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 I 1 y Fdragl w= 5 Fdragl, 23.1 Fdrag5 w= •-.1 Fdrag• -72.5 A Hl pier= v/eq= 43.5 p/f v3 eq= 43.5 p/f v5 eq= 43.5 H5 pier= 4.0 v1 w= 72.5 plf v3 w= 72.5 plf v5 w= 72.51 4.0 '. feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= •.. Fdra•-- 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e• 43.5 v P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 Of Hl sill= (0.6-0.14Sds)D 0.6D Vsillw= 52.7 p/f H5 sill= 3.0 EQ Wind 3.0'. feet OTM 6960.0 11600.0 feet R OTM 25310 30628 y UPLIFT -741 -769 v. Up above 0 0 Up Sum -741 -769 H/L Ratios: L1=`> 11.0 L2= 2.5 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 , ' ,4 ►-4 ► Hpier/L1= 0.36 ) Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.23 kips Design Wind N-S V i= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V I= 7.40 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T,A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Ueum OTM ROTM Unet Ueum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext, left 1* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0,0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4 660 21,5 21.5 1.00 0.15 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl** 660 53.0 53.0 0.91 0,15' 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext. right2', 0 0.0 0.0 1 00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right5, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 f 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EV.nd 7.40 EVEQ 5.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL 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 Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0,0 0,0 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 640 9.1 14.0 1.00 0.16' 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 ;0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EV wind 7.71 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel I NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height= 9I ft. Seismic V I= 2.2 kips Design Wind E-W V i= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5 0 kips Sum Wind E-W V I= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind r.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ileum OTM ROTM Unet Usum U:n, HD (sqft) (ft) (ft) (kif) (kip) (k', (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV*' 306 5.0 16.5 1.00 0.25 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 - - 0 0.0 0.0 1.00 0.00 0.,' 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 1.00 0.00 s.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0... 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 a.'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 1.01 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 s0 0.00 0.00 0.00 0.00 0.00 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/Ger 660 11,5 11.5 .00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 0.0 0$ 1.00 0.75' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 - - 0 0.0 Al.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar AB' - 2 6 4.‘ 8.0 1..0 0. • 1.8 .66 0. 0 0.5 .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A=WP 118 2.$ 6.$ 1 00 0. 5 0.4 $.83 0. 0 0.2. 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - - 0 0.0 !.i .1$ $.®' I II ',U1 i.Oi '.50 1... 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 s 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVwind 13.67 EVEO 5.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Ptan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150' p/f V eq 980.0rr pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0', pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds --► v hdr eq= 59.4 plf - •H head= A v hdr w= 147.9 plf 1.083 'v Fdragl eq= 342 F2 eq= 342 A Fdragl w= :-0 F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 p/f P6 E.Q. 5.0 vl w= 488.0 Of v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h_ 1 8.083 . Fdrag3 eq= F4 e.- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 UPLIFT -139 472 s. Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5` L2= 11,5 L3= 2.5 Htotal/L= 0.49 , ► 4 ' 4 o. Hpier/L1= 2.00 �_ o.Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:PIan7A SHEARWALL'WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 516,0,, pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds v hdr eq= 113.9 plf A H head= A v hdr w= 285.4 plf 1,083v Fdragl eq= 484 F2 eq= 484 A Fdragl w= -13 F2 - 1213 H pier= v1 eq= 307.6 pif v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= .- F4 e.- 484 feet - Fdrag3 w= 1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 4 ► 4 ►4 Hpier/L1= 2.00 i Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:,Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0, pounds V1 w= 910.0 pounds V3 w= 910.0 pounds iv hdr eq= 62.1 p/f A H head= Iv hdr w= 191.6 plf 1.083 Fdragl eq= 155 F2 eq= 155 Fdragl w= . 9 F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 p/f P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= . F4 e.- 155 feet Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 p/f P6TN 3.5 EQ Wind v sill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 Hpier/L1= 1.56 ► 0-4 10 .41 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear UpperBR23` Roof Level w dl= " 160 plf V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds vhdreq= 73.2 pB A H1 head=W vhdr= 225.9 Of H5 head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 I 1 A Fdragi w= •;.0 Fdragi , 533.4 Fdrag5 w= 3.4 Fdrag•w=298.0 A Hl pier= vfeq= 134.1 plf v3eq= 134.1p/ v5eq= 134.1 H5 pier= 4.0 '; vt w= 414.0 plf v3 w= 414.0 plf v5 w= 414.0 4.0 '.. feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= •-. Fdra•-- 172.8 feet A Fdragl w=297.9524 Fdragl w= 533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 .1 PSTN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9 p/f H5 sill= 3.0 ' EQ Wind 3.0 :.. feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 v Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2 L2= 5.0 L3= 5.7 L4= 5.0 L5= ', 3.2 Htotal/L= 0.36 ► 01 00 ►A ►4 ► Hpier/L1= 1.26 > Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction hl ''rr.� C n Tec1 n , CS ;' ;I TT- IOOFAPRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Frcuned Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/2"): EQ =480#< EQ (ALLOW) = 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearl°•t(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1-10 1/2" 10fa y 10,31 EQ(1444 WIND) roundation for Wind or Seismic Loading " 'c (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • • Extent of header with single portal frame . (one braced wall panels) Header to jack-stud strap 1. 2'to 18'rough width of opening portal e bl ou d or eI per wind design min 1000 lbf for single on both sides of opening 9 _ opposite side of sheathing t - j ifr _' Pony ' �--�' wall height . 1-; / tntop lstetheader ..1,-;-,„-: '' `q jJ wthowof lbd ," 4% , ` e�t , / i _� sinker nails at 3"o.c.tYP ,�Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max total .. Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height side of sheathing. " If needed,panel splice edges shall occur over and be 10' ^'.Min.double 2x4 framing covered with min 3/8" �L nailed to common blocking max thick wood structural panel sheathing with ttY within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each \ .• panel edge. •w Min length of panel per table 1 Typical portal frame construction ` Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Mm reinforcing of foundation,one#4 bar 1t:. ' jack studs per IRC tables {'s top and bottom of footing.Lap bars 15"mm. R502.5(1)&(2). I 0 Ilir 4 ''N, r* \ 'frk k ,r%„ ; Y.S. J\ k 11 Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2'x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimuun Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversec0 Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving www.apawood.org AM trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466■(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.T1--100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association 180 Nickerson St. Sufic 302 C T E N G I N E E R I N G f �t" Beanie,2 -rt��]7f7-1..1 o if3R LeNh(,/(IGJ�Nbe. C't/61“ P G (206) Protect: 1 "' 61"� � •�' ' "" Date: �["/• �� � (2oG)265-451z �p / I(V)G) nx: 2,5/45,9.3,z vs5 G ?j7tip►(�,�i 2 Page Number: (2oG)285-0618 Client: ,r{��G. V(,-; ' e57)1 a ' On-:---first)(e1-60 • ® Q - 4:26 • � tl LL.E22!