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Specifications Lao, , s-14) A4/11-1 4/ RECEIVED AUG/ 2 3 2012 STRUCTURAL CALCULATIONSITYOFTIGARD FOR BUILDING DIVISION BEECH A LOT 50 @ WALNUT CREEK LEGEND HOMES TIGARD, OR -c'i; CT►i, '<(-� �GAN \sj itcW57 15� 2 *"EGON '. J '25 A ., Q" ,zRZ DEPS EXPIRES: )VV Jdot3 THESE CALCULATIONS ARE VOID IF' SEAL AND SIGNATURE ARE NOT ORIGINAL AUGUST 17,2012 JOB NUMBER: 1 1-T185E 41 Wer FROELICH ENGINEERSA * * * 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 er LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. A Main Office A Central Oregon 6969 SW Hampton St. 745 NW Mt.Washington Dr.#205 Portland,Oregon 97223 Bend,Oregon 97701 503-624-7005 www.froelich-engineers.com 541-383-1828 FROELICH CONSULTING ENGINEERS INC C MAIN OFFICE 0 CENTRAL OREGON 0 6969 SW Hampton Street 745 NW Mt.Washington Drive Suite 205 Tigard,Oregon 97223 Bend,Oregon 97701 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX Client: Legend Homes Project: Beech A Project Number: 11-T185 Date September 20, 2011 By: SPD Scope of Work Froelich Engineers has provided full structural lateral and gravity design of the project per the 2010 OSSC with the exception of continuous footings that fall within the parameters set forth by the 2011 ORSC. 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. • FROELICH ENGINEERS MAIN OFFICE € CENTRAL OREGON € 6969 SW Hampton Street 745 NW Mt.Washington Dr.Suite 205 Tigard,Oregon 97223 Bend,Oregon 97701 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX -Statement of Code Compliance- All engineering calculations in this packet that reference outdated codes, including but not limited to: hand written calculations, computer outputs, and spreadsheets, have been reviewed by FCE and meet or exceed the minimum requirements for the following code standards; 2010 OSSC 2011 ORSC 2005 NDS 2008 AF&PA SDPWS ASCE 7-05 ACI 318-08 2/ h BEECH A • . . . . . • i 12 - 1 12"x IS'ENT 1x3 51-1 LE MOULD OVER w/4"TRIM -�• 2x6 TRIM OVER 6'FASGIA[BUTTER FIBER GEMENT �jI,l�,\_ 2x8 BARGE RAFTER SHINGLE SIDINrs ..41111-i,..'11I1 g 'mori,',- TOP OF PLATE _ !!/�/ �1 Li �1�� - - - - - - - j I i' II ITI�it 1 iii ia 6'WINDOW TRIM - _ 1� i 1:.., i,■'-i `'.'- ■ nt _ 4'CORNER TRIM !r_� Dr" 11111 _ I n I 'n u NM _ h 4'CORNER TRIM 111411 II i Immo I 1-- 2x FLAT TRIM OVER LHL - ' jj�I i " al ��,. `` Ilm� 8"HOER I IU 1� 2x TRIM FLAT OVER FIBER CEMENT y �7 2x12 BELLY BAND LAP 51DING I I I I IP I -I T.c OF SHTH. — — — - - - - 1 .,r(Iti�tt1■111iii TOP DEFLATE - . /.m��mnlmnln� d., -•- J- _ _ _ _ _ _ _ _ _ - 8"NORMIL- . 7:11 e- FIBER GEMENT I I a LAP SIDING .= 2.x TRIM FLAT OVER I -' Er 2x10 BELLY BAND 8'HEAD TRIM 6"JAMES TRIM I I I I 17,1: � I _- - To.OF SI-ITN. .. - - — WAYNE DALTON MANUFACTURED 9600 SONOMA SOLID STONE VENEER If ■ Client: Legend Homes TEEProject: Beech A ffROE11CH Proj.#: 11-T185 By:Date: 09/20/2011 c N UlllN DIGNEERS INC Design Criteria: General: Building Code(s): 2009 IBC 2010 GSSG 2011 ORSC 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: -- • FROELICH CONSULTING ENGINEERS INC MAIN OFFICE 0 CENTRAL OREGON 0 6969 SW Hampton Street 745 N.W.Mt.Washington Dr.,Suite 204 Tigard,Oregon 97223 Bend,Oregon 97701 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX Client: Legend Homes Project: Beech A Project Number: 11-T185 Date: Sep. 20, 11 • By: SPD DEAD LOAD TAKE OFF ROOF DEAD LOAD Framing(RFR) =5.0 PSF Sheathing''/2"(RPL) = 1.5 PSF Roofing(RRF) =3.0 PSF Mech/Electrical(RME) = 1.5 PSF Ceiling(RCG) =2.2 PSF Insulation(RIN) = 1.5 PSF Miscellaneous(MIS) =0.3 PSF ROOF DEAD LOAD RDL=RFR+RPL+RRF+RME+RCG+RIN+MIS RDL= 15 PSF FLOOR DEAD LOAD Framing(FFR) =2.5 PSF Sheathing/Floor(FPL) =3.5 PSF Mech/Electrical(FME) =2.0 PSF Lower Ceiling(FCG) =2.2 PSF Miscellaneous(FMS) = 1.8 PSF FLOOR DEAD LOAD FDL =FFR+FPL+FME+FCG+FMS FDL= 12 PSF BALCONY DEAD LOAD BDL= 10 PSF Client: Legend Homes Project: Beech A FROELICH Proj.#: 11-TI 85 CONNING BySPD Date: 09/20/2011 DIGKERS INC Snow drift Calculations According to ASCE 7 D (psf) = 17.25 ID =Density of Snow(pcf) Wb (ft) = 26 Wb=Width of Building(feet) Pg (psf) = 25 ►'g=Ground Snow Load(psf) Pf(psf) = 25 I'f=Snow load on flat roofs(psf) W(ft'= 13 =Height of drifted snow(feet) I•m=Drifted snow pressure(psf) Wd=Width of drift(feet) Drift Snow Loads =Eave to Ridge(feet) hd = 1.60 r s5=Sliding snow pressure (psf) Pm = 28 Wd = 6.39 I d=0.43 *1u^113* (Ps+10)114— 1.5 I•m=D *hd Sliding Snow Wd=4 *ha Pss = 9 I•se=0.4 *Pf* W/Ws Wd = 15 Ws=Width of lower roof(feet) 4D •a r I I r I I�� H/ tt II gt LI ' IJ aD I ,' f' L k iI I m•. . 1Z// 4D a'.',\\,,,, ) -------1-4---,1 il------1 I II 11 1 �I. 4;r ,*:• , ',I b '�\ , - Fes„ill 11 Imo__ . , 1 =ivLit_ ° _ w 1I -- \ II csraL aaaaio�avr J y i F- 1 i I ��I� r � Ir »n!iaw,ae =aao� — � — I ,h ik� / ..-„, � II \ II I / �I I • tI I ' Y ® r s / ( • I1 = 1 h1 ng,; �YLv -- II ---� \ it W5 is I I V -- =J� II 14 ®C(I IL- -r --- in __[[_;91. . -� I t _ � - L� ' 0 t 4 1 I 1 igE 0 6969 SW Hampton Street CLIENT: PAGE 7 i Portland,Oregon 97223 FAX 503.624.9770 PROJECT FROELICH 503.624.7005 CI 745 NW Mt.Washington Drive !,-:- ONSULTING Suite 204 Bend,Oregon 97701 FAX 541.383.7696 NUMBER: DATE: pj GINEERS,INC 541.383.1828 11 www.froelich-engineers.com • BY: :(-•) ,''..;-t.'7.:),:!:' ::'',:(:;.,'a • 77 — ,:k-- ..,•- • ' .7 ,-_)•'-- -- :' - `7-.:!' 7.--,';'_:,. 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COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD DESIGN Sep.21,2011 10:41 RG2-For Reaction Only.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load3 Dead Partial UDL 30.0 30.0 0.00 12.00 No Load4 Snow Partial UDL 50.0 50.0 0.00 12.00 No Load5 Dead Point 690 12.00 No Load6 Snow Point 1200 12.00 No Load7 Dead Partial UDL 168.0 188.0 12.00 24.00 No Load6 Live Partial UDL 313.0 313.0 12.00 24.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n p' 24' Dead 1179 2127 Live 1492 2817 Total 2671 4944 Bearing: LC number 3 2 Length 1.00 1.48 Glulam-Unbal.,West Species,24F 1.8E WS, 5-1/8x18" Lateral support:top=at supports, bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 69 Fv' = 240 fv/Fv' = 0.29 Bending(+) fb = 1163 Fb' = 2225 fb/Fb' = 0.53 Live Defl'n 0.33 = L/861 1.20 = L/240 0.27 Total Defl'n 0.58 = L/492 1.20 = L/240 0.49 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.606 1.000 1.00 1.00 1.00 1.00 - 3 Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Bending(+) : LC# 3 = D+.75(L+S), M = 27276 lbs-ft Shear : LC# 2 = D+L, V = 4944, V design = 4215 lbs Deflection: LC# 3 = D+.75(L+S) EI= 4463e06 lb-int Total Deflection = 1.00(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 design values are for materials conforming to AIM 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 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 fR WoodWorks SOFTWARE FOR WOOD DESIGN Sep.21,2011 10:45 RG3-For Reaction Only.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load3 Dead Partial UDL 75.0 75.0 0.00 12.00 No Load4 Snow Partial UDL 125.0 125.0 0.00 12.00 No Loads Dead Point 720 12.00 No Load6 Snow Point 1200 12.00 No Load7 Dead Partial UDL 30.0 30.0 12.00 24.00 No Load8 Snow Partial UDL 50.0 50.0 12.00 24.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o 0' 24' Dead 1125 855 Live 1875 1425 Total 3000 2260 Bearing: LC number 2 2 Length 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-118x18" Lateral support:top=at supports,bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 44 Fv' = 276 fv/Fv' = 0.16 Bending(+) fb = 937 Fb' = 2225 fb/Fb' = 0.42 Live Defl'n 0.28 = <L/999 1.20 = L/240 0.23 Total Defl'n 0.45 = L/645 1.20 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.806 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+S, M = 21600 lbs-ft Shear : LC# 2 = D+S, V = 3000, V design = 2706 lbs Deflection: LC# 2 = D+S EI= 4483e06 lb-in2 Total Deflection = 1.00(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 design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). (� 6969 SW Hampton Street CLIENT: PAGE 1 O/ Portland,Oregon 97223 FAX 503.624.9770 PROJECT: f ROELICH503.624.7005 El 745 NW Mt.Washington Drive N' 'MB R '— '{ L. CONSULTING Suite 204 Bend,Oregon 97701 NGINEERS,INC FAX DATE: 54141.383.11828 www.froelich-engineers.corn Q BY: it j.` • COMPANY PROJECT 1 WoodWorks SOFTWARE FOR WOOD DESIGN Sep.21,2011 10:51 RH1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location Eft] Pat- Start End Start End tern Loadl Dead Full UDL 173.0 No Load2 Snow Full UDL 286.