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Specifications (8) s Tvs-moi y A& , 1,474/7/ 6„ r. STRUCTURAL CALCULATIONS PREPARED FOR PLAN 2670 - WINDSOR - 2 CAR GARAGE (ARBOR HOMES) WEST HILLS DEVELOPMENT copy; inA9a THESE CALCULATIONS ARE VOID IF SEAL AND SIGNATURE ARE NOT ORIGINAL MARCH 3, 2005 JOB NUMBER: 04-T229 ■ FROELICH CONSULTING •ENGINEERS INC * * 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 4 • 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 2670-Windsor Project Number: 04-T229 Date: February 17, 2005 By: CAN 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. a IFCIE Client: West Hills Development Project: Plan 2670-Windsor fROELICH Proj.#: 04-T229 CONSULTING Date: 2C/A1N/05 ENGINEERS INC 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 Req's: 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 Req's: --- * Per the 97 UBC&98 OSSC as allowed by the 2004 OSSC FROELICH CONSULTING ENGINEERS, INC. Client: West Hills Development Project: Plan 2670-Windsor Date: February 17,2005 By: CAN DEAD LOAD TAKE OFF ROOF DEAD LOAD Framing(RFR) = 5.0 PSF Sheathing'/z"(RPL) = 1.5 PSF Roofing(RRF) = 3.0 PSF Mech/Electrical (RATE) = 1.5 PSF Ceiling(RCG) = 2.2 PSF Insulation (RIN) = 1.5 PSF Miscellaneous (MIS) = 0.8 PSF ROOF DEAD LOAD RDL=RFR+RPL+ RRF +RME + RMS +RCG +RIN + MIS RDL= 15 PSF FLOOR DEAD LOAD Framing(FFR) = 3.0 PSF Sheathing/Floor (FPL) = 4.0 PSF Mech/Electrical(FME) = 2.0 PSF Lower Ceiling(FCG) = 2.2 PSF Miscellaneous (FMS) = 0.8 PSF FLOOR DEAD LOAD FDL = FFR+ FPL+ FME + FCG + FMS FDL= 12 PSF BALCONY DEAD LOAD BDL= 10 PSF 3-013-1.dwg 2/17/2005 3:04:27 PM Scaled to fit 4 RIDGE 1 hi k 12 ti Iiii llI I jI � TYP 110 .d111 � [1I ��II � �OII I ` I 1111 I!�� I T I I T *R 11, I 1111. 12 .dtil,'- 1 10 TYP ,ditli '���ialliI.ilit.'tli\�:. " „�i�'���IIMINN��I'�'�IIn'1■�' NI�i11. PAIR I/6x2/6 .1/III■11111■I11111111111■IPi11■I1111■11111 , 11111■11111.11111■11111.111111111111/i11.11■11111. 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O' 4-1( MEW c\ ,VP' ,Wirs \ NE ___ 1 - 1 1 ® ..( f.. AMEZse.S- . _ `'i'r►� - h r��(v-vess'5' I ik ♦♦♦♦'�+O'v�♦♦♦ !- STD lr ----–– i�`� "�'° I I %�►ii:►iiOii♦i♦i� ♦i�`• , "� --- 4, a,♦♦ ♦♦Oo ♦♦c♦♦ ♦. ill El , • MIK 4!♦♦N. +4.4_ GIRDER i -- -- _ — �!,:♦�♦i♦iii♦IV hk it U %�I 1 I ♦♦♦�♦ T I I 0 F .♦♦�♦ @8-24 I I sus N-- �� 0 .1 - 1 —{-- a — 1 I g of if STD • 18 v I L_ 41 __, WIPP LJ LJ 2 ROOF HEADERS-LEE V FLOOR FRAMING PLAN e FOR MORE NFO. • 1ROOF FRAMING FL4N 1/4' . fl 6969 SW Hampton Street CLIENT: PAGE (0 / ■ •C Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING ,1 23Bend,O1 SW Sca regon enh)u7se Loop•Suite 101 PROJECT NUMBER 9702 ENGINEERS INC FAX 38 .38 .7696 DATE: e 541.383.1828 6290 f irztPr a/( • iac. V'2QGtro4 0n /y SLI ,v' -}-�:�- � ' r Pti 15-/0 51 S .25p5J VG,- ( 1 pf)(y')(:1i14) - I oao a 5t,- (J,sps{X y')(31./.z)- I7oo w RGa)_ WI _frh.: y' A18' 2\ rel: I cp J 4 � = r�s i DI,- (1(1,5f)(y')(9')- Sio # 51— (ap51)(11')(T) 7 900 P I'lI 1rL �! R-673 w 4-/-:0. 5 3/ A 8 /\ Di = 15-p s-1' ..= a.5-'51 of 1-4- P- 6i D4.=(Isps1-)( ) 6.5-9(9') = acz3o* oL _ 1da�0 54= (a15--5f)( 14.s')(9')- 37)5-0 y'L _ /-76.,a 121n- a_ ySS a - -36 57 Sir LjJ 954- 5G,= 5-0 y04 6969 SW Hampton Street CLIENT: PAGE 4 / ■ J Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING tJ 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER Bend,Oregon 97702 ENGINEERS INC FAX 541.383.7696 DATE 541.383.1828 ■ BY: rood her rr, r ale s • 6 kit 1w w, -t-/-..bb 17' /\ CL: 157•05 'i, '. 23-1257( fii.. 7610# L, = ) \75 ' 1 K/o OF ak- a D K S-,5-' I Pr fiq d r .), w, I vi, w, 1-rib =17 " 1 A 01-" / 75j 54-= e25"p5 { lel = 131211 PL=j30 51-= vioS* SL =a) y6-# pt p0-0, 1-6 / oL=,o0 /4 Sh = /700 At x1.0 OF 01 o 3' o6- I 1401, 3 w I w1 w, t�YJ= 17' ;r1 6' A t9L= /5"75-1 5I. =Asps( W /, a fir:io r L 01_, 1166 1' oz= 875-11 10L- 15-- si SL.= )5,p5{ L 7 1 j.goa Q1-. = I 395-ii Pt 61.1 n 6., l 6)(/° Of-- (01-0 P 54 /700 # D) or 11 A W', A, a= t9---95.1. 5L_ asjsf L1 1711 1._Y 1100 1 �/ k ,I/X/0 COMPANY PROJECT SII WoodWorks® SOFTWARE FOR WOOD DESIGN Fah 17 7rInc'Li•r,8•nd rhrirl 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 15.00(17.00)* No Load2 Snow Full Area 25.00(17.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 0' 6' Dead 788 788 Live 1275 1275 Total 2063 2063 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=at supports,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 = 71 Fv' = 109 fv/Fv' = 0.65 Bending(+) fb = 744 Fb' = 1227 fb/Fb' = 0.61 Live Defl'n 0.03 = <L/999 0.30 = L/240 0.11 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 0.988 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 2 = D+S, M = 3095 lbs-ft Shear : LC# 2 = D+S, V = 2063, V@d = 1533 lbs Deflection: LC# 2 = D+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. 9 COMPANY PROJECT 14 II i WoodWorks° SOFTWARE FOR WOOD DESIGN ' Feb 17,7005 11.5R•'IR rhrir7 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 Area 15.00(17.00)* 0.00 5.50 No Load2 Snow Partial Area 25.00(17.00)* 0.00 5.50 No Load3 Dead Partial Area 15.00 (4.00)* 5.50 8.00 No Load4 Snow Partial Area 25.00 (4.00)* 5.50 8.00 No Load5 Dead Point 1020 5.50 No Load6 Snow Point 1700 5.50 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A A 0' 8' Dead 1312 1360 Live 2104 2183 Total 3417 3543 Bearing: , Length 1.0 1.0 Timber-soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=at supports,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 = 97 Fv' = 98 fv/Fv' = 0.99 Bending(+) fb = 1223 Fb' = 1552 fb/Fb' = 0.79 Live Defl'n 0.09 = <L/999 0.40 = L/240 0.23 Total Defl'n 0.18 = L/537 0.40 = L/240 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 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' = 1.6 million 1.00 1.00 2 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 2 = D+S, M = 8432 lbs-ft Shear : LC# 2 = D+S, V = 3493, V@d = 3376 lbs Deflection: LC# 2 = D+S EI= 628.73e06 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. to COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Fah 17 7M511•FR•d'l rhrlrq 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 Area 15.00(17.00)* 0.00 3.00 No Load2 Snow Partial Area 25.00(17.00)* 0.00 3.00 No Load3 Dead Partial Area 15.00 (4.00)* 3.00 6.00 No Load4 Snow Partial Area 25.00 (4.00)* 3.00 6.00 No Loads Dead Point 1020 3.00 No Load6 Snow Point 1700 3.00 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 0' 6' Dead 1166 873 Live 1881 1394 Total 3047 2267 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=at supports,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 = 72 Fv' = 98 fv/Fv' = 0.73 Bending(+) fb = 874 Fb' = 1006 fb/Fb' = 0.87 Live Defl'n 0.04 = <L/999 0.30 = L/240 0.14 Total Defl'n 0.08 = L/914 0.30 = L/240 0.26 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 2 = D+S, M = 6026 lbs-ft Shear : LC# 2 = D+S, V = 3047, V@d = 2499 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. l � COMPANY PROJECT I WoodWorks® SOFTWARE FOR WOOD DESIGN Fph 17 2QQc 11•ga•,fl rhrird 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 15.00 (4.00)* No Load2 Snow Full Area 25.00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 0' 8' Dead 271 271 Live 400 400 Total 671 671 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=at supports,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 = 25 Fv' = 109 fv/Fv' = 0.23 Bending(+) fb = 323 Fb' = 1222 fb/Fb' = 0.26 Live Defl'n 0.02 = <L/999 0.40 = L/240 0.06 Total Defl'n 0.05 = <L/999 0.40 = L/240 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 0.984 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 2 = D+S, M = 1342 lbs-ft Shear : LC# 2 = D+S, V = 671, V@d = 541 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. 04t229s2.dwg 2/17/2005 1:21:34 PM Scaled to fit f Ad, a © . v ---ro 0 0— �-- H q H 1 L I H I ® I 04 I I Fgi SD e 1-4 VI Fr l 04 F > p4 12 • h an 1 10 6 ko • • 0 e -12 1 ry 4 LIE 5 OPTIONARLO DOOfl i i- I I it 1 • SD O� 13 • .O \;t /ril 1 s iO • Oi JL OO JL Q Co- Ir r �u 1 r I e ©Q - F/O/n� '' �i cr ® 6 F. g �.- \�a\6.O� 1 '✓& 1 g J � sx sD 2 u 1 L J L OO O c• F63 mm ® v ©,o os 0 r.hdr 3 LFFFIR LOO FIRAMINCS FLAN 1/4' • 1'_0' CI 6969 SW Hampton Street CLIENT: PAGE 13 / ■ iTigard,Oregon 97223 117. fcetigrd@teleport.com PROJECT: FROEIICH FAX 503.624.77005 503.624.9770 CONSULTING D 231BendSW Scalehregonouse97702 Loop•Suite 101 PROJECT NUMBER ,O ENGINEERS INC 543541. 83.828 696 fcebend@coinet.com DATE: • BY: ( 1FIf spakl = 1GI fir,b= l b " l0 @ l6 " 0, 6 0,e 7L- _ I)-p5 i 14.o plops.{ 111 • COMPANY PROJECT 1 WoodWorks° SOFTWARE FOR WOOD DESIGN Pnh 17 211115 15117.1R. LIF-1_7 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) : 0 0' 14' Dead 112 112 Live 373 373 Total 485 485 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 ad = 47 Fv' = 95 fv/Fv' = 0.49 Bending(+) fb = 952 Fb' = 1138 fb/Fb' = 0.84 Live Defl'n 0.29 = L/577 0.47 = L/360 0.62 Total Defl'n 0.42 = L/398 0.70 = L/240 0.60 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 = 1697 lbs-ft Shear : LC# 2 = D+L, V = 485, Vad = 431 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. ❑ 6969 SW Hampton Street CLIENT: PAGE IS/ ■ FCi Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING ❑ 231end,OSW Sregoncalehouse Loop•Suite 101 PROJECT NUMBER: B97702 ENGINEERSINC FAX 541.383.7696 DATE: 541.383.1828 ■ BY: F81 w, -tr, h = 1$. 5-1 /21-- = 11psf LL_ /oos7( Ur, A A (4,5"' 01-= 10 3 -ii- , 1.-i.= 301 56".- 571'1x q" 6,4 , cf) /< Pt .2. U! . wl w, -t-,h= 4 PL- l.,sf L1-= i/c)/Ds-' / ii, w. -iv;1, ----- ri 44-10, ' 13/--= 6�'S'� 0�,=a &3--5--pi w3 1,-;b; i 0L- /c,?s�f 1.1 a- �5i L�-.= 3 6 lip# 4-4,7- 3 c Q o { Pt, 74-, RGA 3 L = 5 o d.5.-p )---i,= a`10 47 6 3/1/ x Ja " Gr. 1 . K oi, 5-1d -- 900 it 63 r---- IN, w, -1[;12::- 4i ' a...- 0 f2. 4I-= L'`op'} �5, Vv,)_ TrYj: Cy 04r'olJS G-4-- -d7.)-0# i-i_= 63,00# io I'd- ,. FY2 L7L .165-r0 ,41._= 3 5`9'6, 5.14X l2" ,Z,, O ( J i, F6 y w w fir, _- LL)s ' 04 F ,el s f ���syt .A fir- - FB a I� 0i_= ,), br5-ti D'-- 16'0o e OL= 14°60 tr LL-= 3 61179 Pr- 1,1,1- I-IV-0.-g r-L,1,= I-I9y2- . G-1-- eooe, 5-4 X 16 /4 , L, D I< 6969 SW Hampton Street CLIENT: PAGE I 4O / ■ J V Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING ❑ 231 end,OSW Scalehregonous0e Loop•Suite 101 PROJECT NUMBER: B 9772 ENGINEERSINC FAX 541.383 7696 DATE 541.383.1828 ■ BY: FLO r hem �rc!(.s 6 OL= i ! Lam- Lta�t 2( F85— w, - la' U'z = � ��= (o7,57c 1A/3 ; Tr.b= 17 ,Dv /5/051 01 .2oq01- L tf.bt y' /�G= /575f LLQ �Spsf L�= 313dL yrr� GI pt , , Pq I JO AP 1700 rD/�b/ w, �' J= 17" P�-_ /,-/v 576 wd 7-r;J,= /O' 04--= 75' 13 0 Sp LL 15 95-4- COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN Foy 17,9nnc 15•nR•14. fh1 Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? Load3 Dead Full Area 12.00(15.50)* No Load4 Live Full Area 40.00(15.50)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 0' 10'-6" Dead 1034 1034 Live 3255 3255 Total 4289 4289 Bearing: Length 1.3 1.3 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x9" Self Weight of 10.96 plf automatically included in loads; 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 ad = 120 Fv' = 190 fv/Fv' = 0.63 Bending(+) fb = 1953 Fb' = 2400 fb/Fb' = 0.81 Live Defl'n 0.30 = L/416 0.35 = L/360 0.86 Total Defl'n 0.45 = L/282 0.52 = L/240 0.85 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 2 = D+L, M = 11259 lbs-ft Shear : LC# 2 = D+L, V = 4289, Vad = 3676 lbs Deflection: LC# 2 = D+L EI= 560.41e06 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). I9 COMPANY PROJECT i i 1 WoodWorks® SOFTWARE fOR WOOD DESIGN Fah 17,9nn5-19.r-in.-AA fh7 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 (1.33)* No Load2 Live Full Area 40.00 (1.33)* No Load3 Dead Full Area 10.00 (8.00)* No Load4 Dead Partial Area 15.00 (4.00)* 5.50 12.00 No Load5 Snow Partial Area 25.00 (4.00)* 5.50 12.00 No Load6 Dead Point 3025 5.50 No Load7 Snow Point 5040 5.50 No Load8 Dead Point 540 6.50 No Load9 Snow Point 900 6.50 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : v o 0' 12' Dead 2683 2655 Live 3639 3591 Total 6322 6246 Bearing: Length 1.4 1.4 Glulam-Simple,VG West.DF,24F-V4, 6-3/4x12" Self Weight of 19.24 plf automatically included in loads; 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 ad = 114 Fv' = 218 fv/Fv' = 0.52 Bending(+) fb = 2386 Fb' = 2760 fb/Fb' = 0.86 Live Defl'n 0.24 = L/604 0.40 = L/360 0.60 Total Defl'n 0.49 = L/296 0.60 = L/240 0.81 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 3 = D+L+S, M = 32212 lbs-ft Shear : LC# 3 = D+L+S, V = 6322, VQd = 6153 lbs Deflection: LC# 3 = D+L+S EI=1749.57e06 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). • Vt COMPANY PROJECT ffl W SOFTWARE FOR WOOD DESIGN Feb 17 2005 ta•nn•an_ fhl Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load3 Dead Full Area 12.00 (6.00)* No Load4 Live Full Area 40.00 (6.00)* No Loads Dead Full Area 10.00 (8.00)* No Load6 Dead Full Area 15.00 (4.00)* No Load7 Snow Full Area 25.00 (4.00)* No Load8 Dead Point 2655 16.00 No Load9 Live Point 3590 16.00 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A A 0' 16-3" Dead 1882 4455 Live 2816 6297 I Total 4700 10753 Bearing: Length 1.4 3.2 Glulam-Simple,VG West.DF, 24F-V4, 5-118x12" Self Weight of 14.61 plf automatically included in loads; Lateral support:top=at supports,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 = 101 Fv' = 218 fv/Fv' = 0.46 Bending(+) fb = 1902 Fb' = 2657 fb/Fb' = 0.72 Live Defl'n 0.42 = L/463 0.54 = L/360 0.78 Total Defl'n 0.84 = L/231 1.08 = L/180 0.78 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 0.963 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 3 = D+L+S, M = 19491 lbs-ft Shear : LC# 3 = D+L+S, V = 4700, V@d = 4133 lbs Deflection: LC# 3 = D+L+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). • ao COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Fah 17 7fl8517•M•cf fut Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load/ Dead Full Area 12.00(12.25)* No Load2 Live Full Area 40.00(12.25)* No Load3 Dead Point 2685 17.50 No Load4 Live Point 3640 17.50 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o 6 0' 19' Dead 1799 4060 Live 4942 8008 Total 6742 12068 Bearing: Length 2.0 3.6 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x16-1/2" Self Weight of 20.09 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICBO-UBC; This section FAILS the design check WARNING:This section violates the following design criteria: Shear SECTION vs. DESIGN CODE NDS-1997: (stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 196 Fv' = 190 fv/Fv' = 1.03 Bending(+) fb = 1785 Fb' = 2348 fb/Fb' = 0.76 Live Defl'n 0.48 = L/477 0.63 = L/360 0.75 Total Defl'n 0.76 = L/300 0.95 = L/240 0.80 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 0.978 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 2 = D+L, M = 34590 lbs-ft Shear : LC# 2 = D+L, V = 11877, Vad = 11029 lbs Deflection: LC# 2 = D+L EI=3453.27e06 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 I 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Feb 17,7n05 12.0Q•FQ fns Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load3 Dead Full Area 12.00 (5.00)* No Load4 Live Full Area 40.00 (5.00)* No Load8 Dead Point 1020 6.00 No Load9 Snow Point 1700 6.00 No Loads Dead Full Area 10.00 (8.00)* No Load6 Dead Partial Area 15.00(17.00)* 0.00 6.00 No Load7 Snow Partial Area 25.00(17.00)* 0.00 6.00 No LoadO Dead Partial Area 15.00 (4.00)* 6.00 12.00 No Loadl Snow Partial Area 25.00 (4.00)* 6.00 12.00 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 0 0' 12' Dead 2675 2090 Live 4113 3138 Total 6788 5228 Bearing: Length 2.0 1.6 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x12" Self Weight of 14.61 plf automatically included in loads; 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 ad = 140 Fv' = 218 fv/Fv' = 0.64 Bending(+) fb = 2156 Fb' = 2760 fb/Fb' = 0.78 Live Defl'n 0.24 = L/594 0.40 = L/360 0.61 Total Defl'n 0.48 = L/301 0.60 = L/240 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 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 3 = D+L+S, M = 22103 lbs-ft Shear : LC# 3 = D+L+S, V = 6788, Vad = 5753 lbs Deflection: LC# 3 = D+L+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). as COMPANY PROJECT 1 WoodWorks° SOFTWARE FOR WOOD DESIGN Fah 17 9M517•n1•nR fhR Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loads Dead Full Area 10.00 (8.00)* No Load6 Dead Full Area 15.00(17.00)* No Load7 Snow Full Area 25.00(17.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 A 0' 7'-6" i Dead 1303 1303 Live 1594 1594 Total 2897 2897 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=at supports,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 = 66 Fv' = 98 fv/Fv' = 0.67 Bending(+) fb = 788 Fb' = 1006 fb/Fb' = 0.78 Live Defl'n 0.06 = <L/999 0.25 = L/360 0.24 Total Defl'n 0.13 = L/682 0.38 = L/240 0.35 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 2 = D+S, M = 5431 lbs-ft Shear : LC# 2 = D+S, V = 2897, V@d = 2285 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. 0 6969 SW Hampton Street CLIENT: PAGE/ ■ TigaFAXr5030regon.624.97700223 FROELICH 503.624.7005 PROJECT CONSULTING El 23nd1 SW,OScaonlehouse0Loop•Suite 101 PROJECT NUMBER: Bereg9772 ENGINEERS 541.383.7 INC 5.383.1828 696 DATE: is DATE: I-160r Ad r G.a, 6. 5 0,5' Pt Pct , £hdr I 11111111111111111 w 'Tr,'k= 17' J4__ i5-pc 54=a.5-jos' U S, wd- /-,'� - 7, 3--' b G= l)._ 5 f GL o s= �lD, f bG.= IC4 4 DL=/9-7Hr AL, RAol,/ /04- 7Icrjt LL= 30,o'd4 1-4--, WO P /--.7' 1).-75-'t T kd r 0 ,h w, tv- = F' �L= /7 j�s f 1--4 :- Va/P s f 1 6 y)(j o £k r A .1' Y ter 1,/, 1 e Fe I /'- , `I ' i\ 12Ll- d-6 S.ti i___/_,-_ )...-7)...-769D-17-,),t,v , �IYJ- 69' /2L= /0,y,7r G%lr3 �D t„,, rib: 4/' D�� fy�✓s} GL = a� %�s4 qy (D O/ COMPANY PROJECT 1 WoodWorks° SOFTWARE FOR WOOD DESIGN Eeh 17 2nn12•n1 15 fhttr_1 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 Area 15.00(17.00)* 0.00 2.00 No Load2 Snow Partial Area 25.00(17.00)* 0.00 2.00 No Load3 Dead Full Area 12.00 (7.50)* No Load4 Live Full Area 40.00 (7.50)* No Loads Dead Partial Area 15.00(17.00)* 8.00 8.50 No Load6 Snow Partial Area 25.00(17.00)* 8.00 8.50 No Load7 Dead Point 788 2.00 No Load8 Dead Point 788 8.00 No Load9 Snow Point 1275 2.00 No LoadO Snow Point 1275 8.00 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A o' 8'-6" Dead 1514 1522 Live 3081 3081 Total 4595 4603 Searing: Length 2.3 2.3 Glulam-Simple,VG West.DF, 24F-V4, 3-1/8x9" Self Weight of 6.68 plf automatically included in loads; 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 = 202 Fv' = 218 fv/Fv' = 0.92 Bending(+) fb = 2053 Fb' = 2760 fb/Fb' = 0.74 Live Defl'n 0.19 = L/532 0.28 = L/360 0.68 Total Defl'n 0.32 = L/316 0.43 = L/240 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 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 3 = D+L+S, M = 7216 lbs-ft Shear : LC# 3 = D+L+S, V = 4595, V@d = 3787 lbs Deflection: LC# 3 = D+L+S EI= 341.71e06 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). aS COMPANY PROJECT i 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Feh 17,20,05 19•n1.91 fhdr7 Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Load3 Dead Full Area 12.00 (8.00)* No Load4 Live Full Area 40.00 (8.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 6' Dead 311 311 Live 960 960 Total 1271 1271 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=at supports,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' = 95 fv/Fv' = 0.46 Bending(+) fb = 458 Fb' = 1069 fb/Fb' = 0.43 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.13 Total Defl'n 0.04 = <L/999 0.30 = L/240 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 0.990 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 Custom duration factor for Wind load = 1.33 Bending(+) : LC# 2 = D+L, M = 1907 lbs-ft Shear : LC# 2 = D+L, V = 1271, V@d = 944 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. raco COMPANY PROJECT 114 WoodWorks° SOFTN'ARE FOR WOOD DESIGN _ Ea1 17 7005 17•fL1.27 fhdr3 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 15.00 (4.00)* No Load2 Snow Full Area 25.00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A 0' $' Dead 271 271 Live 400 400 Total 671 671 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 = 25 Fv' = 109 fv/Fv' = 0.23 Bending(+) fb = 323 Fb' = 1242 fb/Fb' = 0.26 Live Defl'n 0.02 = <L/999 0.27 = L/360 0.09 Total Defl'n 0.05 = <L/999 0.40 = L/240 0.13 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 = 1342 lbs-ft Shear : LC# 2 = D+S, V = 671, V@d = 541 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 i WoodWorks® SOFTWARE FOR WOOD DESIGN Fah 17,7(105 12•n1.4d fhrlyd Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? Loads Dead Full Area 10.00 (8.00)* No Load2 Dead Point 865 2.00 No Load3 Live Point 2700 2.00 No Load4 Dead Full Area 15.00 (4.00)* No Loads Snow Full Area 25.00 (4.00)* No *Tributary'Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : a A 0' 4' Dead 728 728 Live 1350 1350 Total 2078 2078 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 fir @d = 91 Fv' = 95 fv/Fv' = 0.96 Bending(+) fb = 928 Fb' = 1080 fb/Fb' = 0.86 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.13 Total Defl'n 0.03 = <L/999 0.20 = L/240 0.14 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 = 3860 lbs-ft Shear : LC# 2 = D+L, V = 2078, V@d = 1964 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. 6969 SW Hampton Street CLIENT: PAGE / ■ TCi Tigard,Oregon 97223 UU FAX 503.624.9770 PROJECT: f ROELICH503.624.7005 CONSULTING 0 231endSW Oregon Scaleho9770use Loop•Suite 101 PROJECT NUMBER: B , 2 ENGINEERS INC FAX 541.383.7696 DATE: 541.383.1828 ■ BY: Ca, ( 5. z. l /e017-A_ q / -FCc), leiiyiX q - • 6,-a.c.-4/ 2)ra ced 4 Fa 1 4; F 6 01--= 103c'iT bz-= /-706o a G1-- 3a:5-5-p- 2- L ,-- foo,R# DDk+t.i. E 11000 # D-- I-Z-4 14/000*- 1 . 6x6 p,57--- o4 FC 3 1-6,ft q , , unbrdcifaf j� - = 1555* . 1-1- _ qgY 54 12/-- t a,5000 IASe 6 x 6 pOs1 • COMPANY PROJECT D21 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Feb 17,9%5 t7•'17•1c_ (7)7vR(rinflta Stiirl 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 (Eccentricity = 0.00 in) Load2 Snow Axial 7000 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 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 Fq' = 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. ' 3d COMPANY PROJECT tit WoodWorks° SOFTWARE FOR WOOD DESIGN Feb 17 7r)nr'1 i2 7'dQ FYF rrirplp ctiirl 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 4500 (Eccentricity = 0.00 in) Load2 Snow Axial 9500 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 9' Timber-soft, D.Fir-L, No.2, 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 = 463 Fc' = 467 fc/Fc' = 0.99 Axial Bearing fg = 463 Fg' = 1702 fg/Fg' = 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 475 1.15 1.00 1.00 1.00 (Cp = 0.854) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.15 1.00 2 Axial • : LC# 2 = D+S, P =13999 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. 31 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Fah 17 211(15 i2.1R•ff LlnhrarsrLRYR 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 Axial 4500 (Eccentricity = 0.00 in) Load2 Live Axial 8000 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 9' Timber-soft, D.Fir-L, No.2, 6x6" Self Weight of 7.19 plf automatically included in loads; Pinned base;Loadface=width(b); Ke x Lb: 1.00 x 9.00=9.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft]; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Axial fc = 415 Fc' = 417 fc/Fc' = 1.00 Axial Bearing fg = 415 Fg' = 1480 fg/Fg' = 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 475 1.00 1.00 1.00 1.00 (Cp = 0.877) 2 E' = 1.3 million 1.00 1.00 0 Fg' = 1480 1.00 1.00 2 Axial : LC# 2 = D+L, P =12564 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. 32 COMPANY PROJECT 1 WoodWorks° SOFTWARE FOR WOOD DESIGN EP., 17 ?floc 1_2•173_ hallonn Froman Well 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 UDL 300 (Eccentricity = 0.00 in) Load2 Snow Axial UDL 500 (Eccentricity = 0.00 in) Load3 Wind Full UDL 16.0 No MAXIMUM REACTIONS (lbs): 0' 12' Dead Live 96 96 Total 96 96 Lumber Stud, D.Fir-L, Stud,2x6" Spaced at 16"c/c;Self Weight of 1.96 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 12.00=12.00[ft]; Lateral support:top=Lb,bottom=Lb; 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 = 16 Fv' = 152 fv/Fv' = 0.11 Bending(+) fb = 457 Fb' = 1288 fb/Fb' = 0.35 Axial fc = 132 Fc' = 505 fc/Fc' = 0.26 Axial Bearing fg = 132 Fg' = 2323 fg/Fg' = 0.06 Combined (axial compression + s_de load bending) Eq.3.9-3 = 0.38 Live Defl'n 0.26 = L/561 0.80 = L/180 0.32 Total Defl'n 0.26 = L/561 0.80 = L/180 0.32 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 1.15 4 Fv' = 95 1.60 1.00 1.00 4 Fcp'= 625 1.00 1.00 - Fc' = 850 1.15 1.00 1.00 1.00 (Cp = 0.517) 2 Fc' = 850 1.60 --combined comp. + bending-- (Cp = 0.398) 4 E' = 1.4 million 1.00 1.00 4 Fg' = 2020 1.15 1.00 2 Bending(+) : LC# 4 = .6D+W, M = 288 lbs-ft Shear : LC# 4 = .6D+W, V = 96, V@d = 90 lbs Deflection: LC# 4 = .6D+W EI= 29.12e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC# 2 = D+S, P = 1089 lbs Combined : LC# 4 = .6D+W, CD= 1.60 (1 - fc/FCE) = 0.95 (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. L CS I I Z 111 I I r I Z --J L _ .11 I I I O © I --III a a I 6 } �__—T aS I aOpy � d� oc I CS ff® -— • r-——� 1 ae' ,-.:_s___ • - I J jI L - A " e?' ill a r Ano ©dll I I N I I 4-7 I CD rJ L-1 r C L 0., I II I I )4OO21 CM.OV.IWOO I I NO Sty S 3J. NOO.tr II — ,II( L� r_ y I - F O 0 I WIS 4S i " ( ) Q (i)ri i a5 CIS WIS I I (• ) Z I CSI Et i � _ 0 - 0 - I�CI � I z , ,_ 0 0 0 0 0 El \ , E_ 0 � /VV 0:- - LiZ as mi - \ 0 I d.LL O 0 0 0 - C - . tp 0 - I- L ©du '—ll 11=1 J I a Elk CIS CIS .7._ PI IN PaleaS Wd LV:99:Z 900Z/LL/Z 6MP' .S6ZZWO O 6969 SW Hampton Street CLIENT: PAGELit' / ■ N TFAX 03..624 97d,Oregon 770223 PROJECT: FROELICH 503.624.7005 CONSULTING ° 23Bend1 SWOregon Scalehouse97702 Loop•Suite 101 PROJECT NUMBER: , ENGINEERS INC FAX 82.7696 DATE 541.383.1383.1828 ■ BY: / V L�1:'MI • ihir r j (7a , t( I F .-/xp D/< COMPANY PROJECT i 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Feb 17 7M5 19.f11•dn MPR1 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 (4.00)* No Load2 Live Full Area 40.00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 0 0' 8' Dead 216 216 Live 640 640 Total 856 856 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 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 = 43 Fv' = 95 fv/Fv' = 0.45 Bending(+) fb = 670 Fb' = 1170 fb/Fb' = 0.57 Live Defl'n 0.08 = <L/999 0.27 = L/360 0.31 Total Defl'n 0.12 = L/768 0.40 = L/240 0.31 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 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 = 1712 lbs-ft Shear : LC# 2 = D+L, V = 856, V@d = 727 lbs Deflection: LC# 2 = D+L EI= 177.83e06 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. FROELICH CONSULTING ENGINEERS INC., Client: West Hills Development Project: Plan 2670 Windsor Project#: 04-T229 By: CAN Footings Maximum Allowable Required Required Dimensions Used Dimensions Footing Bearing Footing Size Load (Ptot) Mallow 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"(I)x 8" 2450 1500 1.63 1.28 1.28 1.5 1.5 8 177 1486 24" 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 Required Area: = (Ptot/gauow)oe Bearing Pressure = (Ptot+Wftg)/(W*L) = (Ptot+Wftg)/(W*L*3.1415/4) W ❑ 6969 SW Hampton Street CLIENT: PAGE J �/ ■ Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING ❑ 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: ENGINEERS C Bend,Oregon 97702 INC F541.3AX 541.383.28 83.187696 DATE: U BY: C h f sf Plr m-I-- 170,441- • aus1- .__1:_,-/ ,2 c- 41' \..i /V), = a O" °1 /l ",h2.° ?1" 7b 1( .F U= 6 .101fi(1)C-'•F'): ,,I3R5-„ v= :`9.)-cfj,f-c)( g ')- : .- 3, o Di-, :. ( Pi -fc fX 10.� r)(0.66)0, 5—) PLyc (P/,,-pcic)(1)"ka 66`)( s—) f (iapsf)( 5)( 15—) 4-(1,2-1251)(5-')(5") -t- (l15pclY51(5 / )(0.333 `) ÷(P/5-pc6( --/)(5—')l0, 33 ' ) -r('YS-e--F)(/o')(/, LAS ') ± ( pl sp c ,F)<<a')(/. /is-) .)-( l ap s f)C 9' )( s') 4-(lops f )c v)00i) -( i-srs1)( 5-')G)-') 1( ( p f)( •')(7`) +(/ )psf)( s')(s`) -F(l Q8° #) 4- ( l his )(s')(s') ( /0fisf)(80( iD ') / {. x l on Ce.._ y w/ 3 Ir r ii, I- /7.— Title: Job# Dsgnr: Date: 3:11 PM, 17 FEB 05 Description: Scope: Rev: 580000 User:KW-0602304,Ver 5.8.0,1-Dec-2003 Combined Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software calcs.ecw:Calculations Description General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 i Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone 3 Fy 40,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live&Short Term Load Combined Dimensions111 Footing Size... Column Support Pedestal Sizes Distance Left 2.00 ft #1 :Square Dimension 0.00 in Dist.Betwn Cols 6.25 ft ...Height 0.00 in Distance Right 4.00 ft #2:Square Dimension 0.00 in Footing Length 12.25 ft ...Height 0.00 in Width 2.00 ft Thickness 10.00 in LoadsII Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Vertical Loads... na.Left Column (a.Right Column Dead Load 7.020 k 8.785 k Live Load k k Short Term Load k k Applied Moments... Dead Load k-ft k-ft Live Load k-ft k-ft Short Term Load 20.900 k-ft 31.760 k-ft Applied Shears... Dead Load k k Live Load k k Short Term Load 2.325 k 3.530 k ' Summary 1 Footing Design OK Length=12.25ft, Width=2.00ft, Thickness=10.00in,Dist.Left=2.00ft,Btwn.=6.25ft,Dist. Right=4.00ft Maximum Soil Pressure 1,734.13 psf Allowable 1,995.00 psf Steel Req'd @ Left 0.216 in2/ft Max Shear Stress 82.94 psi Steel Req'd @ Center 0.864 in2/ft Allowable 85.00 psi Steel Req'd @ Right 0.902 in2/ft Min. Overturning Stability 2.176:1 _Soil PressuresIll Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead+Live 971.6 1,500.0 psf Eq.C-1 1,360.3 psf 0.548 ft Dead+Live+Short Term 0.0 1,995.0 psf Eq.C-2 0.0 psf 2.518 ft Soil Pressure @ Right End Eq.C-3 0.0 psf Dead+Live 560.2 1,500.0 psf Eq.C-1 784.3 psf -0.548 ft Dead+Live+Short Term 1,734.1 1,995.0 psf Eq.C-2 2,427.8 psf 2.518 ft Stability Ratio 2.2 :1 Eq.C-3 1,560.7 psf Title: Job# Dsgnr: Date: 3:11 PM, 17 FEB 05 34j Description: Scope: Rev: 580000 Page 2 User:KW-0602304,Ver 5.8.0,1-Dec-2003 Combined Footing Design _(c)1983.2003 ENERCALC Engineering Software calcs.ecw:Calculations Description _Moment & Shear Summary (values for moment are given per unit width of footing) Moments... ACI C-1 ACI C-2 ACI C-3 Mu @ Col#1 2.32 k-ft/ft -0.33 k-ft/ft -0.21 k-ft/ft Mu Btwn Cols 5.42 k-ft/ft 14.98 k-ft/ft 15.10 k-ft/ft Mu @ Col#2 5.42 k-ft/ft 15.68 k-ft/ft 10.08 k-ft/ft One Way Shears... Vn :Allow*0.85 85.000 psi 85.000 psi 85.000 psi Vu @ Col#1 21.629 psi 3.162 psi 2.032 psi Vu Btwn Cols 37.246 psi 0.000 psi 0.000 psi Vu @ Col#2 30.879 psi 82.941 psi 53.319 psi Two Way Shears... Vn:Allow*0.85 170.000 psi 170.000 psi 170.000 psi Vu @ Col#1 56.249 psi 58.225 psi 41.590 psi Vu @ Col#2 71.522 psi 69.738 psi 44.832 psi _Reinforcing (values given per unit width of footing) ali Left Edge of Col#1 Between Columns (c.Right Edge of Col#2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI C-1 61.00 psi 0.216 in2/ft @ Bottom 142.61 psi 0.383 in2/ft @ Bottom 142.61 psi 0.383 in2/ft @ Bottom ACI C-2 8.71 psi -0.216 in2/ft @ Top 393.87 psi 0.857 in2/ft @ Bottom 412.25 psi 0.902 in2/ft @ Bottom ACI C-3 5.60 psi -0.216 in2/ft @ Top 396.98 psi 0.864 in2/ft @ Bottom 265.02 psi 0.554 in2/ft @ Bottom _ACI Factors (per ACI,applied internally to entered loads) if ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Additional Seismic"1.4"Factc 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Additional Seismic"0.9"Facto 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 5:28PM, 7 DEC 04 140 Description: main menu selection, choose the Printing&Title Block tab, and ent Scope: your title block information. Rev: 580007 User:KW-0602304,Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 1 (c)1983-2003 ENERCALC Engineering Software ibc seismic coeff.ecw:Calculations Description ARBOR CREEK - NW Saltzman Rd and Thompson Rd (Portland) 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, III, and 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 Snits = Fa* Ss = 1.152 SMS = Fv * S1 = 0.627 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SDS= SMS* 2/3 = 0.768 Sol = SMI* 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 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist 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# these five lines, use the SETTINGS Dsgnr: Date: 5:28PM, 7 DEC 04 Description: main menu selection, choose the Printing &Title Block tab, and ent Scope: your title block information. Rev: 580007 ASCE 7-02 Earthquake Load Calculations Page 2 7 User:580007 2304,Ver 5.8.0,1-Dec-2003 �+ (c)1983-2003 ENERCALC Engineering Software ibc seismic coeff.ecw:Calculations Description ARBOR CREEK - NW Saltzman Rd and Thompson Rd (Portland) 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 " 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: = 0.333 sec Building Period "Ta"Calculated from Approximate Method selected = 0.256 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: 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 = 0.27 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 = 0.1280 from 9.5.5.2.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 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)"k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Total Base Shear= 0.00 k Sum Wi *Hi = 0.0 k-ft Base Moment= 0.0 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 • 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 PortlandMaps Detail Report Page 1 of 1 Na_ Prt I, ci I ps New Search I Mapping I Help NW SALTZ##MAN RD & NW THOMPSON RD -WASHINGTON Explorer I Property 1 Maps 1 Crime I Census COUNTY Navigate the area map for this address Property Report Long -122.81063 Lat 45.54856 2aCIk KEE I< i ifzry� ,, .d' ...li''' LZY'I'''''''''''V' ' $";;ELL,I'';'4,, 4 , L 4tS.,4 g2.411,,,-1. x ti*.0,,,, kilii A±. �� .,....„,„,.„,t, ,..„....el ,L ---- 1$11I, ' l e,iis V2rkeiK-4 I t '"� � r ,4 El ,,pro -^��, ' � #r .a ' axt ±� � 4,..,:c:,..7.4,1211-1,,,.::: .4... �'z t RA i -- ,\>;,.:-----` L� — a .,":'/ 47;cli a to !Property zi 01 1250 FT City of Portland, Corporate GIS 12/7/2004 THE GIS APPLICATIONS ACCESSED THROUGH THIS WEB SITE PROVIDE A VISUAL DISPLAY OF DATA FOR YOUR CONVENIENCE EVERY REASONABLE EFFORT HAS BEEN MADE TO ASSURE THE ACCURACY OF TIE MAPS AND ASSOCIATED DATA THE CIN OF PORTLAND MAKES NO WARRANTY.REPRESENTATION OR GUARANTY AS TO THE CONTENT.SEQUENCE,ACCURACY,TIMELINESS OR COMPLETENESS OF ANY OF TI HE DATA PROVIDED HEREIN.THE USER OF TIIESE APPLICATIONS SHOULD NOT RELY ON THE DATA PROVIDED IIEREIN FOR ANY REASON.THE CITY OF PORTLAND EXPLICITLY DISCLAIMS ANY REPRESENTATIONS AND WARRANTIES,INCLUDING.WITHOUT LIMITATION.THE IMPLIED WARRANTIES or MERCIIANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE.TIE CITY OF PORTLAND SIIA11 ASSUME NO LIABILITY FOR ANY ERRORS,OM19510HS OR INACCURACIES IN TIE INFORMATION PROVIDED REG LESS OF IIOW CAUSED.THE CITY OF PORTLAND SHALL ASSUME NO LIABILT'FOR ANY DECISIONS MADE OR ACTIONS TAKEN OR NOT TAKEN BY THE USER OF THE APPLICATIONS IN RFLANCE UPON ANY INFORMATION DR 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 httn://www.nortl andmans.com/detail.cfm?action=exnlorer&intersection id=403142&x=76... 12/7/2004 To specify your title block on Title: Job# J' these five lines, use the SETTINGS Dsgnr: Date: 5:27PM, 7 DEC 04 �l Description main menu selection,choose the Printing&Title Block tab,and ent Scope: your title block information. LRev: 580007 ASCE 7-02 Earthquake Load Calculations Page 1 User:3.2003 2304,Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software ibc seismic coeff.ecw:Calculations 7 Description ARBOR SUMMIT - Bull Mountain Road and Greenfield Dr (Tigard /Washington County) 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 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 = 1.08 Fv = 1.66 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003/BC Equations 16-38 & 16-39 S Ms = Fa* Ss = 1.135 SM1 = Fv* S1 = 0.613 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SDS= SMS* 2/3 = 0.757 Sol = Smi* 2/3 = 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 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist 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# 14� these five lines, use the SETTINGS Dsgnr: Date: 5:27PM, 7 DEC 04 Description : • main menu selection, choose the Printing &Title Block tab, and ent Scope: your title block information. UserRev::SKW-0802304,Ver 5,8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 2 V (c)1983-2003 ENERCALC Engineering Software ibc seismic coeff.ecw:Calculations — Y Description ARBOR SUMMIT - Bull Mountain Road and Greenfield Dr(Tigard /Washington County) Average Floor Area per Level= 0 112 User defined Shear Carrying e/0 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 = 30.00 "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 9.5.5.3.2-1 : Ta=Ct*(hn ^x) = 0.256 " 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 = 0.333 sec Building Period "Ta"Calculated from Approximate Method selected = 0.256 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 = 0.27 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) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 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)^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum Wi = 0.00 k Total Base Shear= 0.00 k Sum Wi* Hi = 0.0 k-ft Base Moment= 0.0 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 PortlandMaps Detail Report rage i of 1 • POrticifld t\A New Search I Mapping I Help 14600-14699 SW GREENFIELD DR -TIGARD Explorer I Property I Maps I Crime I Census Navigate the area map for this address Property Report Long -122.80942 Lat 45.41338 l ! : , 1 ,--__.- _.:..,,,..: ___ - A lLi SLrMr�I T , '° -- J 1 i My. lid ' ���41 Z1 l �.. - i .' J _ ,_ 1 ti 1 icr ar a 1D 1 Property 0 I 1500 FT City of Portland, Corporate GIS 12/7/2004 THE GIS APPLICATIONS ACCESSED THROUGH TI11S WED SITE PROVIDE A VISUAL DISRAY OF DATA FOR YOUR CONVENIENCE.EVERY REASDNADLE EFFORT IIAS BEEN MADE TO ASSURE THE ACCURACY OF TIE MAPS AND ASSOCIATED DATA.THE C01711% ITY OF IORTLAND MAKES NO WARRANTY,REPRESENTATION OR OUARANTY AS TO TIIE CONTENT,SEQUENCE ACCURACY.TIMELINESS OR COMPLETENESS OF ANY OF THE DATA PROVIDED IIURCRS. NT USER OF TIIESE APPLICATIONS 8110ULD NOT RELY ON TI IE DATA PROVIDED HEREIN FOR ANY REASON.THE CITY OF PORTLAND EXPLICITLY DISCLAIMS ANY REPRESENTATIONS AND WARRANTIES.INCLUDING,WITHOUT LIMITATION.THE IMPLIED WARRANTIES OF MERCHANTABILITY SHALLAND FITNESS FOR A PARTICULAR PURPOSE ATHE CTION Y OF PORTLAND SHALL ASSUME NO LIABILITY FOR ANY FNS I NS.OMISSIONS.OR ANY INFO INACCURACIES IN THE INFORMATION PROVIDED REGARDLESS OF 110W CAUSED. CITY OF PORTLAND SIIAII.ASSUME NO UARILRY FOR ANY DECISIONS 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 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 http://www.portlandmaps.com/detail.cfin?ActiveTheme=Property&action=Explorer&Cmd... 12/7/2004 To specify your title block on Title: Job# / these five lines, use the SETTINGS Dsgnr: Date: 5:28PM, 7 DEC 04 116, Description: main menu selection, choose the Printing&Title Block tab, and ent Scope: your title block information. Rev: 580007 ASCE 7-02 Earthquake Load Calculations Page 1 User 3-2 03 ENE Ver C Engineeringn, Dec-2003 (c)1983-2003 ENERCALC Software ibc seismic coeff.ecw:Calculations Description ARBOR POINTE - Bull Mountain Road and 163rd Avenue (Washington County/Tigard) 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, III, and 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 = 0.860 g, 0.2 sec response S I = 0.303 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 = 1.16 Fv = 1.79 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38 & 16-39 S Ms = Fa* Ss = 0.994 SMI = Fv* S1 = 0.544. Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SDS= SMS* 2/3 = 0.663 SDI = SMI* 213 = 0.363 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 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist 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# q7- these five lines, use the SETTINGS Dsgnr: Date: 5:28PM, 7 DEC 04 Description : main menu selection,choose the Printing&Title Block tab, and ent Scope your title block information. Rev: User KW-0602304,Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 2 W-06 (c)1 983-2003 ENERCALC Engineering Software ibc seismic coeff.ecw:Calculations Description ARBOR POINTE - Bull Mountain Road and 163rd Avenue (Washington County/Tigard) 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 beinq used according to the provisions of ASCE7-02 9.5.5 Determine Building Period "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: = 0.333 sec Building Period "Ta"Calculated from Approximate Method selected = 0.256 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.663 " 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 = 0.11 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.24 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 = 0.11 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1105 from 9.5.5.2.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 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)^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Total Base Shear= 0.00 k Sum Wi* Hi = 0.0 k-ft Base Moment= 0.0 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 Wpx Weight at level of diaphragm and other structure elements attached to it. 9 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 PortlandMaps Detail Report rage i kill • Ili PorflandMapsNew Search I Mappinq I Help NO ADDRESS AVAILABLE Explorer I Property I Maps I Crime I Census Navigate the area map for this address Property Report Long -122.84216 Lat 45.41488 tARBOR 9 I � I ,,, A. • r '�� 1 POINTE _ 1 _1r,.,„ '” I All 1 I -1 I ;A'`' ti --/ _ I ) laiffillilV --7----f rz., nail imi,', - Ir ill .4-----__ m - t.tliit N ,, �!,.41,,,,i....-„A,....i,. ,-.--...,,,-,,,,,...i, ....,. • 1 \ _ \- 7,211/ y N.7 ,xN,. a m !Property 01 500 FT City of Portland, Corporate GIS 12/7/2004 THE GIS APPLICATIONS ACCESSED THROUGH THIS WEB SITE PROVIDE A VISUAL DISPLAY OF DATA FOR YOUR CONVENIENCE EVERY REASONABLE EFFORT HAS BEEN MADE TO ASSURE THE ACCURACY OF THE MAPS AND ASSOCIATED DATA THE CRY OF PORTLAND MAKL9 NO WARRANTY.REPRESENTATION OR GUARANTY AS TO THE CONTENT,SEQUENCE,ACCURACY.TIMELINESS OR COMPLETENESS OF ANY OF THE DATA PROVIDED HEREIN.TIIE USER OF THESE APPLICATIONS SHOULD NOT RELY ON THE DATA PROVIDED HEREIN FOR ANY REASON.THE CITY OF PORTLAND EKPUCITLY DISCLAIMS ANY REPRESENTATIONS AND WARRANTIES,INCLUDING.WITHOUT IMITATION,THE IMPLIED WARRANTIES OF MERCIIANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE TIIE CITY OF PORTLAND SHALL ASSUME NO UADILITY FOR ANY ERRORS.OMISSIONS.OR INACCURACIES IN THE INFORMATION PROVIDED REGARDLESS OF 110W CAUSED.THE CITY OF PORTLAND SHALL ASSUME NO LIABILITY FOR ANY DECISIONS MARE OR ACTIONS TAKEN OR NOT TAKEN DY THE USER OF THE APPLICATIONS IN RELIANCE UPON ANY INFORMATION OR DATA FURNISIIED HEREUNDER TO BE SURE OF COMPLETE ACCURACY.PLEASE CHECK WITI CITY STAFF FOR UPDATED INFORMATION. Address I Mappinq I Advanced I Help I About PortlandMaps © 2004 City of Portland httn://www.nortlandmans.com/detail.cfin?ActiveTheme=Property&action=Explorer&Cmd... 12/7/2004 Y lL1 • ��� Client: WHO Project: Plan 2670(Windsor) FROELICH Proj.Date:9 Dec-04 CONSULTING by: NDS ENGINEERS,INC LATERAL ANALYSIS WIND PRESSURE: Wind speed: BO mph q. 16.4 psf Exposure: B I 1.00 Co. 0.8 Co 0.5 Windward Pressure Leeward Pressure Total Pressure Height Cz (Psf) (Ps) (psf) 0'-15 0.62 8.13 5.08 13.2 15'-20' 0.67 8.79 5.49 14.3 20'-25' 0.72 9.45 5.90 15.4 25'-30' 0.76 9.97 6.23 16.2 30'-35' 0.80 10.50 6.56 17.1 35'-40' 0.84 11.02 6.89 17.9 40'-50' 0.90 11.74 7.34 19.1 50'-60' 0.95 12.46 7.79 20.3 SEISMIC: See attached • So Client: WHD INIE Project: Plan 2670(Windsor) FROELICH Proj.# 9 Date: Dec-04 CONSULTING by: NDS ENGINEERS,INC WIND ANALYSIS&DISTRIBUTION:Side-Side Direction Tributary Widths at Various Heights Uniform Load Length Wind Force Level 0'-15' 15'-20' 20'-25' 25'-30' 30'-35' 35'-40' 40'-50' 50'-60' (plf) (ft) (lbs) Roof 1 5 3.75 2.25 0.5 0 0 0 187 47 8798 2nd 9.5 0 0 0 0 0 0 0 126 47 5902 Sum= 14700 WIND ANALYSIS&DISTRIBUTION:Front-Back Direction Tributary Widths at Various Heights Uniform Load Length Wind Force Level 0'-15' 15'-20' 20' 25' 25' 30' 30' 35' 35' 40' 40'-50' 50'-60' (plf) (ft) (lbs) Roof 1 5 3.75 2.25 0.5 0 0 0 187 40.0 7488 2nd 9.5 0 0 0 0 0 0 0 126 40.0 5023 Sum= 12511 SEISMIC ANALYSIS&DISTRIBUTION: Force Level lbs Roof 5140 2nd 3010 Sum= 8150 Therefore: Wind Governs Side-Side Direction Wind Governs Front-Back Direction • n Cn Client: West Hills v Hf+Hs ILIS(�(IL6y L=Length of individual wall Lt • Project: Plan 2670 Windsor Lt=Total length of wall along gridline FROEEICHProj.#: 04-T229 La=Length of moment arm in wall(if Ms=[Hs(hl+hu+1)+Hf(h1)]x L- JU Date: 2/16/2005 By: CAN different than wall length) Lt CONSULTING hu=Height of upper wall hl=Height of lower wall ENGI1EERS�IN Hf=Horizontal force at gridline Hs=Horizontal force at gridline from upper Mu=[Hs(hl)+Hf(h!)]x L level . Lt Main Level Shear Walls and Holdowns V=Unit shear in wall Ms=Overturning moment when upper wall is stacked above lower wall 2LZ Roof dl: 15 psf Mu=Overturning moment when upper wall is Mr=3[(Rtrib x RoofDL)(Wtrib x Wa1IDL)(Ftrib x FloorDL)]Z not stacked or does not exist 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 Ts= Ms Mr Mr=Resisting moment due to dead load La La Tu=Tension if walls not stacked 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) (lb) (lb) (Ib) (plf) (lb*ft) (Ib*ft) (ft) (ft) (ft) (lb*ft) (Ib) (lb) I Front-Back Event Left 15.5 28.25 15 8 9 2520 3744 222 49420 30932 4.0 17 0.0 18419 834 2067 HTT16 STD Left 6.75 28.25 6.25 8 9 2520 3744 222 21522 13470 4.0 17 4.0 4222 1480 2768 HTT16 STD Left 6 28.25 5.5 8 9 2520 3744 222 19130 11974 4.0 17 4.0 3336 1570 2872 HTT16 STD Right 14 33 13.5 8 9 2520 3744 190 38212 23917 4.0 17 4.0 18163 426 1485 HTT16 STD Right 5.5 33 5 8 9 2520 3744 190 15012 9396 4.0 17 4.0 2803 1319 2442 HTT16 STD Right 13.5 33 13 8 9 2520 3744 190 36848 23063 4.0 17 4.0 16889 475 1535 HTT16 STD With opt fireplace Left 6.5 19.25 6 8 9 2520 3744 325 30414 19036 4.0 17 0.0 3239 2633 4529 HTT22 A Left 6.75 19.25 6.25 8 9 2520 3744 325 31584 19768 4.0 17 4.0 4222 2487 4378 HTT22 A Left 6 19.25 5.5 8 9 2520 3744 325 28074 17572 4.0 17 4.0 3336 2588 4498 HTT22 A Side-Side Event Front 2.5 6.3 2 8 9 1450 4400 929 36607 20893 4.0 17 0.0 479 10207 ---- HD 14A C 11 Front 3.8 6.3 3.3 8 9 1450 4400 929 55643 31757 4.0 17 0.0 1107 9288 ---- HD 10A C Mid 12 12 11.5 8 9 2900 0 242 26100 26100 0.0 9 8.0 8928 1493 ---- HTT16 STD Back 7 12.75 6.5 8 9 1450 4400 459 50647 28906_ 8.0 17 7.5 6207 3492 6837 HD8A C Back 5.75 12.75 5.25 8 9 1450 4400 459 41603 23744 8.0 17 7.5 4188 3725 7127 HD8A C Back 0 12.75 -0.5 8 9 1450 4400 459 0 0 8.0 17 7.5 0 0 0 0 • Client: West Hills v Hj+Hs L=Length of individual wall Project: Plan 2670 Windsor Lt=Total length of wall along gridline FROELIC�H Proj.#: 04-T229 La=Length of moment arm in wall(if �,LL Date: 2/16/2005 different than wall length) COPISLJ[1 1N hu=Height of upper wall L By: CAN hl—Height of lower wall Ms=[Hs(hl+hu+l)+ff(!r!)]x Lt ENGINEERS INCHf=Horizontal force at gridline Hs=Horizontal force at gridline from upper L level Mu=[Hs(hl)+Hf(!rl)]x L— l V=Unit shear in wall Ms=Overturning moment when upper wall is Upper Level Shear Walls and Holdowns zL' stacked above lower wall Mr=—[(Rtrib x RoofDL)(Wtrib x Wa11DL)(Ftrib x FloorDL)j— Mu=Overturning moment when upper wall is 3 2 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) (Plf) (lb*ft) (ft) (ft) (ft) (1b*ft) (lb) Front-Back Event Left 33 33 33 8 3744 113 29952 8 8 0 72600 -1292 Na STD Right 9.75 27.75 9.75 8 3744 135 10524 8 8 0 6338 429 N/R STD Right 18 27.75 18 8 3744 135 19428 8 8 0 21600 -121 N/R STD Side-Side Event • Front 20 20 20 8 3745 187 29960 8 8 0 26667 165 N/R STD Front 5 10 5 8 655 66 2620 4 8 0 1167 291 N/R STD Front 5 10 5 8 655 66 2620 4 8 0 1167 291 N/R STD Back 3.5 11.25 3.5 8 4400 391 10951 8 8 0 817 2896 MST48 B Back 4.5 11.25 4.5 8 4400 391 14080 8 8 0 1350 2829 MST48 B Back 3.25 11.25 3.25 8 4400 391 10169 8 8 0 704 2912 MST48 B 0 El 6969 SW Hampton Street CLIENT: PAGE S3/ ■ � Tigard,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH 503.624.7005 CONSULTING 231BendSW Scalehregono702use Loop. Suite 101 PROJECT NUMBER: ,O97 ENGINEERS INC FAX 541.383.1 8.3823.7696 696 DATE ■ BY: Cr�i9rG� CcS /14, w e2 �s7,q)(17'0', 4/0,pt., 33' T- C = 3 7, y°o #17L // 3 3 3' IO I 7�=C 37,s ti a 5t re It-Ifd J r )Dr dl y4ra.,h., 'to' r- 6 a 5" o� *- - 30 xc yo' a -c ADDRESS: LOT# N O SUBDIVISION: PO# 6-00-00,� 6-00-00,i N 124 R4 WEST HILLS DEV. — — — 12 PLAN 2452 & 2670 , 0 3J114 o I 1¢ Lc — JL4 (GARAGE RIGHT) III UI � I c.' - 01 16 10/12 PITCH 3Jfle 0 I cc; I r 63 Le= 0-10-0 0/H •`' R -to 421 LOAD 1.111. - = 112° 66 BLOCKS 11116:1 61 r' n 'A. JR-16 '- — l�, `' r ,�14 0 34 VENTS Ni6 S d6 — 1L16 1 JLI.,—__ 3 ' t1116 10D H–CLIPS 14 054'� a 4 o JL 14 Cr) HANGERS jl12 1111.Er ; �— —J z 112_ HANGERS ,.A�o 'V g o JLI HANGERS 1"` ". HANGERS as iffirz ,�(v�, o � 6 Ari1 `u 24 _ 16 JL4 i 7. ,'s13_01IMI I` JL4 JLz4 1 -- 1A JR2 FRAMER. /' �', _ -� - PHONE: ' STUB x ' "r 011. I= o o JOHN - –w�1W p-6–p 3 + 0 20-6-0 1 A \V , - p +- - - -1 r` SPAN -/ ARIEL TRUSS CO. 31 3' WIIJSTON VU - 18-01-00 360-574-7333(0) 111/Sls 360-574-7334(F) o C i yB-00-00 y Copyright (c) CompuTrus Inc. 1 ADDRESS: LOT.# N O • SUBDIVISION: PO# 6-00-00,� 6-00-00,. -- NEST HILLS DEV. ^' L2 L4 R4 R2 .P t‘112 — p r o - - ,I-2 PLAN 2452 6 2670 ' — "' `9 SJL4 (GARAGE LEFT) 9761 • '' I m m+ U SJL6 0 10/12 PITCH 42 3 ( ri, �e 0-10-0 0/H t. � 903 f4� , tea' 42# LOAD � I', irrrr 66 BLOCKS �laiz �r _ o JRi4 © O� L —� _ _15JL14 34 VENTS 1 J316. — F6 1 # +i' JL16 o i i -- JR 16 100 H-CLIPS a-- 14 ooE �-5 Jae HANGERS a Buz cr) ti JR12 HANGERS JL10 o cl o f J1110. HANGERS 0 C21 ' I 1 JIB Aira+v, z ----so HANGERS JL5 I °� "` G+l1. y 1/ I _ JL4 ,, silk JR4 JL2 4 P _ _- +' +7(++' Q �— JP2 FRAMER: ,. R JLII) I ,,� E Loh, x— � '�� L/� �'J .•�g PHONE: 1 o � I — aw. _ 1 0 0 �� R4 , STUB JOB# 0 0 3 ,L2 i R2 . 0-6-0 2 Q N cu.-› T ¢h. mm t� - N / 'g� 1 20-6-0 ARIEL TRUSS CO. J' • 18-01-0071' - ; - SPAN ., -.WINSTON YU 3 36D-574-7333(0) RIS I 1 360-574-7334 IF) o Lo y GEgo y 8-00-00 Copyright (c) CampuTrus Inc. • IYi I I II rlI�ma Hs YY ISI nits ', �[o Trus Inc.�nc, This design prepared from computer input by �c / Ariel Truss Company Inc. - CG Trans ID: 94922 . 7,1.3T(LI)-X ^3 \ LIMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" IBC 2003 SINGLE HERBER FORCES 411RGDr•....) ]AAD DURATION INCREASE - 1.15 T 1- 0 B 1- 171 11 1- -136 0 5131 SPECIE GRADE PANEL(SI SPACED 24.0" O.C. T 2- -277 B 2- 0 K 2- 265 e-31 TOP CHORDS: T 3- -235 2x 4 DT 911E1TR 1- 3 BOTT011 CHORDS: LOADING d 2x 4 OF I1EBTR L- 2 LL[ 25.01+DL( 7.0) OR TOP CHORD = 32.0 PSE .-- WEBS: • DL ON BUTTON CHORD - 10.0 P51* LEFT = 232 RIGRT = 233 r--.D 2x 4 OF STAND L- 2 TOTAL IAAD - 42.0 PSE* TC LATERAL SUP PORT <= 12"OC. OON. KCAL PSF REDUCTION TAKEN ON BEARING AREA MITERED (SQ. IN) BC LATERAL SUPPORT <- 1.2'0C, DON. BOTTOM CHORD, AAL STRESS ONLY. BEG 9 0'- 0.0 0.37 DF 1 0.57 HF 1 0.55 SPF BRG 0 6'- 4.0" 0.37 DF 1 0.58 HF / 0.55 SPF OVERHANGS: 10.0" 0.0" HEX LL DEFL - -0.003' I 3'- 3.9" L/240 = 0.277' Reactions: 295 221 PAK TL DEFL = -0.005' 1 3'- 0.5" L/180 = 0.369' • 12 NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 mph mind load 10.00 V [enclosed structure, Exposure B, height to 30 feet). a MAXIMUt4 UPLIFT REACTIONS: LEFT = -175 RIGHT = -175 r. 1 en PROVIUR SUPPORT. of en 'C-4x6 2)C-1.5x2.6 o .... � 9 60 .�� ' � C-2.5x4.34-AT l -= Lys FURRING c lilf - 2x WEDGE WITH NEM REQUIRED AT BREWS]. G14.00 (2) C-2.5x4.3 TYP. 12 3, ). ), - 0-10-00 6-04-00 Scale: 3/8" by ODB 11AME: NEST HILLS4 112452-2670 �� `" D': WARMS CIS; General Naha,w8eas otherwise n ed: _ .-- t. Rand at Cl..nlwatas and Warn bps betels ea,tsbaeIao al Webs. 1. Design to aappartload!of s yn - -- '��__ !- b 2. Rd1drrsad eeanion Donbas besbaddaadelnrdel Gene wNotes and 2. essu a a-idbaN nig bbalMerdlybacedac .. _ FILE NO. : 452R.SJ06 ylanriegoadore oar>,Irodla"cammsnas Fes• 3. Int 111 peasslni web brtell5 martsn inrlett.d vat a seams. 3• or latera qub obese siIbw1b4 f a''' r 1 f} o d.A hire rate mobiles elements seen as t.erpenry and penmaemben e ��"n I►U55 lS mete.1��l,Of ole reaplC�YB Gnnligeln[. ' .P DATE: 5/24/2005 bre be dedyned met prodded by belener el tae ekte.Ieuetsee. 'russet ere Yma In a nm>awro3te environment, �*`'�. animator'sswo�y 1onalet•at ¢ �y CempaTnxaaemmeonras}aedblyl=Oathbates. 8. astumdls�i gat allstlpPoAe�loturlShimwwes<ge1 '��j 5.ReNee should k.ppMdNany caepoa.ntanti ger ell brazing end tax ''!_ ' DES. BY: BC paslane.ere srmpbrr.andel Refine Msu5earo5oed,Dream(be,dsnI . 7. eSgl ma�ed9 abdrnl laarvpT3ed �` [ : ' bads be applied b env eom}eneet. e,plafes ne soar on bosh amt o1 fuse,end planed no 11eY center r.; 5.Caelper7Sue Sas e.cannel e.ar ami aetllrn.a no nspaeebarly Ior h Ttie.ani a aria obIt Ge7. inc5n1181".". • ._ _ SEQ.: 2280888f, s IXlie I�fe stzeadplat bricadun,Imam ampeeer seg nista6Hon elf 1li fax basic deal vas othe CertpaTrus Plate,Imitated by the pre8z '�' .S. .i �a 1 tit t,byCem drabs errisepeeredteketeoalsRataaamw5�sdesyns.rfam see .CB.�R es by tilt.15541 ea wUINTeA I sca11-as mkt el wbkt..E he flned"l ed 11.7C}�e C orlpuTan f Plate f5 the prefix Ile 6y CemptTYae 1peerequet6 QealgrlalCr(18)I ®lea 18 gL menial Is use PR obhere are 2b ga �IrI This design prepared from computer input by 111111�iii 1111 Ili NI�I _ 1111111111 Com�n-IuTrl� Inc. g p .� r Ariel Truss Company Inc. - GG Trans ID: 94922 7.1.3T(11)-x 1,3 tel WEBER SPECIFICATIONS 33-01-00 BIP SETBACK 6-00-00 FROM END WALL ]BC 2003 2 MEMBER FORCES 44IRGD LOAD DURATION INCREASE = 1.15 + T 1- 0 B 1= 3346 N 1- 1070 012= 1378 No SIZE SPECIE GRADE PANELS) T 2- -4640 B 2- 3040 N 2- -220 O TOP CHORDS: T 3= -3654 B 3- 4240 N 3= 1556 t'' 2x 4 OF 114BTR 1-10 LOADING T 4= -2790 B 4= 4528 W 4= -1928 BOTTOM CHORDS: TC UNIP LL( 50.0)+DL( 14.0)= 54.0 PLF 0'- 0.0" TO 6'- 0.0" V t� 2x 4 DP 414BTR 1- 7 IC IMI! LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 27'- -1.0" V 7 -4914 B 5= JB90 W 5= 908 C7 2 6- -1902 B 6- 3890 H 6= -320 WEBS: TC UNE! LL( 50.0)+DL( 14.01- 64.0 PLP 27'- 1.0" TO 33'- 1.0" V T 7- -4290 B 7= 2484 W 7= 1380 N 2z 4 DP' STAND 1-12 BC UNIT LL( 0.0)+DL( 20.01= 20.0 PLF 0'- 0.0' 70 33'- 1.0" V T 8- -2484 co 8- -1718 -- IC LATERAL SUPPORT <= 12'0C. 00N. 2 9= -3380 N 9= 531 BC LATERAL SOPPORT <= 12'OC. ETON. TC DDWC EL( 250.0)+DL( 70.0)= 320.0 LBS 1t 6'- 0.0" 210- 0 W10= 104 TC OONC LL( 250.0)+DL( 70.0)- 320.0 LBS 0 27'- 1.0" 011= -1061 NOTE: 1x3 BRACING AT 21"ETC DON. MFR ( 2 ) complete trusses required. LEFT - 2401 RIGHT - 2367 ALL FLAT TOP CBDAD AREAS NOT SHEATHED Join together 2 ply with 3"x.]31 DIA GUN nails staggered at: BEARING AREA REWIRED (SQ. IN) 12' oc throughout 2x4 top chords, BEG 8 0'- D.0" 3.84 or / 5.93 xF / 5.65 SPY OVERHANGS: 10.0' 10.0" `{1�i 12" oc throughout 2x4 bottom chords, BRG 0 33'- 1.0" 3.79 OF / 5.84 IF / 5.57 SPF Reactions: 2455 2420 ori 12' oc throughout webs. Motel Stagger splices on adjacent members. MAX LL DEFL = -0.151' 4 14'- 7.3" L/240 = 1.615' MAX TL DEFL = -0.221" 4 14'- 7.3" 1/100 = 2.153' MAX BORIZ, LL DEFL - 0.070" 0 18 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 MAX BORIZ. TL DEFL = 0.103" 0 18 FOR ADDITIONAL UPLIFT ON ACCOUNI7 OF OVERHANGS. NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 mph wind load 6-00-00 21-01-00 6-00-00 (enclosed structure, Exposure B, height to 30 feet). 6-00-00 13-08-14 7-04-02 6-00-00 MAXIMUH UPLIFT REACTIONS: T 1' 1' T '( LEFT = -970 RIGHT = -950 12 C-3x6(3) 12 C-3x4.3 C-]x4.3 10.00 V C-4x6 C-1.5x4.3 C-3x7.7 C-4x5 10.00 C-3x4.3/',/ - (//(/;) o ,� C-4x6 .%\.,_ , / N NN * 1 o /"� C-5.5x6 C-5x9.4 "1" '\ 4� o C-3x9.4 C-5x9.4 C-1.5x4.3 C-4x4.3 0 C-2.5x6 ..a34.00 2x MEDGR WITIH 4.00 Lam.. 12 {2} C-2.5x4.3 TYP. 12 0-10-00 2 06-00 12-03-00 2-00-00 1604-00 0 y 00-00 Scale: 1/8' 33-01-00 JOB NAME: NEST HILLSI 42452-2670 , Ne4.. " 'EARNINGS: Gemmed Notes,ewies�s otheswse noted: " ./ , .). • •''- _. I.meal ell oewesal Fl Nes and wanhel,s hdere neosUsrmem.e Priem". 1. b a Itiads at "kora► -. b . 2.Mk*one median contactor steroid be adeemed of ell General Hales m a 2. aastmia 91e Wt sad hath s 1 be lateraly braced at FILE NO.: 452RH333 ,knee,"Were eoeelnecaew eemmene ee. �ct.and IN ir-o° .c.nu r . - �} 3.Id campreeelm web brawl a0 merit be leeetelled where shwa 4. 3+.retanoytlp or�amai r wllera shown e•+ 0P e4!R. O 4.All Iehe"II term reslrergskmeeen Duch u Imnpe,ery and permanent brain, bs 0111u 6,1E 11»wsW n91 Ib the roepedRie CO oAft.,Dr. car O DATE: 5/24/2005 a,eestbeasyrxdaeeesremledbydeskeetatc«e eke. aWssesarelobb8eus6dh�anal-caroshellllAranmetd, • + ` (n Fk orliwtoon n"of tie. Y2Qrcaspmas minima No orepaemsest fee such barky. 6. a n a Rslhesieg at ell supports shovel.Minim-warts II <_. '< DES. BY: BC R Ne be shaAdM tapNai to ay compamed mall aM eN kaob,i aid R teganers ale w le0e,Dee at Nr time rhouli k ttatt>ss ad at�tshe k ploMdsd. 0 S/0/ . ntp any Isola greater �ahai be located on h�of tress,sad placed so their ceder ,.�+,r�!. :G�/ 1�. ' hada b.applied b any csmpoemnL [IyC ppilt�fda.A4th)a Girder I t, SEQ. ' 2260887 6 CampdRem has no control aver a nd assumes no neponalhdhy tar ms 4 pip ktdla86e slDe ce p ab f(I ilelws. - - . fable'Son,haea9ap,shipment mull aisHmltaUa of cempenm ee 1 G.FOr t "'.�IQI111a�Ei.Ql llcl CettD.Trus Wee.indicated by the prefix EV(' $. ..6/3010 ii 7.Ms Sedge le Amir keit subjeee le Mee Nmlhaene writes ensigns we Nal feel.,:1U le.H,411. b {d by�7 p�by FPI b ens.at re lemma arm=t44 espies d M d 111 be Mobbed 11.The Comm YIars N hNet Sect. Plate le In l aled E Al proleR?., .. -.. bscostpaTpsepenmune. ** (11I) ge• g 1E11111 /" DJrrpuTrusi Inu. This design prepared from computer input by I 11111111111111111111111 ••tic Trans ID: 94922 Ariel Truss Company Inc. - GG 7,1,3T(IL)idtimin LUMBERSPECIPICATIONS TRUSS SPAN 33'- 1.0" IBC 2003 SINGLE MBNBER FORCES IMAGO N LOAD DURATION INCREASE - 1.15 T 1- 0 B 1- 1657 N 1- 529 1112= 683 0 SIZE SPECIE GRADE PANEL(S1 SPACED 24.0. O.C. T 2= -2317 B 2- 1506 11 2= -198 TDP CHORDS: - T 3= -1747 B 3= 2026 Pi 3= 820 lx 4 DP il[BTR 1-10 T 4= -1302 B 4- 2118 W 4= -963 r i BOTTOM CHORDS: LOADING - T 5= -2362 B 5- 1861 11 5= 453 d 2x 4 DF 41MBTR 1- 7 LL( 25.01+DL( 7.0) ON TOP CHORD - 32.0 PSI' 16= -2356 8 6- 1861 N 6= -159 WEBS: DL ON BOTTOM CADRE - 10.0 PSE* T 7- -2063 B 7- 1165 11 7- 659 . ry 2x 4 DF STAND - 1-12 tOTAL WAD - 42.0 PSE* T 8- -1165 II 8- -834 tv Sc LATERAL SUP POR? <= 12"OC. DON, '5 PSP REDUCTIONTAREH ON T 9= -1646 N 9= 271 LT, BC LATERAL SUPPORT <- 12'0C. DOE. BOTTOM CHORD, ARIAL STRESS ONLY. 1L0= 0 1110=. 52 4411- -934 NOTE: 10 BRACING AT 24"OC DON. EUR STEP FLAT TOP CHORD TO LBET = 1232 RIGHT = 1216 ALL PLAT TOP CHORD AREAS 180? SHEATHED BE BRACED BY "PACK OVER-FRAMING AT 24' OC. BEARING AREA REQUIRED (SQ. IN) BRG @ 0'- 0.0" 1.97 DF / 3.04 HE / 2.90 SPF OYERIIANGS: 10.0" 10.0" BAG 9 33'- 1.0' 1.95 OF / 3.00 HE / 2.86 SPF Reactions: 1286 1269 10-00-00 13-01-00 10-00-00 MAX LL DEFL = -0.144` a 14'- 9.0" L/240 = 1.615' 10-00-00 9-08-14 744-02 6-00-00 MAX TI. DEPL - -0.213' @ 14'- 7.3" L/180 = 2.153" f f 1! •f 'f MAX HORI%. LL DEFL = 0.068" 4 18 6-00-00 6-00-00 MAX BORIS. IL DEEM = 0.100' 9 18 1' - 1' 1' 1' 12 C-4x6+ C-3x6(5) C-4x6+ 12 NOTE: Truss designed in accordance with IBC 2003 or LRC 2003 reflecting a 110 .eph wind load 10.00 C-3x4.3 C-3x9.310,00 [enclosed structure, exposure B, height to 30 feet). C-1.5x4.3 C-3x7.7 NAX114UN UPLIFT REACTIONS: C-4;!//// LEFT = -494 RIGHT' = -494 (2)C-1.5X2.6 TYPICAL AT VERTICAL STUDS. C-4x6 REFER TO IBC TABLE 2300.10.1 OF IBC 2003 C-3x4.3 FOR ADDITIONAL UPLIFT ON ACCOUNT OP OVERHANGS. ‘,=_,' C-4x6 40011 . / ' I /AIIIIIdIL\ 11\\N I /''- C-3x9.4 C-5x9.4 ` \ 4gt c C--5.5x6 C-519.4 C-1,5x4.3 C-4x4.3 0 d 4.00 4.00 C-2.5x6 12 12 6)._ 2x WEDGE RITE (2) C-2.5x4.3 RYP. 0-10-05 2-06 00 12-03-00 2-00-00 16-04-00 010-00 Scale: 1/8" y 33-01-00 ''74/ 1DB ERNE: WEST HILLS8 #2452-2610 0 e6�M ,'. a • • IHARNINaa: General Notes,unless olhwfdse Noted: j I. -' _ - 1 i.read el dogma Nobs and nhrMnos before combustion*Stumm 1.De g to support loads as.4 . j 1. - i Wider and ereenon nn,tuetor deo Nd bs advised Mall eeraeMM Wes anal L an assn s the fop and boobs s ter be lefefaly braced et ;/.�. ' ' FILE 173.: 452E8233 WinningsWont°anzbuctioncommentes. oe.a di 12-0oc,ro s,jjjj o 5.111 co alas web bracingmouse be heatthied Metre show"'r. 3. x bmectrpgQ11,8iginitor lateral dwhere'Nom++ - - ! t .• 4.Al labial fern.mais@n d n,emI.such se ltmpelefy and permarrera brsoq, !mon Ol hiss Is the/MOMS1h4 rospacltrpp m acbr. e DATE: 5/24/2005 mustb designed end refined by emigres a cob pigs seed gm. �- pi MUM,1ileeas are be us Inaeast-marshaemironlneM, 4. : - andorafor"dryast n'ofuse. Q l`2Ete. ton penes assure no eespolu%INy f e such brach} 8.Design assrrlee PA seeeAnp at eN supports shams Shim or wades 11 '"Q. - '� C No load should's applied toaamy meponent•sal afhsef Mashy and ..y� 5. DES. BY: BC tasientes are centre%and sins time should any beds geaUt diambilen 7 sad d tgayelspmNded. . 4.r 4O - :.`- .fit bads b npplled le aryasmpeaeel. e:�I « O'NIIMo6af,rasa,and pl8Cad tier$1Nr«nl as :7�KIF��1:' 4 Compares has no umbel wet and assumes no responsibilityfor the ��Otttt hie ._..-_ - SEQ. : 2280864 fabric shun,handful shipmentadirmleadon of canpetwels. 9. I h194 of to hchss. 1 O, beak xb of Carpunus%ale,Indicated by the weds 1n 7-This design is ernes led=Mod teas andhbemr antes des-rens set Form 'FCS' see LC".tl.U. 4211. ,IRES V1V lyWImilli-el erTPWS[CAYfdtat140naglesdran:bMNhefurnisted 11.T eCoRlNlllErtmNet a ynNli Haleispbadbyl�I,egrafz'Cbt the • • bykompuTess upenlaqueq. i n is as.rro6edd rs Men.AA MI rs are zh pe. 111111111 Cu uTrus knc. This design prepared from computer input by IIIIIMIIDIIIH11111111II1IIIIM •.yc Ariel Truss Company Inc. - GG Trans ID: 94922 7.1.3T(1L)-X N LUMBER SPECIFICATIONS TRUSS SPAN 33'- 1.0" IBC 2003 SINGLE MEMBER FORCES CIRCO N WAD DURATION INCREASE = 1.15 T 1- 0 B 1- 1623 N L= 177 N1l: -331. 0 SIZE SPECIE GRADE PANELS) SPACED 24.0" O.C. T 2= -2288 B 2- 1202 W 2- 503 NIL- 60 0r_3-1 TOP CHORDS: T 3= -2064 B 3= 976 N 3= -332 2x 9 DP Al&BYR 1- 8 T 4- -1377 B 4= 1042 14- 344 L�f BOT!DH CHORDS; LOADING T 5= -1039 B 5= 1009 R 5= 203 2x 9 DP 114.BTR 1- 7 LL( 25.0)+DL( 7.0) ON IOP CHORD = 32.0 PSP T 6= -910 8 6- 1160 N 4- 150 WEBS: DL ON Fromm CHORD = 10.0 PSE* T 7= -1314 B 7= 1161 N 7= -305 N 2x 9 DP STAND 1-11 TOTAL LOAD = 42.0 PSE' T 8= -1649 R 8- -235 N TC LATERAL SUPPORT <= 1.2"0C. UGH. *5 PST REDUCTION TAKEN ON N9- 495 �T' BC LATERAL SUPPORT <= 12"OC. LION. BOTTOM CHORD, AXIAL STRESS ONLY. - LEFT = 1232 RIGHT = 121i NOTE: 1x3 BRACING AT 24"0C 11044 POR BEARING AREA REQUIRED (SQ. IN1 ALL FLAT TOP CHORD ARIAS NOT SHEATHED WEB BRACES SBO9N (+) HAY BRG 8 0'- .0.0" 1.97 DF / 3.04 HP' / 2.90 SPF wwwwww-_w.ww= -=www_----` BE APPLIED TO EITHER SIDE OF BRG 2 33'- 1.0" 1.95 OF / 3.00 IF / 2.86 SPF OVERHANGS: 10.0" 0.0" ABB AT LOCATION SHOWN. MAX LL OEFL - -0.070" I 12'- 0.0" L/240 = 1.615' Reactions: 1287 1214 MAX TL DEFL - -0.102" 8 12'- 0.0" L/1.80 = 2.153" MAX IfORIL. 14. DEM - 0.050" 0 17 12-00-00 9-01-00 L2-00-00 MAx HORIL. TL DEFT - 0.074" 4 17 1 f 1 'f '1 NOTE: Truss designed in accordance with l 12 12 IBC 2003 or IRC 2003 reflecting a 110 mph wind Load 10.00 10.00 (enclosed structure, Exposure B, height to 30 feet). C-5.5x6 C-2.5x7 7 C-4x9.3 2" �� MAXIMUM UPLIFT REACTIONS: LEFT = -494 RIGHT = -494 C-3x4.3 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 C-2.5x4.3 FOR ADDITIONAL UPLIFT OA ACCOUNT OF OVERHANGS. C-1.5x4.3 / lig i C 9x6/+ o o* /`l�j C-5x11.9 C-2.5x9.3 1`'�' ' �� rD o C-5.5x6 C-5.5x6 C-2.5x7.7 C-4x4.3 2x WEDGE 111TH C-1.5x4.3 (2) C-2.5x4.3 TYP. 44.00 4.00(:=. 12 12 J'), 1, 1, J, y 0-10-00 2-06-00 12-03-00 2-00-00 16-04-00 Q Scale: 1/8" JOB ERNE: VEST HILIaS# y 12452-2570 33-01-00 y �Q• . w : - . . INF. Road General Nates,unle s otherwise notal: t x.ad■tio.c,nlw,a.sw�awa tn0swsewoens4■eNmdbcnres. 1. Designtos"pport�bpadserarro -. .:.- ,�' �. _ 2. Whist s,l.eectien wean Mr eWdd be■d■Iaad.a OseerlNotes and: 2. Des 88n1 r f1O DunOttl GlMfde lO he laler01f 171�G�Bd at "t • '• FILE NO. : 452RH133 srardapa Yrfaa emslmsllsneaeaenees Etipad tend et2-0QC• l� p 7. issc■mpressi.awe►bred,, must Pa ischii■d whereebrnnse. brill all re,ybsdeflese311oern+.o .� •" C4 .4.AN Ihlear fare resisting elernanb each ee prpenry■nd p■m anent traelng, 1. llan of bus3 er ere re /d Qle 24pedYF CN1hgCICr _!y/ O DATE: 5/24/2005 �e.u..;e,.rrnuprana■6nyamasser wcamt.eecvwtwa. assunesauseesme btu barwnaort0eweerMranmer$ V� ,� . af4are*r'c*ymrrdiewl"arm 1 St. ... ecegaTwa.ea.weeo,espe fasorb bueiq. 6. Ues®nensun6aIiieauiri xtatispporUY�oes.SMsormato*B Gam• 6.Co bad should be applied le any component Imo ane.■a brachia and �. - .. -J. - DES. BY: BC fanhnes ane eempke■.seal n•�esaurrnloads rosierCiti d■el¢, 7.UCCSI¢l mea 8dagab drall�e Is Y q � loads be applied le any component. 8. liles�be hx�ste0 on balR Tfr�es afRuss,end pkoed so MeV canter . .. r.: ' 6. Campolb a his m control ever and as■renes no easpo.aiJI Ny foe lM s vire of p erbries. ...,.�..: .- S. Oils is cde sire of plede In Ineles. 1111 SE4-: 2280891 kink-anon,Wiling, a eM4"e Io rnuaeaon S Iii b s list 10.For .see I.cesl}�1 R. pf Ter CorepeTrus Pl6k Indicated Irvine fihr PRES .lI. F 0 T.TMs desip k IsMeslled a tlslaec b ilei IbiNrtere ea ansa M afNs■ant ferRr �1Ct�''See I.C.B.O.NRy.Rg4621h1. py�s c .... :. by IPI in H18d1 et NrowrcA In SCSI 1.m ceptee M wblcl■ona tin fnalshea 17.de�Csrnprn(1ij Indiealea 16 Flats Is p sated h AR others are 20 ba. --� by C•mpuTelo upon tenant. deessllpfiR® f • II Nil GUM T'U9 1110. This design prepared from computer input by IIIIII�IIYh[Y 11111 IIIIII Trans ID: 99922 a Ariel Truss Company Inc. - GG 7.1.37(1L)-f N C,, LUMBER SPECIFICATIONS TRUSS SPAN 33'- 1.0" IBC 2003 2 MEMBER FORCES 4WR61) WAD DURATION INCREASE - 1.15 + T 1- 0 B 1- 2198 H 1- 50 cm SIRE SPECIE GRADE PANELS) T 2= -3562 B 2= 2496 N 2= -378 O TOP CHORDS: LOADERS T 3= -3104 B 3= 2132 W 3= 1312 21t 4 DF 11413?R 1- 9 -TC UNIF IG+DL= 40.0 PLF 2'- 6.0' TO 7'- 10.0" D T 9= -2070 B 4= 1490 N 4= -1166 BorzoM ARDS' C UNIT Ilr+DL= 111.0 PCF 2'- 60" TO ?'- 10.0" V T 5= -1540 B 5= 1486 N 5= 1002 d 2x 4 or panpan1- 6 -T . T 6= -1256 B 6= 1.486 14 6= 110 -TC UBIF LL+OL- 44.0 PM' 0' 0.0" TO 2'- 6.0" V T 7= -1764 X 7= -522 ry 2x 4 DF STAND 1- 2, 4-10 -'PC UNIF LL+DL= 64.0 PLF 7'- 10.0" TO 33'- 1.0" V T 8= -2080 N 8- 758 -. 2x 8 51" 12 3 -BC UNI? LL+DL= 15.0 PLF 0'- 9.0' TO 7'- 10.0" V T 9- 0 19= -298 tsr --BC UNIT LL+DL= 10.0 PLF 7'- 10.0" TO 33'- 1.0" V SIN= 46 b TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. -TC CONC LLFDJ.- 203.0 LBS @ 2'- 6.0" LEFT - 2601 RIGHT = 1508 -BC CONC LLr01i -1008.0 LBS 9 7'- 8.2" NOTE: 1x3 BRACING AT 24"OC UON. FORBEARING AREA REQUIRED (SQ. IR) ALL FIAT 10P CHORD AREAS NOT SHEATHED ( 2 ) complete trusses required. ERG 8 D'- 0.0" 4.16 DM/ 6.42 RF / 6.12 SPF Join together 2 ply with 3"x.131 DIA GUN ERG 8 33'- 1.0" 2.41 DI' / 3.72 RF / 3.55 SPF Illnails staggered at: , , 12" oc throughout 2x4 top chords, MAX p�T, = 0.000" P 32'- 9.5• 1/240 - 1.625' Reactions: 2ions: 26554 04 1561 15.1 rT/1 i2" oc throughout 2x4 botton chords, p p_ n a A 12" oc throughout webs. MAX TL DEL = -0.070 I 12 8.] L/180 = 2.167 HAX RORI E. TI DEM - 0.037" 6 16 NOTE: TRUSS NOT SYMMETRICAL Nate: Stagger splices on adjacent members. NOTE: Truss designed in accordance with ORIENTATION AS SNOW. LORDS AS GIVEN IBC 2003 or IRC 2003 reflecting a 110 ugh wind load 12-00-00 9-01-00 12-00-00 (enclosed structure, Exposure B, height to 30 feet). 12 C-4x4.3 C-4x4.3 12 MAXIMUM UPLIFT REACTIONS: 10.001/ C-2.5x4.3 810.00 LBIR = -1050 RIGHT = -610 C-3x9.9 {N'N\N\s REFER TO IBC TABLE 2308.10.1 OF IBC 2003 C-2.5x4.3 EOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. C-2.5x4.3 Al ` o _ "-.) C-2.5x4.3 t o C-3x6 CN-3x10.2C-2.5x7.7 C-2.5x7.7o C-1.5x4.3 10081 C-2.5x4.3(5) C=1.5x4.3 S %%, II own, 1.OAD f es'ASg t b'L ,......... r_y y 19-11-00 13-02-00 y j y p • O ScaLe: 1/8' 0-10-00 33-01-00 0-10-00 � ,j+/,.. J08 NAME: NEST BILIS# 42452-2670 s. • e3{H '' it: WARNINGS: Genera!Notes,sinless aUierMde noted: - _ ' I 11, .. .- i Red all general Melee and Warslaee Wort toaatnseeee of,nese,. t.Desi le Gatmpp loads of 4. "-- 3.arm.and eseeKon cenenador*baa)d be adebed of all Genes*Helm sad 2 Ds-• alexlllabl6�t p mad boao i to be bieralY braced al ' rii FILE NO.: 452GRD33 waning*before eenslruellonmem, U. ridging orlitafalnl effectedwhereshormf4 Q•'t!N _ o a.lel core *,'len web brashly he Insesbd where stump 4. oA O4tNsS Twat.fYYpsnmd IAB refpecrlve CulltraCWr. ' ., 4.Al Werra faros reeled ng*"wens suehee lemaPrnry end permanent braHag, i. /in !huase.sre9lb.to In a nr-tehceer liu ,,,t, 4-z �$ 'C : co DATE: 5/24/2005 merehedesdanedtee peredtdbrelelgrxateorepe!"s4•ete*. ,.r.,,°-11.4 'rtl�tepoorap . Cornp1Trma arwrtnn no rssp'sIbirr fee such bruins. 8.Design mw., fu8 heaving al supports shown Shim or%edge 8 9 t L No load should be applied to any ayspeneet ode after all Warms and nB y DES. BY: BC tasasners ate candene,v,d at enema thoM any sods greeter eon*Am mea yd� pro t� �j,-/ 4`.,. loads be fppNW to aapceaepsneet. � wCAI Qe lsoesled a8e fsof trtld planed so tier center `�Ot>, •. lfr„[''1,. f - I.C.enprTrszhacpmcaatnf►*rase*assumes no ref ponsUfarfa 0l! In "' "'" SEP. : 2280899 Nide edon.hassly.shrpp..dend beleeNlenaeaay.nmce. 1p.�QFg�g�yi dmasae ttheCar�peTrusb'IMs,IrHketedAytheprenlc EXPIRES S1. 4Ia :. 7.lids dead in is furnished sullied to bre NdhGeas eeMss&Awe rt loth `C",fes LC..Fe.O.K.H. 1. e yy X ..LT�t�4�Z:.� -...:. .. nator(119In bs rgei6slielI sari othe ' he WI In flff.51 IITPep1TIIAIeba31 UM sepses 0e, eloeIl he kriented 11. CarMu r s t p Pttle a CH'the . ... hp Como ereeeepp.reslnnt. se ga, so n are 20 ga, 11311111 cnmpulus Inc. This design prepared frau computer input by 11111111111111111111111111 11 ',zr- // Ariel Truss Company Inc. - GG Trans I :1.1.3T(1L)94922 r LIMBER SPECIFICATIONS 4-11-00 HIP SETBACK 2-00-00 MK END WALL IBC 2003 SINGLE NE LOAD 9MRGD N 0 LORI) DURATION INCREASES = 1.15 t T 1= 0 B 1- 132 K 1= 10 513E SPECIE GRADE PANEL(SI T 2= -213 B 2= 730 K 2= 14 Ui TOP ORDS: T 3= -137 2x 4 DF 1}1&BTR 1- 5 WADING = -211 CHORDS: TC UNIF LL( 50.0)+11L1 14.01= 64.0 PLF 0"- 0.0' TO 2'- 0.0" V Y 4 t y 2x 4 DI IlI&BTR 1.- 2 TC 171i1F LL( 50.0)+DLI 14.0)= 64.0 PLF 2'- 0.0" TO 2'- 11.0" V T 5- 0 d WEBS: TC 111111 LL( 5D.0)+DL( 14.0)= 64.0 PLF 2`- 11.0" TO 4'- 11.0' V lv 2x 4 DI STAND 1- 2 BC UAIF LL( D.0)+DL( 10.0)- 10.0 PLF 0`- 0.0" TO 4'- 11.0" V LEFT = 204 RIGHT = 202 r,D Ui 1C IATI'RAL SUPPORT <= 12'OC. DON. TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS Q 2'- 0.0' BC LATERAL SUPPORT <- 12'0C. DON. BEARING ARBA REQUIRED (SQ. IN) TC CONC LL( 16.7)+051 4.7)= 21.3 LBS @ 2'- 11.0• BRG 8 0'- 0.0" 0.33 DF / 0.50 HE / 0.18 SPE -�_ __--•---------_____ BRG @ 41- 11.0" 0.32 DE' / 0.50 HF / 0.18 SPF N3Tt3: Lx3 BRACING AT 24"OC 00N. FOR ALL FLAT TOP CW)RD AREAS NOT SHEATHED MAK LL DEFL = -0.001' @ 3'- 1.1" L/240 - 0.217" REFER TO IBC TABLE 2308.10.1 OF IBC 2003 MAX TL MEL - -0.002" @ 2'- 11.0" L/180 - 0,289" FOR ADDITIONAL, UPLIFT ON ACCOUNT OF OVERHANGS. MAX HORIE. LL DBFL = 0.001' t1 B OVERHANGS: 10.0" 10.0" MAX IIORI2. TL DBFL - 0.001' 1 B Reactions: 257 256 ROTE: Tress desLgned in accordance with IBC 2003 or IRC 2003 reflecting a 110 spb wind load 2-00-00 0-11-00 2-00-00 (enclosed structure, exposure B, height to 30 feet). 1' 121' 10.00 C-4x4.3 C-4x4.3 10.00 MAXI44O14 UPLIFT REACTIONS: LEFT = -100 RIGHT - -100 i=i, .ciI t gimA o ...11111.111.111. ,' 0 0.25' o C-2.5x4.3 6--) C-5.5x6{S) C-2.5x4.3 J' . 3. ), 0-10-00 4-11-00 0-10-00 Sca JOBNAPE: HILLS# 12452-2610 +. • '1C't d' ��r7; WARNING& General Notes,unless olhenrise naiad: I. j ( . .. 11' - 1.Road Al General Motes eel WeeMeae bene construction et Wastes. 1. t--.i.. shown. .._. ►�.• 2.Builder end erection-»nneror ehoeed be advised oralGenesi Moles and 2. I-,. to esti beim andmebe b belMereli bated al { b FILE NO.: 452HTP04 Warnings beton elennelemSbnco:awes. 0.C.WO 4t t2'-0'ex. e . �_ # 3.14 onnpress*on Web bumble meet Pis installed*tem shown P. 3. Irnpad Mamie lateral ed*here sbrnwt+• .•.: !' f�. O 4.AD Mont Sone mslelMg elements snub es temperer/and pemaneel kleing, o a6ar1 Of be 9 is flee ns a tesoorrs V-. �. O DATE: 5/24/2005 MOMbeOse ssdpresided bydesl nerofCOMOtmm"cw�a. 6:weraneosuales�tuuseaer bevaedlnarwrtaartasasenulroraimrtt ��h ti c� i ate for'dy. 11113.r:of We Ceenp l as assumes no respond NMI for sub brach.. 6. pesky:asounf�s tlg stet support!shorn.Shim or wedge 6 .' L t -. '� 5.Ne teed nbwld be appsedle any ceeyemele unlit after ts bessie int DES. BY: BC tutenamentempleta.and unoiasseem artybadserwa,•aeandulls ss esa nate die is ed. 'r j( ! keel"be elpplied de mu caepomme. a.Platds/ha 1 be beind on bot fades end placed so MeV center •fj. p{t/ 4 CampuTna he.ne eennrol Duel antl assumes ns nnespanatiitily lar re lines 001 e o ( er!fess, • •__ _ SEQ.: 2280907 rebrlcallen,lumengsllprneel end hnefellenesennpea.nets. e. pqlgi ' or plate al Inches. 10.For basic 4d�iI¢1 tie; f the Catipu7rw Plate,bedlcaled by In pre4lr E .1QIG 7.TMs design is tamWnel sel:Met M dee andleeeru on buss&sty set mean C'.see I.l:txu.MX 4211. y4�• - .. by Tvl be HIBIS sr WKWTCA n BC511.09 copies ortach culbafasttktdrbd 11.71h Corer nus tJt te�oPl Plait riksaied Bdr Eke eTa'Cf4`Ble .. .. . . . - . . ,. by Comparue.Pon renew, ca a gam a Is use a me 2u go. • I1111II 1111 ,/ CurnpuTru9 Ina. This design prepared from computer input by IIIII litill 1111 1111111 Ill 111 •�c Ariel Truss Company Inc. - GG Trans ID: 94922 t---.37• .1.3T(1L)-2' c.n LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.0" 1BC 2003 SINGLE MEMBER mono9WBGD tv LOAD DURATION INCREASE = 1.15 T 1= 0 B 1= 81 W (= 23 0 SIZE SPECIE GRADE PAN&(S) SPACED 24.0" o.c. T 2= -163 B 2= 81 cri TOP CHORDS: T 3= -163 2x 4 OF 114BTR 1- 4 LOADINGT 4- 0 d BOTTOM CHORDS; 2x 4 DF glom 1- 2 LL( 25.0)4OL( 7.0) ON TOP CHORD - 32:0 PSP WEBS: DL ON BOTTOM CHORD = 10.0 PSP" LEFT = 182 RIGHT - 182iv 2x 4 DF STAND 1 TOTAL DAD= 42.0 PSP`' " TC LATERAL SUPPORT <= 12'OC. DON. e5 PSE REDUCTION TAKEN ON BEARING AREA REQUIRED (SQ. IN) L.Tt BC LATERAL SUPPORT <- L2'OC. DON. BOTTOM CHORD, AXIAL STRESS ONLY. BAG I 0'- 0.0" 0.29 DF / 0.45 HE / 0.93 SPF 't' • BAG I 4'- 11.0" 0.29 DP / 0.43 HP / 0.93 SPF '" OVERHANGS: 10.0' 10.0" Reactions: 235 235 MAX LL DEFL - -0.001" 8 2'- 5.5" L/240 = 0.217' REFER TO IBC TABLE 2308.10.1 OF IBC 2003 )E'.X TL DEFL = -0.001" @ 2'- 5.5' 1/180 = 0.289' . FDR ADDITIONAL UPLIFT ON ACeOUHT OF OVERHANGS. 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(. 2-05-08 2-05-08 12 C-4x4.3 12 MAXIMUM UPLIFT REACTIONS: 10,00 V '90.00 LEFT = -100 RIGHT = -100 4.0" !! : 0 • C-2.5x4.3 C-2.5x4.3 • o c I 1.11 `i e �� .. �� o o __ 0 0.25" 1 1 �� (6t7") C-5.5x6(S) k k ). k 0-10-00 4-11-00 0-10-00 . PRS Scale: 1/2' ''5 .. JOB NAME: NEST BILLS@ 12452-2670 - -i STARMHes: General Notes,UMW oaenise sotel; �`'-` _.t ( ,__ � 1.Reed aU Oaa nal Moles and Warnings b.Nae eeaatruedm d Musses. 1. FM Is support loads as ehpwn. + 4 •-id i Mane awl erasion contractor ea earn be advised Well Mated Meat tad 2. �8g,yl!55�s yg IT: r! rds to be laterally braced at ale .. r... FILE NO.: 452TRU04 WerrdsledMesombed%•mem mos. )l1yia J.111 raaprwlaw ww►Grxlsgarusl be batsard where Memo 4. 3• Z-Q o.G1 I2'-a Yad*A ire showy• .. i"' CI - 1K4� n d Mosslspisresp the respeNae molryydor. •. t�6' 0• ea ` o tABlalsralfarceresisiyalsoerdsauebsslearPssaysrWpeemaaMbraaiq, �.�IlllaaYsS9eH arab Used Snap-ooMo�se tllMlWtneM, :!•f _ may' DATE: 5J24/2005 went lYadenprroaa"dlrerroedeydesigner aee"pYtaeMnrame. qq�nd3ietor"dryer( OMott ' 0'264-- .. y'() Coro polies assumes no aespmrstbxbe 1m such bra Ire. B.NUB i13.41tt74es ldp eddtlny e1 e4 supports sMwt.Shan a wedge K •'Qf��..-.. - -�'\,. , .. e. Moloed atroulcmlete,an tome time component ablerallbsteinland nary rl - DES. BY: BC feslenenasacsraphde,Shasta.dmesheij anylmadsgnahttlranesslgn T• a9>Et�sBi000411011166111/3033 BdeCllBb_f hd89ed6p10Yfded. /�. .r ../. i� lands be spelled m any mwaporreaL B. G� M an r mass,and placed so flair center �J/'Z tl; SEQ. : 2280892 S.Corn parpO hal no central nazi and assrmel ne res ponnthlply roree 8 rig e►' a. fabric arion,handl ILshipeiertandlotelniaoofcaaperumis. 1d.�OFbaSi0Tntselse(ULaCror�UTfasPlale,In3aledby9lepr�tt �3� .$�30T, ndslsl}rkh"rdahadaebjeslblheamMDenwenkassdsslpmsal *d C,�ee I. . 42 t. dee fldeh Inde dx"GM'Phe orn bratMH6llerWIllCAMBC41J0copiesofWachwillbeiswifled11.11rsCopiby a orgetlas spm wgwa, daetyrt�ii1d Is.mNa 9s used/W o Ara Z6 pe. .. • 1 I'll II I II ////\CompuTrus Inc. This design prepared from computer input by 111111 11I 111 p11'III II IH II •Ac Company Inc. - GG Trans ID: -F922 t Ariel Truss C �P . . 713T(1L)-F \ Ln LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 25-03-00 IBC 2003 2 MEMBER FORCES 411RGD r LOAD DURATION INCREASE - 1.15 f T 1= • 2 0 1= 32 R 1= -56 H 4= -56 0 SITE SPECIE. GRADE PANEL(S) T 2- 2 B 2= -74 TOP CBDRDS: V 3= -74 2x 4 DF 111 613TH L- 2 LOADING t.--1 BUTTON CHORDS: TC 0NIF LLQ 50.0)HMI 1.4.0}- 64.0 PFF 0'- 0.0' TO 4'- 0.0" V LEFT - 1006 RIGH! - 1008 D 2xi.5000 DF SS 1 BC ORIF GL( 290.6)+DL( 149.5)- 440.1 PLP 0'- 0.0" TO 4'- 0.0" V DEES: N 2x 4 DF STAND L- 4 BEARING AREA REQUIRED {SQ. IE) ( 2 ) complete trusses required. BRG 4 0'- 0.0" 1.61 DE / 2.49 tIP / 2.37 SPP ^' TC LATERAL SUPPORT <- 1.2=01. 'DON. Join together 2 ply with 3"x.131 DIA GUN EVIG 4 I'- 0.0" 1.61 DP / 2.49 BP / 2.37 SPP rn BC LATERAL SUPPORT <= 12'01. DOE. �' nails staggered at; 'b 12" oc throughout 2x4 top chords, ROTE: Truss designed in accordance with B.C. LUMBER MUST BE 1.5r MIN DEPTH. 1111 5" oc throughout 2x8 bottom chords, IBC 2003 or IRC 2003 reflecting a 110 mph wind load 1A 12" oc throughout webs. [enclosed structurex Exposure B, height to 30 feet). Bottom chord requires plates held down 4' typical WN NOTE: HANGERS ATTACHED TO THE and hanger height covers 854 or more of member depth. BOTTOM CHORD TILL HAVE 1.5' MAX. NAIL PENETRATION. MAXIMUM UPLIFT REACTIONS: LEFT = -409 RIGHT = -409 WARNING: MARK TOP CHORD C-2.5x6 C-5.5x6 C-2.5x6 TO PREVENT IMPROPER INSTALLATION. ill 1111.-1111111111111110.11 11 -Y O 0 11 II 0I all 0 q I16) o 0 a I er ■VA all ilil Mil ,� A l4 44451.1'17----Y l.d 51.-�'1� C-7x7.7 C-7x7.7 4 x41 z t'L y 4-00-00l ofi Scale: 1/2'ES �� - - ' JOB NAME: NT HILhS4 12452-2670 . : -l+E AV waidllia ` General Nolen,rriless gdnerwde.noted 4 1 1.Read as e,noral Note,and VI minus helvecanrderten ii busses. 1. bseppart oda as 9tee'arl. - eA - - 2. aslMer see erection tenderbir should be et/Wee dal OeuPlmeses and 2. meauwMs topand bob ids le be hear*braced Ile .�`;.. _ FILE NO. : 452PGR04 Ydagdngs heroes edged"Nlenaeigeo.iiost �C- lag c a Ise onmpr.sss,web bracing mused,Teoldled time shone t. 3. or hlerel Med where shave+t !° C 4'_.Qs .� q.1 es ri ass of truss 4ee respo[u ty the raspeG ad r r I.Atl fel oral force resbmggg eremraeO sorb es temporary and peeeureM diectee} 5, �>gn aS.UlM3 YtraSes 9a le De faSEdeDor►01nes[YB M1VIronNlerA. _ � �� �4 Q� �.'esr DATE: 5/24/2005 ewe re assigned and provided by resigner et compete rrurta.. end prefer' cc Wive sr we. ° 12i-.,: v Cempe eros MOMS no iagonem�ty tot mord teals.. 6. Uedgn ae full healing alai supports shown.SNrn or wedge 6 ''$e�i '�,. B.Nolead oha.Adhe app4d le anycarepwerd Oma choral brach met ata / 4}, ,. -• DES. BY: BC Wiener'ere ted,end al Re Nona Omuta any Pads ermw Iden Ike 7. res rl a Mmes stoats dral0�pa Is ptovNef, W�. lads be applied any ewnesamd. 8, Plates tsd be lees on ba 6t tm5ee d hiss,end pl.ced so(lei tenter •'"•`. . Fittlir S EQ. • 2290900 C campumur hawse sonde]emend swam ire resparea0ay for 120 g n° ' vYjfl lof p5 I � • kYrrcaliora MoClog.edhme,e and lnehaation d somponeIul, f en veldt 'fit pY _ ' • 1b. a seek sl v of the CarnpsTtus PIeEs la dueled YV lila prefer • :i[- 7, reds dnsitn to demisted rOhl.d to 4e trm#Niara entrees designs set fonb 0,see 1.C.6.0.R.N.4 zli.t �-�:'� ... .. by 7Pl k 15841 er menu I.Bear 1-aa maples el welch Made timdeted 11.The C WORN.*tat Cir Pate Is hJdimeledu of lila pretbl"C.r'�'Jte ... Iyeglpiflrs wee request. deelgnelcr(18)I 16 ga.rmdarlla is me.PN°mars esu 2u go. e 1 11111 1111 1 ACarriptiliura Inc. This design prepared from computer input by 1I11 01111 II11111III1111111 a A Ariel Truss Company Inc. - GG Trans ID: 99922 N 7.1.3T(1L)-X• tr LIMBER SPECIFICATIONS TRUSS SPAN 25'- 3.0" LBC 2003 SINGLE MIRRBER FORCES !LINGO r LOAD DURATION INCREASE - 1.15 R 1= -463 5 1= 1 R 1= -925 R 8= 51 0 ME SPECIE GRADE PANELS) SPACED 24.0' O.C. T 2= -305 B 2= 541 N 2- 627 un TOP CHORDS: T 3= -590 B 3= 846 N 3= 2 2x 4 DF L14BTR 1- 6T 1- -902 B 4= 846 R 4= -526 POTION CURDS: WADINGT 5= -1225 R 5= 1D9 r=:, 2x 4 DF 111BTR 1- 4 LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF f 6= 0 N 6= 222 WEBS: OL ON BOT1Oti CHORD - 10.0 PSE* 94 l- 749 ev 2x 4 OF STAND L- 8 TOTAL UJAD = 12.0 PSI N rn It LATERAL SUPPORT <- 12"OD. UDR. *5 PSR' REDUCTION TAKEN ON LEFT - 529 RIGHT = 940 BC LATERAL SUPPORT <- 12"OC. DON. BOTTOM CHORD, AXIAL STRESS ONLY. -d BEARING AREA REQUIRED (SQ. EN) BRC 4 0'- 0.0" 1.49 DF 1 2.24 HE 1 2.18 SPF NOIR: 1x3 BRACING AT 24'0C VON. FOR BRG 4 25'- 3.0" 1.50 OF I 2.32 HF / 2.21 SPF ALL FLAT TOP CHORD ARRAS 1107 SHEATHED MRX LL BERT, _ -0.031" 8 13'- 3.0" L/240 = 1.233" MAX TL DEFL _ -0.045" 8 13'- 3.0" L/L80 = 1.644" OVERHANGS: 0.0" 10.0" MAK HORIL. LL DEFL = 0.013" 8 11 Reactiaes: 927 995 4-02-00� 5-01-00 16-00-00 IM 'tom. IL MI = 0.019" 6 LL 4-02-OO�C-4x4.3+ C-4x4.3+12-00-00 HOTS: truss designed in accordance with IOC 2003 or ERC 2003 reflecting a 11.0 mph wind load 12 C-2.5x4.3 (enclosed structure, Exposure B, height to 30 feet). 10.001Z 12 C-1.5x3.!+ C-1.5x3.4+ 't* 2x4 stripping required as shown. C-2.5x4.3+�I,I`C-2.5x4.3+ \-110.00 Joln to bottom section of truss with C-4x4.3 , C-4x4.3 2-16d nails and top section with 2-16d toenailed to stripping. Stripping , C-3x4.3/r/ArN spaced at 29' o.c. maxium. f C-2.5x4.3 ., NAXI14UR OPLIPT REACTIONS: ;' LEFT = -378 RIGHT = -378 0 .-e 1 kr;› c' rt ii)4o L,US Zb C-1.5x4.3 C-2.5x7.7 C-3x9.3 c �.-� C-3x7.7 C-2.5x4.3(S) C--1.5x4.3 1).-04 y 13-11-00 k y k yy 4-03-13, 20-11-03 0-,10-00 4-03-13 8-09-06 12-01-13 yy 25-03-00 ti P140P4;; Scale: 1/8" ". '! JOB NAME: NEST HILL-51 12452-2610 • .4:0,Gtt W Q se ) '. WARNINGS: General N wins otherwise rioted: 1 -.- S. Read al neutral Motu and Winnings beam senwseRse al busses. 1.Design Nosepport1sado ea _. -�"1 °'{. -• -o erdc!o be bTemA at 2, ;loader led aeeeCoe eoretrastes should be 14,41.d of al Gene ratlwksaM 2. trove d IelmeRi' a®_ FILE NO. : 452STx33 Warnings below carutec9eneceinrness. 3. r o e L�.�p Mem shown 4-i* - , oR' 4 , 9. rss cempeesslnnweb bnetep mune be'Melted onsrs 441.141+. 44 ]] 11441[1 K LL.aa9$rte 1'rel tl the raepec4ye C J. 1/' 0.All Isle rag face eesis11M elements web as sopeesry and permanent hechlp, d. De EO add 4renon-Oenle°c=e1w11MRMfY. U iSP�.,:k N I DATE: 5124/2005 eestbedesigned and pwHddbydeslperraoompbesaram. asntesesgusseaare fMa arsiar�ly�gnmeoli'al� � _-‹`)`2Hc:` }t� camases a secs no respsnsibity is such bracing. 6.Dslgrl aSeuslAs iull baeAng B[8f1 suppods shown Stine or wetge i -- "�. 5.ran bud should be embed to any earnpaneut ma ager all brach',and �t6p?695 .,,,,,v‘‘. DES. BY: BC hetenersaecompMe.udatnoIre Antal any teens grata Inuit sedge 7.Owls. p es adagnslod�grla�peIs�yyet. • /{. : - 1 ands be spysad b ere/mini neva. R.pp1 s char be located on bM1 Tease o t4 truss,and pieced so IIIb ismer r �Sit i..Comp'TTna Las nit coaerel ever and assumes no nspeessse y for ie 9. es ea aLof p e• :... $E Q.: 2280894 tabrkelian],.manna'M► .nd rrwtsrmm s(s«nporwlde 10.�FFpppsff bask./esl�cer1n of� Inches. I�a1P0ldafe,Woe by tie lxt8x m+.[p C .513010 111 T.Tide design famished subject to Ere 41 Septa en truss designs se tone. Csp plp.0 @ l 17 sI :G�rfG��• �+ .. ..-. .. by TPI In mis i or MN/TG In HCa11.42 Septa et Mich We he ieaebhe4 11, eIgnawr(18 Indere s s g l a eie 241 Ile -. by Compuitns yen mount 4 111111 1111 ACar iii"i C. This design prepared from computer input by IIiI III1011111III ILII II It II ' a Ariel TrusS Company Inc. - GG 7r1n3 ID: 94922 • rsl LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.0" IBC 2003 SINGLE MEMBER FORCES 41RGD N LOAD DURATION INCREASE = 1:15 T 1= -463 8 2- 7 N 1- -925 N 8- 51 0 SIZE SPECIE GRADE PANEL(S) SPACED 24.0° O.C. - T 2= -305 B 2= 541 9 2= 627 o TOP CHORDS: 7 3= -590 B 3= 846 H 3= 2 2x 4 DF 41FBTR 1- 6 2 4= -902 B 4= 846 K 4= -526 BCTION CHORDS: LOADING • 2x 4 DF 41IBTR 1- 4 L6( 25.0)+DL( 7.0) ON 'POP CHORD = 32.0 PSP 7 5= -L225 A 5= 105 d WEBS: DL ON BOTTOM CHORD - 10.0 PEE" 7 6 Q N 7- 344 t--1 2x 4 Dr STAND 1- 8 TOTAL WAD - 42.0 P3F'e - • [V TC LATERAL SUPPORT <= 12110C. VOR. 1'5 PSF R£DDCTION TAKEN ON LEFT - 929 RIGHT - 940 0u. BC LATERAL SUPPORT <= 12"OC. VON. BOTTOM CHORD, AXIAL STRESS ONLY. BEARING AREA REQUIRED (SQ. IN) BRG @ 0'- D.0" 1.49 DF / 2.29 BF / 2.16 SPF 107E: 1x3 BRACING AT 24"0C DDB FORBRG @ 25'- 3.0" 1.50 DI / 2.32 BF / 2.21 SPF AL1 FLAT MT CHORD AREAS ROT SHEATHED REFER TO IBC TABLE 2308.10,1 DF IBC 2003 FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. MAX LL DEFL = -0.031" 4 13'- 3.0° L/240 = 1.233' 9-02-00 9-01 00 1L-11-15 MAX TL DEFL - -0.045" @ 13'- 3.0' L/180 = 1.644' OVERHANGS: 0.0" 10.0" MAX BORIS. LL DEFL = 0.013" 0 11 Reactions: 927 995 1' � 1 1' MAX BORIS. TL mil = 0.019" @ 11 4-02-00 C-4x4.3+ 12-00-00 i' 1NOTE: Truss designed in accordance with 12 C-2.5x4.3 12 IBC 2003 or IRC 2003 reflecting a 110 tph wind load C-1.5x3AICIX (enclosed structure, Exposcre B, height to 30 feet). 10.00 V C-2.5x4, \2.5x4.3+ 10.00 C-4,01.3 4.3 MAXIMUM UPLIFT REACTIONS: LEFT = -350 RIGHT = -378 C-3x4.3 kh 2x4 stripping required as shown. '` C-2.5x4.3 Join to bottom section of truss with �,�o 2-16d nails and top section with 2-16d .� toenalled to stripping. Stripping as spaced at 24' (Lc. maxium. t 0 1 1 ��t�t,� -1.5x4.3 C-2.5x7.7 C-3x4.3 0' C-3x7.7 C-2,5x4.3(S) C-1.5x4.3 C"..0 k ), . J y 11.-04-00 13-11-00 ' y y k 4-03-13, 20-11-03 030-00 , 4-03-13 8-04-06 12-01-13 j 25-03-00 •., q� P1(: ?F`k•; Scale: 1/8" •: . SFr.: JOB NAME: REST HILLS @2452-2670 kIN `.'' " General Nees,unless ortter-Jae noted: _ �-41-- WARNINGS: 1.Need J General Noun sail Warnings before eonstrudkn d tresses. 1,Dsrlpa lD d ress WN• - ._ ''Q _ I.Bonder and sreeliee eodraerershe2dbe edvin.d del Gssrrel Niles and 7. NCS s e andho d101dS10 be laterally braced al �' ! .. _� F2LE NO.: 452STC33 Worn*,Men reneb.e Son commences. T o.�arl��l GT Y¢1y 3.ldcempresien wsbbeedaD meet Miphed wren sinew,'4-, 4.291It�a 4"__ or tend ivedahere shVMI11+ '- n ; o 4.Adamni Mee nsieungairannssuck est.m and pen'='- baking, �e Feiort nfussist ere! q�o teraspecIvennbador. ' C .. DATE: 5/24/2005 meet bedesigned and presldedbydesl�rretterepHee*E en. 6, a guazrforWryna uesae eur ltlanoeooaollweenu*ogaenl, ( Ngo..,_ w em"utn,s sssbmea Bectu nwen component o Mating. B. Dec are essa a Sul bearingkre of ala:. � -. �'20 N.' fJ p err elan ass s itlill b edrtR al et eupptit*shewrt.Stir m roadie V '� S.No load sfissrd be trriledto my eempfor srsnMefhrs/Iesehy and N4 Shy IQ S� DES. 8Y: BC hrlervss err sodrlele,and et maim should e">lbws 9rsaM►ihn+lestyrk 77 pp_e�c4sn m5 rves al9 y�In�pe b Wielded /t� .. • loess W spelled n am corn gement B. ' s�a11 oe�be4 on!f olfi feces o Sims,and placed so their earner f., ,�Zj�,-- ------ --`. C.tsmpuTrus has ae"antral over end assumes no respensII.Oly ton em 9 D + a :rarer I`Iflea. •.• .' - SEQ. : 2 2 8 0$9 6 teb,lwren,handling'.wiper set w msr,N.don of cum orrmie. 10.1g baa� es tees Ile Cgl�pUTrrrs Plane indicated by Si*prefix �` "ARES �QfQ Cs� �1 I.Lids denim is 4mrished reelect to the Ihalratlons rt Muss designs ser forth See I.I.B.D.R R.42 t. r7 TM In Hto-91 ar TPWITCAIn SCSI Lee espies d which alba fm.ished 11.T 7rlrl Nal OS Plate�kd br®a qefix'(rr Ibe byCor.pTrus.fonretreeel t1eNl (�6)>Adrelesl pe. lead.{111tslursare2bya. • 111111 II CuL I9 VIC. This design prepared from computer input by 1(111111 Ilan 11111 NI II • Ariel Truss Conan Inc. - GG 'Trans ID: 94922 N Company 7.1.3T(1LT-Z Lin • LIMBER SPECIFICATIONS TRUSS SPAN 33'- 1.0" IBC 2003 SINGLE MEMBER FORCES 4NRGO tv LOAD DURATION INCREASE = 1.15 + T 1= 0 B 1= 1167 K 1= 50 0 SLOE SPECIE GRADE PANEL(SI SPACED 24.0" 0.C. • T 2- -1653 B 2= 1166 A 2- -322 0L.71 TOP (ARDS: T 3- -1333 B 3= 1016 N 3= 190 2x 4 or #1&BTR 1- B T 4= -923 B 4= 1166 R 4= -207 BOTION CHORDS: LOADING T 5= -523 B 5= 1167 Al 5= -207 r=r 2x 4 DF #1&BTR 1- 5 LL1 25.010L( 7.0) ON 70P CHORD = 32.0 PSP T f- -1333 D 6- 490 _ 1 WEBS: DL ON BOTTOM CHORD = 10.0 PSE* T 7- -1653 N 7- -322 tv 1 2x 4 DF STAND 1- 8 TOTAL LOAD = 42.0 PSI"' T 8- 0 IV 8= 50 -- tv TC LATERAL SUPPORT <- 12"OC. MN. s5 PS[? REDUCTION TAKEN ON CT, BC LATERAL SUPPORT <= 12"OC. DOE. BOTTOM CHORD, AXIAL STRESS ONLY. -cf LE Ft = 1224 RIGHT - 1224 NOTE: 1x3 BRACING AT 24"OC DON�FOR REFER TO IBC TABLE 2308.10.1 OF IBC 2003 BEARINGAREA REQUIRED (SQ. INJ ALL FLAT TOP CHORD AREAS NOT SHEATHED FOR ADDITIONAL 'UPLIFT ON ACCOUNT OE OVERHANGS. ERG t 0'- 0.0" 1.96 DE 1 3.02 RE / 2.88 SPE' ----.......==-__-=_=-...-... ==.-....-....-.= MAXIMUM UPLIFT REACTIONS: BRG 8 33'- 1.0" 1.96 DE / 3.02 HF / 2.88 SPF LEFT = -494 RIGHT = -494 OVERHANGS: 10.0" 10.0" MAK LL ABEL = -0.059" @ 16'- 6.5" 1./240 - 1.625" Reactions: 1277 1277 12-00-00 9-01-00 12-00-00 MAX TL MEL - -0.087" @ 16'- 6.5" L/180 = 2.167" 1" '` 1' 1' MAX HORIZ. LL DEM = 0.031' @ 14 • 12-00-00 C-4x4.3+ 12-00-00 MAX D3RIZ. TL DBFL - 0.046" @ 14 12 0�,�� C-1.5x3.4+ fi 1.oa 12 '' }>odD. 2: 75 PLR DRAG LOAD.I 1 10.00 V ith, tx' ,0o N1D.00 NOTE: Truss designed in accordance with C-2.5x4.3 I IeC 2003 ors IRC 2003 reflecting a 210 mgt wind load C-2.5x4.3+ (enclosed structure, Exposure B, height to 30 feed. C--2.5 x 4.3+ C-4x4.3 - - - - C-4x4.3 (A} ETIlopoCH 1/2x8.S"x1'-0" CDR PLYWOOD UET TO EACH FACE N/ 100 WAILS C-2.5X4.3 C-2.5x9.3 GERED i CLINCHED AT 2' O.C. GROUT. (B) CH 2x4x4'-0" DF#2 ON TO ORE FACE (t/ IiAIES STAGGERED @ -mo+ Al 111111111111111111 rte,' 4" 0.C. THROUGHOUT I -4x4.3 C-2.5x1.7 C-2.5x7.7 C-4x4.3 c, 0 C-1.5x4.3 C-2.5x4.3(S) C-1.5x4.3 y y 19-11-00y 3 13-02-00 j 0-13-00 12-01-13 y 7,4-11 03 010-00 1r 12-01-13 Y 12-01-13 - Scala: 1/8" t0.� f 33-01-00 . . 0/ • JOB NAMR: WEST HLLLS4 42452-2670 5 -•.:{ W % WARM BS: - General Notes,micas Oren**Wed: - 1,tied al Omni Notes sod Wanner beton corekadrnn of Moues. De 1n loads ds slrorm. -. - l p. FILE NO. 952DRG33 z Wider and contraelor tion slimed be 0 ores sltpe�p4p.`artrdlbLo laAetobekbrelybracedal �'� • L 14 carpressfoe web etschl9 mat be Instilled when shown e. S. x4'mei bt4p drrite�Sl or� Bed where shown+1- _ 4 - � :; O 4.N febrai force resisting elements=dh se tern end Foremen*Meng, 4. sbdlaon of lass Is the r p{ OlfMhe respective aordraeler. f "'JXX Ib .. DATE: 5/24/2005 most bedesLiltederrtprs«hN4bydesFyperotc=mplNeeinteh... 5 arefor°'�stresses * sasatt nos anonaoNbslteehvtorrtreM. •Q,�y ! � IFV.�9' Q Cernputhue essemee no responsibility fof nate bradri. S. Design asslart5a�•ng al di supports sheen.Sh9n or wedge It -7y1� 5.No lata should beeppFad to any commonest.n Our Ukracis5 and Shy " � �. DES. BY: BC xelenersamcosrplete.and atnodsxshould enytoads yneterOtsadesign K. S adeQttahtdteln9pelsp,py4ded. II� •J(# -. ' - loads re applied to any component 8. e 9 lits boar miter df truss,and pieced so(heir center Sjf'�. /1r I.ComtaTTrus has no oentraf own end assumes a e mpenslbaIy ter the 6 s � eglder IImA _ _-.,... ._ -- d-t SEQ. : 2280902 ranmteq banMing,stdpnsml and NstlNed"n of ecaporeurds. 10./a; nIlc iiesignlas of heide Pi hcomptiTrus Plebs,wed yr he pr�ht • - - .e.-{- - F.Tfis design k Inerddsed subjectto die lheeatbns on trues designs set fort c �ee IC .U. 4211. �y�g �x by 1PS FN 1891 er TPSWTCJA h aces se espi.s of which"dare Furnished 11.TheCe�dpe ttrs edfon Plate Ish toed Ali mad are._he - by CornpATras epos nq.ut. daslpnMor( of fias lave. Fla. 111111 CampuTrus Inc. This design prepared from computer input by till 1111111111111111111 Trans ID: 94922 e Ariel Tru Ss Company Inc. - GG 7.1.3T(IL)-X N tr LUMBER SPECLFICATIONS TRUSS SPAN 33'- 1.0" IBC 20 D3 SINGLE MEMBER FORCES 4 N )AAD DURATION INCREASE = 1.15 T 1- 0 B 1= L167 if 1= 50 0 SIZE SPECIE GRADE PANEL(SI SPACED 24.0" O.C. T 2- -1653 B 2= 1166 N 2- -322 c. TOP CHORDS; T 3= -1333 B 3" 1016 N 3= 490 2x 4 DF 11&BTR 1- 7 i 4= -923 B 4= [167 R l= -207 cam. BOTTOA( CHORDS: LOADING 7 5= -923 B 5= 1168 N 5= -207 d 2x 4 DF I1EBTR 1- 5 LL1 25.01+DL( 7.0) ON TOP CHORD = 32.0 P3F T 6= -1334 N 6= 491 UEBS: DL OB BOTTOM CHORD = 10.0 PSI* T 7= -1653 N 7= -323 ^., 2x 4 DF STAND 1- 8 TOTAL WAD = 42.0 PSE* N 8= 50 ry TC LATERAL SUPPORT <= 12'OC, DON. i5 PSF REDUCTION TAKER ON 6' BC LATERAL SUPPORT <= L2'OC. DON. BOTTOM CHORD, AXIAL STRESS ONLY. LEFT = 122E RI611F = 1221 - --- �'� REFER TO IBC TABLE 2306.10.1 OF IBC 2003 BEARING AREA REQUIRED (SQ. IN) /107E1 1x3 BRACING AT 24"0C DON. FOR FOR ADDITIONAL UPLIFT OH ACCOUNT OF OVERHAFGS. ERG 8 0'- 0.01.9f DP / 3.02 HF / 2.88 SPT ALL PLAZ TOP CHORD AREAS NOT SHEATHED BRC E 33'- 1.0" 1.96 of / 3.02 Nr / 2.86 ser 12-00-00 9-01-00 12-00-00 MAX Id. DEM = -0.059" 9 16'- 6.5" L/24Q = 1.625" OVERHANGS: 10.0" 0.0" f f f f MAX TL DEPL = -0.087" 8 16'- 6.5" L/180 = 2,267" Reactions: 1279 1223 12-00-00 12-04-00 MAX HORIZ. LL DEEL - 0.031" 9 14 ,f ,( C-4x4.34- f f MAX NORIZ. TL DEM 0.046" 8 14 12 C-1.5x3.4-} 12 110TE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 mph wind load ilir/A1,1 10.00 V C-2.5x4.415a4. 10.00 (enclosed structure, Exposure B, height to 30 feet). C-4x4.3 C 2.5x4.3+ *+ 2x4 stripping required as shown, . ,..==========.1:, C--4x4.3 Join to bottom section of truss with 2-16d nails and top section with 2-16d toenailed to stripping. Stripping C-2.5x4.3 C-2.5x4.3- spaced at 24' o.c. maxima. MAXIMUM UPLIFT REACTIONS: LEFT = -494 RIGHT = -494 o r., r-1 4h , /: o o C-4x4.3 C-2.5x7.7 C-2.5x7.7 C-4x4.3 ' C-1.5x4.3 C-2.5x4.3{S) C-1.5x4.3 24 OD., y 19-11-00, y 13-02-00 y 0-15700 12-01-13 J. �0-i1-03 y J' 12-01-13 8-09-06 12-01-13 y 33-01-00 �1PR Scale; 1/8" ' °. - t45+ JOH NAME: NEST HILLS# 12452-26/0 :mak.? - Ei1 `��_4. IM MMMO&: General Notes,unless Mends'rated ' :;S• 1.t.da Goeerat ads t and Warnings below coneltection eltrrmses. 1. y;F, fo SU ort toads as shorn .. 4 "b t S. B,lhderant erection congener Medd be B&Wl ori General Moles and 2, s._. ass stye top and lotto chards N'be laterally traced et Ifirs- �. i• FILE NO.: 452CAP33 Ylrninpsbefore oensteuclNecomrmacae. , o.C. st 2-0'0.a p A lsteanpmioeweb braelwmusteeluiNled*taroshone 3. An �npalebrs1 1�ta�lWedRheceshows+♦ 0'411 b . 5.AM Mind tout resit Wog swami such m temporary eM'aemreld Wades n etniait es ra�eo �oi Itir=1,vr�i o eltvea t„. • Q7 - [TATE: 5/24/2005 swot le �: D1Es Ill asweres Ytiasesero to aawroonmlve ewharmni A lRQ4 t`z• goggled and presided by lity to rdcagkre alrreynaa. a se,,n*dry or am y'e� -_r 26' i•• cv Cor"prTroeal/mrtasxrespenetWtty hn xxA mae:Yy. 8. D esomes pmei oris sholn_SMm or wedge? ''7 \ '. 6.Yob ad shatdba appgaeH an yeoeponedtotlslieri ucime and fiery. �I ape p [� DES. BY: BC fader.=ere complete,Meet m hada should troy Mds setae Mae design 8. less8h6esMu a oB boPl(e e6Is �al�pl8oed eo lleYcentef ', `r , f lands be applied N any eampenenl a�m�-hd�tit rashtar l Ines. 'h '�r� `. S EQ. ' 2 2 8 0 9 Ol 6, tomes Trim has no control ever and ammers no responsibiity(orbs 9 �9N ffldCalB'e1z�b rldt6e. • lei rbaslnrebanding,se1pmentand lrwhlmennt IIconrpanmds. fue.farba+kd�es[a�n v s�{ore•�CompuTrns Plate,ildicaled by Hs prelht r {1 .!3 Qj�. 7. Itis defipn is Aerb+6sd s.bJmt to the 6esaesna ea Mus de s igrrt set(srri C',see I.C$.o. 4111. '.`-�"'"� .. .. • by 761In Nebel or TPUITICA hi HCM 1.IS espies d which a lot furnished 11.The CeBpeTrus Nel Plate I•bdAaied by lite Prefix'CN'Ii. bpCoaptrnesepos eque,. deal (16)Indfcabe,+16 pa•rnateflel I6 used.M ethers me 2h pr e 111111 ,/////'\ICocrIn.Tru9 In]. This design prepared from computer input by 111111111111111111111111111 e Ariel Truss Company Inc. - GG Tran3C(LL)s ID1 94922 N .Ln LDNBIit SPECIFICATIONS TRUSS SPAN 33'- 1.0" IBC 2003 SINGLE IIENIBER FORCES 4NRGD LOAD DURATION INCREASE = 1.15 T 1- 0 B 1= 1167 W 1= 50 0 SIZE SPECIE GRADE PANEL IS) SPACED 24.0" O.C. T 2= -L653 B 2= 1166 It 2= -322cre TOP CHORES: - T 3= -1333 B 3= 1016 W 3- 490 2x 4 OF 114BTR 1- 1 T 4= -923 B 4- 1167 W 4= -201 LOADING BOTTOM CHORDS: T 5= -923 B 5= 1168 R 5= -201 d 2x 4 OF 116BTR 1- 5 LL( 25.0)+D1( 7.0) ON TOP CHORD = 32.0 PSF T 6= -1334 W 6= 491 NESS: DL ON BOTTOM CHORD - 10.0 PSE* T 7= -1653 W 7= -323 ry 2x 4 OF STAND 1- 8 TOTAL LAAD - 42.0 PSI* N 8- 50 -. ry TC LATERAL SUPPORT <= 12"OC. 1K111. *5 PSF REDOCTION TAKEN ON BC LATERAL SUPPORT <= 12.0C. UOR. BOTTOM CHORD, AXIAL STRESS ONLY, LEFF = 1224 11I04ft = 1224 .-d ---- �__�'-�" REFER TO IBC TABLE 2308.10.1 OF IBC 2003 BRG 4 0'-BEARING AREAREQUIRED IRED/ 3(S2 HINSQ. ) 2.88 SPP NOTE: Ix3 BRACING AT 24."0c DON. EOR POR ADDITIONAL UPLIFT ON ACCOUNT OP OVERHANGS, ALL FLAT TOP CHORD AREAS NOT SHEATHED BRG 4 33'- 1.0' 1.96 Dr / 3.02 HF / 2.88 SP[ 12-00-00 5-01-00 16-00-00 MAX LL OEFL = -0.059" P 16'- 6.5" L/290 = 1.625" OVERHANGS: 10.0" 0.0"� 1' T 1' MAX TL DEFT = -0.087" 8 I6'- 6.5" L/160 = 2.167' Reactions: 1279 1223 MAX NORIZ. LL DETL = 0.031" 0 14 12-00-00 C-4x9.3+ 12-00-00 MAX BORIS. TL DEM = 0.046" 0 14 f 12 1' C-4x4.3+ .( NOTE: Truss designed in accordance with C-2.5 4.3 12 IBC 2003 or IRC 2003 reflecting a 110 mph wind load 10.00V C-1.5x3,4+ 11\ 5x34+ �1000 (enclosed structure, Exposure B, heiht to 30 feet). 5 C-2.5x9.3+ C-2.5x4.3+ f* 2x4 stripping required as shown. C-4x4.3 .. C--4x4.3 Join to bottom section of truss with 2-16d nails and top section with 2-16d toenailed to stripping. Stripping C-2.5x4.3 AC-2.5x4.3 spaced at 24" O.C. maxima. pill MAXIMUM UPLIFT REACTIONS: LEFT = -494 RIGHT = -494 rc o t 0 4r 0 I -4x4.3 C-2.5x7.7 C-2.5x7.7 C-4x4,3 000 C-1,5x4,3 C-2.5x4.3(S) C-1.5x4.3 PA.,`Z y y 19-11-08 y 13-02-00 y O-iQ-00 12-01-13 , 29-11-03 y 12-01-13 8-09-06 12-01-13 y 33-01-00iw�QF '= Scale: 1/8" 051.. . = " mak/" JOB HNC: NEST HILLS$ 12452-2670 1P4�1 kr r 1 WARNINGS: General Nobe,unless o8lerwtae nded: - ' -- I.Read ea Generd Notes and Wanln'e before construction If Mins 1-Desl/n b S bads as j 4 .-b 2.Sander and arec(m caatsacarx abs mid be ebbed or en General Nates wan z De�m n of the to be laterally traced at q��- '. - - FILE NO.: 452HP433 Weene,ge eau.e construction canna -0'_OAm at i2 VF.res dhr ds 1.1x3 cnapnsalon,se bracing must be imbibed rebore Perot 4. 4 �orls l ',erred stere snore,-cbx. .OA' s c0 o of bu s s Ihenes res oW1 .�" Its mrd row ssieaa dements sash sed ammnenF unci - �r,/ I. la reef complete y p 4 r .�n esannessvrses are tree t�d in a n�ra enNrannerd, 5 Zco DATE: 5124/2005 must be�sig•xd caac�a.Yxd ey de.y±r�t e*npktrsenscten and am for'thy ICoa"of use _P s " tmtpa7lec assemme es meaning/14y tar such bracing. 6.pDeeCs�len ass>�MG bearing at a17 supports shown.Skim a wedge If "� eN e.No load should be applied 1•any component will alter as arson.end 7 Deal s9a ".. .. DES. BY: BC Pitmen are eampRee,and Mao One Medd embeds greeter le as duty, gr gay- mem drgnape Is=Wed. R,JON' "..-1 e.Moshe bel on boM laces of buss,and placed so they center }, f ' loads be opted to any component. (nq Cplre N Jo mem glee. d.Campanuseu no cordial aver and assume.no teep.rm*A-y tenth' 9. UQRs ltYdlCale e¢a eI01 lI1ClRm. • _ S E Q. : 2 28 0 8 90 meneagart"sneer.aelpn.ra ae a b,d 1l.e a eampmte,rtr. 10. qr basic Q�• of brie CerrRlaTnn Ptak,bbl algid by the prefix 9 E_ $ 61 WO . 7.This dadi.a lb rureisbed subject's err imitates on tress designs we both LV,aee1.C.B.O.R 421. -.. n7Pl]DFlna1erTRIMCAInSCSI1-11copies srwhich alphefiaai1Ad 11.TheCvrouTlus Sec on plat Fla ted prelbtCN" he by Cem mines mew rm prat. isslpmaldi(18)hamlet 0 ga. al tuner.Pa otters are 2b • I IIIIIIIII CnmpuTruig Inc. This design prepared from computer input by IIII III■ 111111 11 11 11 • trans ID: 94922 Ariel Truss Company Inc. - GG 7.1.3T(1L)--F N..) LIMBER SPECIFICATMRS TRUSS SEAN 33'- 1.0" IBC 2003 SINGLE MEMBER FORCES 4NRGD r LOAD DURATION INCREASE - 1.15 T 1- 0 B 1- 1117 W 1- 50 0 913E SPECIE GRADE PANEL(.91 SPACED 24.0" 0.0. T 2= -1653 B 2- 1146 R 2- -322 \ TOP CHORDS: T 3= -1333 B 3- 1016 W 3- 490 2x 4 OF 914BTR L- 7 T 4= -923 B 4= 1167 0 4= -201 . r=3 BOTf014 CHORDS: LOADING T 5= -923 B 5= 1L68 N 5= -207. t=i 2x 4 DF 916BTR L- 5 LL( 25.0)l-DLI 7.0) ON TOP CHORD = 32.0 PSF T 6= -1334 0 6= 491 NEES: DL ON ROTTOM CHORD = 10.0 PSF* T 7- -1653 0 7= -323 ry 2x 4 DF STAND 1- 8 VITAL TOAD = 42.0 PSF* W 8= 50 cv TC LATERAL SUPPORT <- 12"OC. DOH, *5 PSF REDUCTION TAKEN ON BC LATERAL SUPPORT <- 12e0C: OUR. BOTTOM CHORD, AXIAL STRESS ONLY. LEFT = 1224 RIGHT = 1224 REFER TO [BC TABLE 2308.10.1 OF IBC 2003 * BEARING ARRA REQUIRED ISO. IN) MDT B: 1x3 BRACING AT 24"OC QUO. FORBAG P 04- 0.0" 1.96 DF / 3.02 6F / 2.88 SPF MORD FLAT TOP ORD AREAS NOT SHEATHED FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERBAllGS. ERG I- 33'- 1.0" 1.91 DF / 3.02 HF / 2.88 SPF FAX IL DEFL = -0.059" 8 16'- 6.5" L/240 = 1.625" OVERHANGS: 10.0" 0.0" 144X TL DLFL = -0.087" 9 16'- 6.5" 1/180 = 2.167" Reactions: 1279 1223 MAX HDRIt. LL DEFL = 0.031" 6 19 12-00-00 9-01-00 12-00-00 NAX KORIt. TL DEFL - 0.046" 6 14 t 1 T T ROTE: Truss designed in accordance with IHC 200] or IRC 2003 reflecting a 110 nlph wind load 12 12 (enclosed structure, Exposure B, height to 30 feet). 10.00 V C-4x4.3C-2.5x4.3 C-4x4.3 10.00 MAXI[4UN UPLIFT REACTIONS: LEFT = -494 RIGH'[= -994 /r C-2.5x4r3 C-2.5x4.3 0 0 (;)% ,..r a 1116\ 1 o -4x4.3 C-2.5x7.7 C-2.5x7.7 C-4x4.3 'KIi/Ztp C-1.5x4.3 C-2.5x4.3(S) 0-1.5x4.3 y y 19-11-00 y 13-02-00 0-10-00 33-01-00 Scale: 1/8" . JOB NAME: NEST HILLSII X2452-2670 !�' �� �,'.. wAntmuas: General Nalco unless otherwise ruled ) I.Read ad aee.ralNat.a rid erernhgs twfer•eamsb,CE n rt ranee. 1. Design to seppart beds 9e .- . .ili�.;,V.. . .1. , _ '--cl 2.Wider se a metros zones eke sleeted be eN.aeofd General Metes and 2. ensu IM minis to be laterally braced at �. -- FILE NO. : 452HP333 IMasrinoslslos csodrerraecommences. 2p'�0'iaonc. at i�2'a poc y p a. i■s wsq eacci■e van rureefnp en.a fd h■ersaea Wm*shone 9. 3. 2x4 act a(aa-0m poral reached Awe scam r Q� 1. to 1.Alhhrasdraneertar knell OUss Ile reser, lie felled Cerl7aclar. +�'. +� DATE: 5/24/2005 ram e. tea sler..uda mash as uwra.. and ammo".aodeg 1:Des i assumes fossae we fes its mid In a noncwro�w emrilanawrt >!// _ ,Erb desigerM and peorided by iesfpruer el oosurpla6a simians*. end AN Cprdl Ute. -. r `i� t2 Osnpmins assumes no ras7 aiel rty fa awl Wada¢ 6.Design 89llllllbS+lJll bear�IQ at aI alpgOAs 31gWR$hIM M WedQG If -7 V J - r.No lead should be apples?*any tanpasent mid idler id brining aM SSa DES. B Y: BC fasteners are ebmpgeea,meet no ibm.adrerra 7. r a le drdn Is ed. bads be applied Is any aoarptannt. 8. sel6es for'ley on of to es of tnre�cad*cad so their renter -".'414 .;/WIT , 6.Caepijsas vas as cadre!ever and assumes no fesporoMllay far lie $. 1 iF� wry . �n $E Q.: 2 2 8 0 8 97 yMieaaaeu,he ndang aldpweM sea Galalcrkn or components. 10.Pqr vesic dent velem stile CotnpaTrus Pans,Indicated by the weir {�I[ {) 7.TmaResign lavishedseb+sst to leaIMllallans en hsps anises ass rerun sae I.C.B.)R. 4211. PARES... .... .. ,. by TPI IN i1B-H a IPUIVILA is!cal+a'1 espies Y Aids tied be furnished 11.The Cerralt(�lus tN41 Set7pl Plater (¢ . .lredus by Ula QJaftx"�CI't' lie .. by Ce,eflaa visualised. deslpromr(18)I gt<aler 111!Qs.lallalgr Is raen.!7 rnrlarf era 20 ga. A s 1111111 1UTrL • �nc. This design prepared from computer input by I 11II1IIl IIIIIIII(�IURI III Trans ID: 99922 ,, Ariel Truss Company Inc. - GG 7.1.31(IL)-X N t.Ti LUMBER SPECIFICATIONS TRUSS SPAN 33'- 1.0" IBC 2003 SINGLE MEMBER FORCES DIEGO IAAD DURATION INCREASE - 1.15 T 1- 0 B 1- 1179 N 1- 690 0 SIZE SPECIE GRADE PANEL(s) + T T= -1665 B 2= 1878 11 2= -929 !OP CHORDS: SPACED 29.0 O.C. T 3- -1179 B 3- 2097 N 3- 259 2z 4 DF I16B1R 1- 7 WADING 4= -2006 B 4= 1871 N 4= -184 t y BOTTOM CI*]ROS: T 5= -2007 B 5= 1180 N 5= -184 d 2x 4 OF ILiBTR 1- 5 LL( 25.0)+DL( 7.0) OW TOP CHORD .. 32.0 PSF 1 6- -1180 N 6- 259 WEBS: DL ON BOTTOM CHORD = 10.9 PSE* T 7- -1665 R 7- -929 N 2x 4 OF STAND 1- 8 TOTAL IOAD = 42.0 PSFF W 6= 690 N TC LATERAL SUP PORT <= 126OC. WN. `5 PSP REDUCTION TAKER ON BC LATERAL SUPPORT <= 12"OC. DON, BOTTOM CHORD, AXIAL STRESS ONLY. LEFT = 1229 RIGHT = 1224 2308.10.1 OF IBC 2003 BEARING AREA REQUIRED (SQ. IN) REFER TO IBC TABLE NOTE: 1x3 BRACING AT 24"OC DON. /DR ERG 8 0'- D.0" 1.96 OF / 3.02 HF 1 2.88 SPF ALL FLAT TOP CHORD AREAS EDT SHEATHED FOR ADDITIONAL UPLIFT ON ACCOUNT OP OVERHANGS. BRG 8 33'- 1.0" 1.96 OF / 3.02 HF 1 2.88 SPF -...-.. -.....--..= STEP FLAT TOP CHORD TO MAX IL DBPL = -0.118" @ 16'- 6.5" L/240 = 1.625" OVERHANGS: 10.0" 0.0" BE BRACED BY JACK MAX TL DEAL - -0.176' @ 16'- 6.5" L/180 = 2.167" Reactions: 1279 1223 OVER-FRAMING AT 24" OC. MAX BORIS. LL DE n, - 0.047" 4 14 MAX BORIZ. TL TEFL = 0.069" 4 L4 10-00-00 13-01-00 10-00-00 ROTE: Truss designed in accordance with LBC 2003 or IRC 2003 reflecting a 110 mph wind load 10-00-00 9-08-14 7204-02 6-00-00 { [enclosed structure, Exposure B, height to 30 feet). 6-00-00 T ? 6-00-00 12 C-4x6+ 'C-4x6+ 12 f MAXIMUM UPLIFT REACTIONS: C-3x60) LEFT = -494 RIGHT = -494 10.00 C-3x4.3 C-2.5x4.3 C-3x4.3 10.00 C-4x6 ''''\\C (2)C-1.5X2.6 TYPICAL AT VERTICAL STUDS. C-4x6 • ao -1 /\/\/N .-+ o zb I 0 -4x4.3 C-2.5x4.3 C-2.5x4:3 C-4x4.3 P C-2.5x6 C-2.5x6(S) C-2.5x6 , ' , 17-11-00 15-02-00 y y 0-10-00 33-01-00 Scale: 1/8' rS% • JOB NAME: REST HILLSA #2452-26700 - -ii4 1• ,� smaRNINOS: Geneva!Notes,unless Mbernfse noted: ' ` _i ; ')•. Aft - 1.Reed aAOve andNorn and►Mdges before construing,'of busses. 1. Design b suppoA loads as sham. -- 4 .--E 2.Edgar sal srsdlen col, orzA.e d Do advised se an Gene'ml Nous"nd 2. .Desi sestelts llle and meters dm:4s to be fly braced at � .FILE NO.:NO_: 452H2233 a,nu.,r biers as Rsbuclieg Camsrwnos. t i ��r �•r i 1fl commix kw M rad as sulk be rmts*dat ssImi,n1. J.`ItYYYI nRa�br Yodwhere shewni ;� ,c4 C n of truss Is fit r the reapec@ve coMr iter. V. B' 4.AIIWIul Nene,esisllgdimeub such ss temporary sad pramagerd br"ettt, �p dd �! Q ORTE: 5/24/2005 marstbaaaesiruasref rsvlctad Cutdseretcorapiules1rmlus. Mgr, erre irI0I1•WROeIseBA1QOAn18ii, (), ne. t1a_ t9' me stoni °'1llni brae u� V cam pages assumes no responsibility TOT"u[Ci Weary. 6. r631arYt6II>f ieffi1fl�at ori supports shout.Shim oC 1Nadpu K -T� �. !. No Iced should be applied bo any eassiner gala complies ibmdne and lecgsstlY. I f 1�,� DES. BY: BC instenen so eerrphta,ane atm mma should any lads gmeerriue dos bin etea a BBdeWelq It prdMded. 11.' J��� r } loads es applied b aqy component. �). ['I MOM b i jek c a to of truss,and pfa rid st ttreir omnlen ' )Z.F 1 ' I. Computrus has n000nbal OWN end aszu.some rosponsiblib for the nt� cmh Wlh C rl yh0. SEQ. : 22 6 0 9 0 4 b cousi s*Non abye""ar end lnRr.eneam of sarpw,sds. I O. bas `y.r [arm beGsrprid is uleDe,itColhers by the pr.Ca -6..IRE • i6130 0 ti" n Rus design Is Sands bed zsbf net no the NmIWNas aq buss designs set torts see l: .N.N.42 i. (�p� .. .. :. by'Pahl Mgt or WHIM rr BOIl1-fo calomel enkh AM es finished 11.heCop�g41/t a iN Sodom Fide meter-id Is Mord id is ussa Dille oil abs if pia. .. . • ... _ by cemp.TNrs upon request. nmNr l as. • 1111111111 CnmpuTru, Inc. This design prepared from computer input by 11111111131111111111111 , Trns ID:Ariel Truss Company Inc. - GG +7a1.3T(1L94F22 r---.3 cJl \ LUMBER SPECIFICATIONS 33-01-00 RIP SETBACK 6-00-00 PROM SND WAIL IBC 2003 2 MEMBER FORCES 4ARGD tv LOAD DURATION INCREASE = 1.15 + 7 1= 0 B 1= 2516 N 1= 1382 0 SUE SPECIE GRADE PANEL'S) ? 2= -3422 B 2= 3116 N 2= -1862 \ TOP CHORDS: ? .3= -2516 B 3= 4356 V 3= 520 WADING 2x 4 DF 4ILLBTR 1- 1 7 4= -4172 B 4- 3922 W 4= -310 t=1 BOTTOM CHORDS: TC MIIF LL( 50.0)+DLI 14.0)= 64.0 PLF 01- 0.0" TO 6'- 0,0" V 7 5= -4174 B 5= 2512 II 5= -362 t=, 2x 4 DF 4I1iBTR 1- 5 TC UNIF LL( 100.0)10L4 26.0)= 128.0 PLY 6'- 0.0" TO 27'- 1.0" V 7 6= -2512 K 6- 512 WEBS: TC UNIF IJ,( 50.0)+DL( [4,0)= 64.0 PLC 27'- 1.0^ TO 33'- 1,0" V 7 7- -3416 N 7= -[876 w 2x 4 DF STAND 1- 8 BC (MY LL( 0,0)+DL( 20.0)- 20.0 PEP 0'- 0.0" TO 33'- 1.0" VN ti 8= L392 W TC LATERAL SUPPORT <= 12"OC. BOB.BC LATERAL SUPPORT <= 12OC. NON, TC CD)IC 11.1 250.0)+01( 70.0)= 320.0 LBS 8 6'- 0.0" LEFT = 2386 RIGHT = 2382 TC 03W IL( 250.0)+DL( 70.0)= 320.0 LBS 8 27'- 1.0" ----=======-...-...-....- -------- BEARING AREA REQUIRED (SQ. [N) NOTE: 1.x3 BRACING A'? 24"0C OON. FOR 4 2 ( complete trusses required. BRC @ 0'- 0.0" 3.82 DF / 5.89 BY / 5.61 ser ALL FLAT TOP CHORD AREAS NOT SHEATHED Join together 2 ply with 3"x.131 DIA GUN BRG @ 33'- 1.0" 3.81 OF / 5.88 HF / 5.61 SEF II nails oc stathroggered ut at: ugho2x4 top chords, 14AX LL DEM - -0.124" 8 16e- 6.5" L/240 - .1.625" OVERHANGS: 10.0" 0.0" Milli 12^ oc throughout 2x4 bottcon chorda, I4Itx TL DETL = -0.183" 8 16'- 6.5" L/160 = 2.167"625 Reactions: 2441. 2381 r 1 12" oc throughout webs. IIAlt HOLM. LL MIL - 0.049" @ 14 Note: Stagger splices on adjacent ()embers. HAX RORIZ. TL DEFL = 0.073" @ 14 REFER TO IBC TABLE 2308.10.1 OF IBC 2003 NOTE: Truss designed in accordance with FOR ADDITIONAL UPLIFT ON ACONNT OF OVERHANGS. IBC 2003 or TRC 2003 reflecting a 110 mph wind load 6-00-00 21-01-00 6-00-00 �(enclosed structure, Exposure B, height to 30 feet), 1'12-00-00 1 13-08-14 T 7-04-02 1 6-00-001 ( MAXIMUM UPLIFP REACTIONS: C-3x60) LEFT = -960 RIGHT = -960 10.001/ C-4x6 C-3x4.3 C-2.5x4.3 C-3x4.3 C-4x6 10.00 •-d,(- //\/VN err .. "7Ld' ....... c(;) C-4x4.3 C-2,5x6 C-2.5x4.3 C-2.5x4.3 C-2,5x6 C-4x9.3 0 14- 4rR ' L C-3x6{3) J' l 17-11-00 y 15-02-00 0-10-00 33-01-00 Scale: 3/16" JOB NAME: WEST RLLLS6 62452-2570 ` (31N 4. WAW1710a: General Nobe,antes otharxAse noted: - + i •- ` t,Read all teenage Notes mut Vdnrnirrys bolero aesastr■euwr dttwssa. Design to seppert IOaele es .. liti V ; ... ^-O FILE NO.: 452HP133 2.B"Ild�naWeneeiaevenr"ebeshoudbe Mel,meel4eGeneral Oohs and -. Badernase sst2p srWbottm nsteslobeWorst+towel el . M'Yninga berme eorsrMg5en smrranus. 2'Q o.c.mass 1 -0 .c. c.fBy o i.1x3 caatpteseaa■web Yratkg ma*"tslelel'Mem sheens e. 3. 2x4 bapiol bad�IQor Ia1Ma1 br r�gdred where S�OW11 E+ e;•,y e�. 1�. I.vat Went race resist irg elements sant a and permitsnt bt"uMg, 4,DGa n an°l buss r!the iRdlry.t lie re. ell/60nirigr �?'. '! LATE: 5/24/2005 mast be der designer U1t 5. Deepl�assumestiseeseronbey99ae00bants •i• lesseerwiro 1 .44b. ' Iened aaa provided by MMyesr oe complete sauew"e. and bfe IOr'r�peat'a - 1". Y 261•• 1 Cmi Minimassumesenrespmin6mtyforsectbeaded. B.DeaylnassumEsMIAeelllglalsupperlsshovesShimarwedgeN 'Sf ' I.Ni led shouldWDM spy6rtl la sag eenpareRd ctrl slier all Jrraeese and aoq Sea � � Z). 4t. DES. BY: BC euksreuentowed*.sod6inodiemaenupanyloadsAraadrstunswirl if ode vffiib els nd �.it l Yaws ba applied 1 e any compnnnid. �. I mi e err l Cn er roes, m1d placed so OlelT ceelter _ W.79.0( SEQ. ' 2280903 e.Ceepalwc hums eanerol over and aswmesen seeposu'Dllhy hr Me g, gl to� �glaid hi llNllas • raheleaaayhandirrg,sldpesal and I ea.sitien dcemponents. 10. 6 ill 6 V 9n Cas.7rul Plrf°,Wielded hythe pee4K I Q 7.TMs design Is rsmlahed emblect e"Mems,Harlune on tensa&seers are issal seeL .B. R.R.421. - •. by TPI to HI981 Of lPWItA In BC511-05 copies o/wbieh w ll be IluNshrrd 11.�CazuTios 14d Pbb( igired IY 4(p gnlbr"GP!'Ste -by Com" ,M,wt, son(1 B)Indicates ga. used/m arers ae 2A ga. d III II111 /\ T .CrThis design prepared from computer input by 1111 111111 1111111111111 II ' 9 Ariel Truss Company Inc. - GG Trans ID: 94922 7.1.3T(1L)-X r--„D t_s'r LUMBER SPECIFICATIONS TRUSS SPAN 8'- L.0" IBC 2001 SINGLE MEMBER FORCES 4HRGD [V ILIAD DURATION INCREASE = 1.15 I L= 0 B 1= 154 R 1= 44 0 SIZE SPECIE GRADE PANEL(SI SPACED 24.0" O.C. T 2= -291 B 2= 154 un TOP CHORDS: T 3= -291 2x 4 DF I18BTR 1- 4 • BOTPOP1 CHORDS: LOADING T 4= 0 • d 2x 4 DF I1irBTR 1- 2 LLI 25.014DL4 7.0) ON TOP CHORD = 32.D PSF .__ REPS: DL ON 001TOM CHORD = 10:0 PSI' N 2x 4 DF STAND 1 TOTAL IAAD = 42.0 PSE* LEFT = 299 RIGHT = 299 -' tV TC LATERAL SUPPORT <= 12"OC. DON. i5 PSF REDUCTION TAKEN ON BC LATERAL SUPPORT <= 12"OC DON BOTTOM CHORD, AXIAL STRESS ORLY. BEARING AREA REQUIRED (SQ. LN) .iy BRG 0 0r- 0.0" 0.48 DF / 0.74 HT / 0.70 SPF OVERHANGS: 10.0" 10.0" BRG 0 8r- 1.0" 0.48 DF 1 0.74 Hf / 0.70 SPF Reactions: 352 352 MAX LL DEPL = -0.002• @ 4'- 0.5" L/240 = 0,375" REFER TO IBC TABLE 2308.10.1 OF IBC 2003 MAX TL OEPL = -0.003" @ 4'- 0.5" L/180 = 0.500" FOR ADDITIONAL UPLIFT ON ACCOUNT OP OVERHANGS. MRX BORIS. LL MI - 0.001" 4 5 • MAX DORIS.. IL DE PL = 0.001" 4 5 NOTE: Tress designed in'accordance with IBC 2003 or IRC 2003 reflecting a 110 nph wind load 4-00-08 4-00-00 (enclosed structure, Exposure B, 'eight to 10 feetl. T T T 12 12 C-4x4.3 MAXIMUM UPLIFT REACTIONS: 10.00 4.0" 10.00 LEFT = -100 RIGHT = -100 Pi (2)C-1.5X2.6 TYPICAL AT VERTICAL STUDS. Al 1i o c. (c,i) ..-I ,, 'fr...1- liriMMIPIEMIIIIIIIIIMIIMIDLI. .1. o 0.25"0'25" C-2.5x4.3 C-5.5x6(5) 0-10-00 8-01-00 0-10-00 Scale: 3/8" t�OPROP : �, AOI . JOB NAME: RBST HILL SI 12452-2670 'GJ 0111 --. wutrmGS: General Notes,uriess Aerobe noted: > g # !� .. _ 1. Raid dG h n millets s nod MO goings heron,earwreAao et Inman. i. bsapjwrt mads eta ���+ V},. 2,Builder aaderecibnsenlnckaaheaadbeadvised ofalememinaeasend 2. aeararrsftaIn,andbollom res to behterriybraced at fir- , FILE 140. : 452GET06 1a3niusgs•efase w.Sb,daaeameas bin 9 G 12 me•c�� •.fat compression nab briskly Inuit!»bengal Meats OM 4-. Neral tl►a rad,tithe sbotall+i '�o. t} tp 4.Al Waal face masa"earn aids such u May maw oed 7 "K teseNM 4 d tram s lfier the rasyed1,2 ooniraeler. t>l� �. o DAM: 5/24/2005/2 0 05 num 1. 5' Indere lot* Torr` Fane a twrt axro re ernmortgten4 _! . � -. Y / Designed and pmrded M la"y"er d eaapiafa rAwawa. maw �g� j iR 1GS t Corea n mimes no respsnaugay rot suet bracing. 6. naSURleS TUU Dearing at rik SUM Dal show.Shim or wedge I "r 4,, S. Noteadshodgleapple/bany cernyonordtall altrs,braces,surd [fe ss DES. BY: BC 'batmen nn templets,abeam Mum should any loads herb,Sian chola" I. ligiii hies ode els dr a Ie rmiied. O.1 Jae land,be applied In my component. 8. 'Cale ary9�abies looses on bou,yaoeso�SUSS,end placed to Ihdr center --.`7r` _ tj1, ) I, Comp"Uustan me control over and comma n"realarolbity fortis Cale "KIM Wei jolt cealt�airlhMs. _ .. _en-� '•. i�.•. SEQ. : 2280898 fotrra ler',hasdInS shipment end Instaldaar al compone la. 10.IIFJJIt bad¢designvaluesues of a EoblimP'erTrus Plate.indicated br the prefix EXPIRE W,7ui(� . Z. Thu dodge Is rannt.lued subject to ave Saadans en tats Mslgre set forth C9r,basic I,C O.R.R 4211. s-^`c )R'^ .. • P11111,1 H111.81 or MAMA Is SCSI 143 evokes W nhtch Mahe Welshed i t.The Can11ppilas t e Plate Is y abided by be"CII'4Ie byCenpellas epos request. dealer •(18)L es 18 be.'Med i Is used:toms ata al 9a. r 11111111 1111 I[II IIs U III 1111111 ' G'[j[�tf��g��� t]r� `n�, This design prepared from computer input by r" Trans ID: 94922 "c Ariel Truss Company Inc. - GG 7.1.3Tt11,)��t Ln IMAM SPECIFICATIONS TRUSS SPAN 20'- 6.0" - IBC 2003 SINGLE MEMBER FORCES 4WRGD N LOAD PURATION INCREASE = 1.15 • T 1- 0 B 1- 659 M 1- -285 0 SIZE SPECIE GRADE PANELS) SPACED 24.0" O.C. T 2- -964 B 2- 424 E 2- 361 cc TOP CHORDS: T 344 -818 B 3= 659 W 3= 361 2x 4 DF i16BTR L- 6 T 4= -848 10 4= -285 BOTTOM CHORDS: WADING • T 5- -964 d 2x 4 DP 414giR 1.- 3 LL( 25.0)+DL[ 7.0] ON TOP CHORD = 32.0 PST T 6- 0 10685: DL ON BOTT0t4 CHORD = 10.0 PS F'' N 2x 4 OF STAND 1- 4 TOTAL LOAD - 42.0 PSP' N TC LATERAL SUPPORT <= i2"OC. (ION. '"5 PSF REDUCTION TAKER ON LEFT' = 758 RIGHT = 759 m BC LATERAL SUPPORT <= 12"OC. DON. BOTTOM CHORD, AXIAL STRESS ONLY. BEARING ARBA REQOIRED 'SQ. INI OVERHANGS: 10.0" 10.0" REFER TO IBC TABLE 2308.10.1 OF IBC 2003 BRG I 0'- 0.0' 1.21 OF I 1.87 HF / 1.78 SPF Reactions: 81.2 812 FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. BRG 0 20'- 6.0" 1.21 DP / L.87 HP / 1.78 SPF VAX LL DBF1 - -0.022" 8 13'- 6.6" L/240 = 0.996" MAX Si DEFL = -0.033" 0 13'- 6.6" L/180 a 1.328" 10-03-0D 10-03-00 MAX HORIE. LL DEFL - 0.010' @ 8 MAX RORIE. TL DEFT. = 0.015" 8 8 12 C-4x6 12 E078: Truss designed in accordance with 10.00 V 4.Ov NJ 10.00 IBC 2003 or IRC 2003 refLecting a 110 mph wind load (enclosed structure, Exposure B, height to 30 feet). ii MAXIMUM UPLIFT REACTIOi1S: LEER = -320 RIGHT = -320 C-1.5x4.3 / \11pC-1.5x4.3 o c 1 ,_ A iiiiii&L. 0 c. -2.5x4.3 C-2.5x4.3 ,C-2.5x4.3 C-2.5x4.3 ` a C-2.514.3(S) k y 1' y y 11-11-00 8-07-00 y - 0-10-00 20-06-00 0-10-00 PROS, -, - . Scale: 3/16" JOB NAME: HEST NILLSII 42452-2670 WARNIIOIC General Notes,unless MN rate a noted: itt • ]1� C.Read alt neneralbeean and Warnings before eeerstracxan If Wawa. 1. Design to seaport loads as Pee. (�9111;.t..1 2.Bendrendaneeene»nbracbarslewMbeseafood.4dl mer/hales and 2, Orlon enemies etapandbotuanchordstabelateraahnoedat • - - 'z ELLE NO.: 452TRU20 lrant,gs before unarucdeneeee"eeeu, 2'.(I o.e.andd -6 o.c.hg��Iy t 1 ss compassion arab bristles mast be Installed where dean e. 3.2x4 Mmact or ie re iMxdfed WPM sho n 4-4 g 0.•ta,-� C f.AN lideu[font'midi"gelsme sat SI IIS N Napalm and svwm.lt Mrachep, 4.5. ' assumes n atruss Is he rasps of Me resperromee nsto nsx. • V- {h DATE: 5/24/2005 5.Desinit trusses ate to be d b a noncorrosive environment 6,..e.-64 --- nrrrsl6eQaQfrrsdarepuoddedardeslonerNeenpMMatreedere. Dentii assumes beading use. )'�" '`.- . Cornload should s d ba applied Pro ns►ero eme far such ur la after 6.end are for nm Nos'beading el e11 st;}oris shown.Shim w sedge xA` 3' DES. : : 28 6.Reload sbondsees ear t ane eeapfar m1111ani aN bracing and Fog f . psooseen re soarlrfele,and al no Meahesdd near leads teeter Men.Minn 7.f�ppppl�gggslpl • of bd�ne�ela puy�ed. 4,10 • J N • leads be espied go to componerd. >!_ ag€ Sh bO I on bosh feces tf hUsg:Impleoed soFhet center - E;�`'BC $Ef1 2280893 e.C Hep e7nsias no corbel aar and"merman nonspsrabllly for Ma yotrietAtlh�oxinns.Y•: labelsMien,baddeag.aldpmentandMaladiesofeon 9. Qlb ICAbsf2g�nIneleei.V )K A0"R"`T�y;g„" 1O.FQr Ceal�d . l InnCgmpehusPllcated 4yr 01e pre0:i . p{RES .613010 ?:t Ass*mins e franisbed sub t b Its Bplegaes e e hoar Hee fodh 'C,leg C `�1, . 1p 1PI10 t4B+lf or rnwrtCA le SCsl l-ff cooks of JAM mil be funikbed 11. e I t 11 FUN la M. Mr DM Qfel7C'r,N'he .-.. .. by CII erMS y s%ferl esL engige��10)Ind 18 ga.relc oust AN DWI ere wo ga. IIIII11I / CompuTrus Inc. This design prepared from computer input by I kt II11111INII1I111111I c L Ariel Truss Company Inc. - GG Trans ID: 99922 7.1,3T(1L)-F IV LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2003 SINGLE MEMBER FORCES 41JRGD t• \v GOAD DDRATION INCREASE = 1.15 T 1= 0 B 1= 639 R 1= -286 0 SIZE SPECIE GRADE PANEL'S' SPACED 24.0' 0.C. T 2= -937 B 2= 403 V 2= 363 L TOP CBORDS: T 3- -621 B 3- 590 W 3= 293 2x 4 DF @LSBTR 1- 5 T 4= -785 N 4= -220 t1 BOTTOM CHORDS: LOADING 7 5= -216 R 5= -695 d 2x 4 DF FL&BTR 1.- 3 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 DSP WEBS: DL ON BOTTOM CHORD = 10.0 PSP !v LEFT - 740 RIGHT 740 2x 4 DF STAND 1- 5 TOTAL LOAD - 42.0 PSFr t----,e) IC LATERAL SUPPORT <= 12.00. DON. e5 PSP RCOUCTION TAKEN ON --01BC LATERAL SUPPORT <= 12d0C. 0011. BOTTOM CHORD, AXIAL STRESS ONLY. BEARING AREA REQUIRED (SQ. IN) REFER TO LBC TABLE) 2308.10.1 OP LBC 2003 BAG a 0'- 0.0" 1.19 DP / 1.83 HF / 1.71 SPF OVERHANGS: 10.0" 0.0^ FOR ADDITIONAL UPLIFT ON ACCOUNT OP OVERHANGS. BRG 8 20'- 0.0" 1.18 OF / 1.63 HE / 3.71 Der Reactions: 795 738 MAX LL DELL = -0.021" @ 6'- 11.4" L/240 = 0.911" MAX TL DEPL = -0.031" 8 6'- 11.4" 1.1180 = 1.244" 10-03-00 9-09-00 MAX BORIS. LL OEYL - 0.009" 4 0 MAX RAIZ. TL DEFL = 0.013" 4 8 12 C-4x6 12 NOTE: Truss designed in accordance with • IBC 2003 or IRC 2003 reflecting a 110 mph wind load 10.00 V 4.0" ']10.00 [enclosed structure, Exposure B, height to 30 feet). II NIXIE%) UPLIFT RHACTIONS: LEFT = -292 RIGHT = -292 C-1.5x4.3C-2.5x4.3 A ' 1 C-1.5x4.3 0 L5...) 1 i/Ah o c C-2.5x9.3 C-2.5x4.3 C-2.5x!.3 C-7x7.7 ‘ .._.:- Ltc9Zt 0 10 00 20-00-00 • • 01 Scale: 1/4" `i.( 1 �}F 4. . 1 JOB KAMB: WEST BILLS4 t2452-2610 •..', tNE& WARN6b66: Senenl Notes,mists Amiss robed: 1 ( _ - -. 1.Read a�Aenerl N des and Warenms before busillea oftener.. 2 D� n to Su Ioeds es shout. "- 4 - '� L Silber is a emotion ccs easlorseode be advised or ed aeemel Nebo led Z. DYes�pr1 ti11lr VS engirds tD be Mordiy braced at 406/1V ' ,�� I '.' PILE NO.: 452571320 Warnings beton Deeskuc8es toenraewe. 8 ]tt�o c tad��shove{ _!, 1 C Z.115 compression web Andes must be besieged where dhows P. + es� n d boss IS ins rel: Old reaped4 eon 47l4Jor. - - :- Vet � C Al,sherd Unna Nsis EM dwmeale swt,.itamp Dewy led pavement graded, 5. Desi 3fl assumes trams re e IssPe o$vu etr sr• - � C., '• it.1 DATE: 5/24/2005 a,"stwwslgnedeledwreeteea gydee lyrer.l eorl�lanlnw. B�Nsd�srs for^dffyyC0nl�1e0n'�oi tltll!ge, rt ` 2 e }� Compuyrss ass'Tea beleapeaslbllMy few sush brit hg. 6. 08�q�ee81e11ss 1r 808tIr1�61f�sgypCflS sham.ShYn aY/edleB -7 - G"�- 6. Nolo ed shoddeeappesdlc sed cempenent"oI after sl treeln8 sed eaBSTe �,t-y • DES. BY: BC leslenera m cwmphds,end stns 8nra seeuld any feeds�aatar leen design I•�7ea�n$p8y�.l�rla�a id eQUtAe y�1 0'Is proMdrd. ?` '� ( _ ,y leads be applied to any Dempoesen. 6. 8191 elle!Dd bCBtCd GN F�olh�6Ces M 41183.8std p18CEd 9e Ih61f 08111Cr -- - ��j�'� ' 4 Corn pdTrsobee nooenbee over and ezennesnorsspenelblelyfor the ,gDdnrldey/� aentarletel. S EQ. : 22 8 0 8 9 5 teernsybn,bondf se.AAlpeneet end Insfis*Sen sI tampon ts. 9. r'dlr6 hid>!be�Zet d N tl tndlea. -1-1 t0. err bask din .`}'M 8ls CmrlpuTme Wale,indexled by eta preEbc E:-e,cRES •6.1 010 il L flees omaal:op h epaa r d ueSt tto Ors Nrdnleds oe kern duiDns sed Jewh See 1.C.1 R.R.4Y 1. .. byv1InHO r.hvWIGtlnBUN 146wplesetingl h05lberendaged 11.1 Com u Net Soden Plats b� �eow6x'CN'lie b Ca,eprrteas qrm ragrest destpn05I( Pc sles 14le.nwla ars ere 21)ps. - -- • IIIIIIIii !{ //////�����\Cu Trus Inc. This design prepared from computer input by 1111 NIIIIIioIIIIOilIIIII 1 9 / Ariel Truss Company Inc. - GG Trans ID: 999227.1.3T(1L)-F N LUMBER SPECIFICATIONS 18-01-00 RIP SETBACK 6-00-00 PROM BAD STALL IBC 2003 2 MEMBER FORCES 44RGD N LOAD OURATEON INCREASE = 1.15 5 T 1- 0 B 1- 1208 N 1- 386 0 SILB SPECIE GRADE PANEL(3) T 2- -1704 8 2- 1384 E 2- -310 not TOP CHORDS: IAADING T 3= -1208 8 3= 1202 E 3=. -324 2x 9 DP 81&BTR 1- ST 4= -1202 E 4- 398 TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLP 0' 0.0' ZO 6'- 0.0" V BOTTOM CHORDS: T 5= -1694 is 2x 4 DP /11&BTR 1- 3 TC UNIT IL( 100.0){13LI 29.0)- 128.0 PLT 6'- 0.0' TO 12'- 1.0" V T 6= 0 EBBS: TC UNIT LL( 50.0)+DL( 14.0)- 64.0 PLF 12'- 1.0' TO 18'- 1.0" V N ix 4 DP STAND 1- 4 BC UNIT LL( 0.0)+DI.( 20.0)- 20.0 PIA' 0'- 0.0" TO 18'- 1.0" V N TC LATERAL SUPPORT <- L2"OC. UON. - LEFT = 1277 RIGHT = 1271 CO RC LATERAL SUPPORT <_= 12"0C. UM. TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS € 6' 0.0" -0 TC COW LL( 250.0)+DL( 70.0)- 320.0 LBS 9 121- 1.0" BEARING AREA REQUIRED (SQ. IN( . . 8 complete 4 ERG P 19" 1.0" 2.03 DP / 3.14 RP / 2.99 SPF NOTE: 1x3 BRACING AT24 OC VOM. FOR ( 2 1 c lets trusses required. "_ ALL FLATTOPCHORD ARB ASNOT SHEATHED 111 Jain together 2 ply with 3"s.131 DIA CART sails staggered at: MRX LL DElL -0,019" N 9'- 0.5" L/240 - 0.875" L2" oc throughout 2x4 top chords, MAX TL ()EFL - -0.028" 8 9'- 0.5" 1/180 = 1.167• OVERHANGS: 10.0i° 10.0" I 12" oc throughout 2x4 bottom chords, HAX HORIL. LI TEFL - 0.010" 9 10 Reactions: 1331 1324 AA 12" oc throughout webs. MAX 60RIL. TL DEFT, - 0.014" 8 10 Note: Stagger splices on adjacent members. NOTE: Truss designed In accordance with IBC 2003 or IRC 2003 reflecting a 110 mph wind load 6-00-00 6-01-00 6-00-00 (enclosed structure, Exposure B, height to 30 feet). 12 12 REFER TO IBC TABLE 2308.10.1 OF LBC 2003 10.00V C-4x4.3 C-4x4.3 II0.00 FOR ADDITIONAL UPLIFT ON ACCOUNT OF OVERHANGS. C-2.5x4.3 e HAXINUM UPLIFT REACTIONS: as ' LEFT = -526 RIGHT = -526 l o .--1 ri 4.4- .=.,- v vv• 4. taro m 0 0 1 l Cs C-2.5x4.3 C-2.5x6 C-2.5x4.3 C-2.514.3 0 C-2.5x4.3(S) y y y 9-11-00 8-02-00 • Scale: 114" 0-10-00 18-01-00 0-10-00 _-_,6040 . i - JOB NAME: WEST HILLS# 12452-2670 - - 1 • y • WARNIN Cs: General boles,unless olherwlte noted: _I. Read Red sl emirs,Notre end W,rnk,,NOM oon"k1e6m if i rassss. 1.iefM 9,unle loads 9'!"1. CYA1� � 4. -- 'z L B.M ar mad emotion contractor should be adeisdof all Omseral NOMA and 2. tn161 Che de t0 be bllerally Mame al FILE NO.: 452HIP18 vfaankpsYsfo.mcorr:tAcAMsmcnnenceo • L ¢F�.• 1� e. C3. SO esrpxessbe veb bracing sndbe listened sw)aushosn a. 3. prtc Wangor181e'� r F� where alplm t+ QR'k! _ n` tMt dhuss ira rel �/ to C r. t- 4.All Neral roes seelseegekminY>udr:lernpes.7 WI psrmansrrtkraek.p, �asaimes luSses ate E69M CEIr96k4 BIN16fIR1lllt. mil - f�" DATE: 5/24/2005 .nmrte.designee end praraf.dbyd.nion.r.raa.N•e•wct.. end �9g v� _ N Cam eTru"assumes no reap erol fat such Wade} ii: Defl¢a8 rN1 Op I�I'61p et AN ,y x qs� l�kA lUppOfiSshCMAI$IIIrNOrMB4jCFJ .-.-.. '\0.lib bd should be op,lld to any aeelponeat adll riser al teacbl sM - � :DES. BY: BChistmms ars esnpkte,and at ao line steiM rp tieds probe dean dselm la drain IS etl J(��1.'.-.�'Maas be aprded le mpreomseners. IYEs sFlell be IoctiFed on b ieCes of tn169 eRd placed sa tbail calix ST l t5.Ca"pdinu list wo eoedro1over and essumn neeeomponilily Tar lel � �p�' jIlubes. -:....... .. C die SEQ. : 2280905 bbricadlow Aandfny shipload nM trscawlon of components. 113. �n vapl of be Denman-us Male,[Waded by he prefix ' '( � 1#j. OW •- r.TMe demise Pe furnished sobyctto the th,Nidoroes hue dssefflsset fact ^desIseef.C.B.1 Indicates 18 a �y p� {� -,. ... . by IM in 1115.1 a 1PoWTOA Ismael 1.10 caplet at width mill be funisbd 1'L �COriSiuljs9nk (Seoflo yiatt l db Ihdl refs i"CIT.h8. .. by Csw.gutns genalglest, Drl®r`18)I 1 IiiiUIHN ////��"��0 11i1U9 nIC. This design prepared from computer input by II1If 1Ilhil`I11I�I� 11 III '-ac / Ariel Truss Company Inc. - GG Tran7.1.3 I3T(1L) K-4922 r\v L. LIMIER SPECIFICATIONS 18-01-00 GIRDII1 SUPPORTING 33-01-00 LBC 2003 2 N&4BER EDRCES 414RG0 iv mom 0-00-00 TO 11-11-04 T 7= -7066 B 1= 5158 if 1= 1082 M 8= -582 c, SIZE SPECIE GRADE PA14EL(S) 1AAD DURATION INCREASE 1.15 4 1 2= -6204 B 2= 5140 B 2= -380 TOP CHORDS: T 3= -4782 B 3= 4854 P 3= 3486 2x 4 OF /2 1- 2, 5- 6 T 4= -5000 B 4= 4538 N 4= -230 2x 6 DP IL 3- 4 LOADING T 5= -6486 B 5- 4528 M 5- 220 ra, PLF 0'- 0.0" 1D 18'- 1.0" V = _ 6= BOT7'0t4 CHORDS: TC UNIF LL[ 50.0)+DL( 11.0)= 64.0 T 6- 6208 K 3660 tv 2x7,5000 DF SS 1- 5 BC MU LL( 388.5)+DL 1' 196.5)- 595.0 KT 0'- 0.0" r_TO 11 11.2" V V 7- 846 . 1.0" IV �: eLF 11'- 11.2" TO 18'- V BC NIT LL( 0.0)+DL{ 10.0) LD.O 2x 9 OF STAND 1- 8 LER 6133 RIGHT = 4452 co b TC LATERAL SUPPORT <= 12"OC. VON. -BC DDNC LL+D1.- 2382.0 LBS 8 11'- 11.2" BC LATERAL SUPPORT <- 12"0C. VON. 0'_BEARING AREA REQUIRED [SQ. IN) ( 2 ) complete trusses required. BRG @ D.D' 9.81 DP / 15.14 HF / 14.43 SPF Join together 2 ply with 3'x.131 DIA GUN BAG @ 18'- 1.0" 7.12 or / 10.99 HF / 10.47 SPF NOTE lx3 BRACING AT 24'OC UDE. FOR nails staggered at: 12 oc throughout 2x4 top chords, , " ALL FLAT TOP CHORD AREAS PDT SHEATHED I' HEX Lb DBFL - -0.046" @ 6'- 3.2 1/240 0.858 12" oc throughout 2x6 top chords,• MAK TL DEFL = -0.089" @ 3'- 0.5' L/180 = 1.144" '., 4" ac throughout 2x8 bottom chords, MAK HORIL. IL DEEI - 0.012" @ 13 B.C. LUMBER MUST BE 7.5" MIN DEPTH. r'I 12" oc throughout webs. MAX HOME. IL DPR'L - 0.024" @ 13 Bottom chord requires plates held down 4" typical IIDHI and hanger height covers 85% or norm of member depth. 130HD. 2: 1815.00 LBS DRAG WAD. NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 110 mph wind load 6-08-04 4-08-08 6-08-04 (encLosed structure, Exposure B, height to 30 feet). 12 12 MAXIMUM UPLIFT REACTIONS: s 10.00 C-3x9.4+ C-5.5x6 C-5x9.4 NJ10.00 LEFT = -2460 RIGHT = -1790 C-S.Sxb C-5.5z6 1)----- C-5.5x14.5 C-5:5x14.5 o i � 8 4Idkili 111111111111111111111=111111.11/111111 ,r C-3x7.1 C-7x9.4 C-7x9.4 C-3x7.7 1• R,.a to (4. s -t, 2382$ -. 1 WEDGE REQUIRED AT REEKS). 1 Dol A9 �it°� } y • pFfQF �p�. Scale: 1/4' • 10 01-00 JOB NAPE: VEST HILLS1 12452-2670 4 'iA1H ^xY/�. WARNINGS: General Notes,fades othersllse noted: -- .( I a.Reed■ltea"erat Nolle and Wan Ines befits eonstrur bon of homes. 1. r-•: ins lomis as p - 4 2.bdbde:and mediae eo*mneter should bo advised of MI Goisen l Roles and 2. /".''. ries e_top and ads In be[Merely braced at e, - _ FILE NO.: 452HGR1B minions Wait mnntraed=osunarc.a. I.Z.C. , !t ot.r! • - „ c 3.Iia smarms]e.veb Medea sown he les Idled wham shown 4. 3. x s or tel.ralatc� wimsehown++ ,.. ! 1. be, $ 1` OG,,inx la ileo Ie the efters y.wn++o r. _ t ' 4ILIIlural tea anlcnb:p aeemerds suck as tamponry and ptnrorrJd Mating, sbu>,es axe be us hanoi- shee drrdrmmeit -..Ff }�J�` . . ..4- DATE: 5/24/2005 masthe deabnedand pre 1dadkyrNvoa,aeompe$$MMUtt g darelor o�r vd dose :�� e d Computrus o»Nona.nonepom:MINfor Nosh bruin'. $.MI; s ull n0 at e8supparb ahsrm.Shift or wedge if '-Q 'l- .. I.No lead should be applied to am ampmmnt"ir encs ill lmadnl ad nae smY. �p� ylded. DES. BY: BC Iwkners are c tale,and et no dm should am Irsda bmetertbaS Malan 77 n�Bhs��reles ad tl � r bids be applied foam ecolpalwnt 1 B. li,�og cdn�lrer It a�ertb lhes.sa nae:.and placed"o their comer - ' �� . � /ijE rli� e.CompeITrus Pie an mend ones mid assumes It yesponallalt for bra ,,'e 4 to •• ' SEQ. : 2280906 hbdcatbn,ba,adfnp shrp.rodaMbMarMlandeorepmmrRs 1O.Farbe* Aird ottheCoenpulivaRale,In,Icatelbyhepfell>t �3f3.{}�1 ^C ipn NKtS uT Ptak;Indicated ptR 7.nut 'is 1 k f.ef yeawrea r.s s -Id c mons augurs d�s he amt tom dmf l8 il*1*1St:ea 1�g a.n Is Ino b Need Au cera 2E!a. by Irl I.Itlb-at.r YpbwreA�mesl sae c.pks cr„b�.w be famished 11.The C r N eQ PIe1s is ki GN'be by Cp pemsa bpxn eaq.est.