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Specifications STRUCTURAL CALCULATIONS 67TH AVE --- OFFICE BLDG TIGARD, OREGON (INFINITE ARCHITECTURE) AUG 2 8 ?0;4 QED PROFS g(llt��fIGAHU tiles 81K 'rr "c0 ca of L,koti 14 GORY A I EXPIRES: 6 SON S I JULY 11, 2014 JOB NUMBER: 14T074 f p - 3 City of Tigard Ap. ' led Plans By 1 .0 4 k, Date ' 1 I C C) OFFICE COPY FROELICH ENGINEER S • • • 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 St. 745 NW Mt.Washington Dr.#205 Portland,Oregon 97223 Bend,Oregon 97701 503-624-7005 www.froelich-engineers corn 541-383-1828 FROELICH ENGINEERS Scope of Work Client: Infinite Architecture Project: 67th Ave Office Building Remodel Project Number: 14-T074 Date: May 12, 2014 By: GRH Scope of Work: Froelich Engineers, Inc. (FE) has provided structural analysis of the structural elements of the project that are to be modified and/or have increased loads. The analysis will be performed per the 2010 Oregon Structural Specialty Code (OSSC) and the 2009 International Existing Building Code (IEBC). Froelich Engineers, Inc. has provided details only to the areas pertaining to our design. Froelich Engineers, Inc. did not design or review the details for the entire project. Project Description: An existing 2 story office building is being remodeled with a new glass entry, an expanded 2"d floor and new accessible roof. New lateral resisting elements and gravity members will be added as required. ♦ Main Office FROELICH ENGINEERS • Central Oregon 6969 SW Hampton St 745 NW Mt.Washington Dr.#205 Portland, Oregon 97223 Bend,Oregon 97701 503-624-7005 www froelich-engineers corn 541-383-1828 2 Client: Infinite Architecture Project: 67th Ave Office Bldg Remodel Proj.q: 14-T074 Date: 7/11/2014 By: GRH FROELICH ENGINEERS I Project Design Criteria Project Description Existing Building 2-story office building Wood framed roof and Floor Perimeter CMU walls and Wood Walls Slab on Grade Conventional Foundations Project Location Tigard,OR 45°26'12"N(45.437°) 122°44'47"W(122.746°) General Building Code(s): 2010 Oregon Structural Specialty Code(OSSC) 2009 International Existing Building Code ASCE7-05 Snow Load Analysis for Oregon(3rd ed.December 2007) Roof Live Load: Ground Snow Load— 15 psf(Snow Load Analysis for Oregon 2007) Minimum Roof Snow Load= 20 psf (Snow Load Analysis for Oregon 2007) Snow Importance Factor(Is)_, 1.00 (ASCE7-05 Table 7-4) Deflection Criteria= 11240 Floor Live Loads: Office Live Load= 50 psf (IBC Table 1607.1) Partition Load= 15 psf (IBC Table 1607.1) Wind Load: Basic(3-Second Gust)Wind Speed= 95 mph(OSSC Figure 1609) Exposure= B Wind Importance Factor(Iw)= 1.00 (ASCE7-05 Table 6-1) Seismic Load: Occupancy Category= II (IBC Table 1604.5) Seismic Importance Factor(IE)= 1.00 (ASCE7-05 Table 11.5-1) Site Class= D Mapped Spectral Acceleration Values(Ss)= 0.955 g Mapped Spectral Acceleration Values(S,)= 0.341 g Design Spectral Response Parameter (Sos)= 0.712 g Design Spectral Response Parameter(SD,)= 0.391 g Seismic Design Category= D Response Modification Coefficient(R)= 2.5 Cantilevered Columns Detailed to conform to the (ASCE7-05 Table 12.2-1) requirements for Specil Steel Moment Frames Soils Data: Allowable Bearing Pressure= 1500 psf* Exterior Footing Depth= 18 inches* • 3 Client: Joe Green .4* Project: Office Remodel Proj.M: 14-1074 Date: 05/27/2014 By: GRH FROELICH E N o I N E E R 5. Dead Load Calculations Main Roof and Upper Roof Dead Load Component Weights d Actual(psf)1 Comments Framing 2 2x10(r 24"o/c Roof sheathing 2 5/8"shth Roofing 2 Single Ply Mechanical/Electrical 1.5 Ceiling 2.8 5/8"gypsum board Insulation 1.7 Sprinklers 1.5 Misc. [ 1.5 Total= 15.0 psf Habbitated Roof Dead Load Component Weights )Actual(psi)) Comments Framing 2 Wood 1-Joists at 12"o/c Roof sheathing 2 5/8"shth Roofing 2 Single Ply Mechanical/Electrical 1.5 Ceiling 2.8 5/8"gypsum board Insulation 1.7 Sprinklers 1.5 Flooring 5 Misc. 1.5 Total= 20.0 psf Floor Dead Load Component Weights I Actual(psi)) Comments Framing 2 Joist Framing Sheathing 2 5/8"shth Flooring 2.7 Mechanical 1.5 Ceiling 2.8 5/8"gypsum board Sprinklers 1.5 Misc. 1.5 Total= 14.0 psf Exterior Wall Dead Load Component Weights 'Actual(psl)1 Comments Framing 1.5 Sheathing 1.5 1/2"shth Interior Gyp Finish 2.8 5/8"gyp Insulation 1.5 Siding 2.3 Fiber Cement Siding Misc. 0.4 Total= 10 psf Interior Wall/Partition Wall Dead Load Component Weights (Actual(psi)[ Comments Framing 1.1 2x4 16"o.c. Interior Gyp Finish 5.6 5/8"gyp each side Misc. 1.3 Total= 8 psf 4 R,C) 0 m m U erA4v4c 0 mu, ...6x.v.114__ v&fl 0 0 0 *FOIL C„RpVIr, t LATERAL "Fouof* UPPIg. RooF FRAnn►ri6. K€y ' 11 Main()thee CLIENT: g 6969 SW Hampton St. Portland.Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.*205 Bend,Oregon 97701 541-383-1828 DATE: F- ROELICH E N G I N E E R S t www.frodich-ensincers.cmn BY: •R.c7o Q�wt,�c, : DLvPKR IS Ps F OL = ao Ps r LL = loo gsr 5L = e25 QSG 4- l7RI F — U eP-2 (Loo w, : fL, (is fSF) W t L= (a‘ rsF) let 6.1 (a10 - 6-) __ .010 eu61 u5i-- U RSA: \Ai W1 ' D L' CAS es F) • t I' L (iS PSG )(') 0 L = 129 FL �t 4'5f5C)06) f. r ( L1XJO) 6 1 COMPANY PROJECT lit WoodWorks® S f)FE WARE FOR WOOD DESIGN June 11,2014 08:48 URJ1 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 Area 15.00 (24.0)* No Load2 Snow Full Area 25.00 (24.0)* _ No *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 175 175 Live 263 263 Total 437 437 Bearing: LC number 2 2 Length 1.00_ 1.00 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 24"c/c; Self Weight of 3 3 plf automatically included in loads; Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design vague Analysis/Design Shear fv = 40 Fv' - 207 fv/Fv' = 0.19 Bending(+) fb = 644 Fb' = 1309 fb/Fb' = 0.49 Live Defl'n 0.09 = <L/999 0.52 = L/240 0.16 Total Defl'n 0.17 = L/729 0.70 = L/180 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.15 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 = 1148 lbs-ft Shear : LC# 2 = D+S, V - 437, V design = 373 lbs Deflection: LC# 2 = D+S EI- 158e06 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 7 COMPANY PROJECT WoodWorks® )O.I WARE HIM WOOD DESIGN June 11,2014 08:48 URB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start Start End Start End tern Loads Dead Full VOL 120.0 No Load2 Snow Full UDL 200.0 No , MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8' Dead 511 511 Live 800 800 Total 1311 1311 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 = 49 Fv' = 207 fv/Fv' = 0.24 Bending(+) fb = 630 Fb' = 1222 fb/Fb' -- 0.52 Live Defl'n 0.05 = <L/999 0.27 = L/360 0.19 Total Defl'n 0.10 = L/982 0.40 = L/240 0.24 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 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 = 2622 lbs-ft Shear : LC# 2 = D+S, V = 1311, V design 1058 lbs Deflection: LC# 2 = D+S EI= 369e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I-impact C=construction CIA-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. 8 cy3 Cr)Y.,1 • I ! I I �... II /� I it I �� II / I I II I .- II C�� i �� II I 7\ / \ ‘‘ I I �$ 11 1 \ I 1 , I I _` 1 `.,, 11 I ate{a�fj , 1 'WPM I01 i . `l�;T U�4tKf1 S IN! U I �,'FAO' I �6 17415.5 1"1 1"i �` v �:tat .l - Til M q to.Mt .. M' II I ii ° �� I N i 441 6 , ' -. PIS - .12aL 6 _— 1w3e _ II I IM�q I ' -' o l .�� 1 1 J � I z111QCI • I ° 4 - -------it-e="7-1----1< � I � I 1 a�teo�aTiu .-.— i r 1�Or,- 4, . 1 \ I I % �M2 66 Ord___ _:{_� I I I I I 1; I 11 I _ 1 I I .1" 1 if I 11 1 11 pi 11 • II I ... 1 II I II I I II II I I II I ' 14,,,.. F0 2 cW v i T y d- L 4TQ.4t a F 00-14-Y** R coo F FRAM 1'kv6, K ky Al 11 Mao,Office CLIENT: PA t 9 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 DATE: F R O E L I C H 541-383-1828 ENGIN EERS3 „n.. BY: 1 3 looF f( rte►t•0G, : (Corsi) ' pL X44= lb f5F MAikJ rico F: ( )11 36o0l�'�.) rRTl W, \,J, : p L= ao Ps r _ ' 11 L � 6 sr5R 1 -0 � LL = loo PS G N\R"S ' WI : 0 ='aspPsc 34- = ?5,5P (.J1 LL= 109 PS - 1 S 5-6 ` (1114 j z I l 0 Q a`II roc) ivq,a1 : V/t)k rq 14: 610 \l/ e' , /1,_ _..7 iii t_ .1314:,__1 \Ni, : oL= Cis PsF)K) _ c/C.) 1'4 g- �� SL = (as'e.5,=) ‘') _ t So r W� LJa: b L= 40 )0aosF)+( PsF)(s ) i QL= )-7S PLF _^ , n 5L =(9Sr- XS`) — 12S Pc r oC,� (-0 ' 0 L= 0 o')(►oPSF) 4 ,:ISf5 )(2 5)4(Rot:=4R. - 3 Oc = 'Pe/4 Pi-, S L.. (aS.srx2. s) _ cz- , L L = Oco osP)(-2 s') ;So Pc F 1.c- = 060 P.SF.f S )(2.5/ 5 L = (�-1511(R.,51 = 63"P< .0 QL = (V,OP1Ic)(s')( .S r) L .= Qoef5Fx2_s) -- aso P4- F 2_50 46969 SW Hampton St. Portland.Oregon 97223 CLIENT: PAGE 10 503624-7005 PROJECT: ill ' , NUMBER: 745 NW Mt.Washington Dr.*205 Bend,Oregon 97701 DATE: F R O E L I C H 541-383-1828 EN G I N E E R S I www.fruelich-engineers.com BY: 1" ex. t i tit Roo F FTZ1NM i J(r, ; (60"i-r) �� P+-`" 3 MR-t : L)48 x a1, / 0 W, . OL=0-6 eSr) 71) 7 Ito PL F 5 L= 26.Plc) 7r) = 17S A F 1-1- =0os/2Sf)(7) r Imo P[ r_ �!' ) = Bo Pc • 2 : r'1a->r 0i =(DPSPXIii)= PLF 3 Sc = las Ps F ) 4') = ion A.,r 5 L- (2s es')( y') _ ia° L L .:7- (50 PS°)(5'r) = Yoe R LL = 66o i5-)( Y') - L/64)"1-3 0L = 1 6:7 id 5;+-6."f. /15 4P-kR3/ LL = /as0 ' 4-L =6SSo # ?Mg-63 : ( 12) t..), : D L Ps Op )CS') +{j S osc (s l� '),`(wis`)00) , DL = 27S PLF 6-01 51= @ 5PSF) (Id) j L 2 51 P L L = (Joo f t F)( 5') Z` --: scnooc.G ' 6969 SW Hampton St. CLIENT: E Portland,Oregon 97223 il 503-624-7005 PROJECT: to- 745 NW Mt.Washington Dr.#205 NUMBER: Bend.Oregon 97701 FROELICH 541-383-1828 DATE: ENGINEERS 1 www.froelich-engineers.com BY: 9.,.()0 F$v ,s*. : (GOr ) Mkt.4 : ( H_ss 19, x6 )43/4) W, : OL= (2o Ps r)(6,0) W, 5L = (2_SPsF)(8.0) 17 -011 5 L = 2.00 pi. L L ; ow Ps F4,0`) 1._ c_ = & etA M(kr 5 : 04 SS ro X 4/34 1=4, W 1 \pJ% : OL= ( 19,e5 (1II) 1-7 —o 19L = 135 fLF MrzL : ( 5* x )0"-x G t.) W,: OL. = ( I e5 1 ) -1.- (21101'50 W , DL= 00 , Pt l6 1 �P‘ r „51.- "-7 (2,5 es 0611) SL = ODpc — 6969 SW Hampton St. CLIENT: 2 Portland,Oregon 97223 ,r 503-624-7005 PROJECT: r NUMBER: 745 NW Mt.Washington Dr,#205 rt. Bend,Oregon 97701 FROELICH 541-383-1828 DATE: E N G I N E E R S I wwcc.Eroelich-engineers om BY: gC:0 0 1p&Cr ; (c o1J r r ` 1 1N Pt l io Roo F: (c_o... r) '�QA !2 S CA_ M B`7 - C roz L Wte.4'- L046) \A.) • n L - (.2,9 ��)(g 15-0' Dc = yo F 5L = 5.0 FLF Pt : W= (9on # 1.t, = {i • Ps FD.44-) =x0 Ps g(ed)(4 ) LL = SLasts.ft, F OZ. 1200 D 1: : (jo f'sX ro S L. 26- Ps 4(io')(6') SL s ?SOON QL toe, /k r LL - (// r /ocP.f'X/O')(C ) LL t'ACkOS (L1 Kg) DL=(J 5esf)(6') + gors-FXld) 1c0PLG j L= 0.5P5S -)(6`) 5 L = 16e PtF 11 � , 4 ❑ Main Office CLIENT: 6969 SW Hampton St. r�GF 13 Portland,Oregon 97223 4%- 503-624-7005 PROJECT: �, , ❑ • Central Oregon 44 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 r ..O E L I C H ❑ Denver Office DATE: ENGINEERS d 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www&oelich-engineers.com 720-560-2269 BY: tz©d t= FRk+vliue-, ; Co►J7- 1 KAi (Lee t% : ,Co P.-17. Eq 1 c2. MR-431 : (.§A3 x 19)4 Y ) 0t_-�(5PSF)C`')(cf) / r tl -U r, j!O: D L = i)O *' f . 5 L-(15esq f)(C) 5L= 135o 6) : P.,,y M 1 I - I^F8 0 L = 39s00 if 76570 0L- = ya3s#- 6 L = 3 ) So? + goo# 5Z = 3 'i 501 L_z_ A y130* +-r( L t_., :o �.-(le, P5�)(/O') 4-0s SF)($l)fi(�PSF�6') Li f DL ° 3 Yc Pc S ►otr LL =OooP.S')(61 = ‘,coPL= .SL= (2 Se. `Yg1 = 20o & F LP, : 19L : taps 4 ❑Main Office CLIENT: 6969 SW Hampton St. r 'E 14 Portland,Oregon 97223 503-624-7005 PROJECT: •', ❑Central Oregon i ., 745 NW Mt.Washington Dr.#205 g Bend.Oregon 97701 NUMBER: 541-383-1828 F R O E L I C H ❑Denver Office DATE: E N o I N E E R S I 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froehch-engineers.com 720860.2269 BY: RI X01, , : ((,.m#JT) (,3 : ✓JL (.15,PS4)(1t'') :2a i%-A I II C' 1 o'R) ,s-e>'PL r- s L = {�dSps )C OL =1Rgs/1( Le" = C'oUo ' ❑Main Office CLIENT: 6969 SW Hampton St. PAGE Portland,Oregon 97223 15 503-624-7005 PROJECT: `44 ❑Central Oregon ` 745 NW Mt.Washington Dr.*205 NUMBER: Bend,Oregon 97701 541-383-1828 .`O E L I C I--I ❑Denver Office DATE: E N G I N E E R S i 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froelich-engincers.com 720-560-2269 BY: E gat)F- F2AtAt hu 4.: CD7. M it.kr knm F : 61).J7. 