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : A 0' g, Dead 723 723 Live 1152 1152 Total 1875 1875 Bearing: LC number 2 2 Length 1.00 1.00 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: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 70 Fv' = 207 fv/Fv' = 0.34 Bending(+) fb = 901 Fb' = 1222 fb/Fb' = 0.74 Live Defl'n 0.07 = <L/999 0.40 = L/240 0.18 Total Defl'n 0.12 = L/820 0.40 = L/240 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.984 1.200 1.00 1.00 1.00 1.00 - 2 Fi' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 3750 lbs-ft Shear : LC# 2 = D+S, V = 1875, V design = 1513 lbs Deflection: LC# 2 = D+S EI= 369e06 lb-in2 Total Deflection = 1.00(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. ) c"1( ,,..Z.-- ,..... 'I,' IT START .0-, A 4 4 47. .„. ,,, LAY0UT I > 4D — — 4D o .c, ik).-14i 4D ligil/ 41D4D4r"" 3 P111 r- -- ,)i ii 1.14-' (`k- \In . • 421711t.4c100.1,I 4-••• g -. - I -100,0t- 811 • ll! 1 IL ' i4 . I (':' - l• i t —,,-:,- , 11;+41.1 7,.• , .011, Il . t,,••1, • , ..S 1—— _ --- / 4 El 1 401 11 .r. 4D 2 . , II ..1 • ' 0 1 z _P',2.o.1(4,Zz. z. _z ..or • . e,...... .... .„, „ =.m...,•• •,,.,..„ ,.,.,„. ..: ' r ; 1 t I. IV 2. ,L. irc•Ifi e''', F")<"I---iI g n IA 4. . 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Or\---- - .,., , ., ..,.._ _ COMPANY PROJECT III Wood ors® SOFFWAREfOR WOOD OF57GN Apr.8,2011 14:43 2FB1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) : Load I Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Loadl Dead Full UDL 90.0 No Load2 Live Full UDL 300.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : i _ - . . .._ .,._...."-_":.--• _ s - _ rte+-g+..� �_ r . -;w-_-w- -+ . r. `fir_ .- .M 'r......., .,+r _ arm. ;. � +ems.. Irl -"-��`"=s em_ - '. - r ,; T-�. ._- '' -.----='. a--,�n ,.._"�r , --rte s...__ -, - rte` � :` teb - ...-c,"=;•---'''`. -ti +t= ..,--.. .,::-..i_:_- ""` -----7-77- --,-.-:';7.- ''''..--_-:.7 .-"-- --.7..-- _�"•-Vi"� -- " ".y -_ ` ' 77 ..-- __ ,,--.... -_. .•._. ' . .+7'; +74_ -------=__-..T,---,-,-- am �; „ ,.,---;-------,_77,-.5:,-- ---;_-L, =,rte _ -_�• , - -arc„-7:, --+� ate- = .-�+c.-.7 _�'. *' �- L 0' 4' . Dead 184 184 Live 600 600 Total 784 784 Bearing: LC number 2 2 Length 1.00 1.00 LSL, 1.55E, 2300Fb, 1-314x16" Self Weight of 2.24 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 14 Fv' = 310 fv/Fv' = 0.05 Bending(+) fb = 126 Fb' = 1085 fb/Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.20 = L/240 0.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2325 1.00 - 1.00 0.467 1.00 - 1.00 1.00 - - 2 Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - 1.00 - - 2 Bending(+) : LC# 2 = D+L, M = 764 lbs-ft Shear : LC# 2 = D+L, V = 784, V design = 261 lbs Deflection: LC# 2 = D+L EI= 926e06 lb-in2 Total Deflection = 1.00(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.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. f f' COMPANY PROJECT • 1i WoodWorksO SOFTWAREWOOD DESIGN Apr.8,2011 14:50 2FB2.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Load3 Dead Full UDL 12.0 No Load4 Live Full UDL 40.0 No Load5 Dead Point 184 5.00 No Load6 Live Point 600 5.00 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : as :-.1- dc_ ,', °fir � •t`, saw -�...., -�r... 0' 6' Dead 73 196 Live 220 620 Total 293 816 Bearing: LC number 2 2 Length 1.00 1.00 LSL, 1.55E, 2300Fb, 1-3/4x16" Self Weight of 2.24 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv* = 31 Fv' = 310 fv*/Fv' = 0.10 Bending(+) fb = 127 Fb' = 738 fb/Fb' = 0.17 Live Defl'n 0.00 = <L/999 0.20 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.30 = L/240 0.02 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2325 1.00 - 1.00 0.317 1.00 - 1.00 1.00 - - 2 Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+L, M = 789 lbs-ft Shear : LC# 2 = D+L, V = 816, V design* = 580 lbs Deflection: LC# 2 = D+L EI= 926e06 lb-int Total Deflection = 1.00(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.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3,Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. rfill7 COMPANY PROJECT 1Wood Wor ° SOFTWARE FOR WOOD DESIGN Sep.21,2011 10:59 2FB3.wwb - Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load3 Dead Full UDI, 24.0 No Load4 Live Full UDL 80.0 No Load5 Dead Partial UDL 192.0 192.0 0.00 11.50 No Load6 Snow Partial UDL 178.0 178.0 0.00 11.50 No Load7 Dead Point 720 11.50 No Load9 Snow Point 1200 11.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n 0' 18' Dead 2087 1490 Live 1910 1605 Total 3997 3096 Bearing: LC number 3 3 Length 1.76 1.36 ` Glulam-Unbal.,West Species, 24F-1.8E WS, 3-1/2x15" Self Weight of 12.09 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 100 Fv' = 276 fv/Fv' = 0.36 Bending(+) fb = 1732 Fb' = 1827 fb/Fb' = 0.95 Live Defl'n 0.30 = L/713 0.60 = L/360 0.50 Total Defl'n 0.61 = L/354 0.90 = L/240 0.68 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.662 1.000 1.00 1.00 1.00 1.00 - 3 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Bending(+) : LC# 3 = D+.75(L+S), M = 18947 lbs-ft Shear : LC# 3 = D+.75(L+S), V = 3997, V design = 3484 lbs Deflection: LC# 3 = D+.75(L+S) EI= 1772e06 lb-in2 Total Deflection = 1.00(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 design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 14.Giuiam 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 1WoodWorks ° • SOFTWARE FOR WOOD DESIGN Sep.21,2011 11:00 2FB3Wind.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load3 Dead Full UDL 24.0 No Load4 Live Full UDL 80.0 No Load5 Dead Partial UDL 192.0 192.0 0.00 11.50 No Load6 Snow Partial UDL 178.0 178.0 0.00 11.50 No Load7 Dead Point 720 11.50 No Load9 Snow Point 1200 11.50 No Load10 Wind Point -2210 11.50 No Loadil Wind Point 2210 I 9.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o a 0' 18' Dead 2087 1490 Live 2140 1605 Total 4227 3096 Bearing: LC number 4 3 Length 1.86 1.36 Glulam-Unbal.,West Species, 24F-1.8E WS, 3-1/2x15" Self Weight of 12.09 plf automatically included in loads; - Lateral support:top=at supports,bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 100 Fv' = 276 fv/Fv' = 0.36 Bending(+) fb = 1918 Fb' = 1911 fb/Fb' = 1.00 Live Defl'n 0.32 = L/668 0.60 = L/360 0.54 Total Defl'n 0.63 = L/342 0.90 = L/240 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.60 1.00 1.00 0.498 1.000 1.00 1.00 1.00 1.00 - 4 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Bending(+) : LC# 4 = D+.75(L+S+W), M = 20973 lbs-ft Shear : LC# 3 = D+.75(L+S), V = 3997, V design = 3484 lbs Deflection: LC# 4 = D+,75(L+S+W) EI= 1772e06 lb-in2 Total Deflection = 1.00(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 design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 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). 20 I COMPANY PROJECT WoodWorks • - SOFTWARE FOR WOOD DESIGN Apr. 8,2011 16:30 2FB4.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ftj Pat- Start End Start End tern Load/ Dead Full UDL 144.0 No Load2 Snow Full UDL 50.0 Yes Load3 Live Full UDL 80.0 Yes Load4 Wind Point 2200 12.00 No Loads Wind Point -2200 9.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : .-�'-,-_,� -__ ,� -� -•-:.-.---.....------ ..-..;-:-.1:1.-- -- -. - may, _ r-.�- � , . �"•- -„-'-o-`�� _.- j _.7-'''' .„- -......__----„.....,,---___ _-____ ___,-":77------,-'" - =tom _ -..7:-. . L--. -+.... ..- ._.- -,--r---------7,---,-.717-6:77:::---, +fir c - LI 0 0' 7' 14' Dead 2079 Live 1365 766 Uplift 280 Total 3444 786 Bearing: LC number 0 3 8 Length 0.00 1.00 . 1.00 Cb 0.00 1.44 1.00 LSL, 1.55E,2300Fb, 3-1/2x16" Self Weight of 4.47 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 35 Fv' = 310 fv/Fv' = 0.11 Bending(+) fb = 65 Fb' = 3570 fb/Fb' = 0.02 Bending(-) fb = 450 Fb' = 2058 fb/Fb' = 0.22 Deflection: Interior Live 0.01 = <L/999 0.23 = L/360 0.03 Total 0.01 = <L/999 0.35 = L/240 0.04 Cantil. Live 0.06 = <L/999 0.47 = L/1B0 0.14 Total 0.15 = L/568 0.70 = L/120 0.21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2325 1.60 - 1.00 0.960 1.00 - 1.00 1.00 - - 7 Fb'- 2325 1.00 - 1.0D 0.885 1.00 - 1.00 1.00 - - 2 Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 4 Bending(+) : LC# 7 = D+.75(S+W), M = 806 lbs-ft Bending(-) : LC# 2 = D+L, M = 5598 lbs-ft Shear : LC# 2 = D+L, V = 1599, V design = 1323 lbs Deflection: LC# 4 = D+.75(L+S+W) EI= 1852e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=irupactC=construction CLd=concent-,=+-=') (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. -3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. • 2( COMPANY PROJECT di WoodWorks SOFTWARE FOR WOOD DESIGN Sep.21,2011 11:06 2FB5.