__ . . ja'r Li3eDt R � f0111)f44 oaf _. � )7 riwa 8604/16 I...1)21:61.64)21 0, n— goil) 0,o4 Oli2)1111) .(-8 '32P1) ---__ MAA-- Yls q;, (e,5 ALA= ) = 5` 1 XCcs \ 1,0/(2) 44- c�= utur 2 1Zxk1 L`')/4-9-` 112. c14-4- 'D'N6 8AU5 epvr> s a-- 0,50 Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 1' Table 2.2A Uplift Connection Loads from Wind ;. •• _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Design Dead Load Roof Span(ft) Unit Connection Loads(pif)i''3'4'5,6'1 12. 118 128 140 164 190 219 249 281. 315 369 24 195 213 232 •272 315 362 412 465 521 612 0 0 psfe 36 272 298 324 380 441 506 576 650 729 856rn 48 350 383 417 489 567 651 741 836 938 1100 M 60 428 468 509 598 693 796 906 1022 1146 1345 R'I 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, E: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 • 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wail-to-wall'or is wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the Jack span. Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. "' AMERICAN WOOD COUNCIL 180 Nickerson St. Suite 302 C T E N G I N E E R I N/1 G `� /► V,� (�,��p/ S98109 eattle,2 Project: 11 � S) t C / " 1 - ( R65. Date: (206)2BS-4512 MX: Page Number: (206)2.85-0618 Client: i \?4 itt) L`O . .119))1/ 5 74V IAMIL 6010t5e5))Orkj, \ D .g .e st, MA-0\A AI 2,2 A • r rl p: MP f u_L . [10 t 3 ( 5 _ I O -k 2A- Cogiv1,6v ts5 17)I rb IMP, doe 14, t) )6v r - ; 41 r 'ref?, cviaErenao AMO (. , � Tis • ( N 1 I6 i2 U-t- (4)(2) (1,0)( 6,6J a 4. i%-„4._ • poky (, 4-0 ( <_ (2 ( 6 (1-6y (-0/7)(0,-1-5 (0, 4-(04- tVb _ tic (1.) -0(10. 6vsoKodo t 4PL e Ft-1,15tL 0)- Ct-7.-. (5Y nal) es1A-A:v DDIAA Structural Engineers TRUSS TO WALL CONNECTION .4,l vm i is if OF TRUSS CONNECTOR (6) TO TRUSS 1.5" TO TOP PLATES UI'I II I t 1 H1 0.131"X . 1 H25A (4) 0.131'X 2.5' ti(i ,e, 1 SO500 (5)0.131"X 2.5" (5) 0.131" X 2.5" MI) Ilii 2 2 (2)H-2 (9) 0.148"X 1.5" (9) 0.148" X 1.5" .l (i /oil 2 (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. III/I) .2.'6 t. .. (2)SDWC15600 - 3 (3)SOWC15600 - o m i,SO ROOF FRAMING PER PLAN 8d AT6' O.C. 11Sihr 1111. 2X VENTED BLJC'G. ., 0.131" X 3" TOENAIL ��' !1114 ' AT6" O.C. w 0 H2.5A & SDWC15600 STYI F II COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 SME BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE SCALE: 3/4'=1'-0" PLAN AND SCHEDULE (BEAM/HEADER AT SIMILAR) 14 1TYP. RAISED HEEL TRUSS TO WALL CONNECTION TRUSS TO WALL CONNECTION -_._ -- ; OF TRUSS SPF �!!\LU(`,i PLIES CONNECTOR TO TRUSS TO TOP PLATES UPI IFT Fl 1 H1 �-(6) 0.131" X 1.5" (4) 0.131"X 2.5" 400 '115 l_1 H2.5A (5) 0.131'X 2.5" (5)0.131"X 2.5" 75 IT6 1 SDWC15600 - __.._._L - .__- 2 - 48!, 115H10-2 (9) 0.146"X1.5" (9)0.148"x 1.5" 1670 Tori 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. io n- 22r1 2 (2)SDWC15600 - - -!I'm 2 S 3 (3)SOWC15600 - 145:1 ;y!) ADD A35 048"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE ' 8d AT 6" O.C. CONNECTIONS iii�1 �Iii ..V% �' 2X VENTED BLK'G. ii.. );% blik H2.5A & SDWC15600 STY'F i COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE SCALE: 3/4"= 1'-0' PLAN AND SCHEDULE 119 1 TYPICAL TRUSS TO WALL CONNECTIONT SIMILAR) Li/Roseburg J2 7B 7B 1:43Pm4-19-16 lofl A Forest Ptmlucts Comlattry CS Beam 20164.0.5 kmBeamEngine 4.13.19.1 Materials Database 1547 Member Data Application: Floor Description: Member Type: Joist pP Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous BuildingCode: IBC/IRC Standard Load: Moisture Condition: Dry Live Load: 40 PSF Deflection Criteria: L/480 live, U240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 1450 11 7 0 (y� ® ®/ / 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Loading Allowable Capacity Location 1492.'# 2820.'# 52% 5.9' Odd Spans D+L PositiveMoment 2820.'# 62% 14.42' Total Load D+L Negative Moment 1762.'# 1220.# 58% 14.41' Total Load D+L Shear 714.# 43% Odd Spans D+L End Reaction 499.# 1151.# 0Total Load D+L T 1342.# 1775.# 75% 14.42' Int Reaction 6.61' Odd Spans D+L TL Deflection 0.2501" 0.7099" U681 L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L.HENDERSON EWP MANAGER StrongTie Copyright(C)2016 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 BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663