1...), - 0L isesF � , SL f ASPSf / ,r C)r : .DI. - 03-rs49 _o OL = 9oreF S1= = (9-s&02,)(6 ) SL IsoPc_ :I F O R T E MEMBER REPORT Level, MRJ1 PASS b 1 piece(s) 11 7/8" TM® 360 @ 12" OC Overall Length: 16' 7.00" + + p I ir 16'0 00" f 0 ® All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual a Location Allowed Result LDP toad:Combination(Pattern) 1 System:Floor 1 Member Reaction(Ibs) 1000 @ 3.50" 1080(1.75") Passed(93%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 1000 @ 3.50" 1705 Passed(59%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) _ 4000 @ 8'3.50" 6180 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(In) _ 0.364 @ 8'3.50" 0.400 Passed(L/528) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.455 @ 8'3.50" 0.800 Passed(L/422) -- 1.0 D+1.0 L(All Spans) T3-Prot"Rating 55 35 ,Passed -- -- • Deflection criteria:LL(1/480)and TL(1/240). • Bracing(Luj:All compression edges(top and bottom)must be braced at 4'1.17"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T}Pro"-Rating include:None Searing Length Loads to Supporb(lb.) Supports Total Available Required Dead Floor Snow Tsai Accessories Uve 1-Hanger on 11 7/8"SPF ledger 3.50" Hanger' 1.75" 207 829 207 1243 See note 1 2-Hanger on 11 7/8"SPF ledger 3.50" Hanger' 1.75" 207 829 207 1243 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector.Simpson Stron'-Tie Connectors - Support Model Seat Length Top Nails Face Nails Member Malls Accessories 1-Face Mount Hanger IUS2.37/11.88 2.00" N/A 10.10d common i N/A 2-Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10d common I N/A Dead Floor Uve Snow Loads Location Spadng (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 16'7.00" 12' 25.0 100.0 25.0 Residential-Uving Areas I Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/30/2014 8.09:19 AM _.— Forte v4.1,Design Engine V5 7.0 245 Patrick Goodman Froelich Engineers Joists.4te ;503)624-7005 pgoodman @froelich-engineers corn Page 1 of 1 a1 F O R T E MEMBER REPORT Level, MRJ2 PASSED 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length: 5'7.00" 4. + i' 5'000" 1 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 600 @ 3.50" 910(1.75") Passed(66%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Joist Shear(Ibs) 600 @ 3.50" 1560 Passed(38%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 750 @ 2'9.50" 3160 Passed(24%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.019 @ 2'9.50" 0.125 Passed(1)999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.023 @ 2'9.50" 0.250 Passed(1)999+) -- 1.0 D+1.0 L(All Spans) T)-Pror"Rating 68 35 Passed -- -- • Deflection criteria:LL(1)480)and TL(1)240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 5'0.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Ti-Pro'"Rating include:None Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead our Snow Total Accessories . Ulna 1 1-Hanger on 11 7/8"SPF ledger 3.50" Hanger' 1.75" 112 558 140 810 See note 2-Hanger on I1 7/8"SPF ledger 3.50" Hanger, 1.75" 112 558 140 810 See note r •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. IConnector:Simpson Strad -Tie Connectors Support Modal Seat Length Top Nails Face Nails Member Nails Accessories 1-Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-1Od x 1-1/2 N/A 2-Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 N/A Dead 1 Floor flue 1 Snow Loads 1 Location Spadng (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 5'7.00" 24" 20.0 100.0 25.0 Residential-Living Areas Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/11/2014 855:31 AM Patrick Goodman Forte v4 1,Design Engine V5 7 0 245 Froelich Engineers Joists.4te (503)624-7005 pgoodman@froelich-engineers corn Page 1 of 1 18 COMPANY PROJECT 1 WoodWorks® nFTW4 RE FOR 4000 DESIGN July 7,2014 08:57 MRB1 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern DL_1 Dead Full UDL 90.0 No SL 1 Snow Full UDL 150.0 No DL 2 Dead Partial UDL 175.0 175.0 0.00 8.00 No SL 2 Snow Partial UDL 125.0 125.0 0.00 8.00 No DL 3 Dead Partial UDL 190.0 190.0 8.00 12.00 No SL:3 Snow Partial UDL 65.0 65.0 8.00 12.00 No LL_3 Live Partial UDL 250.0 250.0 8.00 12.00 No DL_4 Dead Partial UDL 50.0 50.0 12.00 25.50 No L S4 Snow Partial UDL 65.0 65.0 12.00 25.50 No LL-4 Live Partial UDL 250.0 250.0 12.00 25.50 No P1_DL Dead Point 250 8.00 No P1 LL Live Point 1250 8.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 25'-6" Dead 3433 2533 Live 4129 4562 Total 7562 7095 Bearing: LC number 3 3 Length 2.27 2.13 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-118x19-112" Self Weight of 23 01 plf automatically included in loads; Lateral support: top=full, bottom=at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Ana_-sis/Design Shear fv - 101 Fv' = 276 fv/Fv' = 0.37 Bending(+) fb = 1816 Fb' = 2579 fb/Fb' = 0.70 Live Defl'n 0.61 = L/501 0.85 = L/360 0.72 Total Defl'n 1.20 = L/254 1.28 = L/240 0.94 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 1.000 0.934 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 = 49163 lbs-ft Shear : LC# 3 = D+,75(L+S), V = 7562, V design = 6758 lbs Deflection: LC# 3 = D+.75(L+S) EI= 5700e06 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 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). 19 COMPANY PROJECT ill WoodWorks° SOf rWARt t.R WOOD DESIGN July 11,2014 11:37 MRB2 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 Partial UDL 140.0 140.0 0.00 11.50 No Load2 Snow Partial UDL 175.0 175.0 0.00 11.50 No Load3 Live Partial UDL 700.0 700.0 0.00 11.50 No Load4 Dead Triangular 0.0 80.0 0.00 13.50 No Load6 Snow Triangular 0.0 100.0 0.00 13.50 No Load8 Live Triangular 0.0 400.0 0.00 13.50 No LoadlO Dead Point 1675 11.50 No Loadll Live Point 6580 11.50 No Load12 Dead Point 250 17.00 No Loadl3 Live Point 1250 17.00 No MAXIMUM REACTIONS(Ibs) and BEARING LENGTHS (in) : a 0' 18' Dead 2207 2314 Live 9274 9306 Total 11481 11620 Bearing: LC number 2 2 Length _ 3.45 3.49 Glulam-Bal.,West Species, 24F-1.8E WS, 5-118x21" Self Weight of 24.78 plf automatically included in loads; Lateral support:top=full,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* = 152 Fv' = 240 fv*/Fv' = 0.63 Bending(+) fb = 2103 Fb' = 2305 fb/Fb' = 0.91 Live Defl'n 0.41 = L/523 0.60 = L/360 0.69 Total Defl'n 0.56 = I.,/383 0.90 = L/240 0.63 *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 Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 0.960 1.00 1.00 1.00 1.00 - 2 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 - - 2 Bending(+) : LC# 2 = D+L, M = 66026 lbs-ft Shear : LC# 2 = D+L, V = 11620, V design* = 10895 lbs Deflection: LC# 2 = D+L EI= 7119e06 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 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 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOD DESIGN July 7,2014 08:58 MRB3 Design Check Calculation Sheet Sizer 2004a LOADS (Ibs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Full UDL 275.0 No Load2 Live Full UDL 500.0 No Load3 Snow Full UDL 250.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS(in) : 0' 8' Dead 1160 1160 Live 2250 2250 Total 3410 3410 Bearing: LC number 3 3 Length 1.00 1.00 Timber-soft, D.Fir-L, No.2,6x12" Self Weight of 15.02 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 = 57 Fv' = 170 fv/Fv' = 0.34 Bending(+) fb = 626 Fb' = 870 fb/Fb' = 0.72 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.21 Total Defl'n 0.10 = L/946 0.40 = L/240 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.00 1.00 1.00 0.994 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 = 6320 lbs-ft Shear : LC# 2 = D+L, V = 3160, V design = 2403 lbs Deflection: LC# 3 = D+.75(L+S) EI= 906e06 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. Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 21 using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. -ltle Block Line 6 Printed:11 JUN 20 14,9:42AM File=fk120141157GUA-8tEHTE{ -0C7A4YC Ffcalcs.ec.6 ,tee! Beam ENERCALC,INC.19832014,Build 6.14.1.28,Ver:6.14.1.28 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: MRB4 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 010,18)1.10.8}S021 • ♦ V V • Span=170ft HSS12x8x3/8 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.160, L=0.80, S=0.20 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.379: 1 Maximum Shear Stress Ratio = 0.073 : 1 Section used for this span HSS12x6x3/8 Section used for this span HSS12x6x3/8 Mu:Applied 58.640 k-ft Vu :Applied 13.798 k Mn*Phi:Allowable 154.560 k-ft Vn*Phi:Allowable 189.907 k Load Combination +1.20D+1.60L+0.505+1.60H Load Combination +1.20D+1.60L+0.50S+1.60H Location of maximum on span 8.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.304 in Ratio= 671 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.365 in Ratio= 558 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn.L= 17.00 ft 1 0.066 0.013 10.25 10.25 171.73 154.56 1.00 1.00 2.41 211.01 189.91 +1.20 D+0.50Lr+1.60L+1.60H Dsgn.L= 17.00 ft 1 0.356 0.068 55,03 55.03 171.73 154.56 1.00 1.00 12.95 211.01 189.91 +1.20D+1.60L+0.50S+1.60H Dsgn.L= 17.00 ft 1 0.379 0.073 58.64 58.64 171.73 154.56 1,00 1.00 13.80 211.01 189.91 +1.20D+0.50L+1.60S Dsgn.L= 17.00 ft 1 0.225 0.043 34.80 34.80 171.73 154.56 1.00 1.00 8.19 211.01 189.91 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Del Location in Span Load Combination Max."+"Defl Location in Span D+L+S 1 0.3654 _ 8.585 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.223 10.223 Overall MINimum 1.700 1.700 D Only 1.723 1.723 L Only 6.800 6.800 S Only 1.700 1.700 L+S 8.500 8.500 D+L 8.523 8.523 D+S 3.423 3.423 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 22 using the'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 11 JUN 2014,943AM Steel Beam File=P:12014\157GUA-81EHTEC6-d\C7A4YC-F\calcs.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14.1.28 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: MRB4(Out-of-Plane) CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-05 wto z V V ♦ V T ,. Span=170ft MSS12x8x3/8 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.20 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi"n OK Maximum Bending Stress Ratio = 0.000: 1 Maximum Shear Stress Ratio= 0.000 : 1 Section used for this span HSSI2x6x3/8 Section used for this span HSS12x6x3/8 Mu:Applied 0.000 k-ft Vu:Applied 0.0 k Mn*Phi:Allowable 0.000 k-ft Vn"Phi:Allowable 85.877 k Load Combination Load Combination +1.40D Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<600 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.179 in Ratio= 1138 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mny Phi*Mny Cb Rm VuMax Vny Phi*Vny +1.40D Dsgn.L= 17.00 ft 1 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 +1.20D.0.50Lr+1.60L+1.60H Dsgn.L= 17.00 ft 1 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 +1.20D+1.60L+0.50S+1.60H Dsgn.L= 17.00 ft 1 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 +1.20D-+0.50L+1.60S Dsgn.L= 17.00 ft 1 0.000 100.16 90.14 1.00 1.00 -0.00 95.42 85.88 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.1792 8.585 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.700 1.700 Overall MINimum 1.700 1.700 W Only 1.700 1.700 Title Block Line 1 Project Title: 23 You can change this area Engineer: Protect ID: using the'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed: 7JUL 2014, 900AM Steel Beam File=P:1201 411 5 7GUA-8\EHTEC6-4tC7A4YO-Fccalcs.ec8 ENERCALC,INC.1983-2014.Build:614.1 28,Verb 141.28 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Descript on • MR85 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-05 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-05 DO 135) ♦ Span=10 0 ft HSS6x4x3/16 Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.1350 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.158: 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span HSS6x4x3/16 Section used for this span HSS6x4x3/16 Mu :Applied 2.572 k-ft Vu :Applied 1.029 k Mn•Phi:Allowable 16.231 k-ft Vn•Phi Allowable 30.065 k Load Combination +1.40D Load Combination +1.40D Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<600 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <600 Max Downward Total Deflection 0.131 in Ratio= 914 Max Upward Total Deflection 0.000 in Ratio= 0 <600 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mny Phi'Mny Cb Rm VuMax Vny Phi'Vny +1.40D Dsgn.L= 10 00 ft 1 0 158 0.034 2.57 2.57 18.03 16.23 1.14 1.00 1.03 33.41 30.06 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."'Def Location in Span Load Combination Max.'+'Dell Location in Span D Only 1 0.1312 5.050 0.0000 0.000 Vertical Reactions- Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.735 0.735 Overall MINimum 0.735 0.735 D Only 0.735 0.735 24 COMPANY PROJECT 1 1 WoodWorks® SOFTWARE FOR WOOF)DFSI('. June 12,2014 16:09 MRB6 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Full UDL 80.0 No Load2 Snow Full UDL 100.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : _ e 0' 16' Dead 739 739 Live 800 800 Total 1539 1539 Bearing: LC number 2 2 Length 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS,5-118x10-1/2" Self Weight of 12.39 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 = 38 Fv' = 276 fv/Fv' = 0.14 Bending(*) fb = 784 Fb' = 2675 fb/Fb' = 0.29 Live Defl'n 0.17 = <L/999 0.32 = L/600 0.52 Total Defl'n 0.40 = L/485 0.80 = 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 0.969 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 = 6156 lbs-ft Shear : LC# 2 = D+S, V = 1539, V design = 1371 lbs Deflection: LC# 2 = D+S EI= 890e06 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 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). 