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/lelS 7Jkc)Ce -co 1C4.2.7 s6d Engineers Structural En i CT ENGINEERING - 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 RECEIVED Structural Calculations MAR 3 1 2016 ��Cr rY OF TI ARD River Terrace - I o F.oGINF Plan 1c-'•: 60110.i Elevation A I • �� �REG��NA Tigard, OR � � c2 ,VM� � Design Criteria: 2012 IBC (ORSC, OSSC) 01/26/2016 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 ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over 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 1 ROOF Roofing 3.5'psf Roofing future 0.0 psf 5/8"plywood (OS.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./Meeh. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete 0.0;psf 3/4"plywood (O.S.B.) 2.7'psf joist at 12" 2.5'psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2`'psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF 19 S9.1 (2) 2x6 HDR 6)10 HD> RB.1 RB.2 u u n c U u 3 C cc , 0 op 2 C N � '1 C 191 - ; 19 S9.1 • 59.1 N s W U \ N O / \ / p - N _ � \\ r--1 o — / m \122"x30"1 Q. O< C cc N l 1,-, 7 I ATTI l C4 ~ ' ACCESS1 / I-- L' L\�_J r / e _I i;\ r -' \ / \ --- I o H / \ \ \ RI cll 1Iij -1.'C7---, \ l / I I / \ A 3---y , , , . at•. • Mill ZIM sisksi RB.6 RB.7 - ) 2x8 HDR 6x8 HDR / GT.a3 IG.T. 0 / 1 I -4 , 1 I 1 RB.6 ' RB 6CON11NUE SLOPE I MIN. H� D R J MIN. HDR,. I DOWN TO LOW ROOF II GABLE END TRUSS L I RB.5 null at Plan 1A 16 S9.1 Plan 1 A PLAN 1 A ROOF FRAMING PLAN 1/4"=1'-0" CT#15238 2016.01.26 1/4"=1'-0"(11x17) P6 8 51.2 MSi' . , 111I III I I L ,� o :14 FL GrCs, CD rl F - IA 1 tt r All II II 1 L I C • r I1 1 I II LOFT T37 Mir_.... I I S1.2 MST37 MST37 I m8 II 51.2 I B23 I a MST37 MST37 8 51.2 Plan 1 A PLAN 1A TOP FLOOR SHEAR PLAN 1/4"=1'-0" CT#15238 2016.01.26 114"=1'-0"(11x17) • r '•- �_ r , 4 153, S9 0 D2' f Oahe L \ Ai D14RJ ' ® STHDI4RJ 2) 2x8,11(Dk___6x10 HDR 2) 2x8 HDR 4x10 HDR 4x10 NOR $x1.0 NDR :" 4x1.0_.HDR 1 . - 4 ri�2 :.2 ".1 3 5 6 •0 i E ; ig �t' lI'N t co m ry N 9__-J . ......_ F z 1 I zl "3+ *\. 1 1 „ i f V, R \ O W fir^\} - ,x / t1`.. f,,,`,9: W. p.(6 ": O I- , . O " • ' "W`"" . i 111111:15160111 • .... Z O V) Zu) din I .„._..11 ;1 ,I •1 Z 1 ,.N I-0 ■ I I I a £ Q • I .- ,<, I 1 1. ... 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I B.23 I (2) 2)8 HDR f _ ABLE END TRU ._-_._ _" AIN FLOOR SHEAR PLAN & Plan 1 A PLAN 1/6k 'TOP FLOOR FRAMING PLAN 1/4"=1,0" CT#15238 2016.01.26 1/4"=1'-0"(11x17) , . , . . . !• CONC.SLAB 36'-0", . i 12.-6" -� 19'-63/2" 3'-11Y2" 8'-6" • 6" 3'-6" •" 19.-0/2" p 4 5 a �........ _.... 1_,J ^..... ro ".. r ®® ..-.. ..... .S6.0 S6.0 N� I 0 71F\ o� :.rs t. O.S. _LI05i �-.. Ship 4RJ ® $THD74'J ;iF. -----_ - ------- + ----i - -- - - .�� 1, I i• 1" 0Y2. I 0 3" •1Q '�)}/. -1'-0Y" I. f: : S0 ;�`IJ , • .• • j 1 I 1$x18"x10"FIG. I :i ' W/(2) N4 EA. 17 j `T 0 1 1 '� f :.t}£ C.1 i WAY TYP. U.N.D. 6.0 ( '.t Q tt IV :.� 1- 1 • •• 16 --I ',i I. I - - ---- S60 _ i t T-�% ... 1'-6Y4" ._ ..-=Lr- J 10-6%4"- - L J a`fg.14_ 1r'- ;_.1 _ .::j E- ....._W; i i - i, '.':, 9J".-TJI 110 AT , o .4 . -1'-01,21 ,. c. 19.2" O.C. U.N.''� { ' .1 AIX a 1 41'L" I INSTALL S STEM TO x 1 1 . 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J 14 y WALL L •75'L '• < -w a. .a .-..— --S" S6.0 20'-13/2" 1 •7.1:# , t__ .' • 1 • � a 2x4 p9N 1 ! ]WALL"'- xC lP,1 n • • I1.�._c{ -- - L`4x6 { UL I oJI 7 � { I a. I c� o `4 tr 7 -._ p: r"1; I (_`„ : h.® I j O.S. � - _ y �_T-3 18 � 1n_4" -STND14® I a� dth S6.1 gal'Mr, !I40' W..CONC.$LAB 56x- 56.0 _i 1 1 THICKENED I L _LI, I _ $ F SLAB UNDER 1 L__± ) j WALL ADOVE • X1'-10"* 16'-3" �1'-10" 2'r6�4 �1-5/�4" 5'-2" 4'1'-5Y4" 5'-13/" 19'.-11" 9'-2" - 6'-11 1 ### ' 36'-0" Plan 1 A PLAN 1A FOUNDATION PLAN 1/4.=1'-0" CT#15238 2016.01.26 1/4"=1'-0"(11x17) CT Engineering Plan 1 CT Engineering Plan 1 RB.1 RB.2 W :P SIMPLE SPAN-UNIFORM LOAD . I 1 /1 SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. \j/ Span= 425 ft R1 ___ _ R2 -_ UL1 Span I \ Uniform Load(full span),W= 160 Ib/ft Span= 6.25 ft Hi x R2 Reactions Vm..= 340 lb Ri= 340 lb Lo4 Span Mm«= 361 lb-ft R2= 340 lb Uniform Load 1(full span) = 0 lb/ft Uniform Load 2(lbs/ft)= 810 from x= 0 4.25 feet Nominal Beam Size: b = 2 in. d= 8 in. Number of Sections= 2 Sum UL1+UL2= 0 IN,:= 1.50 in. d..= 7.25 in. Concentrated Load(lbs)= 3000 t x= 4.25 feet Lumber Species/Type: HF2 REPETITIVE MEMBER? N Reactions Post?: NO Vm..= 3232 lb Ni= 3232 lb Design Stresses and Factors: Mm..= 6448 lb-ft R2= 3210 lb CL= 0.89 Moisture>19%? N Fv= 145 psi LOF= 1.00 CM(.)= 1.00 Nominal Beam Size: b= 6 in. d= 10 in. Number of Sections= 1 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 ban= 5.50 in. d.n= 9.50 in. Fc))= 1,300 psi Cv= 1.00 CM(o)ll= 1.00 FcL= 405 psi CF(s)= 1.20 CM(q)= 1.00 LumberSpecies/Type: DF1 REPETITIVE MEMBER? N E = 1.3E+06 psi 8-r0TAL=U 360 CM(E)= 1.00 0 INCH POST?: NO Emin= .47E+06 psi Incise Ci= 1.00 +HOLE Design Stresses and Factors: Stresses and Deflections Section Properties SEC. C1=- 1.00 Moisture>19%? N Actual Allowable Required Provided REDUC. Fv= 170 psi LDF= 1.00 CM(.)= 1.00 Fb= 1,300 psi Cr= 1.00 Cairo)= 1.00 Fv(psi) 16.8 146 A(in2) 2.62 21.8 Fc)(= 700 psi Cv= 1.00 Cevti= 1.00 FcL= 625 psi CF(e) = 1.00 CM(0)= 1.00 Fb(psi) 165 1011 Sx in3 4.29 26.28 0.0 in3 E = 1.6E+06 psi Delta=U 360 CM(E)= 1.00 0 INCH ( ) Emin= .58E+06 psi Incise Ci= 1.00 a HOLE Stresses and Deflections Section Properties SEC. Delta(in.) 0.01 0.14 I(in4) 6.36 95.3 0.0 in4 Actual Allowable Required Provided REDUC. REDID END BEARING= 0.28 inches Fv(psi) 92.79 170 A(in2) 28.5 52.3 NOTCH DEPTH= 0 inches tv,Norcv(Tension Face)= <Fv'= 145 psi Fb(psi) 935 1294 Sx(in3) 59.8 82.7 0.0 in3 Delta(in.) 0.06 0.21 I(in4) 121.1 393.0 0.0 in4 USE:(2)2 x 8 HF2 ROOD END BEARING= 0.94 inches NOTCH DEPTH= 0 inches tv,Norcv(Tension Face)= N/A <Fv'= 170 psi USE:(1)6 x 10 DF1 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 RB.3 RB.4 W W SIMPLE SPAN-UNIFORM LOAD __,} SIMPLE SPAN-UNIFORM LOAD 11 11 /1 11 Span= 5.25 ft R. R2 Span= 3.25 ft R. R2 Span -- Span Uniform Load(full span),W= 164 lb/ft Uniform Load(full span),W= 160 lb/ft Reactions Reactions VIM.= 431 lb Ri= 431 lb VIT..= 260 lb Ri= 260 lb Wm= 565 lb-ft R2= 431 lb Mme.= 211 lb-ft R2= 260 lb Nominal Beam Size: b= 2 in. d= 8 in. Number of Sections= 2 Nominal Beam Size: b= 2 in. d= 8 in. Number of Sections= 2 baa= 1.50 in. daa= 7.25 In. baa= 1.50 in. dad= 7.25 in. LumberSpecies/Type: HF2 REPETITIVE MEMBER? N Lumber Species/Type: HF2 REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.89 Moisture>19%? N CL= 0.99 Moisture>19%? N Fv= 145 psi LDF= 1.00 CM(V)= 1.00 Fv= 145 psi LDF= 1.00 C....i= 1.00 Fb= 850 psi Cr= 1.00 CMro)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 Fcp= 1,300 psi Cv= 1.00 Cuyl)= 1.00 Fc))= 1,300 psi Cv= 1.00 CMkll= 1.00 FCL= 405 psi CF(e) = 1.20 CM(cl)= 1.00 FcL= 405 psi CF(e)= 1.20 CMmu= 1.00 E = 1.3E+06 psi 31o151=1-/ 360 CM(E)= 1.00 0 INCH E = 1.3E+06 psi 9TOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 $HOLE Emin= .47E+06 psi - Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 22.9 145 A(int) 3.43 21.8 Fv(psi) 11.3 145 A(in2) 1.69 21.8 Fb(psi) 258 1009 Sx(in3) 6.72 26.28 0.0 in3 Fb(psi) 96 1013 Sx(in3) 2.50 26.28 0.0 in3 Delta(in.) 0.02 0.18 I(in4) 12.32 95.3 ' 0.0 in4 Delta(in.) 0.00 0.11 I(in4) 2.85 95.3 0.0 in4 REQ'D END BEARING= 0.35 inches REQ'D END BEARING= 0.21 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)= <Fv'= 145 psi fv,Norce(Tension Face)= <Fv'= 145 psi USE:(2)2 x 8 HF2 USE:(2)2 x 8 HF2 RB.5:NOT USED • 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes RB.6 RB.7 W IP SIMPLE SPAN-UNIFORM LOAD /1 /1 SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. \•/ Span= 3.25 ft R1 _.RZ UL1 Span / . ... ..............\ Uniform Load(full span),W= 160 lb/tH1 Span= 3.25 ftEll H2 Reactions VIM.= 260 lb Rt= 260 lb Load • Mm..= 211 lb-ft R2= 260 lb Uniform Load 1(full span) = 860 lb/ft Uniform Load 2(lbs/ft)= 0 from x= 0.75 3.25 feet Nominal Beam Size: b = 2 in. d= 6 in. Number of Sections= 2 Sum UL1+UL2= 860 b.d= 1.50 in. dad= 5.50 in. Concentrated Load(lbs)= 3100 i x= 0.75 feet LumberSpecies/Type: HF2 REPETITIVE MEMBER? N Reactions Post?: NO Vma.= 3782 lb H1= 3782 lb Design Stresses and Factors: Mme= 2595 lb-ft R2= 2113 lb CL= 0.99 Moisture>19%? N Fv= 145 psi LDF= 1.00 Cklm= 1.00 Nominal Beam Size: b= 6 in. d= 8 in. Number of Sections= 1 Fb= 850 psi Cr= 1.00 CM(n)= 1.00 bad= 5.50 in. d.d= 7.50 in. NI= 1,300 psi Cv= 1.00 CM(<ID= 1.00 FCL= 405 psi CF(e)= 1.30 CM(q)= 1.00 Lumber Species/Type: DF1 REPETITIVE MEMBER? N E = 1.3E+06 psi "TOTAL=U 360 CM(E)= 1.00 0 INCH POST?: YES S Emin= .47E+06 psi Incise Ci= 1.00 $HOLE Design Stresses and Factors: Stresses and Deflections Section Properties SEC. CL= 1.00 Moisture>19%? N Actual Allowable Required ProvidedREDUC. Fv= 170 psi LDF= 1.00 CM(.)