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Full UDL 260.0 No Load2 Live Full UDL 140.0 Yes Load3 Snow Full UDL 305.0 Yes Load4 Dead Point 1000 3.50 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : I 0' Q 14' Dead 2601 Live 2336 2101 Total 4938 2336 Bearing: 4438 LC number 3 Length 1.76 8 1.58 LSL, 1.55E, 2300Fb, 3-1/2x16" Self Weight of 4.47 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NOS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 111 Fv' = 356 fv/Fv' = 0.31 Bending(+) fb = 1323 Fb' = 1327 fb/Fb' = 1.00 Live Defl'n 0.16 = <L/999 0.47 = L/360 0.33 Total Defl'n 0.32 = L/531 0.70 = L/240 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2325 1.15 - 1.00 0.496 1.00 - 1.0D 1.00 3 Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fcp' 800 - - 1.00 - - - - 1.00 E' 1.5 million - 1.00 - - - - 1.00 - - 3 Bending(+) : LC# 3 = D+.75(L+S), M = 16458 lbs-ft Shear : LC# 3 = D+.75(L+S), V = 4938, V design = 4140 lbs Deflection: LC# 3 = D+.75(L+S) EI= 1852e06 lb-int Total Deflection = 1.00(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) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 1 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. COMPANY PROJECT cfl WoodWor& .. SOFTWARE FOR WOOD DESJCW Apr. 11,2011 17:33 2FB6.wwb Design Check Calculation Sheet Sizer 2004a LOADS (ibs,psf,or pif) Load Type Distribution Magnitude Location. [ft] Pat- Start End Start End tern Loadl Dead Partial UDL 23.0 23.0 0.00 11.00 No Load2 Snow Partial UDL 75.0 75.0 0.00 11.00 No Load3 Dead Partial UDL 24.0 24.0 11.00 16.50 No Load4 Live Partial UDL 80.0 80.0 11.00 16.50 No Load5 Dead Point 390 11.00 No Load6 Snow Point 350 11.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : . . ._ .r.-- ---.-- -.- .-.:4-4,..,--- 0' 16'-6" Dead 423 557 Live 667 656 Total 1090 1213 Bearing: LC number 4 3 Length 1.00 1.00 .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:ICC-IBC; .Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 33 Fv' = 195 fv/Fv' = 0.17 Bending(+) fb = 779 Fb' = 1006 fb/Fb' = 0.77 Live Defl'n 0.28 = L/710 0.55 = L/360 0.51 Total Defl'n 0.50 = L/395 0.83 = L/240 0.61 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Bending(+) : LC# 4 = D+S, M = 5373 lbs-ft Shear : LC# 3 = D+.75(L+S), V = 1213, V design = 1137 lbs Deflection: LC# 4 = D+S EI= 511e06 lb-int Total Deflection = 1.00(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. -23 COMPANY PROJECT ff l Wood ' w - SOFTWARE FOR WOOD DES/GN Sep. 21,2011 11:59 2FB7.wwb Design Check Calculation Sheet Sizer2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Live Full UDL 60.0 Yes Load2 Dead Full UDL 24.0 No Load3 Dead Point 2127 5.00 No Load4 Live Point 2817 5.00 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : � a 0' 6-9" Dead 648 1672 Live 1000 2357 Total 1648 4028 Bearing: - LC number 2 2 Length 1.00 1.44 LSL, 1.55E, 2300Fb, 3-112x16" Self Weight of 4.47 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 104 Fv' = 310 fv/Fv' = 0.34 Bending(+) fb = 553 Fb' = 2019 fb/Fb' = 0.27 Live Defl'n 0.01 = <L/999 0.22 = L/360 0.06 Total Defl'n 0.02 = <L/999 0.34 = L/240 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cf rt Ci Cn LC# Fb'+ 2325 1.00 - 1.00 0.868 1.00 - 1.00 1.00 - - 2 Fv' 310 1.00 - 1.00 - - - - 1.0D - 1.00 2 Fcp' 800 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - - 2 Bending(+) : LC# 2 = D+L, M = 6883 lbs-ft Shear LC# 2 = D+L, V = 4028, V design = 3684 lbs Deflection: LC# 2 = D+L EI= 1852e06 lb-in2 Total Deflection = 1.00(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) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. • COMPANY PROJECT eft WoodWorks' • - SOFTWARE FOR WOOD DESIGN Sep.23,2011 10:55 2FB8.wwb • Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Live Full IIDL 80.0 Yes Load2 Dead Full IIDL 24.0 No Load3 Dead Point 855 5.00 No Load4 Snow Point 1425 5.00 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in)• -�-fir •c ',� �� ___,- - .....- _. ^ �� 0 6-9" Dead 310 722 Live 480 1056 Total 790 1777 Bearing: LC number 3 4 Length 1.00 1.27 LSL, 1.55E,2300Fb, 1-314x16" Self Weight of 2.24 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 93 Fv' = 356 fv/Fv' = 0.26 Bending(+) fb = 493 Fb' = 660 fb/Fb' = 0.75 Live Defl'n 0.01 = <L/999 0.22 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.34 = L/240 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2325 1.15 - 1.00 0.247 1.00 - 1.00 1.00 - - 4 Fv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 4 Fcp' B00 - - 1.00 - - - - 1.00 - - - E' 1.5 million - 1.00 - - - - 1.00 - 3 Bending(+) : LC# 4 = D+S, M = 3070 lbs-ft Shear : LC# 4 = D+S, V = 1777, V design = 1742 lbs Deflection: LC# 3 = D+.75(L+S) EI= 926e06 lb-int Total Deflection = 1.00(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) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. i 1- [( 6969 SW HOStrCLIENT: PAGE Portland, regonampton 97223eet FAX 503.624.9770 PROJECT: I i—/✓76 FROEI JC J 503.624.7005 L ��■ ri 745 NW Mt.Washington Drive NUMBER: CONSULTING Suite 204 Bend,Oregon 901 V NGFAX 541.383.7696 DATE: INEERS,INC 541.383.1628 v,'wva.froefich-engineers.com ■ BY: l✓`-7 FLco i{ f±-6-{.'?E R.S 1_L _ (1e/-O((©3 -= Lc-:/car 3/p(, F/1-.i PL= i f elT/o) .- (i►.s T'/sL) 275-19Lr; WI - Lf - fofc.r ___________7tif ‘ s (r(5X25-) 531 - v6(r 91- 5 L --z-(2) a rasJ- /ce2Fli: WI 4 5c,,, ili ,Ft. ; 20rli G = 2 536" • [� 6969 SW Hampton Street CLIENT: PAGE B JPortland,5 Oregon 97223 FA1� FAX 503.624.9770 PROJECT FROELICH503.624.7005 0 745 NW Mt.Washington Drive NUMBER: CONSULTING Suite 204 c Bend,Oregon 97701 GINEERS,INC FAX 541.383.7696 DATE: 541.383.1828 vwwv.froelich-engineers.com s BY: 17L ((s)0 ) t6)(7o) c '7sJ '2G0pL— [ COMPANY PROJECT 0 11- Works • SOFTWARE FOR WOOD DESIGN Apr.29,2011 16:41 2FH1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ftj Pat- Start End Start End tern Load1 Live Full UDL 400.0 No Load2 Dead Full UDL 192.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : A 0' 3' Dead 300 300 Live 600 600 Total 900 900 Bearing: LC number 2 2 Length 1.00 1.00 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: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 20 Fv' = 180 fv/Fv' = 0.11 Bending(+) fb = 162 Fb' = 1075 fb/Fb' = 0.15 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.02 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.995 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 675 lbs-ft Shear : LC# 2 = D+L, V = 900, V design = 437 lbs Deflection: LC# 2 = D+L EI= 369e06 lb-int Total Deflection = 1.00(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 Sep.21,2011 11:10 2FH2.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Live Full UDL 40.0 No Load2 Dead Full UDL 275.0 No Load3 Snow Full UDL 288.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 _ 0' 6-6" Dead 919 919 Live 936 936 Total 1855 1855 Bearing: LC number 4 4 Length 1.00 1.00 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: ICC-IBC; • Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 66 Fv' = 207 fv/Fv' = 0.32 Bending(+) fb = 725 Fb' = 1226 fb/Fb' = 0.59 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.14 Total Defl'n 0.06 = <L/999 0.32 = L/240 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.987 1.200 1.00 1.00 1.00 1.00 - 4 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Bending(+) : LC# 4 = D+S, M = 3014 lbs-ft Shear : LC# 4 = D+S, V = 1855, V design = 1415 lbs Deflection: LC# 4 = D+S EI= 369e06 lb-int Total Deflection = 1.00(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. q COMPANY PROJECT l WoodWorks° SOFTWARE FOR WOOD DESIGN Sep.21,2011 11:14 2FH3.wwb • f Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Snow Full UDL 100.0 Yes Load2 Dead Full UDL 30.0 No Load3 Dead Point 2601 4.50 No Load4 Live Point 2336 4.50 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ". ----" "".," 'r."""""" 'N„ --.ter ^-r"';" c�..�' „........-�,...., 3.--.r.;-r ^-'.'.�-8_r-»�. �n--•---errs-`.. --..,, . ;s+�s _,�. �»� - �� '"'.er--".or.�-' -.•-� _ 7a .-. . `; .-'r .-'.sem 2 ± o - x_ ,0.1'! 2 0' 5' Dead 366 2447 Live 363 2102 Total 729 4549 Bearing: LC number 3 2 Length 1.00 1.32 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: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv* = 83 Fv' = 170 fv*/Fv' = 0.49 Bending(+) fb = 329 Fb' = 675 fb/Fb' = 0.38 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.25 = L/240 0.06 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bending(+) : LC# 2 = D+L, M = 2269 lbs-ft Shear : LC# 2 = D+L, V = 4549, V design* = 2879 lbs Deflection: LC# 3 = D+.75(L+S) EI= 511e06 lb-in2 Total Deflection = 1.00(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) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) 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. 