25 COMPANY PROJECT ID WoodWorks® SOFIMAR(FOR WOOD Oti1GN July 11, 2014 11:38 MRB7 Design Check Calculation Sheet Sizer 2004a LOADS (Ibs, psf, or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Full UDL 40.0 No Load2 Snow Full UDL 50.0 No Load3 Live Full UDL 200.0 No Load4 Dead Partial UDL 100.0 100.0 0.00 4.00 No Loads Wind Point 1900 4.00 No Load6 Dead Point 1200 4.00 No Load? Snow Point 1500 4.00 No Load8 Live Point 6000 4.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 15' Dead 1673 819 Live 6576 3286 Total 8249 4106 Bearing: LC number 4 4 Length _ 2.48 1.23 Glulam-Unbal., West Species, 24F-1.8E WS, 5-118x16-1/2" Self Weight of 19.47 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 = 126 Fv' = 240 fv/Fv' = 0.52 Bending(+) fb = 1415 Fb' = 2284 fb/Fb' = 0.62 Live Defl'n 0.24 - L/745 0.30 = L/600 0.80 Total Defl'n 0.32 = L/554 0.75 = L/240 _ 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 0.952 1.000 1.00 1.00 1.00 1.00 - 2 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 - - 4 Bending(+) : LC# 2 D+L, M = 27413 lbs-ft Shear : LC# 2 = D+L, V = 7573, V design = 7085 lbs Deflection: LC# 4 = D+.75(L+S+W) EI= 3453e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind 1=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). 26 COMPANY PROJECT i 1 WoodWorks' SOFTWARE FE)' July 7,2014 09-01 MRB8 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs,psf,or plf Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Full UDL 190.0 No Load2 Snow Full ULL 200.0 _ No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o- o 0' 8' Dead 797 797 Live 800 800 Total 1597 1597 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2, 4x12" Self Weight of 9 35 plf automatically included in loads: Lateral support:top=at supports, bottom=at supports; Load combinations: (CC-IBC: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 47 Fv' = 207 fv/Fv' = 0.23 Bending(+) fb = 519 Fb' = 1117 fb/Fb' = 0.46 Live Defl'n 0.03 = <L/999 0.16 = L/600 0.17 Total Defl'n 0.07 = <L/999 0.40 = L/240 0.17 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 1.100 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 = 3195 lbs-ft Shear : LC# 2 = D+S, V = 1597, V design = 1223 lbs Deflection: LC# 2 = D+S EI= 664e06 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 27 COMPANY PROJECT 0 WoodWorks® SUET WART T(JR Wow)o,TIr. July 7,2014 09:03 MRB9 Design Check Calculation Sheet Sizer 2004a LOADS (Ibs, psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Point 810 4.00 No Load2 Snow Point 1350 4.00 Yes Load3 Dead Point 4235 9.00 No Load4 Snow Point 3950 9.00 Yes Loads Live Point 4130 9.00 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i 1 6- Q 0' 8' 9' Dead 5286 Live 428 7324 Uplift 550 Total 394 12610 Bearing: LC number 8 3 0 Length 1.00 3.41 0.00 Cb 1.00 1.11 0.00 Glulam-Bal., West Species, 24F-1.8E WS, 5-118x19-112" Self Weight of 23.01 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 = 155 Fv' = 276 fv/Fv' = 0.56 Bending(+) fb = 51 Fb' = 2722 fb/Fb' = 0.02 Bending(-) fb = 381 Fb' = 2682 fb/Fb' = 0.14 Deflection: Interior Live 0.01 = <L/999 0.27 = L/360 0.02 Total 0.01 = <L/999 0.40 = L/240 0.02 Cantil. Live 0.00 = <L/999 0.07 = L/180 0.07 Total 0.01 = <L/999 0.10 = L/120 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.986 1.000 1.00 1.00 1.00 1.00 - 8 Fb'- 2400 1.15 1.00 1.00 0.972 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 - - 12 Bending(+) : LC# 8 = D+S (pattern: Ss), M = 1393 lbs-ft Bending(-) : LC# 3 = D+.75(L+S), M = 10307 lbs-ft Shear : LC# 3 = D+.75(L+S), V = 10295, V design = 10295 lbs Deflection: LC#12 = D+.75(L+S) (pattern: sX) EI= 5700e06 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) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) 28 COMPANY PROJECT II II WoodWorks® SCFTNANk F)N worn nF SIC,i July 11,2014 11:38 MRB10 Design Check Calculation Sheet Sizer 2004a LOADS (Ibs, psf,or pif) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Load! Dead Full UDL 340.0 No Load2 Snow Full UDL 200.0 No Load3 Live Full. UDL 600.0 No Load4 Dead Point 1285 4.00 No Loads Live Point 6000 4.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS(in) : A 0' 8' Dead 2059 2059 Live 5400 5400 Total 7459 7459 Bearing: LC number 2 2 Length 2.24 2.24 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-118x12" Self Weight of 14.16 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 : Critericr. Analysis Value Design Value Analysis/Design Shear fv = 159 Fv1 = 240 fv/Fv' = 0.66 Bending(+) fb = 2166 Fb' = 2368 fb/Fb' = 0.91 Live Defl'n 0.12 = L/768 0.16 = L/600 0.78 Total Defl'n 0.19 = L/509 0.40 - L/240 0.47 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 0.987 1.000 1.00 1.00 1.00 1.00 - 2 Ev' 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 - - 2 Bending(+) : LC# 2 = D+L, M =- 22203 lbs-ft Shear : LC# 2 = D+L, V = 7459, V design = 6505 lbs Deflection: LC# 2 = D+L EI= 1328e06 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 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). 29 COMPANY PROJECT di WoodWorks° SO}OVARk FOR WOOD DES'C% July 11,2014 11:39 MRB11 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 200.0 No Load2 Live Full UDL 1000.0 No Load3 Snow Full UDL 250.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : a A 0' 12' Dead 1285 1285 Live 6000 6000 Total 7285 7285 Bearing: LC number 2 2 Length _ 2.19 _ 2.19 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/8x12" Self Weight of 14.16 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 = 148 Fv' = 240 fv/Fv' _- 0.62 Bending(+) fb = 2132 Fb' = 2350 fb/Fb' = 0.91 Live Defl'n 0.35 - L/409 0.40 = L/360 0.88 Total Defl'n 0.46 = L/31.0 0.60 = L/240 0.77 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 0.979 1.000 1.00 1.00 1.00 1.00 - 2 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 - - 2 Bending(+) : LC# 2 = D+L, M 21855 lbs-ft Shear : LC# 2 D+L, V = 72.85, V design = 6071 lbs Deflection: LC# 2 = D+L El= 1328e06 lb-in2 Total Deflection - 1.50(Dead 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead I:=live S=snow W=wind I=impact C=construction CLd=concentrated) (A11 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). 30 COMPANY PROJECT 1 WoodWorks° SOFTWARt FOR WOOD OFSIF.N June 11,2014 09:59 Rafters Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Full Area 15.00 (24.0)* ' r No Load2 Snow _Full Area 25.00 (24.0)* No *Tributary Width (yin) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : -- A 0' 6 Dead 96 96 Live 150 150 Total 246 246 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2, 2x6" Spaced at 24"c/c;Self Weight of 1.96 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 38 Fv4 = 207 fv7Fvt = 0.18 Bending(+) fb = 585 Fb' = 1547 fb/Fb' = 0.38 Live Defl'n 0.04 = <L/999 0.30 = L/240 0.15 Total Defl'n 0.09 = L/838 0.40 = L/180 0.21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.15 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 = 369 lbs-ft Shear : LC# 2 = D+S, V = 246, V design = 208 lbs Deflection: LC# 2 = D+S EI= 33e06 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. 31 COMPANY PROJECT lit WoodWorks® ( VAR(FON woos oFOGN June 11, 2014 09:59 Ridge Beam Design Check Calculation Sheet Sizer 2004a LOADS ( lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- , Start End Start End tern Loads Dead Full UDL 90.0 No Load2 Snow Full UDL 150.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8' Dead 384 384 Live 600 600 Total 984 984 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=full, bottom=at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2001 : Criterion Analy: :lue Design Value Analyst :;ign Shear fv = 49 Fv' = 207 fv/Fv' 0.24 Bending(+) fb = 770 Fb' = 1345 fb/Fb' 0.57 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.29 Total Defl'n 0.15 = L/629 0.40 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 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 = 1968 lbs-ft Shear : LC# 2 = D+S, V = 984, V design = 835 lbs Deflection: LC# 2 = D+S EI= 178e06 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. 32 00 0 0 00 r c .,I, a `4 a i1pN IN) `` 01 O' _ �;` �11 e I. „ 41.v, ....1 \ 0 NFea aFe3 (._ 111 '14 I N.= .FbY� \ _ �rnsWss ant _ -:,.. Ad ° A a 4 g 4 a --.4.,.., 0 * FOR ( R-hv'Ty ÷ Lfrcr e.RAt_ (tE F DAAy41k tv sok. rt.®oR. FR-AcM tN6 g 6969 SW Hampton St. CLIENT: • F'AC, /33 Portland,Oregon 97223 3 ,( 503-624-7005 PROJECT: 41 NUMBER: 745 , Washington Dr.M205 Bend,Oregon on 97701 DATE: FROELICH 541-383-1828 ENGINEERS 6 www.froelich-engincers,com BY: L ti9 Fl-colt F2hM►NG, : c:I L._ _ 11 f;S " 0—..: i O PS F LL = S'oNSF Cr-FY 7o(373 ' ZLPFT^,_ _ ►S PS t 2rTI: ( ) 2xlO 24' e)4 W I W/ (N) 2b ) e1t-,•-• t LO�,sJL {SAO F, \, I II W t : DL=�o�O fSF) I —O 51_ (3 o P,$ ) 5 Ps 4. avar.) . �aS(d%A7Aie / 5z-a: W I : OL = VI/ ,sr- LL _ ‘S psr %� w� 1 N 19, -0 ( iy TSL 1.10 e- alliz)c--) 2Fy3 • a\t, a _. 0 Z Po Q2yioc_ 4 6969 SW Hampton St. CLIENT: PA' E /34 Portland.Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.#205 Bend.Oregon 97701 DATE: F R O E L I C H 541-383-1828 E NGINEER 5 A wwwfinelich-engineer+.coiu BY: P, -a'- ,l/ B SAMS Q C) S% x 16'/'� GL.) o?Fgl - ► 11 : OLF44(Isr)(1-l') =OD Ptr �1 Wa 5L =as /Sf)(y') - /es A.4 ��) / LL =0096 FX�) _ ��®A-f` - o L11 : 6L--a. e)(C) -1 Ao 4-g- 3 t.- _ ('S /36e)(4) = /So su — 04,0 iti A)k.,1 = Cp 4D (....)3 ' J7 t. _ (f 0 e3 o)(141) t' (1 5454 6 r e = ( ,-i ie t Z-7 of--e 7,,,,,) ' DI- , 164 fi-g OC = -7704c ,S L & (,idl3FtXYl A Po fc F S = smog s ( ''% K IS ) 1ti1, : OL _ ( Ljps )( ) 0L= 18( PL 15 /e LL = (.itsc)( 13') -F- OS-(sc)((3r) LL = 8`IS' Pi - 6969 SW Hampton St, CLIENT: 35 Portland,Oregon 97223 ,r 503.624-7005 PROJECT: NUMBER: 745 Washington Dr.x205 Bend,,Oregon on 97701 DATE: F R O E L I C H 541-383-1828 ENC3INEERS ! BY: FLOo 2 gas q."1 : y,��) 9 ' o" w ; 0 (1 es-)( y,) D L = F LL = (Sm s F)(91) .SPsc)(1') LL = R6,0 M If% -r- 11111 "g 1/ (FRc7s4 L A W2.AL) t O L = (P-0,3 )(a') )..�I_�( UL 30 P5 Lt. = (gopiry2i) LL tizo r) (3,tsg.)(40) 01_ -]s FL F p, : P,1375# x. 1a GL) 36 COMPANY PROJECT 1 WoodWorks') CDi Ii4AHF YON 4v.1on in 1H.\ May 30,2014 08:02 2FJ1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loads Dead Full Area 20.00 (12.0)* No Load2 Snow Full Area 30.00 (12.0)* No Load3 Live Full Area 100.00 (12.0)*_ No *Tributary Width (in) MAXIMUM REACTIONS (Ibs)and BEARING LENGTHS (in) : Dead 128 128 Live 550 550 Total 678 678 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 12"dc;Self Weight of 3.3 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help);Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv _ 63 Fv' - 180 fv/Fv' = 0.35 Bending(+) fb = 1046 Fb' = 1138 fb/Fb' - 0.92 Live Defl'n 0.21 = L/634 0.55 = L/240 0.38 Total Defl'n 0.28 = L/470 0.73 = L/180 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.15 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 = 1865 lbs-ft Shear : LC# 2 D+L, V = 678, V design = 583 lbs Deflection: LC# 2 = D+L El= 158e06 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. MEMBER REPORT Level,2FJ2 PASSED :TORTE , 1 piece(s) 14" TM® 110 @ 24" OC Overall Length: 12'7.00" 12'000" U Q All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Mewl•Location Allowed Result IDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 948 @ 3.50" 948(1.89") Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 948 @ 3.50" 1860 Passed(51%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 2844 @ 6'3.50" 3740 Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.154 @ 6'3.50" 0.300 Passed(L/938) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.187 @ 6'3.50" 0.600 Passed(L/771) -- 1.0 D+1.0 L(All Spans) T.1-Pro`"Rating 50 45 Passed - _ •Deflection criteria:LL(11480)and TL(11240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'2.39"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge."Panel(24"Span Rating)that is glued and nailed down. • Additional considerations for the TJ-Pro".Rating include:None Bearing Length Loads to Supports(Ibs) Supports Told Available Requhed Deed Total Accessories Live 1-Hanger on 14"SPF ledger 3.50" Hanger' 1.89" 176 818 994 See note 2-Hanger on 14"SPF beam 3.50" Hanger, 1.89" 176 818 994 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Tie Connectors Support Model Seat Length Top lass Face Neils Member Mall. Accessories 1-Top Mount Hanger IT51.81/14 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS1.81/14 2.00' 4-10d x 1-1/2 2-IOd x 1-1/2 N/A Dead Floor Use Loads Location saddles (0.90) (100) Comments -Uniform(PSF) 0 to 12'7.00" 24" 14.0 65.0 Residential-living Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. • The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 7/7/2014 9:20:28 AM Patrick Goodman Forte v4.1,Design Engine:V5.7.0.245 Froelich Engineers Joists.4te (503)624-7005 pgoodman@froelich-engineers.com Page 1 of 1 38 COMPANY PROJECT i 1 WoodWorks® SOP twARt FOR WOOD OP SIGN July 7,2014 09:20 2FB1 Design Check Calculation Sheet Sizer2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Partial UDL 160.0 160.0 0.00 2.00 No Load2 Snow Partial UDL 100.0 100.0 0.00 2.00 No Load3 Dead Trapezoidal 80.0 120.0 0.00 4.50 No Load4 Snow Trapezoidal 100.0 150.0 0.00 4.50 No Load5 Dead Trapezoidal 120.0 0.0 4.50 18.00 No Load6 Snow Trapezoidal 150.0 0.0 4.50 18.00 No Load? Live Trapezoidal 400.0 600.0 0.00 4.50 No Load8 Live Trapezoidal 600.0 0.0 4.50 18.00 No Load9 Dead Point 740 2.00 No Load10 Snow Point 800 2.00 No Loadll Dead Partial UDL 100.0 100.0 2.00 18.00 No , MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : 0' 18' Dead 2641 1629 Live 4402 2325 Total 7043 3954 Bearing: LC number 3 2 Length 2.11_ 1.19 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/8x16-112" Self Weight of 19.47 plf automatically included in loads; Lateral support:top=full,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 = 101 Fv' = 240 fv/Fv' = 0.42 Bending(+) fb = 1273 Fb' = 2361 fb/Fb' = 0.54 Live Defl'n 0.26 = L/829 0.60 = L/360 0.43 Total Defl'n 0.48 = L/445 0.90 = L/240 0.54 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 0.984 1.00 1.00 1.00 1.00 - 2 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 - - 2 Bending(+) : LC# 2 = D+L, M = 24678 lbs-ft Shear : LC# 2 = D+L, V = 6616, V design = 5688 lbs Deflection: LC# 2 = D+L EI= 3453e06 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 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). 