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Specifications (41) 4 tit 7ç7 til Cr 9(-' 7 — / CT ENGINEERING Structural Engineers INC. 180 Nickerson Street Suite 302 Seattle, WA 98109 208.285.4512 (V) 206.285.0818 (F) RECEIVED #15238 FEB 0 3 2016 Structural Calculations aurL®INOGF �vi�N River Terrace c ,,��oGINE4t s) PRp; Plan 7 .: 04, Elevation B ;d Tigard, OR 6? �REG�Nk �. 22,�9�� les r Go\ Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 7 also includes Plan 2613) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B,and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0`psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (0.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 6 0 RB.blGABLEIEND TRUSS B.b1 1 r A.MIN. HDR MIN. HDR I I 1' I II' I ' II 1 m I NEP s I II I ' I I I I I I F — '-'. . 1 ( I 11 I 1 A ROOF TRUSSES IAT 24" O.C. TY?. I 1 I I ctI I 1 = , I co I I • 1 H-I I 1CO I rilm.mmlimml I r I GABLE WEB I I I 1 1 1 1 I 1 �- 1 � 111 1 I I G [ILi01 c,,, to mi 1 I 1 1._0211 ao 1 I6‘.1 1al z ' I I 1 I via 1 I I1 m o I I i NOP IIMIrilimilmimillimillim"� X 1 I �_ �I N I 1 a II 1 N I I z Ln1 Ix I. W I , °4Alliiilill.111111 I 1 1 I ' ' 1 I An , I I IIE 1 I' I I p = 1 I// � , N C ^ I I MIN. HDR �� IIMMIIMAIIIMMIIIIMMIMM=MMIII`t'r+�r'r rte■ 1 ' , — — GABLE WEB 1 r ---RB.b3 1 I �DR f IN. HDR 1 MIN. HDR MIN. HDR 1 GABLE!END TRUSS I � -RB.b4• J Oh SCISSOR/BOTTOM CORD TRUSS B NW SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48A MST48 0 S. Ai Z.1 GJ o ij J r---1 n,-A1 , , a) ( 1 B 7 [ WASHER ii -r r 1021.3iENURE I DRYER SIDE r- ENTIRE P6.M 11 SIDE l 7 8 o 0 l J ' 0 I 0 � MST37-Ii---)// a` MST37 p3 ■ ■ a s / 51.2 8 S,.2 CT# 14301 2015.03.05 1/4" = 1'-O" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 19 ak m S9.1 P3 - ®- -i 9,7 - I / ___GABLEIEND TRUSS / \ I I\ / - -_ B.bl CONT.14x12 HDR / I STK /14 ST14 I STHD14 _ T ROOF TRUSSES AT 24" O.C. TYP. J n z .I Z o Q ci 53) x14 tBIG BEAM B.b2 "• v I I < IN O I � I --IO X W J .-1 14" FLOOR TRUSSES 0 19.2" O.C. TYP. > LL 4 I 4 J W o S9.0 � S9.0 Ce > 1 W J .1 I II CZ u u Oa. = 0 CL 0 � P4 (222:,)) I THD14 STHD14 I to 14x14LVL , o `iAiW I ',■r ino Q I j V P8 ENTIRE N 6x6 POST I I L �� 1A' I SIDE M 2 4 FLOOR TRUSS `imiigi i YAi� I 2 2 8 iDR 1 - ` ROOF TRUSSES I O • o L_ Lj _ •_ ---j 0 AT 24" O.C. B.b16 ��" \\ ',�m=d, Z II ` R -• 4-5 : '� IRE O LEDGER I B.b15 �/� \`� ,L`: r>i�N �� 2 2x8 HDR 1r© �i�id ---)) _1 U c ) I , LO ()I Mot � 10 cc0 co "x' 'a1 BLOCKOUT FOR m ?_,I MICROWAVE EXHAUST. ��1 t I 0 13" CLEAR o � -j 9 = A PICTURE FRAME = I' ... �� nisi '4 OPENING. DIMS N '9 0 m Ih V N ARE TO q STUDS. m- .11 � _Mr0 T A W70 ' II 1 �I o N I '? t- I FIXTURES a1 I ABOVE r__ r- 6X6 POST o I I I= ti I A E-+ xA i 1 I^ w II" I N r-0 L° I o m r-r _ 2x ROOF I N El x.q II -ill FRAMING I i 9 . °x I ' I I B.b9 L__ C9.� 11_ - -.) Ct ,'1-1= �f LEDGER AID, I pq I STHD14 STHD14 _ 4x_8 HDR 4x8 HDR 4x8 HDR 4x8 _HDR N I II.. B.b10 in1"v= 11 B.b10 P .- B.b10 wc� 1 y •o Z ® I N S9.0 cN w Mil I 2P3 0 I "" 8 z I 51.2 B.b18 B.b17..— —Itc.... _ 4x12 HDR I I 4x12 HDR I J L 4x4 POST - W/ ACE4 17 18 4x4 POST All All 4x4 POST W/ACE4 W/AC4 A 4 -1U72 16'-3" .5-10y2 i 18 15 —� 18 S6.14120 056.0 S6.1 ,\�y t { STI-1014 --- z STHD1 Q o • � J O _ N 3J¢" CONC. SLAB � Z g OVER 4" FREE DRAINAGE MATERIAL 0 w OVER COMPACTED FILLci .17— '~--L' I �-1----�i H .,--7 ,VERIFY GARAGE SLAB HEIGHT1.214: 9WITH GRADING PLAN 5rx AlkDt LL- H 1418-03" 3'-1131 I u i 4 P n. Ir. J I 16" It e 1 r---I 3r CONC. 10 ® VARIES : MIN. 1 I I FURN. o PATIO SLAB -1a" SIM. 56.0 1 3" FROM TOP OF r- . ABOVE , STEM WALL P I Li-) SLOPE ® P4 STH014 �L__..j1 H ---- -- O 2" DO 9 \ --- ----�---rs--Z--- 1 i i cel N NS6.0 ^ - STH014 ;S '1y I H 3/4" 3.—Wil I , t a 12x4 PONY WALL I -y,18x24 CRAWL FIXTURE ABOVE—.1\ IZ o ABU66 I®I 1 I AT HIGH FDN. n DPACE ACCESS - I sr sr i 5 p 6 mat 1 I Q 1.,145 ' III D1 S6.0 R41,_ _vk �r J - E 0 U -- I Ii' w L J ° 1 18"x36"x10" FOOTING i n m Q I11 If I I -3" �` (2) #4, (3) #4 AI I P6 c, LI_____J 'I" ;,1 I 1I / 6\ENTIRE +— > �> I 1�"x 914"LVL 1 1 P8 J SIDE r--�---- L1t"J 1 301 II e CENTER U/WALL km 1 —s 1 1Y r I s17) j-I J 9'-8y" 1 Q 1 I 30"x30"x10" ®i FINISHED FLOOR 1 1 S6.0 FOOTING WI 56.0 Ak AT+0'-0" \ 1 (3) #4 EA. WAY m I'', ® n ^ 1 In = U / .y....... .� 1 1 rte"'. `*' P.T. 4x4 POST `. I rt,I •TYP. U.N.O. '% CRAWL S I L�.J .� DRAINAGI � I . CONNECT I I 9)"I-JOISTS AT 19.2"O.C. 4 FOOTING ALLOW P I ^ TYPICAL _ I ^ '4...‘'.`4 I II DRAINAGI I 1-1214) = 11'-7y" I 14'-4q" , N Ft 1 I I 9'-8y" L J rT,_ __ 1 x 9Yz" LVL"--- ,:49 1--._. _ 30"x30"x10" ^ 1 r I FOOTING IN/ AlkI 18"x18"x10" FTG. ' 1 � I� (3) #4 EA. WAYb U7 -1214"� I ® I W/(2) EW I, L_�__ I 6x6 P.T. POST 1 I __ _ j __ L+J i C10r11 ,__, _ I 13" x 9Yz" LVL SIM.56.0 01 SIM. -3" I • • 1 1 ^ 2x 1 PONY -t JIB v =-17,-.' I ^ WALL v1 1 6,1 �i— _> • ' I I -* TART FRMG.I ISIM. S DAIDjISIM.® —.NV SIM.I El 5" .n I----, _._ ____ I 6 I —� ,, I 1 56.0 zs, As: \ S11D14 0 STHD14 'o 16'-63" 9'-53" 'a13 10 1,1-, 1 311' CONC. SLAB -61/2" TOP OF SLAB o SLOPE 11/2"I -121/2" TOP OF 8" u' L £IEM WAU. J • v i .c -- -- Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 Page 1 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING _Timber Member Information a 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 Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fur,No.2 Hem Rr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK iv:Actual psi 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 9 @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefI Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING LTimber 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 enter Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 L 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 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Pian_2613.ecw:Floor Framing Description 2613B FLR FRMG 1 OF 3 [timber Member Information • B.b1 B.b2 B.b3 B.b9 B.b5 B.b6 B.b7 Timber Section 4x10 5.5X14 IJC LVL1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 14.000 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Rr- Rosboro,Bigbeam Level,LSL 1.55E Hem Rr,No.2 Rosboro,Bigbeam Douglas Ar- Hem Rr,No.2 Lards,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 15.