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 Fv(psi) 17.0 146 A(in2) 1.93 16.5 FCII= 700 psi Cv= 1.00 Cu ti= 1.00 FcL= 625 psi CFioi = 1.00 Chau= 1.00 Fb(psi) 168 1099 Sx(in3) 2.31 15.13 0.0 in3 E = 1.6E+06 psi Delta=L/ 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Cl= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Delta(in.) 0.01 0.11 I(in4) 2.86 41.6 0.0 in4 Actual Allowable Required Provided REDUC. REQ'D END BEARING= 0.21 inches Fv(psi) 117.99 170 A(in2) 28.6 41.3 NOTCH DEPTH= 0 inches fv,NoTOH(Tension Face)= <Fv'= 145 psi Fb(psi) 604 1200 Sx(in3) 26.9 51.6 0.0 in3 Delta(in.) 0.01 0.11 I(in4) 19.6 193.4 0.0 in4 USE:(2)2 x 6 HF2 REQ'D END BEARING= 1.10 inches NOTCH DEPTH= 0 inches iv,NorcC(Tension Face)= N/A <Fv'= 170 psi USE:(1)6 x 8 DF1 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes RB.B RB.9 W W SIMPLE SPAN-UNIFORM LOAD SIMPLE SPAN-UNIFORM LOAD /1 11 IA 11 Span= 3.25 ft R., R2 Span= 3.25 ft R� R2 __ Span Span Uniform Load(full span),W= 160 lb/ft Uniform Load(full span),W= 160 lb/ft Reactions Reactions Vmax= 260 lb R1= 260 lb Vms.= 260 lb R+= 260 lb Mm..= 211 lb-ft R2= 260 lb Mm..= 211 lb-ft R2= 260 lb Nominal Beam Size: b= 2 in. d= 8 in. Number of Sections= 2 Nominal Beam Size: b= 2 in. d= 8 in. Number of Sections= 2 b.a= 1.50 in. d.o(= 7.25 in. b.a= 1.50 in, d.n= 7.25 in. Lumber Species/Type: HF2 REPETITIVE MEMBER? N LumberSpecies/Type: HF2 REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.99 Moisture>19%? N Ci= 0.99 Moisture>19%? N Fv= 145 psi LDF= 1.00 CMh)= 1.00 Fv= 145 psi LDF= 1.00 CM(v)= 1.00 Fb= 850 psi Cr= 1.00 Geo)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,300 psi Cv= 1.00 CMrID= 1.00 Ecu = 1,300 psi Cv= 1.00 C0(4)= 1.00 FcL= 405 psi CF(s) = 1.20 CM(os= 1.00 FcL= 405 psi CF(a) = 1.20 Curl)= 1.00 E = 1.3E+06 psi OrOTAL=L/ 360 CM(E)= 1.00 0 INCH E = 1.3E+06 psi 8TOIAL=L/ 360 CM(E)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 $HOLE Emin= .47E+06 psi Incise Ci= 1.00 4r HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable, Required Provided REDUC. Fv(psi) 11.3 145 A(in2) 1.69 21.8 Fv(psi) 11.3 145 A(int) 1.69 21.8 Fb(psi) 96 1013 Sx(in3) 2.50 26.28 0.0 in3 Fb(psi) 96 1013 Sx(in3) 2.50 26.28 0.0 in3 Delta(in.) 0.00 0.11 I(in4) 2.85 95.3 0.0 in4 Delta(in.) 0.00 0.11 I(in4) 2.85 95.3 0.0 in4 REQ'D END BEARING= 0.21 inches REQ'D END BEARING= 0.21 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,NorcH(Tension Face)= <Fr'= 145 psi fv,NarcH(Tension Face)_ <Fv'= 145 psi USE:(2)2 x 8 HF2 USE:(2)2 x 8 HF2 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B.1 i2 W .P SIMPLE SPAN•UNIFORM LOAD /\ \ SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. \./ Span= 2.75 ft R1 _ .. R2 'L UL1 Span /� \ Uniform Load(full span),W= 879 Ib/ft Span= 4.25 ft H+ H2I. Reactions V. = 1209 lb Rt= 1209 lb oa Mm..= 831 lb-ft R2= 1209 lb Uniform Load 1(full span) = 1579 lb/ft , Uniform Load 2(lbs/ft)= 0 from x= 0 1 feet Nominal Beam Size: b= 2 in. d= 8 in. Number of Sections= 2 Sum UL1+UL2= 1579 bed= 1.50 in. dad= 7.25 in. Concentrated Load(lbs)= 3100 g x= 1 feet Lumber Species/Type: HF2 REPETITIVE MEMBER? - N Reactions Post?: NO Vm.*= 5726 lb H+= 5726 lb Design Stresses and Factors: M....= 5282 lb-ft R2= 4085 lb CL= 0.99 Moisture>19%? N Fv= 145 psi LDF= 1.00 DMm= 1.00 Nominal Beam Size: b = 6 in. d= 10 in. Number of Sections= 1 Fb= 850 psi Cr= 1.00 CMS)= 1.00 bad= 5.50 in. dad= 9.50 in. Fc((= 1,300 psi Cv= 1.00 CM(gD= 1.00 FcL= 405 psi CF(s)= 1.20 Chop= 1.00 Lumber Species/Type: DF1 REPETITIVE MEMBER? N E = 1.3E+06 psi &TOTAL=U 360 CM(E)= 1.00 0 INCH POST?: NO Emin= .47E+06 psi Incise Ci= 1.00 iti HOLE Design Stresses and Factors: Stresses and Deflections Section Properties SEC. C1= 1.00 Moisture>19%? N Actual Allowable Required Provided REDUC. Fv= 170 psi LDF= 1.00 arm= 1.00 Fb= 1,300 psi Cr= 1.00 arm)= 1.00 = 1.00 Fe(psi) 46.7 146 A(in2) 7.01 21.8 NI= 700 psi Cv= 1.00 aim FcL= 625 psi CF(s)= 1.00 CM(.p= 1.00 Fb(psi) 379 1014 Sx(in3) 9.83 26.28 0.0 in3 E = 1.6E+06 psi Delta=L/ 360 CM(E)= 1.00 0 INCH Emin= .58E+06 psi Incise Ci= 1.00 6 HOLE Stresses and Deflections Section Properties SEC. Delta(in.) 0.01 0.09 I(in4) 9.49 95.3 0.0 in4 Actual Allowable Required Provided REDUC. REQ'D END BEARING= 0.99 inches Fe(psi) 128.50 170 A(in2) 39.6 52.3 NOTCH DEPTH= 0 inches fv,NoTOH(Tension Face)= <Fv'= 145 psi Fb(psi) 766 1296 Sx(in3) 48.9 82.7 0.0 in3 Delta(in.) 0.03 0.14 I(in4) 73.7 393.0 0.0 in4 USE:(2)2 x 8 HF2 REQ'D END BEARING= 1.67 inches , NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)= N/A <Fe'= 170 psi USE:(1)6 x 10 DF1 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B3 B4 W W SIMPLE SPAN-UNIFORM LOAD SIMPLE SPAN-UNIFORM LOAD 11 I1 /1 /1 Span= 3.5 ft R1 R2 Span= 3.25 ft R1 R2 _. Span ............. Span_._.--^--- Uniform Load(full span),W= 1579 lb/ft Uniform Load(full span),W= 1469 lb/ft Reactions Reactions Vm..= 2763 lb RI= 2763 lb WU= 2387 lb Ri= 2387 lb Mn.,= 2418 lb-ft R2= 2763 lb Mn,..= 1940 lb-ft R2= 2387 lb Nominal Beam Size: b = 4 in. d= 10 in. Number of Sections= 1 Nominal Beam Size: b = 4 in. d= 10 in. Number of Sections= 1 b.a= 3.50 in. d.,4= 9.25 in. b.a= 3.50 in. d.+1= 9.25 in. LumberSpecies/Type: DF2 REPETITIVE MEMBER? N Lumber Species/Type: DF2 REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.99 Moisture>19%? N C1= 0.99 Moisture>19%? N Fv= 180 psi LDF= 1.00 CMN= 1.00 Fv= 180 psi LDF= 1.00 CM(v)= 1.00 Fb= 900 psi Cr= 1.00 CM(b)= 1.00 Fb= 900 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,400 psi Cv= 1.00 Ccviii= 1.00 NI= 1,400 psi Cv= 1.00 CM(rip= 1.00 FcL= 625 psi CF(e) = 1.20 CM(cp= 1.00 FcL= 625 psi CF(s)= 1.20 CM(ol= 1.00 E = 1.6E+06 psi SrOTAL=1J 360 CM(E)= 1.00 0 INCH E = 1.6E+06 psi STOTAL=L/ 360 CM(E)= 1.00 0 INCH Emin= .58E+06 psi Incise Cl= 1.00 +HOLE Emin= .58E+06 psi Incise Ci= 1.00 m HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 71.6 180 A(int) 12.88 32.4 Fv(psi) 58.1 180 A(in2) 10.46 32.4 Fb(psi) 581 1074 Sx(in3) 27.02 49.91 0.0 in3 Fb(psi) 466 1074 Sx(in3) 21.66 49.91 0.0 in3 Delta(in.) 0.01 0.12 ;l(in4) 28.56 230.8 0.0 in4 Delta(in.) 0.01 0.11 I(in4) 21.27 230.8 0.0 in4 REQ'D END BEARING= 1.26 inches REQ'D END BEARING= 1.09 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,,,,(Tension Face)= <Fv'= 180 psi fv,NorcH(Tension Face)= <Fv'= 180 psi USE:(1)4 x 10 DF2 USE:(1)4 x 10 DF2 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B.6 13,1 'p VP I SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/GONG.LD. \'/ SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. \'/ UL1 UL1 I� \ Span= 5.75 ft H. X H2 Span= 3.25 ft H+ R2 L.Q.4.4 Span lug • Uniform Load 1(full span) = 509 lb/ft Uniform Load 1(full span) = 509 lb/ft Uniform Load 2(lbs/ft)= 910 from x= 0 2 feet Uniform Load 2(lbs/ft)= 260 from x= 0 2 feet Sum UL1+UL2= 509 Sum UL1+UL2= 509 Concentrated Load(lbs)= 3300 (i x= 2 feet Concentrated Load(lbs)= 3300 ll x= 2 feet Reactions Reactions WI== 5119 lb H+= 5119 lb Vnmx= 3018 lb H+= 2456 lb Mm..= 7287 lb-ft R2= 2928 lb Mm.x= 3328 lb-ft R2= 3018 lb Nominal Beam Size: b= 6 in. d= 10 in. Number of Sections= 1 Nominal Beam Size: b = 4 in. d= 10 in. Number of Sections= 1 Nd= 5.50 in. d.d= 9.50 in. b.a= 3.50 in. d.a= 9,25 in. Lumber Species/Type: DF1 REPETITIVE MEMBER? N LumberSpecies/Type: DF2 REPETITIVE MEMBER? N POST?: NO POST?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 1.00 Moisture>19%? N Ct. 0.99 Moisture>19%? N Fv= 170 psi LDF= 1.00 CMN)= 1.00 Fv= 180 psi LDF= 1.00 CMrv)= 1.00 Fb= 1,300 psi Cr= 1.00 CMm)= 1.00 Fb= 900 psi Cr= 1.00 C.44)= 1.00 FcII= 700 psi Cv= 1.00 Cvoii.= 1.00 FcII= 1,400 psi Cv= 1.00 CMi.II)= 1.00 FcL= 625 psi CF(e)= 1.00 Cv).)= 1.00 FcL= 625 psi CF/s)= 1.20 CM//= 1.00 E = 1.6E+06 psi Delta=U 360 CM(E)= 1.00 0 INCH E = 1.6E+06 psi Delta=U 360 CM(E)= 1.00 0 INCH Emin= .58E+06 psi Incise Ci= 1.00 4 HOLE Emin= .58E+06 psi Incise Ci= 1.00 4 HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 135.39 170 A(in2) 41.6 52.3 Fv(psi) 121.65 180 A(in2) 21.9 32.4 Fb(psi) 1057 1294 Sx(in3) 87.8 82.7 0.0 in3 Fb(psi) 800 1074 Sx(in3) 37.2 49.9 0.0 in3 Delta(in.) 0.06 0.19 I(in4) 118.7 393.0 0.0 in4 Delta(in.) 0.01 0.11 I(in4) 30.8 230.8 0.0 in4 REQ'D END BEARING= 1.49 inches REQ'D END BEARING= 1.38 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,NorcH(Tension Face)= N/A <Fv'= 170 psi f>,Norce(Tension Face)= N/A <Fv'= 180 psi USE:(1)8 x 10 DF1 USE:(1)4 x 10 DF2 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes BB_7 B8 W W SIMPLE SPAN•UNIFORM LOAD '_ SIMPLE SPAN-UNIFORM LOAD /1 11 1 Span= 2.75 ft R. R2 Span= 6 ft R1 R2 Span _......_._ ___ Span Uniform Load(full span),W= 264 lb/ft Uniform Load(full span),W= 660 lb/ft Reactions Reactions Vma.= 363 lb Ri= 363 lb Vn,..