39 COMPANY PROJECT I WoodWorks® ,)FIWARF FOR WOOD OF SIGN July 7, 2014 09:21 2FB2 Design Check Calculation Sheet Sizer 2004a LOADS (Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Full UDL 185.0 No Load2 Live Full UDL 845.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 15'-6" Dead 1571 1571 Live 6549 6549 Total 8120 8120 Bearing: LC number 2 2 Length 2.44 2.44 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-118x15" Self Weight of 17.7 Of automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Value Design Value Analysis/Design Shear fv = 133 Fv' = 240 fv/Fv' = 0.55 Bending(+) fb = 1965 Fb' = 2400 fb/Fb' = 0.82 Live Defl'n 0.42 = L/439 0.52 = L/360 0.82 Total Defl'n 0.58 = L/323 0.77 = L/240 0.74 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 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 - - 2 Bending(+) : LC# 2 = D+L, M = 31464 lbs-ft Shear : LC# 2 = D+L, V = 8120, V design = 6810 lbs Deflection: LC# 2 = D+L EI= 2594e06 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 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). 40 COMPANY PROJECT WoodWorks`' SOLI WARE tOR WOOD DESIGN July 7, 2014 09:21 2FB3 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf,or plf) Load • Type Distribution Magnitude Location (f._ Pat- Start End Start End tern Loads Dead Full UDL 60.0 No Load2 Live Full UDL 260.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : U - -- d 0' s' Dead 312 312 Live 1170 1170 Total 1482 1482 Bearing: LC number 2 2 Length _ 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x12" Self Weight of 9 35 plf automatically included in loads; Lateral support: top=full,bottom=at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2001 : Criterion Analysis Value Design '.'aluo Analysis/Design Shear fv = 45 Fv' 180 fv/Fv' = 0.25 Bending(+) fb = 542 Fb' = 990 fb/Fb' = 0.55 Live Defl'n 0.06 = <L/999 0.30 = L/360 0.19 Total Defi'n 0.08 = <L/999 0.45 = L/240 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.100 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 = 3335 lbs-ft Shear : LC# 2 = D+L, V = 1482, V design = 1173 lbs Deflection: LC# 2 = D+L EI= 664e06 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 41 COMPANY PROJECT i i WoodWorks® SOFTWFRF FOR WOOD OF.i0■ July 7,2014 09:24 2FB4 Design Check Calculation Sheet Sizer 2004a LOADS (Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load/ Dead Full UDL 30.0 No Load2 Live Full UDL 130.0 No Load3 Dead Partial UDL 75.0 75.0 15.00 17.50 No Load4 Wind Point 2875 15.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 17'.6" Dead 400 561 Live 1161 2701 Total 1561 3262 Bearing: LC number 3 3 Length 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/8x12" Self Weight of 14.16 plf automatically included in loads; Lateral support:top=full,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 = 74 Fv' = 384 fv/Fv' = 0.19 Bending(+) fb = 662 Fb' = 2400 fb/Fb' = 0.28 Live Defl'n 0.29 = L/735 0.58 = L/360 0.49 Total Defl'n 0.40 = L/525 0.88 = L/240 0.46 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.60 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# 2 = D+L, M = 6784 lbs-ft Shear : LC# 3 = D+.75(L+W), V = 3262, V design = 3047 lbs Deflection: LC# 3 = D+.75(L+W) EI= 1328e06 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 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), 42 TO 0 0 m . •.4)&4%, n athee- iii . -, k\ 4 ....,,, 116. i ,N. ., . le, 0 !-. -11/ ri7. \ fa. iv •., .. w 4... a 4;4,, cr ma. lei g, > -A, ',s. \ f 11 .. \\Li —I g '.,..;-:, H A & 1 \ 0 \ \' 3 r� l '�_ a t a" R b re WU. F W O * FoR Gil Vt1Y d- L.ATUAL Rf F©NLy* .FOU N°Arno N PLAN k f..y, 6969 SW Hampton St. CLIENT: 'E 43 Portland,Oregon 97223 503-624-7005 PROJECT: NUMBER: f` 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 DATE: FROELICH 541-383-1828 ENGINEERS 1 www.frodich-enginrers.com BY: Lo/0 r k.0 tr ,Mkrdd itaaF OL= (20 105F)( ) bL= a,a.trc�# 1, I n „ , uSg. 3-cx3-� as pro-, �= oorsr)(06 )(19 ) ) Li- )3- 91 a: L0410 F2o-i uffe.A (Lao F D _ (1545 G-) (($75 el)) (aL- os0( "g .e>S)(el) err= 99O L D AO F:&o , w-v4►n1 f- c'& 0 L (ap PS')( (!t')0) k QQo e ' I(I(0(Y) 0 L = )ago#' _ (Mei PSG)((►I )�I} L 0070- L - Ft- DL = (14 (s r9(31) (at) -k-- (lo P F)(fp')(LI O L = ygSf� (Gs rsF)(31)(Ai) �' )(3-o ►2' Frc- L L = 39c� ' ❑ Main Office CLIENT: 6969 SW Hampton St. PAGE 44 Portland,Oregon 97223 503-624-7005 PROJECT: `�Air s ❑Central Oregon 745 NW Mt.Washington Dr.*205 NUMBER: Bend,Oregon 97701 541-383-1828 FROELICH ❑Denver Office DATE: E N O I N E E R S d 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 x .froelich-engineer..com 720-560-2269 BY: LOA.° FR ors kieP *Ave- : 0 L (5 s&) L1a e)) Ot_= S2.'^` L L /5e}( L -. yyo4L L OS-45 )( 4102)4" 09'3- (3')( DL = 6IS# I LL p OS.Ps4)((5--) L t = .I1 o 4- L.a►A..0 te C1 L Psgx!v')(q_ °L I:5-4904x t..9 • a s� : "x '4" �P = 2,2150 1s : LoAo Vito Ai r^A-1..-► R.. 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Ot = (Is Ps )(C14.--(61)) SYo CL (as'PS0)(09.s')(c')) L2 _ 1 , ago# Leakd 54orl Fi.4044 0 L = (IL ,sC)( (" �) -+ 00P54X ')(99 O L V 51- 21 G''x '2Le x lan LL = I / -7 0 7 % l_.. o Ao Rze r 'a-r"k FL eo(L • D L = a,csolit (ar p l) LL = Lj yoo #' gyP-= 7, oc # (-35t- 2..'- "g 2'-4'1c 1Ar' 5-8 : L_o FL,,,4 O L= ,S7 P = g, J3o U51.- ea--G �t A -4 rI it SA" 4 ❑ Main Office CLIENT: 6969 SW Hampton St. PAGE Portland,Oregon 97223 503-624-7005 PROJECT: DIY k, ❑Centrai Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 F R O E L I C H ❑Denver Office DATE: ENGINEERS' 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froelich-engineers.com 720-560-2269 BY: ri : LoA-0 re_oel OM 0-) A.avF : dL = 5, 910-# (wixisl) LL = '7, 330 LvA0 _0..4 9,_*0-- cuc : 0L r 3ISA ("a 8 ) i k- )170iii .g• pr. 1 '-1. 11 k.'/5 b S 2 31-6" > 3-e Frt. i465vwt7 P lv Lo# o 5tor1 sp,/tn.- •04, _ (30 Psr)( -(Sr)--- 0 s17!1it c4-s4 010 Ate Lt_ = C� 150( 1* )C ) vS,it. 3/ex 3=6,,k if Li__ !O/ osv - /° 13/olo7'' r 1l : f-,A-?p'' 1..9.44-•o F,2,, VA SH-1 Mtn A-L_c__ 1-f-0L0tjwAl 1 S NQv r' w1 II, )00 1,(-. C44r'4-c,T`/ ,e0 v 5 t 31 v" K 31-;$ la.r, O Main Office CLIENT: 6969 SW Hampton St. PAG[ 47 Portland,Oregon 97223 503-624-7005 PROJECT: []Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 ..0 E L I C H ❑ Denver Office DATE: ENGINEER 8! 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froelich-engineers.com 720-560-2269 BY: �)a Lo' -o 1,--‘4,,,..,&00g:rz00g: JL= a, 1400,' + I, tia,c4 ►�2 132 a-- im 61b) O -38s1--° g L L - 10,6-Ism -t'- , , yot- LL = 13, Oise Lcmio p2 2642" Rook ' DL - (►`1 P50(101)(21) 04_ RAo LL ((,c s )((d)(a,') LL 1300 W U5/2- 141-4)11 x 141-61`x ia" p _ 18, L064 rt Us P G" x Z1..4"x 11'• Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 48 using the"Settings'menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Prinled:7 JUL 2014,9 444,m General Footing File=P:12014N 57GUA-81EHTEC6-OC7A4YC-Rcatcs.ec6 9 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description : 2'-6"x 2'-6"Spread FTG Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 . 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Z Length parallel to Z-Z Axis = 2.50 ft Footing Thicknes = 10.0 in . IIIIII Pedestal dimensions... k X px:parallel to X-X Axis = 5.0 in N pz:parallel to Z-Z Axis = 5.0 in Height - 5.0 in M m Rebar Centerline to Edge of Concrete. fD at Bottom of footing = 3.0 in y .fl ii Reinforcing • 1 -3°_ _ W • Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 rs t Reinforcing Bar Sizf = # 4 e i : . 4441118 "• - . - OLisew ■ Bandwidth Distribution Check (ACI 15.4.4.2) ' • Direction Requiring Closer Separation n/a `. .0.•X #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 8.50 k 08:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 49 using the'Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. 'itle Block Line 6 Pnnted 7 JUL 201( 9 44A .a@ n @rah Footing Fite=P:12014\157GUA-8 EHTEC6-o+c7A4YC-F'cares.ec6 9 ENERCALC,INC.1983-2014,Build:6.14.1.20,Ver.6.14.1.28 Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: 2'-6"x 2-6"Spread FTG DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9873 Soil Bearing 1.481 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1736 Z Flexure(+X) 1.259 k-ft 7.255 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1736 Z Flexure(-X) 1.259 k-ft 7.255 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1736 X Flexure(+Z) 1.259 k-ft 7.255 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1736 X Flexure(-Z) 1.259 k-ft 7.255 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0.1689 1-way Shear(+X) 12.664 psi 75.0 psi +1.200+0.50Lr+1.60L+1.60H PASS 0.1689 1-way Shear(-X) 12.664 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1689 1-way Shear(+Z) 12.664 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1689 1-way Shear(-Z) 12.664 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2418 2-way Punching 36.266 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+L+H 1.50 n/a 0.0 1.481 1.481 n/a n/a 0.987 Z-Z.+D+L+H 1.50 0.0 n/a n/a n/a 1.481 1.481 0.987 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension P As Req'd Gym.As Actual As Phi• in Flexure Axis&Load Combination k-ft Side? Bot or Top? in^2 in"2 in"2 k-ft Status X-X,+1.20D+0.50Lr+1.60L+1.60H 1.259 +Z Bottom 0.216 Min Temo% 0.240 7.255 OK X-X.+1.20D+0,50Lr+1.60L+1.60H 1.259 -Z Bottom 0.216 Min Temo% 0.240 7.255 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.259 -X Bottom 0.216 Min Temo% 0.240 7.255 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.259 +X Bottom 0.216 Min Temo% 0.240 7.255 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu a@+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.20D+0.50Lr+1.60L+1.60H 12.664 osi 12.664 osi 12.664 osi 12.664 osi 12.664 osi 75 osi 0.1689 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.20D+0.50Lr+1.60L+1.60H 36.266 osi 150osi 0.2418 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 50 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pr ntec* 7 JUL 2514, 9 45tAM File=P'1 20141 157GUA-BIEHTEC6-01C7A4YC-Flcatcs.ec6 General Footing ENERCALC,INC.1983.2014,Build:6.14.1 28,Ver:6.14.1 28 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: 3'-0"x 3'-0'Spread FTG Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 kp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depti= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of dept= Ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.0 ft Z Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 12.0 in • 1 X Pedestal dimensions... �+ px parallel to X-X Axis = 5.0 in in .._.3 pz parallel to Z-Z Axis 5.0 in - Height = 5.0 in io m Rebar Centerline to Edge of Concrete. - up at Bottom of footing = 3.0 in ,n Reinforcin 1 6 n 9 3r�„ w Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 E •s Reinforcing Bar Sizi = # 4 . . . 4-#4e» 4-r454-, Bandwidth Distribution Check (ACI 15.4.4.2) _ J _ Direction Requiring Closer Separation n/a 4;174*:e` ts'eentor"'4'° #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H __ P:Column Load = 12.