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 40.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 160.00 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Results Ratio= 0.9911 0.3689 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 228.69 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,272.9 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 3,450.0 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 53.6 60.5 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 1,925.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 1,540.00 800.00 910.00 4,680.00 1,170.00 1,293.75 '�_, Max.DL+LL lbs 1,280.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 I Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.240 -0.333 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 791.9 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.267 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 989.9 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.600 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 440.0 9,398.1 2,154.8 353.9 1,455.8 743.5 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 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 (c)1983-2003 ENERCALC Engineering Software14189_Plan_2613.eL,v:Floor Framing Description 2613B FLR FRMG 2 OF 3 LTimber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No LCenter Span Data Span ft 3.00 3.50 3.50 2.50 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft LResults 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 fir:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 - 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefi 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 UDefi Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefi Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 14189_Plan_2613.ecw:FloorFraming _(c)1983-2003 ENERCALC Engineering Software Description 2613B FLR FRMG 3 OF 3 _Timber Member Information 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 Fir,No.2 Kern Fr,No.2 Douglas Fir- Douglas Rr- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data II 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 Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 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 Code Code Code - Joist- b- d Spa. LL DL- M max V max 1^ El - L fb _L fv L TL240I L LL360 L max TL deft. LL deli. L gest T�L360_Suggest L LL480 SL maxi TLP dick eli.TLpick deft. LLLpick L Ldick ell. size&grade width(in.) depth(In.) (in.) (psi) (psf) (ft-lbs) (psi) I (psi) (ft.) (ft.) (ft.) 1 (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) ratio 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.79 15.23 14.80 14.71_-.16:611-1--6:46_ 13.31 __13.45 13.31 -0,44_ 360 0,32_ 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 12201 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 - 14.14 - 14.29 14.14 0,47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.52 _360 0.38_ _495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220L 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77'- 0.56_ 360 0.41 _495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37 15.371 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60." 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0,37 r; 480 9.5"TJI 110 1.75 9,5 12 40 10 2500 12201 1.57E+08 20,00 48,80 19.111 17,98 17.98 0,75 0.60 16.69 16,34 16.34 0,51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.581 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0,55 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.321 16.30 16.30 0.68 0.54 15.13 14.81 14.81 0.46 384 0.37 480 9.5"TJI 210 2.0625 9.5 16 ,40 10 3000 1330 .1,87E+08 18.97 39.90 '18.40 17.32 17.32 0.72 0.58 16.08" 15,74' 15.74 0.49 384 0.39 ='480 9.5"TJI 2101 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 17.32 0.54 384 0.43 480 9.5"TJ1210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 13301 2.06E+08 18.25 33.25 17.891 16.83 16.83 0.70 0.56 15.63 15.29 15.290.481 -..384 0,38 480 9.5"T..11 230 2.3125 9.5 . 16 40 10 33301, 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.921 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11,875"TJI 1101 1.75 11.875 19.2 40 10 3160 1560 2,67E+08 17.78 39,00 19,500 18.35 17.781 0.67 0,54 -17.04 16.67 16.67 -0,52-384 0,42 -480 11.875"TJI 110 1.75 ,11.875. 16 <,40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47?, 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53 4.80 11.875"TJI 210 2.0625 11,875 19,2 40 10 3795 1655 3.15E+08 19.48 41,38 20,611 19.39 19.39 0.81 0.651 18.00 17.62 17.620.55 384 OM 111875"TJI 210' 2.0625 11.875 16 j' 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 0.47 480 480 11.875"1J1 210 2,0625 11.875 12 40 10 3795 16551 3.15E+08 24.64 66.20 24.101 22.68 22.681 0.95 0.76 21.05 20,61 20.61 0.64 384 0,521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.961 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 111.875'.TJI 230 2.3125 11.875 16 40 10 1.