32 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Sep.21,2011 11:17 2FH4.wwb • Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Live Full UDL 140.0 No Load2 Dead Full UDL 260.0 No Load3 Snow Full UDL 305.0 No , MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : A o 0` 6, Dead 803 803 Live 1001 1001 Total 1804 1804 Bearing: LC number 3 3 Length 1.00 1.00 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: ICC-IBC; - Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 62 Fv' = 207 fv/Fv' = 0.30 Bending(+) fb = 651 Fb' = 1227 fb/Fb' = 0.53 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.13 Total Defl'n 0.05 = <L/999 0.30 = L/240 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.988 1.200 1.00 1.00 1.00 1.00 - 3 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bending(+) : LC# 3 = D+.75(L+S), M = 2706 lbs-ft Shear : LC# 3 = D+.75(L+S), V = 1804, V design = 1341 lbs Deflection: LC# 3 = D+.75(L+S) EI= 369e06 lb-in2 Total Deflection = 1.00(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. nnn��n 6969 SW Hampton Street CLIENT: PAGE / 3 j Portland,Oregon 97223 • FAX 503.624.9770 PROJECT: FROELICH [� 745 NW Mt.Washington Drive NUMBER: lV�1 ��S�L�IN� Suite 204 7V '11\I NlBend,Oregon 97701 iGJNEERS,INC FAX DATE: jjV� J4■ JE,J (L 541.383.1828 vww.froelich-engineers.com • BY: Z ©w& Of 13,vi )9L- -d6')(/ 3gPu= S <Y5-4-25 cf COMPANY PROJECT 1 WoodWorks® SOFTWARFFOR WOOD DESIGN Apr. 12,2011 12:14 LRB 1.vwdb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Fat- Start End Start End tern Loadl Dead Full UDL 38.0 No Load3 Snow Full UDL 148.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : 0' 9'-6„ Dead 217 217 Live 703 703 Total 920 920 Bearing: LC number 2 2 Length 1.00 1.00 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:ICC-IBC; Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 36 Fv' = 207 fv/Fv' = 0.17 Bending(+) fb = 525 Fb' = 1218 fb/Fb' = 0.43 Live .Defl'n 0.07 = <L/999 0.32 = L/360 0.23 Total Defl'n 0.10 = <L/999 0.48 = 1/240 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.981 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 2165 lbs-ft Shear : LC# 2 = D+S, V = 920, V design = 771 lbs Deflection: LC# 2 = D+S EI= 369e06 lb-int Total Deflection = 1.00(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. -53 COMPANY PROJECT 1 WoodWorks° SOFTWARE FOR WOOD DESIGN Oct.26,2005 11:00 (2)2x4 DF#2 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live Live Axial 4868 (Ecce tricity = 0.0 in) MAXIMUM REACTIONS (lbs): 0' 9' Lumber n-ply, D.Fir-L, No.2,2x4",2-Plys Self Weight of 2.49 plf automatically included in loads; Pinned base; Loadface=width(b);Built-up fastener.nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft];Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 466 Fc' = 465 fc/Fc' = 1.00 Axial Bearing fc = 466 Fc* = 1552 fc/Fc* = 0.30 ADDITIONAL DATA: - FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.300 1.150 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.0D - 1.150 - - 1.00 1.00 2 Axial : LC# 2 = L, P = 4690 lbs Kf = 1.00 (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. BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Ylc COMPANY PROJECT d Wood ° ass SOFTWARE FOR WOOD DESIGN Oct.26,2005 11:01 (3)2x4 DF#2 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2004a LOADS (las,psf,or plf Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live Live Axial 7302 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 9' Lumber n-ply, D.Fir-L, No.2, 2x4", 3-Flys Self Weight of 3.74 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: ICC-IBC; Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 466 Fc' = 465 fc/Fc' = 1.00 Axial Bearing fc = 466 Fc* = 1552 fc/Fc* = 0.30 ADDITIONAL DATA: - FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LCI Fc' 1350 1.00 1.00 1.00 0.300 1.150 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC4 2 = L, P = 7336 lbs Kf = 1.00 (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.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions Of NDS Clause 15.3. J, COMPANY PROJECT . 1 WoodWorks® SOFTWARE FOR WOOD DESIGN Dec.8,2005 15:14 (1)6x6 DF#2 Unbraced.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or Of) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live Live Axial 15800 (Eccentricity = 0.01) in) MAXIMUM REACTIONS (lbs): • ==,_ =_ .....fi — �-..-s ---- 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; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 524 Fc' = 561 fc/Fc' = 0.94 Axial Bearing fc = 524 Fc* = 700 fc/Fc* = 0.75 ADDITIONAL DATA: . FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.00 1.00 1.00 0.801 1.000 - - 1.00 1.00 2 Fc* 700 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 ▪ Axial : LC# 2 = L, P = 15865 lbs (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. . 3 COMPANY PROJECT 1 1 W.oodWorks 1 SOFTtYAM FOR WOOD DESIGN Dec.8,2005 15:13 (2)2x6 DF#2 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live Live Axial 15352 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 9' Lumber n-ply, D.Fir-L, No.2, 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: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 933 Fc' = 932 fc/Fc' = 1.00 Axial Bearing fc = 933 Fc* = 1485 fc/Fc* = 0.63 - ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cf rt Ci LC# Fc' 1350 1.00 1.00 1.00 0.628 1.100 - - 1.0D 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = L, P = 15387 lbs Kf = 1.00 (D=dead L=live S=snow W=wind 2=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. BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 3 COMPANY PROJECT ill WoodWorks SOFTWARE FOR WOOD DESIGN Dec.8,2005 15:14 (1)4x4 DF#2 Unbraced.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live Live Axial 5700 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 9' Lumber Post, D.Fir-L, No.2, 4x4" Self Weight of 2.91 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; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 467 Fc' = 465 fc/Fc' = 1.00 Axial Bearing fc = 467 Fc* = 1552 fc/Fc* = 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# , Fc' 1350 1.00 1.00 1.00 0.300 1.150 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC# 2 = L, P = 5726 lbs (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. 7 COMPANY PROJECT 1 odors' - SOFTWARE FOR WOOD DESIGN Dec.8,2005 15:13 (1)2x6 DF#2 Cripple Stud.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live Live Axial 7676 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 9' Lumber n-ply, D.Fir-L, No.2, 2x6", 1-ply Self Weight of 1.96 plf automatically included in loads; • Pinned base;Loadface=width(b);Built-up fastener:nails; Ke x Lb: 1.00 x 0.00=0.00[ft]; Ke x Ld: 1.00 x 9.00=9.00[ft];Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 933 Fc' = 932 fc/Fc' = 1.00 Axial Bearing fc = 933 Fc* = 1485 fc/Fc* = 0.63 ADDITIONAL DATA: ' FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.628 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = L, P = 7694 lbs (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. BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. • 3? : 1 COMPANY l PROJECT At ors® SOFTWARE FOR WOOD DESIGN Apr.29,2011 17:00 BlineBalloonStuds.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Axial 1000 (Eccentricity = 0.00 in) Load3 Wind Full DDL 15.0 No MAXIMUM REACTIONS (lbs): ° 18' Dead Live 135 135 Total 135 135 Lumber n-ply, D.Fir-L, No.2, 2x6", 1-ply Self Weight of 1.96 plf automatically included in loads; Pinned base;Loadface=width(b);Built-up fastener.nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld:1.00 x 18.00= 18.00[ft]; Lateral support:top= Lb, bottom=Lb; Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 25 Fv' = 288 fv/Fv' = 0.09 Bending(+) fb = 964 Fb' = 1872 fb/Fb' = 0.51 Axial fc = 125 Fc' = 295 fc/Fc' = 0.43 Axial Bearing fc = 125 Fc* = 1336 fc/Fc* = 0.09 Combined (axis= compression + s_de load bending) Eq.3.9-3 = 0.75 ' Live Defl'n 1.06 = L/202 1.20 = L/180 0.89 Total Defl'n 1.06 = L/202 1.20 = L/180 0.89 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2 Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fc' 1350 0.90 1.00 1.00 0.221 1.100 - - 1.00 1.00 1 Fc'comb 1350 1.60 - - 0.127 - - - - - 2 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1350 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Bending(+) : LC# 2 = .6D+W, M = 607 lbs-ft Shear : LC# 2 = .6D+W, V = 135, V design = 135 lbs Deflection: LC# 2 = .6D+W EI= 33e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Axial : LC# 1 = D only, P = 1035 lbs Combined : LC# 2 = .6D+W; (1 - fc/FcE) = 0.75 (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.