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k _. _. V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 51 using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. "le Block Line 6 PI^:ed: 7 JUL 2014,9 45AM File=P:120141157GUA^81EHTEC6-Q\C7A4YC-F\ca cs.ec6 .ieneral Footing ENERCALC,INC.19832014,Build:6.14.1.28.Ver6.14.1,28 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: 3'-0'x 3'-0'Spread FTG DESIGN SUMMARY Design OK Min.Ratio Rem Applied Capacity Governing Load Combination PASS 0.9853 Soil Bearing 1.478 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1847 Z Flexure(+X) 1.925 k-ft 10.424 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.1847 Z Flexure(-X) 1.925 k-ft 10.424 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.1847 X Flexure(+Z) 1.925 k-ft 10.424 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.1847 X Flexure(-Z) 1.925 k-ft 10.424 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.1567 1-way Shear(+X) 11.750 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1567 1-way Shear(-X) 11.750 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1567 1-way Shear(+Z) 11.750 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1567 1-way Shear(-Z) 11.750 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.601-1 PASS 0.2307 2-way Punching 34.610 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+L+H 1.50 n/a 0.0 1.478 1.478 n/a n/a 0.985 Z-Z.+D+L+H 1.50 0.0 n/a n/a n/a 1.478 1.478 0.985 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status Flexure Axis&Load Combination k-ft Side? Bot or Top? in^2 inA2 in^2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 1.925 +Z Bottom 0.2592 Min Temo% 0,2667 10.424 OK X-X.+1.20D+0.50Lr+1,60L+1.60H 1.925 -Z Bottom 0.2592 Min Temp% 0.2667 10.424 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.925 -X Bottom 0.2592 Min Temo% 0.2667 10.424 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.925 +X Bottom 0.2592 Min Temp% 0.2667 10.424 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu!Phi*Vn Status +1.20D+0.50Lr+1.60L+1.60H 11.75 osi 11.75 osi 11.75 osi 11.75 osi 11.75 osi 75 psi 0.1567 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1,20D+0,50Lr+1.60L+1.60H 34.61 psi 150osi 0.2307 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 52 using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:7 JUL 2014.9:46AM General Footing File=P1.2O14 us 7a1A-81EHTEC6-OC7A4rc-F+r s.ec6 g ENERCALC,INC.1983-2014,Build:6.141.28,Ver.6.14.1.28 Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: 3'-6'x Y-6"Spread FTG Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0,30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of dept= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thicknes = 12.0 in r ® ... x , iiiiimili Pedestal dimensions... k imaiiii px:parallel to X-X Axis = 5.0 in "' pz:parallel to Z-Z Axis = 5.0 in 6 Height 5.0 in 11111111111 a Rebar Centerline to Edge of Concrete,. to at Bottom of footing 3.0 in o = N 1•-9. u Reinforcing 3 co Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing BarSizi = # 4 " __I l 1 y, 5.• Bars r 1 .. j S trM ■ Bandwidth Distribution Check (ACI 15.4.4.2) -- - __ J +^ :+ _ " ' 1 Direction Requiring Closer Separation n/a �ca0.ob-r —— Zrc'°;wrar#Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 16.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 53 using the'Settings'menu item Project Descr: and then using the"Printing& Title Block'selection. itle Block Line 6 Printed 7 JUL 2014,5 46AM J @�7 @�a� Footing File=P:120141157 GUA-8\EHTEC&-Q\C7A4YG-Ftcakx.ec6 g ENERCALC,INC.1983-2014.Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: 3'-6'x 3'-6"Spread FTG DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9947 Soil Bearing 1.492 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2484 Z Flexure(+X) 2.767 k-ft 11.139 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2484 Z Flexure(-X) 2.767 k-ft 11.139 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2484 X Flexure(+Z) 2.767 k-ft 11.139 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2484 X Flexure(-Z) 2.767 k-ft 11.139 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.2348 1-way Shear(+X) 17.612 psi 75.0 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.2348 1-way Shear(-X) 17.612 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2348 1-way Shear(+Z) 17.612 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2348 1-way Shear(-Z) 17.612 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3355 2-way Punching 50.320 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+L+H 1.50 n/a 0.0 1.492 1.492 n/a n/a 0.995 Z-Z.+D+L+H 1.50 0.0 n/a n/a nla 1.492 1.492 0.995 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X.+1.20D+0.50Lr+1.60L+1.60H 2.767 +Z Bottom 0.2592 Min Temo% 0.2857 11.139 OK X-X.+1.200+0.50Lr+1.60L+1.60H 2.767 -Z Bottom 0.2592 Min Temo% 0.2857 11.139 OK Z-Z.+1.20D+0.50Lr+1.60L+1,60H 2.767 -X Bottom 0.2592 Min Temo% 0.2857 11.139 OK Z-Z.+1.20D+0.50Lr+1.60L+1,60H 2.767 +X Bottom 0.2592 Min Temo% 0.2857 11.139 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu 0-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +120D+0.50Lr+1.60L+1.60H 17.612 osi 17.612 osi 17.612 osi 17.612 osi 17.612 osi 75 osi 0.2348 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.20D+0.50Lr+1.60L+1.60H 50.32 osi 150 osi 0.3355 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 54 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Panted 7 JUL 2014,11 210.4 General Footing File=P:1201 411 5 7GUA-81EHTEC6-01C7A4YC-Flcalcs.ec6 9 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: 4'-0"x 4'-0"Spread FTG Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pct Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptt= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.0 ft Z Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 12.0 in - e" Pedestal dimensions... v- 1� X px:parallel to X-X Axis = 5.0 in ■ pz:parallel to Z-Z Axis = 5.0 in Height = 5.0 in ° m Rebar Centerline to Edge of Concrete.. iu o at Bottom of footing = 3.0 in r IQ i Reinforcing - 2' 4;0„ .. Bars parallel to X-X Axis 4 .. Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 , Reinforcing Bar Siza = # 5 - j 1. Bandwidth Distribution Check (ACI 15.4.4.2) '' '"~5.'" .- --- -- ' `' k m 5.1k.Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.0 0.0 21.50 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 55 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Pnnted:7 JUL 2014,11:21AM .'@11 @11� Footing File=P:12 0 1 41 1 5 7GUA-81EHTEC6-o\C7A4YC-Flcaics.ec6 9 ENERCALC,INC.1983-2014,Build:6.14.1,28,Ver.6.14.1.28 Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: 4-0"x 4'-0"Spread FTG DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9927 Soil Bearing 1.489 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2504 Z Flexure(+X) 3.730 k-ft 14.899 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2504 Z Flexure(-X) 3.730 k-ft 14.899 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2504 X Flexure(+Z) 3.730 k-ft 14.899 k-ft +1.200+0.50Lr+1,60L+1.60H PASS 0.2504 X Flexure(-Z) 3.730 k-ft 14.899 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3060 1-way Shear(+X) 22.953 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3060 1-way Shear(-X) 22.953 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3060 1-way Shear(+Z) 22.953 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3060 1-way Shear(-Z) 22.953 psi 75.0 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.4476 2-way Punching 67.138 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+L+H 1.50 n/a 0.0 1.489 1.489 n/a n/a 0.993 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.489 1.489 0.993 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? in"? in"? In^2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 3.730 +Z Bottom 0.2592 Min Temo% 0.3875 14.899 OK X-X.+1.200+0.50Lr+1.60L+1.60H 3.730 -Z Bottom 0.2592 Min Temo% 0.3875 14.899 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 3.730 -X Bottom 0.2592 Min Temo% 0.3875 14.899 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 3.730 +X Bottom 0.2592 Min Temo% 0.3875 14.899 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.20D+0.50Lr+1.60L+1.60H 22.953 osi 22.953 osi 22.953 osi 22.953 osi 22.953 osi 75 osi 0.306 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.20D+0.50Lr+1.60L+1.60H 67.138 osi 150 osi 0.4476 OK Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 56 using the"Settings'menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Punted: 7 JUL 2014.12:58PM File=P:20l41157GUA-81EHTEC6-OIC7A4YGF'celcssc6 General Footing ENERCALC.INC 1983-2014.Build:6.14.1.28,Ver.6.14.1.28 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: (N)1'-6'x 10'Cont.FTG Code References Calculations per ACt 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Soil Design Values Pc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 q Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft in Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 1.50 ft Footing Thicknes = 10.0 in Pedestal dimensions... px:parallel to X-X Axis = 60.0 in pz:parallel to Z-Z Axis = 6.0 in Height 4.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 2.0 Reinforcing Bar Size = # 5 • Bars parallel to Z-Z Axis „ . :_ Number of Bars = 5.0 Reinforcing Bar Sizt = # 5 -r Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationtg Z-Z Axis M #Bars required within zone 46.2 % ... c. - #Bars required on each side of zone 53.8 % Applied Loads D Lr L S W E H P:Column Load = 1.0 4.550 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 57 using the'Settings"menu item Project Descr: and then using the Printing& Title Block'selection. 'itle Block Line 6 Printed: 7 JUL 2014,12 58PM File=P-12014\157GUA-81EHTEC6 aiC7A4YC-F\calcs.ec6 aenera I Footing ENERCAIC.INC.1983-2014.Build:6.14.1.28.Ver6.14.1.28 Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: (N)1'-6'x 10'Cont.FTG DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5739 Soil Bearing 0.8608 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure(+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 Z Flexure(-X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.01723 X Flexure(+Z) 0.1595 k-ft 9.256 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01723 X Flexure(-Z) 0.1595 k-ft 9.256 k-ft +1.200+0.50Lr+1.60L+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 2278 psi 75.0 psi +1.200+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.D Only 1.50 n/a 0.0 0.2542 0.2542 n/a n/a 0.170 X-X,+D+L+H 1.50 n/a 0.0 0.8608 0.8608 n/a n/a 0.574 Z-Z.D Only 1.50 0.0 n/a n/a n/a 0.2542 0.2542 0.170 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.8608 0.8608 0.574 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X,+1.40D 0.04448 +Z Bottom 0.216 Min Temp% 0.310 9.256 OK X-X.+1.400 0.04448 -Z Bottom 0.216 Min Temp% 0.310 9.256 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.1595 +Z Bottom 0.216 Min Temo% 0.310 9.256 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.1595 -Z Bottom 0.216 Min Temo% 0.310 9.256 OK Z-Z.+1.40D 0.0 -X Too 0.216 Min Temo% 0.4133 12.116 OK Z-Z.+1.40D 0.0 +X TOD 0.216 Min Temo% 0.4133 12.116 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.0 -X Too 0.216 Min Temp% 0.4133 12.116 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.0 +X Too 0.216 Min Temp% 0.4133 12.116 OK One Way Shear Load Combination... Vu i-X Vu @+X Vu @•Z Vu t+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 0 Dsl 0 DSi 0 DSi 0 DSi 0 DSi 75 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 osi 0 DSi 0 psi 0 osi 0 osi 75 osi 0 OK Punching Shear All units k Load Combination... Vu Phi"Vn Vu I Phi*Vn Status +1.40D 0.6354 DSi 90osi 0.00706 OK +1.20D+0.50Lr+1.60L+1.60H 2.278 osi 90osi 0.02531 OK Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: 58 using the'Settings" menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Punted:7 JUL 2014,12.58PM Combined Footing File=P:120141157 GUA-81EHT EC6-Q1C7A4YC-Ftcalcs.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver.6.14.1.28 Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description : (N)2'-6"x 18"Cont.FTG Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 2.50 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') 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 It Soil Passive Sliding Resistance 250 pcf Increases based on footing Depth.. . . g p Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface'for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width. . . Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column#1 = 1.0 ft Pedestal dimensions... Col#1 Col#2 As As Between Columns = 17.0 ft Sq.Dim. = 4.0 4.0 in Bars left of Col#1 Count Size# Actual Req'd Distance Right of Column#2= 1.0 ft Height = 4.0 4.0 in Bottom Bars 4.0 5 1.240 0.7776 inA2 Total Footing Length = 19.0 ft Top Bars 4.0 5 1.240 0.0 inA2 Bars Btwn Cols Footing Width = 2.0 ft Bottom Bars 4.0 5 1.240 0.0 inA2 Footing Thickness = 18 in Top Bars 4.0 5 1.240 0.7776 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 4.0 5 1.240 0.7776 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 4.0 5 1.240 0.7776 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward - 0.0 8.60 k Moment(+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = 8 60 k Moment(+CW) = k-ft Shear(+X) = k Overburden = 0.140 rco" 4 1'-Z. 17'-0° - - 19._0.. �.J Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 59 using the"Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Po,nle° 7 2014,12 58PM iombined Footing File=P.12014\1576UA-81EHTEC6-O'C7A4YC-F1calcs.ec6 9 ENERCALC,INC 1983-2014,Build:6.14.128,Ver6.14.1.28 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: (N)2:-6'x 18'Cont FTG DESIGN SUMMARY Design OK Ratio Item Applied Capacity Governing Load Combination PASS 0.6262 Soil Bearing 0.9393 ksf 1.50 ksf +D+0.70E+H PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 4.066 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.1821 1-way Shear-Col#1 13.657 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.05380 1-way Shear-Col#2 4.035 psi 75.0 psi +1.20D+0.50L+0.20S+E PASS 0.03853 2-way Punching-Col#1 5.780 psi 150.0 psi +1.20D+0.50L+0.20S+E PASS 0,05482 2-way Punching-Col#2 8.222 psi 150.0 psi +1.20D+0.50L+0.20S+E PASS No Bending Flexure-Left of Col#1 -Top 0.0 k-ft 0.0 k-ft N/A PASS 0.006679 Flexure-Left of Col#1 -Bottom 0.5318 k-ft 79.630 k-ft +1.20D+0,50L+0.20S+E PASS 0.2260 Flexure-Between Cols-Top -17.993 k-ft 79.630 k-ft +1.20D+0.50L+0.20S+E PASS No Bending Flexure-Between Cols-Bottom 0.0 k-ft 0.0 k-ft N/A PASS 0.002988 Flexure-Right of Col#2-Top -0.2380 k-ft 79.630 k-ft +1.20D+0.50L+0.20S+E PASS No Bending Flexure-Right of Col#2-Bottom 0.0 k-ft 0.0 k-ft N/A Soil Bearing Eccentricity Actual Soil Bearing Stress Actual I Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio +D+0.70E+H 19 57 k -2.614 ft 0.94 ksf 0.09 ksf 1.50 ksf 0 626 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.00 0.00 999.000 0 00 0.00 999.000 0.6D+W 0 00 0.00 999.000 0.00 0.00 999.000 0.6D+0.7E 0 00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 4.07 k 999 0.6D+W 0.00 k 5.02 k 999 0.6D+0.7E 0.00 k 4.25 k 999 Footing Flexure-Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phl'Mn Mu I PhiMn 0.6D+0.7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1.20D+0.50L+0.20S+E 0.002 0.048 Bottom 0.778 Min Temo% .240 79.630 0.000 +1.20D+0.50L+0.20S+E 0.007 0.095 Bottom 0.778 Min Temo% .240 79.630 0.000 +1.20D+0.50L+0.20S+E 0.017 0.143 Bottom 0.778 Min Temo% .240 79.630 0.000 +1.20D+0.50L+0.20S+E 0.030 0.190 Bottom 0.778 Min Temo% .240 79.630 0.000 +1.20D+0.50L+0.20S+E 0.047 0.238 Bottom 0.778 Min Temo% .240 79.630 0.001 +1.20D+0.50L+0.20S+E 0.067 0.285 Bottom 0.778 Min Temp% .240 79.630 0.001 +1.20D+0.50L+0.20S+E 0.091 0.333 Bottom 0.778 Min Temo% .240 79.630 0.001 +1.20D+0.50L+0.20S+E 0.119 0.380 Bottom 0.778 Min Temo% .240 79.630 0.001 +1.20D+0.50L+0.20S+E 0.151 0.428 Bottom 0.778 Min Temo% .240 79.630 0.002 +1.20D+0.50L+0.20S+E 0.186 0.475 Bottom 0.778 Min Temo% .240 79.630 0.002 +1.20D+0.50L+0.20S+E 0.224 0.523 Bottom 0.778 Min Temo% .240 79.630 0.003 +1.20D+0.50L+0.20S+E 0.267 0.570 Bottom 0.778 Min Temo% .240 79.630 0.003 +1.20D+0.50L+0.20S+E 0.313 0.618 Bottom 0.778 Min Temo% .240 79.630 0.004 +1.20D+0.50L+0.20S+E 0.362 0.665 Bottom 0.778 Min Temo% .240 79.630 0.005 +1.20D+0.50L+0.20S+E 0.415 0.713 Bottom 0.778 Min Temo% .240 79.630 0.005 +1.20D+0.50L+0.20S+E 0.472 0.760 Bottom 0.778 Min Temo% .240 79.630 0.006 +1.200+0.50L+0.20S+E 0.532 0.808 Bottom 0.778 Min Temo% .240 79.630 0.007 +1.20D+0.50L+0.20S+E 0.589 0.855 Bottom 0.778 Min Temo% .240 79.630 0.007 +1.20D+0.50L+0.20S+E 0.601 0.903 Bottom 0.778 Min Temo% .240 79.630 0.008 +1.20D+0.50L+0.20S+E 0.558 0.950 Bottom 0.778 Min Temo% .240 79.630 0.007 +1.20D+0.50L+0.20S+E 0.461 0.998 Bottom 0.778 Min Temo% .240 79.630 0.006 +1.20D+0.50L+0.20S+E 0.308 1.045 Bottom 0.778 Min Temo% .240 79.630 0.004 +1.20D+0.50L+0.20S+E 0.102 1.093 Bottom 0.778 Min Temo% .240 79.630 0.001 60 Client: Joe Green Project: 67th Ave Office Remodel ', Project#: 14-T074 14 Date: 7/11/2014 By: PRG FROELICH ENGINEERS A WIND FORCE CALCULATION- C&C Walls,h>60ft ASCE 7-05 SECTION 6.5.12.4.2 METHOD 2 -ANALYTICAL PROCEDURE Design Wind Loads on Components and Cladding-Walls Basic Wind Speeds Input 3 Second Gust Vas= 95 mph Exposure Category= B Wind Directionality Factor Kd= 0.85 Table 6-4(page 80) Mean Height of Roof, h = 32 ft Topographic Effects Input Hill Height H= 0 ft Length of 1/2 hill height Lh= 1000 ft Dist. From Crest to Bldg. x= 100 ft Height Above Local Grade z= 15 ft Horizontal Attenuation Factor m= 1.5 Height Attenuation Factor g= 3 Shape Factor Kl/(H/Lh) = 1.3 Output- Topographic Multipliers KI = 0.00 K2= 0.93 K3= 0.96 Topographic Factor Kz,— 1.00 61 Gust Effects Input Integral Length Scale Factor 1= 320 ft Table 78 (page 78) Integral Length Scale nominal height of boundary zg= 1200 Table 78(page 78) 3-s gust exponent a= 7.00 Table 78 (page 78) Turbulence Intensity Factor c= 0.30 Table 78 (page 78) Power Law Exponent e= 0.33 Table 78 (page 78) Minimum Height z,,,i„= 30 ft Table 78 (page 78) Integral Length Scale of Turbulence LZ= 310 ft Gust Effect Factor G = 0.85 Pressure Coefficients Input Velocity Pressure Exposure Coefficients Kh (see below) Table 6-3 (page 79) Height(ft) Kb qp(psf) Velocity 15 0.57 11.3 Pressure 20 0.62 12.3 Output qz 25 0.67 13.1 30 0.70 13.8 40 0.76 14.9 50 0.81 15.9 60 0.85 16.8 70 0.89 17.5 80 0.93 18.2 90 0.96 18.8 100 0.99 19.4 120 1.04 20.4 h= 32 0.71 14.0 qh 62 External Pressure Coefficients(GCr,)- Use Figure 6-17 for h>60 ft GCpi =+/- 0.18 Pressure Coefficients on Exterior Surfaces of Walls Zone GCp Zone 4(+) 0.90 Figure 6-17 for h>60 Zone 5 (+) 0.90 Zone 4 (-) -0.90 Zone 5 (-) -1.80 Calculate Wind Pressure, p, per Equation 6-23 Wall Surface Pressure Zone p(psf) Zone 4 (+) 15.14 with Positive Internal Pressure Zone 5 (+) 15.14 with Positive Internal Pressure Zone 4 (-) -15.14 with Negative Internal Pressure Zone 5 (-) -27.75 with Negative Internal Pressure 41 Q Main Office CLIENT: 6969 SW Hampton St. PAGE 63 Portland,Oregon 97223 503-624-7005 PROJECT: f 44111- ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 r r<0 E L I C H ❑ Denver Office DATE: E N D I N E E R S{ 12303 Airport Way Suite 200 Broomfield,Colorado 80021 www.froelich•engtneers.com 720-560-2269 BY: 5To kit.F241,411- C OLimA.✓ otscw/; { LU WI uJ 3 1 ('c/ ( )( ')(19 Ps g) (( XC') fS ) 91 ---44-- L.) - 1 1,1 10* 4,_ P� \A) _ /q -oaftyf )(C-1c )14OA) //( t L - Ti130 #- L''"'T L/3�o C 358 b. USE. }L 5 Sc -2// o = 0.-11" Cfl- - , N : i P, w _ (611..ot,4 '9' c15(a )(2s Ps F) f r o t`1 � " eV Go°'-- 2/6315 =- USL 1455. B K C X 364 6.4-'^ f. ` 360 ( 3 g ti) ❑ Main Office CLIENT: 6969 SW Hampton St. 64 Portland.Oregon 97223 503-624-7005 PROJECT: i.-4 ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 F R O E L I C H O Denver Office DATE: E N G 1 N E E R S i 12303 Airport Way,Suite 200 Broomfield.Colorado 80021 -,,. .,..a,,ii ,n,:neers.a>m 720-560-2269 BY: I P1 INTaQi att.. CO C.V OA 01 d R sie,4 : if C D Lucr+,tir b-3 = (c.-3) g3t -It ,� PI OLI" LI ! oo a 1141-4'' LL = 111,-38"144. Cs Li. F-1 .) , 0Sf 14SS 51c 5,L 366 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 65 using the'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 7 Dui 2014. 1 711,1 Steel Beam File=P:120141157 GUA-81EHTEC6-01C7A4YC-Fvcalcs.ec6 ENERCALC,INC.1983-2014,Build:6.14.1.28,Ver:6.14-1.28 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Storefront Column#1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 E(1 13) 0(1 45) 2 Span=31.50 f1 HSS8x8x5118 Applied Loads Service loads entered. Load Factors will be applied for calculations Load(s)for Span Number 1 Point Load: E=1.450 k A 23.50 ft,(P1) Point Load: E=1.130k(a?14.50 ft,(P2) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.164: 1 Maximum Shear Stress Ratio= 0.016 1 Section used for this span HSS8x8x5/1 6 Section used for this span HSS8x8x5/1 6 Mu :Applied 14.173k-ft Vu .Applied 1.602 k Mn*Phi :Allowable 86,595 k-ft Vn* Phi :Allowable 103.034 k Load Combination +1.20D+0.50L+0.20S+E Load Combination +1.20D+0.50L+0.20S+E Location of maximum on span 14.490ft Location of maximum on span 23.625 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.974 in Ratio= 388 Max Upward Total Deflection 0.000 in Ratio= 0 <360 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.20D+0.50L+0.20S+E Dsgn.L= 31.50 ft 1 0.164 0.016 14.17 14.17 96.22 86.60 1.16 1.00 1.60 114.48 103.03 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span E Only 1 0.9738 16.380 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.978 — 1.602 Overall MINimum 0.978 1.602 E Only 0.978 1.602 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 66 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Printed: 741112014 1:19PM Steel Beam File=P.>2 ot4%157GUA-81EHTEC8-�n4YC-fta�;:ecs ENERCALG INC.1983.2014.Build 6.14.1.28,Ven6.14.1.28 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description• Storefront Column#2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-05 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing : Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 E(265) Span=23 50 ft HSSexex3/16 Applied Loads -Service loads entered. Load Factors will be applied for calculations Load(s)for Span Number 1 Point Load: E=2.650 k 0 14.50 ft,(P2) DESIGN SUMMARY Deal!n OK Maximum Bending Stress Ratio = 0.343: 1 Maximum Shear Stress Ratio= 0.025 : 1 Section used for this span HSS8x8x3/16 Section used for this span HSS8x8x3/16 Mu :Applied 14.668 k-ft Vu :Applied 1.635 k Mn •Phi •Allowable 42.736 k-ft Vn*Phi:Allowable 64.642 k Load Combination +1.20D+0.50L+0.20S+-E Load Combination +1.20D+0.50L+0.20S+E Location of maximum on span 14.453ft Location of maximum on span 14.570 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.735 in Ratio= 384 Max Upward Total Deflection 0.000 in Ratio= 0<360 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi'Vnx +120D+0.50L+0.20S+E Dsgn.L= 23.50 ft 1 0.343 0 025 14.67 14.67 47.48 42.74 1.40 1.00 1.64 71.82 64.64 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max.*+"Defl Location in Span E Only 1 0.7347 12.573 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.015 1.635 Overall MINimum 1.015 1.635 E Only 1.015 1.635 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 67 using the'Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnred 7 cur 2014. 1 08PM tee I Column File=P:120141157GUA-81EHTEC6-Q1C7A4YC-Rcalcs.ec6 ENERCALC,INC.1983.2014.Buitd:6.14.1 28.Ver.6.14.128 Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description : HSS5x5x3116 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Steel Section Name : HSS5x5x3/16 Overall Column Height 23.50 ft Analysis Method: Load Resistance Factor Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis buckling:14.5 ft,K=0.70 Load Combination : ASCE 7-05 Y-Y(depth)axis: Lu forY-Y Axis buckling:14.5 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:280.946 lbs*Dead Load Factor AXIAL LOADS. . . P1:Axial Load at 23.50 ft,D=4.10, L=14.380 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2699 :1 Maximum SERVICE Load Reactions.. Load Combination +1.20D+0.50Lr+1.60L+1.60H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are. . Top along Y-Y 0.0 k Pu 28.265 k Bottom along Y-Y 0.0 k 0.9'Pn 104.727 k Mu-z 0.0 k-ft Maximum SERVICE Load Deflections... 0.9'Mn-x: 20.321 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination: Mu-y 0.0 k-ft 0.9'Mn-y: 20.321 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Vu:Applied 0.0 k Vn•Phi:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.059 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+0.50Lr+1.60L+1.60H 0.270 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 4.381 k L Only k k 14.380 k D+L k k 18.761 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0 000 ft 0.000 in 0.000 ft L Only 0.0000 in 0 000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS5x5x3116 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: 68 using the'Settings'menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 _ _Printed:7 JUL 1014. 1 08PM File=P'2014,157GUA-BiEHTEC6-01C7A4YC-Ficaics.ec6 Steel Column ENERCALC,INC 1983.2014,Build'6.14.1.28,Ver6.14128 Lic.