= 1980 lb Ri= 1980 lb Morax= 250 lb-ft R2= 363 lb Mnux= 2970 lb-ft R2= 1980 lb Nominal Beam Size: b = 2 in. d= 8 in. Number of Sections= 2 Nominal Beam Size: b = 4 in. d= 10 in. Number of Sections= 1 Nor= 1.50 in. dot 7.25 in. baa= 3.50 in. d.a= 9.25 in. LumberSpecies/iype: HF2 REPETITIVE MEMBER? N Lumber Species/Type: DF2 REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.99 Moisture>19%? N CL= 0.99 Moisture>19%? N Fv= 145 psi LDF= 1.00 CM>i= 1.00 Fv= 180 psi LDF= 1.00 Chin'= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 Fb= 900 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,300 psi Cv= 1.00 CM(q)= 1.00 Fc))= 1,400 psi Cv= 1.00 CMkN= 1.00 FcL= 405 psi CF(s)= 1.20 CM(cp= 1.00 FcL= 625 psi CF(e) = 1.20 CM(q)= 1.00 i E = 1.3E+06 psi &rOTAL=L/ 360 CM(E)= 1.00 0 INCH E = 1.6E+06 psi 6-roTAL=1./ 360 Cain)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 $HOLE Emin= .58E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 14.0 145 A(int) 2.11 21.8 Fv(psi) 68.2 180 A(in2) 12.26 32.4 Fb(psi) 114 1014 Sx(in3) 2.96 26.28 0.0 in3 Fb(psi) 714 1069 Sx(in3) 33.33 49.91 0.0 in3 Delta(in.) 0.00 0.09 I(in4) 2.85 95.3 0.0 in4 Delta(in.) 0.05 0.20 I(in4) 60.14 230.8 0.0 in4 REQ'D END BEARING= 0.30 Inches REQ'D END BEARING= 0.91 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)= <Fv'= 145 psi fv,NorcH(Tension Face)= <Fv'= 180 psi USE:(2)2 x 8 HF2 USE:(1)4 x 10 DF2 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B.9 B_10 W W SIMPLE SPAN-UNIFORM LOAD SIMPLE SPAN-UNIFORM LOAD °` /1 /1 /1 /1 Span= 3 ft R. R2 Span= 5.5 ft R. R2 Span Spn _a Uniform Load(full span),W= 509 lb/ft Uniform Load(full span),W= 729 Ib/ft Reactions Reactions Vm.x= 764 lb R(= 764 lb Vm.x= 2005 lb R+= 2005 lb Morax= 573 lb-ft R2= 764 lb M=ax= 2757 lb-ft R2= 2005 lb Nominal Beam Size: b = 2 in. d= 8 in. Number of Sections= 2 Nominal Beam Size: b = 3.5 in. d= 11.875 in. Number of Sections= 1 b.d= 1.50 in. did= 7.25 in. b.>= 3.50 in. dad= 11.88 in. Lumber Species/Type: HF2 REPETITIVE MEMBER? N Lumber Species/Type: 1.55E LSL REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.99 Moisture>19%? N CL= 0.98 Moisture>19%? N Fv= 145 psi LDF= 1.00 CMN)= 1.00 Fv= 310 psi LDF= 1.00 Cero= 1.00 Fb= 850 psi Cr= 1.00 CMro)= 1.00 Fb= 2,325 psi Cr= 1.00 CMro)= 1.00 FcII= 1,300 psi Cv= 1.00 CM(gD= 1.00 FcII= 2,050 psi Cv= 1.00 arrow= 1.00 FcL= 405 psi CF(e)= 1.20 CM(c)= 1.00 9c1_= 800 psi CF(e)= 1.00 arm)= 1.00 f E = 1.3E+06 psi "TOTAL=L/ 360 CM(E)= 1.00 0 INCH E = 1.6E+06 psi SroTAL=L/ 360 CM(E)= 1.00 C INCH Emin= .47E+06 psi Incise Ci= 1.00 $HOLE Emin= .79E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 31.4 146 A(in2) 4.72 21.8 Fv(psi) 46.3 310 A(in2) 8.21 41.6 Fb(psi) 261 1014 Sx(in3) 6.78 26.28 0.0 in3 Fb(psi) 402 2272 Sx(in3) 14.56 82.26 0.0 in3 Delta(in.) 0.01 0.10 I(in4) 7.14 95.3 0.0 in4 Delta(in.) 0.02 0.18 I(in4) 62.82 488.4 0.0 in4 RED'D END BEARING= 0.63 inches REQ'D END BEARING= 0.72 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches iv,eorcn(Tension Face)= <Fv'= 145 psi i>,eorc5(Tension Face)= <Fv= 310 psi USE:(2)2 x 8 HF2 SE;(1)3.5 x 11.876 1.65E LSL 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B.11 B.12 W W SIMPLE SPAN-UNIFORM LOAD ' SIMPLE SPAN-UNIFORM LOAD -1 /1 I1 /1 It Span= 6.25 ft R, R2 Span= 5.25 ft R1 R2 Span Span Uniform Load(full span),W= 812 lb/ft Uniform Load(full span),W= 234 lb/ft Reactions Reactions 2538 lb Rt= 2538 lb V...= 614 lb RI= 614 lb M.,. = 3965 Ib-ft R2= 2538 lb Mm.x= 806 lb-ft R2= 614 lb Nominal Beam Size: b = 3.5 in. d= 11.875 in. Number of Sections= 1 Nominal Beam Size: b= 1.75 in. d= 14 in. Number of Sections= 2 b.a= 3.50 in. d.a= 11.88 In. b.a= 1.75 in. d.t. 14.00 in. LumberSpecies/Type: 1.55E LSL REPETITIVE MEMBER? N LumberSpecies/Type: 1.55E LSL REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.97 Moisture>19%? N CL= 0.97 Moisture>19%? N Fv= 310 psi LDF= 1.00 CM(.)= 1.00 Fv= 310 psi LDF= 1.00 CMtr)= 1.00 Fb= 2,325 psi Cr= 1.00 CM(b)= 1.00 Fb= 2,325 psi Cr= 1.00 CM(b)= 1.00 FcII= 2,050 psi Cv= 1.00 CMtcIU= 1.00 Fc((= 2,050 psi Cv= 1.00 CM(gp= 1.00 FcL= 800 psi CF(s) = 1.00 CMwu= 1.00 FcL= 800 psi CF(s)= 1.00 CMtc1)= 1.00 E = 1.6E+06 psi NOTAL=L/ 360 CM(E)= 1.00 0 INCH E = 1.6E+06 psi SroTAL=U 360 CM(E)= 1.00 0 INCH Emin= .79E+06 psi Incise Ci= 1.00 $HOLE Emin= .79E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 62.6 310 A(in2) 8.39 41.6 Fv(psi) 10.4 310 A(in2) 1.65 49.0 Fb(psi) 578 2262 Sx(in3) 21.04 82.26 0.0 in3 Fb(psi) 85 2263 Sx(in3) 4.28 114.33 0.0 in3 Delta(in.) 0.04 0.21 I(in4) 86.33 488.4 0.0 in4 Delta(in.) 0.00 0.18 I(in4) 14.75 800.3 0.0 in4 REQ'D END BEARING= 0.91 inches REQ'D END BEARING= 0.22 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)_ <Fv'= 310 psi fv,NarcH(Tension Face)= <Fv'= 310 psi USE:(1)3.5 x 11.875 1.55E LSL USE:(2)1.75 x 14 1.56E LSL 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B.14 6_16 W �P SIMPLE SPAN-UNIFORM LOAD :;: ^t ."^�. /1 /1 SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. \'/ Span= 4.25 ft R( _ R2 UI-1Span /in \ Uniform Load(full span),W= 262 ib/1t Span= 8.25 ft K( K2 Reactions Vn,x= 557 lb Ri= 557 lb Jog M,,,.x= 592 lb-ft R2= 557 lb Uniform Load 1(full span) = 0 lb/ft Uniform Load 2(lbs/ft)= 2840 from x= 3.5 4.5 feet Nominal Beam Size: b= 1.75 in. d= 14 in. Number of Sections= 1 Sum UL1+UL2= 0 b.a= 1.75 in. d.a= 14.00 in. Concentrated Load(lbs)= 5680 Co x= 1 feet Lumber Species/Type: 1.55E LSL REPETITIVE MEMBER? N Reactions Post?: NO Vrn. = 6455 lb Ni= 6455 lb Design Stresses and Factors: Mos= 8488 lb-ft R2= 2065 lb CL= 0.74 Moisture>19%? N Fv= 310 psi LDF= 1.00 CM(v)= 1.00 Nominal Beam Size: b = 3.5 in. d= 14 in. Number of Sections= 1 Fb= 2,325 psi Cr= 1.00 CM(n)= 1.00 boa= 3.50 in. d.a= 14.00 in. Fcll= 2,050 psi Cv= 1.00 CM(gll= 1.00 FcL= 800 psi CF(e) = 1.00 Cm(01)= 1.00 Lumber Species/Type: 1.55E LSL REPETITIVE MEMBER? N E = 1.6E+06 psi SroTAL=U 360 CM(E)= 1.00 0 INCH POST?: NO Emin= .79E+06 psi Incise Ci= 1.00 0 HOLE Design Stresses and Factors: Stresses and Deflections Section Properties SEC. CL= 0.94 Moisture>19%.? N Actual Allowable Required Provided REDUC. Fv= 310 psi LDF= 1.00 CMM= 1.00 Fb= 2,325 psi Cr= 1.00 Ccvi= 1.00 Fv(psi) 15.4 310 A(in2) 1.21 24.5 Fc((= 2,050 psi Cv= 1.00 Cm(0)= 1.00 Fc1= 800 psi CF(e)= 1.00 CM(cii= 1.00 Fb(psi) 124 1722 Sx(in3) 4.12 57.17 0.0 in3 E = 1.6E+06 psi Delta=L/ 360 CM(E)= 1.00 0 INCH Emin= .79E+06 psi Incise Ci= 1.00 0 HOLE Delta(in.) 0.00 0.14 I(in4) 8.76 400.2 0.0 in4 I Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. REQ'D END BEARING= 0.40 inches Fv(psi) 197.59 310 A(in2) 31.2 49.0 NOTCH DEPTH= 0 Inches fv,Norcu(Tension Face)= <Fv'= 310 psi Fb(psi) 891 2196 Sx(in3) 46.4 114.3 0.0 in3 Delta(in.) 0.08 0.28 I(in4) 230.6 800.3 0.0 in4 USE:(1)1.76 x 14 1.55E LSL REQ'D END BEARING= 2.31 inches NOTCH DEPTH= 0 inches fv,Norcv(Tension Face)= N/A <Fv'= 310 psi USE:(1)3.6 x 14 1.55E LSL 5/22/2014 5/22/2014 • CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B.16 B.17 IP Ip SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. \'/ SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. \1/ . ... UL1 'I UL1 H/IN H /� ..........\ Span= 19.5 ft + 2 Span= 10.5 ft H+ H2 l_ciad, Span __ 1214 Uniform Load 1(full span) = 44 ib/ft Uniform Load 1(full span) = 684 Ib/ft Uniform Load 2(lbs/ft)= 400 from x= 0 3.5 feet Uniform Load 2(lbs/ft)= 2200 from x= 7.75 8.75 feet Sum UL1+UL2= 44 Sum UL1+UL2= 684 Concentrated Load(lbs)= 12400 (8 x= 3.5 feet Concentrated Load(lbs)= 3800 it x= 4.75 feet Reactions Reactions Vrn.x= 11878 lb H+= 11878 lb Vm.x= 7039 lb Ni= 6143 lb !Amax= 38018 lb-ft R2= 2780 lb Mm.x= 17178 lb-ft R2= 7039 lb Nominal Beam Size: b= 5.25 in. d= 14 in. Number of Sections= 1 Nominal Beam Size: b= 3.5 in. d= 14 in. Number of Sections= 1 b.a= 5.25 in. dad= 14.00 in. boa= 3.50 in. d.a= 14.00 in. LumberSpecies/Type: PSL REPETITIVE MEMBER? N Lumber Species/Type: 1.55E LSL REPETITIVE MEMBER? N POST?: NO POST?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.95 Moisture>19%7 N C1= 0.92 Moisture>19%? N Fv= 290 psi LDF= 1.00 CMN)= 1.00 Fv= 310 psi LDF= 1.00 CM/)= 1.00 Fb= 2,900 psi Cr= 1.00 CM(n)= 1.00 Fb= 2,325 psi Cr= 1.00 Cam)= 1.00 Fcll= 2,900 psi Cv= 1.00 CM(ll)= 1.00 Fcl)= 2,050 psi Cv= 1.00 Cam= 1.00 FcL= 750 psi CF(s)= 1.00 Cam)= 1.00 FcL= 800 psi CFR = 1.00 Cairn= 1.00 E = 2.0E+06 psi Delta=L/ 360 CM(E)= 1.00 0 INCH E = 1.6E+06 psi Delta=U 360 CM(E)= 1.00 0 INCH Emin= .10E+07 psi Incise Ci= 1.00 +HOLE Emin= .79E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 241.35 290 A(in2) 61.2 73.5 Fv(psi) 191.04 310 A(in2) 30.2 49.0 Fb(psi) 2660 2788 Sx(in3) 164.8 171.5 0.0 in3 Fb(psi) 1803 2136 Sx(in3) 86.6 114.3 0.0 in3 Delta(in.) 0.59 0.66 I(in4) 1080.9 1200.5 0.0 in4 Delta(in.) 0.29 0.35 I(in4) 672.8 800.3 0.0 in4 REQ'D END BEARING= 3.02 inches REQ'D END BEARING= 2.51 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)= N/A <Fv'= 290 psi f (Tension Face)NOTCH(Ti = N/A <Fv'= 310 psi USE:(1)5.26 x 14 PSL USE:(1)3.5 x 14 1.55E LSL 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B.18 B.19 'P W SIMPLE SPAN-UNIFORM LOAD *• a. SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. X./ 1 t � I t _BUL1 Span= 525 ft R1 R2 / t Span Span= 16.25 ft H1 x R2 Uniform Load(full span),W= 264 lb/ft Reactions oa Span V. = 693 lb Ri= 693 lb Uniform Load 1(full span) = 135 lb/ft Mm.:= 910 lb-ft R2= 693 lb Uniform Load 2(lbs/ft)= 455 from x= 8.5 16.25 feet Sum UL1+UL2= 135 Nominal Beam Size: b = 2 in. d= 8 in. Number of Sections= 2 Concentrated Load(lbs)= 11900 a x= 8.5 feet b.e= 1.50 in. d.a= 7.25 in. Reactions Lumber Species/Type: HF2 REPETITIVE MEMBER? N Vm..= 10007 lb H1= 7613 lb Post?: NO Mm..= 58921 lb-ft R2= 10007 lb Design Stresses and Factors: Ci.