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. / 3P-B• / CRAWL AREA•1e'I SO.FT. PROVIDE MK Al SO.Fr. • 1'-2• I 3'-5 112• �• b'- ,3'-5 3/4• y 8'-1®3/4' / (IMO OF CRAWL AREA)w/ 1 1 CORROSIOFI RESISTANT SCREENED VENTS t .Zf A2 SPL ' I !.. .. IDw II-I- �III TO 2.4-IT Ya row.DKG./ J gyp` —� vi7 717. / dz BBEA"rat33 I I I - T...1 (ES I il, .(.. _ •a ® ! If.-_,1-,.., b m, b $0 . _�6 FI( 1 rel (i. I I n 0 II r n (�1 ( 1 �,,1 m li, — -� I .1 - —� Hit 3'-113!4• �r 4,0 Me /k. `-� / 6 2 ll (� F/. ( ��1 .(I . ,--• m :. 1 ' m F2 1:1.;.±.1> 3 ,........,.1 q _ite_55,1zei • . 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Q NOTE, VERIFY 1 ' I 0 I 9 I VERIFY W/IlECNANICAL AND ELECTRICAL C ""�' ,JI 7: — — — n CONTRACTORS TFE SIZE AND LOCATIONS _ r y I O - FOR ANT!LOCKOUTS OR SLEEVES PRIOR r 1 TO POIIRMG FOUNDATION. -C Q b .\ n Dn E C (., o s. i J1� <>11 = 1 (� _ — - - ll 1'-4•W z8•D COWLCOWLFTS.w/ ( 'II — "• g erl __(2)W•6'TOP[BOrTOH _ _ sc e • s � 9 2,_m, r a ,L, 1 I•--1 i---•►r y... i 1 ¶ FOLNDATION VENTS TO BE HM 12' I tEr 1 00 1nr Away FRC 1 NOLDOWN ANCHORS 2,4'W.14- L z I'-m•D Spy, .4 Kr Y-s 1/20 (4) .�0BOTT _,.2•-3 I/4 5'-11 V2' 2'-3 1/4' B,-8• 10-6' I'-Its• 7 6969 SW Hampton Street CLIENT: PAGE L( I Portland,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH503.624.7005 CONSULTING. 0 745 NW Mt.Washington Drive NUMBER: Suite 204 CONSULTING Bend,Oregon 97701 GINEERS,INC FAX 541.383.7696 DATE: 541.383.1828 www.froelich-engineers.com ■ BY: g5 t FLvot' Ft41''f!v(� �,;(/7). 3 (IF 11 COMPANY PROJECT WoodWorks SOFTWARE FOR WOOD DESIGN Apr.12,2011 10:25 FB1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 32.0 No Load2 Live Full UDL 107.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8' Dead 152 152 Live 428 428 Total 560 580 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 29 Fv' = 180 fv/Fv' = 0.16 Bending(+) fb = 454 Fb' = 1158 fb/Fb' = 0.39 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.21 Total Defl'n 0.08 = <L/999 0.40 = L/240 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 1160 lbs-ft Shear : LC# 2 = D+L, V = 580, V design = 492 lbs Deflection: LC# 2 = D+L EI= 178e06 lb-in2 Total Deflection = 1.00(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. N FE Client: Legend Homes Project: Beech A FR aICH Proj.#: 11-T185 C N UFlNG Date: 09/21/2011 By: SPD ENGI EERS INC FOOTING DESIGN Footing Member(s) Load Footing F1 Supports: (2)2FB1 1100 Use: 18"dia x 8" F2 Supports: FL Girder& Stairs 6500 Use: 2'-6"x2'-6"x 10" F3 Supports: 2FB3 4500 Use: 2'-0"x 2' 0"x 10" F4 Supports: 2FB5 &2FH4 6200 Use: 2`-6"x2'-6"x 10" F5 Supports: 2FH4 &2FB7 5800 Use: 2'-6"x2'-6"x 10" FOOTING SCHEDULE: NO. SIZE REINFORCING 24"DIA. x 8" <I> 24"x 24"x 10" (3)*45 EA. WAY O 30"x 30"x 10" (3)*45 EA. WAY O 36"x 36"x 10" (4)*4s EA. WAY. FROELICH CONSULTING ENGINEERS INC., Client: Legend Homes Project:Birch A Project#: By: SPD Footings Footing Size Maximum Allowable Required Required Dimensions Used Dimensions Footing Bearing gavow Load (Piot) Area 18" x 8" W(ft) L(ft) W(ft) L (ft) D (in) Weight Pressure 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'-0"x 2'-0"x 10" 5400 1500 3.60 1.90 1.90 2 2 10 393 1494 2'-6"x 2'-6"x 10" 8500 ;z 10 500 1475 _ 1500 5.67 2.38 2.38 2.5 2.5 10 781 1485 3'-0"x 3'-0"x 12"_ 12000 1500 8.00 2.83 2.83 3 3'-6"x 3'-6"x 12" 16500 3 12 1350 1483 1500 11.00 3.32 3.32 3.5 3.5 12 1838 1497 4'-0"x 4'-0"x 12" 21000 1500 14.00 3.74 3.74 **Indicate maximum load at header supports4 4 12 2400 1463 *** Indicates maximum pt load for beams ncontinuous footing ting Required Area: _ (Ptotklaiiow)o.5 Bearing Pressure = (Piot+Wgg)/(W*L) (Ptot+Wftg)/(W*L*3.1415/4) Title Block Line 1 Title: Job# (1 7 You Gari change this area Dsgnr: using the"Settings'menu item Project Desc.: and then using the"Printing& Project Notes Title Block'selection. Title Block Line 6 Printed:21 SEP 2011,11.29AM Combined Footing ENERCALC,INC.1983-2011,Build:8.11.7.11,Ver:6.i1.7.11 Lic--#:MW-08002304 Licensee:FRO b' IL., ' o Description: Line 1 General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') 0.0014 Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 4) :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1 :1 Shear: 0.75 Min.Sliding Safety Factor 1 :1 Soil Information Allowable Soil Bearing 1.50 ksf Soil Bearing Increase increase Bearing By Footing Weight No Footing base depth below soil surface 0 ft Soil Passive Sliding Resistance 250 pct Increases based on footing Depth.,.. Allowable pressure increase per foot 0 ksf (Uses entry for'Footing base depth below soil surface'for force) when base of footing is below 0 ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width,.. Allowable pressure increase per foot 0 ksf when maximum length or width is greater than 0 ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing1.50 ksf (Allowable Soil Bearing adjused for footing weight and depth&width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column#1 = 1 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns _ = 2.750 ft Sq.Dim. = 12 12 in Bars left of Col#1 Count Size# Actual Req'd t Distance Right of Column#2= 5.50 ft Height = 0 0 in Bottom Bars 3.0 5 0.930 0.6480 inA2 Total Footing Length = 9.250 ft Top Bars 3.0 5 0.930 0.6480 inA2 Bars Btwn Cols Footing Width = 2.50 ft Bottom Bars 3 5 0.930 0.6480 inA2 - Footing Thickness = 12.0 in Top Bars 3 5 0.930 0.6480 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 3 5 0.930 0.6480 in52 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 3 5 0.930 0,6480 in52 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 1 0 0 0 -5.50 0 k Moment(+CW) = 0 0 0 0 0 0 0 k-ft Shear(+X) = 0 0 0 0 0 0 0 k Applied @ Right Column Axial Load Downward = 1.0 0 0 0 5.50 0 k Moment(+CW) = 0 0 0 0 0 0 0 k-ft Shear(+X) = 0 0 0 0 0 0 0 k Overburden = 0 0 0 0 0 0 E III • < 9.3 Title Block Line 1 Title: Job# " You can-change this area Dsgnr: using the"Settings"menu item Project Desc.: gj and then using the"Printing& Project Notes: Title Block"selection, Title Block Line 6 Printed:21 SEP 2011,11:29.AM • Coinbined Footing ENERCALC,INC.1983-2011,Build:6.11.7.11,Ver..6.11.7.11 Lic.#::KW-06002304 menses: -®OM • -.1, '.M 1 i=t Description: Line 1 DESIGN SUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.7496 Soil Bearing 1.124 ksf 1.50 ksf +0.60D+W+H PASS 1.054 Overturning 45.375 k-ft 47.805 k-ft 0.6D+W PASS No Sliding Sliding 0.0 k 1.606 k No Sliding PASS 1.584 Uplift 5.50 k 8.712 k 0.6D+W PASS 0.3230 1-way Shear-Col#1 26.541 psi 82.158 psi +0.900+1.60W+1.60H PASS 0.5366 1-way Shear-Col#2 44.082 psi 82.158 psi +0.900+1.60W+1.60H PASS 0.06279 2-way Punching-Col#1 10.318 psi 164.32 psi +0.90D+1.60W+1.60H PASS 0.06279 2-way Punching-Col#2 10.318 psi 164.32 psi +0.90D+1.60W+1.60H PASS No Bending Flexure-Left of Col#1-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.002454 Flexure-Left of Col#1-Bottom 0.08868 k-ft 36.139 k-ft +1.400 PASS 0.001326 Flexure-Between Cols-Top -0.04791 k-ft 36.139 k-ft +1.400 PASS 0.4418 Flexure-Between Cols-Bottom 15.966 k-ft 36.139 k-ft +0.90D+1.60W+1,60H PASS 0.005439 Flexure-Right of Col#2-Top -0.1966 k-ft 36.139 k-ft +1.40D PASS 0.4943 Flexure-Right of Col#2-Bottom 17.862 k-ft 36.139 k-ft +0.90D+1.60W+1.60H Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio Overturning Stability • Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio Sliding Stability 'Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu/PhiMn One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col#1 vu @ Col#2 Phi Vn vu @ Col#1 vu @ Col#2 ■ T' ' Client: Legend Homes FD EtIc H Project: Birch A Proj.If: 11-T076 CONSU NG 16r.LR61l�, 1b+�1F� I�11L�t Date: 04/06/2011 EI IEER JIN By. SPD ASCE 7-02 Earthquake Load Cs Factor - Importance Factor(Seismic) I= 1.0 Basic Seismic Force Resisting System Light Framed Wood Shear Wall R= 6.5 Maximum Considered Design Spectral Response Max Ground Motion Site Site Coefficients Earthquake Acceleration Acceleration Seismic Design Coefficient Development Latitude Longitude SS I Si Classification Fa F, SMS Sim SDs SDI Category Cs Edgewater 45.406 -122.798 0.914 0.332 D 1.135 1.74 1.037 0.576 0.692 0.384 D 0.1064 Maxfield 45.343 -122.664 0.902 0.324 D 1.139 1.75 1.027 0.567 0.685 0.378 D 0.1054 Legend at Taralon 45.445 -122.534 0.978 0.329 D 1.109 1.74 1.085 0.573 0.723 0.382 D Victoria Gardens 45.367 -122.769 0.904 0.329 D 0.1055 1.138 1.742 1.029 0.573 0.686 0.382 D 0.1055 Village at Orenco 45.584 -122.955 0.956 0.363 D 1.118 1.674 1.069 