#:KW-06002304 Licensee :FROELICH CONSULTING ENGINEERS Description: HSS5x5x3116 Steel Section Properties : HSS5x5x3116 Depth 5.000 In I xx = 12.60 in"4 J = 19.900 In"4 S xx = 5.03 inA3 Width = 5.000 in R xx = 1.960 in Wall Thick = 0.187 in Zx = 5.890 inA3 Area = 3.280 in"2 I yy r 12.600 in"4 C - 8.080 inA3 Weight = 11.955 plf S yy = 5.030 inA3 R yy = 1.960 in Ycg = 0.000 in ,8 ON i t c X-X Brame' Y-Y Brace -.. . X ci �j N'' i , Y 5 OOin w Loads are total entered value.Arrows do not reflect absolute direction. 69 COMPANY PROJECT fR WoodWorks® arll IWh RI MR WOOD DtSII:N July 7,2014 13:28 (2)2x4 DF Stud Cripple Stud Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf) Load ( Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live l ive Axial 4000 (Eccentricity = 0.00 ':n) MAXIMUM REACTIONS (lbs): 1 0' 9' Lumber n-ply, D.Fir-L, Stud, 2x4", 2-Plys Self Weight of 2.49 plf automatically included in loads; Pinned base; Loadface=width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00=0.00[ft]; Ke x Ld: 1.00 x 9 00=9.00[ft]; Load combinations: ICC-IBC; Analysis vs. Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 383 Fc' = 384 fc/Fc' = 1.00 Axial Bearing fc = 383 Fc* = 892 fc/Fc* = 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 850 1.00 1.00 1.00 0.430 1.050 - - 1.00 1.00 2 Fc* 850 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Axial : LC# 2 = L, P = 4022 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. 70 COMPANY PROJECT i WoodWorks® SOFrwAFF FON WOO[)MSW.N July 7,2014 13:29 (2)2x4 DF#2 Cripple Stud 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 4868 (Eccestricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 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 LC0 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 : LC0 2 = L, P = 4890 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. 71 COMPANY PROJECT di WoodWorks' V f)F14t:ARE FOR W00O U! July 7,2014 13:28 (1)2x6 DF Stud Cripple Stud Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location Eft) Pat- Start End Start End tern live Live Axial 5200 (Ecce¢tricity = 0.0i in) MAXIMUM REACTIONS (lbs): 0' 9' Lumber n-ply, D.Fir-L, Stud, 2x6", 1-ply Self Weight of 1.96 plf automatically included in loads; Pinned base; Loadface=width(b); Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 9.00=9.00[ft];Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 632 Fc' = 654 fc/Fc' = 0.97 Axial Bearing fc = 632 Fc* = 850 fc/Fc* = 0.74 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 850 1.00 1.00 1.00 0.770 1.000 - - 1.00 1.00 2 Fc* 850 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = L, P = 5218 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. 72 COMPANY PROJECT ea WoodWorksWART FOR WOOD MCP.% July 7,2014 13:28 (1)2x6 DF#2 Cripple Stud Design Check Calculation Sheet Sizer 2004a LOADS (Ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live Live Axial 7676 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): 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. 73 COMPANY PROJECT i I WoodWorks�� 1Gf O$AAF WOR WOOD D*t I(% July 7,2014 13:29 (2)2x6 DF Stud Cripple Stud Design Check Calculation Sheet Sizer 2004a LOADS (Ibs,psi,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern live live 'Axial 10400 (Eccestricity = 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: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 632 Fc' = 654 fc/Fc' = 0.97 Axial Bearing fc = 632 _ Fc* = 850 fc/Fc* = 0.74 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 850 1.00 1.00 1.00 0.770 1.000 - - 1.00 1.00 2 Fc* 850 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = L, P = 10435 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. 74 COMPANY PROJECT i WoodWorks® SOFrwARf FOR WOOD u,StG' July 7,2014 13:29 (2)2x6 DF#2 Cripple Stud Design Check Calculation Sheet Sizer 2004a LOADS (Ibs,psf,or Of) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern live Live Axial 15352 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): I 1 t 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 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 = 15387 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. 75 COMPANY PROJECT i i WoodWorks® $(3rm 4R(FOR WOOD DFS(GN July 7,2014 13:28 (1)4x6 DF#2 Unbraced Design Check Calculation Sheet Sizer 2004a LOADS (!be,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern live Live Axial 8900 (Ecce•tricity = 0.00 in) MAXIMUM REACTIONS(Ibs): 0' 9' Lumber Post, D.Fir-L, No.2,4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base; Loadface=width(b); Ke x Lb: 1.00 x 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 = 464 Fc' = 463 fc/Fc' = 1.00 Axial Bearing fc = 464 Fc* = 1485 _ fc/Fc* = 0.31 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.312 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 = 8941 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. 76 COMPANY PROJECT di WoodWorks® ,0,IWARF IIJR WOW,DF51r,V July 7,2014 13:28 (1)6x6 DF#2 Unbraced 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 16900 (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; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 561 Fc' = 561 fc/Fc' = 1.00 Axial Bearing fc = 561 Fc* = 700 fc/Fc* = 0.80* *Column requires a bearing plate at top as per NDS 3.10.1.3 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 = 16965 lbs (D=dead L=live S=snow W=wind 1=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. 77 COMPANY PROJECT 0°14 WoodWorks' SOFTWARF FOR W000 DESIGN July 7,2014 13:29 2x8 Ballon Framed Wall Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs,psf,or plf) Load Type Distribution Magnitude Locat. . . ft] Pat- Start End Start End tern Loadl Wind Full UDL 15.0 No MAXIMUM REACTIONS (lbs): 0' 22'-6" Dead Live 169 169 Total 169 169 Lumber Stud, D.Fir-L, No.2, 2x8" Spaced at 12"c/c; Self Weight of 2.58 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 22 50=22 50[ft]; Lateral support top= Lb, bottom= Lb; Repetitive factor applied where permitted(refer to online help); Load combinations: ICC-IBC; WARNING:Member length exceeds typical stock length of 18.0[ft] Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 23 Fv' = 288 fv/F1.0 0.08 Bending(+) fb = 867 Fb' = 1987 fb/Fb' = 0.44 Axial fc = 5 Fc' = 325 fc/Fc' = 0.02 Axial Bearing fc = 5 Fc* = 1276 fc/Fc* = 0.00 Combined (axis. compression + s;de load bending) Eq.3.9-3 = 0.44 Live Defl'n 1.13 = L/237 1.50 = L/180 0.76 Total Defl'n 1.13 = L/237 1.50 - L/180 0.76 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.60 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - Fc' 1350 0.90 1.00 1.00 0.254 1.050 - - 1.00 1.00 - 1 Fc'comb 1350 1.60 - - 0.148 - - - - - - 2 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Fc* 1350 0.90 1.00 1.00 - 1.050 - - 1.00 1.00 - 1 Bending(+) : LC# 2 = .6D+W, M = 949 lbs-ft Shear : LC# 2 - .6D+W, V = 169, V design = 169 lbs Deflection: LC# 2 = .6D+W EI= 76e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC# 1 = D only, P = 58 lbs Combined : LC# 2 = .6D+W; (1 - fc/FCE) = 0.98 (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. ❑Main Office CLIENT: 41 6969 SW Hampton St. PAGE 48 Portland,Oregon 97223 503-624-7005 PROJECT: ❑Central Oregon 4/4 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 FROELICH ❑ Denver Office DATE: ENGINEERBB 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: www.froelich-engineers.com 720-560-2269 0... 0A-10 A tA R_E i) �Y 42) -'rS '7-1+4.,,. t3 or..,-. P l 1. �, t*c ,V*ta!`c cr �` 9"?, ,# 0.", 713# ei'l £ 7- #. 0L = 90 Pt.F f loo PcF �`7 `r? 6G pc_ t= 0,-AX 5'L = 15 PL.- 1= +- !a s'"4 F 7 2*7 5 f Z. ,- /14-A 4C LL 't d2 so PL F" �,... Ca j B--TS/44-- V = ge) PzF + 2-74- P4F =- ,c�� PLF �2 V M 0.,b y = `( 1 J 14 5' 44- SS 61 , 186 )1;,_,,, Lv¢A_ ^ S 9 9/A � 'S = /`/ ,+.-14•-/ _ 4 fry f to _ L-a rN-•> trG !(O (80 t..75 0." oc) .o e /•1-S C 4 o,_~.l g..s oe o4.7s ■ -roe 4 6e r go w Ut = ge (a 0e`7s) _ LJN,, s'oa # > 1-I0,C10if m, o% ' ❑Main Office CLIENT: 6969 SW Hampton St. PAGE .7g Portland.Oregon 97223 503-624-7005 PROJECT: ❑Central Oregon 745 NW Mt.Washington Dr.*205 NUMBER: Bend,Oregon 97701 541-383-1828 r <O E L I C H ❑ Denver Office DATE: ENGINEERS! 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 wxw.eraelidl- ngineer,..rom 720-560-2269 BY: (1..) M 444 R se)P LL oe,a_Lz X W/ &- J fly tha x y is 5'=-ILA-L'S 0L = PSF L = 25P5 Ct 2_4) 1-10, f* FD(M9] 14 cx- �L = Ma PS F oL =/6 �.g o t` � ti 112,V (y) 11yx `Ii/ 605 . -e_r Z �0)(3So") )Li 001 lL90 g a G1 - v _ �sL/ �5, a�1 S PS; (o F #`2.) C,..1 _ 1. Lr 44 — l o Cb = 33 -b - (L/)(o.)s) I.. (c--)(c-)(<<)(4) 7---'`7 863 : • ' 6969 SW Hampton St. CLIENT: 80 Portland,Oregon 97223 PAGE / 503-624-7005 PROJECT: to- NUMBER: 745 NW Mt.Washington Dr.#205 � � ,° Bend,Oregon 97701 DATE: FROELICH 541-3 1828 E N G I N E E R S I w-ww.froe&h-engineers.com BY: 0`-i) MA-t,,-+ PL Lim R 4 _ �,■ ) 2 x 12 6-3/ (`i) lig p7 X IA" SC-Ititw S 42... /Ls' o Af .----- 02-0 P s'P)C. .2L ) LL- - IooPsF z1 :. (L )(3s0-0) z_i_ ---`" )7. S ©c •...,,,,x " � 1 J7. Si'oc '�C . o 'L 81 Client: Greg Hobi Project: 67th Ave Office Remodel Project#: 14-T074 Date: May-14 By GRH FROELICH E N G I N E E R S+ Lateral Design SEISMIC: Occupancy Category: II Occupancy Importance Factor j I= I 1.0 System Over-strength Factor: G 1 Cantilevered columns detailed as SMRF I S2= 1 1.25 Response Modifiaction Coefficient: G.1 Cantilevered columns detailed as SMRF I R= I 2.5 MCE Short Period Pectal Response accel.: S5= 0.955 MCE 1-second period spectral response accel.: S1= 0.341 Site Class(assumed) D Fa= 1.118 Fv= 1.718 5%damped short period spectral response accel.: SOS= 0.712 5%damped 1-second period spectral response accel.: SO,= 0.391 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12 8-2 Cs=SOS/(R/l) Cs= 0.285 Controls Eq 12 8-3(max)-in addition to sections 12 8.2, 12 8.2.1, Table 12.8-1 Cs=SO,/(T(R/I)) Ta=C,h„ Ta= 0.288 C,= 0.02 Ca= 1.491 from table 12.8-1 h„= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.543 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044SOSI Cs= 0.031 Cs= 0.285 Working Stress Design: 0.7E Cs= 0.199 Seismic Dead Loads diaph area Load Wood Wall L Trib Wall Wall Wt CMU Wall CMU CMU Trib Total DL Level (psf) (ft) hei9hat) (psf) L(ft) Wt(psf) _ Ht i �sZ Upper Roof 131 15 44 4.25 12 0 0 0 4209 Main Roof 1072 20 163 6 12 21 55 6 40106 2"0 Floor 1122 24 200 5 12 145 55 6 86778 Seismic Base Shear(Working stress Design) V=Cs(DL) V= 26135 lbs 82 Vertical Distribuition Level Weight Height Wt•Ht ''' "'trowa V Vi=(Wt(Ht)/Total)"V Roof 4209 31 130479 0.063 26135 1644 =V,r 3fO Floor 40106 22.5 902385 0.435 26135 11370 =V,,d 2"°Floor 86778 12 _ 1041336 0.502 26135 13121 =V2"d Total= 2074200 Vet Mir 1644 lbs Vud= 11370 lbs V2n0= 13121 lbs Diaphragm Loads Level wpx(Ibs) V,(Ibs) V1(Ibs) (Ibs) Fp.=((IV,)I(Fw,))*wpx Roof 4209 1644 1644 4209 1644 =F„ 313 Floor 40106 11370 13014 44315 11778 =F3,d 2""Floor 86778 13121 26135 131093 17300 •F2"d Min Diaphragm Loads Sos= 0.712 Fp",,n 0.2"Sos wp, I"0.7 Level Roof 420 VN= 1644 lbs 31O Floor 3998 V3,d= 11778 lbs 2"0 Floor 8650 V="d= 17300 lbs 83 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.437 Longitude = -122.74600000000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.955 (Ss, Site Class B) 1.0 0.341 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.437 Longitude = -122.74600000000001 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.118 ,Fv = 1.718 Period Sa (sec) (g) 0.2 1.067 (SMs, Site Class D) 1.0 0.586 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.437 Longitude = -122.74600000000001 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.118 ,Fv = 1.718 Period Sa (sec) (g) 0.2 0.712 (SDs, Site Class D) ;4C) 0.341 (5D1 , S cra 0 b1.5S t ) 84 Design Spectrum Sa Vs Sd 0.725 0.700 0.675 0.650 0.625 0.600 0.575 0.550 \. 0.525 0.500 • 0.475 0.450 0.425 0.400 0.375 0.350 0.325 0.300 0.275 0.250 0.225 0.200 0.175 0.150 0.125 0.100 0.075 0.050 0.025 0.000 0 0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 Sd (in) 85 Client: Joe Green Project: 67th Ave Office Remodel Project#: 14T-074 Date: 5/28/2014 By GRH FROELICH ENGINEERS E WIND FORCE CALCULATION-MWFRS ASCE 7-05 SECTION 6.5 METHOD 2-ANALYTICAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 95 mph Wind Directionality Factor Ka= 0.85 Table 6-4 (page 80) Wind Importance Factor I,v= 1.00 Table 6-1 (page 77) Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 36 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 55 ft Measured Parallel to wind direction Mean Roof Height h= 23 ft Ref. Figure 6-6 page 48 Highest Roof Level hn= 31.5 ft Approximate Fundamental Period Ta= 0.27 sec Eq. 12.8-7(page 129) Output- Fundamental Frequency f= 3.8 Hz>'1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 6-4 Length of 1/2 hill height Lh= 1000 ft Figure 6-4 Dist. From Crest to Bldg.x= 100 ft Figure 6-4 Height Above Local Grade z= 15 ft Figure 6-4 Horizontal Attenuation Factor m= 1.5 Figure 6-4 Height Attenuation Factor g= 3 Figure 6-4 Shape Factor Kl/(H/Lh)= 1.3 Figure 6-4 Output- Topographic Multipliers KE = 0.00 K2= 0.93 K3 = 0.96 Topographic Factor Ict= 1.00 86 Gust Effects Input Integral Length Scale Factor e = 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 zmi„= 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 L/B= 1.53 Height to Length Ratio h/L= 0.42 Roof Pitch= 0.25 : 12 = 1.19 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 0.80 15 0.57 11.3 Pressure Leeward -0.50 20 0.62 12.3 Output qZ Roof Windward 0.40 25 0.67 13.1 Roof Leeward -0.55 30 0.70 13.8 40 0.76 14.9 50 0.81 15.9 60 0.85 16.8 70 0.89 17.5 80 0.93 18.2 90 0.96 18.8 100 0.99 19.4 120 1.04 20.4 h= 23 0.65 12.8 qh hparapet= 30 0.70 13.8 qh 87 Design Wind Pressures p (psf)- GCP;=(-) 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 -3.2 13.4 ft 20 10.8 -3.2 14.1 25 11.4 -3.2 14.6 30 11.9 -3.2 15.1 40 12.7 -3.2 15.9 50 13.4 -3.2 16.6 60 14.0 -3.2 17.2 70 14.5 -3.2 17.7 80 15.0 -3.2 18.2 90 15.4 -3.2 18.6 100 15.8 -3.2 19.0 120 16.5 -3.2 19.8 23 11.2 -3.2 0.1 -0.1 14.4 0.22 Parapet 30 20.6 -13.8 34.4 Design Load Case 1 Controls - By Inspection Figure 6-9 (page 52) Parapet Loading per ASCE7-05 6.5.12.2.4 Design Wind Pressures p (psf)- GCS =(+) 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 5.5 -7.8 13.4 ft 20 6.2 -7.8 14.1 25 6.8 -7.8 14.6 30 7.3 -7.8 15.1 40 8.1 -7.8 15.9 50 8.8 -7.8 16.6 60 9.4 -7.8 17.2 70 9.9 -7.8 17.7 80 10.4 -7.8 18.2 90 10.8 -7.8 18.6 100 11.2 -7.8 19.0 120 11.9 -7.8 19.8 23 6.6 -7.8 0.0 -0.2 14.4 0.22 Parapet 30 20.6 -13.8 34.4 Design Load Case 1 Controls- By Inspection Figure 6-9(page 52) 6969 SW Hampton St. Portland,Oregon 97223 CLIENT: 188 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 DATE: FROELICH 541-383,828 ENGINEERS 1 t v.w..srochch-oaginec*s.,,m BY: Ft eta AzE-ks LJPPE 'Rcvc A L JFr6BFr;t 7&(8.S4) / /FIZ- HA/Al �ooF A : 2.8.g67(27.33 1 /8(Ig,$)(/z) t f/,SO4c) Vs")(-5 = /07ZFrt } A= /8(0s.$)(4)_ /G 7FrZ Z FL 28.67(Z7133) t /8084(4 - 5s F71- 6969 SW Hampton St. CLIENT: 89 Portland,Oregon 97223 503-624-7005 PROJECT: I+' NUMBER: 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 541-383-1828 DATE: FROELICH ENGI NEERS6 BY: UPPER 2vO F 2. 8 E= 820 ik- —R d L.S = 16PsF(3Fr) (4.2EF - 200 As (,J15 1(--ioc,r14 = /BPI-- v = eZo�/ = ys etr- -�. ' e /"s,�T�, Wf G/Z ,/A,L„/(, tioT - E(OFr) = 6 564 Pr X33 s MM0I= �(3� t ao)(/8WYz) .- /f, 76 606 //, ssg Ho Ah UPc,Tr dit It, 2. 2 E= & ZO = /fPsF (BFr�( '.2SF. = c, l/s W a c L L.t&)C,TH = 7. F r _ /61 Pt.F ast lz S}FTC, 0/ 6//z AA/4m* f/or = E0BFr) ` ( O F7-,e3 Ho. (x`1(1. f a0) (7.$)2( z = 3 3 if) 74s Y5- gj 7 F St I 1.Zst /07 -o.sf-t()L _ 86v /is. 7F7 730 o-F apt IF7 USE- 5(t-52.560./ LSTA1B TO EH &tow L 90 6969 SW Hampton St. CLIENT: Portland,Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.*205 Bend,Oregon 97701 DATE: FROELICH 541-383-1826 EN G I N E E R S A wscwirueiich engincers.cuin BY: gip A.9 - Upenz !2 _ E = 82o1US L,I ISesF (q.2F6(d!FT) = WA'IC L/Fr V s % = 20E PGf ac "$}ttG ti/Bet e 6�/2 Hor = E(13F7) 6yyo FT Cas r'I zEs = I OD F" (q)(z) 00 Fr-Lgs I = r'/ r- N Z FS = /I W /I S ( �.2Srlot - n.a I,ES _ /WI 16 �St SuiN MST AY6 83 LR i( Z. 6 g C.2 - E = 20 //,, 1../.= '5 ' 6969 SW Hampton St. CUENT: PA C& 431 Portland,Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 DATE: FROELICH 541-383-.1828 ENGINEERS BY P- 1A►ti 12 j 2 =" Ft 00 2 A ( 12-0a F %(61330) t '/.(I I ) = G `/gGI,, 1_1 = 16?sF (ZU)(I/z)(yFt: = /87o /hs (z) q'y" W S tAX CJs« T E/8,6 7 = 3 Y8 Pt F l-4 Si t, l,// 8cl e 102 1-for = L(4) 00F) = 32,418C) FrLBs fr-lRES s (PlPSf(zFr) i /oOPtF)(933rr)t(14,) = 5570 FT-1.5s T /' i r - O.�J'-/rz r : r Z 9/0 as 9.2SFr S,r-,Psoat /-/fiZ2 0vrz E %Z (13O? ) : ;55o 1..1= 199'o /, s ' 6969 SW Hampton 5t. CLIENT: Portland,Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.#205 • Bend,Oregon 97701 DATE: F R O E L I C H 541-383 1828 ENGINEERSR - - BY: GJA<< e 3, 6 - 20c E = 113So ( 9�z). 2?s0 Az 1SP3F C6Fr')(10Fr) _ /000 /6s u,(( ca4rN T. /o.S r7 = E-A% 2102 nc r /2: i✓/ad N&,cs e 61/2 Hct = E = G 7c0c F r-L gs L Hg al (yP.SF (SFr) + I0OPLF)(10.5) /I: 7370 Fi-L US 1"!er - C16 Mi t 2 2 dv T - /oF T- a, �-r- _ 1�25!"dr - 4.6� IDES_ = 2875 /Is LOFT 1J (2) s,rlPsor/ )"(STA2 q Tc) 13 H 6969 SW Hampton St. CLIENT: 93 Portland.Oregon 97223 ,( 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 541-383-1828 DATE: FROELICH ENGINEERSS BY: 14AIL e 2.8 ec F E = 113 7 0 (13/92 t / (i 'o 935-o / s 1,1= 15psF ( /3Fr)((FT) = 1200 !/s L 1AeC LE,1)6r4 • (71 '-C)" LIsE /z " Std U= E/ = /690 PcF L.1/ /Dal e Viz H oT = E (/OF.T frl e-s (/SF ( i 20P5F(2c+ t / OPLGJI.4)Uz. = 1361) F7-e as 1'407 - 7-IRE s (d.G\ /0 70 T- L. f Z,trfp Fc►L/For N E_ /7300 1)1.7N) 1go= 6 /4. ( 7.5 / 122 1,f= f5vsF(/9Fr')(l/F) = 23/0 L= ) 7F� �a�s 6153 - E R - & 17 P c F LSE /2 : ?G Ywoo-D Eik(li S e o e: Li/ 6/ e 'y//2 Her = E F (22S') * EFLR(/z> /7167-r Hges = 00ps + HPSr-(2) t 2YAsF(y1(17)20/z) _ 1/97/0 C1st StriP.seiv /lb v tf ' 6969 SW Hampton St. CLIENT: 94 Portland,Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 DATE: FROELICH 541-383-1828 E N G I N E E R S A www.froelich enginecrs.com BY: 6g ID 13,.q ( HU 1,ALG) E = 0.35(1i350) = woo a.] k/= /870 G- = 0.35 (130%) : '/ 00 41 1-J= /9W 16(.) e 6 4 l o / c B. 5 K F= , `/401 t LC,/ (113Eo) = 'Moo /a_, 15p EFT)(15.-Fr' SINE - SIDE E = 3/40c q6 t //36-o = 3500 4, 4 [1 Main Otfc CLIENT: PAGE 195 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW . ashington Bend,OreNttgoWn 97701 Dr#205 DATE: F R O E L I C H 541-383-1828 ENGINEERS 6 www.froelich-engineers.com BY: F' �Er�K-N CRS � 1 , E /13S-0 (f'y' = 3 m /4,4 L . { 1 sy+?l�c0A,es= 3.1SP r = 64, qya GP /z " ,sn7-(, ci/&/ c /Z rya- s)06._ 24/tO0 rr-Gas M24 s = (LI (G) + 86) (1-)Z(A) ' 83 O r ly ' 6969 SW Hampton St. CLIENT: 96 Portland,Oregon 97223 503-624-7005 PROJECT: NUMBER: 745 NW Mt.Washington Dr.#205 ,_. Bend,Oregon 97701 541-383-1828 DATE: FROELICH E N G I N E E R S 1 www.iraelich-enginecTs.conl BY: 3)>.,97ItEUGIZED eeLUHA e GR“> 1.9e' II.8 4 P,,= 5000 / Hu = Sd,O)O Fr-Les /cFT 2 t _ s,oc z. :. 4170 ia., R2, 14170 lAj 12>~T Cd = 2,.5" n = /.2.3— gZ e0Wt-IN Z651614 HU= SOKFT �r IU= 1.2SI-tu = ,2,S v.1 usE Nss6x6x3/8 qt-in = #Fy z c = D.q Ty = `i(o r<s l 17_1'4 Li Z ZCa = 1.51 11,.)3 < Z' 15, 0 '11011 To 77 HICJctiEis ??..7,c L,,-cIT ; O.6 je/F.,y ' = 15.as > f'?•Z 'bc'FECT oN 1--11,1, = 0.02. (120,4. ; 2.4/,N 2.�f,N ? 6000(2.5)@DI'/�Yy) 3(7q,=�veec�)a -1-gt = o.86 < 117- 374- 4 ❑ Main Office CLIENT: 6969 SW Hampton St. {` An Portland,Oregon 97223 503-624-7005 PROJECT: ,� ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 1 i<O E L I C H ❑ Denver Office DATE: E N G I N E E R S ; 12303 Airport Way.Suite 200 Broomfield,Colorado 80021 www.trueilclrengMerrs uizi 720-560-2269 BY: 9...190 F D r prPr /e-•, A c 14aiu-L we ttweS 5/�i{-l�O /1T �i fir OL• I vro s-' (M U W 4 L c_ • !O . = 1 , o W,„ _ es r— W► \ Fi ia' 0•g15os)-1-(L. p) — C®...T2-4' L-S `--4,( \\ o/- \r 'FP z (0, ,6)(50s)Cr)90o (so4 I F^ 1 S1041 U cri A-Tit Ct/ (1S"4)(0.-)) _ 10640# 6rav,c� Zo S0 1 b 4r- FP 7 '4 rl 70-ocs?tor 0 ?to O ti.-81 D,t 2 �r� 7 w-rt± 60c 00-4.47 6gl-4,- Wnn A-' Pqe•-∎ 1?/s'Z . 'e,E r' t• `,. -• L1'.f ?',*;.., 1/ „ s•_,aiT rt )�1'-T'' Al IT-my 7. Ao His-Iv/i P.,._ - (qp`lo)( G'`•") =`7 Pt ` go is* 7 i - /D 60 ok_ 0:71 (etA ^ -Aor 3 F A D 1G4-IS av Al,L,orro,,,. Rt&I./ T tr-sA—'2(8'7.1 J I ❑ Main Office CLIENT: 6969 SW Hampton St. -- E yg Portland,Oregon 97223 503-624-7005 PROJECT: 4ilit ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 F R O E L I C H ❑ Denver Office DATE: ENGINEERS 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froelich-engineers.com 720-560-2269 BY: PSC) l* If µ i4 s 1-101.1)04,J. T 144c14.... ; = 1 eto# . 05 0_ I-17r1 er Pforcoe L A-0 Fie* be,,., TJ ‘31D/57-- Y °Z,r AJA' E,L 1� 3/moo P�Y�.,*AD -),4h- 5 € hl~ O C l. � ,4` t1, c, = ►.a Flo /060 11 /,. Z /nog+/ -„ 11 vaPL f) 11" ) 1-111 "° —v ,-,/A i∎-e .� ,, Usk 1:0 t_eA, Sf+-PAE4 N w/ 99 Client: Project: Proj.#: Date: By: FROELICH E N G I N E E R S 1 ACI 318-05 Appendix D - Tension Failures (Page 1 of 4) Anchor description: ASTM A36 Embeded Bolts 1 Number of Anchors s1 = 0 in. (see Fig. 1.000 Inch Diameter s2 = 0 RD.5.2.1) 12 Inch Embed 2500 psi Concrete Footing NDesign = 15.300 (kips) Concrete Factored Tension Loads (applied loads) D.3 -General Requirements (ACI 318-05 Section D.3.3.3) Are seismic loads induced into the anchor(SDC C, D, E, or F)? Y SF = 0.75 D.4 -General Requirements for Anchor Strength (ACI 318-05 Section D.4.4) Strength reduction factor c for anchors using load combinations from ACI 318-05 section 9.2 Will anchor be governed by brittle steel failure? N Anchor cP = 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? Y Reinforcing m = 0.75 If rebar is present around anchor: 0.75 Otherwise, 0.70 Summary ONn Wind ONn Seismic Summary From Below ONn Sw= 1.0 SF = 0.75 CONsa = 26.35 26.35 19.76 kips ONcb = 21.20 21.20 15.90 kips �Npn = 123.23 123.23 92.42 kips ONsb = 107.48 107.48 80.61 kips Minimum (1)Nn = 21.20 21.20 15.90 kips Ndesign < ONAnowable Anchors shall be designed to be 15.300 < 15.90 goverened by a ductile failure per Anchor Design OK- Provided D.3.3.4 or designed for(2.5)*(design load) per IBC 1908.1.16. Input Load is Multiplied by 2.5 100 Client: Project: Proj.#: Date: By: FROELICH E N G I N E E R S I ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 4) Tension Design Calculations D.5.1 -Steel Strength for Anchor in Tension do (Anchor Diameter) = 1.000 inches n = 1 #of anchors nt= 8 Number of Threads per inch A8e= 0.61 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= 35.13 kips-(Eqn. D-3) Anchor CD = 0.75 7�T 4n41„= 26.35 kips 1 V sa nAse frta 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) An,(for single anchor)= 840 in.2(see Figure RD.5.2.1) A„c(for group anchor)= 0 in.2(see Figure RD.5.2.1) ANco(for single anchor)= 1296 in.2(see Figure RD.5.2.1) ANco(for group anchor) = 1296 in.2(see Figure RD.5.2.1) Wee.N = 1 Eqn. D-9(Anchors not Eccentrically Loaded, 4'1=1.0)Section D.5.2.4 Wed,N = 0.867 Eqn. D-10 & D-11 4)c,N = 1 1.0 for cracked concrete, for uncracked see 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*het= 18 het= 12 inches 0.7+0.3(cm;n/1.5h,t) = 0.867 Cm;n= 10 in -distance to closest edge of concrete V b = k h ,5 Nb= 49.88 kips-(Eqn. D-7) Nb s 50.32 kips-(Eqn. D-8)-For he between 11"and 25" N b < 16 'ch eJ 3 — f Nb to use for design: 50.32 kips Ncb= 28.27 kips-(Eqn. D-4) Ncb9= 0.00 kips-(Eqn. D-5) N '/` '/ N Reinforcing cD= 0.75 cbg A Y' ec,NV ed,NY''/,c,N b (MN= 21.20 kips Nco 101 Client: Project: Proj.#: Date: By: FROELICH E N G I N E E R S A ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 4) D5.3 - Single Anchor Pullout - headed or embedded nut Use Plate Washer? Y Plate Washer Width = 3 inches (square plate) Nut diameter= 1.500 inches Nut or Plate Washer Bearing Area = 9.000 in2 Abrg = 8.22 in2- bearing area of embedded anchors head or nut(or plate) 4'c,P = 1 1.0 for cracked concrete, 1.4 for uncracked (ACI 318-05 Section D.5.3.6) n = 1 #of anchors Np = 164.30 (kips) Eqn. D-15 A p —hlbrsSf,c Np, = 164.30 (kips) Eqn. D-14 N = Ntu an p P Reinforcing CD = 0.75 0NpA,= 123.23 kips D5.4-Anchor side-faced blowout- Headed Anchor (Required only if anchor is near an edge where ca, < 0.4he0 Anchor is not close to Edge of Concrete. Analysis below NOT Required. Cat = 15 distance to perp edge of concrete from anchor Ca, = 10 in - distance to closest edge of concrete Nsb = 229.29 (kips) Eqn. D-17 Factored Nsb = 143.31 Reinforcing CD = 0.75 mNsn(for single anchor)= 107.48 kips N rn = 160 c a l JA brg f C Bolt Group: Set of bolts along side with distance co from edge: n = 1 Number of anchors in group at Cal from edge n2 = 1 Number of anchors in group away from edge s= 0 in - spacing of outer anchors in group Nsbg = 143.31 (kips) Eqn. D-18 Reinforcing CD = 0.75 = S CoNsbg (bolts at edge) = 107.48 kips 'f'e 1 + 6c Nsb ONsbg (bolts at edge) = 107.48 kips/bolt al amseg(total bolt group)= 214.96 kips 102 44 Client: Project: Proj.#: Date: FROELICH E N G I N E E R S I ACI 318-05 Appendix D - Tension Failures Cont. (Page 4 of 4) Bolt Group: Set of bolts along side with distance cat from edge: n = 1 Number of anchors in group at cat from edge n2 = 1 Number of anchors in group away from edge s = 0 in - spacing of outer anchors in group Nsbg = 143.31 (kips) Egn. D-18 Reinforcing c = 0.75 Ar sbg = 1 + S N sb CONsb9 (bolts at edge) = 107.48 kips 6c mNsb9 (bolts at edge) = 107.48 kips/bolt pl ONsbo(total bolt group)= 214.96 kips Final value for side-faced blowout: 107.48 kips