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.281 20.03 20.03 0.83 0.67 18.59 18.20 18.20 0,57 0.89 0.7384 0.45I 480 11,875"TJI 230 2.3125 11.875 12 40� 4215 1655 3,47E+08 `22 49 49.65 22.62 21.28 21.28. 0.725.97 66.20 24. 23.421 23.42 0.988 21.74 19.34 28 28 0.60 384< 0.48 480 10 4215 1655 3.47E+08 .74 1.28 21.28 0.67 384 0.53 480 11.875"TJI 230 2.3125 11,875 9.6 40 10 4215 1655 3.47E+08 29 03 82 75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.57 480 ----- ------ ---------- 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480 11.611.875 16 40 10 4315 1480 11.875"RPM 400 2.0625 11.875 12 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"RPM 400 2.062530E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93 20.93: 0.65 384_ 0.52 480 25 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54' 22.54-0.7013841 0,56 480 Page 1 D+L+S CT#14189-Batahny Creek Falls I LOAD CASE (12-12) L 8 (BASED ON ANSI/AFBPA 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 Cr c 0.80(Constant)> Section 3.7.1.5 CI(Pb) Cf(Fe) 1997 NDS KC0.30(Constant)> Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cbb Nadas) > Section 2.3.10 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade.Width Depth Spadng Height Le/d Vert.Load Hor.Loa <-1.0 load a Plate Cd(Fb)Cd(Fc) Cf Cl Cr Pb Fc eecpsi PbFc are psi psi psi psi tc/F c psi Fb'•(111c/Fee) In. In. In. 9. pit psf pit (Fb) (Fe) psipsipsipsi P 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 1200,000 854 506 966 515.42 441.22 439.37 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 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 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 28.3 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 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 _ 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1.200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200.000 854 531 875.438 378.09 336.17 335,24, 1.00 0.00 0.000 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.3 1.00 0.00 0.000 SSPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 PF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 38813 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 875 425 725 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 18 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 1-I-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 02858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 02737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.8 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 -1150 1,400,000 1,308 531 1454.75 1296,30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 ' 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150-1,400,000 1.308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls ILOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Waii duration duration factor factor use Stud Grade Wdth Depth Spacing Height Laid Vert.Load Hot.Load <.1.0 Load @ Plats Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc Ic/P c fb 1b/ In. In. In. ft. pit psf pif (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 1,366 508 840 515,42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 18 9 30.9 755 8.48 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1.366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200.000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200.000 1.366 506 840 449.95 384.87 246.35 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 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1.368 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1,5 3.5 18 7.7083 28.4 1060 9.71 0.9971 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 76125 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 18 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 1,366 531 781.25 378.09 328.30 177.78 0.54 447.52 0,816 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 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 , 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1.300,000 2.033 508 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 1200,000 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 18.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 53123 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 148.34 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 1,366 531 761.25 144.26 136.14 17.78 0.13###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 ' 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531' 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.55 CT#14189-Batahny 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 Ka 1.00 Design Buckling Factor D`L+W+812 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _ Cl(Fb) Cf(Fc) 1997 NDS Cb (Vades) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Maz.Watl duration duration factor factor use Stud Grade Width Depth Spadng Height Leld Vert Load Hor.Load ee 1.0 Load elg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb To perp_ Fc E Fb' Fe perp' Fc• Fce Pc fe fe/F'c lb fbl In. in. In. 0. elf of pit (Fb) (Fc) psi _ psi psi psi pd psi psi psi psi psi psi Ft/NI-lc/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 18 9 30.9 785 8.46 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8,13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 449.95 395.22 250.18 0.63 381.37 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 1,366 508 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,368 506 966 449.95. 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 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8,25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 6 825 28.3 2360 8,13 0.9922 4183.