0.608 0.713 0.405 D 0.1096 Legend at Villebois 45.308 -122.780 0.873 0.322 D 1.151 1.756 1.005 0.565 0.670 0.377 D Walnut Creek 45.445 -122.798 0.938 0.339 D 1.125 1.723 1.055 0.584 0.704 0.389 D 0.1082 -Information in table was found by USGS maps - 0.1082 -Conservatively design all structures in all developments for the Cs design value specified below Controlling Cs Value= 0.1112 IUse Cs=0.12.for Design in all Developments Equations: Spa=Fa*S5 Maximum Considered Earthquake SMI=Fv*SI Acceleration SDs=SMs*2/3 Design Spectral Acceleration SDI=SMI*2/3 Cs=SDs*I/R Response Coefficient ACE Client: Legend Homes Project:Beech A FREIIE�H Proj.ft: 11-T185 CONSULTING Date:By: SPD 09/20/2011 - ENGINEERS INC Lateral Design SEISMIC: R=6.5 I = 1.0 Site Classification = D Design Category= D Seismic Design Coefficient(Cs)=0.12 Working Stress Design: 0.7E Cs= 0.084 Seismic Dead Loads Level diaph area Load Wall L Trib Wall Wall Wt Extra DL Total DL (ft ) (psf) (ft) height(ft) (psf) (lbs) I (lbs) Roof 1100 15 148 4.5 10 23160 Upper Fir 1100 12 148 9 10 1000 27520 Seismic Base Shear V=Cs(DLr{t-DLflr) V= 4257 Vertical Distribuition Level Weight Height Wt*Ht Wt(Ht)/Total V IVi= (Wt(Ht)/Total)*V Roof 23160 20., 463200 0.627 4257 2671 =Vrf Floor 27520 10 275200 0.373 4257 1587 =Vflr Total= 738400 VrI F 2671 lbs ..:. . Vflr_.. 1587 lbs s t'YeE � FROELICH CONSULTING ENGINEERS INC Reliability/Redundancy Factor p (per ASCE7-05 12.3.4.2) Seismic Base Shear(V) = 4257 Percent base shear taken by story: Upper Story 2671. 63% Main Floor 4257 100% Calculation of#of bays per story resisting more than 35% of the base shear: Upper Story: Story height(H)= 9 Critical wall length (L) _ 18 #Bays = 2UH*= 4.00 *for light-framed construction • The Number of Bays > 2, Therefore, Rho = 1.0 Per Table 12.3-3: By observation, the removal of any single shear wall with a height-to-width ratio greater than 1.0 does not result in a 33% reduction in story strength for any story resisting more than 35% of the total base shear. The resulting system does not have an extreme torsional irreguarity. Therefore, p = 1.0 • • Client: Legend Homes Project: Beech A FROELICH Project#: 11-T185 . CONSULTING Date: 09/20/2011 By: SPD ENGINEERS INC Front - Back Event WIND FORCE CALCULATION-MWFRS ASCE 7-05 SECTION 6.5 METHOD 2-ANALYTICAL PROCEDURE Basic Wind Speeds Input Fastest Mile Van= 80 mph 3 Second Gust Vas= 94.5 mph Wind Directionality Factor Kd= 0.85 Table 6-4 (page 80) Wind Importance Factor IW= 1.00 Table 6-1 (page 77) Wind Exposure Category= • B Building Parameters Longitudinal Dimension of Bldg B= 31 ft Transverse Dimension of Bldg L= 40 ft Mean Roof Height h= 25 ft Highest Roof Level h„= 26 ft Approximate Fundamental Period Ta= 0.23 sec Eq. 12.8-7(page 129) Output-Fundamental Frequency f= 4.3 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 6-4 Length of 1/2 hill height Lb= 0 ft Figure 6-4 Dist. From Crest to Bldg. x= 0 ft Figure 6-4 Height Above Local Grade z= 0 ft Figure 6-4 Horizontal Attenuation Factor m= 1 Figure 6-4 Height Attenuation Factor g= 1 Figure 6-4 Shape Factor KI/(H/Lh)= 1 Figure 6-4 Output-Topographic Multipliers K1 = 1.00 K2 = 1.00 K3 = 1.00 Topographic Factor Kzt= 1.00 • S3 Gust Effects Input Integral Length Scale Factor I= 320 ft Table 6-2 Integral Length Scale nominal height of boundary zg= 1200 Table 6-2 3-s gust exponent a= 7.00 Table 6-2 Turbulence Intensity Factor c= 0.30 Table 6-2 Power Law Exponent e= 0.33 Table 6-2 Minimum Height;nip= 30 ft Table 6-2 Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.91 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.87 Pressure Coefficients Input Length to Width Ratio L/B = 1.29 Height to Length Ratio h!L= 0.63 Roof Pitch= 7 : 12 = 30.26 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 6-3 (page 79) External Pressure Coefficients Cp (see below) Figure 6-6(page 49) • Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.8 15 0.57 11.2 Pressure Leeward -0.4 20 0.62 12.1 Output qz Roof Windward 0.20 25 0.67 12.9 Roof Leeward -0.6 30 0.70 13.6 40 0.76 14.8 50 0.81 15.8 60 0.85 16.6 70 0.89 17.3 80 0.93 18.0 90 0.96 18.6 100 0.99 19.2 120 1.04 20.2 h= 25 0.67 12.9 qh yc/ . Design Wind Pressures p (psf)-GCr;=(-) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCp,= -0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 10.1 -2.2 12.3 ft 20 10.8 -2.2 12.9 25 11.3 -2.2 13.5 30 11.8 -2.2 14.0 40 12.6 -2.2 14.8 50 13.3 -2.2 15.5 60 13.9 -2.2 16.1 70 14.4 -2.2 16.6 80 14.9 -2.2 17.0 90 15.3 -2.2 17.5 100 15.7 -2.2 17.9 120 16.4 -2.2 18.6 25 11.3 I -2.2 2.3 -1.9 13.5 5.04 I Design Load Case I Controls-By Inspection Figure 6-9(page 52) Design Wind Pressures p (psf) -GCr;=(+) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GC0= 0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 5.5 -6.8 12.3 ft 20 6.1 -6.8 12.9 25 6.7 -6.8 13.5 30 7.2 -6.8 14.0 40 8.0 -6.8 14.8 50 8.6 -6.8 15.5 60 9.2 -6.8 16.1 70 9.8 -6.8 16.6 80 10.2 -6.8 17.0 90 10.6 -6.8 17.5 100 11.0 -6.8 17.9 120 11.8 -6.8 18.6 25 6.7 -6.8 0.0 -4.3 13.5 5.04 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) ■ FC1E : Homes (� ProjClientect: BeechLegend A FROELICH Project#: 11-T185 CONSULTING Date:By: ENGINEERS INC Side - Side Event WIND FORCE CALCULATION-MWFRS ASCE 7-05 SECTION 6.5 • METHOD 2 -ANALYTICAL PROCEDURE Basic Wind Speeds Input Fastest Mile Vfrn= 80 mph 3 Second Gust Vas= 94.5 mph Wind Directionality Factor Kd= 0.85 Table 6-4 (page:80) Wind Importance Factor Iu,= 1.00 Table 6-1 (page 77) Wind Exposure Category= B Building Parameters Longitudinal Dimension of Bldg B= 40 ft Transverse Dimension of Bldg L= 31 ft Mean Roof Height h= 25 ft Highest Roof Level hn= 26 ft Approximate Fundamental Period Ta= 0.23 sec Eq. 12.8-7 (page 129) Output-Fundamental Frequency f= 4.3 Hz> 1 Hz Therefore Rigid ' Topographic Effects Input Hill Height H= 0 ft Figure 6-4 Length of 1/2 hill height Lh 0 ft Figure 6-4 Dist.From Crest to Bldg.x_= 0 ft Figure 6-4 Height Above Local Grade z= 0 ft Figure 6-4 Horizontal Attenuation Factor m 1 Figure 6-4 ra Height Attenuation Factor g 1 Figure 6-4 , *_- Shape Factor-K1/(H/Lh)=- 1 Figure 6-4 FV Output-Topographic Multipliers K1 = 1.00 y. _ K2= 1.00 . ... K3= 1.00 Topographic Factor Kc= 1.00 5 �3 Gust Effects Input Integral Length Scale Factor 1= 320 ft Table 6-2 Integral Length Scale • nominal height of boundary zg= 1200 Table 6-2 3-s gust exponent a= 7.00 Table 6-2 Turbulence Intensity Factor c= 0.30 Table 6-2 Power Law Exponent e= 0.33 Table 6-2 Minimum Height zm = 30 ft Table 6-2 Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.90 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.87 Pressure Coefficients Input Length to Width Ratio LB= 0.78 Height to Length Ratio h/L= 0.81 Roof Pitch= 7 : 12 = 30.26 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 6-3 (page 79) External Pressure Coefficients Cp (see below) Figure 6-6(page 49) Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.8 15 0.57 11.2 Pressure Leeward -0.5 20 0.62 12.1 Output qZ Roof Windward 0.20 25 0.66 12.8 Roof Leeward -0.6 30 0.70 13.6 40 0.76 14.8 50 0.81 15.8 60 0.85 16.6 70 0.89 17.3 80 0.93 18.0 90 0.96 18.6 100 0.99 19.2 120 1.04 20.2 h= 25 0.67 12.9 qh St Design Wind Pressures p (psf)- GCpc=(-) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCp;= -0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward I Roof WW Roof LW 'WW+LW RWW+RLW Height 15 10.1 -3.3 13.3 ft 20 10.7 -3.3 14.0 25 11.2 -3.3 14.5 30 11.8 -3.3 15.0 40 12.6 -3.3 15.8 50 13.2 -3.3 16.5 60 13.8 -3.3 17.1 70 14.3 -3.3 17.6 80 14.8 -3.3 18.1 90 15.2 -3.3 18.5 100 15.6 -3.3 18.9 120 16.3 1 -3.3 1 19.6 25 11.3 I -3.3 I 2.3 -1.9 14.5 5.04 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Design Wind Pressures p (psf) -GCr;=(+) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCp;= 0.18 Figure 6-5 (page 47) WaII Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 5.4 -7.9 13.3 ft 20 6.1 -7.9 14.0 25 6.6 -7.9 14.5 30 7.1 -7.9 15.0 40 7.9 -7.9 15.8 50 8.6 -7.9 16.5 60 9.2 -7.9 17.1 70 9.7 -7.9 17.6 80 10.2 -7.9 18.1 90 10.6 -7.9 18.5 100 11.0 -7.9 18.9 120 11.7 -7.9 19.6 25 6.6 -7.9 0.0 -4.3 14.5 5.04 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) r- 6969 SW Hampton Street CLIENT: PAGE 57 fu Portland,Oregon 97223 FAX 503.624.9770 PROJECT: FROELICH503.624.7005 \N� 745 NW Mt.Washington Drive NUMBER: t C/��jSUII1�/� Suite 204 r�' ! CON IG Bend,Oregon 97701 1CINEERS,INC 545 .7696 DATE: 5411.363.18283.1828 www.froelich-engineers.com e BY: • L=RA-6., ` f :f f?1 i c4I f€z,v f--h) r5f'c 1 !T eve , wit,/67wfrr v— t= L.f�� C‘.1)( ,3 1-01= 113) ... A f� f✓v�F /� Ir'3(5- j �ti AFF E_'' 31-0_2JCz,a ,is=5. d //, _) C ECR; /)(QG-71) 176i O# = 2PLF Mil 7: 6:2 'tt{'V s() _ f(1"-/ 4 62 g 70 _ `70 - cv.E{,v Isr (; .1))7 i J F �I ! .L 979-& E i63 • til I ✓ _ _ \7\,/!iv "0-57) (V-900,0 3- !iv h,v2: 5.1(/(31) _ Icrc",- ( ) (t 7) = 7g 61# ��w I r//7, C.')O 3.) = ','g kOce7D":::- to ��;,<►�; G/ s��/ ) - E”7 EC ' Jgo1 r3 6969 SW Hampton Street CLIENT: PAGE Portland,Oregon 97223 FAX 503.624.9770 PROJECT: f ROELICH 503.624.7005 745 NW Mt.Washington Drive NUMBER: CONSULTING Suite 204 Bend,Oregon 97701 fHGINEERS,INC 541.3B3.8287696 DATE: Froelich-engineers.com ■ BY: Sl Pt -- 5/17V :Fff Cc ,i. ' 7fJ gqo 2 ' td/N[2: (go ' s- 9 - JiY9 )( r'a ; 'C, o''* Oc t LJ,VE • 1: t f iv7 : J�o6: t f' — Is-g Ccl vi; -g- E-6? 't (1-5-5)7) -.7: 7q't Gifu C3',C 6- J = lad —.Leg 71:f.: E!-';C H A 1,015 SQ. FT 31=0" Wx51-6"D / 3!'-®' oI •I'-11 IM• If 45'-1 yr I 11 \ 8/Ox 5/ 9L XOX \—..t. 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Falb efF invLY As 2 UPPER FLOOR PLAN • (� N' Client: Legend Homes �y �j' Project: Beech A L=Length of individual wall 1,_Hi.i-Hs FYf� � ++ Lt=Total length of wall along gridlineLi Proj.#: I 1-T185 La=Length of moment ann in wall(if (INSWING Date: 09/21/2011 different than wall length) hu=Height of upper wall ENEER , BY SPD lil=Height of lower wall =(fI(Id+hu+1+ I x L M 1S INCt-If =Horizontal force at gridline ) (�) Lt Hs=Horizontal force at gridline from upper level Mu [Hs(hl)+Hf(hInx�" - Upper Level Shear Wads and HoldownsV=Unit shear kr wall Lt Ms=Overturning moment when upper wall is stacked above lower wall2 Mu=Overturning moment when upper wall is Mr,-=3[( "ib x RoofDL)(wtrib x Wa!IDL)(Firib x FloorDL)J Lz Roof dl: 1 S psf not stacked or does not exist 2 Roo dl: ]5 psf Rtrib,Wtrib,Ftrib=Roof,wall,and floor Floor dl:Waltributary area.used for calculating dead load Mu—Mr 12 psf Mr=Resisting moment due to dead load Tu- La Ts_Ms--Mr Tu=Tension if walls not stacked L Ts=Tension if walls stacked Wall L Lt La hu Hf V Seismic Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Sheafwall Grid (ft) (ft) (ft) (ft) (Ib) (pit) Factor 177,7757707iBacic Event (Ib*ft) (ft) (ft) (ft) (Ib*ft) (lb) A 14.5 18 14.5 9 1155 64 8374 4 9 0 10513 -148 ---- 6/12 Wind 3.5 18 3.5 9 1155 64 B 17 17 17 9 944 56 2021 4 9 0 613 403 B 17 17 17 9 8496 6 9 0 17340 -520 6/12 Wind 995 77 8955 2 9 0 6760 169 ---- 6/12 Wind ---- 6/12 Wind Side-Side Event 1 3 3 9 1353 226 6089 5 9 0 495 3 6 3 9 1353 226 1865 MST37 6/12 Wind 2 3 5 3 9 1353 226 6089 2 9 0 360 1910 MST37 5130 12 9 563 1827 6/12 Wind 2.5 5 2.5 9 1140 ZZg MST37 6/12 Wind 10 9 1428 248 5130 12 9 563 1827 12852 12 9 MST37 6/12 Wind 3 10 5 9000 385 6/12 ---- Wind 6 BEECH A 807 SQ. FT. • • 31=0" Wx43=0"D 4 3 S 'u 3P-O• 4.'60 y! I0=4• f /0-14 9/4• ��i y B'-i 1/4• / 1I 1I II =��: I (2)3N1k iAC 3H ® 4.1 xj4/i SL ® i/Ox,/IIBL Ci DR ® 3,./3/t 1.fNr II --:ix,ucrcccctican-. FACT.MULLED 17-7: ;Qlff r 1- D PX. -yr_ R 1 1 33 I I KITCHEN Ix iiitI1 11 . Ap;C5 i - 12� - � I -. I G-SAT ROOM 1;2�LL 20/0 x Da • �}�vv1'V'I j gid' .. 4=Ble x 8:6 Yr 5=8• � XI yyvvtt��yy 1. _ I�u 1" cam .�, UP 1 1 1 1 't–t C i r1 7l7 D• � ta) r ilii LII "" - I � i l l <;c[xt««�t;stir;cacicmzci[ctiuccucur¢cuuutcucuius�ctuu¢cC, •P 9 .. r ` L... � • �; c 2•DIA.x3i•MKaFI 0 ( : • ,1 PPM BOLLARD E411 t Q« -"--t 01 i ‘ 0 CP' •f -g z-caQr=a�za3E 3/OxNA--- TWO x 19/6 1 ,,• ■ . vWeza&OC!!DR II -----I- / \ Iill • � \\\ r pIEN L (2._)2A. m L.1 IJ 1 e� 1 . !'412• i By V2• • a-3• 1 1 6. .,..0 2 7 0 F-i) ...._, .. 1 Ak___ F,p ee- GRe n/c - 0.4/(4- -- (I) MAIN FLOOR PLAN • ITCR Client: Legend Homes Hf+Hs L=Length of individual wall I�_ Project: Beech A LI Lt=Total length of wall along gridline FROEIC:H Proj.#: 11-T185 La=Length of moment arm in wall(if Ms=[H.c(hl+Iru+1)+/if(NA x L �,Lti different than wall length) C_,ry k'�yUI�NG Date: 8/22/12 hu=Height of upper ll LI ]]vv]]'M111�1�iiI1 By: SPD hl=Height of lower wall ENGIIEERS INC Hf=Horizontal force at gridline Hs=Horizontal force at gridline from upper L level Mu=[Hs(hl)+Hf(h!)]x Lr Main Level Shear Walls and Holdowns V=Unit shear in wall Ms=Overturning moment when upper wall is stacked above lower wall 2 L2 Roof dl: I S psf Mu=Overturning moment when upper wall is Mr= 3 I(Rtrih x RoofDL)(Wtrib x WaIIDL)(Ftrib x F(oorDL)]— not stacked or does not exist 2 Wall dl: 10 psf Rtrib,Wtrib,Ftrib=Roof,wall,and floor Floor dl: 12 psf tributary area,used for calculating dead loadTn=My–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 Seismic Ms Mu Rtrib Wtrib Ftrib Mr Tu Ts Comments Holdowns Shearwall GridFactor (ft) (ft) (ft) (ft) (Ib) (Ib) (lb) 1 (p (lb*ft) (Ib*ft) (ft) (ft) (ft) (Ib•ft) (lb) (Ib) Front-Back Event A 18 18 17.5 9 9 1796 1155 164 38109 26559 4 17 9 36504 -568 92 ---- 6/12 Wind B 21 21 20.5 9 9 1494 944 116 31382 21942 0 17 13 47922 -1267 -807 ---- 6/12 Wind C.1 11 11 10.5 9 9 618 0 56 5562 5562 4 8 0 5647 -8 161 ---- 6/12 Wind C.2 7.5 11.5 7 9 9 1597 995 225 21703 15214 2 17 10 6000 1316 2243 HTT16 6/12 Wind 4 11.5 3.5 9 9 1597 995 225 11575 8114 2 17 10 1707 1831 2820 HTT16 6/12 Wind Side-Side Event 1 2.75 5.5 2.25 9 9 1524 1353 523 19712 12947 2 9 7 514 5525 8532 Shth(2)Sides HDQ8 4/12 Wind 2.75 5.5 2.25 9 9 1524 1353 523 19712 12947 2 9 7 514 5525 8532 Shth(2)Sides HDQ8 4/12 Wind EQ 2.5 5.5 2 9 9 890 397 421 1.80 3/12 EQ 2.1 18 18 17.5 9 9 2421 0 135 21789 21789 2 17 11 35856 -804 -804 ---- 6/12 Wind 2.2 5 9.5 4.5 9 9 1248 1140 251 17312 11312 4 17 2 2117 2043 3377 HTT16 6/12 Wind 3 4.5 8.5 4 9 9 864 1428 270 18481 10921 6 17 2 1917 2251 4141HTT16 4/12 Wind 4 8.5 3.5 9 9 864 1428 270 16427 9707 12 17 2 1995 2204 _ 4124 HTT16 4/12 Wind 6\ A3 S1-IEARW4LL SCHEDULE FASTENERS WALL INFORMATION SILL PLATE TO RIM RIM OR BLK* TO DBL. TOP PLATE MUD SILL/A B,§ COMMENTS 16d COMMON eLAP SHTI ONTO A V2"APA RATED SHEATHING 16d COMMON S"o.c. (TOENAIL) 3x MUDSILL. (1)SIDE w/Sd NAILS e 6"o.c. e 6"o.c. NTO E SIMP. LTP4 1/2"DIA. x 10"A.B. e EDGES 4 12"o.c. FIELD SOLID FRAMING e 48"oc w/ 45"a e (EMBED 1') Sd COMMON I/2"APA RATED SHEATHING 16d COMMON SIMPSON LTP4 LAP 51-11-*ONTO SEE NOTES S (1)SIDE w/Sd NAILS 0 4"o.c. e 4"o.c. INTO € IS"oc w/ 3x MUDSILL. *5 011 4"12 EDGES 4 12"o.c. FIELD SOLID FRAMING Sd COMMON I/2uDIA x 10"A S. BELOW 36 0.c. (EMBED 1") 1/2"APA RATED SHEATHING SIMPSON LTP4 SIMPSON LTP4 LAP SI-1T Cs ONTO SEE NOTES C (1)SIDE w/Sd NAILS a 3"o.c. 0 12"o.c. INTO 9 !Vac w/ 3x MUDSILL. ] "11,*124 EDGES 4 12"o.c. FIELD SOLID FRAMING Sd COMMON 1/2"DIA. x 10"A.5. r}4 BELOW 24"o.c. (EMBED 1") I/2"APA RATED SHEATHING SIMPSON LTP4 SIMPSON LTP4 LAP SHTtz ONTO SEE NOTES D (2)SIDES w/Sd NAILS 0 e10"o.c. INTO e 9"oc w/ 3x MUDSILL. x'10,*11,0134 4"o.c. EDGES 4 12"o.c. FIELD 'SOLID FRAMING Sd COMMON V2„`DIA. x 10”A B. g '44 BELOW IS o.c. (EMBED 1') 1/2"APA RATED SHEATHING SIMPSON LTP4 SIMPSON LTP4 LAP SHTcs ONTO SEE NOTES E (2)SIDES w/Sd NAILS e e 6 o.c. INTO e 6 oc w/ 3x MUDSILL. "10 "11,*134 3"o.c. EDGES 4 12"o.c. FIELD SOLID FRAMING Sd COMMON 1/2"DIA. x 10"A.B. *145ELOW "I 12"o.c. (EMBED 1") NOTES: L IF ANCHOR BOLT SPACING IS GREATER THAN SHEARWALL LENGTH,INSTALL(I)A.S. WITHIN 12"OF EA. END 2. SHEARWALL FRAMING TO BE I6"oc U.N.O. OR DETAILED OTHERWISE. 3. SHEARWALLS TO BE BLOCKED AT ALL PANEL EDGES U.N.O.OR DETAILED OTHERWISE. 4. ALL NAILS TO BE COMMON NAILS U.N.O. Sd GALVANIZED BOX NAILS MAY BE SUBSTITUTED FOR&d COMMONS. 5. LTP4 PLATES SHALL BE INSTALLED w/(12)Sd COMMONS. 6. ONLY THE MUD SILL IN CONTACT w/CONCRETE SHALL BE P.T. 1. 3"x 3"x 1/4"PLATE WASHERS ARE TO BE USED AT ALL SHEAR WALL ANCHOR BOLTS. S. ALL HOLDOWNS,STRAPS 4 CONNECTORS TO BE SIMPSON OR EQUAL. 51-1EARWALL SPECIFIC NOTES: 9. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3"NOMINAL OR GREATER 4 NAILS SHALL BE STAGGERED. (DBL 2x ARE ACCEPTABLE) 10. FRAMING AT ADJOINING PANEL EDGES,SOLE PLATE 4 SILL PLATE SHALL BE 3"NOMINAL OR GREATER 4 NAILS SHALL BE STAGGERED. (DBL 2x ARE ACCEPTABLE) IL SIMPSON LTP4 CLIPS O SOLE PLATE CONNECTION TO RIM JOIST ARE NOT REQUIRED IF 1.11 1-R WALL SHEATHING IS CONTINUOUS 4 DIRECTLY EDGE NAILED TO RIM JOIST. 12. SIMPSON LTP4 CLIPS a RIM JOIST CONNECTION TO DBL. TOP PLATE ARE NOT REQUIRED IF LOWER WALL SHEATHING IS CONTINUOUS 4 DIRECTLY EDGE NAILED TO RIM JOIST. 13. SIMPSON LTP4 CLIPS 4,RIM JOIST CONNECTION TO DBL. TOP PLATE SHALL BE PLACED e 12"oc IF LOWER WALL SHEATHING IS CONTINUOUS 4 DIRECTLY EDGE NAILED TO RIM JOIST. 14. 5"x 5"x I/4"PLATE WASHERS ARE TO BE USED AT ALL ANCHOR BOLTS SHEARWALL TYPES't''D"t 'E". SHEARWALL 2010 HOLDOWN SCHEDULE FRAMING 1-10L DOWN ATTACI4MENT MEMBER COMMENTS SIZE(MIN) (II)-16d NAILS at TOP WRAP 4 NAIL STRAP TO SIMP. MST31 (l1)-16d NAILS at BOTTOM (2) BEAM/HEADER BELOW CENTER STRAP ON FLOOR CAVITY. 2x STUDS (22)TOTAL NAILS. IF APPLICABLE. SIMP. SSTB24L INTO STEMWALL (2) PROVIDE°4 DOWEL W/ SIMP. HTT4 STANDARD H00K e EA. E (18)-16d x 2 1/2 NAILS TO DBL. STUDS. 2x STUDS HOEDOWN LOCATION SIMPSON SSTB28L INTO STEMWALL PROVIDES DOWEL W/ SIMP. HDQS 4(20)SIMPSON SDS 1/4"x 4 1/2" 2x STUDS STANDARD HOOK 0 EA. WOOD SCREWS HOEDOWN LOCATION. NOTES: L MULTIPLE STUDS SHALL BE LAMINATED TOGETHER WITH(2)ROWS 16d NAILS at 10"oc FULL HEIGHT. (TYPICAL) 2. AT STUDS BELOW MST STRAPS,EDGE NAIL PLYWOOD TO STUDS. 3. ALL IHOLDOWNS,STRAPS t CONNECTORS TO BE SIMPSON OR EQUAL INSTALL PER MANUF. INSTRUCTIONS. 4. ADD I"OFFSET FOR DOOR LOCATIONS. R Client: CE Project: FR aI(.H Proj.tr: • CONSULTING :yte: Et4GI FERS INC ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description: 5/8"ASTM A36 Threaded Rod for Simpson HTT4/HTT5 1 Number of Anchors S1 = 0 in. (see Fig. 0.625 Inch Diameter s2 = 0 RD.5.2.1) 8 Inch Embed 2500 psi Concrete Footing NDesign = 5.250 (kips)Allowable Design Tension D.3 -General Requirements (ACI 318-02 Section D.3.3.3) Are seismic loads induced into the anchor? Y SF= 0.75 D.4-General Requirements for Anchor Strength (ACI 318-02 Section D.4.4) Strength reduction factor 4)for anchors using load combinations from ACI 318-05 section 9.2 Will anchor be governed by brittle steel failure? N Anchor = 0.75 Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%) - Ductile failure: 0.75 Is rebar present around anchor to resist blowout? N Reinforcing 0) = 0.70 If rebar is present around anchor: 0.75 Otherwise, 0.70 Summary �Nn wind CONn Seismic Summary From Below cDNn I Sw= 1.0 J SF= 0.75 I SNS= 803„743276 .3 cl N�= 19.019.83 19.09.831 174.267 kipskips cl)Npn= 121.71 121.71 91.28 kips ONsb= 198.14 198.14 148.60 kips cl)Nsbg = 198.14 198.14 148.60 kips Minimum cl)N„= 9.83 9.83 f 7.37 kips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1.4 ONAllowable= 7.02 5.27 kips Ndesign < CDNAllowable 5.250 < 5.27 Therefore, Anchor Design OK ■ �� Client: I Project: FROELI H Proj.rr: ONSHII/ Byte: EICEEER JINC ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Design Calculations D.5.1 -Steel Strength for Anchor in Tension do (Anchor Diameter) = 0:625 inches n = 1 #of anchors nt= 11 Number of Threads per inch Ase= 0.23 in.2-(effective cross-sectional area of anchor) futa= 58.00 ksi-(tensile strength of anchor material (not the yield strength) not exceed 1.9fy or 125 ksi) Nsa= 13.11 ksi-(Eqn. D-3) Anchor c= 0.75 Nsa = nA f �Nsa= 9.83 kips se uta D.5.2 -Concrete Breakout Strength of Anchor in Tension Si = 0 inches (see Fig. RD.5.2.1) s2 = 0 inches (see Fig. RD.5.2.1) Anc(for single anchor) = 576 in.2(see Figure RD.5.2.1) Anc (for group anchor) = 782 in.2(see Figure RD.5.2.1) ANco (for single anchor) = 576 in.2(see Figure RD.5.2.1) ANS(for group anchor) = 576 in.2(see Figure RD.5.2.1) LPec,N= 1 Eqn. D-9 (Anchors not Eccentrically Loaded, 4.11 = 1.0) Yed,N= 1.000 Eqn. D-10 & D-11 4'c,N= 1 (1.25 for cast anchors, 1.4 for post-installed) Section D.5.2.6 kc= 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 fc= 2500 psi 1.5*hes= 12 hes= 8 inches 0.7+0.3(Cmin/1.5hes) = 1.000 Cmin = 12 in -distance to closest edge of concrete kth = kc /f.' h t.51 Nb= 27.15 kips-(Eqn. D-7) V I Ncb= 27.15 kips- (Eqn. D-4) Ncbg = 0.00 kips- (Eqn. D-5) Ncbg = `4Nc V"ec,24 f ed,NKcp,NNb Reinforcing = 0.70 `4Nco ONcbg = 19.01 kips me Client: TEE Project: FRELIC.H Proj.#: N UO Date: DIGEFERS INC ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) D5.3 -Single Anchor Pullout-headed or embedded nut Use Plate Washer? Y Plate Washer Width = 3 inches Nut diameter= 0.985 inches Nut or Plate Washer Bearing Area = 9.000 in2 Abrg = 8.693 in2- bearing area of embedded anchors head or nut t.Pc,P= 1 For an anchor located in an area of concrete where not cracking at service loads is anticipated, otherwise use 1.0 value (ACI 318-05 Section D.5.3.6) n = 1 #of anchors Na= 173.87 (kips) Eqn. D-15 Np =Abg8f C Nan = 173.87 (kips) Eqn. D-14 Reinforcing = 0.70 Npn —Npy�c,p ONPn = 121.71 kips D5.4-Anchor side-faced blowout-Headed Anchor (Required only if anchor is near an edge where cal < 0.4hefl Anchor is not close to Edge of Concrete. Analysis below NOT Required. caz= 5 distance to perp edge of concrete from anchor cal = 12 in -distance to closest edge of concrete Nsb= 283.05 (kips) Eqn. D-15 Factored Nsb = 100.25 Reinforcing cp= 0.70 (CoNsb= 198.14 kips N sb = 160 cal VA brg -ei f i c s= 0 in -spacing of outer anchors in group Nsb9 = 283.05 (kips) Eqn. D-16 Reinforcing clo= 0.70 N o - 1 + s NSb CDNsbg= 198.14 kips s g 6ca1 j 9 + � 7��E Pr�fient: ,_ f oject: FROE11H Proj.#: • CONSULTING :ate: DEFIERS INC ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description: 7/8"ASTM A36 Threaded Rod for Simpson IiDQ8 1 Number of Anchors Si = 0 in. (see Fig. 0.875 Inch Diameter s2= 0 RD.5.2.1) 8 Inch Embed 2500 psi Concrete Footing NDesign= 9.230 (kips)Allowable Design Tension D.3 -General Requirements (ACI 318-02 Section D.3.3.3) Are seismic loads induced into the anchor? Y SF= 0.75 D.4 -General Requirements for Anchor Strength (ACI 318-02 Section D.4.4) Strength reduction factor for anchors using load combinations from ACI 318-05 section 9.2 Will anchor be governed by brittle steel failure? N Anchor l = 0.75 Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%) Ductile failure: 0.75 • Is rebar present around anchor to resist blowout? N Reinforcing cri = 0.70 If rebar is present around anchor: 0.75 Otherwise, 0.70 Summary 1 �Nn wind I mNn seismic From Below I 4>Nn Sw= 1.0 SF=0.75 I cPNs= 20.09 20.09 15.06 kips (141,1,= 25.87 25.87 19.40 kips cl)NPn = 117.59 117.59 88.19 kips ONsb= 227.21 227.21 170.41 kips 1Summary PNsbg= 227.21 227.21 170.41 kips Minimum cl)Nn= I 20.09 I 20.09 I 15.06 Ikips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1.4 cDNAnowable= 14.35 10.76 kips Ndesign < cONAllowable 9.230 < 10.76 Therefore, Anchor Design OK 5 pClient: Project: FROEIICH Proj.#: CN1111N Byte: ENGINEERS INC ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Design Calculations D.5.1 -Steel Strength for Anchor in Tension do (Anchor Diameter) = 0.875 inches n = 1 *of anchors 111 = 9 Number of Threads per inch ASe = 0.46 in.2-(effective cross-sectional area of anchor) futa = 58.00 ksi- (tensile strength of anchor material (not the yield strength) not exceed 1.9fy or 125 ksi) Nsa = 26.78 ksi- (Eqn. D-3) Anchor = 0.75 N = nA f oNsa = 20.09 kips sa se uta D.5.2 -Concrete Breakout Strength of Anchor in Tension s1 = 0 inches (see Fig. RD.5.2.1) s2 = 0 inches (see Fig. RD.5.2.1) A„, (for single anchor) = 784 in.2(see Figure RD.5.2.1) A„,(for group anchor) = NA in.2(see Figure RD.5.2.1) ANoo (for single anchor) = 576 in.2(see Figure RD.5.2.1) AN= (for group anchor) = 576 in.2(see Figure RD.5.2.1) 4)ec,N= 1 Eqn. D-9 (Anchors not Eccentrically Loaded, 4)1 = 1.0) 4)ed,N= 1.000 Eqn. D-10 & D-11 4'c,N = 1 (1.25 for cast anchors, 1.4 for post-installed) Section D.5.2.6 k�= 24 (24.for cast anchors, 17 for post-installed) Section D.5.2.2 fc= 2500 psi 1.5*het= 12 he= 8 inches 0.7+0.3(cm1n/1.5het) = 1.050 Cmin = 14 in -distance to closest edge of concrete N = k 'c 7,7 1.5 I Nb = 27.15 kips-(Eqn. D-7) `b ` ` f Nob= 36.96 kips-(Eqn. D-4) N=be = 0.00 kips-(Eqn. D-5) Ncbg = ANc Vf ec,NV ed,NV1 cp,NNb Reinforcing co= 0.70 ``1Nco PNcbg= 25.87 kips , ■ TEE Client: �f' • Project: f FROELICH Proj.#: WWN IJE11N Byte: ENGEEERSJINC ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) D5.3 -Single Anchor Pullout-headed or embedded nut Use Plate Washer? if Plate Washer Width = 3 inches Nut diameter= 1.438 inches Nut or Plate Washer Bearing Area = 9.000 in2 Abrg = 8.399 in2-bearing area of embedded anchors head or nut y'c,P= 1 For an anchor located in an area of concrete where not cracking at service loads is anticipated, otherwise use 1.0 value (ACI 318-05 Section D.5.3.6) n = 1 #of anchors NP= 167.98 (kips) Eqn. D-15 Np =4,-ggf c • NPn= 167.98 (kips) Eqn. D-14 N =NPt/ c P Reinforcing = 0.70pn CoNp„ = 117.59 kips D5.4-Anchor side-faced blowout-Headed Anchor (Required only if anchor is near an edge where cal < 0.4hef) Anchor is not close to Edge of Concrete. Analysis below NOT Required. Ca2 = 14 distance to perp edge of concrete from anchor Cal = 14 in -distance to closest edge of concrete Nsb= 324.59 (kips) Eqn. D-15 Factored Nsb= 162.29 Reinforcing = 0.70 ONsb= 227.21 kips Nsb = 160 c a i A brg c s = 0 in - spacing of outer anchors in group Nsbg= 324.59 (kips) Eqn. D-16 ( Reinforcing c = 0.70 Nsbg = 1 + S N sb CDNsbg = 227.21 kips 6Cal /