= 0.99 Moisture>19%? N Nominal Beam Size: b = 5.125 in. d= 18 in. Number of Sections= 1 Fv= 145 psi LDF= 1.00 Geo)= 1.00 b.a= 5.13 in. d..1= 18.00 in. Fb= 850 psi Cr= 1.00 CMN)= 1.00 FcO= 1,300 psi Cv= 1.00 CM(gp= 1.00 Lumber Species/Type: GLB REPETITIVE MEMBER? N FcL= 405 psi CF(e)= 1.20 CM(cp= 1.00 POST'?: NO E = 1.3E+06 psi 9r0 51=U 360 CM(E)= 1.00 0 INCH Design Stresses and Factors: CI.= 1.00 Moisture>19%? N Emin= .47E psi Incisee 1.00 HOLE StressesSection and Deflections Section Properties SEC. Fv= 240 psi LDF= 1.15 CMO= 1.00 Actual Allowable Required Provided REDUC. Fb= 2,400 psi Cr= 1.00 Cide)= 1.00 FcII= 1,650 psi Cv= 0.99 CM(cu)= 1.00 Fv(psi) 36.8 145 A(int) 6.52 21.8 FcL= 650 psi CF(s) = 1.00 CM(q)= 1.00 E = 1.8E+06 psi Delta=U 360 CM(E)= 1.00 0 INCH Fb(psi) 415 1009 Sx(in3) 10.82 26.28 0.0 in3 Emin= .93E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Delta(in.) 0.04 0.18 I(in4) 19.84 95.3 0.0 in4 Actual Allowable Required Provided REDUC. Fv(psi) 159.42 276 A(in2) 53.3 92.3 REQ'D END BEARING= 0.57 inches NOTCH DEPTH= 0 inches Fb(psi) 2555 2719 Sx(1n3) 260.0 276.8 0.0 in3 fV,NOTCH(Tension Face)= <Fv'= 145 psi Delta(in.) 0.53 0.54 I(in4) 2430.8 2490.8 0.0 in4 REQ'D END BEARING= 100 inches USE:(2)2 x 8 HF2 NOTCH DEPTH= 0 inches fV,NOTCH(Tension Face)= N/A <FV= 276 psi USE:5-1/8 IN.x 18 IN.24F-V4 GLB 5/22/2014 5/22/2014 • CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B_20 B.21 W W SIMPLE SPAN-UNIFORM LOAD SIMPLE SPAN-UNIFORM LOAD /1 /1 /1 /1 Span= 1.75 ft R) R2 Span= 3.25 ft R, R2 -_..._...--_m_.__..Span__...-. .._.._....._.....Span ...._...�........._ Uniform Load(full span),W= 314 lb/ft Uniform Load(full span),W= 80 lb/ft Reactions Reactions Vm.x= 275 lb Ri= 275 lb Vm.x= 130 lb Ri= 130 lb Mm.x= 120 lb-ft R2= 275 lb Mno.= 106 lb-ft R2= 130 lb Nominal Beam Size: b= 2 in. d= 8 in. Number of Sections= 2 Nominal Beam Size: b = 2 in. d= 6 in. Number of Sections= 2 b.0= 1.50 in. d.m= 7.25 in. b.«= 1.50 in. d.a= 5.50 in. Lumber Spedes/Type: HF2 REPETITIVE MEMBER? N LumberSpecies/iype: HF2 REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: C1= 1.00 Moisture>19%? N CL= 0.99 Moisture>19%? N Fv= 145 psi LDF= 1.00 CM(.)= 1.00 Fv= 145 psi LDF= 1.00 CM(h)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 Fcp= 1,300 psi Cv= 1.00 CM(CII= 1.00 Fc)(= 1,300 psi Cv= 1.00 CM(0p>= 1.00 FcL= 405 psi CFiei = 1.20 CMrop= 1.00 FcL= 405 psi CF(e) = 1.30 Cuioy= 1.00 p E = 1.3E+06 psi "TOTAL=U 360 CM(E)= 1.00 0 INCH E = 1.3E+06 psi 6TOTAL=U 360 CM(E)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 •HOLE Emin= .47E+06 psi Incise Ci= 1.00 0 HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 5,9 145 A(in2) 0.88 21.8 Fv(psi) 8.5 145 A(in2) 0.97 16.5 Fb(psi) 55 1017 Sx(in3) 1.42 26.28 0.0 in3 Fb(psi) 84 1099 Sx(in3) 1.16 15.13 0.0 in3 Delta(in.) 0.00 0.06 I(in4) 0.87 95.3 0.0 in4 Delta(in.) 0.00 0.11 I(in4) 1.43 41.6 0.0 in4 REQ'D END BEARING= 0.23 inches REQ'D END BEARING= 0.11 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)_ <Fv'= 145 psi fv,NOTcH(Tension Face)_ <Fv'= 145 psi USE:(2)2 x 8 HF2 USE:(2)2 x 6 HF2 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes 8.22 8.23 W W SIMPLE SPAN-UNIFORM LOAD SIMPLE SPAN-UNIFORM LOAD I1 I1 It I1 Span= 2.75 ft R. R2 Span= 4.25 ft R., .................R2 _____ ...Span Span Uniform Load(full span),W= 179 lb/ft Uniform Load(full span),W= 80 lb/ft Reactions Reactions Vm•.= 246 lb R+= 246 lb Vm..= 170 lb Ri= 170 lb Mma.= 169 lb-ft R2= 246 lb Mma.= 181 lb-ft R2= 170 lb Nominal Beam Size: b = 2 in. d= 8 in. Number of Sections= 2 Nominal Beam Size: b= 2 in. d= 8 in. Number of Sections= 2 b.a= 1.50 in. d.a= 7.25 in. baa= 1.50 in. d.a= 7.25 in. Lumber Species/Type: HF2 REPETITIVE MEMBER? N LumberSpecies/Type: HF2 REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.99 Moisture>19%7 N CL= 0.99 Moisture>19%? N Fv= 145 psi LDF= 1.00 Cow= 1.00 Fv= 145 psi LDF= 1.00 Glom= 1.00 Fb= 850 psi Cr= 1.00 CM(E)= 1.00 Fb= 850 psi Cr= 1.00 CM(b)= 1.00 Full= 1,300 psi Cv= 1.00 CM>ii= 1.00 FcII= 1,300 psi Cv= 1.00 CM(alli= 1,00 FcL= 405 psi CF(e)= 1.20 Cevii= 1.00 FcL= 405 psi CF(s)= 1.20 CM(q)= 1.00 i E = 1.3E+06 psi STOTAL=LI 360 CM(E)= 1.00 0 INCH E = 1.3E+06 psi SrorAL=L/ 360 CM(E)= 1.00 0 INCH Emin= .47E+06 psi Incise Ci= 1.00 m HOLE Emin= .47E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required,Provided REDUC. Fv(psi) 9.5 146 A(in2) 1.43 21.8 Fv(psi) 8.4 146 A(in2) 1.26 21.8 Fb(psi) 77 1014 Sx(in3) 2.00 26.28 0.0 in3 Fb(psi) 82 1011 Sx(in3) 2.14 26.28 0.0 in3 Delta(in.) 0.00 0.09 I(in4) 1.93 95.3 0.0 in4 Delta(in.) 0.00 0.14 I(in4) 3.19 95.3 0.0 in4 REQ'D END BEARING= 0.20 inches REQ'D END BEARING= 0.14 inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 inches fv,NOTCH(Tension Face)_ <Fv'= 145 psi fv,NOTOH(Tension Face)_ <Fv'= 145 psi USE:(2)2 x 8 HF2 USE:(2)2 x 8 HF2 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes B_24 gB.25 W W SIMPLE SPAN-UNIFORM LOAD ;.•i •d? .,t.; SIMPLE SPAN-UNIFORM LOAD I1 I1 I1 11 Span= 2.75 ft R1 R2 Span= 5.25 ft R1 R2 Span Span Uniform Load(full span),W= 319 lb/ft Uniform Load(full span),W= 910 lb/ft Reactions Reactions Welt= 439 lb Ri= 439 lb Vm.x= 2389 lb Ri= 2389 lb Mm.x= 302 lb-ft R2= 439 lb Mm..= 3135 lb-ft R2= 2389 lb Nominal Beam Size: b = 1.75 in. d= 14 in. Number of Sections= 1 Nominal Beam Size: b= 4 in. d= 10 in. Number of Sections= 1 b.a= 1.75 in. d.a= 14.00 in. b.a= 3.50 in. d.a= 9.25 in. LumberSpecies/Type: 1.55E LSL REPETITIVE MEMBER? N Lumber Species/Type: DF2 REPETITIVE MEMBER? N Post?: NO Post?: NO Design Stresses and Factors: Design Stresses and Factors: CL= 0.90 Moisture>19%? N C1= 0.99 Moisture>19%? N Fv= 310 psi LDF= 1.00 OM(.)= 1.00 Fv= 180 psi LDF= 1.00 CMN)= 1.00 Fb= 2,325 psi Cr= 1.00 CM(b)= 1.00 Fb= 900 psi Cr= 1.00 CM(b)= 1.00 FCII= 2,050 psi Cv= 1.00 Ccvii)= 1.00 Fcll= 1,400 psi Cv= 1.00 CM(cII)= 1.00 FcJ-= 800 psi OFT) = 1.00 CM(q)= 1.00 Fcj-= 625 psi CF(e) = 1.20 Cm/4)= 1.00 A E = 1.6E+06 psi NOTAL=L/ 360 CM(E)= 1.00 0 INCH E = 1.6E+06 psi SroTAL=L/ 360 CM(E)= 1.00 0 INCH Emin= .79E+06 psi Incise Ci= 1.00 4 HOLE Emin= .58E+06 psi Incise Ci= 1.00 4 HOLE Stresses and Deflections Section Properties SEC. Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Actual Allowable Required Provided REDUC. Fv(psi) 4.1 310 A(in2) 0.32 24.5 Fv(psi) 78.2 180 A(int) 14.06 32.4 Fb(psi) 63 2064 Sx(in3) 1.73 57.17 0.0 in3 Fb(psi) 754 1071 Sx(in3) 35.15 49.91 0.0 in3 Delta(in.) 0.00 0.09 I(in4) 2.89 400.2 0.0 in4 Delta(in.) 0.04 0.18 I(in4) 55.55 230.8 0.0 in4 REQ'D END BEARING= 0.31 inches REQ'D END BEARING= 1.09 Inches NOTCH DEPTH= 0 inches NOTCH DEPTH= 0 Inches 1v,NorcH(Tension Face)= <Fv'= 310 psi iv,NOTCH(Tension Face) <Fv'= 180 psi USE:(1)1.75 x 14 1.55E LSL USE;(1)4 x 10 DF2 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes CB_1 CB,2 W �P SIMPLE SPAN-UNIFORM LOAD +1•. t.=-'- 11 /\ SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/GONG.LD. \'/ Span= 7.33 ft R. R2 UL1 .,.�._._ Span / ..:i .................1 Uniform Load(full span),W= 660 lb/ft Span= 6.75 ft H1 x R2 Reactions V. = 2420 lb RI= 2420 lb Load Span Mm..= 4437 lb-ft R2= 2420 lb Uniform Load 1(full span) = 426.25 lb/ft Uniform Load 2(lbs/ft)= 0 from x= 0 5.25 feet Nominal Beam Size: b = 4 in. d= 10 in. Number of Sections= 1 Sum UL1+UL2= 426 Nu= 3.50 in. d.a= 9.25 in. Concentrated Load(lbs)= 2200 @ x= 5.25 feet Lumber Species/Type: DF2 REPETITIVE MEMBER? N Reactions Post?: NO Vm•x= 3150 lb Hi= 1927 lb Design Stresses and Factors: Mm•x= 4358 lb-ft R2= 3150 lb CL= 0.99 Moisture>19%? N Fv= 180 psi LDF= 1.00 CM(v)= 1.00 Nominal Beam Size: b= 4 in. d= 10 in. Number of Sections= 1 Fb= 900 psi Cr= 1.00 CMro)= 1.00 No= 3.50 in. d.a= 9.25 in. Fcp= 1,400 psi Cv= 1.00 Cum!)= 1.00 FcL= 625 psi CF(e)= 1.20 CM(u)= 1.00 LumberSpecies/Type: DF2 REPETITIVE MEMBER? N f E = 1.6E+06 psi NOTAL=L/ 360 CM(E)= 1.00 0 INCH POST?: NO Emin= .58E+06 psi Incise Ci= 1.00 #HOLE Design Stresses and Factors: Stresses and Deflections Section Properties SEC. CL= 0.99 . Moisture>19%? N Actual Allowable Required Provided REDUC. Fv= 180 psi LDF= 1.00 CM(.)= 1.00 Fb= 900 psi Cr= 1.00 CM(e)= 1.00 Fv(psi) 88.6 180 A(in2) 16.83 32.4 Fcll= 1,400 psi Cv= 1.00 Cu/us= 1.00 FcL= 625 psi CF(e) = 1.20 CMv))= 1.00 Fb(psi) 1067 1067 Sx(in3) 49.91 49.91 0.0 in3 E = 1.6E+06 psi Delta=U 360 CM(E)= 1.00 0 INCH Emin= .58E+06 psi Incise Ci= 1.00 $HOLE Stresses and Deflections Section Properties SEC. Delta(in.) 0.12 0.24 , I(in4) 109.83 230.8 0.0 in4 Actual Allowable Required Provided REDUC. REQ'D END BEARING= 1.11 inches Fv(psi) 130.71 180 A(in2) 23.6 32.4 NOTCH DEPTH= 0 inches fV,NOTCH(Tension Face)= <Fv'= 180 psi Fb(psi) 1048 1068 Sx(in3) 49.0 49.9 0.0 in3 Delta(in.) 0.09 0.23 I(in4) 88.7 230.8 0.0 in4 USE:(1)4 x 10 DF2 REQ'D END BEARING= 1.44 inches NOTCH DEPTH= 0 inches fv,NOTOH(Tension Face)= N/A <EV= 180 psi USE:(1)4 x 10 DF2 5/22/2014 5/22/2014 CT Engineering Plan 1 CT Engineering Plan 1 Polygon Homes Polygon Homes CB.3 IP SIMPLE SPAN-UNIFORM LOAD/PARTIAL LOAD/CONC.LD. \./ Span= 11.25 ft H) x H2 Load • _SQan Uniform Load 1(full span) = 0 lb/ft Uniform Load 2(lbs/ft)= 490 from x= 5.25 11.25 feet Sum UL1+UL2= 0 Concentrated Load(lbs)= 0 i x= 5.625 feet Reactions Vm.x= 2158 lb H1= 784 lb M .Mmax= 4741 Ib-fl R2= 2156 lb Nominal Beam Size: b= 1.75 in. d= 9.5 in. Number of Sections= 1 but= 1.75 in. d.a= 9.50 in. LumberSpecies/Type: 1.55E LSL REPETITIVE MEMBER? N POST?: NO Design Stresses and Factors: Ct.= 1.00 Moisture>19%? • N Fv= 310 psi LDF= 1.00 Cm(y)= 1.00 Fb= 2,325 psi Cr= 1.00 CMS)= 1.00 Fc))= 2,050 psi Cv= 1.00 CM(oIIi= 1.00 FcL= 800 psi CF(e)= 1.00 CMvIi= 1.00 E = 1.6E+06 psi Delta=U 240 CM(E)= 1.00 0 INCH Emin= .79E+06 psi Incise Ci= 1.00 +HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 194.53 310 A(in2) 10.4 16.6 Fb(psi) 2161 2326 Sx(in3) 24.6 26.3 0.0 in3 Delta(in.) 0.50 0.56 I(in4) 110.3 125.0 0.0 in4 REQ'D END BEARING= 1.54 inches NOTCH DEPTH= 0 inches fv,Norcv(Tension Face)= N/A <Fv'= 310 psi USE:(1)1.75 x 9.6 1.66E LSL 5/22/2014 5/22/2014 TJI JOISTS and RAFTERS 1 1 Code ! Code Code Suggest Suggest Suggest Lpick ' Lpick Lpick Lpick_j 1. Joist 1 b d Spa.1 LL DL M max V max? El L fb Liv L TL240 L LL3601 L max ' TL deft. LL dell. L TL360 L LL480 L max TL dell ITL dell.LL dell. LL deft. size&grade !width(in.) depth(in.) (in.) 1 (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) 1 (ft.) 1 (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) 1 ratio (in.) ratio 1 95 TJI 1101 175 9.5 192 40 151 2380 1220: 1.40E+081471 27.73 15231 14.80 14711 0.661 0481_- 1331 13.45 13.31 0.441 360 032 495 9.5"TJI 1101 1.751 9.5 161 40 151 2380 12201 1.40E+08 16.11 33.27 16.191 15.73 15.731 0.721 0.521 14.14 14.29 14.14 0.471 360 0.34! 495 9.5"TJI 110, 1.75! 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.82; 17.311 17.311 0.79 0.58 I 15.57 15.73 15.57 0.521 360 0.38; 495 9.5"TJI 1 101 1.75 9.5 9.6 40 151 2380 1220 L 1.40E+08 20 801 55.45 19.191 18.64; 18.641 0.85_____ 0.62 16.77 16.94 16.77 .0.56 360 0.41 495 I 9.5"TJ1 110' 1.751 9.51 1921 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.371 15.371 0.641 0.51 14.27 13.97 13.97 0.441 384 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 0.64 15.17 14.84 14.84 0.46 384 0.37 "480 9.5"TJI 110 1.751 9.5 121 40 10 2500 1220 1.57E+08 20.00 48.80 19.111 17.981 17.98j 0.751 0.6() 16 69 1_6_34 16.34 0.511 384 0.41 480 9.5"TJI110 1.7519.5 9.61 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.371 19.371 0.81 0.65 17.98 17.60 17,60 0.55' 384 0.444 480 1 9.5"TJI 210 2.06251 9.5 19.21 40 10 3000 13301 1.87E+08 17.32 33.25 17.321 16.301 16.30' 0.68 0.54, 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 9.5"TJI 2101 2.0625 951 121 4010 000 1330 1.87E+08 21.91j 5320 20.261 1906 190610.791 064_ 1770 17.32 17.32' 0.54: 384 0.431480 9.5"TJI 2101 2.0625 9.5 9.61 40 10 3000 13301 1.87E+08 24.49 66.50 21.821 20.53 20.531 0.86] 0.68 19.06 18.66 18.66 0.58 li 384 0.471 480 1 1 9.5"TJI 2301 2.31251 9.5 19.21 40 101 3330 133011 2.06E+08 18.25 33.25 17.891 16.831 16.83 0.701 0.56 15.63 15.29 15.29 0.48! 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 i 16,25 0.51 384 0.41 480 9.5"TJI 2301 2.3125 9.51 121 40 10 3330 13301 2.06E+08 23.081 53.20 20.92; 19.69 19.691 0.821 0.66 18.28 17.89 17 89 0.56 384 0.45 480 9.5"TJI 2301 2.3125 9.5 9.61 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88; 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 1101 1.751 11.875; 19.21 40 10 3160 15601 2.67E+08 17.781 39.00 19.501 18.35 17.781 0.671 0.54 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 110 1.75! 11.875 121 40 10 3160 1560 2.67E+08 22.491 62.40 22.811 21.461 21.46 0.891 0.72 19.93 19.50 19.50 0.611 384 0.491 480 11.875"TJI 110 1.751 11.875 9.61 40 10 3160 1560! 2.67E+08 25.14 78.00 24.571 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.661 384 0 53 480 , 1 1 11.875'TJI 2101 2.0625. 11.875 19.21 40 101 3795 1655 3.15E+08 19.48 41.38 20.61r 19.39 19.391 0.811 0.65 18.00 17.62 17,62 0.551 384 0.441 480 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 2101 751 11.875 9.6 121 40 10 3795 16551 3.15E+08 24 64 66 20 24 10 22 68 22.68 0.95[ 0.761 21.05 20.61 20.61 0.644 384 0.521 480 11.875"TJI 210 2.06251 11.875 9.61.- 40 10 3795 1655t 3.15E+08 27.55 82.75 25.96 24.43 24.43! 1.02' 0.81 22.68 22.20 22.20 0.691 384 0.551 480 1 11 1 11.875"TJI 230i 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.281 20.03 20.031 0.83 0.67, 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 0.48 480 11.875 TJI 230: 2.31251 11.8751 12 40 101 4215 1655j_3.47E+08 25.97' 66.20 24.89.1._ 23.42 23.421_ 0.981 _ 0.78 1 21.74 21.28 21.28 0.67' 384 0.531 480 11.875 TJI 2301 2.312511- 11.8751 9.6. 40 101 4215 1655:„3.47E+08 29.031 82.75 26.81 25.23 25.231 1.05, 0.84 23.42 22.93 22.93 0.72 384 0.57 480. 1 1 ! 11.875"RFPI 4001 2.06251 11.8751 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.69 19.69 0.821 0.66 + 18.28 17.89 17.89 0.561 384 0.45 480 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 p 48 480 11.875"RFPI 4001 2.0625 11.8751 121 40 10 4315 14801 3.30E+08 26.28 59.20 24.481 23.031 23.031 0.96 0.771 21.38 20.93 20 93 0 651 384 0.521. 480 11.875"RFPI4001 2.06251 11.8751 9.61 40 10 4315) 1480! 3.30E+081 29.38 74.00 26.37! 24.81! 24.811 1.03 0.831 23.03 22.54 22.54 0.701 384 0.561 480 Page 1 • D+L+S I LOAD CASE (12-12) (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 -.- c 0 80 Constant > Section 3.7.1.5 -._._.__......_ Cr KcE 0.30(Constant)> Section 3.7.1.5 .... ,.__... Cf(Fb) Cf(Fc) 1997 NDS _ Cb (Varies) > Section 2.3.10 Bending Com. Size Size Rap. Cd El?). Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.WaH duration duration factor factor use _ Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Loa <-1.0 Load 0 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 Po/ in. in. In. ft. plf psf pit (F� (Fc)_ _psi psi psi psi psi psi psi psi psi psi psi Fb'"(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 9 30.9 1340 0.9966 _1993.4 1.00 1.15 1.1 j 1.05 1.15 875 405 800 1,200,000 854 508 966 378.09 340,90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 _ 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15_675 405 800 1,200,000 854 508 966 378.09 340.90 340.00 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 1,200,000 854 508 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986_7 1.00 1.15 1.1 1.05 1.15875 405 800 1,200,000 854 506 986 449.95 395.22 393.85 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 1.15 675 425 725 1200,000 854 531 875.438 378_09 336.17 33524 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 1,200,000 854 531 875.438 378.08 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 _8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0,000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 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 H-F#2 1.5 5.5 16 9 19.8 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 18.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 18 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 1298.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3,5 16 14.57 50.0 545 0 0.9813 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.28 139.02 138.41 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 18 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 1,271 508 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W LOAD CASE (12-13) BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke __ 1.00 Design Buckling Factor _ D+L+W -_ �� __ _ ___--��_ c _ ___0.60(Constant=_ Section 3.7.1.5 _. 8888_ Cr __.._.. ..8.888_ -.... KcE 0.30 Constant > SecBon 3.7.1.5��-_-__ _-._.._. _.__ ___.. _� Cf Fb =�M 1997 NDS--EM �...-. _.__�_ Cb__ 111111111=1.21111 Section 2.3.10 Bending Comte. Size Size Re•._ _-�(�]m�= . �__ _ �___ NOS 3.9.2EIE duration duratio factor factor_ use_�_-__ Stud Grade�Mig Hei.ht an Vert.Load Hor.Load •: .J Cd Cd Fc Cf Cf mm Fc•erpgini©aminze}9®ngta0® � ®®����� _ Fb Fc psi _psi_ •si •.i psi �'� ���m�_ •si Fb"1-fc/Fce H-F Stud ®® EE 1.60 1.00 1.1 1.05 p_875 405 800 1,200,000 1,366� � ��376.78 0.586 H-F Stud _1.5 ®n__ 9 ]® 8.48. 0.9942 1.60_ 1.00 1.1 1.15 675 800 1,200,000 1,368 378.09���447.52___0.865 H-F Stud 1.5 9� 1140 8.46_0_9998 1.60 1.00 ®1.05 1.15 675 800_ 1,200000 1,366 378.09 ��335.64 ---1-61-5- H 0.577 H-F Stud 1.5 Him 8.25 970 8.13 0.9943 ���®1.05 1.15�� 800 1.200,000 1,366 506 449.95 246.35 361.37 0.585 H-F Stud ®®® 8.25 28.3 1425 8.13 0.9974 2657.8 _1.60 1.00 _1.1 1.05 1.15 675 - 800 1,200,000 506 '-r 271.43 0.71 271.03_ 0.500 H-F Stud ®®0 8.25 28.3 2355 8.13 0.9987_77 3988.7 160 1.00 1.1 105 1.15 675 405 800 1,200,000 506 MMI299.05 0.78 180.69 0.394 111111111111111=111111111 IIIIIIIIIMMIIIIIIIIIIII SPF Stud �_7.7083� 0 1060.9971 2091.8 1.60 1.00 _1.1 1.05 1.15 _675 425 1,2 ® j��� 0.65 378.78 r SPF Stud _1.5 3.5 16 ___9�� _0_9115 2091.8 1.60 1.00_ 1.1 1.05 1.15 875 725_ 1.200,000 1,38_6�� 378.09���447.52® SPF Stud 1.5 3.5 12 9�® 0.9931 2789.1 1.60 1.00 ®m• 1,15 675 725 1,200,000 1,386®� 378.09���335.64 0.567 MalaEll 1_5 3.5 16 __0,9970 r ®'' ®�®�� 725 1,200,000 1,366�� 449.95 243,81•.381.37_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 1,366 531 781.25 449.95 376.35 287.62 0.71 271.03 0.490 _...... .._.._...8..1 .......____ 84 _ 81,60_.. 1,00 - __ 05..._.,._ _. 8725 1,2 0.000....881,386 - .8.61.25..44_ 8 . . 9.8.......8.88...0.383 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4783.8 1_60 1.00 7:1 1_05 1,15 675 425 725 1,200,000 1,388 531 781.25 449.95 378.35 294.60 0.78 180.69 0.383 _ _ _ 1111111111111111111111111.1111111111111111111111111111.111 -- H-F#2 ®®� _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 -- 506 969.91 0.52 152.58 0.119 H-F#2 ®®m 9 NumnizEmun 0.5743 3132.4 1.60 -1-151-1E11301 1.15 850 405 1300 1 no 000llEUEMEDIMMIEliga 804.50 0.63 H-8#2 1.5 16 . 8.13 0.4411 ®�1.60 1.15 1300 1, •r,rr• 2,033508.18 0.56 _0.124 __. -� .. 825_� -- NIA _®'_�0000-_ SPF#2 1.5 5.5 16 7.7083 3287 9.71 0.4327 wagimmanumminu1.15 ENE 425 1150 _1,400,000 2,093® 1265 940.30®�152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.48 0.6033 3287.1 M •r 1.3 1.10 1.15.' 425 1150 1,400,000 2,093 531 1265 806.08 531.23 0.86 181.23 0.169 == 18.0 3287 0 3287.1 ®•• 1.3 7.10 1.15�= 11-&0 �1,4 531 1285 1296.30 884.89 531.23 0.60 748.34 0.178 __ _ 111111111111111. == _ OFF Stud ®®�'EM70 0.9957 _2091.8 1.60 II 1.1 1.05® ra7251,200,000M 531 Emu= 138.14=MP 0,979 111111111 ._.. _ ._ -0000-- 8843. --__ - _.0000 _. _-- .... � SPF#2 ® 5.5 16 _19� 680 0.9941 3287.1 1.60 1.00 1.3 875 1150 1,400,000 2,093®� 244.40 233.80 108.67 r : 927.02 0-fie- 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 ILOAD CASE I (12-14) 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+W+812 _..- c 0.80 Constant > Section 3.7.1.5 1111__ _ _ 1111 Cr ....._..... . ant)> ectio_..3.7.1..__._-...........1.11..1___ .. ._ _ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Sectlon 2.3.10 Bending Comp_Size Size Rem Cd(Fb) Cb Cd(Fc) Eq.3.7-f - NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <:1.0 Load a Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc g(p Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c lb m/ in. in. M. ft. plf psf p)I (Fb) (Fc) psi _psi Orsi psi psi psi psi psi psi _-Bsi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515,42 441.22 278.10 0.63 376.78 0.599 H--F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,366 506 966 378.09 340.90 19429 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 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12_8.25 28.3 1445 8.13 0.9959 2857.8 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_80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 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 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 1,366 531 875.438 378.09 336.17 193.02 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 18 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 1,366 531 875.438 449.95 388.13 247.82 0.64 361.37 0.588 -__.. --_-__ 6 5.--� 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 ._-_..__....1.............1.3,5 85..._... 3 0.9.9.2.11..-.1418_ 1...1......_..05449 SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 298.88 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1,3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.03 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 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 18.8 3287 9.71 0.3872 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 11501,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.55_5 16 8.25 18.0 3287 8.13 0,4342 3287.1 1.80 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 3.516 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.051.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###### 0.979 SPF#2 1.55.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0002,093 531 1454.75 244.40 235.32 108.67 0.45 927.020.788 .1111_ __._._1.3....._..1.0..._. 1. 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 1644.5 228.84 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) SEESECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W12 ._.-.. 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 Bender Conte_Size Size Rep. Cd�� Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wail duration duration factor factor use _ Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <>1,0 Load ftp Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc to fc/F'c fb fb/ in. in. in. ft. pit psf plf (Fb) (Fc)___ ppi psi psi psi psi _ psi psi psi psi psi psiFb'(1-fGFce.) 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 0.77 188.391 0.403 H-F Stud 1.5 ' 3.5 16 9 30.9 9701 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15_675 405 800 1,200,000 1,386 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 8001,200,000 1,366 506 966 378.09 340.90 262.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 338.41 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 r 1.05 1.15 675 425 7251,200,000 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 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 245.08 0.73 223.78 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 _4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.085 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10_1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 76.29 0.059 H-F#2 1.5 5.5 18 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 31321 4.065 0.3478 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15_875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 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 t 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 11501,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E I LOAD CASE I (12-16) 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+El1.4 c 0.80(Constant)_> Sectlon 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 _ Cf(Fb) Cf(Fc) 1997 NDS Cb (Vales) > Sectio_n 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eg.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spadng Height Laid Vert.Load Hor.Load <-1.0 Load 0 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 lb/ In. in. in. ft. Of 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 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12_ 9 30_9_ 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3,5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1_5� 3.5 8 8.25 28.3 2700 3.57 0_9966 3986.7 1.60 1.15 1.1 1.05 1_15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1_200,000 1,366 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.151.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 J 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 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34, 0.236 H-F#2 1.5 5.5 18 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1,10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 508.18 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_77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850,16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15_ 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0,70 340_833 0.500 ... H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 X1.3 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 1 280 Nickerson St. CT ENGINEERING, Suite 382 f r}A r Seattle,WA r 98109 Datef Project: C-- ._-..- . i._ {?A6)?83#512 ! MX: Client: Page Number: (206)285-0618 ` APO° P5r OSA ( 1 giSA -1120 ( --. `1 m 3e115- Witit... Wz, (412,41$) — Ifiss Isco A / a 0.. - 2.02,0 ...... /500PSr V - 40 ,', IrIP --- - ---47------,,,,, tot). Z IN 4triNfr 6)+1 Ca tT"''. 170 . 2r4 - . 1; - , e r 4 p.gs. .., 7i fg---V'-' 1431' 1 4 , 22,5 43 136 sffirc Mj Structural Engineers E N G I N E E R I N G 180 Nickerson St. Sallee 302 t N C. Seattle,WA j j,� 98109Project: + t 7 t� Date: (206)285-4522 Si M PL4 11�L' `',�---P'y1 i- FAX: Client: Page Number. (206)285-0618 pfz945,immsje, >u _ =VkLLL ,tale - r 1130e0,7... CfS _ 571 C' u,( ... 147\7 {... 100 s ; t , ) = l . tip` * `F-T3.5 - _ -- .,._.0k. i - t 2 w 8 0 Y--: . . 1 / u / ALX. '= 'P 1 r -, 4- -i 44 0.2....z-1-. ,.?,# ) 417i3 1 _ .. *Owl' 1 .77,,. . . "': tlx: w . ,. 3e " r1 5 S _; 11,44t.. l4 .- J . Siructutal Engineers 71'y1r fl'w 180 Nickerson St. CT ENGINEERING Suite 302 INC. /�(►'�� �+ /� p Seattle,WA Project: .)1 f 1D LL ;7 � 4 0�*� I ®O` Date: 9o2). 0 • t 9 06)9285-4512 b"�2072 / °8 J�P�J ` -01:6 tovs FAX: Client: / Page Number: (206)285-0618 e • i , i_ ._.. , 1 2:3 FO 3/q5._ _ . fifi 1 ._. .- - L%.(s Z ' 83 d� _� va o c • ,2�� �`.. cZ �.p? .t1)-7..4._. �{ C�' cif '7 _ L b( :_. I Z _ t x . • F '5& A T� ` . 7 L�� til,‘�? 4 � . • _.. { f 3X Ask5z MSP -e 4 — �- _ ,, r 4.qt, y , i• �1 _ -_ ;7-m . ,__ _. a- +►SDs 1414 f r t ..k. - �t Z' 1 ®S ' a%G yrt�p-y, / _, Structural Engineers S�Qwt t� 7�,6,/J 3 , � � W Design Maps Summary Report Page 1 of 1 MUM 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 04, r .. .� 'F • -.. = � mA � t �2 � � � � s pply g � • ` t'4-;--1, @ . est1. . USGS—Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Sl = 0.423 g SMS = 0.667 g S°1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE Response Sper ri lm Design Response Spectrum 0,22 1.10 COO 002 0.72 0.22 0,24 crt 0.22 0. ,s 0.55 0,40 T 0.44 tt_22 fl F2 ,, 0 24 0..22 Olt 221 0.02 '3°0.00 0. 0,00 X3 0 C40 0.20 Coo 1.0* 1.20 1.40 1,20 L.20 2.00 13.430 020 0.40 0.01 ti 1.00 1.2.E 1.40 1.20 1.20 2.00 Pelitod.Tl wttiod,t( 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#14189: Plan 1 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://earthq uake.usgs.gov/research/hazmaps/ http://geohazards.usos.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 SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDS=2/3*SMI SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 1 SDs= 0.78 h„ = 18.00(ft) SDI= 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'JJJASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*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 Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof - 18.00 18.00 1630 0,022' 35.86 645.5 0.61 4.03 4.03 2nd 8.00 10.00' 10.00 1500 0.028' 42 420.0 0.39 2.62 6.65 1st(base); 10.00 0.00 SUM= 77.9 1065.5 1.00 6.65 E=V= 9.31 (LRFD) E/1.4= 6.65(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F; E F; w; E w, FPx = EF,=w,„ 0.4*SDs*IE*WP 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPx Fp, Min. Roof 4.03 4.03 35.9 35.9 5.58 4.03 11.15 5.58 2nd 2.62 6.65 42.0 77.9 6.53 3.59 13.06 6.53 1st(base) 0.00 0.00 0.0 77.9 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 1 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00;ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 36.0 42,0 ft. Vult. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-IAthruC V asd. Wind Speed 3Sec Gust= ` ;',mph (EQ 16-33) Exposure= B B lw= 1.0 1.0N/A N/A Roof Type= Gable Gable PS30A= 28.6 28.6;psf Figure 28.6-1 Ps30 e= 4.6 4.6 psf Figure 28.6-1 Ps300= 20.7 20.7,psf Figure 28.6-1 Ps30 0= 4.7 4.7'psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kit= 1.00 " 1.00 Section 26.8 windward/lee=` 1.00 1.00(Single Family Home) A*Krt*I 1,., Ps=X*KZt*l*Ps3o= (Eq.28.6-1) PBA= 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) Ps A andc average= 24.7 24.7 psf (LRFD) Ps B and D average= 4.7 4.7 psf (LRFD) a= 3.6 3.6 Figure 28.6-1 2a= 7.2 7.2 width-2*2a= 21.6 27.8 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00: 0.89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 30.00 12.0 0 172.8 0 259.2 0 153.8 0 294.8 Roof - 18.00 18.00 4.0 57.6 0 86.4 0 57.6 0 98.26 0 9.2 9.7 5.45 5.45 5.77 5.77 2nd 8.00 10.00 10.00 9.0 129.6 0 194.4 0 129.6 0 248.4 0 5.2 6.0 7.73 13.18 8.85 14.62 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 900 AF= 982.4 14.4 15.7 V(ns)= 13.18 V(e-w)= 14.62 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#14189:Plan 1 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!001 0.00 922 9.22 9.67 9.67 2nd 8.00 10.00 10.00 0.00' 0.00 000r 0.00 5.18 14.40 6.05 15.72 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 14.40 V(e-w)= 15.72 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 9.22 9.22 9.67 9.67 7.14 7.14 7.49 7.49 2nd 10 0 0 5.18 14.40 6.05 15.72 4.02 11.15 4.68 12.18 lst(base) 0 0 0 V(ns)= 14.40 V(e-w)= 15.72 V(ns)= 11.15 V(e-w)= 12.18 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 1 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 s 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 sallowable V wallowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N•S(front to back-up/down) CT PROJECT#: CT#14189:Plan 1 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 4.03 kips Design Wind N-S V i= 7.14 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V I= 4.03 kips Sum Wind N-S V i= 7.14 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 LOL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet Usum OTM RoTM Unet Usum Usum HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 815 32.0 32.0 1.00 0.15 3.57 0.00 2.01 0.00 1.00 1.00 63 P6TN P6TN 112 16.12 38.02 -0.70 -0.70 28.55 46.08 -0.56 -0.56 -0.56 Ext. left 2 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 Ext. left 3 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. righty 342 13.0 16.0 1.00 0.15 1.50 0.00 0.85 0.00 1.00 1.00 65 P6TN P6TN 115 6.76 7.72 -0.08 -0.08 11.98 9.36 0.21 0.21 0.21 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 473 18.0 21.0 1.00 0.15 2.07 0.00 1.17 0.00 1.00 1.00 65 P6TN P6TN 115 9.35 14.03 -0.27 -0.27 16.57 17.01 -0.03 -0.03 -0.03 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 1630 63.0 63.0=L eff. 7.14 0.00 4.03 0.00 Ewnd 7.14 EVEa 4.03 Notes: * denotes with shear transfer *0 denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 1 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.62 kips Design Wind N-S V I= 4.02 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.65 kips Sum Wind N-S V i= 11.15 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unet Unum OTM ROTM Unet Usum Um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 750 34.0 42.0 1.00 0.20 2.01 3.57 1.31 2.01 1.00 1.00 98 P6TN P6 164 29.93 70.69 -1.22 -1.92 50.19 85.68 -1.06 -1.62 -1.62 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. left3** 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4' 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right'' 191 7.0 10.0 1.00 0.20' 0.51 0.91 0.33 0.51 1.00 1.00 121 P6TN P6 203 7.61 3.47 0.65 0.58 12.77 4.20 1.35 1.57 1.57 Ext. right2 136 ' 5.0 10.0 1.00 0.20' 0.36 0.65 0.24 0.37 1.00 1.00 121 P6TN P6 203 5.43 2.48 0.68 0.68 9.12 3.00 1.41 1.41 1.41 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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, 232 8.5 12.0 1.00 0.20 0.62 1.10 0.41 0.62 1.00 1.00 121 P6TN P6 203 9.25 5.05 0.54 0.54 15.52 6.12 1.20 1.20 1.20 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 191 7.0 10.0 1.00 0.20' 0.51 0.91 0.33 0.51 1.00 1.00 121 P6TN P6 203 7.61 3.47 0.65 0.38 12.77 4.20 1.35 1.33 1.33 - - 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 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 1500 61.5 81.5=Leff. 4.02 7.14 2.62 4.03 1.00 EVw;,,d 11.15 EV Eo 6.65 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 1 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 4.03 kips Design Wind E-W V I= 7.49 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.03 kips Sum Wind E-W V I= 7.49 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 vi OTM ROTM tineUsumOTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear MSTR*, 815 20.0 32.0 1.00 0.15 3.75 0.00 2.01 0.00 1.00 1.00 131 P6TN P6 187 20.95 23.76 -0.15 -0.15 29.96 28.80 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 Int BR4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Ba 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 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 Furn 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 Ext Loft* 167 3.3 6.3 1.00' 0.15' 0.77 0.00 0.41 0.00 1.00 0.81 203 P6 P6 236 4.29 0.75 1.37 1.37 6.14 0.91 2.02 2.02 2.02 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2* 280 4.0 10.5 1.00 015' 1.29 0.00 0.69 0.00 1.00 1.00 225 P6 P6 322 7.20 1.56 1.69 1.69 10.29 1.89 2.52 2.52 2.52 - - 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 Ext BR3* 368 7.3 13.8 1.00 0,00 1.69 0.00 0.91 0.00 1.00 1.00 163 P6 P6 233 9.46 0.00 1.44 1.44 13.53 0.00 2.06 2.06 2.06 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 - - 0 0.0 0.0 1.00' 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0',0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0',0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00' 000' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1630 34.5 34.5=L eff. 7.49 0.00 4.03 0.00 EVwnd 7.49 EVEa 4.03 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-IefUrIght) CT PROJECT#: CT#14189:Plan 1 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.62 kips Design Wind E-W V I= 4.68 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.65 kips Sum Wind E-W V I= 12.18 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 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 Ueun, OTM ROTM Une1 USUrn Usun, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (p1f) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Rear LIV* "r 375 7.0 19.5 1 00G 0.251 1.17 3.75 0.66 2.01 1.30 1.00 496 P2 P2 702 31.24 8.45 3.60 3.45 44.25 10.24 5.37 5.43 5.43 - - 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 Int BR4 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00` 00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 0.0 1.00 0.00. 1 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Ba 0 0.0 0.0 1,00- 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00` 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ` 0,0 1.00' 0.00' 0.00 0.00 0.00 0.00 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 764 '13.3 0.0 1.001 0.25' 2.39 0.00 1.34 0.00 1.00 1.00 131 P6TN P6 180 15.62 0.00 1.24 1.24 21.47 0.00 1.71 1.71 1.71 Pum Rear 361 6.3 0.0 1.00'> 0.25 1.13 0.00 0.63 0.00 1.00 1.00 131 P6TN P6 180 7.38 0.00 1.32 1.32 10.15 0.00 1.82 1.82 1.82 0 '+ 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PDR Int 0 ` 3,3 3.3 1.00; 015' 0.00 0.77 0.00 0.41 1.00 0.72 229 P6 P6 236 4.83 0.39 1.72 3.09 6.91 0.48 2.49 4.51 4.51 0 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 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 3.3 12.0 1.00 0.15' 0.00 1.29 0.00 0.69 1.00 0.73 372 P3 P4 390 8.10 1.47 2.52 4.21 11.58 1.78 3.72 6.24 6.24 - - 0 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 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 3,3 12.0 1.00' 0,15' 0.00 1.69 0.00 0.91 1.00 0.73 489 P2 P3 512 10.64 1.47 3.48 4.92 15.22 1.78 5.10 7.16 7.16 0 0.0 0,0 1,00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00'; 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00- 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0• .00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0• .00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0• .00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00I 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00P 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1500 36.4 36.4=L eff. 4.68 7.49 2.62 4.03 EVwind 12.18 EVEQ 6.65 Notes: * denotes with shear transfer ABP Alternate Braced Wall Panel-2308.9.3.2 ** Wdenotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan 1 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MSTR* Roof Level w dl= 150 plf V eq 2010_0 pounds V1 eq= 1661.3 pounds V3 eq= 348.7 pounds V w= 3750.0 pounds V1 w= 3099.5 pounds V3 w= 650.5 pounds ► > v hdr eq= 65.9 plf AH head= A v hdr w= 123.0 plf 1.083 'V Fdragl eq= 327 F2eq= 69 A Fdragl w= ; 0 F2 - 128 H pier= vl eq= 82.0 Of v3 eq= 82.0 plf P6TN E.Q. 5.0 v1 w= 153.1 plf v3 w= 153.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 . Fdrag3 eq= F4 e.- 69 feet - Fdrag3 w=610 F4 w=128 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.9 plf P6TN 2.0 EQ Wind v sill w= 123.0 plf P6TN feet OTM 16247 30311 R OTM 34269 41861 • UPLIFT -604 -387 Up above 0 0 UP sum -604 -387 H/L Ratios: L1= 20.3 L2= 6.0 L3= 4.3 HtotaUL= 0.27 0'4 0. Hpier/L1= 0.25 Hpier/L3= 1.18 L total= 30.5 feet JOB#: CT#14189:Plan 1 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 Of V eq 690.0 pounds V1 eq= 345.0 pounds V3 eq= 345.0 pounds V w= 1290.0' pounds V1 w= 645.0 pounds V3 w= 645.0 pounds ► v hdr eq= 65.7 pff A H head= A v hdr w= 122.9 plf 1.083 'v Fdragl eq= 214 F2 eq= 214 • Fdragl w= !9 F2 -399 H pier= v1 eq= 215.6 plf v3 eq= 215.6 plf P6 E.Q. 5.0 v1 w= 322.5 plf v3 w= 322.5 plf P6 WIND feet H total= 2w/h= 0.8 2w/h= 0.8 8.083 Fdrag3 eq= F4 e.- 214 feet • Fdrag3 w=399 F4 w=399 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.7 plf P6TN 2.0 EQ Wind v sill w= 122.9 plf P6TN feet OTM 5577 10427 R OTM 4061 4961 UPLIFT 154 556 Up above 0 0 UP sum 154 556 H/L Ratios: L1= 2.0 L2= 6.5 L3= 2.0 Htotal/L= 0.77 4 I. 4 1.4 1& Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 10.5 feet JOB#: CT#14189'Plan 1 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3* Roof Level w dl= 150 plf V eq 910.0 pounds V1 eq= 455.0 pounds V3 eq= 455.0 pounds V w= 1690.0', pounds V1 w= 845.0 pounds V3 w= 845.0 pounds ► s v hdr eq= 66.2 plf ► A H head= A v hdr w= 122.9 plf 1.083 v Fdragi eq= 215 F2 eq= 215 • Fdrag/w= '9 F2 -399 H pier= v1 eq= 125.5 plf v3 eq= 125.5 pff P6TN E.Q. 5,0 vi w= 233.1 Of v3 w= 233.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= F4 e.- 215 feet A Fdrag3 w=399 F4 w=399 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.2 plf P6TN 2.0 EQ Wind v sill w= 122.9 plf P6TN feet OTM 7356 13660 R OTM 6965 8508 ) • UPLIFT 30 394 Up above 0 0 UP sum 30 394 H/L Ratios: L1= 3.6 L2= 6.5' L3= 3.6 Htotal/L= 0.59 Hpier/L1= 1.38 4 0- Hpier/L3= 1.38 L total= 13.8 feet JOB#: CT#14189:Plan 1 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf V eq 410.0 pounds V1 eq= 205.0 pounds V3 eq= 205.0 pounds V w= 770.0', pounds V1 w= 385.0 pounds V3 w= 385.0 pounds v hdr eq= 65.6 plf A H head= A v hdr w= 123.2 plf 1.083 v Fdragi eq= 98 F2 eq= 98 it Fdragl w= ?5 F2 - 185 H pier= v1 eq= 194.1 plf v3 eq= 194.1 plf P6 E.Q. 5.0 v1 w= 236.9 plf v3 w= 236.9 plf P6 WIND feet H total= 2w/h= 0.65 2w/h= 0.65 8.083 . Fdrag3 eq= •s F4 e.- 98 feet A Fdrag3 w=185 F4 w=185 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 plf P6TN 2.0 EQ Wind v sill w= 123.2 plf P6TN feet OTM 3314 6224 R OTM 1439 1758 • UPLIFT 336 800 Up above 0 0 UP sum 336 800 H/L Ratios: L1= 1.6 L2= 3.0 L3= 1.6 Htotal/L= 1.29 0 0.4 . ► Hpier/L1= 3.08 I. Hpier/L3= 3.08 L total= 6.3 feet JOB#: CT#14189.Plan 1 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV` Roof Level w dl= 150 plf V eq 2670.0 pounds V1 eq= 1525.7 pounds V3 eq= 1144.3 pounds V w= 4920.0 pounds V1 w= 2811.4 pounds V3 w= 2108.6 pounds v hdr eq= 136.9 plf ► H head= v hdr w= 252.3 p/f 2.083 v Fdragl eq= 978 F2 eq= 734 Fdragl w= 02 F2 -1352 H pier= v1 eq= 381.4 Of v3 eq= 381.4 plf P3 E.Q. 5.0 v1 w= 702.9 plf v3 w= 702.9 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • • F4 e.- 734 feet Fdrag3 w=1802 F4 w= 1352 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 136.9 plf P6TN 2.0 EQ Wind v sill w= 252.3 plf P6 feet OTM 24252 44688 R OTM 14008 17111 UPLIFT 544 1464 • 1Up above 0 0 UP sum 544 1464 H/L Ratios: L1= 4.0 L2= 12.5 L3= 3.0 Htotal/L= 0.47 4 4 4 ► Hpier/Ll= 1.25 Hpier/L3= 1.67 L total= 19.5 feet ► Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearl•-tt(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingfa''''`•d1 (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 I. 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing Pogh ,1■I wall height ' 111; - ," -- Fasten top plate to header 1111 PV.: • with two rows of 16d s ; sinker nails at 3"o.c.typ r 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 totalHeader to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. t If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" �- nailed to common blocking max thick wood structural panel sheathing with ttE -• 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. - 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 �r —Min reinforcing of foundation,one#4 bar .t, i jack studs per IRC tables'r top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). t R 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 j WOOD FRAME CONSTRUCTION MANUAL 63 j . t. 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 Assembly12,8,4,5,8,7 Design Dead Load Roof Span(ft) Unit Connection Loads(pif) 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf8 36 272 298 324 380 441 506 576 650 729 856 tztt 48 350 383 417 489 567 651 741 836 938 1100 m . 60 428 468 509 598 693 796 906 1.022 1146 1345 G . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 -- 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 92 118 147 177 209 243 297 24 69 87 106 1.46 189 236 286 339 395 486 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 1.47 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 '�,},rfi;:` 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961, 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 ' 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, • multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: • Connection Spacing(in.) 12 16 19.2 24 48 Multiplier ` 1.00 1.33 I 1.60 I 2.00 L 4.00 'i- 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or ',;'• wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. P . 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the +' ' w : header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. : 't``i ' For jack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length :z' ;. includes the overhang length and the jack span. .112: B Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. r.t --„I!jz, AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 �11 INC.��' -�! � Seattle,WA Project: -TYR oh_ 5)Nll /�p �1/ 1 L 1 j yt-S• Date: 98109 (206)2854512 FAX: Client: Page Number. (206)285-0618 \)41\ti). ".; 010)%•R-i- -7112),14`) 4,4:W7)4• �5 AQP Wb`30 ► � c 2,2 3� i J l o. MQ uL � / 5 • tj C00,60 VSs dP8 / ---_ car i • C ��, in om pg 1 is• D -,*161,3 • T�' sS :( ce N • - " • :UL-;•--- ( 4)(i) 6:4) - ‘Dozri - • : *Y. (-04) 44: - . - - ►9c CO -gyp. Gvog,Oco647 PLY, St6 , fit - m/P D q, c7 > = (5Cn. J = fi pt„d Structural Engineers TRUSS TO WALL CONNECTION ',I'I \%AI(II', #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES tlW III I 1 PLIES 1 Ht01) m(6) 0,131" X 1.5" (4) 0.131"X 25 d " 1 H25A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5:a itii 1 SDWC15600 - - ttr.. .. .iu 2 H10-2 (9) 0.148" X 1.5" (9) 0.148` X 1.5" Two700 2 (2)H2.5A (5) 0.131"X 2.5' EA. (5) 0.131"X 2.5" EA. 1111)) 2.4) 2 (2)SDWC15600 - 3 (3)SDWC15600 - - i151, ,11. ROOF FRAMING PER PLAN 8d AT 6" O.C. s 2X VENTED BLK'G. ' 0.131" X 3" TOENAIL ',.'. AT 6" O.C. H2.5A & SDWC15600 STY!F \ OMMON/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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ';PF VALUE; $OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UP1 II Tf t'1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" --400_1_ qt -- 1 1 H25A (5) 0.131"X 2.5" l__.- (5)0.131' X 2.5" `�5 L lid - 1 SDWC15600 - - nj;,,._. 115 2 H10-211 (9) 0.148' X1.5" (9) 0.148" X1.5" 1070 MO 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131'X 2.5" EA. 1070 X7+1 2 -. _- (2)SDWC15600 - - �t;n aso_ 3 (3)SDWC15800 - - ia!), _--..4 -- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2,5A AND SDWC STYLE Bd AT 6" O.C. CONNEC11ONS 2X VQJTED BLK'G. 111.11611/.. 4410* 111111161A... H2.5A & SDWC15600 STY!F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [