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Specifications "57-260s-- z79-7G � STRUCTURAL CALCULATIONS PREPARED FOR A LOT 4 ARBOR SUMMIT PLAN 2610 LEXINGTON (ARBOR HOMES) S,caUCTL4p cep PROF 154 2 v '�{ - ON Nog4‘ Al SUiL �li" r I t� r>ni "4& DEPN P I EXPIRES: x2/31/05 THESE CALCULATIONS ARE VOID IF SEAL AND SIGNATURE • ARE NOT ORIGINAL • JUNE 2, 2005 JOB NUMBER: 04T235 • FROELICH CONSULTING ENGINEERS INC r * * LIMITATIONS * * * ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. MAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 231 Scalehouse Loop, Suite 101 Tigard,Oregon 97223 Bend,Oregon 97702 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX oF$ Lj 4. ■ Il �7 L7 FROELICH CONSULTING ENGINEERS,INC MAIN OFFICE 0 CENTRAL OREGON 0 6969 SW Hampton Street 231 SW Scalehouse Loop,Suite 101 Tigard,Oregon 97223 Bend,Oregon 97702 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX Client: West Hills Development Project: Plan 2610 Lexington Project Number: 04-T235 Date: October 18, 2004 By: GRH Scope of Work Froelich Engineers has provided full structural lateral and gravity design of the project per the 2003 IBC and 2004 OSSC. The roof trusses are designed by others. Froelich Engineers has provided details only to the areas pertaining to our design. Froelich Engineers did not design or review the details for the entire project. I 2- Client: West Hills Development IEI Project: Plan 2610 Lexington FROELICH Proj.#: 04-T235 CONSULTING byte. GRH8 /04 ENGINEERS1INC Design Criteria: General: Building Code(s): 2003 IBC 2004 OSSC Roof Live Load: Snow= 25 psf Deflection Criteria: L/240 Load Duration: 1.15 Floor Live Loads: Floor Live= 40 psf Deflection Criteria: L/360 Wind Load*: Speed: 80 mph Exposure: B Importance Factor: 1.0 Special Reqs: no Seismic Load: Design Category D Site Class D Response Coeff 6.5 Importance Factor: 1.0 Soils Data: Allowable Bearing(assumed): 1500 psf Frost Depth: 18 in Special Soils Red's: --- * Per the 97 UBC&98 OSSC as allowed by the 2004 OSSC i 2, FROELICH CONSULTING ENGINEERS, INC. Client: Arbor Homes Project: Plan 2610 Lexington Job #: 04-T235 Date: October 18,2004 0 By: GRH DEAD LOAD TAKE OFF ROOF DEAD LOAD Framing(RFR) = 5.0 PSF Sheathing 1/2"(RPL) = 1.5 PSF Roofing(RRF) = 3.0 PSF Mech/Electrical (RME) = 1.5 PSF Ceiling(RCG) =2.2 PSF Insulation(RIN) = 1.5 PSF Miscellaneous (MIS) = 1.3 PSF ROOF DEAD LOAD RDL=RFR+ RPL+RRF+ RME+RMS + RCG + RIN + MIS RDL= 16 PSF FLOOR DEAD LOAD Framing(FFR) =3.0 PSF Sheathing/Floor(FPL) =4.0 PSF Mech/Electrical(FME) = 1.5 PSF Lower Ceiling(FCG) =2.2 PSF Miscellaneous (FMS) = 1.3 PSF FLOOR DEAD LOAD FDL = FFR+ FPL + FME + FCG + FMS r'UL= 12 PSF • U VYVY JW C101111.1W11 JUCCI LLL IN I PAGE 1 / Tigard,Oregon 97223 FAX 503.624.9770 FROELICH 503.624.7005 PROJECT:' CONSULTING 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 97702 ENGINEERS INC FAX 541.1828 696 DATE: BY: 17ZS pc i= k/l Pc„ PSF ?. 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L, = zs('3' = 3C 100 4t,•'s3- �X%U as675 - , Ci_- R F-ND2 SPAR: DL - yP Scc RF Idb St_ /00 RF-140-Y F'AO: G '©" OL= 6s 14E `fx/ODF SC= OZ.S gF-f/D9 ..c ,?r-/,'t) DL 65 2F /.las SPP>u 1o " GL = IG68.s0 300 tisC: CxfODF 6Z SL 2S(ra'.3) : tuo RF- Wt SPa,u C Qh b(1 (0.2,4 336 (7-.s-C) i'pL 913- ( Ls-) .SEE fzPNu( 51. 1 = 7S (o-z_s' S �2_ szs (z.s-c) () L = LOVER LOLLER ROOF HEADERS Mr ROOF PER UPPER FLOOR FRAMING PLAN ON SHEET 62. v ' vv « RIM IS7 FLC UPPER PLAN t MORE f �DS- II I 91 I Ilk. q6 N`IIIIILMI 04 R �� P.F---r)p�l ©j� I PLYWOOD ROOF SHEATHING -I G I ► -SESLbN4 A-VOTES FOR ---- ►�. NAIt t S-EAS-IEATHMCs INFO .� STD ii MI 1 j��•�•�•��i� lit 1:3-A m a :. 4.** ,o., ,, • 4 I 1 a 1 p- 1. \ •tfl.v- 60 6_ SI- Al. .4 e rrF ►r�r�rr�r�r �r�reO _ =___= =�iww 7��►.,;► rr1►rT7O4: -_ ii oii 1 I MI I 1 M I Y''.•I I M►�O �O�O��r►0��0rT�p♦0��r�Wi or Nr NI♦OO� 7►�OiOgO ►11jOI� 'O�milt 04�.� 0 _ ►O �OOOO ►�1 sc, O 4 , rrl" r -♦♦. ♦ "rtO•. RIDUI Dii ~11 W@1010114140 ♦OOO��A►�OAg Q;OOOOO'►OOMS 4 Iinaz. -1,i, 1 A..'I�v':i . j�O7#O ' - 444►��I - •OOOO►NOS♦ *4►. ►OOOri►►OrrO0N`O ' i I i I I mop • RF �TYP ' Irrr ••••4ryry � r�y _ ;r I Iii 171 1 I GIRDER TRUSS 1i oU �; Cl „Zr pip=a G0-140l 11 m•1 uPPER� 1 \� I . RoaF IST FLOOR WALLS-SEE I i 1 I UPPER FLOOR FRAMINGPLAN ON HEEET62FOR~ I RF-NO2 O a fl eMCD) y _ TYF Lim A UPPERElA � r v NI© 0 v v gI Y. a r / IST FLOOR WALLS-SEE J L- - I UPPER FLOOR FRAMING • _ • PLAN ON SHEET 62 FOR MORE(►FORMATION I 1 0 11111211 .`\\\ LOWER ROOF BEAMS 0 -SEE UPPER FLOOR FRAMING PLANS ON 62 ROOF FRAMING FLAN i/4' •I'-0' r (1.) • COMPANY PROJECT i I WoodWorks® SOFTWARE FOR WOOD DESIGN Dec.6,2004 13:25:24 RF HD1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 50.0 No Load2 Live Full UDL 100.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : t 3 � O# A 0' 6' Dead 173 173 Live 300 300 Total 473 473 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 16 Fv' = 95 fv/Fv' = 0.17 Bending(+) fb = 171 Fb' = 1080 fb/Fb' = 0.16 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.40 = L/180 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 710 lbs-ft Shear : LC# 2 = D+L, V = 473, V@d = 352 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Oct. 19,2004 13:21:32 RF-HD3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 65.0 No Load2 Snow Full UDL 125.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : gle aaaw.% % NIRA 1kS.Kt i#' y x S nC A��',h '&.�nE?.y �6 k' �t q t t �rV + a eti l i.�c}, a 4 Si 'wa,: ii, '�, ave �.lat i.rr S '"' ,60 -ria e� i- .1Ta'k 2 'i.. 3?. S zi5 3. s�'q; � v ��,x� -°'d t�+ x� r�� T r��S x a �� a�r. -z�`'�`aa Ao,,, a �a �.',}t��f£ts'�,•� BSc'�a .+� � F*R, �'�` ft-�'�... r{ e � ;'a�"'g . � r' ` P-04100 s gc4,0J a YE ;. h w y s i°t" *i r h 7"`A,° S ,F�s`Y..c *xzg , 0 0 0' 6 Dead 218 • 218 Live 375 375 Total 593 593 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 20 Fv' = 109 fv/Fv' = 0.19 Bending(+) fb = 214 Fb' = 1242 fb/Fb' = 0.17 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.40 = L/180 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 890 lbs-ft Shear : LC# 2 = D+S, V = 593, V@d = 441 lbs Deflection: LC# 2 = D+S EI= 369.34e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Oct. 19,2004 13:22:15 RF-HD5.wwb • Design Check Calculation Sheet Sizer 2002a • LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 300.0 No Load2 Snow Full UDL 460.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Capp *'S�4' 'Y fid'° Iy"" rj 4'.€`.r r , a rr 9g g -*71 "e'imr 7 �' i "t t Y^c�.>....w.xx .•a�a,�d.��S.�.......zsctS'aa^.r _u 2s..a.,.� ,. ....,..._ ;,.4'.t_.,Yum"..hr,arfl ....�,.....,�..._. 0' 8' Dead 1250 1250 Live 1840 1840 Total 3090 3090 Bearing: Length 1.0 1.0 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 71 Fv' = 98 fv/Fv' = 0.73 Bending(+) fb = 896 Fb' = 1006 fb/Fb' = 0.89 Live Defl'n 0.08 = <L/999 0.27 = L/360 0.31 Total Defl'n 0.17 = L/573 0.53 = L/180 0.31 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 6179 lbs-ft Shear : LC# 2 = D+S, V = 3090, V@d = 2478 lbs Deflection: LC# 2 = D+S EI= 510.84e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. J 6969 SW Hampton Street CLIENT: PAGE / ■ � Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING J 23nd1 SWOregon Scaleh97702ouse Loop•Suite 101 PROJECT NUMBER: Be , ENGINEERS,INC 541.383.7 FAX 696 DATE: ■ BY: FL-tsOR .�d t sTs 11F-J - P .3 : /LLO 6JL= I2?sF 2.x/OOF rt Z o /4 "0,c. LL= yuPsF 11F-da SPA= 18-6 " DL= /2iF Zx/d PF ``208„ o.c. L.L V0p1F OR (2) 2x1OPF (4., O.6 UF-J3 SPA/0 • Is 'c)U CMYr f. Lc, ” D�= IZt'M i C= 1OI&F 27<7001F Z !Z"o _C. ? t Cea 16) = /30 jL = ( ,ac CIF-311 ( _ '{ori , 1Gv • t uc ` "0 '�' 5(1(), = .1h0 Z'3 � ;L = (116 PL_r-)(1.33 = . > , STD STD at• 4 h+h Y , M 40errp B 7 ®IJF-NC7 3®. O a UF-Fts 3 ��' - �- p O uF-86 O `� OF-117 0 PIIIP''IIIIIII411111111"Il H1 E PLYWOOD FLOOR SHEATHING _...,...1•\E,'(J • �TYP -SEE STRUCTURAL NOTES FOR 'DO NAILING I SHEATHING INFO U'F'1, 2,60 .,„,,,,vaa• 1r e, , (,)„ , OF".0Z ® UF-P 11 TYP --- n n e e , , \\ iii-T, .4,„,J • v • , , , , .0,. 1 1x\m O i II ti+ 0 9 2 �f.�1 11 s �J ® G f REGY'D v _�� Ir-1� �I 9 • u ALL- I� 7fP® 1x\mom m• e SIM STD 8 •\6�O� a . -1- sx��-S l0 L.,• 10 UF--g`} u u ' n n n q n n 0� i SIMP.GC05-6SDS2.5 INL COLUMN GAP TO GL.BEAM aa qq�� IST 9 2 2 U�� 2 2 M1+�� `-SIMP.HUC610 HATER uF-3 HO TO 88 a UF-B!• UPPER r�O- C, J l ROOF 1 e,..TypowE„ et U FLOOR II '� UF-N Z i As vQ' H O ;- REO'DQ DOF LINE-- UF-1.1 1 v /r, �.1'6,4p� % epoe r� m �( N •HOLDOII.N TYP •HOLDOLLN Nxry'�' W ABOVE ABOVE ©e ��`' 0F'He . 4 R . n 0 `\jam 9 BC6 P ,„.. ‘b . �/ . ©� O47 Nr HUC610 HANGER -� iBG6 POST CAPS 1�LJ[i iIO f�7�� BCE,POST CAP .....% 4 L;;; HUC610 HANGER 1-1110610 HANGER to COMPANY PROJECT , Oct. 19,2001 13:10:11 UF J1.wwb ` Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (16.0)* No Load2 Live Full Area 40.00 (16.0)* _ No *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : .. Nt-Si q d RL''"� y �. V,M.i w 'i "�;",,.VA lttW V t ' Y :_ �,t raw V f 13.;F ws V�-f, 0 0' 15' Dead 120 120 Live 400 400 Total 519 519 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,2x10" Spaced at 16"c/c; Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help);Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 50 Fv' = 95 fv/Fv' = 0.53 Bending(+) fb = 1093 Fb' = 1138 fb/Fb' = 0.96 Live Defl'n 0.38 = L/469 0.50 = L/360 0.77 Total Defl'n 0.56 = L/323 1.00 = L/180 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1948 lbs-ft Shear : LC# 2 = D+L, V = 519, V@d = 466 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed, in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I 11 • COMPANY PROJECT Oct. 19,2004 13:43:22 UF-J2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (8.0)* No Load2 Live Full Area 40.00 (8.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : Pagn4W5.1.0.114.4000.401giiAWalrai S 5 Gx,�,... °"''.4000c >.fir""'0.agk : r`W1* lai 0' 18'-6" Dead 74 74 Live 247 247 Total 321 321 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 8"c/c; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations: ICBO-UBC; WARNING: Member length exceeds typical stock length of 18.0[ft] SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 32 Fv' = 95 fv/Fv' = 0.33 Bending(+) fb = 832 Fb' = 1138 fb/Fb' = 0.73 Live Defl'n 0.44 = L/499 0.62 = L/360 0.72 Total Defl'n 0.64 = L/344 1.23 = L/180 0.52 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1483 lbs-ft Shear : LC# 2 = D+L, V = 321, V@d = 294 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2,Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Oct. 19,2004 14:06:26 UF-J3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (12.0)* No Load2 Live Full Area 40.00 (12.0)* No Load3 Dead Point 130 17.00 No Load4 Snow Point 100 17.00 No *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 15' 1T Dead 71 263 Live 295 499 Total 366 762 Bearing: Length 1.0 1.0 0.0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 12"c./c; Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help); Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 40 Fv' = 95 fv/Fv' = 0.43 Bending(+) fb = 722 Fb' = 1138 fb/Fb' = 0.63 Bending(-) fb = 316 Fb' = 1277 fb/Fb' = 0.25 Deflection: Interior Live 0.28 = L/653 0.50 = L/360 0.55 Total 0.34 = L/529 1.00 = L/180 0.34 Cantil. Live 0.11 = L/212 0.13 = L/180 0.85 Total 0.12 = L/207 0.27 = L/90 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fb'-= 900 1.15 1.00 1.00 0.975 1.10 1.000 1.00 1.15 3 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1286 lbs-ft Bending(-) : LC# 3 = D+L+S, M = 564 lbs-ft Shear : LC# 2 = D+L, V = 414, V@d = 374 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 12A COMPANY PROJECT i 1 Woodworks" SOFTWARE FOR WOOD DESIGN Dec.7,2004 14:05:36 UF-J4.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 12.00 (16.0)* No Load2 Live Full Area 40.00 (16.0)* No Load3 Dead Point 215 7.33 No Load4 Snow Point 230 7.33 No *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : A LI 0' 11'4' Dead 167 230 Live 383 451 Total 550 681 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 16"c./c; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 68 Fv' = 109 fv/Fv' = 0.62 Bending(+) fb = 1217 Fb' = 1309 fb/Fb' = 0.93 Live Defl'n 0.19 = L/707 0.38 = L/360 0.51 Total Defl'n 0.34 = L/396 0.76 = L/180 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 2169 lbs-ft Shear : LC# 3 = D+L+S, V = 681, V@d = 627 lbs Deflection: LC# 3 = D+L+S EI= 158.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. CI 6969 SW Hampton Street CLIENT: PAGE 15 / ■ (�� Tigard,Oregon 97223 I`l7 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING 23nd,O1 SW Scalehregonouse 9770Loop•Suite 101 PROJECT NUMBER: Be2 ENGINEERS,INC 541.383.7 FAX 696 DATE: ■ BY: t/PPEP FWR 3ciw SPA.) 1JL - /Zasr- tPsc. J 23- 7.S_ 3q) - `f� !zoo OF-B/ •SPANaole*' lS--v C4Nf. 2'v,, 4 - $ hoc= !7S r� /7 /iC �� /U l -t�-�--� - . 1 Z-j.f��' ILC' sock 1�- � 'CO 7 7-(1`) UF-5z SPS): 12psF LL= ycPsF 6,3S-/0 (Z) Z /O(», 11 1702. 304- 706� = I Pe_,- (2:3m-?) S(z = ZS(7),- 175-PLf r-9 c:>.:.- to:; .sc I W IAA; F } i _oO llF -g3 r r u v Il- DC (Z) Zy(ODF �Z = `IOA.1F I�_.��) /0. rl�c, 175 to. c 6969 SW Hampton Street CLIENT: PAGE I I ■ Tigard,Oregon 97223 I`17. FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING tJ 2end,31 SWOScalehoregonuse02 Loop•Suite 101 PROJECT NUMBER: B977 ENGINEERS,INC FAX 541.383.7696 DATE: 541.383.1828 o BY: UF-1311 SPA,u: /7•47Fr bL = tz( 136 1-1..-r y U '153 iOsao `U, = 890 1.3‹.-fFf ( ULZ_ 36J 1LL = /ow C .FT USE S/a'X /g" �.j. ?DL, - ZIZo PIC. _ 303S srr Il. 11F- 13S g.SFi �iC = lC(!S) r gv = 3Zc S� = 2 S-6 S) = 3 7, �x lD OF #z >ifr= 410i_F (7) = ZgoPc_p HAy ZC9P_:! IWO P F (../F-t?4 SPAN: /y 'U" UC C.7. (16)•r 6•0 r 3ES `/ 51/ex 1 Y 6.7.4. St = 21 (z I- Yo : S6.1 Cr - oul, ?uVpas 65) L/F-f37 SP,64) : `l.SFr DCI = QC/l.$) = /3? (o- y,75.) L L, = Yu(11•s) = yGo (o- K.7r) 3'/i r 7"`.L- • lDL.Z•- Ic( 7-s) = qo (`I.7; ' 7) L L Z = 10(7.$) > 3 ao (y.71 SP,i/): l l'o" UL= iZ(7.5) t 16(z) + lu Zvi l.L - Ko(7.4 = 3010 jr Sikx/�'�2 SL= ZS(2) r io(t.� ' 70 H ..t- D l, - 3cro- (0 -S'.$) 7r:) SLA 440 (c)-s.s` sG= Solo (s-s) 1-' COMPANY PROJECT 'WoodWorks® SOFTWARE FOR worn DESMON Dec.7,2004 13:30:51 UF-B1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 12.0 No Load2 Live Full UDL 40.0 No Load3 Dead Point 175 7.50 No Load4 Snow Point 300 7.50 No Load5 Wind Point 1200 7.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : x5 Y t k ( 0 0 0' 11'-4" Dead 127 184 Live 551 914 Total 678 1098 Bearing: Length 1.0 1.0 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear 'fv @d = 58 Fv' = 152 fv/Fv' = 0.38 Bending(+) fb = 1094 Fb' = 1584 fb/Fb' = 0.69 Live Defl'n 0.20 = L/696 0.38 = L/360 0.52 Total Defl'n 0.25 = L/535 0.76 = L/180 0.34 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.60 1.00 1.00 1.000 1.10 1.000 1.00 1.00 4 Fv' = 95 1.60 1.00 1.00 4 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Bending(+) : LC# 4 = D+.75(L+S+W), M = 3902 lbs-ft Shear : LC# 4 = D+.75(L+S+W), V = 1098, V@d = 1066 lbs Deflection: LC# 4 = D+.75(L+S+W) EI= 158.29e06 lb-int/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. rt9 COMPANY PROJECT 1111 i 11 Woodworks® SOFTWARE FOR WOOL)DFSION Dec.7,2004-43:44:1-6- UF Baa-wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 12.0 No Load2 Live Full UDL 40.0 No Load3 Dead Point 175 17.00 No Load4 Snow Point 300 17.00 No Loads Wind Point 1 17.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : _ D 0' 15' 17' Dead 65 314 Live 295 725 Total 360 1039 Bearing: Length 1.0 1.0 0.0 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help);Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 29 Fv' = 109 fv/Fv' = 0.27 Bending(+) fb = 349 Fb' = 990 fb/Fb' = 0.35 Bending(-) fb = 296 Fb' = 1132 fb/Fb' = 0.26 Deflection: Interior Live 0.14 = <L/999 0.50 = L/360 0.28 Total 0.16 = <L/999 1.00 = L/180 0.16 Cantil. Live 0.06 = L/424 0.13 = L/180 0.42 Total 0.05 = L/483 0.27 = L/90 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fb'-= 900 1.15 1.00 1.00 0.994 1.10 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1244 lbs-ft Bending(-) : LC# 3 = D+L+S, M = 1054 lbs-ft Shear : LC# 3 = D+L+S, V = 579, V@d = 539 lbs Deflection: LC# 2 = D+L EI= 158.29e06 lb-int/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. 1 toH • COMPANY PROJECT i Woodworks® SOFT WARE FOR WOOD DE..00N Dec.7,2004 13:44:33 OF-B1 a.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Dead Full UDL 12.0 No Load2 Live Full UDL 40.0 No Load3 Dead Point 175 17.00 No Load4 Snow Point 300 17.00 No Load5 Wind Point 1200 17.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15' 17' Dead 65 314 Live 295 1564 Uplift 116 Total 360 1878 Bearing: Length 1.0 1.0 0.0 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Lateral support:top=full, bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations:ICBO-UBC; This section FAILS the design check WARNING:This section violates the following design criteria: Deflection SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 73 Fv' = 152 fv/Fv' = 0.48 Bending(+) fb = 349 Fb' = 990 fb/Fb' = 0.35 Bending(-) fb = 743 Fb' = 1466 fb/Fb' = 0.51 Deflection: Interior Live 0.19 = L/952 0.50 = L/360 0.38 Total 0.17 = <L/999 1.00 = L/180 0.17 // (G 5 ll JIL A 4.5/C ny Cantil. Live 0.15 = L/163 0.13 = L/180 1.10 /R ) f .`I ' 1 Total 0.15 = L/155 0.27 = L/90 0.58 to-0'4:+c •r; r eV( I3 '" /NSi'£C_7/Uiv ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fb'-= 900 1.60 1.00 1.00 0.926 1.10 1.000 1.00 1.00 8 Fv' = 95 1.60 1.00 1.00 4 • Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 8 Bending(+) : LC# 2 = D+L, M = 1244 lbs-ft Bending(-) : LC# 8 = .67D+W, M = 2651 lbs-ft Shear : LC# 4 = D+.75(L+S+W), V = 1384, V@d = 1352 lbs Deflection: LC# 8 = .67D+W EI= 158.29e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. ( • COMPANY PROJECT i I WoodWorks .SOFIWAR(FOR WOOD 1N.WGN Dec.7,2004 13:37:45 UF B2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 12.0 No Load2 Live Full UDL 40.0 No Load5 Wind Point 1200 10.33 No Load6 Dead Partial UDL 190.0 190.0 6.33 10.33 No Load7 Snow Partial UDL 175.0 175.0 6.33 10.33 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : Dead 269 627 Live 412 1377 Total 681 2003 Bearing: Length 1.0 1.1 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 107 Fv' = 152 fv/Fv' = 0.70 Bending(+) fb = 959 Fb' = 1138 fb/Fb' = 0.84 Live Defl'n 0.13 = <L/999 0.38 = L/360 0.35 Total Defl'n 0.28 = L/477 0.76 = L/180 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.00 3 Fv' = 95 1.60 1.00 1.00 4 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Bending(+) : LC# 3 = D+L+S, M = 3419 lbs-ft Shear : LC# 4 = D+.75(L+S+W), V = 2003, V@d = 1971 lbs Deflection: LC# 4 = D+.75(L+S+W) EI= 158.29e06 lb-int/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. /0 COMPANY PROJECT ea Woodworks® SOFrwARF FOR WOOD DESIGN Dec.7,2004 13:39:41 UF B3.wwb Design Check Calculation Sheet Sizer 2002a - LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 12.0 No Load2 Live Full UDL 40.0 No Load5 Wind Point 1200 10.33 No Load4 Dead Point 175 10.33 No Load6 Live Point 300 10.33 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : aF - ay i sw4A- ze 1 a s. ;-' 1. ku t} 7 A., o 0' 11'-4" Dead 83 228 Live 269 1196 Total 353 1423 Bearing: Length 1.0 1.0 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help); Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 75 Fv' = 152 fv/Fv' = 0.49 Bending(+) fb = 306 Fb' = 990 fb/Fb' = 0.31 Live Defl'n 0.08 = <L/999 0.38 = L/360 0.22 Total Defl'n 0.12 = <L/999 0.76 = L/180 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.60 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 2 = D+L, M = 1089 lbs-ft Shear : LC# 3 = D+.75(L+W), V = 1423, V@d = 1391 lbs Deflection: LC# 3 = D+.75(L+W) EI= 158.29e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely . at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. • v1 • COMPANY PROJECT Oct. 19,2004 15:06:11 UF B1,wwb Design Check Calculation Sheet Sizer 2002a . LOADS: (lbs, psf,or pif) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 136.0 No Load2 Live Full UDL 453.0 No Load3 Dead Point 500 9.00 No Load4 Snow Point 890 9.00 No Load5 Dead Point 360 3.00 No Load6 Snow Point 1010 3.00 No Load7 Dead Point 2120 11.50 No Load8 Snow Point 3035 11.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 19'-8" Dead 2794 2861 Live 7055 6791 Total 9849 9652 Bearing: Length 3.0 2.9 Glulam-Simple,VG West.DF, 24F-V4, 5-118x18" Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 146 Fv' = 218 fv/Fv' = 0.67 Bending(+) fb = 2567 Fb' = 2668 fb/Fb' = 0.96 Live Defl'n 0.60 = L/393 0.66 = L/360 0.91 Total Defl'n 1.00 = L/236 1.31 = L/180 0.76 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.967 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 59196 lbs-ft Shear : LC# 3 = D+L+S, V = 9849, V@d = 8966 lbs Deflection: LC# 3 = D+L+S EI=4483.28e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. _ (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 3. GLULAM:bxd=actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). at • COMPANY PROJECT Oct. 19,2004 14:55:01 UF-B5.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 320.0 No Load2 Snow Full UDL 375.0 No Load5 Snow Trapezoidal 280.0 140.0 0.00 5.50 No MAXIMUM REACTIONS lbs and BEARING LENGTHS in : St .A s d >y�• a 4 � "y f t - 7 ,M � `� 1 a � Mme` ass ,� • � •t.12 'ris�r r [ ar e ��.. ... 1 ,t u. sv.� •$ .,z Zmr,�.w.��.a'�d.u�ssw.:4.a�a,:xs��.�.,..1»tiri 3. .d�.xs,�,-�� _af3n„� aua�.v�e„u..��..,az.�.:,>e.de.u`;8u,.k�+'"�,., �i 1-'..+aC�.Sa�„�as�*.iaf�c »��' ..r..�_..: 0' S'-6" Dead 880 880 Live 1673 1545 Total 2553 2425 Bearing: Length 1.0 1.0 Timber-soft, D.Fir-L, No.2, 6x10" Lateral support:top=full,bottom=at supports;Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 51 Fv' = 98 fv/Fv' = 0.53 Bending(+) fb = 497 Fb' = 1006 fb/Fb' = 0.49 Live Defl'n 0.02 = <L/999 0.18 = L/360 0.13 Total Defl'n 0.04 = <L/999 0.37 = L/180 0.12 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 3424 lbs-ft Shear : LC# 2 = D+S, V = 2553, V@d = 1790 lbs Deflection: LC# 2 = D+S EI= 510.84e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. - 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Oct. 19,2004 14:56:06 UF-B6.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location Eft] Pattern Start End Start End Load? Loads Dead Full UDL 385.0 No Load2 Snow Full UDL 565.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 14' Dead 2695 2695 Live 3955 3955 Total 6650 6650 Bearing: Length 2.0 2.0 Glulam-Simple,VG West.DF,24F-V4, 5-1/8x12" Lateral support:top=full, bottom=at supports;Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 139 Fv' = 218 fv/Fv' = 0.64 Bending(+) fb = 2271 Fb' = 2760 fb/Fb' = 0.82 Live Defl'n 0.37 = L/456 0.47 = L/360 0.79 Total Defl'n 0.74 = L/225 0.93 = L/180 0.80 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 23275 lbs-ft Shear : LC# 2 = D+S, V = 6650, V@d = 5700 lbs Deflection: LC# 2 = D+S EI=1328.38e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2,GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). _ a2 COMPANY PROJECT Oct. 19,2004 15:08:27 UF-B7.wwb Design Check Calculation Sheet Sizer 2002a ' LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Partial UDL 138.0 138.0 0.00 4.75 No Load2 Live Partial UDL 460.0 460.0 0.00 4.75 No Load3 Dead Partial UDL 90.0 90.0 4.75 9.50 No Load4 Live Partial UDL 300.0 300.0 4.75 9.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : .�v..' �a.,w,«,•�%��f�-?. ..MiKU'a;„a,a�.w�-., .z:::_:x.,,�.t,w;s..:;7•��v,.,w.�>is_.. .r:..:;.+t,`tW.::,.: r... ..n.:. . �.,r-3 s.,s.',:: ,. ,>:,, .'� a; nN L] 0' 9'-6" Dead 599 485 Live 1995 1615 Total 2594 2100 Bearing: Length 1.3 1.0 Glulam-Simple,VG West.DF,24F-V4, 3-118x9" Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 114 Fv' = 190 fv/Fv' = 0.60 Bending(+) fb = 1600 Fb' = 2400 fb/Fb' = 0.67 Live Defl'n 0.20 = L/559 0.32 = L/360 0.64 Total Defl'n 0.30 = L/385 0.63 = L/180 0.47 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 5624 lbs-ft Shear : LC# 2 = D+L, V = 2594, V@d = 2145 lbs Deflection: LC# 2 = D+L EI= 341.71e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 3. GLULAM: bxd=actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT Oct. 19,2004 15:12:16 UF B8.wwb Design Check Calculation Sheet • Sizer 2002a LOADS: (lbs, psf,or pif) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Load/ Dead Full UDL 200.0 No Load2 Live Full UDL 300.0 No Load3 Snow Full UDL 90.0 No Load4 Dead Partial UDL 300.0 300.0 0.00 5.50 No Loads Snow Partial UDL 460.0 460.0 0.00 5.50 No Load6 Dead Point 1840 5.50 No Load7 Snow Point 3090 5.50 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : .,x. ---- - ra. ->xv<-- x 88,., r• x, i.4 a-_- o„=a; ,'4.4k ...:...: .... . ..` ,4 ,_a M..- • „ . .:< .»w„i r,.rxx'r:.. wt..,:..p».<€+s. a.t *.m.>s'a,.a :ri7.,o. zw,t ..>,F,:_., :..,Mf....a xr,, .x,.+.»,.- .x a-_:._,« *s.,;:::ie _.>x•n,., s.exa -::>. .•,::•s,.•,.-,r::: x - YS.a<, :.x ^ .'^:is _. ..; .. b ,+,Y.•< ____?^,.F¢ - .,..:r'__:___a.:m,kc:::f. ,:..:gni - • • c�.�"-...,o.M .,':> , f,,. rami„ e.w.x�::F ;' ::i:i.'_ x y...&vf kn"a"ts x.� ._ ..._T3..= .s.....:,. .. .b. ,: qv ...win.. 9..4_,... .u..;:[} 0' 11' Dead 3257 2432 Live 5588 4323 Total 8845 6755 Bearing: Length 2.7 2.0 Glulam-Simple,VG West.DF,24F-V4, 5-118x13-112" Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 159 Fv' = 218 fv/Fv' = 0.73 Bending(+) fb = 2176 Fb' = 2760 fb/Fb' = 0.79 Live Defl'n 0.19 = L/708 0.37 = L/360 0.51 Total Defl'n 0.35 = L/379 0.73 = L/180 0.47 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 28229 lbs-ft Shear : LC# 3 = D+L+S, V = 8845, V@d = 7326 lbs Deflection: LC# 3 = D+L+S EI=1891.38e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 6969 SW Hampton Street CLIENT: PAGE„21 / • FAX 97223 03..624.970 AXPROJECT: FROELICH 503.624.7005 CONSULTING (J 2end31 SW Scalehregono7702use Loop•Suite 101 PROJECT NUMBER: B ,O9 ENGINEERS INC FAX 541.383.7696 DATE: 541.383.1828 ■ BY: UPPER Cocak' )4CAL)CF LIF-NI SFAA�: /C.ZSFr DL= 1Z(0 ) -Igo t 1:1(1) - 190 LL : 110(A ----- zy0 usFs/gyrs �;.C. ALT z.s- + yo(3) = zzL 'Pot = G3 18S ft 1., =/-42-5-)51C e> /Fr) 7Fr I P = 74'5%3° y z: e) F r- 1 PLS _ rrt523 c) Ips 43-o-c5 r r 1/9s I6 OF-Jlz SPA,,, GC ZGo `rlxlvcrz LL � S vU �_..._. LI F- 141 SPAN (.3) 31U ' C/tPv�IT`r (7 � ., -or-Pt �C = /G(3) :- LC = ? (ti) = !moo GXIUpFdZ LI F-tiq Sr>PAJ F-0" (DPT. F-IREPcA.cc) i)L: « (9) = I`H• Si:C 72F �f SL = Z, (II) = 2Z� OF-/-/,s CPA/,: /0 -0 i4.7to (4vuGY). S . 7 (4) 10.(z) = 10 PCF u 090Y SW Hampton Street C.LItN I: NAvt� / ■ � Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING 2end31 SWOregon Scalehouse97702 Loop•Suite 101 PROJECT NUMBER: B , ENGINEERS INC F51AX.383541.182.3838 7696 DATE: ■ BY: [iF-17� cPPN- T)C YS SC. = /80 SEE /d /-IS OF-11,1 SPAN: 5f0 " 8o + 12(9.3) =3go npc /Z 7S- (0 . U�� S/x ,(9"41. I`y 33- 3_CF r) 'N = 336 Lc = _cZ5 (3_S-8) P,6,NS 'o " U(-- .1- BO + at 14(5) = 171 gxl0oF ? LI= `Iv uF -Nq I 01,u_ /,o7. Nl 77 z.$) LI I- Gl = I2 (1z ) = ISS LL-- '-Io (13) ° 3-20 OF-Nle (t EL R Et9TRAhne) S?AA): 11(-0' ISO (o-b) LI rZS(l3)= 3Z5 (0-0 D C = !s(s) = 7.5" (6-1z1 Li = Z;6) . ISO (G-Iz) 26 COMPANY PROJECT i I Woodworks® SOFIWARF FOR WOOD DFS/GN Dec.7,2004 14:20:26 UF-H1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 190.0 No Load2 Live Full UDL 240.0 No Load3 Snow Full UDL 220.0 No Load4 Dead Point 185 1.00 No Load5 Snow Point 915 1.00 No Load6 Dead Point 630 12.00 No Load7 Snow Point 1380 12.00 No Load8 Dead Point 230 16.00 No Load9 Snow Point 1195 16.00 No LoadO Dead Point 185 7.00 No Loall Snow Point 915 7.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS(in) : 0 Q 0' 16-3" Dead 1991 2327 Live 5496 6384 Total 7487 8710 Bearing: Length 2.2 2.6 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x15" Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997: (stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 126 Fv' = 218 fv/Fv' = 0.58 Bending(+) fb = 1892 Fb' = 2760 fb/Fb' = 0.69 Live Defl'n 0.40 = L/483 0.54 = L/360 0.74 Total Defl'n 0.64 = L/306 1.08 = L/180 0.59 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 30304 lbs-ft - Shear : LC# 3 = D+L+S, V = 8710, V@d = 6473 lbs Deflection: LC# 3 = D+L+S EI=2594.49e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) - (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). COMPANY PROJECT • Oct. 19,2004 16:01:06 UF-H2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or pif) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Full UDL 260.0 No Load2 Live Full UDL 300.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS(in) : N 6 ax4i;.€",£:'t+:'r,`�a....T ��t`;t• Pdr,�flCa*h,.s'�'i y�''€x�'�x,s[,ay % s fi.1 £�).1J,yAa" r 7 fs a�ar: �r,°"• Fi ta irA; � � 4xaA " *r #� c rKa ' YmiOAAP � - ` r 9 ` P x' � MVC�r ; { r r s �:' y i ktax i 4t �siAk�tk.' K. ��tk�Or V :(rrr3 +�} �7t~,7r s.y a 05sr#t z.+i C zxr paxi # �# " $ alte � ai§.sexsta� �� + 0' 4'-6" Dead 585 585 Live 675 675 Total 1260 1260 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 38 Fv' = 95 fv/Fv' = 0.40 Bending(+) fb = 341 Fb' = 1080 fb/Fb' = 0.32 Live Defl'n 0.01 = <L/999 0.15 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.30 = L/180 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 1417 lbs-ft Shear : LC# 2 = D+L, V = 1260, V@d = 828 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. at • COMPANY PROJECT Oct. 19,2004 16:01:38 U F-H 3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 50.0 No Load2 Live Full UDL 100.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ,-SSI$A 0 3 t 1 u '� s t uky�.? ^"�a,r`� .�1 '".x'� �:n t� x r r 6 ) A E ',; m., �# z �3� �,� � � SS x25f� y°i ixy*AAi�36b SY. '��'2. �' 4 y-w•q K � pi T x A o d 0 0' 3' 6' 9' Dead 60 165 165 60 Live 120 330 330 120 Total 180 495 495 180 Bearing: Length 1.0 1.0 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Lateral support:top=full,bottom=at supports; Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 7 Fv' = 95 fv/Fv' = 0.08 Bending(+) fb = 26 Fb' = 1080 fb/Fb' = 0.02 Bending(-) fb = 32 Fb' = 1079 fb/Fb' = 0.03 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.00 Total Defl'n 0.00 = <L/999 0.20 = L/180 0.00 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fb'-= 900 1.00 1.00 1.00 0.999 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 108 lbs-ft Bending(-) : LC# 2 = D+L, M = 135 lbs-ft Shear : LC# 2 = D+L, V = 270, V@d = 154 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) - DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and otherspans. s. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 02 COMPANY PROJECT Oct. 19,2004 16:03:49 UF-H3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Wind Full UDL 150.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 7.77 r 7 :77 t # �i Fy73:5: Ta i" : t ,' �Je ri �� y •z i v • 1 ,,xe`:r$ a, a t t� �i r � s n�a'.t.:a ..ael-x..a32�� usd,w.�..,,�s ...i..w..�tss,.�+�s,�.,.,.u.�&a•.,o.x._..a .�kr,�awe.€c,F�.Li>,a+,e;z� `:aw.��a �..ia�ECu�.&s�.�4ed 0' 9'-6" Dead Live 712 712 Total 712 712 Bearing: Length 1.0 1.0 Timber-soft, D.Fir-L, No.2, 6x10" Lateral support:top=full, bottom=at supports;Oblique angle:90.0[deg]; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 17 Fv' = 136 fv/Fv' = 0.13 Bending(+) x-x fb = 0 Fb' = 1400 fb/Fb' = 0.00 y-y fb = 424 Fb' = 1400 fb/Fb' = 0.30 (fb/Fb')x + ('b/Fb')y = 0.30 Live Defl'n 0.16 = L/710 0.32 = L/360 0.51 Total Defl'n 0.16 = L/710 0.63 = L/180 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.60 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+) : LC# 2 = .67D+W, M = 1692 lbs-ft Shear LC# 2 = .67D+W, V = 712, V@d = 594 lbs Deflection: LC# 2 = .67D+W EI= 510.84e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3D COMPANY PROJECT Oct. 19,2004 16:05:15 UF-H5.wwb Design Check Calculation Sheet Sizer 2002a " LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Dead Full UDL 45.0 No Load2 Snow Full UDL 180.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : m 4 ! xa-. t t y(, m., zA 6 - ^sw'e�'i 4$1 It. s .:k- rs.` s�rg v�t a � �a�� ,� `�� a fps n'$ Et 3r'� '�. .ens a,{m{ '1 w,3 „- zXR ,�,k„ y,a 7.f it ` X n ��. tf, • wr r4v s, ' '� 10' Dead 225 225 Live 900 900 Total 1125 1125 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Lateral support:top=full,bottom=at supports;Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 44 Fv' = 109 fv/Fv' = 0.40 Bending(+) fb = 676 Fb' = 1242 fb/Fb' = 0.54 Live Defl'n 0.11 = <L/999 0.33 = L/360 0.33 Total Defl'n 0.15 = L/795 0.67 = L/180 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 2813 lbs-ft Shear : LC# 2 = D+S, V = 1125, V@d = 952 lbs Deflection: LC# 2 = D+S EI= 369.34e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ► COMPANY PROJECT Oct. 19,2004 16:08:19 UF-H7.wwb • Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 115.0 No Load2 Live Full UDL 380.0 No Load3 Dead Point 1275 3.50 No Load4 Snow Point 1935 3.50 No Load5 Dead Partial UDL 336.0 336.0 3.50 8.00 No Load6 Snow Partial UDL 525.0 525.0 3.50 8.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : y «t.+.saifr'. ,o, ..c:Nym, fat.3,tx ,MMtfa-. spy.s zkiVA: eget +.......kv:r u. ux0=1Via..a:;. ?R. .. res %;,,.1 3' .,4afN #OxW7d 1: 'x.,-,vimioe tvyr:,30,4:11:'x,y';ti*?a'a ..=rg.. »"*"` MH xz4 :14''.W 'SFtti'M'W. 04,14.?r.:: 0A40,% Malg4 aMPAVR A WAkei.v." 5s<w.:s00010 LI 0' 8' Dead 1602 2105 Live 3273 4065 Total 4875 6169 Bearing: Length 1.5 1.9 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x9" Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 168 Fv' = 218 fv/Fv' = 0.77 Bending(+) fb = 2434 Fb' = 2760 fb/Fb' = 0.88 Live Defl'n 0.18 = L/544 0.27 = L/360 0.66 Total Defl'n 0.32 = L/303 0.53 = L/180 0.59 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 3 Fv' = 190 1.15 1.00 1.00 3 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 14032 lbs-ft Shear : LC# 3 = D+L+S, V = 6169, V@d = 5152 lbs Deflection: LC# 3 = D+L+S EI= 560.41e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.GLULAM:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 3a COMPANY PROJECT Oct. 19,2004 16:09:23 UF-H8.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Loadl Dead Full UDL 172.0 No Load2 Live Full UDL 40.0 No Load3 Snow Full UDL 150.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : r v -•an,4 a.,�£- r£`"T a a.� m A `s,6'4�; ,,+i "Mik.4z,fx 'x +.+s '`y'-xx iy_5 4uSt ,,� ys �t r'`. til^y x et ,''`. Vic} k d 4 c ighl' vra a 3 0. 1 I a < ' �" � } !A ) a fis t i t i r- 'Y § t T Ax , xy �.,� � 4 s `�( k. 5 tFEt°k '+x �` � £n xi his 3'� f r�, rU h. ;m eo �',� �u"x ¢ � L 1 3 s+�"'"c�&�.,, ,�*�7°�en5�rr,,,,��wf �!�`-a sr t�,-. g�. g,§ x".` �, + x '�� '� �} w x,sY v� , z t„ uz x 4 t � is ,z.'- . . f ' :kri fi`'>•�-y ,�ingo. ,0, ',3."x� a`r'�i' yn. ae,'.;ic.�`*.9eta ;at+�S" '�`��."k,' `"° '1A a*k ''t' c ,'t'"","x 0' 5' Dead 430 430' Live 475 475 Total 905 905 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Lateral support:top=full, bottom=at supports;Load combinations: ICBO-UBC; • SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 29 Fv' = 109 fv/Fv' = 0.27 Bending(+) fb = 272 Fb' = 1242 fb/Fb' = 0.22 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.04 Total Defl'n 0.02 = <L/999 0.33 = L/180 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.20 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+) : LC# 3 = D+L+S, M = 1131 lbs-ft Shear : LC# 3 = D+L+S, V = 905, V@d = 626 lbs Deflection: LC# 3 = D+L+S EI= 369.34e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 33 COMPANY PROJECT • Oct. 19,2004 16:09:59 UF-H9.wwb Design Check Calculation Sheet Sizer 2002a - LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 156.0 No Load2 Live Full UDL 520.0 No MAXIMUM REACTIONS lbs and BEARING LENGTHS in : 44AF:. ",'�' .r x u.`C z„' '41 .. x' r s 4 ' 6 a ^? g• ," . a ait,te a.� fz fi fi. � a a'x iso r m .t3` 5�`�' r*x c .T m n. d "" a v o z� r r Fx y. i .s .ix it ^7.z4 j .: Y 3rg r Ld "r a. ?r b1x�r "''z° .+.Z x dr• d'� gt �. `Z ttt s " r rfc � ,..ay o trt a `9 Xr "r i $ �,*zcx'xr zx'k-c�+O` y4.2 fr fAt ' * `a`z§ qt.._ .91Pi `3„ "�a'Y^a�� "ar 5 c'"�a-a h ,rtrK-�;�'e.` ?tst �r�E �,P ✓�'�^�� .�^ �,"' �C k YF: vwr %k,4t a �s,'�: xP y 'K �y :' .w''" ^ra^:.�n 1"•s 0 0 0' 5' Dead 390 390 Live 1300 1300 Total 1690 1690 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2,4x10" Lateral support:top=full, bottom=at supports;Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 54 Fv' = 95 fv/Fv' = 0.57 Bending(+) fb = 508 Fb' = 1080 fb/Fb' = 0.47 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.12 Total Defl'n 0.03 = <L/999 0.33 = L/180 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 2112 lbs-ft Shear : LC# 2 = D+L, V = 1690, V@d = 1169 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. SSA COMPANY PROJECT 1I1 WoodWorks® SOF-MARE FOR WOOD DF.SILN Dec.7,2004 14:47:07 UF-H10.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Partial UDL 180.0 180.0 0.00 6.00 No Load2 Snow Partial UDL 325.0 325.0 0.00 6.00 No Load3 Dead Partial UDL 75.0 75.0 6.00 12.00 No Load4 Snow Partial UDL 150.0 150.0 6.00 12.00 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : • rC"y �rdy �4 � Bks ��; ��# ��n .�t a r 1�'x a` ? M a `u t ;r "' �r ,f ',n '�'''�`,t „,, "aS '�`% `u � �` $4�- "' • a4. ‘ 0' 12' Dead 923 608 Live 1688 1163 Total 2610 1770 Bearing: Length 1.0 1.0 Timber-soft, D.Fir-L, No.2,6x10" Lateral support:top=full,bottom=at supports;Load combinations:ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 63 Fv' = 98 fv/Fv' = 0.65 Bending(+) fb = 978 Fb' = 1006 fb/Fb' = 0.97 Live Defl'n 0.22 = L/663 0.40 = L/360 0.54 Total Defl'n 0.39 = L/367 0.80 = L/180 0.49 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 6745 lbs-ft Shear : LC# 2 = D+S, V = 2610, V@d = 2210 lbs Deflection: LC# 2 = D+S EI= 510.84e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ' • June 16,2003 13:21:25. (2)2x1 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Axial 1500 (Eccentricity = 0.00 in) Load2 Snow Axial 2500 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 9' Lumber n-ply, D.Fir-L, Stud, 2x4", 2-Plys Self Weight of 2.49 plf automatically included in loads; Pinned base; Loadface=width(b); Built-up fastener; nails;Ke x Lb: 1.00 x 0.00=0.00[ft]; Ke x Ld: 1.00 x 9.00=9.00[ft];Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 383 Fc' = 393 fc/Fc' = 0.97 Axial Bearing fg = 383 Fg' = 2323 fg/Fg' = 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 850 1.15 1.00 1.00 1.05 (Cp = 0.383) 2 E' = 1.4 million 1.00 1.00 0 Fg' = 2020 1.15 1.00 2 Axial : LC# 2 = D+S, P = 4022 lbs Kf = 1.00 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. J� COMPANY PROJECT June 16,2003 1-1:52:27 (1)2x6 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf, or plf) . Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Loadl Dead Axial 2000 (Eccentricity = 0.00 in) Load2 Snow Axial 3500 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 1r1ZZM:5 ,,• x rllnat ag y i M^`'^i 0 9' Lumber n-ply, D.Fir-L, Stud, 2x6", 1-ply Self Weight of 1.96 plf automatically included in loads; Pinned base; Loadface=width(b);Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft]; Ke x Ld: 1.00 x 9.00=9.00[ft];Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 669 Fc' = 711 fc/Fc' = 0.94 Axial Bearing fg = 669 Fg' = 2323 fg/Fg' = 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 850 1.15 1.00 1.00 1.00 (Cp = 0.728) 2 E' = 1.4 million 1.00 1.00 0 Fg' = 2020 1.15 1.00 2 Axial : LC# 2 = D+S, P = 5518 lbs (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. • • COMPANY PROJECT June 16,2003 11:53:04 (2)2x6 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf, or plf) - Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Dead Axial 4000 (Eccent:icity = 0.00 in) Load2 Snow Axial 7000 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): c Q 0' 9' Lumber n-ply, D.Fir-L, Stud, 2x6", 2-Plys Self Weight of 3.92 plf automatically included in loads; Pinned base; Loadface=width(b); Built-up fastener: nails;Ke x Lb: 1.00 x 0.00=0.00[ft]; Ke x Ld: 1.00 x 9.00=9.00[ft];Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 669 Fc' = 711 fc/Fc' = 0.94 Axial Bearing fg = 669 Fg' = 2323 fg/Fg' = 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 850 1.15 1.00 1.00 1.00 (Cp = 0.728) 2 E' = 1.4 million 1.00 1.00 0 Fg' = 2020 1.15 1.00 2 Axial : LC# 2 = D+S, P =11035 lbs Kf = 1.00 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT June 16,2003 11:53:53 9x6 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf, or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Axial 7000 (Eccentricity = 0.00 in) Load2 Snow Axial 10000 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): Ai* S h- Y s' ' '� 3r�a3 �i �' k � z z n W't NrSi 7,1 0' 9' Lumber Post, D.Fir-L, No.2, 4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft];Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psl,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 885 Fc' = 982 fc/Fc' = 0.90 Axial Bearing fg = 885 Fg' = 2323 fg/Fg' = 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1350 1.15 1.00 1.00 1.10 (Cp = 0.575) 2 E' = 1.6 million 1.00 1.00 0 Fg' = 2020 1.15 1.00 2 Axial : LC# 2 = D+S, P =17041 lbs (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. J Q COMPANY PROJECT June 16,2003 12:02:18 6x6 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) - Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Loadl Dead Axial 9000 (Eccentricity = 0.00 in) Load2 Snow Axial 14000 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): • t - ego v r .ars. - ,tA7ta r g �w 1 Yv"`; f?.* r' ti+t��:.�`; v 'das^k b�tti iILi$�' e .§ J Fs `y .1 11. 44c,i l ?V �atn dots'` �,�m��'' .��a�. • 0' 9' Timber-soft, D.Fir-L, No.1, 6x6" Pinned base; Loadface=width(b); Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft]; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 760 Fc' = 826 fc/Fc' = 0.92 Axial Bearing fg = 760 Fg' = 1702 fg/Fg' = 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 1000 1.15 1.00 1.00 1.00 (Cp = 0.718) 2 E' = 1.6 million 1.00 1.00 0 Fg' = 1480 1.15 1.00 2 Axial : LC# 2 = D+S, P =22999 lbs (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. J i COMPANY PROJECT June 16,2003 13:22:26 King Stud 2x6.wwc Design Check Calculation Sheet • Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loadl Wind Point 450 7.00 No MAXIMUM REACTIONS (lbs): IWg [u* lci.'*r"X y c ,: 7 <s` v "tiqi'£: i Wr"t'sa.h'•3 y.1`fin 3�.t s„*,.r '4�,.y 1 5 [ k�`,� FJ y tau v R ,e,04 41.. .+.r ash t 3,v"3 S n°'x, Y ,',g1#' x 9 ..._"Y : alb .. .. .�> ,.�. K> ,e N :'�,:,; ;` .-u.1..;. x.R tHo: ;1 S. ,, h :a,'YF.4n. A 0' 9' Dead Live 100 350 Total 100 350 Lumber n-ply, D.Fir-L, Stud,2x6", 1-ply Pinned base; Loadface=width(b); Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft]; Ke x Ld: 1.00 x 9.00=9.00[ft]; Lateral support:top= Lb, bottom=Lb; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 64 Fv' = 152 fv/Fv' = 0.42 Bending(+) fb = 1111 Fb' = 1120 fb/Fb' = 0.99 Live Defl'n 0.25 = L/427 0.60 = L/180 0.42 Total Defl'n 0.25 = L/427 0.60 = L/180 0.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 700 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 95 1.60 1.00 1.00 2 Fcp'= 625 1.00 1.00 - Fc' = 850 0.00 1.00 1.00 1.00 (Cp = 0.718) 0 E' = 1.4 million 1.00 1.00 2 Fg' = 2020 0.00 1.00 0 Bending(+) : LC# 2 = .67D+W, M = 700 lbs-ft Shear : LC# 2 = .67D+W, V = 350, V@d = 350 lbs Deflection: LC# 2 = .67D+W EI= 29.12e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. FROELICH CONSULTING ENGINEERS INC., Client: West Hills Development Project: Plan 2610 Lexington Project#: 04-T235 By: GRH Footings Footing Size Maximum Allowable gauow Required Required Dimensions Used Dimensions Footing Bearing Load (Ptot) Area W(ft) L(ft) W(ft) L(ft) D (in) Weight Pressure 15"x cont x 7" 1750 1500 1.17 1.08 1.08 1.25 1 7 109 1488 15"x cont x 7"** 4350 1500 2.90 1.70 1.70 1.25 2.5 7 273 1480 15"x cont x 7"*** 2300 1500 1.53 1.24 1.24 1.25 1.33 7 145 1471 18" x 8" 2450 1500 1.63 1.28 1.28 1.5 1.5 8 177 1486 24"(I)x 10" 4300 1500 2.87 1.69 1.69 2 2 10 393 1494 2'-0"x 2'-0"x 10" 5400 1500 3.60 1.90 1.90 2 2 10 500 1475 2'-4"x 2'-4"x 10" 7400 1500 4.93 2.22 2.22 2.333 2.333 10 680 1485 2'-8"x 2'-8"x 10" 9500 1500 6.33 2.52 2.52 2.667 2.667 10 889 1461 3'-0"x 3'-0"x 12" 12000 1500 8.00 2.83 2.83 3 3 12 1350 1483 3'-4"x 3'-4"x 12" 14800 1500 9.87 3.14 3.14 3.333 3.333 12 1666 1482 3'-8"x 3'-8"x 12" 18000 1500 12.00 3.46 3.46 3.667 3.667 12 2017 1489 4'-0"x 4'-0"x 12" 21000 1500 14.00 3.74 3.74 4 4 12 2400 1463 ** Indicate maximum load at header supports for continuous footing *** Indicates maximum pt load for beams on continuous footing 0.5 Required Area: = (Ptot/gailow) Bearing Pressure = (Ptot+Wftg)/(W*L) (Ptot+W ftg)/(W*L*3.1415/4) O 6969 SW Hampton Street CLIENT: PAGE 1 / ■ � Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELIC//H 503.624.7005 CONSULTING c, Be 231 SW ScalehOregonouse Loop•Suite 101 PROJECT NUMBER: nd, 97702 ENGINEERS INC F541.383.7 541.383.1828 696 DATE: BY: _,ocrF ; /6PsF (ifypr)(4f(rr-) t /OPss (cllr-�) (/ ) (a) t Gf FOltfr)(ilFr� SC6 go !q, &a2. F (v(.‘,CF' Pool 1? pip(y/.S(k l) - 7(14 t /6rs/-C(IY)(i4 y(/I)4 8(0)1 9 10p_4,6.//)(9)(t) + tJ FIR. = S YUoU /113. SE/tet--ftc EAR (R-CC) U= 7,0I1< ( 5� - 8350 a, tl-1,0 r., S,� = 0,7(V) = 58,co Aow4.,:<<_ 5,-R YQoF = G/80 ✓ .; A-)(Q-7 TOW ��1 - ( r?re c �r,�':` • ::�.. /C,,.6 IPF J � \FCR = 28704 (2-,---)(0-7) ,- /85 LIJ F(R ( I/(}( S F . SEc Fr,c.c.oc.JlK3G, A-496 1Z )DDc7Imil- c-c,E To specify your title block on Title: Job# 1-0- these five lines, use the SETTINGS Dsgnr: Date: 3:06PM, 18 OCT 04 Description: main menu selection,choose the Printing&Title Block tab, and ent Scope: your title block information. Rev: 580006 ASCE 7-02 Earthquake Load Calculations User:KW-0602304,Ver 5.8.0,1-Dec-2003 Page 2 (c)1983-2003 ENERCALC Engineering Software seine design.ecw:Calwlalions Description Arbor Cascadian Development Average Floor Area per Level= 0 ft2 User defined Shear Carrying % Ratio= 0.000 Reliability Factor"p"= 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2 -1 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn" : Height from base to highest level = 20.00 "x"value = 0.75 "Ta "Approximate fundemental period using Eq.9.5.5.3.2-1 : Ta=Ct*(hn A x) = 0.189 "Cu "factor from Table 9.5.5.3.1 = 1.30 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.246 sec Building Period "Ta"Calculated from Approximate Method selected = 0.189 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 Bps: Short Period Design Spectral Response per 9.4.1.2 = 0.768 " R" : Response Modification Factor from 9.5.2.2 = 6.00 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.13 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.37 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.03 9.5.5.2.1 : Seismic Response Coefficient = 0.13 -QC---- Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1280 from 9.5.5.2.1 W(see Sum Wi below) = 70.65 k Seismic Base Shear V= Cs*W = 9.04 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 " k": hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi :Weight Hi:Height (Wi*Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 36.65 20.00 733.00 0.68 6.18 6.18 0.00 1 34.00 10.00 340.00 0.32 2.87 9.04 61.78 Sum Wi= 70.65 k Total Base Shear= 9.04 k Sum Wi* Hi = 1,073.0 k-ft Base Moment= 152.2 k-ft Diaphragm Forces : Seismic Design Category " D ", " E " & " F " ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx 2 36.65 6.18 6.18 36.65 6.18 To specify your title block on . Title: Job# L j these five lines, use the SETTINGS Dsgnr: Date: 3:06PM, 18 OCT 04 • main menu selection, choose the Description Printing &Title Block tab, and ent Scope: your title block information. Pe''.154/"' ASCE 7-02 Earthquake Load Calculationss -0602304,Ver 5.8.0,1-Dec-2003 Page 3 )1983-2003 ENERCALC Engineering Software seimic design.ecw:Calculations • Description Arbor Cascadian Development 1 34.00 2.87 9.04 70.65 5.22 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S DS*I*Wpx MAX Req'd Force @ Level 0.40*S DS*I*Wpx Fpx: Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x= Current level, n =Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H &V Load Effect E Load Description Dead Load Seismic Load 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Cie +0.20*SDS*D = 0.000 0.000 0.000 t=p'ue +U.2U'SUS U = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 To specify your title block on Title: Job# Lig these five lines, use the SETTINGS Dsgnr: Date: 3:06PM, 18 OCT 04 Description: • main menu selection, choose the Printing &Title Block tab,and ent Scope: your title block information. Rev: 580006 User:KW-0602304,Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 1 . (c)1983-2003 ENERCALC Engineering Software seimic design.ecw:Celculations Description Arbor Cascadian Development Occupancy Category ASCE 7-02 Table 1-1, 2003!BC Table 1604.5 p V q N "II" : All Buildings and other structures except those listed as Category I, III, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 0.000 deg North Longitude = 0.000 deg West Location : Max. Ground Motions, 5% Damping,from USGS 1996 maps : S s = 1.078 g, 0.2 sec response S 1 = 0.385 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.07 Fv = 1.63 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 SMS = Fa* Ss = 1.152 SM1 = Fv* S1 = 0.627 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SDS= SMS* 213 = 0.768 SD1 = SM1* 213 = 0.418 - Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = 6.00 Building height Limits System Overstrength Factor "Wo " = 3.00 Category"A& B" Limit: No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C" Limit: No Limit Category"D"Limit: Limit=65 Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 P=C-s" Pcg 186 POrtic rìci?vc S New Search I Mapping I Help NO ADDRESS AVAILABLE Explorer I Property I Maps I Crime I Census Navigate the area map for this address Property Report Long -122.81065 Lat 45.54855 d i y asi t IE" L- �- - i 1111 t ./,r 9 m 1 Property 0 I 1250 FT City of Portland, Corporate GIS 10/18/2004 gun APPLICATIONS ACCESSED THROUOII THIS WEB SITE PROVIDE A VISUAL DISPLAY OF DATA FOR YOUR CONVENIENCE.EVERY REASONABLE EFFORT IAS BEEN MADE TO ASSURE THE ACCURACY OF THE MAPS AND ASSOCIATED DATA TIIE CITY OP PORTLAND MAKES NO WARRANTY,REPRESENTATION OR OUARANTY AS TO TIIE CO DISCLAIMS SEQUEICK ACCURACY,TIMELINERS OR C,INCLUENFSS OF ANY OF THE DATA PROVIDED HEREIN.THE USER OF THESE APPLICATIONS STOUID NOT RELY ON TNR DATA PROVIDED HEREIN FOR ANY MASON.THE CITY OF PORTLAND ANYETLY ANY RATIONS AND WARRANTIES,INCLUDING,WITHOUT LIMITATION,THE IMPLIED WAR RANTIES OFDSHAL TY AND FITNESS PORI PARTICULAR PURPOSE TIE CITY OF PORTLAND SHAD.ASSUME NO LIABILITY FOR EMORR,RELIANCE NS,OR INACCURACIES IN THE INFORMATION PROVIDED REGARDLESS OF HOW CAUSED.THE CITY OF PORTLAND SHALL ASSUME NO LIABILITY FOR ANY DECISION! MADE OR ACTIONS TAKEN OR NOT TAKEN BY THE USER OF THE APPLICATIONS IN RELIANCE UPON ANY INFORMATION OR DATA FURNISHED HEREUNDER TO BE SURE OFCOMPLETE ACCURACY,PLEASE CHECK WITH CITY STAFF FOR UPDATED INFORMATION. Address I Mapping I Advanced I Help I About PortlandMaps © 2004 City of Portland CP,S c / ( tU Ct /`^t EA)i C2os� �t,fGc `!'. l Ho/-fpsott.) SedZYF'b,t, http://www.portlandmaps.com/detail.cfm?action=explorer&x=7610232.92542731&y=69... 10/18/2004 To specify your title block on Title: Job# 1-No 'these five lines, use the SETTINGS Dsgnr: Date: 3:05PM, 18 OCT 04 Description: • main menu selection,choose the Printing &Title Block tab, and ent Scope: your title block information. 805Ltil=:KW 0602304,Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 1 (c)1983-2003 ENERCALC Engineering Software seimic design.ecw:Celculalions Description Arbor Summit Development Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, Ill, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 0.000 deg North Longitude = 0.000 deg West Location : Max. Ground Motions, 5%Damping,from USGS 1996 maps : S s = 1.051 g, 0.2 sec response S 1 = 0.369 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003!BC Table 16.15.1.1 "D".: Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.08 Fv = 1.66 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 SMS = Fa* Ss = 1.135 SM1 = Fv* 51 = 0.613 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SDS= S MS* 2/3 = 0.757 SD1 = SM1* 213 = 0.409 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = 6.00 Building height Limits System Overstrength Factor "Wo" = 3.00 Category"A& B" Limit: No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C" Limit: No Limit Category"D" Limit: Limit=65 Category"E" Limit: Limit=65 Category"F" Limit: Limit=65 To specify your title block on Title: Job# `t 1L these five lines, use the SETTINGS Dsgnr: Date: 3:05PM, 18 OCT 04 Description: main menu selection,choose the Printing&Title Block tab, and ent Scope: your title block information. Rev sa000s ASCE 7-02 Earthquake Load Calculations User:580006 2304,ver s.8.o,1-Dec-2003 Page 2 (c)1983-2003 ENERCALC Engineering Software seimic design.ecw..Calculalions Description Arbor Summit Development Average Floor Area per Level= 0 ft2 User defined Shear Carrying% Ratio= 0.000 Reliability Factor" p"= 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2-1 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn": Height from base to highest level = 20.00 "x"value = 0.75 "Ta"Approximate fundamental period using Eq.9.5.5.3.2-1 : Ta=Ct*(hn A x) = 0.189 "Cu"factor from Table 9.5.5.3.1 = 1.30 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed: = 0.246 sec Building Period"Ta "Calculated from Approximate Method selected = 0.189 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.757 " R" : Response Modification Factor from 9.5.2.2 = 6.00 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.13 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.36 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.03 9.5.5.2.1 : Seismic Response Coefficient = 0.13 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1261 from 9.5.5.2.1 W(see Sum Wi below) = 70.65 k Seismic Base Shear V= Cs*W = 8.91 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 - "k": hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 36.65 20.00 733.00 0.68 6.09 6.09 0.00 1 34.00 10.00 340.00 0.32 2.82 8.91 60.86 Sum Wi= 70.65 k Total Base Shear= 8.91 k Sum Wi*Hi = 1,073.0 k-ft Base Moment= 149.9 k-ft Diaphragm Forces : Seismic Design Category " D ", " E "& " F" ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx 2 36.65 6.09 6.09 36.65 6.09 To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 3:05PM, 18 OCT 04 Description: main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. LRev: 580006 ASCE 7-02 Earthquake Load Calculations Pa User:580006 2304,Ver 5.8.0,1-Dec-2003 9e 3 (c)1983-2003 ENERCALC Engineering Software seimic design.ecw:Calculations Description Arbor Summit Development 1 34.00 2.82 8.91 70.65 5.14 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S DS*I*Wpx MAX Req'd Force @ Level 0.40*S DS*I*Wpx Fpx : Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x= Current level, n =Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H&V Load Effect E Load Description Dead Load Seismic Load 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 t=p ue +0.20'SUS'U = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 y7 Portland Ma ps New Search I Mapping I Help NO ADDRESS AVAILABLE Explorer I Property I Maps I Crime I Census Navigate the area map for.this address Property Report Long -122.85163 Lat 45.4149= i ., I e ' m 1Property 0 I 1 250 FT City of Portland, Corporate GIS 10/18/2004 THE GIS APPLICATIONS ACCESSED THROUGH THIS WEE SITE PROVIDE A VISUAL DISPLAY OF DATA FOR YOUR CONVENIENCE EVERY REASONABLE EFFORT HAS BEEN MADE TO ASSURE ME ACCURACY OF THE MAPS AND ASSOCIATED DATA THE CITY OP PORTLAND MAKES NO WARRANTY,REPRESENTATION OR GUARANTY AS TO TILE CONTENT,SEQUENCE,ACCURACY,TIMELINESS OR COMPLETENESS OP ANY OF THE DATA PROVIDED HEREIN.THE USER OF THESE APPLICATIONS SHOULD NOT RELY ON THE DATA PROVIDED HEREIN FOR ANY REASON.THE CITY OF PORTLAND EXPLICITLY DISCLAIMS ANY REPRESENTATIONS AND WARRANTIES,INCLUDING,WHEOUT LIMITATION,THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE 111E CITY OF PORTLAND SI IALL ASSUME NO LIABILITY FOR ANY ERRORS.OMISSIONS,OR INACCURACIES IN THE INFORMATION PROVIDED REOARDLESS OF NOW CAUSED.THE CITY OF PORTLAND SHALL ASSUME NO LIABILITY FOR ANY DECISIONS MADE OR ACTIONS TAKEN OR NOT TAKEN BY THE USER OF THE APPLICATIONS IN RELIANCE WON ANY INFORMATION OR DATA FURNISHED HEREUNDER TO BE SURE OF COMPLETE ACCURACY,PLEASE CHECK WITH CITY STAFF FOR UPDATED INFORMATION. Address I Mapping I Advanced I Help I About PortlandMaps © 2004 City of Portland ACZI3o-G .uHH/ 7- DE c9- CgasS lre.66f: : 'Rut 7".Ca icor' eoDA6R,3 http://www.p ortlandmap s.com/detai 1.cfm?action=Exp lorer&propertyi d=&stateid=&addr... 10/18/2004 ,5O • ITEE Client:West Hills Development Project: Plan 2610 Lexington FROEHCH Proj.#: 04-T235 CONSULTINGDate:y : 180;/18/04 EMGIIEER ,INC Wind Design WIND: 80 MPH Exposure: B qs= 16.4 I = 1.0 P =Ce*Cq*qs*I Windward: Cq= 0.8 Projected Area Method Leeward: Cq = 0.5 Windward LeeWard Total Height Ce Pressure Pressure Pressure (psf) (psf) (psf) 0'-15' 0.62 8.13 5.08 13.22 16'-20' 0.67 _ 8.79 5.49 14.28 21'-25' 0.72 9.45 5.90 15.35 26'-30' 0.76 9.97 6.23 16.20 31'-35' 0.80 _ 10.50 6.56 17.06 36'-40' 0.84 11.02 6.89 17.91 Level Top Elev Bott Elev Wind Load (ft) (ft) (PR') Roof Wind 30 15 229 Load Floor Wind 15 4.5 139 Load EJ 6969 SW Hampton Street CLIENT: PAGE' / • 1M1 Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH503.624.7005 CONSULTING ❑ 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Bend,Oregon 97702 .ENGINEERS;INC F541.383.1828 541.383.7696 DATE: ® BY: . q J 4 A . c_ 4�1 Are_ sr /A t7,4c7"od V F 2. CA .1-1 C A.: 1>c stns./ -✓-/C4,F 4,.J A c.t r�(Z.c Es 17= z29(;.z)Cy1)1- e CK 126 FL of �' �� ,�: x_ 12 G y 5 2/sc (/0) /L./ ASG s ❑ 6969 SW Hampton Street CLIENT: PAGE ■ Tigard,Oregon 97223 FAX 503.624.9770 FROELICH 503.624.7005 PROJECT CONSULTING ❑ 231 end,SWOregon Scaleh9o7use70Loop•Suite 101 PROJECT NUMBER: B2 ENGINEERSINC FAX 541.1828 696 DATE ■ BY: AZr2..A L gvv-F LE f i /f��rl�/T F17�/vf_yT-/�!.c� �c�t a l /,,ti : zz9(yo)(/L!1 ' %S5o//I! —111- (4/W lv-(4/W O) f 000 a, Fr2o,J f SM."( JAc.r, ^ Sipe-A/ Ec'itrA ` ibtro = Z 2 9 00)(4.) r- 17/,S-80 Co-4,-7-Roc SE/S/`1/C : (yo-DO5 w zQUo /Is LEFT 4)pc.t. ?rc,i!r ()AGA. 1.-1 : -••(13 91(zo) t �s l f 3`ll60) = ZYS- 7Am:a Er.sr-I/r_ `Z.(/r3-i) t ?z�� roto )tiL.L 14' - 7 137J q `NJ 1 1= z mo /hkr-PC Scr:.r/ic •X,(i8sr) _ //5o /,,_, $1 c)4 - r;> rr. .K ti A c C • ;,.(r.$)f� = 137(-(1 /8%,c e0.,,y/t p:.. (r'8:-Cr>) rj`?_S !4•: f ID Act I3`/ (zr- ? ,t-7i::,, co/1/C.= � (Ir-3') 11/!SO ; rJ f-? ',`*d WA,( 11-1(hyPC F t%2 S'(Yz) ► 1.-Cr r)� = 1 7 11S- l/i S —s• ��,�.F.A„<,c , Client: West Hills Development v=t j+Hs H Project:Lexington Plan GG!v L=Length of individual wall Lt=Total length of wall along gridline f ROELICH Proj.#• 04-T?,02"2 3S La=Length of moment arm in wall(if different than wall length) CONSULTDate: 10/18/04 hu=Height of upper wall L Ihl=Height of lower wall Ms=[Hs(h1+hu+1)+f j(hO]x— EN EER INC By: GRH Hf=Horizontal force at gridline u Hs=Horizontal force at gridline from upper L level Mu=[Hs(hl)+Hf(h1)]x L— t V=Unit shear in wall Upper Level Shear Walls and Holdowns ms=Overturning moment when upper wall is 2 LZ stacked above Iowa wall Mr=—[(Rtrib x RoofDL)(Wtrib x Wa11DL)(Ftrib x F1oorDL)1— Mu=Overturning moment when upper wall is —3[(Rtrib Roof dl: 15 psf not stacked or does not exist Rtrib,Wtrib,Ftrib=Roof,wall,and floor Wall dl: 10 psf tributary area,used for calculating dead load Tu=Mu—Mr Ts= Ms—Mr Mr=Resisting moment due to dead load La L Floor dl: 12 psf Tu=Tension if walls not stacked Ts=Tension if walls stacked Wall L Lt La hu Hf V Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (lb) (pif) (1b'ft) (ft) (ft) (ft) (IW) (lb) Front-Back Event Left 15 34 15 8 4580 135 16165 4 8 0 10500 378 6/12 Right 18.5 18.5 18.5 8 4580 248 36640 4 8 15972 1117 MST37 6/12 Side-Side Event _ Front 3 28 3 8 4580 164 3926 2 8 330 1199 MST37 4/12 Front 13.5 28 13.5 8 4580 164 17666 17 8 20351 -199 --- 4/12 Back 3.5 22.5 3.5 8 4580 204 5700 2 8 449 1500 MST37 6/12 Back 6.83 22.5 6.83 8 4580 204 11127 17 8 5214 865 --- 6/12 I l ■ IT' E Client: West Hills Development L=Length of individual wall v..1-,+Hs Project:Lexington Plan �y�y ry Lt=Total length of wall along gridline Lt FR 'i�I ICH Proj.#: 04-T202 La=Length of moment ann in wall(if R�/+JLL�L different than wall length) CONSOLING '�y'Nl��titill OLT`+ Date: 10/18/04 hu=Height of upper wall I IN By: GRH h1=Height of lower wall At=[Hs(h1+Ini+1)+If(hi)]x L ENGITERS INC Hs=Horizontal force at gridlineLt Hs=Horizontal force at gridline from upper L level Mu=[Hs(h1)+Hf(h1)]x Lt V=Unit shear in wall Upper Level Shear Walls and Holdowns Ms=Overturning moment when upper wall is 2 LZ stacked above tower wall Mr=—[(Rtrib x RoofDL)(Wtrib x Wa11DL)(Ftrib x FloorDL)]—2 Mu=Overturning moment when upper wall is 3 2 not stacked or does not exist Roof dl: 15sf 11 Rtrib,Wtrib,Ftrib=Roof,wall,and floor Mu–MrMs–Mr Wall dl: 10 psf tributary area,used for calculating dead load Tu= _ Mr=Resisting moment due to dead load La Ts L Floor dl: 12 psf Tu=Tension if walls not stacked Ts=Tension if walls stacked Wall L Lt La hu Hf V Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (lb) (plf) (lb*ft) (ft) (ft) (ft) (lb*ft) (lb) Front-Back Event Left 15 34 15 8 4580 135 16165 4 8 0 10500 378 6/12 Right 18.5 18.5 18.5 8 4580 248 36640 4 8 15972 1117 MST37 6/12 Side-Side Event Front 3 17 3 8 4580 269 6466 2 8 330 2045 MST37 4/12 Front 13 17 13 8 4580 269 28019 17 8 18872 704 N/ST37 (R') HTS20 4/12 Back 3.5 22.5 3.5 8 4580 204 5700 2 8 449 1500 MST37 6/12 Back 6.83 22.5 6.83 8 4580 204 11127 17 8 5214 865 --- 6/12 v L • E Client: Arbor Homes Hf+Hs r L=Length of individual wall Y= Project: Lexington Plan Lt=Total lengthLt FRp ry f' of wall along gridline O 1 IC H Proj.#: 04-T202 La=Length of moment arm in wall(if Ms=[Hs(hl+hu+1)+Hf(h!))x L R LL I' Date: 10/18/04 different than wall length) LL Y � f I n hu=Height of upper wall UL I IN By: GRH hl=Height of lower wall ENNEERS INC Hf=Horizontal force at gridline Hs=Horizontal force at gridline from upper levelMu=[Hs(h1)+Hf(h1)]x Lr Main Level Shear Walls and Holdowns V=Unit shear in wall Ms=Overturning moment when upper wall is stacked above lower wall 2L2 Roof dl: 15 psf Mu=Overturning moment when upper wall is Mr= 3[(Rtrib x RoofDL)(Wtrib x Wa11DL)(Ftrib x FloorDL)]- not stacked or does not exist 2 Wall dl: 10 psf Rtrib,Wtrib,Ftrib=Roof,wall,and floor Floor dl: 12 psf tributary area,used for calculating dead load Tu- Mu-Mr Ms-Mr Mr=Resisting moment due to dead load La Ts= La Tu=Tension if walls not stacked House Ts=Tension if walls stacked Wall L Lt La hu hl Hf Hs V Ms Mu Rtrib Wtrib Ftrib Mr Tu Ts Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (Ib) (lb) (Ib) (plf) (lb*ft) (1b*ft) (ft) (ft) (ft) (lb*ft) (Ib) (Ib) Front-Back Event Left 7 33.5 6.5 8 9 2245 4580 204 21448 12835 4.0 18 1.0 4116 1341 --- HTT16 6/12 Left 8 33.5 7.5 8 9 2245 4580 204 24512 14669 4.0 18 1.0 5376 1239 --- HTT16 6/12 Left 18.5 33.5 18 8 9 2245 4580 204 56685 33921 4.0 18 1.0 28749 287 --- --- 6/12 Mid 16 16 15.5 8 9 1285 0 80 11565 11565 0.0 9 6.0 13824 -146 --- --- 6/12 Right • 5 31.5 4.5 8 9 2245 4580 217 16293 9750 8.0 9 0.0 1750 1778 --- HTT16 6/12 Right 19.5 31.5 19 8 9 2245 4580 217 63542 38025 4.0 18 1.0 31941 320 1663 HTT16 6/12 Side-Side Event Front 1.83 8.17 1.333 9 6.3 1945 4580 799 19542 9267 4.0 18 7.0 363 6680 --- Shtg(2)Sides HDQ8 3/12 Front 2.25 8.17 1.75 8 7.9 1945 4580 799 25503 14151 3.0 9 0.0 228 7956 --- Shtg(2)Sides HDQ8 3/12 Mid 3 38.5 2.5 8 9 3890 0 101 2728 2728 0.0 9 11.0 666 825 --- 6/12 Back 5 16.25 4.5 8 9 1875 4580 397 30558 17875 17.0 18 9.5 4575 2956 --- HTT16 3/12 Li • • V\ ADDRESS: • LOIN N SUBDIVISION: PO# 11 1 12 3 0 �, �e ' a 6-00-00 WEST HILLS DEV, 7 I -7 1 26 N PLAN 10 0 JW`�"- _ _ _ �, p' (GARAGE RIGHT) = Jn4 I ¢ — 41 -0- a4 6 6 8/12 PITCH i d o su 0-10-0 0/H J 6 m O.! T, ► .� 42# LOAD f i12 (l— .4� —j-� M a 58 BLOCKS 444 A -• -Q [J " 29 VENTS JUG , 2 3 - ms87 H--CLIPS .,1114 -`_ - (32) 2X4 HANGERS JI.12 a ---.. i 1M + a o 2, (11) HUS26 HANGERS J� m /� TC TO , {1} 1-H1JS28-2 HANGER MATCH 4 A m a 26-7-0 5 12 , to 6 G4nO -..1- _..4- _.4-_264- ....-4-1 A- GIMER I 8/12 i 2 26-7-0 FRAMER: r• 231 RIP " �. PHONE; CLG I ' tzori 134-0 NDEL.DATE: 13 -0 --- I m , (9c, 'w . L - - ARIEL MUSS CO. g : o 8/12 0 i 21-2-0 NINSTON YU N . 2 360-574-7333(0) 1 11 n/s J B-3-83-1 360-574-7334(F) 6E a Copyright lc} Coopu1rus Inc. - - C ADDRESS: - LOT# • . o SUBDIVISION: . . POS O O LJ"1 6-00-00 t 2 cn5 N6 '- ' .' WEST HILLS DEV. 11 Q � 0PLAN 2610 - L2 1 9 ' r-- — — — — (GARAGE LEFT) se A- 6 g. 8/12 PITCH 1- �, ( ii . 3 A 'La 42f LOAD . { 1 _'III" 58 BLOCKS `,Atejis6 ? %'! „ a A'!�, ► zi4 29 VENTS a_ter-111111F 1 2 3 1i •.6 87 -H-CLIPS 14 �► o - N.1 (32) 2X4 HANGERS , '- MAIM\ o : NI (11) HUS26 HANGERS 3 IC TO I ■� J m (1) HHUS28-2 HANGER zs--�HAT�o H _ I • I ,3 :i-o- r + BIM. - 6 0 _ - 26-7-0 ' 8/12 k 1 . . ? FRAMER: t 1 1 8. Aso 3 - PHONE: . 13-1_0 p CLGO 14 DEL.DATE: -GE r 1t 13-6-• 1 C.) BW I GI 1 _ _ J 7i, . ARIEL TRUSS CO. z' KINSTON YU 21-2-0 t (08/12 UOB#: o 0 360-574-7333(0) 1 Lo 360-574-7334(F) B-3-8 1 AIS1 i 1 Copyright (c) CompuTrua Inc. 1 • I iM I I II /\013MuTri {IiC. This design prepared from computer input by 11111111111111111111111 Trans 3D: 96172 '� Ariel Truss Company Inc. - GG 7.1.3711.1)-F . o WHOM SPECIFICBlIONiS 32-09-00 HIP SETBACK 6-00-00 118014 END GALL LHC 2003 2 EMBER FORCES 414RGD --<-. LOAD DURATION INCREASE .• 1.15 + T 1= 0 B 1= 3132 W L= • 1390 0 SIZE SPECIE GRADE PANEL(SI T 2- -3880 B 2- 4772 I) 2- -2058 0 TOP CHORDS: LOADING 1 3- -3132 B 3- 5430 F 3= 622 "' 2x 4 DF 116BTR L- 8 T 4= -5152 B 4= 4784 K 4= -456 BUTTON CHORDS: TC DRIP LL( 50.01+DL( 14.0)- 64.0 PLP 01- 0.0' TO 6'- 0.0' V r a 2x 4 OF 1114137RNIP L411TR 1- 5 TC ULL( 100.0)+DL( 28.0)- 128.0 PIF 6'- 0.0' TO 26'- 9.0" V 2 -5158 B 5= 3126 W 5= -198 1=1 WEBS: 4C UBIF 1,1.4 50.01401,4 14.0)- 64.0 PLF 26'- 9.0" TO 32'- 9.0' v T 6= -3172 N 7- 614 ,_. 2x 4 DP STAND 1- 8 BC UNIT LL( 0.0)+UL( 20.0)= '20.0 PIF 0'- 0.0' TO 32'- 9.0' 1 7= -3872 Y 7- -2078 1,3 1 8- 0 9 8= 1404 CY1 TC LATERAL SUPPORT <= 12'OC. UOB. BC LATERAL SUPPORT <- 12.00. UN. TC CONC LL( 250.0)+01,( 70.0)- b 320.0 LBS @ 6'- 0.0" - IC COt4C IL( 250.0)+DL( ?0.0)= 320.0 LBS N 26'- 9.0' LETT - 2362 RIGHT - 2357 NOTE: 1x3 BRACING AT 24"0C N. FOR ( 2 } complete trusses required. BEARING ARBA REQUIRED RED ISQ. IN) ALL-FLAT TOP CHORD ARMS NOT SHEATHED Join together 2 ply with 3"x.131 DIA GUN - BAG I 0'- 0.0" 3.71 OF / 5.83 RF / 5.56 SPF n1ails2' oc stag thrgered oughout at:2x. 41. top chords, BAG 4 32'- 9.0' 3.77 DF / 5.82 HE / 5.55 SPF OVERHANGS: 10.0" 10.0° "" 12' oa throughout 2x4 bottom chords, NM IL MEL.- -0.177' @ 16'- 1.5" L/240 = 1.608' Reactions: 2915 24U 12' oc throughout Webs' MAX TL DSFL = --0.260' @ 16'- 1.5" L/180 - 2.144' Note: Stagger splices on adjacent A.:sabers. MAX BORIZ. LI DEPL = 0.060' 0 14 MAX BORIS. TL TEEL = 0.088' @ 14 REFER TO INC TABLE 2308.10.1 OF INC 2003 NOTE: Trot's designed in accordance with FOR ADDITIONAL UPLIFT ON ACCOUNT OP OVBRHAL8GS. IBC 2003 or LRC 2003 reflecting a 110 mph wind load 5-00-00 20-09-00 6-00-00 (enclosed structure, Exposure B, height to 30 feet). 6-00-00 7-00-10 13-08-06 6-00-00 ' HAM M UPLIFT REACTIONS: LRPT = -950 RIGHT = -950 12 C-3x7.7(S)' 12 8.00[377C- 6 C-2.5x6 C-2.5x4.3 C-2.5x6 C-4x6 Q 8.00 0 0 ' /Vr'\ x6 C-2.5x4.3 C-2.5x4.3 C-2.5x6 C-3x7.7+ o C-2.5x7.7(S} y 17-11-00 • 14-10-00 • y 0-10-00 32-09-00 0-10-00 Scale: 3/16" '�is'. JOB NATE: NEST aura 2610 - 5 » (;t . " : 1kMama;Nabs,unless oftwWfae maedi 1.Read MI Os. WS*Mil V/andaea before onestructles of MIMI. b ales leed9 as FILE NO.: 6LOB1?432 t'Beater�Mcaon .e1>OGOOIe4iasM eadliedef"B�YefetlbEetli jrial hs�yp�nrdl,al�l so lbldtraytwoedat • • b Wareham before eoeratrudkn aawrvrelreaa. 21N I�r�tri gagsrinc efat Dl I where show)++ , - P•' +1 - s.10 camp mutton web Wed"eau as Instilled edaroanraa+. 4. 1 a buts Is the mire res N e 4 - (e. -t9 o A.AR Wand lase ruts*"dermis meshes temporary end pesnaaett paean, DATE: 6/1/2005 WoeNaim""n.da"fpoiieel/Wtlliar"Eceoepls6tsbrt�s Dt�pnme 'tlenenrevsmhuueotlrp ttRbe nsn ea y Y, izt 4..- Copra � Copraw...armea rmponellny ter tea kzededw &ias1R1 astutait IUi 6iermp at ti sopporbahown.SMwarwedge If JJ ' e� U.Robes sboedd be WWII,av aasp eeart udll a>ter MI beating led j' 1�. _ DES. BY: BC fieMtneaAraoen4hbandadnotlaaaaeadeany;bade gleater Man daat�l 7. t Og�}�e1aest y!� 113k .- &ppppleA» local on bdhfaem and placed so ridreenter t. / I", bads br spphils any component 9. d IF"a. f 1-'- 1.Compass*hes semairolever adsari ones notesfeYifN}Tor the d;� SEQ. : 2292291 iMataden,bonabs,ebIpma■iand raud,m.tmdeamem eels. 1R Egbs ` ° s�ttlis amu rusPlate,lrwkatedbydiepr& -QR 0-71.0...„..1 1.via aasgarraetstedanajattlethe mduIarteabums dodgem artmau •ssa R byTP11ntweoterwnrrawb,ecal1.pengemw,limaweeaaaarned 11. a Tine Nei f?late i latedb��eobfx'GM itis - in Cs p(Tna won rawest *PAW`OM age. lssae UY1us$B�'a. I MI I I i II /\CompuTru$ Inc. This design prepared from computer input by I III N IO[ILII lI IIIA l Hhl I' Ariel Truss Company Inc. - GG 1tans I*I 96172 .L.3T(11)-X o LUMBER SPECIPICATI037S TRUSS SPAN 32'- 9.0' IBC 2003 SINGLE IOWA FORCES 4VRGD r LOAD DURATION INCREASE - 1.15 'F L= 0 8 1- 1467 V 1- 694 0 SGRAME SPECIB GRAPANELS) SPACED 24.9" D.C. T 2= -LPL B 2- 2286 N 2= -1027 L TDP C130RDS: 1' 3= -1467 B 3- 261.4 8 3- 321. 2x 4 DF 014BTR 1.- 8 T 4= -2476 B 4- 2286 N 4- -226 r, BOTTOM CHORDS: LOADING T 5= -2476 B 5- 1467 N 5- -228 t=1 2x 4 DF EIEBTR L- 5 LL( 25.0)+DL( 7.0) ON ROP CRORD = 32.0 PSE T 6= -1467 M 6= 311 -- WEBS: DL ON BOTTOM CHORD = 10.0 PST* T 7= -1871 11 7- -1027 A' 2x 4 DE' STAND L- 8 TOTAL LOAD = 42.0 en* T 8= 0 14 8= 694 c TC LATERAL SUPPORT <= 12"OC. DON. f5 PST REDUCTION TAKEN 011 .-d BC LATERAL SUPPORT <- 12"OC. DON. 9011014 CHORD/ AXIAL STRESS ONLY. = LEFT = 1212 RIGHT = 1212 = NOTE: 1x3 BRACING AT 24.40C DON. FOR BEARING AREA REQUIEED (SQ. IN) ALL PLAT TOP CHORD AREAS NOT SHEATHED BRG 8 0'- 0.0" 1.94 DF / 2.99 HP / 2.85 SPP =Z.so:��VZSMW:=S ___SMENEr.ea�� BRG 8 32'- 9.0" 1.94 DF / 2.99 HP / 2.85 SPF OVERHANGS: 10.01 10.0" _ MAX LL DEM. = -0.168" 8 16'- 4.5" G/240 = 1.60.8" Reactions: 1265 1265 MAX TL DEM = -0.249" 8 16'- 4.5" L/180 - 2.144" ' MAX BDRIZ. LL DSPL - 0.057' @ 1.4 MAX BORN. TL DEPL = 0.064' @ 14 MOTE: Truss designed in accordance with 8-00-00 16-09-00 8-00-00 IBC 2003 or IRC 2003 reflecting a 110 mph wind load ,f ( {enclosed structure, Exposure B, height to 30 feet). 8-00-00 1 5-00-10 13-08-06 6-00-00 6-00-OD 6-00-00 MAXIMUM own REACTIONS: f f f f LEFT = -494 RIGHT = -494 12 C-2.5x7.7(5} 12 8.00V C-4x6 C-2.5x6 C-2.5x4.3 C-2.5x6 C-4x6 Q 8 00 m \/\/.. .3 .1. 0 o t O . o C-3x6 C-2.5x6 C-2.5x4.3 C-2.5x4.3 C-2.5x6 C-3x6 C-2.5x7.7(5) y 17-11-00 y y 14-10-00 0-10-00 32-09-00 0-10-00• • ' OF, ScaLe: 3/16" JOB NAME: NEST HILLSII 2610 - '47 -..• A.. wegMNae Geral Notes,mess Amaiss ndei: 1 �- 1 .1 . - t Read r GenrJ eels and rrereleee beim teeae..ci.e eatne,es. t. pll 9,eu. . loads as srr -. ^v 2.Beale end erection eernactot shield be addled of ell eMe.el News end 2. �:.fie1401nd nista be 9,b(dly braced at c�.�. ,i - . FILE NO.: 610BP232 waren befae.erwueuo.o...emes. S �o a; r-uu tad Mere shwa+ a`."r�' O S. z1 cwaq.teW well Melee must be Welled rierssewr+. ,n• hstss tit�ap Nle y�ODItInl+ .- i . O 1A11alanawmWdsYdsee.esarheet.wpowrywtl/.eres.rrlrs.y 1 �t'� ■Wssesaelo ul fianont udaeafltoursN, itp� . DATE: 6/1/2005 .s.etaed.etarxaewxnMe.ulneeslv.s,weonplu..ar.t.re. era�"� �a�of '0 �"264- Cern paTnes Menne'ierespen bitty fee such bnce.e. 8. ...:cm asernS1 Mi asrlro supports t4nwL Shin orwedpe N '1 s.reeked should beapplied tsansompe iedmildwMbiotinms • a. DES. SY: BC hadsheaire plied%elvud.trolNts,l,uMa.yl.Nagnahrinauyst I. :t al sit Inns and esdashekxrda .�•• } f IssdsNeppt5ed le env eoseseerrnL - P� _ � ��!� '. L eampenusa»no carrel enrend stunts no rtIpa panel Illy fertile t ,. •.;,,I Chis e k IIne6 cl 1 SEP. : 2292287 tdlr.ro<,h...n..rlp.t....ehss.>,B..�re....ees 1b.,�. - y� 'ef c'munesPlate.Inaci9tdbyliepre& • v� _ 7.ibis deslask furnisher subject*M rYefses se ben design=s Nigh ,see •1:.r R.R.V1t. -J'- IrTpltntdB•HesWIrtClltewwelI-scopies asMkheleh./.sited 11. Sodas Plods Is i4 dIF`s efx'Cttie t�Nei �•Ai huhu .. ... ... by Com■rf is ai.sasert. • - 4'18)Mldtrws ie ye.nolo asae pa. • • EI , • • IIS 1111CiuR1R1i.uB inc. This design prepared from computer input by 11111111111111111111111111 Ariel Truss Company Inc. - GG Trans ID: 96172 •� 7.1.3T(11f)-X o LUMBER SPECIFICATPONS TRUSS SPAN 32'- 9.0" IBC 2003 SINGLE MEMBER FORCES 4ARGD LOAD DURATION INCREASE = 1.15 T 1- 0 B 1= 1467 A 1- 694 00 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. 7 2- -1871 B 2= 2286 8 2- -1027' csT TOP CHORDS: 7 3= -1467 B 3= 2614 N 3= 311 2x 4 DF *1&BTR 1- 8 DOMING7 4= -2476 B 4= 2286 A 4- •-228BOTTOM CHORDS: r y 2x 4 DF #16BTR 1- 5 GL( 25.0)40L( 7.0) ON TOP CHORD = 32.0 PEP 7 5= -2476 B 5= 1167 A 6- -228 T 6= -1467 W 6- 31111 - NESS: DL ON 0077ON CHORD- 10.0 PSP* T 7= -1871 W 7= -1027 N 2x 4 DF STAND 1- 8 TOTAL LOAD - 42.0 PSF' T B• 0 W 8= 694 CTI TC LATERAL SUPPORT <- 12'0C. WN. 'S MP REDUCTION TEM ON IV BC LATERAL SUPPORT <- 12"0C. WE. BOTTOM CHORD, AXIAL STRESS ONLY. 'b LEE! - 1212 RIGHT = 1212 NOTE: 1x3 BRACING AT 24"OC DON. FOR BEARING ARBA REQUIRED (SQ. IN) ALL FLAT TOP CEORD AREAS NOT SEEAT}ED STEP FLAT TOP CHORD TO ERG 4 0'- 0.0' L.99 OF I 2.99 RF / 2.85 SPF '� .....- 'm"USB`---- - BE BRACED BY JACK ERG 4 32'- 9.0" 1.94 OP / 2.99 RP` / 2.85 SPE OvaRRANGs: 10.0' 10.0" OVER-FRAMING AT 24" OC. FAX Lb DEFL - -0.168" 8 16'- 4.5" L/240 - 1.608' Reactions: 1265 1265 MAX TA DEM - -0.249" 4 16'- 4.5" (.1180 - 2.114• URI RORIL. LL DEFL = 0.057" 4 14 (2)C-1.5X2.6 TYPICAL AT VERTICAL STUDS. MAX HDRIL. LL (Eli. = 0.084. 4 14 10-00-00 12-09-00 10-00-00 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 mph wind Load 10-00-00 -00-10 13-08-06 6-00-00 (enclosed structure, Bxposure 9, height to 30 feet). 6-00-00 f 1 6-00-00 ir MAXIMUM IIPLIPT REACTIONS: f C-4x6+ C-4x64 LEFT = -494 RIGHT = -494 12 C-2.5x7.7(S) ..' ;]8.00 12 8.00 C-2.5x6 C-2.5x4.3 C-2.5x6 Q 8.00 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 FOR ADDITIOF1AIr UPLIFT ON ACCOUNT OP OVERHANGS. • C-4x6/ `C-4x6 o V /\/\/ o 1 I o -3x6 C-2.5x6 C-2.5x4.3 C-2.5x4.3 C-2.5x6 C-3x6 r0 • C-2.5x7.7(S) l 17-11-00 y 14-10-00 yyep 0-10-00 32-09-00 0-10-00 Scale: 1/8` . h0. JOB NAME: WEST HILL.% 2610 04 • - ffAaNafee: Oneral Notes,Wes ohernise motet .' 11.s ore Naive d r !Nem oesebreaKt et Mutt. 1.Deal vie_edS sa f 'a l S BKilradd esaeYvn esoNeeter should ha subbed at II amoral News.sl 2. .�- sad idsbbe bbraccy braced at i !-v FILE NO.: 610HP332 iiyaealatretaseaneStueUeIeYrOaels. ' os. x os falces.weaew.n*tr+eratnr,rs.Ias d.rr.�.aw.+. S iisor �p rf►wresMMn�,q+ +"1 4 ' 11s- o L Al Woad rant rasis(u Isla sash as feaseerygod petsamednr+dha. t , st salt % IA a z etc Gltir:zfest, - - -,6- &I, �' '* DATE: 6/1/2005 mai be dMarlad sad psa. a y designer et somber eked ow. it rep obri1 Con oeTnssesw esaa, pw, lr tar Kith bnelq. ft. i.._.ppii uMunles M earblp at au steads shwa.Slin or wedge If -Q - "� I.NO bad should be*NOM bows asiPsrt oval ERs all bridal elrt -• } p • - DES. BY: BC enema are cewlptloa,Modal se can Shedd se bads Brenta Oat dbdbrl 8. !-. :-I on Earlil and pieced so Mlroeulet - Ad. IA �40:'.r! i-r. loads b■ppaNbeq esepse•N. . ". Jali area I. --. - s.Camp rinae has no melte!Ivor arta.carats no reeponsDlly brtlla ,$. ' . .11 RR. fR MfLdM a .•...^.. • '+� SEQ. : 2292290 taerieaa.,n.ds,m,.gdn,tnehrx.srB..tdc..r-*�• 1 yq p11411bble[ 1�rrnsPlals,r,+lrrttc the i ,Tla scope loIRM 'Ssubject Ie she aWefeea as bees asf!'s+a ftp sehl. .11.i. 42 1. p�14 -• �_.. .... �. !Mild 14941 or MAMA Is SCSI 1.2S eep1.MwNchMl be*sided 11.�„ Sef."N11�I , freigo f g eolfaK 2b�. - .. . . Ry Coapafles epos nalwsL les es sal laurel AI • 101111' /`CuErLTrue �IC. This design prepared from computer input by 110111 11111111111111 Ariel Truss Company inc. - GG Trans ID: 96172 . 7.1.3T(AL)-F o .-- LUMBAR SPEEIFICATIONS TRUSS SPAN 32'- 9.0' 'IBC 2003 SINGLE NEMER Lk)RCBS 4tltG1) N.) WAD DURATION INCREASE - 1.15 T 1= 0 B 1= 1415 W 1= 72 0 SIDE SPECIE GRADE PAIEL(S) n T 2- -1825 B 2- 1414 N 2- -469 SPACED 24. . fl OC. r_rl TOP MOMS: T 3- -1375 B 3- 1032 W 3- " 340 22 9 DP Al&BTR 1- 6 WADING T 4- -1033 B 4= 1415 R t- 1• BOTTOM CHORDS: T 5- -1381 B 5- 1416 K 5- 342 d Zx 9 OF 41&BTR 1- 5 LL( 25.0)+DIG( 7.0) OH TOP CHORD - 32,0 PSF T 6= -1824 K 6= -468 WEBS: DL ON BOTTOM CHORD = 10.0 PSE* .__ 2x 9 Dr • STAND 1- 7 TOTAL LOAD = 92.0 PSF' M 7= 72 r••• L_7/ TC LATERAL SUPPORT <= 12.00. 00A, s5 PSF REDUCTION TAXA)I OH LEFT - 1.212 MIT n. 1212 /h.) BC LATERAL SUPPORT <- 12"0C. UOA. BUTTON CHORD, AXIAL STRESS ONLY. BEARING AREA REQUIRED (SQ. IH) --r=��-=ten BEG 8 Or- 0.0" 1.94 DF / 2.99 HF / 2.85 SPF NOTE:-1x3 BRACING AT 29"OC 0311. FOR REFER TO IBC TABLE 2308.10.1 OF IBC 2003 BRG C 321- 9.0" 1.94 OF / 2.99 HF / 2.85 SIF ALL FLAT TOP CBORD AREAS AOT SEERTRCD FOR ADDITIONAL UPI.IF! ON ACCOUNT OF OVERHANGS. ==.===..-.....................-.....---.... HAX LL DEFL - -0.079" @ 18`- 9.0° L/240 = .1.608" NE( TL OFaFL = -0.115" 8 18'- 9.0" L/180 - 2.194" OVIItHANGS: 10.0" 0.0" MAX !TORR. LL DM = 0.037" @ 13 . Reactions: 1264 1210 NAX NORLB. TL NEEL= 0.055" @ 13 14-00-00 4-09-00 14-00-00 : Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a U0 mph wind load (enclosed structure} Exposure B, height to 30 feet). 12 12 a.DO V C-4x4.3 C-7x7.7 ' 1 .o° MAXIMUM UPLIFT REACTIONS: - LEFT = -494 RIGHT = -494 C-2.5x4.3 C-2.5x4.3 + -ft 7`" <,, Zm 6)) o -3x6 C-1.5x4.3 C-2.5x7.7 C-2.5x4.3 C-1.5x4.3 C-3x6 \ o C-2.5x4.3(S) y y 17-11-00 14-10-00 l 0-10-00 32-09-00 Scale: 1/B" 0100 KO JOB NAMB: NIST HILLS@ 2610 rAitllmlo& Gemini Nobs.tribes olbetwIse noted • 1.bead am Genal Nobs sot N'at,**bellecnrnMrdlofl Mmes. r t0a�mppppoortbaistS shown. 6 i/uUiet end eratllaaeontaceirsbaW M advised et al Oussd Nolo&all k. .---- OSmlmrMs its arld b be IeNralj bread M .. - A° FILE NO.: 61011E132 WariM¢bdoncon t ucenrr/aes. •a -0 a_vscampr.rifoombloadYjsustmerr+lrreiwrwabant. & irM.0 bo(d�nnol4. eked Mllereabase++ f'' t!' o DATE: 6/1/2005 4.M ewer twee redamne raerrrrad eves es bre Yawl all pnaerwet Indent. +. Aim oFYuw-b the , 'all Ifla r�pa gp m inr • Va% g o artpeei end'reveled try dWpn ed complete race... 6. as ^°� ra t)t a mmowu.vii.otlmeirweira i. �.[ }. �7 Caeapulnm aese•N es in penile k y Lor semi broom. 6. me It supports Shelli.Mb or walge IT 'Alf, - , s.Me real abrld be applied m ray ee■perwal ant Wier amsraabeg ail s /fi r .-{.. , DRS, BY: BC Wieners an casuists.ane et no Tan skouliae>•bwd'sngrt an so&lme is e} lideneetbbd�rrIYlmdtiSo a placed so lbek anter • •Ij CO 4,1 %,Er. Warbenbas olere..awash 9 �aeof( itMtlN3. SEQ. : 2292264 4caanuTuenssweaWrnetwea asaueeanenwewwry Ar O. p�Af . urrsenw YedInm utipneet.d bebNdiere dearparwle {6. SIC n Ble CemlDn7 a Plete ildlaAed by ifs pfa8s 'j t •re 1 I ' 7.TIC+dWS►1kMadI daseleetbrielnerelons en'MS iesyo&see tank 4 by 7P11e Mkt a telfi CAB SCSI 1.01 Copies awtleke!,bhnkbed 41.T 'C Gals lir NK. 2 9.Plate 14 try pn CN•theill .. .- yCampTnIstpanraaluest tkelgmllerr1 B) 18p.�used.AU ere 2opa ..... ... . 1111111N CumpuTru9 1rc. This design prepared froan computer input by IIt1Il(l®IIIIIr1NII1N11I ArieL Truss Company Inc. - GG crane ID: 96172 . 1.1.32(31):$ o 10MBER SPECIFICATIONS TRUSS SPAN 32'- 9.0" IBC 2003 SINGLE YEMEN PO RCM MGM LOAD DURATION INCREASE - 1.15 T 1= 0 B 1= 2403 9 1= 800 H10- -468 0 SIZE SPECIE GRADE PABEL(S) SPACED 24.0" 0.C. T 2- -2485 B 2= 2133 W 2= -617 N11= 71 cc=) TOP CHORDS: T 3- -1914 B 3- 1524 91 3= 203 2x 4 DP I1EBTR 1- 8 T 4= -1502 B 4- 1100 14 4= -471 13319061 CHORDS: LOADING 7 5= -1360 B 5= 1022 W 5= -87• d 2x 4 DP 1168TH 1- 7 Lb( 25.0)+01( 7.0) ON 'POP CROW - 32.0 PSI T 6= -1019 B 6= 1406 1 6= 791 WEBS: DL OH 00770 4 CHORD = 10.0 PSFk 7 7= -1370 B 7= 1.407 R 7= -311 .-- 2x 4 DF STAND 1-1] TOTAL LOAD .. 42.0 PS1" 7 8= -1815 R B= -7 N TC LATERAL SDPPORT <- 12"OC. 10N. 55 PST REDUCTION 2AR8N dH • 1f 9= 344 w BC LATERAL SUPPORT <= 12"0C. VON. BOTTOM CHORD, AXIAL STRESS ONLY. LEIT = 1216 RION = 1205 NOTE: 1x3 BRACING AT 24"OC VON. P3R BEARING AREA REQUIRED (S4. IN) ALL FIAT TOP CHORD AREAS PUT SHEATHED ERG 4 0'- 0.0" 1.95 DF / 3.01 BP / 2.87 SPP Mr._=�==ate _ __�_=�®� NIB BRACES SH01(4 (+) NAY ERG 9 321- 9.0" 1:93 OF / 2.98 HP / 2.114 SPF BE APPLIED TO EITHER SIDE OF OVERHANGS: 10.0" 0.0" NEB AT IOCATIO(I SHOWN. b4AX LL DCFL = -0.102" @ 14'- 0.0" L/240 = 1.600" Reactions: 1273 3.204 NAX Ti. CUL - -0.149" @ 14'- 0.0" W180 = 2.113" MAX AURIS. LL met. - 0.067" 4 17 16-00-00 0-09-00 16-00-00 INiX BORIS. TL DE FL = 0.099" 4 17 1 1 ( 1 MOTE: Truss designed in accordance with 14-00-00 14-00-GO IBC 2003 or IRC 2003 reflecting a 110 mph wind load 12 C.-4x11.9 12 (enclosed structure, Exposiere B, height to 30 feet). 8.00 VQ8.00 . ,_..C-7x7.7 ��{� 1JPLIE7 REACTIREACTIONS:C-1.5x43 /� LEFT = -494 • RIGHT = -494 C-2.5x4.3 / I C-2.5:4.3 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 X./// FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERI(ANGS. C-3x5 i , T C-3x7.7 dd", l = .: Agiiiiii11111111111116. a, iii -5.5x6 C-2.5x4.3 472, C o44.00 C_5xg 4 C-5.5x6 C-2.5x4.3 C-1.5x4.3 C-3x6 o.4tw61 12 4.001". .. i" 12 2x WEDGE NITI( (2) C-2.514.3 TIP. , 0-10-00y 2-05-08 9-11-06 i 00-00 18-04-02 • )' )' . Scale: 1/8" 32-09-00jit. S. JOB Mg: REST HILLSI 2610 - c pj Q rr Geom.NavMends*Notes,unless xr,d a natal 1kit6ad di Osseo!hers and lea irds ham earpraelao d bursas. 1. lase .,..ea a4m.p. �[yV � , ,: .. 2. B eror [ senona mattocsaoadbe.l, dd! wflmeaid 2. Csie, .Man aridbaI r . bMIT* acedid ° - -• .-0 FILE NO.: 610RH132 wrdaaabean naabaeMe oaeewsesea - _ E.1st computebatab buck"awatbstoetalMMuse:bors4, 3. ,or .-.. ,Aimeslam+4 . B''�' Z4' ,. . ♦.All Waal Sass rest elan&seam as brporay and pennenetiod"ay AA.�lalallelmldWiu j:re .• thereapagl Corgaclm O DATE: 6/1/2005 w 6, ares edabn lir f . . ■ enuirarriar�, : i; fify J co awes.e.xpnea and enacted bpM+ilaer it mumble++setrr► and �y� s�,� !. �': csgalaas assumes=mop•oddly rw asci WealM. B. DseWn aswlmis lull beauty el211 sup,as show.SNeor wags B.Me bed should Is"pp6i Is ryoaapanerd sada Odd!brads/and • .1-f1 •� DES. BY: BC Aabsen els canopied.ad du area airMdam leads guar am deslyri 77 !'''44-- a b dry tsps 3.a € �'( �7 *, 1..s.e.applied r any map,'NIL 8: a ON bo Fl fives of wee,and placed so Meir ember I' 41: B. Calapahas bas me canted alar end aa"se..recpwadbO'lora+. 1^ egRYfixe. SEQ. : 2292274 lab rtiarr.leidIl i:r�aadrrwiaeana serepenrts. �o.�. 116n 41041.1 p3.a bbllCCC�empernmPhM.hdealedbyriapreft 11 IRE, {ll_1 1 - r. This cadge l.ardsbsd sided to be aralaaaas ea ries hugee lir Mit {Cs�a0oe�Ip�pp.�p�. •11. led 4��4sa r"---•;�' brlelh HIM 1er1PINTGbAaal1.aacap les elsdkhall=fundelred 11.esti aldt(1B)i 4yweie �busadIl elsareT264te. -...- .. _ ... br CerpoTns aper request r , • 1 111111 Ciucl LJIeL19 Inc. This design. prepared from computer input by I ;'I! 111111111111111111111111 P Ariel Truss Company Inc. - CG Trans T0: 96172 e 7.1.3T(1L)-x o LUMBER SPECIFICATIONS TRUSS SPAN 32'- 9.0" IBC 2003 SINGLE MEMBER FORCES MOD N LOAD DURATION INCREASE = 1.15 T 1- 0 A 1- 2340 A 1= 779 N10= -468 0 SIZE SPECIE GRADE PANICS) SPACED 24.0' O.C. I 2= -2925 B 2- 2080 N 2= -577 AL1= 71 cyi TOP CHORDA: T 3= -1898 B 3= 1511 U 3= 196 2a 4 or 51&BTR 1- 8 T 4= -1494 B 4= 1098 19 4- -465 t=y POTION LOADING T 5= -1371 B 5= 1020 N 5- -84 t=1 2x 4 DF 41&BTR 1- 7 IL( 25.0)+DL( 7,01 ON TOP CHORD = 32.0 PSF T 6- -1016 B 6- 1409 W 6= 784 NESS: DL ON BOTTOM CHORD = 10.0 ESEs2x 4 DF STAND 1-11 N.J. 7- B 7= 1405 N 7= -3-9 TOTAL [AAD = 42.0 PS Fe - T 8- -181212 M 8- -9 L.Tr TC LATERAL SUPPORT <- 12"0C. DON. t5 PSF REDUCTION TAKEN ON • N 9= 344 w BC LATERAL SUPPORT <- 12WOC. UON. BOTTOM CHORD, AXIAL STRESS ONLY. LEFT = 1220 RIGHT = 1204 BOTS: 2x9 BRACING AT 24"OC OOH. EOR ki 2x4 stripping required as shown. BEARING AREA REQUIRED (SQ. Eat) ALL FLAT TOP CHORD AREAS NOT SHEATHED Join to bottom section of truss with BRG 8 0'- 0.0' 1.95 DF / 3.01 HF / 2.87 SPF .========............---....---------- 2-16d nails and top section with 2-16d REG 4 32'- 9.0" 1.93 DF / 2.97 HF / 2.B3 SPF OVERHANGS: 10.0' 0.0" toenaisnacedled 2ostripping. Stripping at 29' o,c. lmaxitm. MAX IL DEFL - -0.100" 4 141- 0.0" L/240 -, 1.598• Reactions: L275 1202 spaced MAX EL DElL = -0.146" 4 14'- 0.0" L/180 - 2.131" MAX BORIE. LL DBFL = 0.066" @ 17 14-00-00 4-09-00 14-00-00 MAX BORIS. TL NFL = 0.097" @ 17 NOTE: Truss designed in accordance with 1 14-00-0D C-4x9 3+� 14-00-00 IBC 2003 or INC 2003 reflecting a 110 mph wind load 12 ( T (enclosed structure, Exposure B, height to 10 feet). C-1.3x3.4+ C-2.5x9.7+ 8.00[77C-2.5x9.3+/•jam 12 FIAXIMUl4 onirr REACTIONS: C-4x11,9 �_:1 C-7x7.7 Q 8.00 LEFT = -494 RIGHT = -494 C-1.5x9.3 � ;%----1. � C-2.5x4. C-2.5x4.3 • C-3x6 • c. C-3x7.7 i� (15 o - 1 //C-5.5x6 C-2.5x4.3 0l o C-5x9.4 C-5.5x6 C-2.5x4.3 C-1.5x9.3 C-3x6' o 2x KEOGH 11ITH M VP -14.00 (2) C-2.5x9.3 TYP. 4.00 p 12 72 1,l J, Jr )' k 0-10-00 2-06-00 9-11-06 2-00-00 18-03-10 y14-02-04 j 4-04-08� 14-02-04S Scale: 1/8' 32-09-00 - .ty.- JOB RAME: NEST HILLS4 2610 -4:5( ( 4?. • tom ::. WARM/se: eleneral Metes;unless otneness motes t.Rome am aeaerm Notts and Warmness berms oenea a Ins emir. 1.Design to s loads es a '3 ^-U 2.,under sae madam eaIlrvast should be mists el et el Omen!Mmes and 2.Des at nee seerpo and newer to be feieraiybraced at m6 7 FILE NO.: 619RSC32 watostaecree«utAseen m.wenees. e'a11310. 14,11 s.at ac19 uiedwhere shown•s+ •< .:- d1_ o s.1ss aeagenainwab Yreabry Melia Waled whamei.ale4. Oltruss b 14e reapptl a • ,47 - - - a.All Mood Wee melanin,elements mei es b"pny mil pe ommot buena ee NlSeee aro t0 bs a nest�a dua�rt, _ " CO DATE: 6/1/2005 most la designed and prostate kr emitter"reermlale meeauw MAW' ll__ QQ Ceatpuleasssvlea em responsibility Screech btacteg. 9. . a u beerig eft i4 weiports shown.Moor wedge If ♦ F''•vr - �. .. 5.Molest 51.0,511wsI.c*d to a at nava mtl atter an teach ale ,-. 1 -.,$' -'-. , DES. BY: BC tasterwsaro corn pleb%and atnoMoo shooed any leads peeler Ilion eeeyn 1.. ! ,.i admoueled amara ted - -4 ' roads b.applied.control componart .. ._ a�f an b�>ts�m of,trios.end pieced ao their lir B.CaapuTam Stf re control over and alemnms No r.epoealSry ter are . Mae j �.am SEQ. : 2292282 �ewlsallagitmlmn¢aipra.atand rnataW..eteanape.eab 1 na• e� p1adrdoeCawpiTrusPlel,indisatedbyhapreix b ! �Iltt 7.Ms shekel sAmt t..d subject I.rbc tmait"lhrm on tams Ilraimassattorli ,sem LC.D. 4211. .. byTPIrnHI681"rTPYYPJCAinRCFi1.O5 tiedwhichminim finshed 19. -'... UTers)s o�l� lidl�bd 8�e bc"Cif the by coupsrRns upon leepsst. f!9 Itxfl 1 s are is 9e. • 1111(111 /\ComUTrUB �ilC. This design prepared from codiputer input by IIIIIIIIIIiINiililiIII - ' z Ariel Truss Company Inc. - GG 'Trans ID: 96172 - - 1.1.3T(1L) X, 90MBPB SPECIFICATIONS TRUSS SPAN 32'- 9.0' IBC 2003 SINGLE NEWER FORCES 4NRGD tv LOAD DURATION INCREASE - 1.15 T 1= 0 B 1= 1467 x 1= 691 N 9= -1707 00 SILK SPECIE GRADE PAREL(S) SPACED 21.0" O.C. T 2 -1810 B 2- 2216 W 2- -1022 $30- -133 TOP CHORDS: T 3= -1467 B 3= 2613 V 3= 321 2x 4 DP IIEBTR 1- 1 T 4- -2411 B 4= 2303 V 4= -232 t y B3TTOI4 CHORDS: WADING T 5- -2476 B 5= 1347 V 5= -225• t=s 2x I DP IIEBTB 1- 5 IL( 25.0)+DLI 7.0) ON TOP CHORD - 32.0 PSF T 6 -1855 N 6= 283 - WEBS: DL ON BOT'DO1( CHORD - 1.0.0 PSI' T 7- 5 V 7- -737 N 2x 4 DF STAND 1-1D TOTAL LOAD - 42,0 PSE' R 8= 837 LT' .a, TC LATERAL SUPPORT 24•0C. (ON. *5 PSF REDUCTION TREO;N ON BC LATERAL SUPPORT <- 12"0C. VOL B0TT044 -CHORD, AXIAL STRESS 011LP. LEFT 121.2 RIGH'! - 1212 = _ .,.....-----_-..,==_-_-=...-- BEARING AREA REQUIRED (SQ. IN) ROTE: lx3 BRACING AS 24"OC VOL FOR STEP FLAT TOP CHORD TO BRG 8 0'- 0.0" 1.94 DF / 2.99 RF / 2.85 SPF ALL FIAT TOP CHORD AREAS ROT SHEATHED BB BRACED BY JACK 8RG 8 32'- 9.0' 1.94 DF / 2.99 HF / 2.85 SPF _--_- OVER-FRAI4IBG AT 24' OC. WAX LL DELL - -0.166" I li'- 3.4' 1.1240 - L:608" OVERHANGS: 10.0` 0.0" MAX TI. D£FL - -0.245" N L6'- 3.4' U/160 - 2.144" Reactions: 1266 1210 (2)C-1.512.6 TYPICAL AT VERTICAL STUIIS. 14AX RORIE. LI. DEFL - 0.055. 113 MU( RORIE. TI. DEFL - 0.081" 113 i0-00-00 22-09-00 KITE: Truss designed in accordance with ti IBC 2003 or IRC 2003 reflecting a 1.10 ep1i wind load I 10-00-00 13-08-06 8-09-02 (enclosed structure,- Exposure B, height to 30 feet!. 1 12 C-4x6+ C-2.5:6(5) C-3x6+(S) C-1.5x9.3- MAXIMOl( UPLIFT REACTIONS: 8.00r C-2.5xC-2.5x4.3 C-2.5x4.3 C-4x6 LEFT = -494 RIGHT = -494 ..,I -- /REFER TO IBC TABLE 2308.10.1 OF IBC 2003 C-4x6 EMR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. ,.4 /INN:: O . /4•07„...\4/\/\ 0 to cs .7 11SZ61 o / C-3x6 C-2.5x6 C-2.5x4.3 C- C-2.5x7.7(5) `v% ; y y y 17-11-00 14-10-00 y 0-10-00 32-09-00 Scale: 3116" 'g - JOB NAME: NEST 11/L1•94 2610 - :�4-- ��► � Vis- . • WARNNae MeeraiNotre,tdesselhen eesate* -- - tRead rleeeaeerN',as and Warnings befuu coestrstlo"',trusses. 1. r • ID sea - ii 5- - i seadv ase ansae"codrxta shield be eddied eta.seam Noes sou L • •;'ossa s ebp and00 gads to be Wendy braced at .- FUJI NO.: 61010332 MadysWore eaetrecseers,easa. f�d�e 1441 - o I.ld c. , ..sis*wesb badu9u.at be lest llsd"where abase.. .t�tDe ��ersi a ked*Avers shown a� - t!•` (`4...., e• l' of Yt�aa b the r ha r rs oorM S 4.Al kerelraa mieees,!',wear such as tars smug and pa.erenb brareq, 1, , _ s imam are s US a bpe�ocl alre er ra era, ', o DATE: 6/1/2005 nrsthed.Mgnuaaepse1ade ds,I ,,,eco, ls* w•r..• fprutrJryec c of ee }•-• -0' it cospuhw aseaeee no onoesiblly fasuch frarks. S. r wuit6sli bsdn8 alai supporta sheen Shin a wedge:N . 5.Sas lead shed',le asplsd to sus eaurpon uttrdl after al lead ad eel s • • DES. BY: BC lawsnersase ceen9laa,and at.tress.*add en!He a soternand.stge ��BMCg�tn d9p��edrabkp�oNded ; ! beer be applied to agoesspmeet K. Nao:l le o716o11Bars of alga,a7ld pA:eed so career .� �� [.f sir. SEQ.: 2292276 eeaeremushis aoaeesal*versed assume 5 responsISAIVwree �itplfretthas. l _y� res ds,tu,Isnarq shims*subject,* t,walrtve.r a Truss e:e. t9a.pas We I. .ameba n easel COMpUTrUst iretaia[k used.gel d�lbaa tree 2b a ....indicated by fie prate 1, ~ L 7.Ibis design k lmdsled aub}cf b ee Ibnleefiors an buss Assigns setfalb C,We 1. . 4211, biFlNl®-s1 sr WHEW arses!He Seel,et Oka Al is furnished 11.The, anorCo {nmsN S R Is by rins'CN'lis byCesprlbsasupMragssd. >�r W INN'llZ___y\/v\/\,\CornOhm Inc. This design prepared from computer input by II1MINNI®111I11!'I111111 Ariel Truss Company Inc. - GG Trans ID: 96172 �� 7.1.3T(1L)X o JOBBER SPECIFICATIONS TRUSS SPAR 32'- 9.0h IBC 2003 SINGLE MEMBER FORCES 4NRGD r\v LOAD DURATION INCREASE = 1.15 T 1- 0 B 1= 1457 W 1= 697 N 9= -1707 00 SIZE SPECIE GRADE PANELS) SPACED 24.0" O.C. T 2= -1870 B 2= 2276 W 2= -1022 W10= -133 tri TOP CHORDS: T 3= -1467 B 3= 2613 V 3= 321 2x 4 08' #16BTR 1- 7 T 4- -2471 B 4= 2303 V 4= -232 v- BOTTOM CHORDS: LOADING T 5= -2476 B 5= 1347 V 5= -225 2x 4 DF #166TR 1- 5 LL( 25.0)4-DL[ 7.0) ON TOP CHORD = 32.0 PSP T 6= -1855 W 6- 263 - NEFF3: OL ON BOTTOM CHORD - 10.0 ISP' T 7= 5 r 7= -737 N 2x 4 or STAID 1-10 TOTAL LOAD = 42.0 TSF'' V 8- 837 cri Uri TC LATERAL SUPPORT 24'0C. 00N. 15 PSF REDUCTION TAKEN ON LP.F'P = 1212 RIGHT = . 1212 BC LATERAL SUPPORT <= 12'0C. DON, BOTTOM CHORD, AXIAL STRESS ONLY. ..===.---- BEARING AREA REQUIRED (SQ. II) NOTE: 133 BRACING AT 24"OC DOW. FOR BRG B 0'- 0.0" 1.94 DF / 2.99 BF / 2.85 ser ALL FLAT TOP CHORD AREAS HOT SHEATHED BRG 8 32 9.0' 1.94 DL? / 2.99 BF / 2.85 SPF =-..-..........______--..........====...= MAXIM:RI UPLIFT REACTIONS: LEFT = -494 RIGHT = -494 MAX LL DEFL = -0.166' 8 16'- 3.4" L/240 = 1.608" OVERRAILGS: 10.0' 0.0' MAX IL DEFL - -0.245" 8 16'- 3.4" 1.1180 = 2.144' Reactions: 1266 1210 NAX AORI2. LL DEFL - 0.055" 8 13 REFER TO IBC TABI+E 2308.10.1 OF IBC 2003 MAX BORIS. TL DEFL = 0.081" 8 13 FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. NOTE: Truss designed in accordance with IBC 2003 or INC 2003 reflecting a 110 nph wind load (enclosed structure, Exposure B, height to 30 feet). 8-00-00 • 24-09-00 8-00-00 15--08-06 9-00-10 12 C-2.5x6 {S) . C-4x6 8.00 C-2,5x6 C-2.5x4.3 C-2.5x4.3 C-4x6 C-1.5x4.3 w V\/\4/\1N: C. C. I Cr Cr cot a a t . TI ct -3x6 C-2.5x6 C-2.5x4.3 C-2.5x4.3 C-2.5x6 . C-3x7.7'Lob/„.b C-2.5x7.7(S) Irl 17-11-00 y 14-10-00 0-10-00 32-09-00 " Scale: 3/16' . JOB NAME: WEST AILLSI 2610 t� -i P'. RMNBGa: General Nobe,urine otherwise naiad: - ..i 1- • . 4 Md!General Wes rod WeenlaMs been cineerrdka orr ns's. o W e4 oIt be4s - . 1.B3llOrardlrarerseartadarshoudSradNaadNli.sealMINNA'S 1 mill,issIelOpalAban3�bbbY4r lbreredil (• 1 -� FILE NO.: 610MH232 Waning,Warm consrreeone.wnerese. o.4• daSt1 2' tltal'F.M313 '- o i 14 cu4•Nre$lenrade Masers tent 6a Installed wbas Maws%. $,((• f 'grIJL3-iS MlB ryyppl►�1q $Ie r�Olp�yg�I��J� ^ 4* �` �,. y •J. 4.N Wend Mese reran,Nsnanb sea as 1.yerarl and Peed Wi a 5, n a at Its millet b Da 'riE ltat a• eWa e3inihen! 4 DATE: 6/1/2005 nom be daraleanlyreulNrya..srrofee.pwa,lncMat. mid ere for•��yy��pp�d 1' $:1 C.egsTles misers tis oro impossibility Per sr a embus a Design SrthlT13e MlI beAAhg Ilk supporta shorn.Shire orwedge H a., '�.- a.Me lead eased beapplsd le any arlpsu.intim/lot laradrg aid , • + DHS. BY: BC rsa1444•4«eeaeMe.,wedelns euadw"laseyleads gadrNun dnla1 7. r.. n pyapedr Mgeb .1.>11 JQ0 UNs to applied aany ee.porwnt a '" �d an D Ism truss.`d placed so their teeter , I.GnprfrrosYoseaO rlover seiasarrnsewrearms May forte* toew Ites. SEQ. : 2292289 IstrMteeee,berdinsebtpmedInd las,r,aae.4•r eels. a err Wares. -:f'A i L I.This 04•174 b t.4bl.d ambled to Um 6a!!�s d!sl,. sot spAa tO., i �,g,O.R.R.4211.Or Ca1h�uTrua PLs1a,indirs/ad by Ox prefix by 1Ptia1 .el senmwTc*b Buri 1-0T copies 4whlte wiM33dah4a 11.7 Corms Nt Net9sdLan Phis_IptlpNed 9}14 greileGN'Ohe gee -. . by Ce.puT".epeh rimiest dad 1ddr(1 t8 kdkfile9 la Oil-l3Clerlah M Ute4 A MOM Ara 20 1 • • 1111111111 � B Iic. This design prepared from computer input by 11111111111111111111111 - ._ // • Ariel Truss Company Inc. - GG Trans ZD: -96172 . 7.1.32(11) F o LUMBER SPECIFICATIONS 32-09-00 14313 HIP SETBACK 6-00-04 SDH END WALLIOC 2003 2 !EMBER FORCES CARGO DURATION INCA= 1.15 + T 1= 0 B 1= 3091 N 1- 1370 B 9- 3452 Q SIZE SPECIE GRADE PANEL(S) T 2= -3636 B 2= 4664 B 2= -2006 N10= -266 0� NDP CHORDS: T 3= -3094 B 3- 5324 N 3- 614 2x 4 OF #14BTR 1- 7 LOADING T 4- -5056 8 4- 4670 N 4- -436 BOTTOM CHORDS: TC DNI' LL( 50.0JfDL( L4.0)= 64.0 PLI 0'- 0.0" TO 6'- 0.0" V T 5= -5032 B 5- 2722 N 5= -480 t=:, 2x 4 or #l&BTR 1- 5 TC OHI' LL[ 100.0)+06( 28.0]= L28.0 PLF 6'- 0.0" TO 32'- 9.0" V T 6-- -3756 w 6- 594 NEBS: BC DNI' LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 32'- 9.0" V T 7= 10 R 7= -1502 '� 2x 4 OF STAND 1-10 . 8 8= 1702 tr t_-r TC LATERAL SUPPORT 24'0C. 00N. TC OONC LL( 250.0)fDL( 70.0)= 320.0 LBS 0 6'- 0.0' BC LA3ERAL SUPPORT <= 12'0C. OON. LEFT = 2337 RIGHT =- 2446 `_' [ 2 ) coipLete trusses required. Joan together 2 ply with 3"x.131 DIA GUN BEARING AREA REQUIRED [SQ. IN) NOTE: 1x3 BRACING AT 24'0C 00N. FIRu II nails staggered at: BRG @ 0'- 0.0' 3.74 OF 1 5.77 HFI 5.50 SPF ALL FLAT TO1! CHORD AREAS HOT SHEATHED 12" oc throughout 2x4 top chords, BEG a 32'- 9.0" 3.91 OF / 6.04 HF / 5.75 SPF ..======.=---.......=...-.....--..-..--=== V'T 12" oc throughout 2x4 bottom chords, - A►♦ 12" oc throughout webs. r ._ " MAX LL Dem = -0.170 8 16 3.4' L/240 = 1.608 OVERHANGS: 10.0" 0.0" Note: Stagger splices on adjacent oeahers. MAX TL DBFL - -0.251" 8 16'- 3.4" L/180 - 2.144' Reactions: 2392 2444 MAX RORIE. LL DF.FL = 0.056" @ 13 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 t BORCE. T6 OPF[ 0.083" @ 13 POR ADDITIONAL UPLIFT OD ACCOUNT OF OVSRHARGS. NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 np1 wind load (enclosed structure, Exposure B, height to 30 feet). 6-00-00 26-09-00 MAXIMI { UPLIFT REACTIONS: -1 4 4 i1FI = -940 RIGHT = -980 6-00-00 17-08-06 9-00-10 12 4 C-2.5 x6(S) 8.00 C-4x6 C-2.5x6 C-2.5x4.3 C-2.5x4.3 C-4x6 C-1.5x4.3 • - t, //\//,...\i/rN48 -7, ca o 0 w ("0 0 o -3x7.7+ C-2.5x6 C-2.5x9.3 C-2.5x4.3 C-4x4.3 C-3x7.7 � C-2.50.1(8) w J., 17-11-DO y 14-10-00 y 0-10-00 32-09-00r Scale: 3/16" N. JOB BANS: NEST BILLS# 2610f - WARNINGS: Argral Not's,unlessdltaxmlaa noted; 1.Read as Ranerel Notes and ltierelags Waft oeaba.sioa at bosses. 1.p� to s�brads as shown. -- �rR4 iy ii:. 2.Builder odaedNo conlractor,t.mddbead.dse dotal Gaeanl Naas and 2.& C i- lite t and Ootose to balateralybraced at FILE NO.: 610111132 etrednys wares smite clan omrwmea sen,. i ass eanpwselmrab bracing meat N laaobd Wen Aiwa 4. 3' 1 HCIFJ shom+ - ......;:0'....141-1:1:3:.4;117 - f%."'��.n��, � '�.y,, O_ d.All Meal farm ndelbtD,bewdt avit:temporary eat psransar116nep, ase�s W s ale to tl h a[roR•m1e7sNra OlrreM. .. 4 s N DATE: 6/1/2005 mid be etea.dand pre.dialbyd,slpa,refmedia l.sd.as. refor• tr o1 � ' t -. C,rpoiTres amnia Ranlpae"lbiRlytoieWhPlaGsp, 8. gigs oevaatam' kll Da Bring al a@auppats sham.Shim co aadye V to N S.Na leaeebdd teappeedio anyoanpoasal trail*NG di brads and =reads '-/.• 5 DES. BY: BC tare"srsaneonprSand etrotlaaancacs' leadsaearrtAm+asye T. UBap i d1�p��a��lap,��(dad. :4).1.1::4, 4)/Q!,°IN .. _j hide be weird a any sampans*. e. Plabaa pa b Olillra0al of boas,and pklced b p1eU Carries 4.--1..f Kir S Co puTres bee aoee"setowes.laesmes seTespouldityNrthe as . nj SEQ.: 2292288 fabrkanea.basl1g,awp.naand 1o.lalNaraofcoupons*:. % bil�isirg{Jiaead�b7 a9P� heCo�mpuTmsPrate.t�tedbyDematt (, t . il 7.T Mk design b famished srdljod lo Ile frdhQ"ns as truss*sura sat NAY see LC.8.0.RR.4 t. .. . by WI la RNI91 u TPUWTCAte most taw employed abet all ba taralsa"d 11.The CarepuT Net$ Plate is fiftaled byCly 1be - --- • by c�puw *pan designator(1 ea10.418 ga rn4eria!mUSW.Al o ora 2b pa. I It I I I II L omp ,Js Inc. This design prepared from computer input by III 111111111111111111111111 In: 96172 •z i� Ariel Truss Company Inc. - GG \ y TransTranS (D: o 1 • LUMBER SPECIFICATIONS TRUSS SPAR 8'- 3.5' IBC 2003 SINGLE 14ZIBL;R FORCES 4RRGD N MAD DURATION INCREASE m. 1.15 T 1= 0 B 1= 199 1! 1= 45 0 ' SIZE SPECIE GRACE PANEL(8) SPACED 24.0" O.C. T 2= -319 B 2= 199 0 TOP CHORDS: 2x 4 DF 11&BTR 1- 4 T 3= -319 BOTTOM CHORDS: LOADING t 4= 0 tl :=,2x 4 DF I1&BTR 1- 2 IL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF WEBS: DL ON BOTTOM CHARD = 10.0 PSP tv 2x 4 DF STAND 1 TOTAL LOAD - 42.0 PSE" LEFT = 307 RIGHT = 307 cit It LATERAL SUPPORT <= 12'OC. UDR. *5 PSF BfDVCPION TAKEN ON cr, BC LATERAL SUPPORT <= 12"0C. 00N. BOTTOM CHORD, AXIAL STRESS ONLY. BEARING AREA REQUIRED (S2. IN) 't1 BRG 8 0'- 0.0' 0.19 OF / 0.76 HF / 0.72 SPF OVERHANGS: X0.0' 10.0" Reactions: 360 360 BEG 9 IMAX LG3'iET. 2.40. 3'1 9 940-99i(7- 9174deg 0.385" (2)C-1.5X2.6 TYPICAL AT VERTICAL STUDS. MAX TL (EFL = -0.004" 8 4'- 1.7• L/1I0 = 0.511" MAX BORIE. LI DEFL - 0.001" 8 5 MAX ROBIE. TS DPFL = 0.002" 8 5 4-01-12 4-01-12 NOTE: Truss designed in accordance with ff IBC 2003 or ]RC 2003 reflecting a 110 npl wind load 12 C-4x4.312 (enclosed structure, Exposure B, height to 30 feet). 8.00V 4.0" Q8.00 raiz . !' KAXQiM UPLIFT REACTIONS: LEFT = -175 RIGHT = -175 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 .01 FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. w ...' 1 1.1 ci I� .. \ ' 0 1 ►z. l. I 0 0.25" c C-2.5x4.3 C-2.5x4.3 C-5.5x6(5) (:::;2) • s ). } 0-10-00 6-03-08 0-10-00 • Scale: 1/2" - •.". NAM NANEST BILLS/ 2610 t'O • youm WElement Nokia,maces dtwwlss noted: .t . lo L lord A Omani Metes ante Weft§o beton cswInseen of&was. 1. Fie aippafl was sn, , '' . a MAI srand smilax coortrWerehedd b advised of OM erenl Moles owl 2. nae Ihs t1.ald Dl b be plii braced rf .. b FILE NO.: 610GET08 xmr.irglbaf.nwnolealono.eueenoec. o at x cr e va qQ 1, 3.ha eewlramfon.ed,Arcata mus beaMel.e.,1Dm.semen 3. Ilr a e re s rig lr red Wien shovel t+,ss�I�• Vn 0 44 banalfe.metreotagelements evoke'Mxtaorrlend ynmee.Ibnobq. nass atusi mabbetedIncneen. otlra tiVilrwnt, >t4 w DATE: 6/1/2005 nealoe+.0 u,ieelet*WOiydaywrmfeorailwaslr.ekae. s�n�eareior�ly ••dtsC • 6 -` .-°-el • eemp.Tms swn.em no napcna ter east bootee. 6. D eeefgn efirel s tut waig alai mopeds ehan.*In or wedge H _ I.N.reef slide be applied be any camomile steal,a•human sof a DES. BY: BC foreme.sore compel,and et.maw should.ay load.a reds Taut*MMoe i. n eda bplUYlde� '' `y�� _ u 01i�- I I t cea� ivaF and planed so they c.aeeri', jf 1x.4haaei.dfeast••MPmn.t .. I.Cancun$les eta coo tdewrled aruwwsa.Mellowm* firth '�n SEQ. : 2292285 fgtr..,band lrgM,tiw.etsdles Wake ofecnnpmrmb- I.�drieye Ill Ile aCnpaTresFide,Weededbytheprlix ` r.413.'• s E.6 ►" 1.Telt*oleo b freddmd subject to tbielda-ea ants&slo ssitforth _k s�eetL�gutt�.o. 2 1. {sem B� l C •-•- _. M7PtTmH6almrTPflliCAloB 1-1. 11.7 ffidf(ttOs r�bnrala[faflSllaeiAIattrersare2(1�. y Company;epos tee II de abk Sl I lII p 111CEO uTPUS Inc. This design prepared from computer input by 1111111111111111111111111 c�7 ••r Ariel Truss Company Inc. - GG TransD: 95172 •o • � LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0' IBG 2003 SINGLE NEMER FORCES 4ARGO WAD DURATION' INCREASE = 1.15 T 1= 0 B I. 852 x 1= -308 0 SIZE SPECIE GRADE PANEL'S] Y 2- -1119 B 2- 54! N 2- 389 0 SP7SCED 24.0' O.C. v' TOP CHORDS: T 3= -915 B 3- 852 N 3= 389 2x 4 DF #16BTR 1- 6 • 3 9= -975 F 4= 308 by BOTTOM CROEID6: WADING T 5= -1119 d 2x 4 OF #TfiBTR 1- 3 IL( 25.0)4DL( 7.0J ON SUP CHORD = 32.0 PSF T 6= 0 WEBS: DL ON -BOTTOM CHORD - 10.0 PSP' ^3 2x 4 OF STAND 1- 4 TOTAL WAD = 42.0 PSE* u-r *5 BF REDUCTION TAKEN ON LEFT = 183 RIGHT = 783 rn TC LATERAL SUPPORT <- 12"0C. DON. Rpr�pM CHORD, AXIAL STRESS ONLY. ^v BC LATERAL SUPPORT <- 12"OC. DON. BEARING AREA REQUIRED (SQ. IE!] OVERHANGS: 10.0° 10.0" ERG 0 0'- 0.0" 1.25 DP / 1.93 RF / 1.84 SPF Reactions: 836 837 ERG 0 21'- 2.0" 1.25 or / 1.91 HB / 1.84 SPE' T 10-07-00 T 10-07-00 f MAX LL DE FL - -0.030' 8 13'- 11.6" L/240 = 1.029° NM IL DFL - -0.044' 8 13'- 11.6" L/180 = 1.372' 12 C-4x4.3 12 MAX BORIS. LL DETL - 0.013" 8 8 8.00 V 4.0° 8.00 MAX BORIE. IL DEDL = 0.020" Cl 8 r NOTE: Truss designed in accordance with !! IBC 2003 or IRC 2003 reflecting a 110 mph wind load (enclosed structure, Exposure B, height to 30 feet]. MAXIMUM UPLIFT REACTIONS: C-1.5x4.3110(/ \hC-1.5x4.3 LEFT _ -320 RIGHT = -320 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 FOR ADDITIONAL 1PLIFT ON ACCOUNT OF OVERHANGS. • w Al& ihi .166. a 0 c 7,117 .,,,- mummomimimiimmiimilmisimiimmommi 1 "111114, ". 1 c, -3x4.3 C-2.5x4.3 C-2.5x4.3 C-3x4.3 0 C-2.5x4.3(8) y y 0 11-11=00 y 9-03-00 0-10 00 21-02-00 G--10-00 - Scale: 114' OP, �y' JOB NM: NEST RILLS], 261D -: t$1 • 1 .- YORII1114e: Gros roINotes,Mess alhend+anola8: + - i REM ell General Note and irereNMn Wen owsYaNb°Ktreeees, {,rielltiPpotoplanil -1i «-di MWidersrose.Aer wI*UIIIMM,sdwad hIdet4 de"msl M4I IM i tb b bslaMrdll>rxed alFILE 8(O.: 619TED21wme,os bNn eermYesen wmarrsa p�1. z3 eenP,eeaiee wp baeln9 11tMYphMdveeme se"si. 3• r�ng�Dilsf !Oars shawl;t ! .:. -. �l`�_ o 4.NI Waal hew hole,* dwells ewe es Mmpwrq d PQM bed, , g: asalMMa YYaN9rseareM aaoorcaMosFrs arostN, - '-- .�� DATE: 6/1/2005 nivel be designed end prodded 61 OnlaeM dr wr*h s elwehee. GenhaITrs stun es w neparMry for sub bomb. 6. l�rObs iO OabfNQ lib supports show.Shim or wedge F • 4. Ap NeIeeteT»eM beappMed 1v w"Vao,sH yodeled dl block"and DES. BY: BC Rmesrs an cnnplre,and r no Me sheupany Msta'otrsen desys 7 t�S�guels b dad d 40 {� Cube besta edbsoy andatnoe: 1: belyW�raki MAllberr fadaeofIllus,rldpiecedSOTheiroettlef •`f0`' -../I . 4.Gerip ries base cenlrsl oversee assume no"noonIblgb hr lee 9 �afLe hidise. �?l! '+� SEQ.: 2 2 92 2 8 0 hbeTeese.,limes.bk,.mt mrd rewalls of suupsdu 1d, er Ire Conplffws Pbeb htc�ceEad by OTs prePol <I.`i 7.This design 6hlrehhederlgepbeve 11 5rn5es oo hum M{pn est faith ;3ee LC8.0.RA 1. 11111 _ . _ by WI IiHD41ofIPWJTCRIesaee1-3CopiesdeMdraedlWfurshbed 1t.T-i1CColnpuTri _NotS ��f ek b!'�18Rax"C rj .. .. ... by V.q�u*w�h tla9iar,glgr i,rctge! IEta.nM mints ' MINN /`CampuTrus Inc. This design prepared from computer input by 1111111111111111111111111 g=ars [D: 46172 • Ariel Tntsa Company Inc. - GG 7.1.3T{il)X. U14BER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2003 SINGLE MEMBER FORCES 4N1G0 IABD DURATION INCREASE = 1.15 • T 1= 0 B 1= 1421 K 1= 481 0 SIZE SPECIE GRADE PANEL'S) SPACED 24.0" O.C. T 2= -1795 B 2= 1260 K 2= -315 crs 0 TOP CHORDS: T 3= -11.24 S 3= 593 K 3= -299 2x 4 D£ 1114BTR 1- 7 T 4= -11.51 B 1= 795 A 4= 517 BOTTOM CHORDS: LOADING T 5= -909 B'S= 755 K 5= 469 0 2x 4 or I16BTR 1- 5 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP T 6- -1029 K 6= -199 NEBS: DL ON BOTTOM CHORD = 10.0 PSP T 7- 0 K 7= -203 tv 2x 4 DP STAND 1- 7 TOTAL LOAD = 42.0 PSF' TC LATERAL SUPPORT <- 12"OC. DON. '5 PSI' REDUCTION TAKEN OH LBF? - 791 RIGHT = 775 BC LATERAL SUPPORT <- 12"0C. DOE. HOTI0ti CHORD, AXIAL STRESS ONLY. •-cl BEARING AREA REQUIRED (SQ. IM) OVERHANGS: 10.0" 10.0" BR6 9 0'- 0.0" 1.27 DF 1 1.95 HF / L.86 SPF Reactions: 645 828 BRE 9 21'- 2.0" 1.24 DF 1 1.91. HF / 1.82 SPF 10-07-0010-07-00 1 MAK LL DETL - -0.046" 4 6'- 5.5" L/240 - 1.019" •f HAB TL DEPL = -0.068` 9 6'- 5.5' L/180 = 1.358" 12 C-9x6 12 1411C BORIS. LL DEPL = 0.029" 9 11 MAX HMO. TL DEPL = 0.042" 9 11 8.00 V 4.0" 8.00 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 :Kitt wind load ��\ {enclosed structure, Exposure B, height to 30 feet). C-2,5x4.3 _ HAXIE�M UPLIFT REACTIONS: C-1.5x9.3 I,EF"L = -320 RIGHT = -320 REFER TO IBC TABLE 2308_10.1 OF IBC 2003 FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. C-2.5x9.3 c-4 x4.3 0:1�ismi ._. :i o C-3x7.79..... o C-5.5x6 C-5.5x6 C-5.5x6 C-2.5x4.3+, o 4.00 4.00 12 2x WEDGE WITH 12 (2) C-2.5x4.3 TYP. • 0-10-00, 2-06-00 y 9-01-00 y 2-00-00 7-07-00 10-00 Scale: 1/4" 21-02-00MS ' ' JOB HA : KEST HILLSI 2610 _ _ - WARNING* Gee. Nabs. Won*.note* __ { .. . 1.awl ane"endnew ase agamonts Mw w =emWd looms.ases. 1. I -• m seppoKbyais as shorn. �E ' •-s7 s eujMrand errant seetastesshosild e.adol..e etall newel Melee and 2. • ass a end beef chords W be lide,. breoes a[ . FILE NO.: 610RSD21 Yr WeerbermeaobaeMncrern sees. 9 ' o.G • ' verde e� +* • a•{ tt .�- 3.naceeprseAos web brating seetMbabIN whose shows 4. R. dYllse is the�esp��sd '�O1�p�p�dy� �dpr " •-- 4.N Ybrel lens whgnd elere ds lush se tnghrary mid K•en.tsst Iwaeae. 5. h - 8...l'r ee tt9K07!pe 1O De■ a rtetlbartOsfYeecc==shat L I LT' DATE: 6/1/2005 wean 6eOrd end pretWNetr dirge et eteaephde statue.. �y T_ l ywri br mal tp► catpurtra uew.a nee tee pwhdeley to soda Iaaetei. & Der-pre saunis�eaihp at e4 supports shores Mem or"sedge P 5.Po Iced sheer be espied lo leyeernenear Ilrl air si Frady a ed h .,6, - DES. BY: BC habnossee sampW.mitt helase snohesa"yrederese den Oslo 8. ' 1"sa tledhv sbda a�HoK►aded.dpitaeds0 e3roeseer d •`O , # ljr kerbs applied ee way eon peers- S.Wapurnes Ms M award over and muawsne responsibility earths 0 ,Ur,•-^:„ . SEQ. : 2292275 nlriutbt,baf aeh*weet and enbiae..la.sq teals. tt5.F bar �n tt s ° ca tpuTn,r Plate Ideated Fyfe.reek •FIRES' - ..db 7.This design blemished tilled b Ile RieMlar on truss beiges seller* + . ... . by Till to Hl541it TPKrr7G Si DCf11-Di sepias of wake am be lsrsklad if.�ikel cl�pi� lie prefi MN"Ma Oe• . .. _.....• by Ca,pdTrus epos rogue et o . IVIII Com Trus Inc. This design prepared from computer input by I III II III II In 111111111 • -. Trans ID: 96172 z Ariel Truss Company Inc. - GG o�7.1.3T(1L)-X LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' IBC 2003 SINGE MEER FORMS 4BRCD IV LOAD DURATION INCREASE = 1.15 2 1- 0 B 1- 883 W 1- 31.3 0 SIZE SPFCIB GRADE PAMEL(SI SPACED 24.0' O.C. 2 2= -1114 B 2= 780 A 2= -434 TOP CHORDS; T 3- -510 B 3- 349 A 3- 161 2x 4 1*' i1EBTR I.- 4 T 4- -112 G 4- -477 t=y BOTTOM CARDS: WADING A 5= -143 d 2x 4 DB • 11EB7R 1- 3 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE WEBS: DL ON BOTTOX CHORD - 10.0 PSP" LEE? - 508 BIGOT - 4191 'v 2x 4 DF STAND 1- 5 TOTAL LOAD = 42.0 PSE' Ln TC LATERAL SUPPORT <- 12'OC. UOS. '5 PSF REDUCTION TAREMI ON BEARING AREA REQUIRED (SQ. IN) BC LATERAL SUPPORT <= 12"OC. DON. BUTTON CHORD, AXIAL STRESS OR(LI. BRG 0 0'- 0.0' 0.81 DY / 1.26 BE / 1.20 SPP `t' BRG 0 13'- 6.0' 0.78 DP 1 1.21 BP / 1.15 SPF OVERHANGS: 10.0' 0.0• Reactions: 566 467 MAX LL (EFL - -0.020' 4 2'- 8.5" L/240 - 0.635" 12 MAX TL OEFL - -0.029' 4 2'- 8.5" L/180 = 0.817" 8.00 MAX BORIS. LL DELL - 0.013" 0 7 C-1.5x4.3 Mit BORIS. TL DEM = 0.020" 0 7 'I LUTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 mph wind load {enclosed structure, Exposare B, height to 30 fee tI. MAXIMUM UPLIFT REACTIONS: C-2.5x4.3 LEFT = -204 RIGHT = -204 I d' i p ... REFER TO IBC TABLE 2308.10.1 OF IBC 2003 aA FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS, C-2 5x4.3 o C-2.5x4.3 � 4Ji_ ' C-2.5x4.3 o :_ C-5.5x6 2)C-1.5x2.6 o C-2.5x4,3 `uf,'ttj 44.00 2x WEDGE WITH C-2.5x4.31 (15 ' 1 y , 12 y (2) C-2.5x4.3 TVP. FURRING y 0-10-00 2-06-00 11-00-00 J, Y 13-06-00 . Scale: 1/4" `- JOB MANE: MST HILLSE 2610 , .D NIARee)los: Gamma!Abbas usless a[lanNas:mkt - �'., I " . f.Raul all 6ea.a1 flees and ad 5lg.5Hon e.ash sis,dlrsaw. T. r. b od bade sls -. , _ - I.Wide,andmain esdadar Shedd la advised wall damail Waseata Z afooa to be MK*hrod at .:'� S �' 21:1E NO.: 610RS9113 Warship Wars s atarasaawnars. 0.C1 I-0 bA l S.SxS ceepas.Ston.xh analog rsastM h■rB.dadrassa.aw+. 3 r+- 1 °fm l 41 dashers shre,n reepedbe m {nir rrm� ,' ft.. F I o s.ANIrani faros mildew ANmewls sash asfirpoaryallpenu.alTaaasa. 1 rLw_ lNlWa DATE: 6/1/2005 rrstwe.aiy..dnerrol6d.dy araera..prdastiacea. aldmetor p fafuea� anaeoaroaaala .:. 3, Ct CS") Gaps to mamas■•vespoodidply amiss c s. 6.Dery fel haadlg at ammamma shown.Shin crlaeds it "r .'t' . yt . DES. BY: BC W.N.NM areae bs.pylydsosryesaparedwall aKsrsll YnahrBand a p � halved sho eaac appland d se owwins.Moll any warallgra arrtlrndsee P ' j� �"o11 • d , .� _ radswup dtoanycaopanerc Oaaa peal rrlY loee.andrlaadasthNranler 7(� SEQ.: 2292278 w CosapafTruslrawCva/rolaasraMa.aanaso sspea.M4raIH Dl�ls �( • Pebdeafow,r.nasne,rilpr.:a ma YlseaaA.aet e.gaaeala, 19. ayInches. PWk.irldrJkd by the prNSf 1��1 �A 7.The bsyaTshnhdrd al}eHear.MING*is NI WO omegas set fora SM L�{Z1. l D� _. .. h SPI r Medi ar Trhl4TCA r Baal 1.03 espies er 15IA ha hl *Hd 11. a Net Seolon Plata Is indlho[ad by Ola R x"CN't by CesspuUle won neural, daetp r 18)Mldleeteo to ya.enabrW fa aie6 M a1fNr3 are 2b a a , Ef I I IHI � 11.19 Inc. This design prepared from computer input by f 11111 X111 III HI Hi fll 1111111 Trane I0: 96172 • Ariel Truss Company Inc. - GG7.1.37(11)-F o ELMER SPECIFICATION TRUSS SPAN 13'- 6.0" IBC 2003 SINGLE NCHBER FORCES 41RtGD N LOAD DONATION INCREASE = 1.15 T 1- 0 B 1- 406 II 1- 78 0 SILK SPECIE GRADB PANEL(S) SPACED 24.0' O.C. T 2= -591 B 2= 401 N 2= -511 cs TOP CKORDS: 1 3- -138 V 3- -162 2x 4 DE 116t1TR 1- 3 BOTTOM (:HOBOS: WADING rsf 2x 1 DF 116BTR 1- 2 LL{ 25.0(4DL( 7.0) OK TOP CHORD = 32.0 PSF d 'MS: DL OK BOTTOI4 CHORD = 10.0 PSI* 500 RIGHT .. 499 - '' 2x 4 DE STAND 1- 3 TOTAL WAD - 42.0 P31' BEARING AREA REQOIRED [SQ. I111 cn IC LATERAL SUPPORT <- 12"0C. OOH. '5 PSE REDUCTION TAKER 02/ BRG 8 04- 0.0' 0.80 DF / 1.23 RP / 1.18 SPF co BC LATERAL SUPPORT C- 12'OC. WH. BOTTOM CHORD, AXIAL STRESS ONLY. ERG 1 13'- 6.0' 0.80 OF / 1.23 BF / 1.17 SPF .-0 OVERHANGS: 10.0' 0.0' MAX IL DEFT = -0.010' 8 7'- 0.4' L/240 = 0.646' Reactions: 556 496 MAX7L DEBL = -0.015' 8 6'- 11.6' 1/180 = 0.861' MAX RORIZ, LL DEM = 0.004' 8 5 MAX BORER. TL DEFL = 0.007" 9 5 12 NOTE: Truss designed in accordance with 8.0017' C-1.5x4.3 IBC 2003 or IRC 2003 reflecting a 110 Mph wind load (enclosed structure, Exposure B, height to 30 feet). MAXIMUM 'UPLIFT REACTIONS: LEFT = -204 RIGHT = -204 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. C-2.5x4.3 q. ca w e I -1 m Ad'1 I a 6.0 o o ..GG O C-2.5x4.3 C-1.5x4.3 C-2.5x4,3S{,W 0-10-00 13-06-00 • • 101414444t,-- pl -- Scale: 1/4' • ` " j, JOB KA/4E: NEST BILLS§ 2610 :ma N c WAR/111103: 6snard Nabs.unless othendss noted: ,(..- .. I.IMda�Gemmel Motes and Matins*Metros sentlrraes et trews. 1. --nb9appa(t�LoedS as 6: _ L BuIdraedm4 Sect aaaraimedbeaee6edelelgenera Nuns and 2. p:-'o.c. 'J1'F�sop rap bac braced -. `d PILE NO.: 610I40N13 Warning before nes Innen epe�efaee. 3. a1 �o1 erlanM rad rheas*aeon 4-a _-.K L•• 11.4 _ 3.1x3 saner awteeweb brac5>)nastbeeutdWlvases shor.h rear yr Ion ic. O 4.Masdfwn manse edeeehs m ass aa�e.ryaed=wreserdMadap I a Irustrusses sa b be d a aalw emironnent �4V ,k 7 DATE: 6/1/2005 meth Maimed and asod+.eMdeeivsr of templets asrMmre e�alp mMdYim•d( 1' ' Fo Cme4inn we saes Co IngesltlIly Nr nut swing. B. Deaton fl1 p°st�a I ulpipods shoe..SALT dredge R 'Srt,• 'i. 1%.• R Me rant sMdd be Mated is any eeelenent ad sae all Wm and 7 %.. -.- drelnpe lS �yy� • , DPS. BY: BC taskl"Hsamcomplete,sea atsetMseAHEM nybele O etrassde ass S. F. i donbortfMdasofbu16•11-dpinoedsotlrotrcesdet . 4..JSP; . Ionaleappliedleanyesepees"6 -of - %1/2r. SEQ. . 2292277 M.eaTrsahos nosea alsea wwassomas no'asye"sroillttersr gg, . ��rs K�at ��} ��{ f{� y>Db(leaYae.aodAeb.li==eamaieettlefoneraerpawota. 40.,l'-'. wYlisVtAe I. lits Plata,MdkabdYythe prePoc C.S y •"- - . T.Teo dsid=sls}asbbed suejeet m the Monate ad w hue delays eel(Cram • ssel.C.B.0. 42 1. Wha�rst� [1' ... . .. b17nmle6atorTPByITCAIBCp1. agEnssrwhisk NAbefrar* d I1.+asionator(� los*:18 Hale eusaQAisarett Nom w3D�. ... by CenpaTns upon request. I II ILII /\comUTi'LB iIIC. This design prepared from computer input by I L 11! 1111111111111101111Trans ID: 96172 Az Ariel Truss Company Inc. - GG7.1.37411)-X o • LAMER SPECIFICATIONS TRUSS SPAN 13 r- 1.0" lac 2003 SINGLE MEMBER FORCES 410RGD SIRE SPECIE GRADE PAAEL{3) LOAD ORATION INCREASE = 1.15 T 1= 0 B 1= 337 N 1= 76 0 SPACED 24,0" O.c. T 2= -528 B 2- 337Cri TOP CHORDS: T 3= -528 2x 4 DF I1FBTR 1- 4 • IfJADII� • T 4 0 d BOTTOM CHORDS: 2x 4 DF 11413TR 1- 2 LI( 25.0)1.014 7.0) ON TOP CHORD = 32.0 PSB WEBS: DL ON -BOTTOM CHORD = 10.0 PSE* LEFT - 484 RIGHT = 484 "' 2x 4 Df STAND 1 TOTAL LOAD- 42.0 PSE* c ri e5 PSE' REDUCTION TAON • BEARING ARBA REQUIRED (SQ. IN) co, BC LATERAL SUPPORT <= 12"0C. LION. BC LATERAL SUPPORT <= 126OC. LION. BOTTOM CHORD, AXIAL STRESS ONLY.. BRG @ 0'- 0.0' 0.77 OF / 1.20 RE-/ 1.14 SPF 1 BRG @ 13 r- 1.0" 4.77 DP / 1.20 (IF / 1.14 SPE OVERHANGS: 10.0" 10.0" Reactions: 53? 537 11AX LL DEET. _ -0.007" @ 6'- 6.5' L/240 = 0.625" MAX TL DEFL - -0.011" @ 6'- 6.5" L/180 - 0.833" MAX RORIE. LI. DEFL = 0.004" 2 5 6-06-08 6-06-08 MAX 133RIL, TI. DEFL = 0.005" @ 5 f f NATE: Truss designed in accordance with 12 C-4x9.3 12 IBC 2003 or IRC 2003 reflecting a 110 mph wind load 8.00 V 4 os Q 8.00 (enclosed structure, Exposure B, height to 30 feet). P1 t4AXI(I0M UPLIFT REACTIONS: LEFT = -204 RIGHT = -204 II REFER TO IBC TABLE 2108.10.1 OF IBC 2003 FOR ADDITLONAL UPLIFT ON ACCOUNT OF OVERHANGS. o o r0A114-ikIIIIIIIIIIhi... . k�i -2.5x4.3 0.25" C-2.5x4.3 0 C-5.5r6(S) @ ' J, J, 0-10-00 0-10-00 13-01-00 Scale: 3/8' • 1e ?R.QF ---- JOB RAND: NEST BILLS@ 2610 . .'1: vrawnelee: Gemeial Holes,odes tOrwice noted 5� 1.need ell Gese"uxoars arairalinssSelene ean.bscx"uart,iss""- . ,-• toaapborl am abeam �, -v L Eedbbrsae sranbe emerasla•sb.dd bsadeb r'ONO seMwtNolsuend 1: :- easulrieS e4p.and Doll nib b be Mem*/tested at FILE 310.: 61DGETI3 Wxrdng'bonne sonaeucWscomm..ea. 3, r Oaf~ e 0-r �n� • iedMreslim% e.y'4cit AI o a.1Acon.prwkuMebMoGdgl�ustbsbatsptelOMPe,8es5 . adtruss he 4.Altars'fens reds Min stem Into such u temp env madprserrad bueb& A• Yu�epeyeem wnye BnaRool�iOaiYr e t torsi It, •: � . le DATE: 6/1/2005 must badsagmeman Itonedbrew:kotdsompW"mucane. =EMI Of1'Of •w-'. }. committer aaunesuoreepessbiltyIa:oraebraswee. 6. t XGIb�kigarasuppoA'stivem.3MrorEieepIf lit. '1.• _ a Me load shourdb■applied..asp easponaa esti abler at Annul sor y}..�..y, /: !t DES. BY: BC osmlree sr.eaeep w.uldte aaeeabeuldasgr l.degpeter Ads Nslgn jT !=• e1B58 ddtal It rovded. 4?-414-4;/-1.4.42 q.Jfd�.• .-.. bads b applied b any ump.s.et 8s s sbe!he ob baf�a�trust.sad planed so�eY enter - ✓�!�� .'i('• C Ca"pflus bee hr sonbdoearsd mamas no reapoe"IbRi for Ise -.. .. I i SFQ. : 2292286 pbAofb Woe Req,asipoaeret and Mamalien etaaa,eawd.. 10. me FI �•E�,uesurbeCoi purnaPlata.ioaeatedbrtlep .- v�. . 7.Mb desf}UIstat bed aabJsR to fie lfmlWI.os se boss resigns set feria =y- dee I. ��ep rv'•4211. - .. ... " bp•7P1 in a1.rWI MTCA in Bae1.l$ce)ks et which tabsrurtbhed ff.7De[Aatm Net clfon Plate indicated '{a'CN,lhe b7 Competes Mee w9o.st desl4nalor(1 B)in a 16 Ba. Is used./oillers erre 2b yt. 111111111 Ciur71ru T'L1B IIc. This design prepared from computer input b9 1 11 11111ll8I[Ill� A I IE , r� Ariel Truss Company Inc. -- Trans GG ID: 96172 ' 7.1.3T(1L}-F o UMBER SPECIFICATIONS TRUSS SPAN 13'- 1.0" IBC 1003 SINGLE MEMBER FORCES 4Fi1RGD N LOAD Di/RATION' INCREASE - 1.15 T 1- 0 B 1= 337 Q 1= 76 0 SIZE SPECIE GRADE PANEL IS) SPACED 24.0"O.C. T 2= -528 B 2= 337 TOP CHORDS: T 3= -528 2x 4 DF IIaBTR 1- 4 T 4- 0 t y BOTTOM CHORDS: LOADING 1=1 2x 4 OF 11MBTR 1- 2 LL( 25.0)+DL( 7.0J ON TOP CHARD = 32.0 PSE • 0 WEBS: DL ON BOTTOM CHORD - 10:0 PSF1 LEFT = 484 RIGH[ = 484 ._' 2z 4 OF STAND 1 TOTAL LOAD - 42.0 PS FA o IC LATERAL SUPPORT <- 12'0C, OON. *5 PSF REDUCTION TAKEN ON BEARING AREA REQUIRED (SQ. IN) o BC LATERAL SUPPORT <- 12'OC. 0014. BOTTOM CHORD, AXIAL STRESS ONLY. BRG 8 0'- 0.0" 0.77 Dr / 1.20 HP / 1.14 SPP BRG 9 ]3'- 1.0" 0.77 BF / 1.20 HF / 1.14 SPF OVERHANGS: 10.0" 10.0' Reactions: 537 537 MAX LL DEFL - -0.007" 8 6'- 6.5" L/240 - 0.425" W4X TL l TL de-°signec1.013" 06'- 6.5" L/180 - 0.833" max BORIS. LDEPL - 0.004" 4 5 6-06-08 6-06-08 mai HOAR. IDEPL = 0.005" 9 5 LATE: Truss in accordance with 12 C-4x9.3 I2 IBC 2003 or IRC 2003 reflecting a 110 mph mind load 8.00 4.0' Q 8.DO 4enclosed-structure, Exposure B, height to 30 feet). 1! MAXIMUM UPLIFT REACTIONS: LEFT = -204 RIGHT = -204 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 FOR ADDITIONAL UPLIFT ON ACCOUNT OE OVERHANGS. o c 1�1 � *),_.f.- i ii �� to 69 h o C-2.5x4.3 0.25" C-2.5x4.3 0 C-5.5x6(S) Y 1, 0- 10-00 13-01-00 0-10-00 Scale: 3/8' .40?PR JOB NAME: WEST HILLSI 2610 .� . O . • merman 6ehtaral Nola,wins chemise ra5sd i.4('--1. .1 li • - 1.toeda 0ixnalRetee and Raawllys b.,.caaraclewoHnsee.. 1. !!-,� bsil J�Daddatir hOSTI. ...: .. ` ..'r' ,-vL BiMora et aWbn eontraeloraladd ba tdebd dai 6eaerARaMa me 2. 1- •0.-ere amMI rd.b bus Mem*brace[a( „� -- P ILE NO.: 619TRU13 WrnlawLloteeaaeilaiaaceeiHeat 8. Z. oT .�eeeabptanr. !f""St!' O 3.awl cawRaesiosanhMaehyannteshhr/a&tmime slamtL L•on (nAa rihlE Ellef�eresha Th�C1� 7 •-- 4.JtihaaslracehWedseMaaeai meth es temp srary tu>tssnwrld lwaclnll g, a'�T`• t1R5es gre ws6d wllOrWaRoeite afMialatNfd. ?� C-O DATE: 6/1/2005 mg le*alma n mddMW4saywrelcoepMhtallebee. to loi'd8F1 - ��YY f(� casa.lren memento no resp.sdhityme sesA Mees. 8. eau d supports shown.Stir crlMipe I - .- . _ e. Ito toed stead k.spaddla as component MI Miff A brachy not iw;;• , DES. BY: BC lonacom Ocemplett,suatweiwsb«tdwryloads rooMMaa1i i 77 • y Vie lepsis)mhidei A.J F! ?T�Iotasi.ap lied t.ary esepsaaa. 8; •'r1shfee n bo woes at tun,and placed m Hely center - , kir'G ,�'�'.a.Ca paLno has n Conti l owrand esaoms as eueaatiblity Scrim r adaa.SEQ. : 2292279 mriwia►ills&.*dHpwtaadhwhleindeonaorwb. ib.�eiPbmlC �Ia�lpw��a TruePlalaiahMealeailrfteptefoc -. i1RES •*• 1 11 r. was claw lsibsbbed sebjxlstTw isiaeewe as inns&sloes set ferlD �. nal. . $w4r21111t.� �QiCwlpd b�1lhaaraftX leyTWM IR .4i rTPUlrrpl la UChAl•ws Coale,al whkh eases noodled 1f.L11CWIOa 18 QL Iali111>l Fe Ulw�'l dNYerS wfe Zb la byCoomares epos r.quut. tw9IPyR T • AI� 111111 �[�iOiI�LITi'LB I�IG. This design prepared from computer input by III'®iN IIl I I ��' �I��Dl lf z Ariel Truss Company Inc. - GG _ . Trans1L(1L)-F61 :)9F172 . o LUMBER SPECIFICATIONS TRUSS SPAN 26'- 7.0° IBC 2003 SINGLE MEMBER FORCES 4NRGB \ N LOAD DURATION INCREASE = 1.15 T 1= 0 B 1- 1093 X 1- -399 0 SIZE SPECIE GRADE PANEL(S) SPACED 24.4' O.C. T 2- -1427 B 2= 699 W 2= 503 cri TOP CHORDS: T 3= -1246 B 3= 1093 N 3= 503 2x 4 OF 416BTR 1- 6 T 9- -1246 N 4- -399 t y BOTTOM CHORDS: LOADING T 5- -1427 r=1 2z 4 OF 816BTR 1- 3 LL( 25.0)+DL( 7.0J ON T3P CHORD - 32.0 PSB ? 6- 0 • o WEBS: DL ON BOTTOM CHORD - 10.0 P3R - '-' 2z 4 DF STAND 1- 4 TOTAL LOAD Q 42.0 ESP .. TC LATERAL SUPPORT <= 12°0C. DOR. t5 PSF REDUCTION TAKEN ON LEFT = 984 RIGHT = 914 BC LATERAL SUPPORT <- 1210C. DOB. BOTTOM CHORD, AXIAL STRESS ONLY. BEARING AREA REOUIRE1} (SQ. IR) OVERHANGS: 10.0" 10.0° BRG 4 0'- 0.0" 1.57 DF / 2.43 HF / 2.31 SPF Reactions: 1037 1037 BRG 4 261- 7.0" 1.51 DF / 2.43 HE I 2.31 SPF MAX LL DEFL - -0.048' @ 17'- 6.9° L/240 = 1.300" MAX TL DEFL = -0.072' @ 17'- 6.9" L/180 = 1.733° MAX DORIS. LL DEFT. - 0.022' 4 8 • 1 13-03-08 13-03-08 MAX BAIL. TL DEPS - 0.032' 4 8 12 C-4x6 12 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 mph wind load 8.001;774.0" -S18.00 (enclosed structure, Exposure B, height to 30 feet). :ION MAX]34016 UPLIFT REACTIONS: lAW' LEFT -409 RIGHT -409 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 C-1.5:4.3 .5x4.3 FOR ADDITIBC UPLIFT 8. ACCOUNT OF 2003 A21GS. • c v' �? 0 o �l`J[ ) ,... ,,,,,..„...... •. .....,..........................„., 4•=4I C-2.5:6 C-2.5x4.3 C-2.5x4.3 C-2.5x6 c, C-2.5x4.3(5) - J, y 1 y 15-11-00 10-08-00 y l 0-10-00 26-07-00 0-10-00 '= - Q Scale: 3/16° ' JOB NAME: NEST HILLS@ 2610 ' . ',._.-401#.64'...3 - 481481.Gik Gemara.Nobs,Mien olhervdte noted: . . f - ft' . 1.ma11loeaaal Kolas andflaatngs below coon(tMeo of*moo. i. l aippolt no t ,-d L ed WarantayWioncannac ac.b.CW toadyism!ofelGsoa,dnotes ad 2• -0 OA 2'•O' MS b be IAN*booed of �-TA' FILE NO.: 61 DTRU26 Warnings before Npsbue4aa ewwoesw. . - S.1�canprmkaweb beacbgand belu1a1sdWhoasbc.once. 3. 2x4 4,. m Bred wftefe>bowN+44'i�td' o of _sLLstt may., 1 _ 4.PA eONA larva raare6le elarosab omit u sums wary mdpsavwnt Potato, g. ;`,_ 41e a"aY teI1 �Wr-m,y . DATE: 6/1/2005 nmstledssiensdaMp oddedbyreyndrelample%Michas. „ ley pp use 1rt • k }.d cano°ltrw assumes oo xspeesgill ra midi brsbq. _. 6. a eats at tell sup,oda show.Wm orwedge W '7.%,.i �+`?.:.-.1 _ R No load ahafd to poled Ile oily component nate Moral beaded and W. '!� a4�? , DES. BY: BC teslooni scewpbih,soden Bersenora sty loads grease oellsyn 7. 8 ie tadrdrogeIopros ef. J� !Bade bs applkd to any asryw■eat 8. las mill!b e t>rh widon NIB hoes alms,sad placed so tisk canter - - �P/f' "' a.banpotivo bas no nontse oyes end asseswnew reepenaitiq forme 9 n�dke'oi dMe In r1 ea. _ . • SEQ. : 22 922 81 aatirtwala5 tnaaBas shipment ALM hotelddan of aewpa�mes. 10.�p a*vwuis lo�the Csngreltus Pada,l.meakd bye mix • :...._S 61. 0 n il 7.Ms deargn istws+abad evident to She 6aNWais wtras de Oro sat Arlt 'C,',see CAs.O.R.R.421. - ': JREU- .. -. b Coopa6e•slarrelsessAhadlllswplan alntktsdBlsfinished 1LTT11slynlllpstis Ne[ BI18g..tels Iekatad lheBrt VH7.tieant20g8. .. . . byoncost. Rrelsir l 1 B Ai opera a ' 11/11111/ C..l lrr1.19 Inc. This design prepared from computer input by III 11111111 NU II III Trans ID: 96172 . _ Ariel Truss Company Inc. - GG 7.1.3T{LL)-x LONGER SPECIFICATIONS 26-07-00 GIRDER SUPPORTING 32-09-00 IBC 2003 2 1>CMBER LURC6S 4VAG0 � FROM 6-01-12 TO 26-07-00 T 1- -12262 B 1= 9982 N 1- 3092 x 8= -2176 o SIZE SPECLB GRADE PANELS) T 2- -10010 B 2= 9932 N 2- -2590 N 9- 2942 TOP CHORDS: LOAD 00AA7TOP INCREASE = 1.1.5 + - 1 3= -7842 B 3= 8134 N 3= 8018 2x 4 DF 1168IR I-- 6 T 4= -7842- B 4= 7912 N 4- -3456 �y BOTTOM CHORDS: LOADING T 5- -9724 B 5- 9616 N 5- 8416 • d 2x7,5000 OF SS 1- 6 IC UNIE LL( 50.0)f•DLI 14.0)= 69.0 ELF 0'- 0.0" TO 26'- 7.0" 9 T 6= -11876 B 6= 9666 N 6= -2996 0 WEBS: BC UNIF LL( 0.0)+DL( 10.0)- 10.0 PLF 01- D.0" TO 6'- 1..7" V N 7- 3958 - 2x 4 OF STAND 1- 4, 6- 9 HC UNIF 1,1 364.91+0L( 194.5)- 578.9 ELF 6'- 1.7' TO 26'- 7.0" V -- 2x 6 DF SS 5 LETT = 7311. RIGHT = 8728 b YC LATERAL SUPPORT <= 12'0C. DON. -BC CONC LL+UL= 2446.0 LBS 8 6'- 1.7' *= BEARING AREA REQUIRED (SQ. Ili) BC LATERAL SUPPORT <= 12'0C. [ION. ( 2 ) complete trusses required. BRG 8 0'- 0.0' 11.70 DP / 16.05 RP / 17.20 SPF Join together 2 ply with 3"x.131 DIA GON BAG 4 24'- 7.0" 13.97 OF / 21.55 RF / 20.54 SPP B.C. LUMBER MUST BE 7.5" MIN DEPTH. il' nails staggered at: 12" oc throughout 2x4 top chords, MAX LL DUI = -0.158" 4 17'- 0.1" L/290 = 1.283' 7 9" oc throughout 2x8 bottom okords, NA% U. OREL = -0.273. 2 4'- 6.9" 1/180 = 1.711' LOADS AS GIVEN VA 12" oc throughout webs. MAX RORIL. IL DFL = 0.039" 6 12 Note: Stagger splices on adjacent members. MX RDRIL. IL DEM = 0.069" 8 12 Bottom chord requires plates held down 4' typical UON f Laterally brace to roof diaphragm and hanger height covers 85% or more of member depth. + 2x4 web brace required. This note overwrites general warning 63, all compression web bracing is now 2x9. 13-03-08 13-03-06 I f 11 NOTE: Tress designed in accordance with 12 C-7x7.7 12 IBC 2003 or IRC 2003 reflecting a 110 mph wind load 8.00 7 ' 8.00 (enclosed structure, Exposure B, height to 30 feet). MAXIMUM UPLIFT REACTIONS: C-5.5x6/ �,,, C-5.5x6 LEFT = -2930 RIGHT = -3500 1. C-5.585/ iiii`C-5.5x6 o C-7x14.5 /1` 1111116 C-7x14.5 0 4g 12` ' C-3x7.7 C-7x11.9 C-3x7.7 0 o C-7x7.7 C-7x7.7 C-3x9.3 C-3x4.3 24468WEDGE REQUIRED AT [{EEL(S). C-7x11.9(S) 3 y lo-11a /5-11-00 y _ %L i/ scale: L/B" 26-07-0 ea Arr Loa rt' ' NewZB-L p{�pyr . JOB NAME: NEST BILLS, 2610 � ` 1 1�:- • .. , I ppAwrsco: General Nabs,inlets of wise noted: , .T • . I.Rad a:General Wes ad WrN.le Were ee.stuetiee el wvf e. 1.-.8 •n la ramp Eoeds as shw>L ,,I,i - •-o I.seare and mein oeraetor enak beedebed es aA General Ikea med itZlies a�P ad bol duds b le Elul*hauled at FILE NO.: 610GRD26 Wrsaw'before seminpwneanaenare. 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