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.368 531 875.438 449.95 388.13 299.88 0.77 180.69 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850` 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.48 0.5437 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1844.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 1484.89 1015.45 53123 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 53123 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 _ 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438_ 144.26 139.02 17.78 0.13 f# ### 0.979 SPF#2 1.5 5.5 18 19 41.5 660 9.71 0.9914 3287.1 1.60 - 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.788 H-F#2 1.5 5.5 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+LoS+.5W CT#14189-Betehny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 ' Ke 1.00 Design Buckling Factor D+L+S+W/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb wades) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mez.Wall duration duration factor factor use Stud Grade Width Depth Spednp Height Le/d Vert.Load Hor.Load u 1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fee Pe fc fc/F'c lb lb/ In. In. In. ft. plf psi elf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3,5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 6.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.388 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091,8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1.366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3,5 12 0 30.9 1370 4.23 0.9900 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 187.82 0.398 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.398 SPF Stud 1.5 3.5 12 8.25 26.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1.200,000 1.386 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.8 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2.033 506 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,368 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 483.51 0.580 H-F#2 1.5 5.5 18 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 2,033 508 1644.5 228.94 220.14 139.80 0.64 463,51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSIIAFBPA NOS-1997) SEE SECTION: 2.3.1 , 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucktln9 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(Fb) Cf(Fe) 1997 NDS Cb (Vanes), > Section 2.3.10 Bending Camp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height,Laid Vert.Load Hor.Load u 1.0 Load @ Plate Cd(Fb)Cd(Fc( Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fe' Fee Pc fc IeiF'e fb 151 In. In. In. rt. p0 put pit (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud ' 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 18 8.25 28.3 1225 3.57 0.9961 1893.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9986 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 968 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.8962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 7251,200,060 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725-1,200,000 1,366 531 875.438 449.95 386.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425- 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 . 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 875 , 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 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 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.80 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 1203.70 948.77 508.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1 400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 108925 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5,5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675_ 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494,93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.80 1.15_ 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300_1,300,000 2,033 506 1844.5 228.94 220.14 152.73 0.69 340.83 0.513 Pape 1 280c-kerson St. CT ENGINEERING �" Suite 302 / .u c .Seattle,WA 98109 Project: {. _ -7.-...:. :-., tia s - .Date: (206)285 4512 . PAX: Client: Page Number. (206)285-0618 . 131L. I' Z9190 psr a., . ( ,,..), ?.-- 011,4 . FEW ( ( ) —1 Kg- 2. ( 4 ( s r 3 itik, 1 0- .61-016) =-- 366 1.01 R ik's t% TV -- -- * 2e'e'c) ...... • Z. + g 4=-is :- 00, , c c. le 54 --4. (15Y( 24,j-451,41S -44.c _ 44. .cot e or c.. .41 • p q30 -I- 45' . i.„„..---i • ,sem i. r , 19v 4):Y-:.. - 'IL- -..;. 2 Iii/ 136(‘ limci-- r-1___)_] Structural Engineers 180 Nickerson St. CT ENGINEERING Suite302 Seattle,WA N C(� j Q Project: I � LP 17716 e Date: 98109 (206)2 85-4512 Client: J)NUJ ( AM LL .'1P'iDLem- -Page Number: (206)285-0618 QP9604 l M146_ vAtu S fl -. - - I 4 f�M i 5 i e g � ?;S , Z s ,�. � r3 +. . _ E 3 f • i { i 1 �; �,�(p°i�WQ PRF p . !K: L=nvi ! ,` ix •,..4.5,„4„ � � , � ak-4M,_ ? } L-2,r6iD . - -4 , ,. , , . „ , , , , , , . , , , , ., , , ,, , , , . , : , : 4 , , , ., . 4 /- , , , ,. , , , ... ,...„,...,.........,. ,,......,..,,,,,4„,..i'.-4. E 3 i. . .. . .... `.. ` f� C � z�: • , j, . z , ;Rs . t t £ 1 , { t 2 Q� /� �� y�� , a .� tM. M 4/0 O_ / cw - -:'(0)0TR, ? ; i J:14:_ 1� £ £ , T F f s i .....,.. ...,; ,._l, a. y. c.. }, / : .;;.,. ....:-„w....0.... ...,,...,..._.,.;,.- . ..„....,. .... ;,,,,_„7.,. eo,.....,:toiti4rw, , ,. 1 utt,044, , , isp : t.,11,:::1 -.-!, ',175.1:4.' Structural Engineers � 'G f � , • C T E-;N�G-(1-N� E E-R I. N.G '' 180 Nickerson St. c' YYL�/ 7 t N C Suite 302 Project: PM n Seattle,WA �� /�.efYE6 D ® G Date: 9,02.4. oe. pct 98109 /�,� �(�u� �( ►�t� (206)285-4512 Client: 2072 .4;')e.-/ !T/0(� ��Pws �)s b/117� Page Number: FAX: t v (206)285-0618 IJ t , I • I 1 . .,W I ..1 ._. i , __ ---i--i--=:--1--i•--4--i— 41; + j , .� � 32 i7 — I. 4,- 1 1 -: - _ — ; -- G , i i • • • -cam: -: - `_ = r6 i _ - -{ _ ., '• • r • 1 ' .s, �. ' .1 1_ -- - i -- 41/ - - -a . r 0 L r � d (1 / I� Vit t a -T7-t--- .._ 1 ' 11 QQ - • fc7 `tnjJr + y . E , I a i ; r t r, — v1 � 1 rt Q74- ! 11,1 : E _- L.. t i /2� • 1 i t f f , f 1 , 21 r • zt _. , j f , J Wei; + 1� 1�L �_._.�j` . �+ f;',1,--'t • � z�,� X4-,- -1— , ,- �s I r 1 _ Structural Engineers ‘'ee_ h p,,,`s 4-f 3 `� LJ7 an pi r & ' Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input • Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III m ,y 4s7171" " R^u"xk ,-.r s x a.*--�a, 3'O ',u" l rK 2 i� � fi ' AYE ton � - ti 3 : , l a i �� l I gg� ' `: ; �" i ii t l ;�, I i `'"`� i �. �,ar � � r 1.64:� k'''; r,x .'"�- T x, g� " � '�s' tx,�;„ ;�,��y if pr w. a `5... ti. (�fLYK C"�'' x�,. �t �, dk; 1 �t �011:1171 t sl `�ze +� �' !6 s _ , 71a a r��ill ilwaukie, SI".`dCrrok P x 7 ' a 4,if'p �•�L "x .3t 3 '.F` �,cw Ay£� i d t 's '::A Vii" y `"3.. ,4 3 : , a. 4 : �. �� _ � x; 9 �w"`2r ke dSb� LapeLO e,gO: i a, c . A x pie ' d x r_ 3� . . SC}AO�I�S �-� g � v � e � ' S & St .„ ' r � ��. King City ,.. a hath w�r � m . • /j s 5 tip rte+ J� ,r,,i .,gip*- 7.9if f z 7;( j�� "Cc., A M tE I I A f a n s ,r �,fr` . . .w ' $ 3 N SyS «�.. S fr X eN' ss4 �-"` ieµ° r � i€ y q +5*t � � UESt �� : fi` s k S}�� .'4�'k�^a � fi a � � �� t><lapQ � � @2015 MapQutst data 0 ) G. west � �� @)Nap USGS-provided Output SS = 0.972 g Si. = 1.080 g S°5 = 0.720 g S, = 0.423 g SM: = 0.667 g SDI = 0.445 g For information on how the SS and SS values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER Respo se +pectrum Design Response Spectrum o.8e 0.80 1.20 0.53 0,12 0.54 0;22 0.50' 0.77 ,, ' o.; ' 0.48 is 0.55 r le 0.40 f 0.44 0.32 0.32 0.24 0.16 0.22 0:11 0.08 0.00' 0.00 4/3 0.00 0.20 0.40 0.S0 0.80 1.00 1. 1.40 1.5b l.$0 2.00 0.00 0.20 0.40 0.80 0.80 1.40 1.20 2.30 Y.00 1.80 3 00 Period,T tsaez) Period.T is+erit Although this information is a product of the U-9..Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool s not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/201 5 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 S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies- W http://earthquake.usgs.gov/research/hazmaps/ http://geohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 ` Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=Fv*S1 SMI= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sps= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SMi SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s DC = 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 0.0= 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 SDs= 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) Si= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T*(R/IE)) (for T<T L) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>71) 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,x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *hrk Vi DESIGN Vi Roof 18.00 18.00 1280 0.022 28.16 506.9 0.58 3.21 3.21 2nd ; 8.00 10.00' 10.00 1310 . '0.028' 36.68 366.8 0A2 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 F,,, = DIAPHR. F, E F, w, E w, Fpx= EF,*wpx 0.4*SDS*IE*Wp 0.2*SDs*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 0 70 1st(base) 0.00 0.00 0.0 64.8 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)= 3000 - 30M0 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 260 560 ft. V Wt. Wind Speed 3Sec.Dust= 120 120 mph Figure 1609 Fig. 28.5-1A thru C V asd. Wind Speed 3 See Gust 93 93°f mph (EQ 16-33) Exposure= B B lw= ' 10 104 N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.8;psf Figure 28.8-1 Ps3o B= 4.6 4.6[psf Figure 28.6-1 Ps30 c= 20.7 -' 20.7psf Figure 28.6-1 Ps30D= 4.7 4.7 psf Figure 28.6-1 N= 1.00 + 100i Figure 28.6-1 Kai= 100 ' 1.00 Section 26.8 windwardlee= 1.00 1.00`(Single Family Home) X*Ke•I : 1 1 ps=X•Kzt•I•Pe3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf(LRFD) PsBacdoaverage= 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2.2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1,00 100 0.89" 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac Ao per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.R)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) V(E-W) 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 AF= 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) V(E-W) V(E-W) Vi(N-5) 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 00 0.00 0.00; 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(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(n-s)= 8.06 V(e-w)= 16.19 kipALRFD) kips(LRFD)_ _ kips(ASD) _kips(A11_31.. 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 sallowable V wind V wallowable (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 „ ,=.1/2' NAIL SIZE nail size= 1 1/4”long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.21 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.21 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w di V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Usum OTM Row U1et Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 360-27.5':F"27:5 >1.00:! 0.15 1.45 0.00 0.90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 -0.78 -0.78 11.60 34.03 -0.84 -0.84 -0.78 Ext. left 2. 0> 0.0 0.0 " 1.00:„0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -10.0 0.0 1.00 ;0.00' 0.00 0.00 0.00 0.00 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 -x,0.0 '0.0 1.00'' 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 280 ,:16.0: 16.0 :1.00.. 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 70 5.62 9.50 -0.25 -0.25 9.02 11.52 -0.16 -0.16 -0.16 - - 0," 0.0 0.0 • 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 = 0 0 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 1.0(r. 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 =::i 0.0 .00 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rightl** 640 46.0 46.0 095'i 0.15; 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 59 12.85 78.56 -1.45 -1.45 20.62 95.22 -1.65 -1.65 0.47 pert Ext. right2 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0:":1.00 . 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3 0 0.0 0.0 , 1.00 j" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 •0.0 .=00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • Ext. right4 0 ";'0.0 " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "•-,0.0 0.0 1.00= 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ..'0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, "'0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 I` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0•- 0.0 0.0 .1.00; .,0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 • 0.0 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 0.0 001.00 ,0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0', 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 1280 89.5 87.2=L eff. 5.16 0.00 3.21 0.00 EVni„d 5.16 EVEQ 3.21 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: 2nd Panel Height: 9 ft. Seismic V I= 2.33 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 5.54 kips Sum Wind N-S V 1= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eff. C 0 w dl V level V abv. V level V abv. 2wAi v i Type Type v i OTM RQTM tine, Unum OTM RoTM Unet Usum 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* 370 ..'18.0. 18.0 0.65 0.15 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 pert Ext. left 2 0 - '0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left 3** ., 0 0.0 •-0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 290 8.3 12.0 1.00 0.40 0.64 1.13 0.51 0.70 1.00 1.00 147 P6TN P6 214 10.92 9.80 0.15 -0.10 15.88 11.88 0.53 0.37 0.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 " 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rightl"" 660 53.0 53.0 0.91 0.15 1.45 2.58 1.16 1.61 1.00 1.00 57 P6TN P6TN 84 24.92 ##### -1.52 -2.97 36.25 ##### -1.72 -3.37 1.22 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 "1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3"' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 • 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right4. 0 0.0 0.0 1.00 ; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ;-1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 '0.0- 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "'0.0. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0, '0.0 0.0 1.00 '0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00= 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 79.3 68.2=L eff. 2.90 5.16 2.33 3.21 1.00 EV wind 8.06 EV EQ 5.54 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:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 eB. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet U. OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 '' 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,` 0.151 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 Inti ..KIT . 0 0.0' ,.0.0.:' 1.00'F:0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00. "0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 • 0.0 0.0 1.00-- 0 00: 0.00 0.00 0.00 0.00 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 z 0 "'0.0 '0:0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 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 Garr 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,j•0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 l 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 r'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0'Y'-0.0' 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 001.00:'-0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ', 0.0 0.0 1.00 ;0.00,: 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ` 0.0 ' 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0• 0.0 =0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 . 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 EVwind 7.71 EVEO 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes ISB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height 9 ft. Seismic V I= 2.23 •s Design Wind E-W V i= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.3' fps Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pi= 1.30 Table 4.3.3.5 Wind Wind E... E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOc etc C 0 w dl V level V abv.V evel V abv. 2w/h v i Type Type vi OTM RoTM Unet U. OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV" 306 8.0 17.0 1.00 0.15 1.12 -.00 0.52 1.50 1.30 1.00 328 P4 P3 515 23.59 5.13 2.52 4.12 37.09 6.12 4.22 7.85 7.85 - - 0 0.0 0.0 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front - 0 0.0 0.0 1.00 0.00 0.4 4 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 4.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 "0.00 0.00 0.00 0.00 0.00 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` 0.04 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ' 0 40 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 i 4.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 " 10.0 0.0 1.00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5" 16.0 1.4 4 !"0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 6.94 1.39 1.39 44.14 8.28 3.31 3.31 3.31 - ' - ' 0 0.0' 0.0", .00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 .1.00 0.75 0.00 0.00 0.00 0.00 1.00 0.78 0-- -- 0 0.00 17.16 -6.06 -4.76 0.00 20.48 -7.23 -4.29 -4.29 - - 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 - 3 4/- • , 4 y+ ' 4 4 '4 4 : 6- 4 ,0 0 4 4 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - 4 0.0 4.0 1.04 .4.00 0.00 0.40 0.04 4.00 1.40 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 118 2.0 8.0 1.00 0.15 0.43 0.83 0.20 0.26 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - ,'" 0.0 ,0 1.44 4.04' 4 00 0 +0 0.0, '00 1 40 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 .-0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' c0.0 0.0 1.00 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 " 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0• 0.0 : 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- .- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 i"0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 " 1.00"'.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "0.0 0.0 "1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ;0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 29.0 29.0=L eff. 4.84 7.98 2.23 3.04 EVxind 12.81 EVEQ 5.26 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 "" denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14253:Plan 2613 ID:Upper Left1*(MSTR and BR4) -Roof Level wdl= 150 p11 V eq ..900.0; pounds V1 eq= 495.0 pounds V3 eq= 157.5 pounds V5 eq= 247.5 pounds V w= :,;;,1450.0'. pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds v hdr eq= 32.7 p11 > AH1head=t vhdr= 52.7p11 IH5head= I 1 Fdragl eq=45.0 Fdrag2 eq= 14.3 Fdrag5 eq=28.6 Fdrag6 eq=45.0 1" 1 A Fdragl w= 5 Fdragl. 23.1 Fdrag5 w= ••.1 Fdrag•w=72.5 A H1 pier= v1 eq= 45.0 pit v3 eq= 45.0 plf v5 eq= 45.0 H5 pier= 4.0 v1 w= 72.5 ph' v3 w= 72.5 pit v5 w= 72.1 =(4.0 feel feet H total= 2w/h= - 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= .1 Fdra. 14.3 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= •.6 Fdrag8e. 45.0 v PSTN E.Q. Fdrag7w=46.1 Fdragew=72.5 A PSTN WIND v sill eq= 32.7 p# Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7p11 H5 sill= 3.0.� EQ Wind '" 3.0 feet feet OTM 7200.0 11600.0 R OTM 25073 30628 v UPLIFT -722 -769 V Up above 0 0 Up Sum -722 -769 HIL Ratios: L2= 2• 5 L3= ' 3.5 L4= 5:0 L5= 5.5 HtotaUL= 0.29 .4 144 1.-41.4 1.4 ► Hpier/L1= 0.36 >. Hpier/L3= 1.14 L total= 27.5 feet HpierlLS= 0.73 0.90 L reduction JOB#:CT#14253:Plan 2613 SHEARWALL<WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 p/f V eq 1020.0 pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds V w= 3160.0 pounds V1 w= 1580.0 pounds V3 w= 1580.0 pounds ► --► v hdr eq= 61.8 p/f ► k H head= vhdr w= 191.5 p/f W 1.083 Fdragl eq= 355 F2 eq= 355 A Fdragl w= 01 F2 -1101 H pier= v1 eq= 204.0 p/f v3 eq= 204.0 plf P6 E.Q. 5.0 v1 w= 632.0 p/f v3 w= 632.0 plf P3 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq-- • F4 e.- 355 feet A Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v si//eq= 61.8 p/f P6TN 2.0 EQ Wind v sill w= 191.5 p/f P6 feet OTM 8245 25542 R OTM 10029 12251 y v UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 . 0 Hpier/L1= 2.00 ii Hpier/L3= 2.00 L total= 16.5 feet ► JOB#: CT#14253:Plan 2613 SHEARWALLWITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 1130.0 pounds V w= " 3270.0 pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds V3 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 w= 3215.0 pounds V3 w= 3215.0 pounds ► ► v hdr eq= 126.5 plf ► A H head= T v hdr w= 378.2 p/f 1.083 ''W Fdragl eq= 727 F2 eq= 727 A Fdragl w= • 5 F2 -2175 H pier= v1 eq= 390.9 p/f v3 eq= 390.9 plf P3 E.Q. 5.0 v1 w= 1169.1 Of v3 w= 1169.1 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= 7 F4 e.- 727 feet . Fdrag3 w=2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 126.5 p/f P6TN 3.0 EQ Wind v sill w= 378.2 p/f P4 feet OTM 19528 58404 R OTM 10646 13005 v • UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 t ► ►4 ► Hpier/L1= 1.82 ► Hpier/L3= 1.82 L total= 17.0 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 v hdr eq= 62.1 p/f A H head=.4' v 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 plf P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 y 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 plf P6TN 3.5. EQ Wind v sill w= 191.6 plf P6 . ..._...... .... .. feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.31i L2=; JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23'. 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 v hdr eq= 73.2 plf _► AH1head=� vhdr= 225.9p/f H5 head= W 1 i Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 1 _ A Fdragl w= •:.0 Fdragl, 533.4 Fdrag5 w= 3.4 Fdrag•w=298.0 A H1 pier= vl eq= 134.1 pB v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 plf v3 w= 414.0 plf v5 w= 414.0 4.0 feet H total= 2w/h= 1 2w/h= 1 feet 8.0 V Fdrag3= •-. Fd • - 172.8 'm= 1 ra feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 P6TN E.Q. Fdrag7w=533.4 FdragBw=298.0 A n P4 WIND vsill eq= 73.2 pl/ Hl sill= (0.6-0.14Sds)D 0.6D vsillw= 225.9 plf H5 sill= 3.0 EQ Wind feet OTM 12880.0 39760.0 3.0 R OTM 18074 22078 feet V UPLIFT -248 846 Up above 0 0 V 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 Hpier/L1= 1.26 , ► 1. ► 1. Hpier/L3= 0.71 < L total= 22.0 feet > Hpier/L5= 1.26 0.95 L reduction ®. AA •Pnsc • r • a TT-100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible • load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection maybe 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.) ) Shearm(Ibf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 24 8 1,675 (2345 WIND) 0.38 2.88 ' 0.51 3.42 • 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 1031 EQ(1444 WIND) Foundation for Wind or Seismic Loadingf'''''a' (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 nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening I per wind design min 1000 Ibf for single or double portal on both sides of opening I ________... ..... = z opposite side of sheathing wall Pony . 'It height • . •"3' '.ns` `�`�� 'k�x a '"�- Fasten to late to header ! r' z, o 4iw1 4lneF eade (. ` , P P .4 ,, (" .tiow c$.i �� with two rows of l bd 14- ^. l�s-.Jk,ea a no'a ? g sinker nails at 3"o.c.typ YL Fasten sheathing to header with 8d common or 12 galvanized box nails at 3'grid pattern as shown Min.3/8"wood structural max >, panel sheathing total ; 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,Mtninuun Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving i wviv.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.Ti l OOF Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult A PA your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ®2014 APA—Thc Gginecrcd WeedAssucialtcm CT ENGINEERING IRO Nickerson St. -fl�'jf� / R �j I/,NJ�C. p� ,�/�/ Suite 302 Project: Date: 9-.107 , , i 1 ,19` 98109 6 285-4512 Client: wW 23 3r .2 C //S5c 2.-41.95'b6:•,..5,2-.) Pagc Number: FAX: (206) 285-0618 .• • VC -50.-ATh -I I : 6,0 arip , • Hvr-AJ61-6r/L,) . ® Q / .. d e " / `' X t(�`( • L_13?fDt,, A 1 k Zrl afrRs--Wxr. Frig .. .07rt oA rc,R pcsAlvf.egravu,\ 5. 0 616 ... . . ( Z3 'LIZ-)S� fr n--__. .go (bo) 4._. * . . dvi , 6 6,2111, 6e- .— PYz 68 ,° 44- •) . 4.,. • D Atp).4).,_ I > /(2) . el- . al= utv . -T2) J ,rkz 0/4-4---)z?.-A, RA __ 112.:t4-4— • 1 N . 1P Ut't d\ . °!`1 J 1-,5's & U2 e p�VI S � 0�1- L \)1,0-_ 1()v .004 ;Y.) . Structural Engineers WOOD FRAME CONSTRUCTION MANUAL. ` 63 •s 't.lek Table 2.2A Uplift Connection Loads from Wind .:�=• •. .• . _ • (For Roof-to-Wall,WaU-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 3-second gust(mph) Roof/Ceiling Assembly froof Unit Connection Loads(pif)1'2's4,sa7 Span(ft) Design Dead Loadm 12. 118 128 140 164 190 219 249 281 315 369 2 24 195 213 232 •272 315 362 412 465 521 612 e Opsf8 36 272 298 324 380 441 506 576 650 729 856 z 48 350 383 417 489 567 651 741 836 938 1100 Rol 60 428 468 509 598 693 796 906 1022 1146 1345 . 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 48 194 227 261 333 411 495 585 680 782 944 604 714 830 954 1153 Z 60 236 276 317 406 501 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 ill ..ti 48 38 71 105 177 255 339 429 524 626 788 ii 60 44 84 125 214 309 412 522 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located In Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. i 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, f. multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the • . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier 1.00 1.33 1.60 2.00 4.00 `l• A Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or 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 upliftloads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ({ i' ��,' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. •"ik• T For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length '-'}If includes the overhang length and the jack span. 'I • :? 1; s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. ?I, 4-;:r...,-1•• AMERICAN WOOD COUNCIL 180 Nickerson St. CT E N G I N 'E- E R, I N G Suite 302 INC. 11 Seattle,WA Project: -TYP► �)IVI 1 fiiti iR . Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \AI • I ; U:PVR1- 7117)'114 ,k-r>7 1/4fiL- 64 Ma?)676 I : QQ DD g k77; N1 NA,92 -7'AB c 2,2 • 1 : :— J l o: MPr- ( ULT) .. g I- . : 33. • CoKikAM `S' s 4P •. r i • . . IFICP lL78 ILS. )( ) : : : 6-00-k: 7 :04. og,- /6:p. . - : : . : :t : : : . _ • •11-‘)(i) 0)( o-4) . * •:- . 6 - 6i K05-e_ � ,� -rv0 < (2 :( >6'( .: 1A-;--: (61-6y. t-QA)(p.7-5 (0 ',6 : -L. 4-104 vb ; : : : ! 1• • . N,i►�& C - YP (fid e 64. ,Pay, • @ ►v Fes- '+� G�-= (0( n .0 : Structural Engineers • TRUSS TO WALL CONNECTION ‘•;1'I VAI in''; #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'111 1 11 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" 400 ,I') 1 H2.5A (5) 0.131" X25' (5) 0.131" X25" 5�3:) 11ii 1 SDWC15600 Of. .....11.'..._ 2 H10-2 (9) 0.148"X 1.5" (9) 0.148" X 1.5" ii1/0 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. Iiiiii ;o 2 (2)SDWC15600 -- - 910 2.5n 3 (3)SDWC15600 - - I4 'n Sr, ROOF FRAMING PER PLAN 8d AT 6" O.C. -.........,.." 2X VENTED BUM 0.131" X 3" TOENAIL [[..,, AT 6' O.C. `Y i - \H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS -�-- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=r-0" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION :TPF VAI.UE: OF TRUSS CONNECTOR i0 TRUSS TO TOP PLATES UPLIFT 1:1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131'X 2.5" 400 415 1 H2.5A (5) 0.131'X 2.5" (5) 0.131" X 2.5" 535 -116-- 1 10- 1 SDWC15600 - - eP,'i---lb.-. 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 1070 700 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5)0.131"X 2.5" EA. I0•/0 2211.- 2 (2)SDWC15600 . - - !170 230_.. 3 (3)SDWCI5600 - - -ITH'i --:5+5 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE 8d AT 6" O.C. CONNEC110NSMI ,G �IIIIIIIII �i►r!l7�i� 11111lictlit„Aiiiiiii w I 111 II H2.5A & SDWC15600 STYI F . i COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [