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Specifications Page 1 of 134 441 , FROELICH ENGINEERS1 Scope of Work Client: West Hills Development Project: River Terrace East Project Number: 16-T100 Date: December 15, 2016 By: YSP Scope of Work: Froelich Consulting Engineers, Inc. (FCE) has provided full structural lateral and gravity design of the project per the 2012 International Building Code (IBC). Froelich Consulting Engineers, Inc. has provided details only to the areas pertaining to our design. Froelich Consulting Engineers, Inc. did not design or review the details for the entire project. Project Description: This new three-story multi-family apartment building wood sheathed wood framed wall structure is constructed with gang-nailed wood roof trusses, wood framed floors, with slab on grade main floor. Conventional foundations (concrete continuous footings and stem walls and spread footings) are used for building support. A Main Office FROELICH ENGINEERS A Central Oregon 6969 SW Hampton St. 745 NW Mt.Washington Dr.#205 Portland,Oregon 97223 Bend,Oregon 97701 503-624-7005 www.froelich-engineers.com 541-383-1828 Page 2of134 Client: West Hills Development Project: River Terrace East Proj.#: 16-TI00 Date: 12/15{2016 By: YSP FROELICH ENGINEERS r Project Design Criteria Project Description New three-story multifamily apartment buildings. Gang-nailed wood roof trusses. Wood Framed Floor, Light-framed wood sheathed wood walls. Slab on Grade Conventional Foundations Project Location Portland,OR 45.548°N 122.84°W Average Elevation=350 11(approximate) General Building Department: Building Official: Phone Number: Building Code(s):2012 International Building Code(IBC) 2014 Oregon Structural Specialty Code(OSSC) ASCE7-10 Roof Live Load: Ground Snow Load= 15 psf(Snow Load Analysis for Oregon 2007) Minimum Roof Snow Load= 25 psf (Snow Load Analysis for Oregon 2007) Snow Importance Factor(Is)= 1,00 Deflection Criteria= L/240 Floor Live Loads: Residential Live Load= 40 psf (IBC Table 1607.1) Condor Live Load= 100 psf (IBC Table 1607.1) Wind Load: Basic(3-Second Gust)Wind Speed= 120 mph(OSSC Figure 1609) Exposure= B Wind Importance Factor(Iw)= 1,00 Seismic Load: Occupancy Category= II (IBC Table 1604.5) Seismic Importance Factor(Is)= 1.00 Site Class= D * Mapped Spectral Acceleration Values(Ss)= 0.985 g Mapped Spectral Acceleration Values(S1)= 0.36 g Design Spectral Response Parameter (Sos)= 0,726 g Design Spectral Response Parameter(SDI)= 0,403 g Seismic Design Category= D Response Modification Coefficient(R)= 6.5 Light-framed walls sheathed with wood panels Shear Walls(Bearing Wall System) Soils Data: Allowable Bearing Pressure= 2500 psf Exterior Footing Depth= 18 inches* Page 3 of 134 Client: West Hills Development Project: River Terrace East Proj.8: 16-T 100 Date: 12/15/2016 By: YSP I-1 EN E N G I N E E R 9 i Dead Load Calculations Roof Dead Load Top Chord of Truss Component Weights Actual(psi) Comments Framing 4 Roof Trusses Roof sheathing 2 5/8"shth , Roofing(Asphalt Shingles) 3 Misc. Total 10.0 psf Bottom Chord of Truss Component Weights Actual(pal) Comments Mechanical 1.5 Ceiling 2.8 (1)5/8"gyp Batt Insulation 1.5 Sprinklers 1 Misc. 1,2 _ Total 8.0 psf 4psf added for Seismic Base Shear Total Roof Dead Load= 18.0 psf Calc. Floor Dead Load Component Weights Actual(psi) Comments Framing 3 Joist Framing Sheathing 3 7/8"shth Floor Covering 11 1„25”Floor Topping(Gyperete 105 lbs/ft3) Mechanical 1 Ceiling 5.6 (2)5/8"gyp Flooring 1 Sprinklers 1 Misc. 1.4 Total= 27.0 ®psi 8psf added for Seismic Base Shear Calc, Corridor Floor Dead Load Component Weights Actual(psi) Comments Framing 2 Joist Framing Sheathing 3 7/8"shth Floor Covering 13 1,5"Floor Topping(Concrete 150 lbs/ft3) Mechanical 1 Ceiling 5.6 (2)5/8"gyp Flooring 0 Sprinklers 1 Misc, 1.4 Total- 27.0 psf Exterior Wall Dead Load Component Weights Actual(pal) Comments Framing 1.5 Sheathing 1.5 1/2"shth Interior Gyp Finish 2.8 5/8"gvp Insulation 1.5 Siding 2.3 Fiber Cement Siding Misc, 0.4 Total=• 10 psf Interior Wall/Partition Wall Dead Load Component Weights Actual(psf) Comments Framing 1,7 2x6(a;16"o.c. Interior Gyp Finish 5,6 5/8"gyp each side Insulation 0,5 Fiberglass Batt Insulation as occurs Misc. 0,2 Total= 8 psf Page 4 of 134 4 Client: West Hills Development Project: River Terrace East Proj.#: 16-T100 Date: 4/8!2014 By: YSP FROELICH E N Q t N E E R 5 t Flat Roof Snow Load Calculation: Based on the following Codes: 2010 OSSC ASCE 7-05 Snow Load Analysis for Oregon 3rd ed.December 2007 Maximum Elevation: 450 ft Ground Snow Load(Pg)= 15 psf Determined from Snow Load Analaysis for Oregon(3rd ed.December 2007) Terrian Category= B(Partial Exposed) per ASCE 7-05 Table 7-2 Snow Exposure Factor(CO= 1.0 per ASCE 7-05 Table 7-2 Thermal Factor(Ci)= 1.0 per ASCE 7-05 Table 7-3 Importance Factor(I)= 1.0 per ASCE 7-05 Table 7-4 Flat Roof Snow Load(pf)= 10.5 psf Pf=0.7*CB*Ct"I"Pg Where pg 5 20 psf(pf Min)= 15 Where pg>20 psf(pf Min)= 10.5 Use(pf)= 15 psf Use(pf)= 25 psf per 2010 OSSC 1608.1 Page 5 of 134 ,4 Client: West Hills Development Project: River Terrace East Project#: 16-T100 Date: 12/15/2016 By: YSP FROELICH ENGINEER 5 1 Snow Drift Loads at Lower Roofs and Canopies 16 Plex-Drift: Low Roof over Sprinkler Riser Room Drift Height Density Leeward Length of Upper Roof,lu: 46.0 ft Y: 15.95 Windward Length of Lower Roof, l,,: 11.0 ft Ground Snow Load, pg: 15.0 psf Density,y: 15.95 pcf Leeward Drift Height,hd: 1.95 ft Controls Windward Drift Height, hd: 0.48 ft Width of Drift Maximum Drift Intensity Height of Projection, hr: 14.0 ft 'Drift Intensity,pd: 31 psf Roof Snow Load, pf: 15.0 psf Depth of Roof Snow, hb: 0.94 ft Proj.above Roof Snow,he: 13.06 ft hClhb 13.89 >0.2, Drift Calc. Req. 4*hd: 7.8 ft 4*hd2/h, 1.2 ft !Width of Drift,w: 7.8 ft I Max width of Drift,8*hc: 104 ft 31 psf 15 psf 8 ft Sliding Snow Loading ASCE 7-05 Section 7.9 Eave to Ridge of upper Roof,W: 22.0 ft Sliding Snow Load, S: 8.8 psf Distributed over 15' But, if pf+S<_25 psf, use 25 psf minimum S Equiv. = 25.0 psf Page 6 of 134 I i i I I I c ( ) ii I i i l t 1 I i I i ._.. I..__._ 4__.___.___.__. I 1 I i i i i rit -._ 1 { I II Li : i i i t ._1 I a i !-`-......r....�._ .. M 1 , ; l�) Ir. 1, -.-� , i Li m .) II i.------ -- -, fi=J ___ i r ,iii { i 8 CS � i �� iii Q0. n I: i ___'__I_..t�w'Y ' `l II 'Q I ` ! iP v I 1 _ _ - I_ 1 i ii i I i i Page 7 of 134 I I i I i (,.} Q i i� 1 i I 1 (Ilia) i I —.11111101111111111 :1-1±7111 111 11 ,$ 11 N 1 1 �_- I k :::.1:::::' t w . III Ag iii i DI ------.-...,-:_ ., : '..'..- ., ( 412 r....................1.:::,....-::::::-.::.....:..:I .. .. 2 MI ii i s rte h "ji' IL 1 ty) : :_-__ ..' _ J` d 8 ,, i -- Q1 1L . t eelt i 1 4,4 NIL i ' "' Emir i i i i i i i i Page 8 of 134 n Main Office CLIENT: 6969 SW Hampton St. Portland,Oregon 97223 503.624-7005 PROJECT: 411111 ., ❑ Oregan 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 "w. 541-383-1828 FROELICH ❑ DATE: E N G V N E RSB 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: ws4w.froelich-engSneers.eusn 720-560-2269 A- t"`RA AA-1/ti a. Des i Ctt/th Ro0F DEAD te4O s I ' PSS 12001 SNC)W 6-040r 2-5 P'5F use Pi - ,tit q/1 uF' Te vss z..;4 ©c FOR.. Je6ACTIOAc 1 all. Gc,teocR iR-u5S : � y� 1f ' Fe-r;spANrZ0 -0 1`'L � � ,� ) (I`3) x )2_g SLf ( )(25) % 115 PLF R'A; DL 0-00+ -SL 1756* R Cit 2./ . SpA/u I-5 -a L.s 1 75 �"r.Rc • >QAj L7 Lr 1300 I`C ria[3/ P3'13 w1 ' �L�(x} � s36 Pc.P� t { 52_ z) (25) s 50 PCFocr�� , a " 4000 Fa.o M R Gt iy sCi1 ., ) s275�� Int __.,r 1500 Page 9 of 134 Office CLIENT: 6969 SW Hampton St. Portland,Oregon 97223 503.624-7005 PROJECT: / ❑ ,,, O r"n 745 NW Mt Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH ❑ DATE: ENGINEER 5 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: www.froelich-engineers,com 720-560-2269 Pe,13f_a 261.ci c W t. QL s (,t j(1'S ) s 6 w Pt, GiLr l600 _ ,+i ►L s(Z)C25) r50 2.y -.o Di-,Z&�o s l_:1'550`` 51_f 32oo* r 51.- s- (or)(ZE) r ZiaPGF DL 13oo# 5Lei6col; Roo F HDj '' : FZNl : 'PAN s 3 -0Y; bL v (11 )( \ ) s 240 s L r(t()t 2.5) 4- 2:7'5 PL,,F' F>C F .. Gcte.O61 . TLt-n ) L+. 2-0~ 016 DL, ( toi) (3) ( \-$ .t2. ) r cars * 5Lr ((6) (31) (2.5) s 1.50 R u.z, : , PAAJ 6 -0 � WI IDL x (tt5(1 S)-= 2 0° Pt"F 31—t (it') 115) -r-Z-75 PC-F Page 10 of 134 COMPANY PROJECT 1' 11 WO 0 C1 Works® Aug 23,2016 15:41 RH1 wwb SOf7WARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start Cod Start End load) bora Partial_met 0.06 3.21 200.0 200.0 pit Load2 Snow Partial UDL 0.08 3.21 275.0 275.0 plf Load3 Dead Feint 2.00 600 lbs Load4 Snow Point 2.00 750 lbs Self-wri,ht nerd Full LD1, 6.0 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): } • f - 3'-1 3- I i. TOP Unfactored: Dead 514 709 Snow 668 914 Factored: Total 1182 1623 Bearing: Capacity 1623 Beam 1102 Support 1308 1797 Mal/Des Beam 1.00 1.00 Support 0.90 0.90 Load comb 02 82 Length 0.54 0.74 Min req'd 0.54 0.74 Cb 1.00 1.00 Cb nun 1.00 1.00 Cb support 1.11 1.11 Foo sup 625 625 Lumber-soft,D.Fir-L,No.2,4x8(3.112"x7.1/4") Supports:AN-Timber-soft Baal.D.Fr-L No 2 Total length:3'-1.3";volume=0.5 ou.t],: Lateral support:top=at supports,bottom=al supports; Analysis vs.Allowable Stress and Deflection„sing rips 2012: Cr)ter)wt Analysts Value DeSIOn V41ve Unit MalyYets#Ota:gn Sheerry 77 tv' - 207 psi. ry/FV' = 0.07 Bending(+) fb- 5611 Ft' = 1339 psi fb/Fb' = 0.42 Dead Defl'n 0.01-41/999 Live Defl'n 0.01=61/999 0.10- L/350 in 0.07 Total Defl'n 0.01 -41055 0.15= L/240 in 0.10 Additional Data: FACTORS: F/Eipsi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC0 Tv' 180 1.15 1.00 1.00 - 1.00 1.00 1.00 2 Fb1+ 900 1.15 1.00 1.00 0.995 1.300 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 Erin' 0.58 million 1.00 1.00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear r LC 42 =0+3, V= 160R, V design = 1304 lbs Bending(+I: LC 42 = D+S, M= 1452 lbs-ft Deflection: LC 02 - 0+5 (live) LC 82 = DOS (total) D=dead L-live S-snow 0-wind I=impact Lc-roof live Lc=concentrated 2-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1713606 lb-int "Live" deflection-Deflection from all non-dead loads (live, wind, snow.) Total Deflection = 1.50(Oead Load Deflection) +Live Load Deflection. Lateral stability (+): Lu=3'-0.63" Le- 61-3.50" RD= 6.60 Design Notes: 1 WoodWorks analysis and design are in accordance wish the ICC International Building Code(IBC 2012),the National Design Specification(NOS 2012),and NOS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4 1 Page 11 of 134 F1 Mum CLIENT: Page 12 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: D Control Orogon 745 NW Mt Washington Dr#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH 1:1 D9r1‘'er Cific& DATE: 12303 Airport Way,Suite 200 ENGINEERS1 Broomfield,Colorado 80021 720-560-2269 BY: 1C,e4AA-ItuG. DesiGtA): Roo F DE'AD Osi Fsr gooF LA.) 64 A D Z-5 P'sF s- se ,P.R.6- AtilAluic Tdeusse....z.t-i cc. gooF Go DEk us5 Foie_ R6 A CTi Al CDAity gc,ti - ' PAts.) rZo ) (115) 2- PCF L A (1)(25) 175 PLI A DL .c)o 175 ID.* RGt2.i 2 SpAc -0 DL 12.4 e'L‘F pc,F 175 RA.; ifk s- 1300 /‘oo R Gt3it z Pe 13 DL ,21) ( 1`3 ) fl36 r-- ckit ot.1400* t7. 2.1roo 14 .. 6L.a.(450/1 GL, Zoo° D (it )Ctv i) 120 o LP ic P(.re_014. R GE ) 31_ r(ii f)'.25) 275 Atit St_5- 1150 Mon Orfic:: CLIENT: Page 13 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: Centiai Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 4541-383-1828 F R O E L I C H ❑Denver Office DATE; ENG 1 N E E R 8 a 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 t.{tr ,:,,1:i,t,.•,.,:'- 720-560-2269 BY: (Ai l; pt.; CZ-5(V3) s 36 �'F w� � �,L 5-(3:)(25) rr�p t L, tb=4 , Z(4/-4:17" Lir Zboa4 SI-sl5S5o SL..ZZa,M DLr (tor) SIS) s 115 on, ( FQCon,, R.Cit 2) 5L s- U.0)(Z5) r ZJ,r' 0 F'GF DL s 1300# 5 L- (1 6 000 Roo HDR S : } . " pANx3-0 CAI1• • DL._ [u�)( 1S ) r Zoo PC'` SL,r(lIf)t -5) x 27-5P1-F pc Fax:". Gcte.Dod..Tieuss) e, 2.-0 L r (to') (3rd (2..5) r 7.5ok Rti-lz . � ° "bPArvs 6 ` O~ cAii DL $ (stir)(1$)s.200 Pt.F 3L: (i t') (�5) .r21-5 j F Page 14 of 134 � (/ �{y COMPANY PROJECT ifl md y Ar o r k s Aug 23,2016 15:41 RHO vnvb SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Woodwodle Sizer 1042 Loads: Load Type Distribution Pat- Location. (ft] Magnitude 6nit tern Start End Start End loadl 'Dead Partial 001 0.08 3.:11 200.0 200.0 plf Load2 Snow Partial ODL 0.00 3.21 275.0 275.0 plf Load) Dead Point 2.00 600 lbx Load4 Snow Point 2.00 750 lba Self-weight Deed Full 001 6,0 plf Maximum Reactions(lbs),Bearing Capacities fibs)and Bearing Lengths(In): 0' 3 ' Cofactcred: Dead 514 709 Snow 660 914 Factored: Total 1162 1623 Searing: Capacity Beam 1122 1623 Support 1308 1797 Anal/Des Beam 1.00 1.00 Support 0.90 9.90 Load comb 42 62 length 0.54 0.74 tiro req'd 0.54 0.74 Cb 1.00 1.00 Cl sin 1.00 1.00 Cb support 1.11 1.11 Fop Sop 625 625 Lumber-soft,D.Fir-L,No.2,4x5(3-1/2'xT-1/4") • Suppods All-limber-soft Seam,D.Ff-L No.2 Total length:3'-1.3';volume=0.5 WI; 1.51550 50p05.WO et 45ppod5.bottoms at sappads; Analysis vs.Allowable Stress and Deflection using NDs 2012 Criterion Ane'yyala Value Design Value Unit Analysixibesign shear fa= 77 Cv = 207 psi v/fv' w T0.37 eendingl+l fb = 568 Fb' = 1339 psi fb/Fb' 0.42 Dead Oefl'n 0.01 =<L/999 Live Dofl'e 0.01 =0L1999 0.10= L/360 In 0.07 Total Ce31'n 0..01 =<1./959 0.15= 0/240 In 4.10 Additional Data: FACTORS: F/E/psilCD CM Ct CL CF Cfu Cr Cfrt Ca Cn LCD Iv. 180 1.15 1.00 1.00 - - - 1.00 1.00 0.00 2 re d 900 1.15 1.00 1.00 0.999 1.300 1.00 1.00 1.00 1.00 - 2 Fop' 625 - 1.00 1.00 - - - 1.00 1,00 - - E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 Paain' 0.58 million 1.00 1.00 - - 1.00 1,00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 62 =D+5, V= 1608, V design= 1304 lbw Bending(+): LC#2 =0+5, M= 1452 lbs-ft Deflection: IC e2 = D+S (live) LC 42 =0+5 (total/ D=dead L-'live S=snow W=wind i=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IEC 2012 CALCULATIONS: Deflection: EL= 170e06 lb-in2 "Live"deflection= Deflection from all non-dead loads (live, wind, sn ow../ Total Deflection= 1.50(Dead Load Deflection) 0 Live Load Deflection. Lateral stability (+), Lu= 3'-0.63" Le=6'-3.50" RB= 6.68 Design Notes: 1.Woodworks analysis and design are In accordance with the ICC ImematIonal Building Code(IBC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement 2.Please verify that the default datedion limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 15 of 134 ' COMPANY PROJECT %Vood\iVo r i\S® Aug 23,2016 15:42 RH2 weM SOFTWARE Ft26 WOOD DESIGN Design Check Calculation Sheet woodworks Steer 10.42 Loads: Load Type Distribution Fat- Location (ft] Magnitude Unit torn Start End Start End Loadf Dean Fu11 UD1, 200.0 pit Lcad2 Snow Full 1021 275.0 pit Solt-Height Dead Full UAI. 6.9 plf Maximum Reactions fibs),Bearing Capacities(Abs)and Bearing Lengths(In): I. 5'-13' 8'9.7" Unfettered, Dead 629 629 Snow 840 840 Factored: Total 1470 1470 Bearing: Capacity Beam 1470 1470 Support 1627 1627 Mal/Des lean 1.00 0.00 Support 0.90 0.90 Load comb 92 42 Length 0.67 0.67 Man req'd 0.67 4.67 Cb 1.00 1.00 Cb min 1.00 1.00 Co support 1.11 1.11 Ftp sup 625 625 Lumber-soft,D.Fir-L,No.2,4x8(3-114"x7-114") Supports:All-Timber-soft Beam,D,Flr-L No.2 Total length:5'-1.3";volume=1,1 co ft.; Lateral support top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Cniter:n6 Analysts Value Design value Unit Analyybia/00019B Seer iv= 68 Ye - 20/ psi lv!Fv' = 1.33 Bending(4. Pb= 863 Fb' . 1333 psi fb/Fb' = 0.65 Dead Defl'n 0.04 =01/999 Live Defl'n 0.05 = <L/999 0.20= L/350 in 0.23 Total Defl'n 0.10 = L/731 0.30 = L/240 in 0.33 Additional Data: FACTORS; F/E(pci;CD CM Ct CL CE Cfu Cr Cfrt Ci Cn LCD Iv' 180 1.15 1.00 1.00 -. - 1.00 1.00 1.00 2 Fb'4 900 1.15 1.00 1,00 0.991 1.300 1,00 1.00 1.00 1.00 - 2 Fop' 625 - 1.00 1,00 - - - - 1.0D 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 foot' 0.58 million 1.00 1,00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 =DiS, V= 1957, V design- 1152 lbs Bending(+): LC 92 =D+S, M= 2205 lbs-ft Deflection: LC 92 = DII (live) LC 92 = 0+0 ;total( D-dead L=1ivc 0=anew W=wind I-impact Lr=roof live Lc=concentrated E=earthqua:ie All I.e's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS; Deflection: RI = 176e06 lb-in2 "Live"deflection= Deflection from all non-dead loads ;live, wind, sn ow_.) Total Deflection= 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability (+1: Lu= 6'-0,69" Le= 11'-8.19" RB= 9.11 Design Notes: 1.WoodWorks analysis and design we In accordance with the ICC International Building Code(IBC 2012),the National Design Specification(1402 2012),and NDS Design Supplement 2.Please verify that the default deflection limits we appropriate for your appllcaton. 3 Sawn lumber bending members shall be laterally supported acxoroyng to the provisions of NDS Clause 4,4,1. Main Office CLIENT: Page 16 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: Ej Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER. Bend,Oregon 97703 541-383-1828 FROELICH LjDerverOffice DATE: ENGINEERS12303 Airport Way,Suite 200 1 Broomfield,Colorado 80021 a 720-560-2269 BY: W 4004.J 1-1107 C:ok 0 or 0c P44J L 7-0.P Pt LAJIAM s 4.5 Pz, PL.; c. Pc) S•53 91—o - Ai Gr t.t, 1.61s, cLoT 1 Page 17 of 134 Client: Project: Project#: Date: By: FROELICH ENGINEERS ! WIND FORCE CALCULATION-C&C Walls ASCE 7-10 SECTION 30.6,30.7(Third Printing) Design Wind Loads on Components and Cladding-Walls Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Exposure Category= B Wind Directionality Factor Kd= 0.85 Table 26.6-1 (page 194) Mean Height of Roof,h= 40 ft Topographic Effects Input Hill Height H= 0 ft Table 26.8-1 (page 196) Length of 112.hill height Lh= 1000 ft Table 26.8-1 (page 196) Dist.From Crest to Bldg.x= 100 ft Table 26.8-1 (page 196) Height Above Local Grade z= 15 ft Table 26.8-1 (page 196) Horizontal Attenuation Factor m= 1.5 Table 26.8-1 (page 196) Height Attenuation Factor g= 3 Table 26.8-1 (page 196) Shape Factor K1/(H/Lh)= 1.3 Table 26.8-1 (page 196) Output-Topographic Multipliers K1 = 0.00 K2= 0.93 K3= 0.96 Topographic Factor K2= 1.00 Terrain Exposure Constants nominal height of boundary zg= 1200 Table 26.9-1 (page 199) 3-s gust exponent a= 7.00 Table 26.9-1 (page 199) Page 18 of 134 Pressure Coefficients Input Velocity Pressure Exposure Coefficients Kh (see below) Table 30.3-1 (page 259) Height(ft) Kh qh(psf) Velocity 15 0.70 22.0 Pressure 20 0.70 22.0 Output qz 25 0.70 22.0 30 0.70 22.0 40 0.76 23.8 50 0.81 25.4 60 0.85 26.8 70 0.89 28.0 80 0.93 29.1 90 0.96 30.0 100 0.99 31.0 120 1.04 32.6 h= 40 0.76 23.8 qh External Pressure Coefficients(GCS,)-Use Figure 30,4-1 for h<60 ft,30.6-1 for h>60 ft GC/;_+/- 0.18 Table 26.11-1 (page 201) Pressure Coefficients on Exterior Surfaces of Walls Zone GCp Zone 4(+) 0.90 Figure 30.4-1 for h<=60(page 277) Zone 5(+) 0.90 Figure 30.6-1 for h>60(page 290) Zone 4(-) -0.90 Zone 5(-) -1.80 Calculate Wind Pressure,p,per Equation 30.4-1 or 30.6-1,using qt, Exterior Face of Surface Zone p(psf) Zone 4(+) 25.74 with Positive Internal Pressure Zone 5 (+) 25.74 with Positive Internal Pressure Zone 4(-) -25.74 with Negative Internal Pressure Zone 5 (-) -47.19 with Negative Internal Pressure Page 19 of 134 COMPANY PROJECT C. WoodWorks® sorrwARi FOR WOOD oesrcnr Dec.13,2016 09:39 Beam1 Design Check Calculation Sheet WoodWorks Sizer 10 42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load: W1nd Full UDL 72.0 p;: Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 9' .5" Unfactored: Dead Wind 327 327 Factored: Total 196 196 Bearing: Capacity Beam 2266 2266 Support 2266 2266 Anal/Des Beam 0.09 0.09 Support 0.09 0.09 Load comb #2 k2 Length 0.50* 0.50• Min req'd 0.50+ 0.50. Cb 1.00 1.00 Cb min. 1.00 1.00 Cb support 1.00 1.00 Fro sum 625 625 •Mlnimuni bearing length getting used:112'for end supports Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-eoft Beam,D.Fir-L No.2 Total length:9'-1.0';volume=1.6 cu 1t; Lateral support:top=at supports,bottom=at supports;Oblique angle:90,0 deg; Analysis vs.Allowable Stress and Deflection using NOS 2012: Criterion Analysis Value Design Value.- Unit Analysis/Design Shear x-x fv = 0 iv' 288 kips Ev/Fv' = 0.00 y-y fv = 11 Fv' 288 psi fv/Fv' = 0.04 Bending(*) x-x fb = 0 Fb' a 1931 kip-ft fb/Fb' = 0.00 y-y fb = 358 Fb' • 1966 kip-ft fb/Fb' = 0.10 Dead Defl'n negligible Live Defi'n 0.16 = 1/692 0.45 = L/240 In 0.3i Total Defl'n 0.16 = L/692 0.45 = L/240 In 0.30 . Additional Data: FACTORS: F/E(psi)CD CM Ct CL CP' Cfu Cr Cfr: Ci Cn LC# ivy' 180 1.60 1.00 1.00 - - - - 1.00 1.00 - 2 Fby' 900 1.60 1.00 1.00 1.000 1.302 1.05 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 8.00 - - - - 1.00 1.00 - E. 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .60+,6W, V = 195, V design. = 192 lbs Bending(+): LC #2 - .6D+.6W, M = 441 lbs-ft Deflection: LC #2 = .6D-(.6W (live) LC k2 = .60+.6W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthguake A11 LC's are listed In the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 178e06 lb-in2 Ely = 41.4e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow.,) Total Deflection = 1.5D(Dead Load Deflection) + Live Load Deflection. Lateral stability I+1: Lu = 9'-0.50" Le = 16'-7.63" RB = 3.65 Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application, 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4.1. " ❑ Main Off cc CLIENT: Page 20hof 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: i ❑ Control Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 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: .?sf`C` FC.aa2 F,e,4A,L1ik1 Gr. Feer DEA© LpAC?.5- Z�j F eceewe &tie 60,10 s c40PF c©,aelpoe L.rvEtex4C)s.10t:,PC. Fre. ,Zo‘srs s IZ'_.o ` p4 SF"AnJ /5—f o.. SPAAJr —/ G ` SPA /aJ r 5'-c.. (Cph I^i or ) SPANS -a" ( Dem' ) Page 21 of 134 .1ii F 0 R I E MEMBER REPORT 3rd Floor,Span 17-0" PASSED V 1 piece(s) 117/8"TMI® 110 @ 24" OC Overall Length: 12'7" . _ _ .. . . • 12' --',t" Q 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 LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 829 @ 2 1/2" 1041(2.25") Passed(80%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 804 @ 3 1/2" 1560 Passed(52%) 1.00 1.0 I)+1.0 L(All Spans) Building Use:Residential Moment(ft-lbs) 2479 m 6'3 1/2" 3160 Passed(78%) 1.00 1.0 D+1.0 L(Ail Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.133 @ 6'3 1/2" 0.304 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.223 @ 6'3 1/2" 0.608 Passed(1/654) -- 1.0 D+1.0 L(All Spans) TJ-Pro'Rating 58 45 Passed — -- •Deflection criteria:LL([/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'1 1/2"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 7/8",1"Panel(32"Span Rating)that Is glued and nailed down. •Additional considerations for then-Pron.Rating include:1/2"Gypsum ceiling. Rearing Length Loads to Supports(lbs) Supports Tobi Available Required Dead Maar Uva Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75" 340 503 843 1 1/4"Rim Board 2-Stud wall-SPF 3.50' 2.25" 1.75' 340 503 843 1 1/4"Rim Board •Rim Board Is assumed to carry all bads applied directly above it,bypassing the member being designed. Dead Floor Use Loads Location(side) Sponte (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'7" 24" 27.0 40.0 Residential-Using Areas Weyerhaeuser Notes fry 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 l forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-13B7 and/or tested f In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woockiywy.comiservicests_codeReports.aspx. 1 The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/24/2016 9:00:10 AM Forte v5.1,Design Engine:V6.5.1.1 Yashar Sarraf Pour Froelich Engineers Joists.4fe (503)9246311 year raf@froelich-engineers corn Page 1 of 1 Page 22 of 134 ilii F 0 R I E MEMBER REPORT 3rd Floor,Span 15=0" PASSED 1 l 1 piece(s) 117/8rTM® 210 CO 24" OC Overall Length: 15'7" ,.,.. 15 I' 4 0 CI All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Cl L.oatlon Allowed Result LDF Load:Combination(Pawn) System:Floor Member Reaction(lbs) 1030 @ 2 1/2" 1134(2.25") Passed(91%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1005 @ 3 1/2" 1655 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential t Moment(Ft-lbs) 3853 @ 7'9 1/2" 3795 Passed(102%) 1.00 1.0 D+1.0 L(All Spans) Bidding Code:IBC 2012 Live Load Defl.(in) 0.265 @ 7 9 1/2" 0.379 Passed(1/686) -- 1.0 D+1.0 L(All Spans) Design Methodology:As0 Total Load Den.(In) 0.444 @ 7 9 1/2" 0.758 Passed(L/410) -- 1.0 D+1.0 L(All Spans) T)-Pro'"Rating 50 45 Passed -- ri •Deflection criteria:U.(11480)and TI-(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'3"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 7/B",1"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"'Rating include:1/2"Gypsum ceiling. ( Owing Lengthtoad.Lo supports SuP�� Tocol Available Requited Dead Floor natpus)alAccessories Uve 1-Stud wall-SPF 3.50" 2.25" 1.85" 421 623 1044 11/4"Rim Board 12-Stud wall-SPF 3.50" 2.25' 1.B5" 421 623 1044 11/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead FlowUve Loads Location(Side) Spading (0.90) (1.00) Comments d-Uniform(PSF) 0 to 15'7" 24" 27.0 40.0 Residential-living Areas 4 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. l !Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. i(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,bulkier 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodaywy.com/semIces/s_CodeReports.aspx. The product application,input design bads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/24/2016 9:00:19 AM Yashar sarraf Pour Forte v5.1,Design Engine:V6.5.1,1 Froelich Engineers Joists.4te . (503)924-6311 ysarraf@froelich-engineers corn Page 1 of 1 Page 23 of 134 I TE F RMEMBER REPORT 3rd Floor,Span 16=6" PASSED E 1 G 1 piece(s) 11 7/8"TMI@ 360 @ 19.2" OC Overall Length: 19' 1" , -- a _ --)18,6.. . —4" 111 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Loeaeon Allowed Result LDF Wad:Combination(Pattern) System:Floor Member Reaction(lbs) 1012 @ 2 1/2" 1202(2.25") Passed(84%) 1.00_1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 992 @ 3 1/2" 1705 Passed(58%) 1.00. 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 4669 @ 9'6 1/2" 6180 Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Fcrus Load Defl.(in) 0.382 @ 9'6 1/2" 0.467 Passed(L/586) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.640 @ 9'6 1/2" 0.933 Passed(L/350) -- 1.0 D+1.0 L(All Spans) I TJ-Pror"Rating 48 4S -Passed -- •-- _- _ •Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'9 1/2"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 7/8",1"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:1/2"Gypsum ceiling. Bearing Length Loads 10 Supports(Ms) Supports Tota) Available Required Dead Fkmr Total Ameborlea 1-Stud wall-5PF 3.50" 2.25" 1.75" 412 611 1023 1 1/4"Rim Board L2-Stud wall-SPF 3.50" 2.25" 1.75" 412 611 1023 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floe'Lire Loads Location(side) Spadng (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 19'1" 19.2" 27.0 40.0 Residential-Living - Areas 1 Weyerhaeuser Notes SUSTAINABLE F012E51171'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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ISR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.coni/seMces/sCodeReports.espx. lite product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/24/2016 9:00:25 AM Yashar Sarraf Pour Forte v5.1,Design Engine:V6.5.1.1 Froelich Engineers Jojgts,4fe (503)924-6311 ysarraf@troelrch-engineers corn Page 1 of 1 Page 24 of 134 " MEMBER REPORT 3rd Floor,Span 5'--O"(Corridor Joists) PASSED E sok 1 pieces) 2 x 6 Douglas Fir-Larch No. 2 CD 16"OC Overall Length:5'7" + + i 5. 4' 4* 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. i Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) j System:Floor Member Reaction(lbs) 455 @ 2 1/2" 1434(2.25") Passed(32%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 346 @ 9" 990 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Bullring Use:Residential Moment(Ft-lbs) 565 @ 2'9 1/2" 848 Passed(67%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 i Live Load Deft.(In) 0.064 @ 2'91/2" 0.129 Passed(L/965) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(In) 0.082 @ 2'9 1/2" 0.258 Passed(U760) -- 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating __ WA N/A -- -- •Deflection criteria:11-(1/480)and TL(11240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 5'4 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%Increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. •No composite action between deck and Joist was considered in analysis. Bearing Length wads to Supper(Ibs) SupportsFloor Total Available Required Dead Total Aooessades 1-Stud wall-SPF 3.50" 2.25' 1.50" 101 372 473 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 101 372 473 1 1/4"Rim Board I •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Lo®don(Side) Spadng (0.90) (1.00) Comments .1-Uniform(PSF) 0 to 5'7" 16" 27.0 100.0AreaRdserttiat-Livingj [Weyerhaeuser Notes sI.JSI I AINIEEtLE FORESIitY INmr,1IVE 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 drcumvent 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 lforestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-11S3 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.cam/seMces/s_CodeRepots.aspx. [The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/24/2016 9:00:31 AM Yashar Sarraf Pour Forte v5 1,Design Engine:V6.5.1.1 Froelich Engineers Joists.4te (503)924-6311 ysarraf@froelich-engineers corn Page 1 of 1 Page 25 of,134 FORTE MEMBER REPORT 3rd Floor,Span 6'-O"(Deck Joists) PASSED "�� 1 piece(s) 2 x 6 Hem-Fir No. 2 0 16" OC Overall Length:6'7" 0 0 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(lbs) 285 @ 2 1/2' 1367(22..25") Passed(21%) -- 1.0 D+1.0 L(All Spans) , Member Type:Joist Shear(lbs) 227 @ 9" 825 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(fit-lbs) 425 @ 3'3 1/2" 801 Passed(53%) 1.00 1.0 D+1.0 L(AI{Spans) Building Code:IBC 2012 Live Load Deft.(in) 0.064 @ 3'3 1/2" 0.154 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) I Design Methodology:ASD Total Load Defl.(in) 0.108 @ 3'3 1/2" 0.308 Passed(1/688) -- 1.0 D+1.0 L(All Spans) 1 TJ-Pro"" -- --Rating N/A N/A -- •Deflection criteria:LL(L/4B0)and TL(1/240). •Bracing(W):All compression edges(top and bottom)must be braced at 6'4 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase In the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. ( Bernina- Beig Length Loads to Supports(Ms)!Supportsoor Total Available Required Dead Fllive Total Acoessortea 1-Stud wall-SPF 3.50" 2.25" 1.50" 119 176 295 1 1/4"Rim Board (2-Stud wall-SPF 3.50" 2.25" 1.50" 119 176 295 1 1/4"Rim Board •Rim Board is assumed to carry ail loads applied directly above it,bypassing the member being designed. Dead Floor live Loads .Laauon(sae) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 6'7" 16" 27.0 40.0 Residential-Using { Ames Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY I^ITIAilVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser ecpressly 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/24/2016 9:00:37 AM Forte v5.1,Design Engine:V6.5.1 1 Yashar Sanaf Pour JOists.4te Froelich Engineers (503)924-6311 ysarraf(o)froelich-engineers corn Page 1 of 1 ❑ Man Office CLIENT: Page 216 pf_134 , 6969 SW Hampton St. Portland,Oregon 97223 503.624-7005 PROJECT: 4114.. 745 NW Mt,Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H ❑Denver Office DATE: E N G I N E E R s 3 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 aft €weliz h cs,< • 720-560-2269 BY: 'eo / 1-04129e. /EAAA.S: SPAN r to -o DLr ( ) LL: ( 12') (t-tOjx Ngo PSP 3F 82/: SPA N s _ DLsAil )117 } Lt_t (1t- `)C(-10 ) = 560- Pc-F 3F63, : SPA/Vs 5-O". DL., (3-5) (z7) r 9 5 pLF 11 L-Lr( .S)(loo ) s 350 PLF 3F : SPAN s 11_ g CA--, (3)Lz.; s 1 F'LF LL% (3') ( {o) s 12.0 d'GF FB5/: SPANS 13'_O ADL.s c 1 PLF L.Ls120r'� �- Page 27 of 134 COMPANY PROJECT 1 %%'O Q ti\/1i/o r ks' Aug.24,2016 0911 3FB1 web inn WI WE POR WOOD DFSt6N Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location lftl Magnitude Unit tern Start End Stare End Loacl Veda Eu11 UO1 325.0 plf Load2 Live Full UDI, 480.0 plf a-el r-"eight Dead Full UnL 9.6 plf Maximum Reactions(lbs),Bearing Capacities(Ibs)and Bearing Lengths(in): } 10'-3.7- t 1 ..__.1 1o':i,e 'l:fat20radi Dead 1724 1724 Live 2474 2474 94tcare9: 4090 Total 4190 Capacity4198 Bean 4199 Support 4465 4469 Anal/Des Beam 1.00 1.00 Support 0.94 0.94 Load comb 55 Length 1.8565 1 .95 C5 b req'd 1.00 1.00 Cb 1.00 1.00 support Cb 1.00 1.11 Eo s superL 1.25 625 cep sup 625 Glulam-Unbal.,West Species,24F-1.8E WS,3.1!2=x11-718" 8 laminations,3-142'maximum width, Supports:All-Timber-sort Beam,D..Fir-L No 2 Total length:10'-3 T;volume= 3.0 era.; Lateral support:top=lull,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos leu: Crit*rian Analysis Value Des19n= Value Unit Analyela/Design Shear Y 118 iv' 00 psi tv/Ty. - -9;44 Bending(+) fb- 1531 Pb' - 2400 psi. fb/ib' = 0.54 Dead Defl'n 0.09=<1/999 Live Defl'a 0.13 • 1/933 0.34 = L/360 in 0.39 Total Defi'n 0.27 - 1/451 0,51= 1/240 In 0.53 Additional Data: FACTORS: F/EipsilCD UM Ct CL CV Cfu Cr Cfrt Notes Cn'Cvr LCv Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fop' 650 - 1.00 1.00 -- - - - 1.00 - E' 1.8 million 1.00 1.00 - - - - 0.00 - - 2 Fminy' 0.85 million 1.00 1.00 - .. - - 1..00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 - 0+1., V= 4136, V design - 3267 lbs Bending(+): LC#2 = O+L, M= 10498 lbs-ft Deflection: LC 42 - D+L (live) LC 112 = 1+L (total} D-dead 1-live 5=sncu W-wind I=impact Lc=mcof live Le=concentrated E-earthquake 1011 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 079e06 lb-in2 "Live" deflection=Deflection from all non-dead loads (live, wind, ono w..,l Total Deflection = 1.50:Dead Load Deflection) +Live Load Deflection. Design Notes: I Wood Works analysis end design am in accordance with the ICC International Building Code 013C 2012),the National Design Specit-ieotion(NDS 2012),and NOS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application. 3 Shim design values ere for materials conforming to ANSI 117-2010 and meraalactured In accordance with ANSI A1901-2007 4 GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 8,GLULAM:bearing length based on smeller of Fcp(tension),Fcp(comp'n), Page 28 of 134 COMPANY PROJECT °it Wood VVo r k s Aug 24.201009 12 3F112:orb SOM.'S Rf FOR Woo()DESIGN Design Check Calculation Sheet wwwww sw.1C4 Loads: • Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): .1 7" **, • •••4 3333 3.11 373 Galsm-Urthal,Wart Specks,24F-1 AIE WS.3-1/2"x11-7/0" 8iti 3-1/7 madnon odth, Sanwa:Ai•limbaEsoft Bark 0 Fin13 11C2 Tone feneln 4-1 r,yoiumc, 1 2 nu 11 Went wort mon NI,ncton= oppote„ Analysis vs.Allowable Stress and Deflection Ks low r s 353 773 Additional Data: . _ „ . . _ - • COOCAL LOAD COM9tRAIONS „„3 CALCutATIONS Design Notes: 1 MoedWalo wayele end eilekIP 11110011.3b1411 wth 10 ICC loanstono ENNOng Cede(IBC 2012),gm NAO.'Dow gptotosew(005 2014 and NDS 0.19.SOW:tont 2 Pow way dot go derma Onlecon inNose Notowlabe tor got soolows: 3 Caton dots venwe we for notedsle onlennng lo ANSI 111-2010 and fl led n woodmen*:ANSi A190 1-20132 4 GLOWS:lod.7 NAM Oman solus1 tholh S%Mtn Boo OM be lOinely poporled owning Id the woonts of NDS Pow 3 3.3 GLLAAM Wong OVA Mod on woke of Feoginsion).FeWessepT) Page 29 of 134 COMPANY PROJECT fit WoodWoodworks® iOFTWARt FOR V4000 of suyv Aug 24,2016 09:13 3FB3 wwb Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start Fnd Loaal Dead Full CDL 95.0 pit Load2 Live Full CDL 350.0 plf Self-weight Dead Full UDE. 9.6 oil Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): i 5-1" _ t Unfactored: Dead 253 253 Live 890 890 Factored: Total 1143 1143 Bearing: Capacity Beam 1143 1143 Support 1266 1266 Anal!Des Beam 1.00 1.00 Support 0.90 6.90 Load comb #242 Length 0.52 0.52 Min req'd 0.52 0.52 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 lill Fop sup 625 625 Lumber-soft,D.Fir-L,No.1,AA(3-1/2"0-112") Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:5-1 On;volume=07 cu.ft; Lateral support:top=full,bottom=at stsapons; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Desian Value Unit Analysis/Design Shear iv - 72 Fvt = 180 psi ?v/Fv1 = -12.40 Bending(s) fb = 972 Fb' . 1300 psi fb/FD. ,. 0.75 Dead Defl'n 0.02 - 41./999 Live Defl‘n 0.06 = L/979 0.17 = L/360 in 0.37 Total Defl'n 0.09 = 1/68.11 0.25 = 1/240 In 0.35 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt CI Cr. LC4 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.00 1.00 1.00 1.000 1,300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E1 1,7 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 - D+L, V - 1134, V design = 918 lbs Bending(+): LC #2 = D+L, M . 1430 lbs-ft Deflection: LC #2 -. D+L (live) LC #2 - D+1 (total) D=dead L-live S=snow W=wind I=impact Lr=roof live Lc=concentrated E.earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: SI = 82.5e06 lb-in2 "Live" deflection " Deflection from all non-dead loads {live, wind, snow-) Total Detlection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement 2 Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4 1 Page 30of134 COMPANY PROJECT WoodWorks® sorrw.ler FON WOOD 0r0005 Sep 9,2016 10:51 3FB4 wwb Design Check Calculation Sheet Woodworks Sizer 10 42 Loads: Load Type Distribution Pat- Location Iftl Magnitude Unit tern Start End Start End Load1 Dead Full U➢L. 81,0 p30 load2 Live Full. UDL 120.0 elf Self-weight Dead Full UDL. 8.1 cif Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): 11'-8 2" Unfactored: Dead 520 H2O Live 701 701 Factored: Total 1221 1221 Hearing: Capacity Beam 1221 1221 Support 2609 25508 Anal/Des Beam 1.00 0.00 Support 0.47 7.47 toad comb #2 42 Length 1.08 1.08 Min req'd 1.08 1.08 Cb 1.03 1.00 Cb min 1..00 1.00 Cb support 1.11 0.11 Fon sup 625 625 Lumber-soft,Hem-Fir,No.2,4x12(3-112"x11-114") Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:11'-82";volume=3.2 cu ft.; Lateral support:tap=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterlcn Ane ysis Value Design Value Unit Analysts/Desi Shear iv = 3`S Tv' 120 psi fv/Fv' = 0,32 Bending(); fb = 571 Fb' = 748 psi fb/Fb' = 0.76 Dead Defi'n 7.07 = <L/998 Live Defl'n 0.09 = <1/999 0.39 = L/360 in 0.25 Total Dell's 1,20 = 1./692 0.58 = L/240 in 0,35 Additional Data: FACTORS: F/E)psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Eb', 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 0.80 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - -- 1.00 0.95 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Sneer : LC #2 = D+L, V = 1212, V design = 1006 lbs Bending;+I: LC 82 = D+L, M = 3511 lbs-ft Deflection: LC 62 = D+L (live) LC 112 = D+L (total) D=dead L-live S=stow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS. Deflection: Ci = 540e06 l'o-:n2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow.,) Total Deflection = 1.5D)Dead Load Deflection) + Live Load Deflection. Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application 3 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4.1 Page 31 of 134 COMPANY PROJECT (1I MI6 o1VVorks® Aug 24,201809:16 3FB5 web -.. 60FT10R0-06 090)00 OF17GN Design Check Calculation Sheet Woodworks Steer 10.42 Loads: Load Type lastribution Pat- Location (ft) Magnitude Unit icon Start End Start End "✓.+rd: Dead 01<1T UCL 21:0 pif Lohd2 Live `0<11 UDL 120.0 plf 5+21-•seogiao Deed Full VOL 11,.4 elf Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): 13' ,5' nraat4:o=1' Oead 604 644 hive 785 785 Total 1359 1309 3sa_iny: Capacity Beam 1787 1707 Support 1936 1836 Anal/Des Beam 0.78 0.10 Support 0.76 0.76 Load t r..0 12 02 Length o 0.50' 0.50• Min req'd 0,50' 0.50' Cb 1.00 1.30 Cb tUn 7..00 1.00 Cb support 1.07 1.07 Map a-p 625 605 -alirnimum beefing length aetmlg used 112'for end swipes Ghulam-Unbel.,West Species,24F-111E WS,5112"x9" B laminations,5-1/2'maximum MOM. Supports:MI-limber-soft Beam,D.Ffr-L No.2 Total length:13',1,0';volume" 4.5 coil.; Lateral support:lop=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection wino NDS 2012: 'Criterion Analysts Valve Design Value Olsot. Atel1y'satalteolgn Shear iv= 37 Fv' - 215 per, Pette' = 0,14 Bendingt+) fb - 730 F1' 2400 psi fb/Fb' - 0.30 Dead Dell's 0.10 _<L/999 Live Defl'n 0.13=<L/999 0.43 = 11360 in 0.30 Total Dell's 0.28 = L/559 0.61 = 1/240 in 0.43.. Additional Data: FACTORS: F/E,p l;;;o0 CM Ct CL CV au Cr Cfrt.Notes Cn'Cvr LCI On' 265 1.00 1.00 3.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 3.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fop' 650 - 1.00 1.00 - 1.8 million 1.00 :-00 - - - - 1.00 -- - 2 rainy' 0.85 million 1.00 1.00 - - - - 0.00 - - 2 CRITICAL LOAD COMBINATIONS: shear LC 12 = D+L, V= 1305, V design = 1221 lbs Bending(*): LC 82 = D<L, u= 4516 lbs-ft Deflection: LC 42 = 0+L (live) LC 62 =D+1, (total) D=dead 1-live 5-=snow 0=grind I=impact Lr=roof live Cc=eoneentsated E=eartl1Guase All LC's are listed in the Analysis output Load combinations: ASCE 7-11 / IBC 2012 CALCULATIONS. Deflection: E1 = 601006 1b-152 "Live" deflection= Deflectio,, from all nun-dead loads (live, wind, snow.,/ Total Deflection= 1.50(Deed Load Deflection; + Live Load Deflection. Design Notes: 1.WoedWedw ametysrs and design ere M a.ondance wilt the ICC international Building Code(IEC 2012),the Hahn al Design Specification(NDS 2012),and NDS Design Supplement. 2.Please verify that Me dermal deflection links are appropriate lar yew pppGcalion, 3.Ga4arn design values are au metmialt contertmng to ANS1117,2010 and menefaraured In accordance with ANSI A790.1.2001 4.GLULAM:bed=actual breadth x actual depth. 5 Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3 3. B.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 4 ❑ Main Office CLIENT: Page 32 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: i ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H ❑Denver Office DATE: E N G I N E E R S E 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY. .fror!re}� r < <:•..;++rn 720-560-2269 ARD F4o0R.. fIG7 1111POPI M111/1111911111111 FHI/: P/ .s. 1/-0— DL.< ( 15�) (2.. } 4405 Pt.F LL ( 1s') (44o) s 600 PL Page 33 of 134 COMPANY PROJECT WoodWorks® Aug.24,2016 0923 3FH1 vast .SOri WARE IOE WOOD oPSIG,L Design Check Calculation Sheet Woodworks Sizer 10.42 Loads: Load Type Distribution Pat- Location IftI Magnitude Unit tern jta.rt End Start End Local Dead '9u:.I. tot 401.0 pit Load2 Live Full lOt 600.0 plf Self-ve,gbt Dead Fo)0 001, 6.0 01€ Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): 3' .- area, ••,nead 641 641 Live 9366 936 Factored: Total 1577 1577 Bearing: Capacity Seam 1577 1977 Support 1740 1746 Anal/Des Beam 1.00 1.00 Support 0.90 1.90 Load comb 42 92 Length 0.72 0.72 Min zeq'd 1.72 0.72 Cb 1.00 1.00 Cb thin :.00 1.00 Lb auppost 1,11 1.11 000 cup. 025 625 Lumber-soft,D.Fir-L,No.2,4z8(3-112"x7-114") Supports:All-Timber-soli Beam.0 FinL No.2 Tow length:3'-1.4";volume=0.6 cu It; Lateral support top=at supports,bottom-at supports; Analysis vs.Allowable Stress and Deflection,wi a Nos x01:: i_ezien Analysis Value Dallis', '.'glua Unit Anulysi9/Del qn n-ar iv- a4 Tv = SBO psi 77fv/Ss" * 9.30 Fending(t) fb= 963 Pb' = 1165 psi fb/Fb' - 0.40 Dead Defl'n 0.00 - <1/999 Live Defl'n 0.01-<1/999 0.10= L/360 an 0.07 Total Defl'n 0.01 -<L/999 0.15= 1/240 in. 0.09 Additional Data: ;ACTORS: F/FipSttCD CM Ct CL (:t Cfu Cr Cfrt CI Cn IC4 Tv' 100 1.00 1.00 1..00 - 1.09 1.00 1.00 2 M.+ 900 1.00 1.09 1.00 0.996 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.09 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.30 1.00 - 2 Emin' C.50 million 1.00 1.00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS-. Shear : LC 02 - D:L, '1= 1547, V design= 306 lbs Bending(+): LC 02 = 0<L, M= 1183 lbs-ft De`lectlon: LC 42 = 041. (Live) LC 42 = 5+1 (total) D=dead L-live S- nou W-uind I-impact Lr-roof live Lc concentrated E earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EL= 175e0fi 1b-in2 "Live" deflection- Deflection from all non-dead loads (live, wand, snow.) now..) Total Deflection= 1.50(Dead Load Deflection; +Live Load Deflection. Lateral stability (+1: In=3'-0.15" Le =0'-3.53" RB 5.09 Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC Intematloaal Building Code(IBC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement. 2 Please verify that the default deflection Omits are appropriate for your application. 3.Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. Dfv 1 W Vald rlo a) ca "11 - — i T6 I CDCL I ...._ i ; , „. _ .. i . 11 ... ____ ____ _ 7.:_._....._ ........ , . __ . . . . . . „ R. . ;r ... : , 4; i . 7. --'r? - I ;E i- ""' .__--- ice. IA Z.14-di li Z L_- t'ti. �' ------- -.w�wwww�w - ---_._._� .----•- 14_ i , i - II tem ) uavi1 '. toS�� I- 1 I wI L IT __gm__ .... __ 1 : ,....i....„)_. ___L I h'am • i' rz........ f _ -I 0 Main Office CLIENT: Page 35 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: .3. p. LI Central Oregon 745 NW Mt.Washington Dr,#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH flDenveroftce DATE: ENGINEERS 12303 Airport Way,Suite 200 I Broomfield,Colorado 80021 froL ic tni 720-560-2269 BY: 2."I F.:1-4:50fa FRAxtiAiGt. See 3/41)rtcoR FR.AAAAA)Gi DESiCikAi s+,.84 ❑ Main Office CLIENT: Page 36 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: �.4. Bend,Oregon 97703 541-383-1828 F R O E L I C H ❑Denver Office DATE: ENGINEERS12303 Airport Way.Suite 200 Broomfield,Colorado 80021 �.f ruI °Gr. cri' 720-560-2269 BY: 1sT FcooR FRANCm.1 FLo0Ae- DEAD £4AIS - 2.7 P5F FLoo,e L i tie LOA D s 4-1 o PS F DEA© LcAD r /2 PSF C-o1zal Dot LAVE Go4D r Ioc PSF i1t 1 sT Foo SotsTs: Peg-C"" % F3 r. w1 . DLs Z7P5F `-.'' LL ir '-Iv PsF F CgeoM C...)ALL ABog 6) • DLx(lo)(12)t(4 )(Z1) 0,1 )l12-) A(Li)(z4')ecI°)( Z)-xCJ�b PLF L1- c(2 (He) (<lo) s 37-o PLF Page 37 of 134 I filFOC T E MEMBER REPORT 1st Fbor, 1FJ1 PASSED I (7► 1 1 piece(s) 11 7/8" TM® 560 @ 16" OC Overall Length: 15'3" + 1 .44": t4 6" II 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual m Location Allowed Result LDF Load:Combination(Pattern) 1 System:Floor Member Reaction(lbs) 1367 @ 15'1/2" 1396(2.25") Passed(98%) 1.00 1.0 D+1.0 L(All Spans) I Member Type:Joist Shear(lbs) 1350 @ 14'11 1/2" 2050 Passed(66%) 1.00 1.0 D+1.0 L(All Spans) I Building Use:Residential Moment(Ft-lbs) 6572 @ 9' 9500 Passed(69%) 1.00 1.0 D+1.0 L(All Spans) 1 Building Code:IBC 2012 i Live Load Defl.(in) 0.180 @ 7'10 1/2" 0.367 Passed(L/980) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD i Total Load Defl.(in) 0.394 @ 7'11" 0.733 Passed(1.1446) -- 1.0 D+1.0 L(All Spans) TJ-Pro•"Rating 64 45 Passed -- -- •Deflection criteria:LL(11480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member siability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 7/8",1"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the TI-Pro"Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(ibs) SLIPportsFloor Trial Available Required paid Total Meessories 1-Stud wall-DF 5.50" 4.25" 1.75" 594 587 1181 1 1/4"Rim Board j 2-Sold wall-DF 3.50" 2.25" 2.14" 723 653 1376 1 1/4"Rim Board { •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. Deed Floor Live . Loads Location(Side) Spacing (0.90) (1.00) Camomile 1-Uniform(PSF) 0 to 15'3" 16" 27.0 40.0 Residential-Living Areas 2-Point .({PLF) 9' 16" 576.0 320.0 WeyerhaetlscrNotes •SUSTAINABLE FORESTRY INITIATIVE ha Weyeheuser warrants that the sizing of its products wit 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-13B7 and/or tested 'in accordance with applicable ASTM standards. For current code evaluation report;refer to htlp://www.woodbywy.corn/seneces/s_CodeReports.aspx• The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/24/2016 10:35:29 AM Forte v5.1,Design Engine:V6,5.1.1 Yashar Sarre Pour Froelich Engineers Joists.4te (503)9246311 ysoraf@froelich-engineers corn Page 1 of 1 Li Mcis,,Ofri-e CLIENT: Page 38 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: a rl Central Oregon 745 NW Mt.Washington Dr.0205 NUMBER: ;,. Bend,Oregon 97703 541-383-1828 FROELICH ❑ DenverOffi.e DATE. ENGINEERS 1 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 :tier.[oeli�hng;inee�s.:;3'n 720-560-2269 BY: /ST /CZ-doe /SEAMS: IFQ � : SPAw r H. 6 DL,('i')(ii)} (Iv 5 ( I2.)tuo)(Z7)r(1o)QIZ) t(Iof) (Z7)tc10') (12.) t(5 )(Z�-) s 1\0© PLF ( lot 10/ S ) ( yo ) s 1000 PLF sLf (N') (Z. ) r too PPC IF ESZ/; SPAN r 2,_ (, �L. (3)(1 ) `751 t:'[.Fr O to �y LLs(3 ) (c-to ) f !z.o PC-F til•, (2 )LIY)1 Jao7 C4)(z7) i12.co .t ( -11) ; -Y 1 Z (2') (2.1 ) f56o PLF ,q to LLs (3)12 - (3)(7-5 4.1 ZLjc PLP -t~ Pk:qt./T. Loam e. (1- M. 1 F Q�, ) OL = 2:4-00 lit LL r 16°0 1FB3,: PA/\) r DLr 120t(I )(2-7-) t I2-01 (1S')(Z-*) -tlIo r�tci�4C�"io.ti F..ctor: )(z7 ) : 1330 PL F o .25t 15 x65 .. use 75/ • LLr 15t 151 6 )( 140 ) (157. ) -% 101'0 PLF kL_LAA)T 2 0051C* Page 39 of 134 I . ; I,;,ou,.,_ CLIENT: 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: ,'r.: ❑Ce r'I'r71 li-e Jti�C 745 NW Mt.Washington Dr,#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH ❑ D rirorOffice DATE: ENGINEER 5 1 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: 1u1 720-560-2269 IFBe41 : SPAN s v Po‘Nr LOAD AT 2 -0 ( F2o M 1R31 C31 I F B 3) DL€ Z.,700«t 1q/ 100* s 17, I co* LL s Z Fo 0 st-♦ Li 00* s ►3,900 IF B5/1 , SPAN sT_C W I DLs 120t (13i) (Z7)-tIZ0t( 13)tzl) 1120 -r(z') (.7-7) : \\2.0 1-"F LLLL r ( 131.1. 13/-t Z') ((do) s ‘12-o PLF 1FI;36/: SPAN s -o WI., OL, ('y') (18) t 12.0*tL-1`)(2-7)tlzot(ys( 2:3)'024 (L4')(2-4) s 95o PL F LLs (313'1.3) U00) t(1tlitt") Luto) r1020 PLP SL r OW) (ZS) s 350 PLP" SPAN r 131-B ,> W - t OL: PLF Sa. l F I35 Lak o t.JG LL5 l�Zo PLF �FL35tr� SPANS 12_0 ©Lr (2 )(I714120T (3)(2.7)tl20t(3)(e7) TM° (3') ) s 44 Pt,F LL-g (3')(`-lo ) l3) x36. o PLF SL (.72) cz5) 50PtF r i IvMr n oy CLIENT: Page 40 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: r Ce:rtiol Or Q'Jc.r 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH ❑ Office DATE: E N G N E E R 5 I 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 I,.;�-rE,=,,r<isc•.,; 72x5602269 BY: _ 1Fg9/ c.. GJ •• = ( 6)(I $) + 2-0 (z- )-r IZ � a (6)( z.4) 12.o -fi (6')(2-1-) , 96o PLF LL = (3 ) (6')Cuo ) s *20 PLF �J Lf (6') ( 2.5).r ✓5oPc.F , ) 6 PoiNT �.oA© #41- ( FRoM IFB$ D L s 5$4°C) - C4C00 S 3t 0 0* LG s zao �-L 51{0* Lr eco F1310/: SPAAJ s ) 4 /0 w,: DLA (z ) (1? ) rt 12-0-t (z') (Z )t1za t(Z:)(Z7) -flZo (z ) (Z7 ) s5760 PLF (3)(2,1) ( Lto) s alto PAF 5Ls (z')( z-5 $ ) 5o Pc.F SPA A/ 3_o PokAJT SAD AT I 6 " ( FQ.oK IFC3lo) D L: 1.-{r 000 SLr 'S501 Main Office CLIENT: Page 411,,,9 134 , 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: ,, 745 NW Mt.Washington Dr.#205 NUMBER: F* t Bend,Oregon 97703 541-383-182B FROELICHDATE: N G i ra e e a s s 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: www.froelich-end neer5.corn 720-560-2269 e S' i0 - 6 f o r 61 s ( j)(ZS) I S PcF ="�s 75o'"� S'( ) 5(too)-1' (1)0 ) ((IC. ) s Io20 Pt-F ,c-014)7 6040 (L.eo "- Cn.beCele. 1 zosz Ait.0.1c) ' C- 5-3 DL.,(IS'j (CI 5(i$) r \\,00* 3L (I'S')(q5 (25)x l5ao SP 1 1 1 1 i 1 + Page 42 of 134 COMPANY PROJECT WOod\AforksOD Aug 24.201814:72 1FB1.vM )OFFW'ARE WE WOOD DZ2 I N Design Chock Calculation Sheet Word1.4464 Suet 1042 Loads: Maximum Reactions()bs),Bearing Capacities pbs)and Bearing Lengths(in): 4425 Glulam4lnbai..West Species.24P-1.eE WS,3-17rs11-7rs•• BYrwCbs,3171 nevnan 4444, Somata All-7lnb444cR Beam,D Fi4L N4 2 T4N leyh 440 volume 14eu n., Leong o{pe21eW'ka,beam*a supports. Analysis vs.Allowable Stress and Deflection.4kq pas201z: Additional Data: CRR{CAL LOAD COMBINATIONS: CAI.CU:ATOONS Design Motes: 1 MyeMpp.ont . esVN an in won/knee+Mte4KCA4 tsbema e✓4ar9C46.p4C WO.Wm.,* tapssp C.M(NOS 2()1220 emd NOS O4g.,t,.4 rO 2 Mow se1Yne11111.01rw e4Whoo lMU sr.TANNVIMe ke,ECapplomec 3 424444.31142,*y0 aro omke s ,ANEI117.29,0W44444eMred M 4at44,+444 ,ANS15104.1.2507 4 O4.1AA44 Sd a Md mem a•MANOMM Opan$ewmd OW W Wank PARTSMSeose R,fE0splwdsotea NDS Cl.".333 e.MUM kr.r+.p+lww.akwaalono*m1 titplmm0'4• Page 43 of 1,34 COMPANY PROJECT ..,. ,.. . fit WoodWorks® Nov.16,2016 15:00 1F82.snrob .• ... SOFP4,7/-04'Nutt 0 cE5K;., Design Check Calculation Sheet WoodWoiSs Sitar 10.42 Loads: :cad Type 2,s--“---.cc?ad- Ludadion 4.2t1 Kagnatade ;mil,: Der: 9te7t 2nd Stant Emd Leaa1 Seas. 21,-,,a_ 221, 3.70 14.33 2_.6 a L.. pl: 13442 Snne, 2,55.5.31 120L 3.20 14.10 123.1 120.1 p12 Load3 Zead 2ar1ia: 391. 14.13 21.50 570.1 3.30.1 pl.: ::oad4 :lye Sarnia.:370. 1.4.00 21.50 240.: 245.7 pd.t 10045 Deed ?sn, 14.05 2753 "Spade: Live ?oleo 14.00 2530 lb. Load'? Dead Poirr, 3.25 2106 .55 :sad3 Live told, 3.23 2555 .51 Se2.5.-sie,;;n1 Seed 2211 '.. ... 22.7 p1f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): t - 21'41'- f Y 21,-B" Dead 592 251.35 1.7.-/e. 3372 3421 Soot i45 524 71,7.7.sait 17,,a_ 3454: 5531 Beam 343.5 9557 9.2;,:ader. iliE 9515 1.00 1.415 S-449e5, S.,-, :,2' 1400 zr.r.k 43 *2 :entot 2.37 5,77 2.3, 2.41 Ze 33 75 413 1.3.1 -.... Fe; 030 720 an Giularn-Unbal.,West Species,24F-1.13E WS,5-1/2"xl or 12 laminations,5-1/2-maximum width, Suppor1S,Al-Timber's:Pt Beam,D.FitL.No 2 TOW length:21-11 5"volume=15.1 mitt, Lateral support:top-full,bottom=at supports: This section FAILS the design check /42.:3/40 '33 0 .055,,ic,alTs;110 ro,iowirry-.:asig:,::,•:vta,a 7.'0a:di,. Analysis vs.Allowable Stress and Deflection using NDS 2012: :-...,ten.±..a. Fata; ate la7.•.:c 7.050535. la :., `,1A;.,t AztIvsttn:ts:.tt Stvt: 123or a 240 Fs:. !,1,,,, . ',Of, lerA,-.4 - fa= 2770 DI.....• = 2251 Fs, feISO' = 3.35 :Telk, 41ii21•. 3.32. L/501 L,5/41 Zsf.L'e 5.32 . Z197.3 5.-2 . 7,/35; In 7..44 Tata: T.,..V.,.s :.:s= 6/234 ;•..• a 3/241 So. Additional Data: 2/2psi..::-.; Lzt 7., 01 531 52, Zr. -°'--140500 7.=-C37 371 L.'';;-. 1.1,. 1.37 - - - ., -',..3 1.13 3.33 5 Fr.t 24:: 1.1: -_.:D 3.7:0 .7,;', T.'.55.1 1.:G :.:10 1370 1.11 - 2 755p. 517. - 1.33 1.00 -4' :.i^,.-Itsc 1.30 1.3,, - EL-tar "..r.i.?ALI: u:: 'I.L.,. 1.;5 - CRITICAL LOAD COMBINATIONS: Shear 5 L'.7 42 --Z-L, V- 97557, V 0001.75= 5522 IS.,. zz 42 - D-Z, M. 5:457 Ids-Z, 75.1704571en: LC 2.-dead 201,ve 5.s5.74,.N.57/25-4 1=2.72-,3,.7,50,-.....! Dive 2,0,.522-4.77,,a,ed 3..,,,,,,..1.%:e 4.13 LV5 ane Listen:in 41e Analyals 243730 .57003,cado20a1.7.2as... 40537 `-17. / 706 MT CALCULATIONS: D...DDI..D.D.Dc., a:.-. = 4511e415 17...-7.4,2 "2.1.va, ded1a,tier. = Zent,,,,22. 13700,... ae,-.7:ead Leads life, total Dev57.e_Dr.0 2.5, Dea,,,ad 3737033700 - Live +2,041 7e710055.1.1. Design Notes: I wcwwwks ins1s25 IMO OttAgn are in ancentands with the ICC Inteniaminat Budding Code PSC 2012},tht National 04410^SPecificaftn NM 2012).and NDS Design Supplement 2 Pinto eerily MP Me delawl deneolipn tirn443 ate 4Pigt frdste 101 Yew IIPOkstion 3 Glotam design VOA*are fax ourtttit514:45:0:trinv:::ANSI 117•1010 end manutadared it ammittantie Mtn ANSI A190 1-2007 4 01.111/14:Oat*attual twitalln x octal depth, 5 GIulam Beams shall be laterally vomit:en ameiding to the gtroViSIOns of NOS tunas 333 6'GUAM bearing length based on smeller of Fopitepsion),Pcp(cormen) Page 44 of 134 s. COMPANY PROJECT %%'O 0 d\f\Io rks® Aug 24,201814:38 1FB3wet SOFTWARF FOR WOOD DFS71;N Design Check Calculation Sheet WoodWorks Sine 10.42 Loads: Load Type Distribution Pet- Location 1001 Magnitude Unit am Stant End Stant End LoaD1 Dead hull 402 1430.0 pit - Load2 Live Full U01 1080.0 pl£ Self-weight Dead Full SW, 39.6 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): t 21 2'- - t U0044 tined: 14382 Dead 1438'[ Live 11349 11349 •aed'Total 25731 25731 aa904991 rapacity 26760 3e4a 2673 Support 257301 25731 Anal/Des 0 96 Beam ,.96 Support 1,00 1`00 Load comb ea 62 Length 4.24 6,10 1i70 reg'td 6.10'7 8.10•' Ob 1.44 0,00 Cb man 1.90 1,00 Cb support 1.00 1.00rep.,slip . 823 "Mlnunum beenn5 42.5823 governed by Ina revered MOM of the0upponin9 membot, Glulam-Unbal.,West Species,24F-1.SE WS,63,14"x25-112" 17 laminations,8.314-maximum whith, Supports:All-Timber-soft Beam,D,Fir-L No.2 Total length:21'-0.2-;volume.,25,1 mit; Lideral support:top=full,bottom=full; Analysis vs.Allowable Stress and Deflection enema MOs mu; Criterion Analysis Value Design.` Valde Omit Meiyya:s/DeaF Sheat tv. 160 tv 265 psi -itarv' • 0.03 Bending(+, fb. 2113 kb' = 21.70 psi. fb/Fb' = 0,97 Dead Defl'n 0.32 . L/757 Live Oefi'n 0.26. 1/961 0.66 = 2/360 in 0.37 Total Defl'n 0.74 a 1/331 1.03 = L/240 to 0,72 Additional Data: FACTORS: F/ElpsilCD CM Ct CL :V Cfu Cr Cfrt Notes Crt-Cvr. LC# 601 265 1.00 1.00 1.001.00 1.00 1.00 2 F1714 2400 1.00 1.00 1.00 1.000 0.904 1.00 1.00 1.00 1.00 - 2 Fop' 630 - 1.00 1.00 - - - - 1.00 - - - E' 1.3 pillion 1.00 1.00 - .. - 1.00 - - 2 ming' 0.80million 1.00 1.00 - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: • shear_ : 12 #2 = D+L, V= 25119, V design. 19291 lbs Bendingl+l: LC #2 = D+L, n- 128785 lbs-ft: Deflection: LC 02 = 0+1 Hive' LC#2 = 0+L (total) .7-dead L"1ive S=snow W='Hind I=impact L4-.=roof live Lo"concentrated E=earthquake All LC's are listed in the Analysis output Load c nations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI= 16788006 1b-in2 "Live" deflection.Deflection from all non-dead loads (live, wind, snow.) Total Deflection=1.50(Dead toad Deflection) 4 Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are In accordance wah the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2014,erre NOS Design Supplernere. 2 Please verify that the default deflection limas are appropriate for your application. 3.Gluiam design values are for materials oordetming to ANSI 117.2010 andmanulachired in accordance with ANSI A190.1-2007 4.GLULAM brad a 1341011104111101 x actual depm. 5.Glulam Beams Orel be laterally supported according to the provisions of NDS Clause 3 3.3.. B,GLULAM:bearing length based on smaller of Fcp(lension),Fcp(corrg'n). Page 45 of 1.34 COMPANY PROJECT - %Vood'vVorks® Aug 29,20i0/9:.16 1FB9 rm0 s()FiH AR£WR WOW)Ut 1{�N Design Check Calculation Sheet WmtfP4561a 1042 Loads: Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): 191 <-1 e s .1" "M.aeum ban?14'542+44'4 b 1b 1,iPn bI Sia 4•pePPly lnf mall 6lulamanbal.,West Spades,24F-1.0E WS,a•1J2"x21" 11lt.AI ota,b1R'cad,aAC Mr-L. Sagody AI-P-91 dl Caw DF1No2 Total bpo't 9-e 1•;yawns=70a R. twlaal support 4'p®4I 4lppcs,=tont Ad', Analysis vs.Allowable Stress and Deflection Nam NOB m12: i- Additional Data: CRITICAL LOAC COMAINATIONC C.ALCUtAFIOi1S Design Notes: 1 WoodWodes RUN=and deee,ee iscm10afaoft dm ICC gePlmone Boiling Code(IBC 2012),he Hien NOM 5011e1eM.(NOS 2012).and NDS DeW,S"ppktlMt. 2.Piaee NON that Me d/ae dila on=Rama aPPOONato fP Yaw=peril= 3 Wow design=awe in ffAMININYcadamap A ANSI 1l7.2010 and mandactond naMaaniatta vM ANSI AIW I-2007 4,OLULAM:Ind-.cion bslI xec4J*Oh 5 Galant Beans Was b W t*xr aCd ccx6q A Mo promo=of NOS Cigna 3.3.3. C OLULAM.bring kVA t da1=Wot of Fop(Nab1),Fop(capn) Page 46 of 134 C COMPANY PROJECT 1114 0 1 %%'o d�o rks® Aug 24,201614:41 1FB5 wwb SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Slzer 10.42 Loads: Load Type Distribution Pat- Location (fti Magnitude Unit tern Start End Start End Losol Dear full VOL 1120.0 plf Load2 Live Fall VOL 1120.0 p1E Self-weight Dead Full 001 9.6. elf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): T-i. _ 1><- & Unfacto red: Dead 3999 3999 Live 3967 3967 Factored( Total 7966 7966 bearing: Capacity Bean 7966 7966 Support 8481 8481 Anal/Des Beam 1.00 1.00 Support 0.94 0,94 Load comb 42 42 Length 3.50 3.50 Min reg'd 3.50 3.50 Cb 1.00 1,00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Glulam-Unbal.,West Species,24F-1.8E WS,3-1!2"x11-7/8" 6 laminations,3.1/2'maximum width, Supports:All-Timber-soft Beam,D.Fir-L No 2 Total length:T-1.0';volume" 2.0 ce.6.; Lateral support:top"full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2012: Criterion Analysis valve nes!.en Value Unit Analyysis/Desi,T. Shear fv 184 Ev4 " 265 psi lv7rv' = 0.65 Bending(+1 fb- 1092 ix' =2400 psi fb/fb' = 0.79 Dead Uefl'n 0.06= <L/999 Live Defl'n 0.06- 41/999 0.23- L/360 in 0.27 Total Dell'n 0.15- L/531 0.34= 1/240 in 0.45 Additional Data: FACTORS: F/E(psi:CD CM Ct CL CV Cfu Ce Cfrt Notes Crater LC4 Ey' 265 1.00 1.00 1,00 - - - 1.00 1.00 1.00 2 Flo'+ 2400 1,90 1.00 1,00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 rep' 650 - 1.00 1,00 - - 1.00 - » E' 1.8 million 1.00 1,00 - - - - 1.00 - 2 Eminy' 0.85 million 1.00 1.00 _ - • 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 =D+L, V= 7639, V design = 5085 Lbs 8e8,5in8l+7: LC #2 = D+L, M= 12972 lbs-ft Deflection: LC 02 -D+L (live) LC 42 =D+L !total! D=dead 1-live S=snow C=taind 1=inpact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: ET = 879e06 lb-1n2 "Live" deflection -Deflection from allnon-dead loads (live, wind, snow.) now..) Total Deflection= i.50(Deed Load Deflection) 4 Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in eccemance with The ICC International Building Code(IBC 2012),the NatIcnal Design Specification(NDS 2012),and NDS Design Supplement 2 Please vertfy mat the defaull deflection limits am appmpdate for your application. 3.Glulam design values are for materials conforming Is ANSI 117-2010 and manufactured in accordance with ANSI At90.1-2007 a.GLULAM:bad=actual breadth x actual depth.. 5.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3, 6.GLULAM:bearing length based on smeller of Fcp(tension),Fcp(comp'n) Page 47 of 134 COMPANY PROJECT 111 WO 0 d Wo r1<s I. Aug 24.2(11014:41 1FBSvnrh .OFTWARF FON 19000(E11.M Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribu L:On Pat- Location [ft) Magnitudeynit tern Start End Start 610 Loaai Dead Ful.111 956.0 pl. Load2 Livel UDL 1020.0 plf Load3 PO11 UDC 350.0 plf Self-weight Dead Full JDi. 4,E p1£ Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): I 7-.6 i /"'41 743' On latte049t 3621 Dead 3621 Live 3650 3950 Snow 1321 1321 Factored: 'fetal 7499 7499 Bearing: Capacity Beam7499 7499 Support 7964 984 Aral/Des Beam 1.00 1.00 Support 0.94 0.94 Load tango #3 #3 Length 3.30 3.30 Min eeq'd 3.30 3.39 Cb 1.00 1.30 Cb min 1.00 1.00 CO support 1.11 1.11c1 Pop stip 621 Glulam-Unbel.,West Species,24F-1.8E WS,3-112"x11-718" S laminations,3.1/2'maximum width. Supports:All-Timber-soft Beam,DFir-L No 2 Total length:T-58';volume= 22 cc ft; Lateral support tope full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using tics Min: Ccitester. Ana1pta Value Design Value Unit AnalyaOr/Dxsage Shear Iv= 179 Dv' = Del psi fv/Fv' = 0.69 3endingt+) ft- 1910 ph' = 2400 psi fb/2b' " 0.00 Dead Defl'n 0.07= 01/999 Live Defl'n 0.07 =<1/999 0.24= L/360 In 0.30 TDLel.Defl'n 0.16 = L/493 0.36= 1/240 in 0.49 Additional Data: FACTORS, F/E(paiCD CM , CL CV Lou Cr Cfrt Delco Cn-Cvr LII Iv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb's 2400 1.00 1.00 1.00 1.040 1..000 1.00 1.00 1.00 1.00 - 2 fcp' 650 - 1.00 1.00 - - - - 1.06 - - - E' 1.1 million 1.00 1.00 - - - - 1.00 - - 3 Em0ny' 0.05 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC#2 = 5*1, V- 7200, V design- 4970 lbs Bending(+1: LC#2 - OIL, M= 13095 lbs-ft Deflection: LC #3 =19.1011611 (live) LC 03 _.06.75(1.+5) (total) 0=dead L=live S=Snow W=wind I-impact Lr=roof Live Lc=concentrated 0-earthquake All LC's axe listed in the Analysis output Load combinations, ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 079e06 It-rn2 "Live" deflection= Deflection from all non-dead loads (live, wind, snow.] Total Deflection-- 1.501Dead Lead Deflection) 9 Live Load Deflection. Design Notes: 1,WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NOS Design Supplement. 2.Please verity that the default deflection Nails are appropriate for your appllcalon. 3.Glulam design values are for materials conformkrg to ANSI 117-2010 and manufactured in accordance with ANSI A190 1-2007 4 GLUt.AM:bad a actual breadth a actual depth. 5.Glulam Beams shall be latomey supported molding to the provisions of NDS Clause 3.13 8 GLULAN1 bearing length lased on smaller of Fcp(leceion).Fcp(comp'n). Page 48 of 134 COMPANY PROJECT (a) VVood\A/0 rksei Nov 18.2016 1513 1F137.wwb -(u)i7 Design Check Calculation Sheet WoodWorks Sitar 10.42 Loads: Load Dismpieutinn fat- 1,74,107 -fp] Magi:17,de Cnii 17,7 StA= 2nd 5Man= End 1nan5 Dem= 2m7pinl 5Di 2.10 1.:.40 1124.0 1100.3 p42 I0ad2 LoveLoS 5.50 13.50 1120.3 1121.: p=45 Lomd4 Dean, ?miffs:525 11.15 14.55 01.2 54.: plf Load5 Live ?ars.nlSbL 10.00 14.0C 55.0 55.1 71.7 Dead 05512205 24,1 cbS Maximum Reactions(lbs),Bearing Capacities(Ihs)and Bearing Lengths(in): 13*-ifr 47Isp.7.7:mns Dean 7442 *253 Civet 7313 40:1 Fappnamn: 14703 0434 0**7177r Im7epimy 3mm 14753 4454 5uppnni 15159 asa5 Amml/Des 3e5m 1.52 4. 61.12.pnit. 1:1- L 4 *2 Leg-,-i 4.13 Min meq'd 4.13 1.53 1.:1 C7 m=7 1.55 117 a=ppoim 1,4' " Era sum t25 425 Giulam-Unbal.,West Species,24F-1.8E WS,5-1/2"x16-112" 11 laminations,5-1/2-maidmum width, Suppofbe -inger-Son Beam,D.Fir-L.Not Totalling*:14*-0.5;volume a 8.6 mit; Lateral support:lap=full.bottom.at Sepp6715; Analysis vs.Allowable Stress and Deflection**Amp NOS 2012: Cri7M7117. ..Ama1a2.1.*W146 1.727 ;a17a snit ....0,7*-.7a1af1417147 270.52 pv= 133 2, = 26i psf ±v1?-x' Ntedieg Sb 2136 27' =2175 psi Co/F's' = 0.32 Deat Def5•7 0.21. 2/553 Live TafI'M 0.24 = 1/517 4.44. I/333 in. 5.44 Z.t4: Def.2.6 5.31 1/320 2.31= 1/241 In 0.74 Additional Data: 200I725: 210 psi CD Of 27 IL 451 Ifp Is Ifni Zp-Ivp IC4 253 1.55 1-1: 144C - - 1:15 1.05 4.1: 2 - 2 Zm▪iny' 1.35 n51117.7 I.:5 1.15 , 2 CRITICAL LOAD COMBINATIONS: Shea-, :0 42 - 5-I, 5. 143,7, ,1 das777 4 :1762 5esdian IC 02 = 0.5, 21= 45711 175-.1.P. Deflentinn, IC 42 .5L Live D.demd 1=11ve 5.snmw$adloa 1=impmpp Ip.nnnf Lite 3.---eapt7quake 511 LC's no,11*pea in pile Analysis outpu. Load immbinmpions: .*500 7-1: / 030 2312 CALCULATIONS, D eflecticm: CI 3704e44 17-172 "Live" defleptimr,=Defieition fp7m m1.1 non-ea...7;nada Live, *1=d, smew_. Donal Cefienii7/7. 1,50 Dead Ina7 Live lead 5efisp020m. Design Notes: 1.Woodgeond andysisand design are in aCcordana with the ICC Ihternitional Building Coda fIBC 20121 the Niinal arraign Specification(NDS 2012),and NOS Design Swanned. 2.Please welly thia Medallion deflindern tante ate wpopriate[decor webbed& 3.Sham design values are for denial"confontng to ANSI 117.2010 and manidadured vi secordanee with ANSI A190.1-2007 4.GWLAM:bed a actual breadth x actual depth S.(Edam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 8.GLULAM:bearing length based on smaller of Fog(tension).Frip(compin). Page 49 of 134 COMPANY PROJECT 00.44 Q0d rks® Aug.24,201614:44 1FB8.Mwt. 00!776.,601-7742 66(300 044311.7 Design Check Calculation Sheet WoodWorks Sizer 10 42 Loads: load Type Distribution Bat- Location 1101 :Magnitude 8001 tern 3140- Eng Start End Laao1 bean 2u1i 726L 640.0 p:f Load2 Live Full ODL ' 360.0 p(f Load3 Snow Full UDL 50.0 pit Self-weight Dead 20.01 U_0I, 15.0 olE Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): y j 17-3.5- _. 1 Unfacto-ed: 9024 Dead 4024 Sloe 2212 2212 Snow 307 307 Factored: Total 0237 6237 Bearing: Capacity 5237 Beam 6237 Support 6406 6906 Ana:/Des 1.00 Seam 1.00 0.97 Load 0.07 Load coub 02 4 Length 1.74 1.71.74 Moa req'd 1.74 Cb 1.00 9.00 Cb min 1.80 ..00 .07 Cb w7 support 1.07 1625 B SUS +'325 Glulam-Unbal-,West Species,24F-1.8E WS,5-112"x11-7/8" 8 laminations,5-112-maximum width, Supports:All-Timber-soft Beam,D.Ft L No.2 Total length:17-35";volume= 5,8 watt,; Lateral support:lop=full,bottom=et supports; Analysis vs.Allowable Stress and Deflection using NOS 2012: Oct.-cunt! Ana8 nos vara. Resign. Value -Unit Aas1 yso>fDesi5a Shear fv o 117 e Fv - 765 psi 1v/Fv' = 5.44 Sending!ig fb= 1730 1.b` =2400 1701 fb/Fb' = 1.72 Dead Def1'n 0.23 " L/127 Live 0011':, 0.13= oL/999 0.40 = L6360 in 0.32 T44711 1081'n 0.45# L/806 7.61 = L4240 it 0.70 Additional Data: FACTORS: F/ElpelICD CM Ct CI. CV Ctu Cu Circ Notts Cn•cvr LOS 265 1.00 1.11 1.00 - - - - 1.00 1.00 1.00 2 eb'+ 2000 1.00 1.00 1.00 1.000 1.090 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.90 - - E' 1.0 million 8.00 1.00 - - - 1.10 - 2 Eminy' 7.95 million 1.00 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 =Dag, V= 6164, V design= 5006 lbs Becdingl+l: LC#2 = 8+L, el= 18717 lbs-ft Deflection: LC y2 =D7L nivel LC#2 = S+L (total) D=dead-..=live S-sno-w 74-wind I=lmpacc LL-Knot live Lc-concentrated B.ear.hguaxe All Le's are listed in the Analysis output. Load combinations: ASCE 7-10 I LBC 2012 CALCULATIONS: Deflection: E_ = 1361e06 lb-int "Line" deflection=Deflection from all non-dead loads live, -Wind, sno51 Total Deflection= 1.501lead Load Deflection) +Live Load Deflection. Design Notes: 1.WoadWorvs analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2 Please verify that the defaut deflection limits are appropdale for yourappliealion, 3 G(dam(Makin values are for materials conforming to ANSI 117.2010 and manufactured in accordance with ANSI A1051-2007 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3 3. 8,GLULAM:Wiring length based on smaller of Fcppension),Fcp(comp'n). Page 50 of 134 COMPANY PROJECT I1 . ® 141Nov IR 20•16 15 43 1 FS9 web SOFTWARE FOR 1,(401)OFSIGN Design Check Calculation Sheet gifeoiNgoest Sew 1042 Loads: -33: 43'3 - . '3,3 . • •' •' Maximum Reactions(lbs),Bearing Capacities(lbs)and Beating Lengths(in); f 64 4. i ........._ - - , ..ri elr 33" .3.... 3 33 3,0 33' -3-31 -4.3•41 33.1,433 • 3L3333 "1.31 34.1.• . . 244 33 3 1'3 .333 33334 1 3,.,.... 3'34 33, 4 43 3 .3 , ,.44 -• '...'3 a 33 r41,11, 333 Olukun-Unbal,West Species,24F-1.1E We.6-1/2.1c15" 101ssiNetoie,5-1ff 6.6O,Rof6.16. Ropebi Al-Onto-soft Born,0 Fed.No 2 TOO WON 6,7 4%raken.311cti It. Loire support.fop.Se.boessno et Repo-IN Analysis vs.Allowable Stress and Deflection„0,41 Nos wit, . .,..,A A., ,,,,...• —. fliS.i - 3 - .., •• . .. .,. . .-- Additional Data: CRITICAL LOAD CORONATIONS °MCLOPMN., Design Notes: 1 Ww4Wale wrefesis end*were in accordance nth the CC folensisenel guiding Code(15C 03l2).Po galore!Design Speoficabse(NCO 2012),and NOS Design Supplesned N Ploomems,Is.the sow.SAWN*lorib.se igeseenste to ego cisiostee. 3 Gegen enc.ellen en les igieliNg Cesgssefoo IP AMP 1i)N1010 owl mantrlschrod In may..wed ANSI oleo 1.2001 4 04d6.654 Sod 6 Weill ONION*ague YON 5 Wiles Reim Nest*.Nimes soppy/NI seossang 101110 modems 0111105 Oise.)3 d 6.DLULAM benne NI15th bow an maga of Figagensice),Fes(cornpr) Page 51 of 134 '' / COMPANY PROJECT %% ood\t NA/o r kS® Aug 24,2010 14:47 1FB1Owwb 50t7weat FOR WOOD OE51GN Design Check Calculation Sheet WoodWorks Sizer 10,42 Loads: Load 1 Type Distribution Pat- Location (ft] Magnitude Unit tern Stant End Start End.. oadl Deas Full UDL 596.D plf Loed2 Live Full UDL 240.0 p.f load3 snow Full UDL 50.0 plf Self-weight Dead Full (102. 17.1 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): t 14,33' t loAr O:nfactored: 4117 Dead 4117 Live 1713 4117 713 Snow 357 7 Factored: Total a : Total 5830 5630 Seating: Capacity 5890 Beam 5430 5900 Support 5986 Anal/Des 1.00 Beam 1.00 1.00 Support 0,97 97 Load comb 82 i,82 Length 1.63 1.63 Min r o'd 1.63 1.63 Cb 1.00 1.00 Cb min 1..00 1.00 Ci support 1,07 .07 Ecu sup 525 Glulam-Unbel.,West Species,24F-1.8E WS,5-1i2"x13-112" 9 laminations,5-1/2-maximum width, Supporta:All-Timber-soil Beam,D.Flr-L No 2 Total length:14-3,3-;volume= 7.4 Cu.ft.; Lateral supped:lop-full,bottom-at supports; Analysis vs.Allowable Stress and Deflection using Nos 2012: ,C iter'n Analysts Value =coiges nValue Crit AmMlya2413cslDr. Shear iry a 57 EV' 211 psi 1'v/FV' - 0.37 Bending!+ fb= 1,106 Fb' a 2400. psi fb/Fb' - 0.81 Dead Defl'n 0.26= 1/064 Live Defl'n 0.11 SL/959 0.47 1/360 in 0.23 Total Defl'n 0.49 = 1/346 0.71. L/240 se 0-65 Additional Data: FACTORS: F/E(psi)CD CI, Cl CL CV Cfu Cr Cfrt Notes Cn-Cvr LC4 Fe' 265 1.00 1.00 1.00 - - 1,00 1.00 1.00 2 lb', 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1,00 1.00 - 2 Fcp' 650 - 1.00 1,00 - - . 1,00 - - - 1.8 million 1.00 1.70 - - - 1,00 - - 2 Emi.ny' 0.85 million 1.00 1.00 - - 1.00 - - 2 CRmCAL LOAD COMBINATIONS: Shear : LC 42 = D+L, V- 5775, V design= 4051 lbs Bending)Il* LC 02 =DCL, H=' 20810 lbs-ft Deflection: LC e2 = D+L )1001) LC 42 = D+L (total) D=dead 1=love .5=snow W-aind I-Impact Lz=roof live Lc=concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS' Deflection: El • 2030e06 lb-int "Live"deflection= Deflection from all non-dead toads (live, wind, snow 1 Total Deflection- 1.50)Deed Load Deflection) +Live Load Deflection. Design Notes: 1.WoodWoeks analysis end design are in accordance with the ICC International Building Code(SC 2012),the National Design Specification(NOS 2012),and NDS Design Suppthlnem. 2.Please verify Thal the default deflection Omits are appropriale for your application. 3.Glulmn design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190 1-2007 4.GLULAM:bud•actual breadth x actual depth. 5.Glulam Beams shall be laterally supponddaccording to the provisions of NDS Clause 3.3,3. 6.GLULAM:bearing tenglh based on smaller of Fcpgensine),Fcp(comp'i), Page 52 of 134 COMPANY PROJECT 11.4 Woo d Wo r k s® Aug 24.214814:40 14411 wet S()F lli h RF Fa&W!),a)uE'1GN Design Check Calculation Sheet WooclWonti Stier 10 42 Loads: MaximumRgeetionefbab-.gear#nlgt+Cepaakieellbe)endgeartng.Lengft, .,): s-25 " 'tt ttiutaniMbal.,West Species,24F-1.0E WS,a-urvat-tri" eeaelsa,t avr.eam.wmtm slpperu:M•Terba.eu8 Bean,OFr-L No 2 Taal length 7-2 S;worse=0t olt Latina alpp It top=ha,bctiorm al supports, Analysis vs.Allowable Stress and Deflection y,,,,gppytryl; j. Aa: Additional Data: CR1It1CAt WJ10CDaaIIM?g418: CALCJ.ArlON13 a,... Design Notes: 1 vfteow a 4,w4a *Or eowecoldaee WIN the ICC homes,*Raelg Code(IBC 2012),the National Design S, 5 ot(NDS 2012)end NDS D.40,514pMnart 2 Phew witty dr tin clefs*deed=min an appropriate Itr your Sorsa*I, 3 ONYe design 2aae as 404entio oonfanrig to ANSI 117-2010 ,.ha cMW T accordance vel,ANSI A1P0.1-2007 4 GLUfAM'bid=achr b,sahxecful ORM 5.Gtitisti a.1es Stet be 41 auy aupp0Nd looming to tlfe portiere of NDS Cour 3 3.3 5 GLUTANt brM11g wpm bow on emote,of Fep(laeexl),Fep(epeain) Page 53 of 134 COMPANY PROJECT It WoodWorks' Nov.111 201618:55 1FB12kwh SOFTWARE FOX WO00 DESIGN Design Check Calculation Sheet WOOSWorks Sizer 1042 Loads: Load Type Oistribution Pat- Location [ft] Magnitude Unit tern 30011 End Start. End Loaai bead P0150 5.74 1100 lbs Load2 snow Point 5.74 1500 lbs Load3 0tad Full UDL 750,0 plf Load4 Live Full UDL 1020.0 plf Loads Snow Full UDL 175,0 plf Self-welght Dead FullOIL - 17.1 411f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): y 1 12.11.8- i Unfacto red: 4786 Dead 4735 Live 1671 5602 Snow 1676 1746 Factored: 10388 Total 10330 Bearing: Capacity 10368 Beam 10336 Support 10616 10669 Anal/Des 1.00 Beam 1.00 0.37 Support 0.97 52 Load comb 09 2.91 Length 2.89 2.91 Cb 1 Min req'd .09 Cb 1.00 1.00 Cb min 1.00 1.00 1.07 co support 1.07 Fop sun 625 62,5 Glulem-Unbal.,West Species,24F-1.SE WS,5.1/2"x13-112" 9 laminations,5.12'maximum width, Suppo05:AU-Timber-soft Beam,DFfr-L No.2 Total length:10'-11.6-;volume= 5.7 cult.; Lateral support:lop=full,bottonF at supports; Analysis vs.Allowable Stress and Deflection using NOS sou: Criterion Mal m sls Value Design 0,158 Unit Anal aha/Bearyn Sneer fa= 161 Tvj = 265 psi. iv/Fv' " 05.61 Sending(-1 fb=2059 Fb' " 2400 psi fb/Fb' " 0.86 Dead Def1'n 0,14- L/938 Live Defl'n 0.16= L/021 0.36 = 1/360 in 0.44 Total Dell's 0,36= 1/355 0.54 = L/240 In O.659 Additional Data: FACTORS: F/Elpsi)CD CM Cr CL CV Ctu Cr Cfrt Notes Cs"Cvr 119 Fv' 265 1.00 1.00 1..00 - 1.00 1.00 1.00 2 0"e'+ 2400 1.00 1.00 1,00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 -E. 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emi.ny' 0.05 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC e2 = 0+1, V® 10174, V design= 7947 lbs Bending(+): LC 92 = 1+L. M= 28666 lbs-ft Deflection: LC 93 " D+.7511+Sec !liver LC 43 = 0+.7511+1t. (total) D=dead 1-live S=snow R=wind I-impact Lr=roof live Lc=concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: El= 2030e06 lb-int "Live" deflection= Deflection from all non-dead loads (live, wind, snow./ Total Deflection= 1.501Dead Load Deflection) +Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NOS Design Supplement 2 Please verify that the default deflection limits are appmpdate for your application. 3,Glulam design values are for materiels conforming to ANSI 117.2010 and rrhanufadured in accordance with ANSI A190.1-2007 4.GLULAM:hod=actual breadth x actual depth. 5 Glulam Beams shall be laterally suppoded according to the provisions of NDS Clouse 3.3.3 6.GLULAM:bearing length based on smaller of Fcp(lension),Fcp(comp'n), 0 Main Office CLIENT: Page 54 of 134 6969 SW Hampton St. , Portland,Oregon 97223 503-624-7005 PROJECT: 4 411141' :_• 745 NW Mt.Washington Dr.#205 NUMBER: • Bend,Oregon 97703 541-383-1828 FROELICH of--- DATE: 12303 Airporl Way,Suite 200 ENGINEERSI Broomfield,Colorado 80021 4EFSLOM 720-560-2269 BY: gs.„T R-004 RDR— IF VA II PAAJ LA...) Lo 1 2- + (1)(ZI 20 t(7 5(2-7)t 12-0 PLF LLs -t s ) (Gto)a- 610 I '6* F S r>AAI r ° Us) : (44)(z-t) PLF e I LC- ( 31-t i.)k,‘00 )t -r 11 1 5 )(40Y Z241 SLA (f Li1) (2.5) 3S„ ' F '-o -4(Fzo AA IF isS LL s (.40,00* IF 143, : SipAA/ s3r_o '. (AI /F42.) hoSo Pc'F Pc-F 12-z-c) S50 Pc-F Page 55 of 134 1 J)J'" COMPANY PROJECT 1011 { .". %Vo 0d ■ orkS® Aug.24,2018 14:57 1FH1.web SOFTWARE FOR 940470 OFSrGN Design Check Calculation Sheet WoodWorks Suer 10.42 Loads: Load Type DinLrivatiev - Location (ft) Magnitude Unit tern Start End Start End 'Load] Dead Full 001, 820.0 pit Load2 Live Full. OIL 690.0 plf self-weight Deed Full VOL 6.0 pit Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(In): 32.2., 10.114 Unfactored: Dead 1314 1314 Live 1082 1092 Factored: 2396 Total 2396 Bearing: Capacity Beam 2396 2396 Support 2653 2653 Anal/Des Beam 1.00 1.00 Support 0.90 0.90 Load comb 92 42 Length 1.10 1.10 Min req'd 1.10 1.10 Pb1.00 1.00 1.00 Cbb min1.00 Cb support 1.11 1.11 Fro one 625 621 Lumber-soft,D.Fir-L,No.2,4x8(3-112'x7-114") Supports:All-Timber-soft Beam,D.Fir-t.No.2 Total length:3'-22';volume=0.6 cult; Lateral support lops al supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection utim NDS 2012: Criterion Analysis Value Design Value Unit Aralytisi0esign Micas £v= 06 fv - 140 psi fv/fv' = 71.44. Bending(+I fb= 704 EU' = 1165 psi fb/Eb' = 0.60 Dead Defl'n 0.01=<L/999 Live DefI'n 0.01=<1/999 0.10= L/360 in 0.0E Total Defl'n 0.02 =<1/999 0.15= L/240 in 0.14 Additional Data: FACTORS: E/Elpsi)CD CM Ct CL CF CTU Cr Cfrt CI Cn LC0 Ey' 190 1.00 1.00 1.00 - 1.00 1.00 1.00 2 F6'+ 900 1.00 1.00 1.00 0.396 1.300 1.00 1.00 1.00 1.00 - 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Emin' 0.59 million 1.00 1.00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC 92 = D+L, V= 2326. V design= 1349 lbs Bending)+): LC 02 = O+L, M e 1799 lbs-ft Deflection: LC 42 = 0+1, (live) LC #2 = O+i. (total) D-dead L=live S=snow v=wind I=impact Lr-roof live Lc-concentrated 0-earthquake A11 LC's are listed in the Analysis output Load combinations:ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: ET= 176e06 10-in2 *Live* deflection-Deflection from all nn-dead loads (live, wind, snow. Total Deflection.=1.50(Dead Load Deflection) +Live Load Deflection. Lateral stability t+): Li=3'-1.13" Le . 6'-4.44" RB= 6.73 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC Intemalional Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2 Please verify that the default deflection limits am appropriate for your application. 3 Sawn lumber bending members shall be laterally supported according eo tae provisions or NOS Clause 4 4.1. Page 56 of 134 a/t COMPANY PROJECT 1011111. t..,, Wo o d Wr/�`�■r k s Aug 24,2010 19:00 1FHwv 2W S01--7 WO,£1-0D)WOOD GFSICA. Design Check Calculation Sheet woodwork.S655 1042 Loads; Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 217 Gluiamd)nbal.,Wast Specks,24F-1.4E WS,5-1lrx7-1y2" 5146561656,0,5 412«semen width. Suapr4:AI-tinter-eon e^n O.FW-l.No.2 TOY Wqh.3-4,0,eaanr= 1.0 co C, IAA*WR✓6t lop'M support.bSlrn+41.3upparts, Analysis vs.Allowable Stress and Deflection woo= 1 +t1 Additional Data: CRtnEAL LOAD COMBINATIONS GALCUtAT14N5 Design Notes: wocowIPim*aw...4/eb and rem ec1,661641606/ard nce WA,Cr ICC M1AI6xy WAWA Code(16G 2012)),IS.NMSM 0•16)6.1166,6.0666;NOS 20121 41324132N05 Deegn SW Wrl,enL 2. v0y CIM Cr d416;32 de1Nction int reepprapnte for your 43p1AMla, 4 OLULAM.bM+acle brwahtCiee O bANSI11i-2010.,d mas eartienning yreonred In oorder¢ey0N ANSI A1901-2007 5 OSSYro Buns Mea Ix Mr*spprrd axrdag to the prwagaa Si 60$Oft.33 3 6 OLOLAM:bating length WOW on■aMtr or FgQlrabn).Fcp(ca16n) Page 57 of 1.34 COMPANY PROJECT li soli% %%r0 �Y y rksl4 Aug.24,201814:57 IFH3 wwh SOFT 000 W000 DESIGN Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads lead full oil, 10,0.0 plf Load2 Live Full[DL 1220.0 plf Load3 Snow Full 031 350.0 plf Self-weigh!,-- Dead Full (JUL 6,0 o1f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): y •.4' 1 f3< ;lnS arborea. 111�7YY34 Dead 1734 2004 Live 2004 575 Snow575 Factored: 3738 kcal 3738 B=arlD/S Cepecity 3730 Beam 3738 4139 Support 4179 Anal/Des 1.00 Beam 1.00 0.90 Support 0.90 90 Lancs tarry 42 1.72 Length 1.71 1.71 Min req'd 1.71 1.00 C6 1.00 1.00 Cb min 2.00 Cb support 1.11 1.11 625 rap nap 625 Lumber-eoft.D.Fir-L,No.2,40(3.1/2"x7-114") Supports:All-Timber-soft Beam,D.Fir•L No.2 Total length:3'-3,4-;volume=0 8 cue.; Lateral support:top=at supports,botour=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: SCrlterien Analysis Value Denier Value Unit Analvsis/Design Shear = 121 16/1 = 000 psi IV/iv' .. 'D.67 Bending(♦) fb= 1100 Fb' = 1165 psi fb/Fb' = 0.94 Dead Defl'n 0.01= <1/999 Live Defl'n 0.02=<L/999 0.10= L/360 in 0.14 Total Defl'n 0.03 = <L/999 0.16= L/240 in 0,22 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF C£u Cr Clot Cr Cn 100 On' 180 1.00 1.00 1.00 1.00 1.00 1.00 2 tb'+ 900 1.00 1.00 1.00 0.996 1.300 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 Emin' 0.58 million 1.00 1.00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+L, V= 3576, V design= 2035 lbs Bending(+(: LC B2 - D+L, M= 2810 lbs-ft Deflection: LC 42 = D+L [live) LC 02 = D+7. (total) D=dead L=live 5=snow W=wind I=impact Lr=roof live Lc-concentrated 6-earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI= 178e06 lb-int "Live"deflection= Deflection from all non-dead loads (live, wind, snow., Total Deflection- 1.50(Dead Load Deflection) e Live Load Deflection. Lateral stability (+): Lu=3'-1,69" Le=6'-5.69" n8= 6.78 Design Notes: 1 WoodWorke analysts and design are In accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),end NOS Design Supplement. 2 Please verify that the default detection limits are appropriate for your application, 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4 1 in Oitico CLIENT: Page 58 of 134 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: ai 0 745 NW Mt Washington Dr.#2D5 NUMBER: • Bend,Oregon 97703 541-383-1828 FROELICH . DATE: 12303 Airport Way,Suite 200 ENGINEERSA Broomfield,Colorado 80021 WWVV.welich-enstneers.,orn 720-560-2269 BY: L›.LclotrerPs F - Roo r loo ?SF AAI 5 C*) Cli)(2. ) -r q0 Pt-- LZ-c (2.5 (100 ) Zoo Pe-/- eee 2".4 12co)- -: &-oPe: ,Pc-r ti Zoo L 0, ;1 36, s ; SP A A) s- o PsF DL r 2-0 /oo PSF SEAM. AT Z...A/q DIA) pAt\J r 10 0 bL (3')(w) 60 Ft-F (33(1 co) 3" Pct,(Arr to AC> e.„. 41 LF at" (I) tL 2.001* LLc 2.5 57.S if)L I-too LL . - Joc4 Page 59 of 134 /"'1 k COMPANY PROJECT °I � o 0 \i,!r S® Sep,13,201815:06 Stair Stringer-3rd Floor.w,W SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorSS Sizer to 42 Loads: woad Type Distribution Pat- Location fit] Magnitude Unit tern Start End start End Load' Dead full VDL 40,4 Plf I.oad2 Live Full UDL 200.0 p1f self-weigrt Dead Full 0DL 5.9 pNf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): 10'.0.2 -----'``_.--""-----"... Unfettered: Dead 223 223 Live 808 408. Factored:Total 1031 1031. Bearing: E'theta 761 761 Capacity Dean 1711 1711 Support 1323 1323 Anal/Des Beam 0.60 0.60 Support 0.68 0.66 Load comb 42 42 Length 0.503 0.50' Min req'd 0.50' 0.50• CO 1.00 1.00 CL min 1.00 1.00 CO support 1.08 1.08 yes sus 625 521 *Minimum bearng length salting used.112-for and supports Lumber nilly,D.Fir-L,No.2.2x6,3-ply(4112"x5-112") Supports:M-Timber-sob Beam,D.Fir1 No.2 Total length:10'-02';volume-1.7 cu.R,;Pitch:8112; Lateral support:tape full,bottoms at supports;Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection,,,day NDS 2012: CEiteriOn A atpPis Value Den)'un_ Value '08it Analyar.o/Dear.qe Shear fv= 47 180 psi fv/Pv' _ 1.26 Bending(T) fb= 1091 Fb' - 1345 psi fb/:o' _ 3.81 Dead Defl'n 0.08=<1./999 Live Defl'n U.27= L/425 0.32= 1/360 in 0.83 Total Defl'n 0.38- 2,13301 0.98 = 1/240 in 0.80 Additional Data: FACTORS: F/Elpsi)CD CM Cl CL CF C£u Cr Cfti Ci en LCC Fe' 180 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'. 900 1.00 1.00 1.DD 1.001 1.300 1.00 1.15 1.00 1.00 - 2 Fop' 625 - 1.00 1.00 - - 1.00 1.00 - - 1.6 million 1.00 1..00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: shear : LC 42 = D+L, V= 858, V design= 768 Abs Bending(+;: LC 02 = 0+5, M= 2062 Lbs-tt Deflection: LC 42 - 17+1 (live) LC 42 = 1+1 (total) 0=dead 1-live.0-snow'rewind I=impact Lr-roof live Lc=concentrated E=earthquake All IC's are listed in the Analysis output Load combinations: ASCE 7-10 / LBC 2012. CALCULATIONS: Deflection: II= 33.3e06 lb-in2/ply ^Live" deflection- Deflection from all nn-dead loads (live, wind, snow...I Total Deflection= 1.50(Dead Load Deflection) +Live Load Deflection. Bearing: Allowable bearing aian angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: I.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplerneel 2 Please verify that the default defledlon limits are appropriate for your application. 3,Sawn lumber bendh'g members shall be laterally supported according to the provisions of NDS Clause 4.4.1 4.BUILT-UP BEAMS:his assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 limes the depth and that each ply Is equally top-leaded-Where beams are side-loaded,spedal fastening details may be required. 5.SLOPED BEAMS:level bearing is required for all sloped beams. Page 60 of 134 COMPANY PROJECT 1 Wood\Norks® 5eA13.20101011 SW Sbr5e.34 Floorwxb SOFIW4NF FOR WOO!)DFStO,N Design Check Calculation Sheet WomWorin Sur 10 42 Loads: 1{. , • Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in); • 6-06 15.16 414 4 41 1.4 Woman Mw66.mem wed lq'ter ggsummit "M"^"°"ewPr,6 MgPtYain..d M the riplutadr,m.r Re map:6mNINOOr Lumber n-ply,OFirl,11102,266,3-ply(4-1!2"x5-V2") 0500.00 Al.T61ber-.rt Bess)0 1911 No 2 ToM 1046.1666:wMure=34o n ft,Pah.6/12 LOlwpport IOF na 6o5om=NeuWeb,RNN4m hoof.5PP6M where pftwAseOmer to opine M4): WARN046:Meets length emeede typic rem ingtl,or 16 D[0( Analysis vs.Allowable Stress and Deflection p ion: - 3 Additional Data: CRITICAL LO AU COMBINATIONS: CAALCULAT1UNS Design Notes: I WoodW5*.ni)wb rr deelm am R.OoNyyp{vrh 0e ICC IrNwabr0r 5 14 Co*(IBC 2012),01 Naomi Oren 55s910 in(NUS 2512),mg NDS D®qn UIoroR mt 2 News Amity OW the Wm*del tion F.O w a05o450 l yo,. r04m 3 Cuemwro.6440414.4 Bien:Nos Cisme 4255mge440W mm/grem,l5 pooSS.be Wriad laths n.dae2/3 of Min Ommn ed to the h6 O,161,r W/0ersand Ow spans 4 Saw R.oebenia6 nei.M0 aha be Wm*suppoted.tm1O16 to Ghpae0o..of 000 .0441 'q �� 5.BUILT-UP BEAMS:.O tomeM4d Ind 50,ply 0 a a.qO m4OS5s member(OWN,no butl[di me pme.)(Waned to0e0er 0ewryet naw1.not 40nm 04 molt p6 is.R M1644o5J.O Where bene recd.l0045,.Pam.Ntemom dem rmybe la5*ed 6 SLOPED BEAMS:O.r bowleg is rewind W o•.OpM bens Page 61 of 134 COMPANY PROJECT It WoodWorks ' $ofrwARE FOR wood DESIGN Sep.13,201615:12 Laming Joists wwb Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Load! Dead Full Area 20.00(16.0") psi Load2 Live Full Area 100.00(16.0") psi Self-weight .Deed , Full UDL 2.6 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): } 6'-1 1" 3 r 6' '•5° U,,f ac to red: Dead 89 89 Live 406 406 Factored: Total 495 495 Bearing:, Capacity Joist 495 495 Support 619 619 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb 02 62 Length 0.53 0.53 Min req'd 0.53 5.53 Cb 1..00 1.00 CS min 1.00 1.00 Cb support 1.25 1.25 Pup sup 625 625 Lumber-soft,D.Fir-L,No.2,2x8(1.112"x7-114") Supports:All-Timber-soft Beam,D.Fir-I.No.2 Floor joist spaced at 16.0"dc;Total length:6'-1 1";volume=0 5 cu.ft.; Lateral support:top full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012 Criterion Analysis Value Design Value Unit Ml alys /Design r Shear = 54 FV = 180 psi tvtty' = 0.30 Bending(a) fb = 678 FS' = 1242 psi fb/Eb' a 0.55 Dead Defl'n 0.01 = <Lt999 Live Defl'n 0.05 = <1,/999 0.20 = L/360 in 0.26 Total Defl'n 0.07 = <L/999 0.30 = L/240 in 0.23 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Ey' 190 1.00 1,00 1.00 - - - 1.00 1.00 1.00 2 Fo'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = Dili, V - 491, V design = 390 lbs Bending(+): LC 62 = D+L, M = 742 lbs-ft Deflection: LC 02 = D+L (live) LC #2 = D+L (total) D=dead L=live 5=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: El = 76.2e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow.,.) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement 2 Please verify that the default deflection limits are appropriate for your application, 3 Sawn lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4 4.1 Page 62 of 134 COMPANY PROJECT r' %Vo o d\A/o r k s® Sep 1310161515 Bern MLending vs* SOFTWARE FON N000 DFSIGN Design Check Calculation Sheet WMdNo s Sar KM Loads: • • • • x+ Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): 10.52• r1 • +p,c n 1: yx '.c 'a,'1 Glulam-WWW,West Species,24F-1.SE WS,3.1!`x11-7/8" eYAnaaans.3-1/2 manor Matt Supports:Al-TirMsaak Suet D Ft{No 2 TAMI Inp'IVO 2;Vdhrn=aoMR, Ls.""PORI-NP'slim Worn.Mt, Analysis vs.Allowable Stress and Deflection...opal.," :t iH:e o tl .e:,. 1A e rrt.. .. ;rKK ss t. .fs Additional Data: CRITICAL LOAOCOMOOMriONSCALCL ATIOM.a-_. Design Notes: I WoodNorb araiyMeend deur Me in accMtlMp MOI the ICC IRweelse161ase COde(INC 2012j.Our NMEM WOW SPMAnlbn(NOS 2012),PTO NOS OMMan SIOONmPt 2 Mire watts Or the deraM deflector knee are o proprims tor moor pptuaNl. 3 GAMo,*Pon Iles Me tor rystertis oonromig to ANSI 117.2110 And nanoreMaed In aumem lwe uth ANSI A1501 1007 4 OLULAM:bni=term Nasal whet depth 5 GIWn18w0a MMM be Mem MtpNW.Maarg to kepMdton a NDS Clime 333 5.OLUL US twig layh Ons on maks el Fp(NAM,),Fcp(Oonp n) 4 r,, ,„r.,= CLIENT: Page 63 of 134 6969 SW Hampton St. PAGE J Portland,Oregon 97223 503-624-7005 PROJECT: 'all 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH DATE: E N G IN E E R B d 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: www.froelictreng;ncer_ccom 720-560-2269 Lo wee goo, Al Cetis Ho c'56: L-g 31 : 5PAN: 9_/6` �s ' PaF si�ohp C 9)C 7 61-X (9) -t 26) S0PcP PnIti- e PO("Jr LOAD - _ o 1::›Ls CZ•51)(55ttvj ..s- 2.2.5*- 5L CZ-5f)(5)(5o) ' 6 Z5 CR8 2 J 'SPA N r 14-0D Ls 3 (/2) , ( f3o RA= 5( ) .c 9' 3 c-Ls (3') 040)$'12c ft-F 5L-s4)(50 ) c- 150 Pt'c gooF gAG-r /es Ar usTAt!Z Psic 'SPA Aix X2.0 ~ Lr '7 F s25 goof ,864AArSTA iie : ?'Anis Ic o `" DL.: (12) (tg).r ZLo PCF 5L s012') (251 ,-3c0P" Page 64 of 134 COMPANY PROJECT 1 Woodworks® SOFrwas*Eos WOO!)DESIGN Dec.15,2016 05:55 Roof Rafters CO Stair wwb Design Check Calculation Sheet WoodWorks Sizer 10 42 Loads: Load Type Distribution Pal- Location [ft] Magnitude Unit tern Start End Start End Load) 'Dead Full Area 18,00(24,0") pet Load2 Snow Full Area 25.00(24,0") psf Self-weiaht Dead Full UDL 4.0 elf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): t 12'-1.2" t Unfactored: Dead 242 247 Snow 302 302 Factored: Total 544 544 Bearing: Capacity Joist 544 544 Support 680 680 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb 02 A2 Length 0.58 0.58 Min rcq'd 0.58 0.58 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup _ 625 625 Lumber-soft,D.Fir-L,No.2,2x12(1-112"x11.1/4") Supports:All-Timber-soft Beam,D.Fir-L No.2 Roof joist spaced et 24.0"c/c;Total length:12-1 2';volume=1.4 ou,ft,; Lateral support:top=full,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design-. -Value Unit Analysis/Design Shear fv = 41 Fv = 201 psi: fv/Fv' = 0.20 Bending(+) ib = 619 Fb' 1190 psi fb/Fb' = 0.52 Dead Defl'n 0.07 = <L/999 Live Defl'n 0.08 = <L/999 0.60 L/240 In 0.14 Tot J Defy❑ 0.18 = I./789 0.80 - L/180 in 0.23 Additional Data: FACTORS: F/E(psi)CD CM CC CL CF Cfu Cr Dirt Ci Cn LC0 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 1.00 1.15 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1,00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 112 = D+5, V- 542, V design = 456 lbs Bending(+): LC 112 = D+S, M - 1633 lbs-ft Deflection: LC 02 = D+5 (live) LC 02 = D+5 (total) C=dead L=11ve S=snow W=wind 1=impact Lr-roof love Lc-concentrated 6-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / TBC 2012 CALCULATIONS: Deflection: EI - 285036 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1,501Dead Load Deflection) + Live Load Deflection. Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement 2,Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 Page 65 of 134 COMPANY PROJECT 00111. %'O 0(1\i\1 )r ks® Dec 15,201805:56 Roof beam Slalr wfb SOFTWARE FOR WOOD OES/G,N Design Check Calculation Sheet WoodWorks Sizer 10..42 Loads: Load Type Distribution Location ( Start EnditudeUnit Per- Start End Loedibeau lull U01, 220.6 pif Load2 Snow Full UDL 300.0 plf Self--+a+eight peed Full UDL 9.6 90£ Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): y y 10 24" 1 ,o 5.r Unfactored: 17.70 Dead 1170 1530 Snow 1530 Factored: 2700 Total 2750 Bearing: Capacity 2700 Bean2700 2700 Support 2814 Anal/Des 1.00 Beam 1.00 0.94 Support 0.94 92 Load comb 112 1.19 Mi 1.19 1.19 Min reg'd 1.19 1.00 Cb 1..00 1.00 Cb min 1.00 1.11 Cb support 1.11 625 Fop sUp 625 Glulam-Unbal.,West Species,24F-1.8E WS,3-117'x11.718" 8 laminations,3-112"maximum width, Supports:Alt-Timber-soft Been,D.FIr-L No 2 Total length:10'-2,4";volume= 2.9 cu IL; Lateral support:lope al supports,bottom=al supports; Analysis vs.Allowable Stress and Deflection using NOS 2012: Vette:ion Ma4e05 Value Desigs n. Value Unit Analgala/Dealga Shear fv a 77 Pv :105 psi Fv/Pv` 0.25 Bending(r) rib• 985 Pb' =2586 psi rib/Fb' = 4,39 Dead Defl'n 0.06-. 01./999 Live Dell's 0.08® <L/999 0.34 1/360 in 0.24 Total Defl'n 0.17= L/706 0.,50- 11240 an 0.34 Additional Data: FACTORS: F/E(pei)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn'Cvc LCN 08' 265 1.15 1.00 1,00 - 1.00 1.00 1.00 2 Pb', 2400 1.15 1.00 1,00 0.937 1.000 1.00 1.00 1,00 1.00 - 2 Pep' 650 - 1.00 1.00 - E' 1.8 million 1.00 1.1)0 - - - - 1,00 - - 2 Eminy' 0.85 million 1..00 1,00 - - - - :1,00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC N2 -DOS, V= 2674, V design = 2124 lbs Bending(+(, LC 42 = D+S, M= 6751 lbs-ft Deflection: LI CC a D-FS (live) LC N2 = D+5 (total) D=dead L=1ive 9=snow W=wtnd i=impact Lr=coot live Le=concentrated E=oarttguake All LC's ace listed in the Analysis output Load combinations: ASCE 7-10 / SBC 2012 CALCULATIONS: Deflection: E1 = 079406 lb-int .Live.deflection=Deflection from all non-dead loads (live, wind, snow,.1 o Total Deflection=1.50(Deed Load Deflection) + Live Load Deflection. Lateral stability (+): 1.0 =10'-1.19" Le= 19'-5.19" RB= 15.03 Design Notes: 1.WoodWorks analysis and design are In accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2 Please verify that the default deflection limits are appropriate for your application 3,Glulam design values are for materials conforming to ANSI 117-2010 and manufactured In accordance with ANSI A190.1.2007 4 GLULAM:bxd=actual breadth x actual depth, 5.Glulam Beams shall be laleratty supported according to the provisions of NDS Clause 3,3 3. 8,GLULAM:beadrg length based on smaller of Fcp(lenslon),Fcp(comp'n), Page 66 of 134 COMPANY PROJECT %O 0 d /l,�o r[(s' Dec.15,2015 05:54 LRB2.wwb Sb/IWARE FOR W000 DESIGN Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution. Dat- Location (ft] Magnitude Unit tern Start Fad Start End Losal Dead pull Wit 90.0 plf Laad2 Snow Full UDL 150.0 plf Load3 Live Full UDL 120,0 plf Self-weight Bead full I:OL 11,4 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): I t - 11' .6" Uniactored: Dead 562 562 Live 665 665 Snow 831 837 Factored: Total 1684 1604 Bearing: Capacity Beam 1787 113! Support 1836 1836 Anal/Des Beam 0.94 0.94 Support 0.92 0.92 Load comb 93 4.9 Length 0.50` 0.50` Min req'd 0.50• 0.50. Cb 1.00 1.00 Cb min 1,00 1.00 Cb support 1.07 1625 Fop sop 625 625 'Mlremum anng imglh swing used:171'for 580 *moons Glulam-Unbel.,West Species,24F-1.8E WS,5.112"xe" 8 laminations,5-142'maximum width, Supports:All-Timber-soft Beam,0 Flr-L Not Total length:11'-10';volume= 3,a nu.n; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection ninny Nos 2012: Criterion Aoa1 aia Yalta Dea173-nValue unit Analysis/Dnnl7ll Shear fv- 44 pvi 305 psi fv/IV'= 8,14 Rending(+) fb= 748 Pb' =2727 psi fb/Fb' = 0,27 Dead Defl'n 0,06 s<L/999 Live Defl'n 0,11=<L/999 0.37= L/360 in 0.31 Total Defl'n 0,20= L/671 0.55- L/240 in 0,36 Additional Data: FACTORS: f/E(psi)CD CM Ct CL CV Cfu Cr Clot Notes en'Cvr LCC Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 9'b'+ 2400 1.15 1.00 1.00 0.988 1.000 1.00 1.00 1.00 1.00 - 3 Fop' 650 - 1.00 1.00 - - - - 1.00 - - E' 1.8 million 1.00 1.00 - Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear LC I3 =0(.7511(01, V= 1678, V design= 1444 lbs Bending(+): LC 93 =8+.75(1+S), M- 4631 lbs-ft Deflection: LC #3 =8+.7511+5) (live) LC 91 =6+,75(1+5) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E.=earthquake All Le's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 601e06 lb-1n2 "Live'deflection=Deflection from all non-dead loads (live, wind, snow.) Total Deflection= 1.50(0ead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu=11'-0.50" Le =20'-3,81" RB= 8.52 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Budding Code(BC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement 2 Please verify that the default deflection limits are appropriate for your application. 3,Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190 1-2007 4,GLULAM:bad=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.33. 8 GLULAM:bearing length based on smaller of Fcp(Iansion),Fcp(cump'n) Page 67 of 134 • • COMPANY PROJECT 1114 WO0 d ff JA♦jr* o r k S® Dec 15,201605:54 LRB1 wort SOFTWARE EOR WOOD DESIGN Design Check Calculation Sheet WoodWarks Sizer 10,42 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End. Start End Loadl Dead fuii VOL 100.0 p16 Load2 Snow Full UDL 450.0 plf Load3 Dead Point 7.00 225 lbs Load4 Snow Point 7.08 625 lbs Self-weight Dead Full UDL 11.4 plf Maximum Reactions(Abs),Bearing Capacities(lbs)and Bearing Lengths(In): } 97.9" Unfactored: Dead 887 993 Snow 2336 2634 Factored: 3627 Total 3225 Rearing' Capacity 3627 Beam 3225 Support 3312 3725 Anal/Das Beam 1.00 1.00 Support 0.97 0.97 Load comb 42 62 Length 0.90 1.01 Min req'd 0.90 1.01 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 0.07 Fes:sup 625 625 Glutrn-Urdlal.,West Species,24F-1.SE WS,5.1/2":9" 6 laminations,5-112'maximum width, Supports:All.Timber-soft Beam,D.FIr-L No 2 Total length:9'-7.9';volume a 3.3 cu.d.: Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection mono AMA amt: Criterion Malyala Value DesignValue Unit Analyysis/SOsl+n = Shear iv= 94 re 305 psi L`vfPv' 41,31 Bending(+) fb= 1333 Fb' =2732 pal fb/Fb' . 0.49 Dead Defl'n 0.06=<L/999 Live Defl'n 0.17 = I,/694 0.32 = L/360 in 0.52 Total Defl'n 0.26= L/443 0,48 = L/240 in 0.54 Additional Data: FACTORS: F/E(psi)CD CM Ct CL Cl Cfu Cr Cfrt Notes Cn'Cvm LC4 Fe' 265 1.15 1.00 1-00 - - 1,00 1.00 1.00 2 Fb' 2400 1,15 1.00 1.00 0.990 1.000 1.00 1.00 0.00 1.00 - 2 + Fop' 650 - 1.00 1.00 - - - 1.00 E. 1.8 million 1.00 1.00 - - .. ' 1.00 " 2 Rainy' 0.85 million 1.00 1.00 - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC k2 =D+s, V= 3601, V design 3109 lbs Bendingi+): LC 02 -D+S, M= 8250 lbs-ft Deflection: LC 62 =D+S (live) LC 42 =D+5 (total) D=dead L=live S-snow W-wind 1-impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combination.: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 601006 lb-in2 "Live"deflection=Deflection from all non-dead loads (live, wind, scow.) Total Deflection-=1,50(Dead Load Deflection) + Live Load Deflections Lateral stability (+I: Lu=9'-6.94" Le=17'-10.38" RB= 7.99 Design Notes: 1,WoodWorks analysis and design are In accordance with the ICC international Building Code(IBC 2012),are National Design Specification(NDS 2012),and NDS Design Supplement 2,Please verify that the default deflection limits are appropriate for your application. 3,Olulam design values are for materials conforming to ANSI 117.2010 and manufactured In accordance with ANSI A190.1-2007 4 GLULAM:bre=actual breadth x actual depth, 5 Glulam Beams shall be(Morally supported according to the provisions of NDS Clause 3.3 3 6.GLULAM:bearing length based on smaller of Fop(tenston),Fcp(canp'n), I 1 , , ..E 6969 SW Hampton St. CLIENT: Page 68 of 134 PAGE / Portland,Oregon 97223 503,-6:414-,:1:0: PROJECT: Bend,Oregon 745 a9s 541-383-1828 hington7703 Dr.#205 NUMBER: F R O E L I C H DATE: 14303 Airport Way,Suite 200 ENGINEER 6 A Broomfield,Colorado 80021 www.froelich-enh neers.com 720-560-2269 BY: R Ca.A.A.A\evc.r rex:o/c - z2._ Ple..X DtsC )( IS)t loot(24(27 -I' (too)3380 F t-F gSL43k2s)475 PCF Tots4r) Lc.s o PUx ,ct,v f 3 1 r 1.5' Lb ot... 01 „ i . 4.G.7..* t '44...e.p N 3co k 1 zet 6r go? 1%) 1 _ .,. _.....1._ b_it ) Deep ig s203 .--.10.• &ems►....... lIDe.s;n K 1 1` 6_o" 1` use! Zx 6 -1c) + L; 16 0 c s 5�'Zx 6- c L 64c Page 69 of 134 COMPANY PROJECT .0100111' 0 0 Wor s® Dec 15,2016 04O4 Bernet 1041 WARE FOR WooDnIWA Design Check Calculation Sheet Moaners.saor 10 42 Loads: 5, 3.1 Maximum Rertiony Pay Bearing CaRatillesilbs)and Bearing Lengths tiny: 442 riSC,r1" caraBB:5 .IncrI IS ' -33 :931 leorrnurs'imeme Mime osemmeed Wier arol isms% .9**.l.MeAR2 OMER feMense bona nesiad Maher Me ammodes marten Waren woolen met Um am ouppon la from s rieferonl Med amemeted Ian Ms cake Ole As beets Mega shown here,dUll 049511900991 Sea Ansems reuses 0994019109 Sem Caelli load scanbireeren Leweereaft,0,04,Ne.2,2cS 114F2x5-1,21 MOM%Al:Tereesecet ems OSSA Net: bleornate MaCedllitAM MA IAN Iamb 442r.mem*'e 300, MEarelOMPRI PR ARAOMMa **Ms RteetedrierA7 Weed Mere MAMMA etercemence MOT Analysis vs.Allowable Stress and Deflection....Nu.wi2 :( MarlV::• htt • t ON IN • • •••• LLAL = L t,.K•t• 1N9 ION LOIN +490 E.I9 ./190 Additional Data: CAC70,, ,/,'Er.,CO CB Ct CE cf I , CAA% CA ICA l•:' 1.15 I Co 7.,O0 - - - 1 00 1,r9 CRODCAL LOAD COMONATION Shear .LC la B Or./EtEISIr V` beor 2er.LAI-0 LC 13 = - 945 lbs-ft Ceflectoon: Lc 412= Csdead saerr,W=ward 1=arpaer Lescoat 1Jve Eesaa,,eqereted E-eaarh.eaae Ala CC's are meted is the Alalyela carpet Loao Pat ce rns:6=5/2, 4:=1,2 Iddr, rr load:n span Coed apabaraclora:ASCE/BIG/IBC 2012 CALCULATIONS: beftectbse: CI- 19-192 "Ll/er clefloccoar-nor tocelon tr.,-all con-tetd inane tits,vo=d,soda I Total Cercecraor s 1,501Trad Lead BetIecrIOA) r rave Leaa LaLecal statalaty(-I: Lot a 3' It 3 1203 Design Notes: 4 WoodWorla analMs and deem 010n Mealtime web Me ICC Mamboed Baldem MAO(18C EN NAM.,000:r SPeaficabon(NOS 2014 and NEM Deem SupperneM 2 MOM sally NW Me debult deflect:a:into ero mewl*Mr your eeekeeen 3 CO 0091 or Creamed Emma NDS Meuse 425 5 readma 509 some grains pease.be weaned le Me melee 2r3 d 2.$00 510019.0911402.10 lenglb of carailmes and other mem 4 Sem lumbar bentens members old S Seemly surecoled worded 04210$4114101049*04 10$)Clouse 4 49 5 The MOM deflection mem Iles teen determined Mom noseasen**epee donecten Meaner defloclrons do NO govern design Page 70 of 134 COMPANY PROJECT 001011114 wo 0d\N rks' Dec 15,201004:05 Beem1 SOFIWA Re FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Siker 10.42 Loads: Load Typo Distribution Pat- Location (ft] Magnitude Unit test: Start End Start End imadi Dead 'Full OIL 125.0 pll Load2 Live Full UDL 400.0 plf Londa Snow Full UDL 200.0 plf Self-weight Osad Full UOl, 7.6 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 8.06 ti Unfactored: 1616 Dead 1616 Live 1214 1214 Snow 607 607 Factored: 2902 Total 2962 Bearing: Capacity Beam 2982 2982 Support 3062 3062 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb 13 13 Length 0,83 0.83 Min reg'd 0.03 0.03 CO 1,00 1.00 Cb min 1,00 1.00 Cb support 1,07 1.07 Fop sup 623 625 Glulam-Bal.,West Species,24F-1.8E WS,5-1/2"x6" 4 Laminations,5.162'maximum width, Supporta:All-Timber-so%Beam,D FIr-L No.2 Total lerglh:6'-0.0-;volume= 1,4 ce Ft Lateral support:lop=el supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection mono Nos 2012: Cr l Leyton Analysis Value OrslonValue Unit Meiyysle/fleO$n Shear tv o lbi PVff - 265 psi £v/Fv' - tt.39 Bending(+) fb " 1526 Fb' 2392 psi fb/Fb' a 0,64 Dead Defl'n 0.09= L/826 Live Det1'n 0.01 v L/977 0.20= 1/360 1n 0.37 Tota].Defl'n 0..20 m L/352 0.30- L/240 in 0.66 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cirt Notes CraCvr LC8 Pc' 265 1,00 1.00 1,00 - 1.00 1.00 1.00 2 Pb'. 2400 1.00 1.00 1.00 0,997 1.000 1.00 1.00 1.00 1.00 2 Fop' 650 - 1.00 1.00 - E' 1.8 million 1.00 1.00 - - ' - 1.00 - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 82 =D+I„ V- 2790, V design 2299 lbs Bending(+): LC 82 =D+L, M= 4197 lbs-ft Deflection: LC 83 =D+.7511+5) dive) LC 13 = 0+,75(L+S) (total) D=dead L=live 5=snow R=wind 1-impact Lr-roof live Lc-concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1760006 lb-1n2 "Live"deflection = Deflection from all non-dead loads (live, wind, n a ow_.) Total Deflection- 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability (0), Lu = 6' Le= 11'-3.38" AB- 5.18 Design Notes: 1,WoodWorks analysis and design are to accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2 Please verify that the default deflection limits are appropriate for your application, 3.Glulam design values are for materials confonru g to ANSI 117-2010 and manufactured in accordance with ANSI A190 1.2007 4,GLULAM:bxd=actual breadth x actual depth, 5,Glulem Beams shall be laterally supported according to the provisions of NOS Clause 3.32. B,GLULAM:bearing length based on smaller of Fcp(lersion),Fcp(comp'n) { i <.,r,cin=-_� CLIENT: Page 71 of 134 6969 SW Hampton St. PAGE / Portland,Oregon 97223 503-624-7005 PROJECT: ,-ntuzf 0re...10r 1 745 NW Mt.Washington Dr.#205 NUMBER: ,`X t Bend,Oregon 97703 541383-1828 FROELICH i "titc GATE: E N O I N E E R 8 i 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froclich-cngineers.com 720560.2269 BY: Z-VVATeo 5LAl3 Ar- `t/40a4tty art. /.../A/5 stro co-1C 1441.4._ 13L DGII r. CoNG. 10 Deep stab DL /o •-fi W /A1-4- 7.5 ' LLsiOopsF 141;/4 )5s C . 9" oc. 16_0 Page 72of134 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings'menu item Project Desor: and then using the"Printing& Title Block'selection. Title Block Lines Printed:14 DEC 2016,8:59AM File=p:1 Concrete Beam 2016117USIS-f1EHTEC6-l]IC7MYC-FUN480W-9.EC6 ENERCALC,INC.1983-2016,Buildfi.16.7.21,Ver:6.16.7.21 Lic.#:KW-06002304 Licensee :FROELICH CONSULTING ENGINEERS Description: Elevated Slab CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties fc12 = 3.0 ksi f Phi Values Flexure: 0.90 fr= fc *7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi c' E-Stirrups = 29,000.0 ksi fy-Main Rebar - 60.0 ksi Stirrup Bar Size# 3 �' E-Main Rebar = 29,000.0 ksi 90 in Number of Resisting Legs Per Stirrup= 2 13(0.09)110Z5f VV V 90"wx10"h Span-16.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=90.0 in, Height=10.0 in Span#1 Reinforcing.... 1045 at 3.0 in from Bottom,from 0.0 to 16.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.080, L=0.750 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.829 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.047 in Ratio= 4066>40 Mu:Applied 76.272 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<600 Mn*Phi:Allowable 91.997 k-ft Max Downward Total Deflection 0.122 in Ratio= 1570>40 Max Upward Total Deflection 0.000 in Ratio= 999>40 Location of maximum on span 7.985 ft Span#where maximum occurs Span#1 Vertical ReactionsSupport notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 13.890 13.890 Overall MINimum 4.734 4.734 +D+H 7.890 7.890 +D+L+H 13.890 13.890 +D+Lr+H 7.890 7.890 +D+S+H 7.890 7.890 +D+0.750Lr40.750L+H 12.390 12.390 +D+0.750L+0.750S+H 12.390 12.390 +D+0,60W+H 7.890 7.890 +D+0.70E+H 7.890 7.890 +D+0.750Lr+0.750L+0.450W+H 12.390 12.390 +D+0.750L+0.750S+0.450W+H 12.390 12.390 +D+0.750L+0.750S+0.5250E+H 12.390 12.390 Page 73 of 134 Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: using the'Settings"menu item Project Descr: and then using the'Printing& Title Block'selection. Title Line 6 Printed:14 DEC 2016,8:59AM He=p 16t17USIS-EIEHTEC6-Q1C7MYCPJN460W-3.EC6 1 Concrete Beam ENERCALC,INC.1983-2016,Buikt6.16.7.21,Ver.6.16.7.21 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description Elevated Slab Vertical Reactions Support notation;Far left is#1 Load Combination Support 1 Support 2 +0.600+0.60W40.60H 4.734 4.734 40.60D+0.70E+0.60H 4.734 4.734 D Only 7.890 7.890 Lr Only L Only 6.000 6.000 S Only W Only E Only H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.20D+1.60L+0:50S+1.60H 1 0.00 7.00 19.07 19.07 0.00 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.03 7.00 19.00 19.00 0.55 1.00 54.98 Vu<PhiVc12 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.06 7.00 18.93 18.93 1.11 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.09 7.00 18.86 18.86 1.66 1.00 54.98 Vu<Pt4Vc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.12 7.00 18.79 18.79 2.21 1.00 54.98 Vu<PhiVc.I2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.15 7.00 18.72 18.72 2.75 1.00 54.98 Vu<PhVeJ2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.17 7.00 18.65 18.65 3.30 1.00 54.98 Vu<PhVcl2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.20 7.00 18.58 18.58 3.84 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 0.23 7.00 18.51 18.51 4.38 1.00 54.98 Vu<PhiVd2 Not Reqd 1 55.0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 0.26 7.00 18.44 18.44 4.92 1.00 54.98 Vu<PhlVcJ2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.29 7.00 18.37 18.37 5.46 1.00 54.98 Vu<PhlVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.32 7.00 18.30 18.30 5.99 1.00 54.98 Vu<PtiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 0.35 7.00 18.23 18.23 6.52 1.00 54.98 Vu<PhVM2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.38 7.00 18.16 18.16 7.05 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1,200+1.60L+0.505+1.60H 1 0.41 7.00 18.10 18.10 7.58 1.00 54.98 Vu<PhiVd2 Not Reqd l 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 7.00 18.03 18.03 8.11 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.47 7.00 17.96 17.96 8.63 1.00 54.98 Vu<PhVcJ2 Not Reqd 1 55.0 0.0 0.0 +1,20D+1.60L40.50S+1.60H 1 0.50 7.00 17.89 17.89 9.15 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.52 7.00 17.82 17.82 9.67 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.55 7.00 17.75 17.75 10.19 1.00 54.98 Vu<PhiVcI2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 0.58 7.00 17.68 17.68 10.71 0.96 54,77 Vu<PhiVc/2 Not Reqd 1 54.8 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 0.61 7.00 17.61 17.61 11.22 0.92 54.49 Vu<PhlVcJ2 Not Reqd 1 54.5 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.64 7.00 17.54 17.54 11.74 0.87 54.24 Vu<PhiVc/2 Not Reqd 1 54.2 0.0 0.0 +1.20D+1.60L+0,50S+1.60H 1 0.67 7.00 17.47 17.47 12.25 0.83 54.01 Vu<PhiVc/2 Not Reqd 1 54.0 0.0 0.0 +1,20D+1,60L+0,50S+1.60H 1 0.70 7.00 17.40 17.40 12.75 0.80 53.80 Vu<PhlVc/2 Not Reqd 1 53.8 0.0 0.0 +1,200+1.60L40.50S+1,60H 1 0.73 7.00 17.33 17.33 13.26 0.76 53.60 Vu<PhiVc/2 Not Reqd 1 53.6 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.76 7.00 17.26 17.26 13.76 0.73 53.42 Vu<PhiVcJ2 Not Reqd 1 53.4 0.0 0.0 +1.20D+1,60L40.50S+1,60H 1 0.79 7.00 17.19 17.19 14.27 0.70 53.26 Vu<Ph1Vc/2 Not Reqd 1 53.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.82 7.00 17.12 17.12 14.77 0.68 53.10 Vu<PhiVc/2 Not Reqd 1 53.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.85 7.00 17.05 17.05 15.26 0.65 52.96 Vu<PhiVN2 Not Reqd 1 53.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.87 7.00 16.98 16.98 15.76 0.63 52.83 Vu<PhlVc/2 Not Reqd 1 52.8 0.0 0.0 +1.20D+1,60L40.50S+1,60H 1 0.90 7.00 16.91 16.91 16.25 0.61 52.70 Vu<PhiVc/2 Not Reqd 1 52.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.93 7.00 16,85 16.85 16.75 0.59 52.58 Vu<PhiVc/2 Not Reqd 1 52.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.96 7.00 16.78 16.78 17.24 0.57 52.47 Vu<PhVN2 Not Reqd 1 52.5 0.0 0.0 +1.20D+1.60L40.50S+1.60H 1 0.99 7.00 16.71 16.71 17.72 0.55 52.37 Vu<PhiVcJ2 Not Reqd 1 52.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.02 7.00 16,64 16.64 18.21 0.53 52.27 Vu<PhVel2 Not Reqd 1 52.3 0.0 0.0 +1,200+1.60L+0,50S+1.60H 1 1.05 7.00 16.57 16.57 18.69 0.52 52.18 Vu<PhiVc/2 Not Reqd 1 52.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.08 7.00 16.50 16.50 19.18 0.50 52.09 Vu<PhiVc/2 Not Reqd 1 52.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.11 7.00 16.43 16.43 19.66 0.49 52.01 Vu<PhiVc/2 Not Reqd 1 52.0 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 1.14 7.00 16.36 16.36 20.13 0.47 51.93 Vu<PhiVc/2 Not Reqd 1 51.9 0.0 0.0 +1,200+1.60L+0.50S+1.60H 1 1.17 7.00 16.29 16.29 20.61 0.46 51.85 Vu<PhiVcI2 Not Reqd 1 51.9 0.0 0.0 +1,200+1.60L40.50S+1,60H 1 1.19 7.00 16.22 16.22 21.08 0.45 51.78 Vu<PhiVc12 Not Reqd 1 51.8 0.0 0.0 +1.200+1.601+0.50S+1.60H 1 1.22 7.00 16.15 16.15 21.55 0.44 51.71 Vu<PhiVe/2 Not Reqd 1 51.7 0.0 0.0 Page 74of134 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:14 DEC 2016,8:59AM i Concrete Beam �le=p:12016117USIS-EIEHrEC6-01C7A4YC-F1IN460V-3,EC6 ENERCALC,INC.1983-2016,BidId6.16.7.21,Ver6.16.7.21 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Elevated Slab Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi"Vc Comment Phi"Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-fl) (k) (k) (k) Req'd Suggest 1 +1.20D+1.60L+0.50S+1.60H 68 1__15.42 7,00 -17.68 17.68 10.711 0.96 54.77 Vu<PhiVd2 Not Reqd 1 54.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.45 7.00 -17.75 17.75 10.19 1.00 54.98 Vu<PhiVcI2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.48 7.00 -17,82 17.82 9.67 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.50 7.00 -17,89 17.89 9.15 1.00 54.98 Vu<PhIVd2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0,50S+1,60H 1 15.53 7.00 -17.96 17.96 8.63 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55,0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.56 7.00 -18.03 18.03 8.11 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 15.59 7.00 -18.10 18.10 7.58 1.00 54.98 Vu<PhiVd2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0,50S+1,60H 1 15.62 7.00 -18.16 18.16 7.05 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55,0 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 15.65 7.00 -18.23 18.23 6.52 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.68 7.00 -18,30 18.30 5.99 1.00 54.98 Vu<PhiVd2 Not Reqd 1 55.0 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 15.71 7.00 -18.37 18.37 5.46 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0,0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.74 7.00 -18.44 18.44 4.92 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.77 7.00 -18.51 18.51 4.38 1.00 54.98 Vu<PhiVd2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.80 7.00 -18.58 18.58 3.84 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.83 7.00 -18.65 18.65 3.30 1,00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1,20D+1.60L+0.50S+1,60H 1 15.85 7.00 -18.72 18.72 2.75 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.88 7.00 -18.79 18.79 2,21 1.00 54.98 Vu<PhlVd2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 15.91 7,00 -18.86 18.86 1.66 1.00 54,98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 15.94 7.00 -18.93 18.93 1.11 1.00 54.98 Vu<PhiVcl2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 15.97 7.00 -19.00 19.00 0.55 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55.0 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 16.00 7.00 -19.07 19.07 0.00 1.00 54.98 Vu<PhiVc/2 Not Reqd 1 55,0 0.0 0.0 Maximum Forces&Stresses for Load Combinations Load Combination ------Location(ft) Bending Stress Results (k-ft) in Segment Length Span# Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 16.000 76.27 92.00 0.83 +1.40D+1.60H Span#1 1 16.000 44.18 92.00 0.48 +1.20D+0,50Lr+1,60L+1,60H Span#1 1 16.000 76.27 92.00 0.83 +1.20D+1.60L+0,505+1.60H Span#1 1 16.000 76.27 92.00 0.83 +1.20D+1.60Lr+0,50L+1,60H Span#1 1 16.000 49.87 92.00 0.54 +1.20D+1,60Lr+0,50W+1,60H Span#1 1 16.000 37.87 92.00 0.41 +1,20D+0,50L+1,605+1,60H Span#1 1 16.000 49.87 92.00 0.54 +1.20D+1.60S+0,50W+1.6011 Span#1 1 16.000 37.87 92,00 0.41 +1.20D+0,50Lr+0,50L+W+1.60H Span#1 1 16.000 49.87 92.00 0.54 +1,20D+0,50L+0.50S+W+1,60H Span#1 1 16.000 49.87 92,00 0.54 +1.20D+0.50L+0.70S+E+1,60H Span#1 1 16.000 49.87 92.00 0.54 +0.90D+W+0.90H Span#1 1 16.000 28.40 92.00 0.31 +0.90D+E+0.90H Span#1 1 16.000 28.40 92.00 0.31 Overall Maximum Deflections Load Conhination Span Max. "Deft Location in Span Load Combination Max."+"Deft Location in Span 40+1+11 1 0.1222 8.000 0.0000 0.000 Main Office CLIENT: Page 75 of 134 6969 SW Hampton St. I � Portland,Oregon 97223 503-624-7005 PROJECT: Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 • 541-383-1828 F R O E L I C H ❑ Denver Office DATE: ENGINEERSi 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: x .t5 u,h-edl-u „s _,�"; 720.560-2269 �,... .. _ _ ... Page 76 X0\04 b466H 9 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: , y htt ❑Central Orr_ucr 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 FROELICH flDeni'rCfice DATE: E N D I N E E R 5 d 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: www.troelich-engineers.com 720-560-2269 f-fEi CoLum.N 0A Wet LC. W,Ato, LOA D Vs 127.. P� kZ5. �� s ZZ. 67 kers l .5o.gS PCtCfor (OAD ON C11c. C.c,LuPtis p `") ( 3 ) F � PLF USE (2.) A3S @ EA EAJD o F Co Lu N. Al 1 Page 77 of 124 COMPANY PROJECT fit WoodWorks(g) SOFTWARE FOR WOOD DESIGN July 23,2014 05:07 Columnl Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Loadl Wind Full IJDL 48.0 NO MAXIMUM REACTIONS (lbs): 1 0' 27' Dean 648 Live 648 Total 648 648 Glulam-Balanced,West Species, 24F-1.8E WS, 5-112x7-1/2" Self Weight of 9 5 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 27.00=27.00[ft];Lateral support:top=Lb,bottom=Lb,Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear iv = 24 Fv' = 384 fu/Fe' = 0.06 Bending(+) fb = 1018 Fla' = 3840 fb/Fb' = 0.27 Axial fc = 6 Fc' = 389 fc/Fc' = 0.02 Axial Bearing fc = 6 Fc* = 1440 fc/Fc* - 0.00 Combined (axi.a» compression + s,de load bending) Eq.3.9-3 = 0.27 Live Defl'n 1.65 = L/196 1.80 = L/180 0.92 Total Defl'n 1.65 = L/196 1.30 = L/180 0.92 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CV Cfu Cr Cfrt Notes LC# Fb'+ 2400 1.60 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 2 Fc' 1600 0.90 1.00 1.00 0.270 - - - 1.00 - 1 Fc'comb 1600 1.60 - - 0.155 - - - 2 E' 1.8 million 1.00 1.00 - - - - 1.00 - 2 Fc* 1600 0.90 1.00 1.00 - - - - 1.00 - 1 Bending(+) : LCIF 2 = .6D+W, M = 4374 lbs-ft Shear : LC# 2 = .6D+W, V = 648, V design = 648 lbs Deflection: LC# 2 - .6D+W EI= 348e06 lb-int Total Deflection = 1.00(Dead Load Deflection) -+- Live Load Deflection. Axial : LC# 1 = D only, P = 256 lbs Combined : LCI 2 = .6D+W; (1 - fc/FcE) = 0.98 (D=dead L=live S=snow W=wind I=impact ^_=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. Page 78 of 134 COMPANY PROJECT WoodWorks'' SO# WANE fON 1Y000 7)ISIGM June 16, 2003 10:53 (2)2x6 Cripple Stud.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 4000 lbs Load2 Snow Axial (Ecc. = 0.00") 7000 lbs Self-weight Dead Axial 35 lbs Lateral Reactions (lbs): 9' 1' v D 'v 0' A 9' Lumber n-ply, D.Fir-L, Stud, 2x6, 2-ply(3"x5-1/2") Support: Non-wood Total length: 9';volume= 1.0 cu.ft.; Pinned base; Load face=width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0=0.0 [ft]; Ke x Ld: 1.0 x 9.0=9.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 669 Fc' = 710 psi fc/Fc' = 0.94 Axial Bearing _ fc = 669 Fc* = 977 psi fc/Fc* = 0.68 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 850 1.15 1.00 1.00 0.726 1.000 - - 1.00 1.00 2 Fc* 850 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 11035 lbs Kf = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBO-UBC Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Page79of134 COMPANY PROJECT WoodWorks® ,QFFWARE FOR W000 DI SIGN June 16,2003 10:52 (1)2x6 Cripple Stud.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load/ Dead Axial (Ecc. = 0.00") 2000 Lbs Load2 Snow Axial (Ecc. = 0.00") 3500 lbsSelf-weight Dead Axial 18 lbs Lateral Reactions (lbs): y .1 9' t � o u Q a 0' 9' Lumber n-ply, D.Fir-L, Stud, 2x6, 1-ply(1-1/2"x5-112") Support: Non-wood Total length: 9';volume=0.5 cu.ft.; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 0.0=0.0[ft]; Ke x Ld: 1.0 x 9.0=9.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 669 Fc' = 710 psi fc/Fc' = 0.94 Axial Bearing fc = 669 Fc* = 977 psi fc/Fc* = 0.68 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 850 1.15 1.00 1.00 0.726 1.000 - - 1.00 1.00 2 Fc* 850 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 5518 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBO-UBC Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Page 80 of 134 COMPANY PROJECT WoodWorks® ,OA WARf FOR worm Df51GN June 16,2003 10:53 4x6 Cripple Stud.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 7000 lbs Load2 Snow Axial (Ecc. = 0.00") 10000 lbs Self-weight Dead Axial 41 , lbs Lateral Reactions (lbs): 9' co mCD D o 0' 9' Lumber Post, D.Fir-L, No.2, 4x6 (3-112"x5-1/2") Support: Non-wood Total length: 9'; volume= 1.2 cu.ft.; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 0.0= 0.0[ft]; Ke x Ld: 1.0 x 9.0=9.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 885 Fc' = 976 psi fc/Fc' = 0.91 Axial Bearing fc = 885 Fc* = 1708 psi fc/Fc* = 0.52 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.15 1.00 1.00 0.572 1.100 - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 17041 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBO-UBC Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Page 81 of 134 COMPANY PROJECT WoodWorks® .SOfi HARE 10k WSJ Ut)lolls Nov. 18, 2016 16:39 4x8 Cripple Stud.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 11400 lbs Self-weight Dead Axial 54 lbs Lateral Reactions (lbs): 03 N D CD 0' 9' Lumber Post, D.Fir-L, No.2, 4x8(3-1/2"x7-1/4") Support: Non-wood Total length: 9';volume= 1.6 cu.ft.; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 9.0=9.0 [ft]; Ke x Ld: 1.0 x 0.0=0.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 451 Fc' = 451 psi fc/Fc' = 1.00 Axial Bearing fc = 451 Fc* = 1276 psi fc/Fc* = 0.35 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 0.90 1.00 1.00 0.354 1.050 - - 1.00 1.00 1 Fc* 1350 0.90 1.00 1.00 - 1.050 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 11454 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBO-UBC Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Page 82 of 134 COMPANY PROJECT WoodWorks' fOFTwAR£FOR WOOD DFJIG.V June 16, 2003 11:02 6x6 Cripple Stud.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 9000 lbs Load2 Snow Axial (Ecc. = 0.00") 14000 lbs Lateral Reactions (lbs): 9' 03 giD o 0' 9' Timber-soft, D.Fir-L, No.1, 6x6(5-1/2"x5-112") Support: Non-wood Total length: 9';volume= 1.9 cu.ft.; Post and timber, Pinned base; Load face=width(b); Ke x Lb: 1.0 x 0.0=0.0[ft]; Ke x Ld: 1.0 x 9.0=9.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 760 Fc' = 823 psi fc/Fc' = 0.92 Axial Bearing fc = 760 Fc* = 1150 psi fc/Fc* = 0.66 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.15 1.00 1.00 0.715 1.000 - - 1.00 1.00 2 Fc* 1000 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 23000 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBO-UBC Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Page 83 of 134 COMPANY PROJECT fit WoodWorks® SOF)WLRF FOR WOOD OFS(GN Nov. 18,2016 16:41 6x8 Cripple Stud.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load/ Dead Axial (Ecc. = 0.00") 32000 lbs Lateral Reactions (lbs): N t> 0 co 0' g' Timber-soft, D.Fir-L, No.1, 6x8 (5-1/2"x7-1/4") Support Non wood Total length:9'; volume=2.5 cu.ft.; Post and timber; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 0.0=0.0[ft]; Ke x Ld: 1.0 x 9.0=9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 803 Fc' = 804 psi fc/Fc' = 1.00 Axial Bearing fc = 803 Fc* = 900 psi fc/Fc* = 0.89* *Column requires a bearing plate at top as per NDS 3.10.1.3 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 0.90 1.00 1.00 0.893 1.000 - - 1.00 1.00 1 Fc* 1000 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 32000 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBO-UBC Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Page 84 of 134 COMPANY PROJECT I Woodworks' SOFTWARE FOR WOOD DESIGN Feb. 10,2011 17:00 5 1-8x6 glu-lam.wwc Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load/ Dead Axial (Ecc. = 0.00") 25000 lbs Self-weight Dead Axial 80 lbs Lateral Reactions (lbs): I 9, 1• 00 —� W v co 0' 9' Glulam-Balanced,West Species, 24F-1.8E WS,5-118"x7-1/2" 5 laminations,5-1/8"maximum width, Support:Non-wood Total length:9';volume= 2.4 cu.ft.; Pinned base; Load face=width(b);Ke x Lb: 1.0 x 9.0=9.0[ft]; Ke x Ld:1.0 x 9.0=9.0[ft]; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 652 Fc' = 1140 psi fc/Fc' = 0.57 Axial Bearing fc = 652 Fc* = 1440 psi fc/Fc* = 0.45 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CV Cfu Cr Cfrt Notes LC# Fc' 1600 0.90 1.00 1.00 0.792 - - - 1.00 - 1 Fc* 1600 0.90 1.00 1.00 - - - - 1.00 - 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 25080 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC Design Notes: 1.WoodlNorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4.GLULAM:bxd=actual breadth x actual depth. 11/18/2016 Post Capacities I Simpson Strong-Tie Page 87 of 134 Post Tension Loads for Southern Pine — _ Allowable Tension lLumber SIMPSON Pt,(160) Framing _ Stroneie Bolt Diameter(in.) Size Grade ._.„ Inttos://www.stronatiexorni) cz i ih Ve Ve 1 oe,v;ii.krovite on-#0 r ot , oil 0 4760 1 4555 4150 3950 ' _ ______ 3x4 #2 9450 7930 7595 6920 6580 2-2x4 #2 11340 9520 9115 8305 7900 4-Inch 4x4 #2 13230 11105 10630 I 9685 9215 Wall --"T 3-2x4 #2 17010 14275 13670 ' 12455 11845 4x6 #2 18480 15510 14850 13530 12870 4x8 #2 22330 18740 17945 16350 15550 4x10 #2 246(2: 206,50 T 1q726 18015 17135 2x6 #2 7920 7110 6930 J 6570 6390 3x6 #2 13206 11850 11550J 10950 10650 I 2-2x6 #2 1584-0-1 14220 13860 13140 12780 6-Inch Wall 4x6 #2 18480 16590 16170 15330 14910 j 3-2x6 #2 23760 21330 20790 19710 19170 6x6 #1 43560 39105 38115 36135 35145 6x8 #1 59400 53325 51975 49275 47925 See footnotes Post Tension Loads for Spruce-Pine-Fir Allowable Tension ----1 Lumber Ft Framing— , (160) ... _ Bolt Diameter(in.) Size Grade 0 lii ' % 7/a 1 2x4 #1/#2 5670 4760 4555 4150 3950 , 3x4 #1/#2 9450 7930 7595 6920 6580 4-Inch 2-2x4 #142 11340 9520 9115 8305 7900 Wall 4x4 #1/#2 13230 11105 10630 9685 9215 3-2x4 #1/#2 17010 14275 13670 12455 11845 4-2x4 #1/#2 22680 19035 18225 16605 15795 2x6 #1/#2 7720 6930 6755 6405 6230 6-Inch 3x6 #1/#2 12870 11555 11260 10675 10385 2-2x6r#1/#2 15445 13865 13515 12810 12460 Wall 3-2x6 #1/#2 23165 20795 20270 19215 18690 , 4-2x6 #1/#2 28315 25420 24775 23490 22845 See footnotes https://www.strongtie.com/products/connectorstwood-construction-connectors/technical-notes/post-capacities 5/5 Page 88 of 134 4 Cheat: West Hills Development Project: River Terrace East Pro).It: 16-T l00 Date: 11/18/2016 BY: YSP FROELICH E N t I N E E R S f Cont. Spread Footing Design At Building Ext. Wall (II to joist) fEEEMEEZEIMINIIIIIIMINI Foundation Results -•• a L., Mlifj Dead Load(plf) 832 Roof SL .: 11 Ftg Dead Load(plf) 435 Floor DL •< ® live Load(plf) 320 Floor LL . 40 Snow Load(pit) 300 Wall DL .- 10 IBC Eq.16-9(plf) 1587 Concrete Wt.(pcf) NEM IBC Eq.16-10(off) 1567 IBC Eq.16-11(pit) 1732 Tributary Areas Total bearing(psf) 666 Roof Trib(ft) 12 Allowable brg(psf) 2500 Floor trib(ft) 8 Footing OK' Wall height(ft) 40 Stemwall hi.(ft) 1.5 Stud Wail Loadings Results Stemma width(in.) 8 Dead Load(plf) 832 Footing width(in.) 24 Live Load(plf) 320 Footing depth(In.) 12 Snow Load(pif) 300 Cont. Spread Footing Design At Building Ext.Wall (I_to joist) Foundation Results Roof DL Dead Load(plf) 1057 Roof SL .-f) IIIIIIIIIEZ Ftg Dead Load(plf) 435 Floor DL •_ IIIIIIIIM Live Load(plf) 840 Floor LL 40 Snow Load(plf) 125 Wall DL •sf) 10 IBC Eq.18-9(plf) 2332 Concrete Wt.(.cf) lid IBC Eq.16-10(plf) 1617 IBC Eq.16-11(plf) 2216 *Tributary Areas Total bearing(pal) 1166 Roof Trib(ft) 5 Allowable brg(psf) 2500 Floor trib(ft) 21 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 1.5 (3ir1CT1"i I - Stemwall width(in.) 8 LIEEIMIT0011.11111 1057 Footing width(in.) 24 ( �T[r• Cj)1111111111111 840 Footing depth(in.) 12 now Load(pit) 125 Cont. Spread Footing Design At In Brg Wall - 1st Floor Foundation Results Roof DL •- MEE Dead Load(pit) 1651 Roof SL •8 25 Ftg Dead Load(pIf) 290 Floor DL •s ® Live Load(plf) 1800 loor LL ,.s Snow Load(plf) 50 TEM 10 IBC Eq.16-9(pit) 3741 ft•ja�iat til.1af.. 145 IBC Eq.16-10(pit) 1991 IBC Eq.16-11(plf) 3329 Tributary Areas Total bearing(psf) 1871 Roof Tri (ft) 2 Allowable brg(pet) 2500 Floor trib(ft) 46 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 8 Dead Load(pit) 1651 Footing width(in.) 24 Live Load(pit) 1800 Footing depth(in.) 12 Snow Load(plf) 50 Page 89 of 134 Cont. Spread Footing Design At Int. Brg Wall -2nd Floor Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(pip 1146 Roof SL(psf) 25 Ftg Dead Load(plf) 290 Floor DL(pat) 27 Live Load(plf) 1200 Floor LL(psf) 40 Snow Load(pit) 50 Wall DL(psf) 10 IBC Eq.16-9(pit) 2638 Concrete Wt.(pcf) 145 IBC Eq.16-10(plf) 1486 IBC Eq.16-11(plf) 2374 Tributary Areas Total bearing(psi) 1318 Roof Trib(ft) 2 Allowable brg(psf) 2500 Floor Crib(ft) 30 Footing OK Wall height(ft) 30 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 0 Dead Load(pit) 1146 Footing width(in.) 24 Live Load(plf) 1200 Footing depth(in.) 12 Snow Load(plf) 50 Page 90 of 134 Cont. Spread Footing Design At Party Wall Loading Criteria Foundation Results Roof DL(psi) 18 Dead Load(plf) 1516 Roof SL(pat) 25 Ftg Dead Load(plf) 290 Floor DL(psi) 27 Live Load(plf) 1800 Floor LL(psi) 40 Snow Load(p19 50 Wall DL(psi) 10 IBC Eq.16-9(plf) 3406 Concrete Wt.(pct) 145 IBC Eq.16-10(plf) 1856 IBC Eq.18-11(plf) 3044 Tributary Areas Total bearing(psi) 1703 Roof Trib(ft) 2 Allowable brg(psi) 2500 Floor trib(ft) 40 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 0 Dead Load(pit) 1516 Footing width(in.) 24 Live Load(plf) 1600 Footing depth(in) 12 Snow Load(pit) 50 - Cont. Spread Footing Design At Corridor Wall Loading Criteria Foundation Results Roof DL(psi) 18 Dead Load(plf) 1345 Roof SL(psf) 25 Ftg Dead Load(pit) 290 Floor DL(psi) 55 Live Load(pit) 900 Floor LL(psi) , 100 Snow Load(plf) 625 Wall DL(pat) 10 IBC Eq.16-9(plt) 2535 Concrete Wt(pot) 145 IBC Eq.16-10(plf) 2260 IBC Eq.16-11(pit) 2779 Tributary Areas Total bearing(pat) 1389 Roof Trib(ft) 25 Allowable brg(psf) 2500 Floor Crib(ft) 9 Footing OK Wall height(ft) 40 Stemwall ht(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 8 Dead Load(pit) 1345 Footing width(in.) 24 Live Load(pit) 900 Footing depth(in.) 12 Snow Load(plf) 625 FROELICH CONSULTING ENGINEERS INC., Client: Project: Project#: By: Footings Maximum Allowable Required Required Dimensions Used Dimensions Footing Bearing Footing SizeLoad(P0� gajbw Area W(ft) I L(ft) _ W(ft) I L(ft) D(in) Weight Pressure 18"x cont x10" 3500 2500 1.40 1.18 1.18 1.5 1 10 188 2458 24"x cont x 10" 14000 2500 5.60 2.37 2.37 2 3 10 750 2458 36"x cont x 10" 27000 2500 10.80 3.29 329 3 4 10 1500 2375 2'-6"x 2'-6"x 10" 15500 2500 6.20 2.49 2.49 2.5 2.667 10 833 2450 3'-0"x 3'-O"x 12" 21000 2500 8.40 2.90 2.90 3 3 12 1350 2483 3'-6"x 3'-6"x 12" 27000 2500 10.80 3.29 3.29 3.5 3.333 12 1750 2465 4'-0"x 4'-0"x 12" 37000 2500 14.80 3.85 3.85 4 4 12 2400 2463 4'-6"x 4'-6"x 12" 52000 2500 20.80 4.56 4.56 4.5 5 12 3375 2461 Required Area: =(PtatAgwtow)os Bearing Pressure =(Ptt+Wag)/(W*L) =(Ptot+Wftg)/(W*L*3.1415/4) v umCD Co 0 W Client: Project: Proj.#: Date: By: µyr FROELICH ENGINEERS A ASCE 7-05 Earthquake Load Cs Factor Importance Factor(Seismic) I = 1.0 Basic Seismic Force Resisting System Light Framed Wood Shear Wall R= 6.5 Design Spectral Response Acceleration Seismic Design Coefficient Development Latitude Longitude SDS I SD, Category Cs I 45.559 I -122.853 10.726 10.403 I D I 0.1117 -Information in table was obtained from USGS website -Conservatively design all structures in all developments for the Cs design value specified below Controlling Cs Value: 0.1117 Use Cs =0.12 for Design in all Developments Equations: Cs=SDel/R Response Coefficient CO m 0 W Page 93 of 134 Client: Project: River Terrace Project#: 16-T100 Date: 11/18/2016 By: YSP FROELICH EN GIN E E R S I WIND FORCE CALCULATION-MWFRS Side-Side Event ASCE 7-10 SECTION 27-2 METHOD 2-ANALYTICAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Ka= 0.85 Table 26.6-1 Wind Importance Factor IH,= 1.00 Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 54 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 146 ft Measured Parallel to wind direction Mean Roof Height h= 40 ft Highest Roof Level h„= 40 ft Approximate Fundamental Period Ta= 0.32 sec Eq. 12.8-7 Output-Fundamental Frequency f= 3.1 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 Length of 1/2 hill height Lb= 1 ft Figure 26.8-1 Dist.From Crest to Bldg.x= 0 ft Figure 26.8-1 Height Above Local Grade z= 0 ft Figure 26.8-1 Horizontal Attenuation Factor m= 1 Figure 26.8-1 Height Attenuation Factor g= 1 Figure 26.8-1 Shape Factor Kl/(H/Lh)= 1 Figure 26.8-1 Output-Topographic Multipliers K1= 0.00 K2= 1.00 1C3= 1.00 Topographic Factor K1= 1.00 Page 94 of 134 Gust Effects Input Integral Length Scale Factor e= 320 ft Table 26.9-1 Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 3-s gust exponent a= 7.00 Table 26.9-1 Turbulence Intensity Factor c= 0.30 Table 26.9-1 Power Law Exponent E = 0.33 Table 26.9-1 Minimum Height zm;n= 30 ft Table 26.9-1 Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.88 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.85 Pressure Coefficients Input Length to Width Ratio LIB= 2.70 Height to Length Ratio h/L= 0.27 Roof Pitch= 9 : 12 = 36.87 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 External Pressure Coefficients Cp (see below) Figure 27.4-1 Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.8 15 0.57 18.0 Pressure Leeward -0.27 20 0.62 19.6 Output qz Roof Windward 0.40 25 0.67 20.8 Roof Leeward -0.6 30 0.70 22.0 40 0.76 23.8 50 0.81 25.4 60 0.85 26.8 70 0.89 28.0 80 0.93 29.1 90 0.96 30.0 100 0.99 31.0 120 1.04 32.6 h= 40 0.76 23.8 qh hparapet= 0 0.57 18.0 qh Page 95 of 134 Design Wind Pressures p (psf)-GCr.=(-) 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCpi= -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.6 -1.2 17.8 ft 20 17.6 -1.2 18.8 25 18.5 -1.2 19.7 30 19.3 -1.2 20.5 40 20.6 -1.2 21.8 50 21.6 -1.2 22.8 60 22.6 -1.2 23.8 70 23.4 -1.2 24.6 80 24.1 -1.2 25.3 90 24.8 -1.2 26.0 100 25.4 -1.2 26.6 120 26.6 -1.2 27.8 40 20.6 -1.2 7.5 -4.7 21.8 12.20 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures p (psf)-GCrr=(+) 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCpi= 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 8.0 -9.8 17.8 ft 20 9.1 -9.8 18.8 25 9.9 -9.8 19.7 30 10.7 -9.8 20.5 40 12.0 -9.8 21.8 50 13.0 -9.8 22.8 60 14.0 -9.8 23.8 70 14.8 -9.8 24.6 80 15.5 -9.8 25.3 90 16.2 -9.8 26.0 100 16.8 -9.8 26.6 1 120 18.0 -9.8 27.8 40 12.0 -9.8 2.3 -9.9 21.8 12.20 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD} p (psf)-GCS;.--.(-) 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 Internal Pressure Coefficient GCpi= -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- I Windward I Leeward I Roof WW I Roof LW I WW+LWI RWW+RLW Page 96 of 134 Height 15 9.9 -0.7 10.7 ft 20 10.6 -0.7 11.3 25 11.1 -0.7 11.8 30 11.6 -0.7 12.3 40 12.3 -0.7 13.1 50 13.0 -0.7 13.7 60 13.5 -0.7 14.3 70 14.0 -0.7 14.7 80 14.5 -0.7 15.2 90 14.9 -0.7 15.6 100 15.3 -0.7 16.0 120 15.9 -0.7 16.7 40 12.3 -0.7 4.5 -2.8 13.1 7.32 Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) p (psi)-GC0=(+) 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 Internal Pressure Coefficient GCp;= 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW-I-LW RWW+RLW Height 15 4.8 -5.9 10.7 ft 20 5.4 -5.9 11.3 25 6.0 -5.9 11.8 30 6.4 -5.9 12.3 40 7.2 -5.9 13.1 50 7.8 -5.9 13.7 60 8.4 -5.9 14.3 70 8.9 -5.9 14.7 80 93 -5.9 15.2 90 9.7 -5.9 15.6 100 10.1 -5.9 16.0 120 10.8 -5.9 16.7 40 7.2 -5.9 1.4 -5.9 13.1 7.32 Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Page 97 of 134 Client: Project: River Terrace `. Project#: 16-T100 :- Date: 11/16/2016 By; YSP FROELICH ENGINEERS I WIND FORCE CALCULATION-MWFRS Front-Back Event ASCE 7-10 SECTION 27-2 METHOD 2-ANALYTICAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 122 mph Wind Directionality Factor Kd= 0.85 Table 26.6-1 Wind Importance Factor IW= 1.00 Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 146 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 54 ft Measured Parallel to wind direction Mean Roof Height h= 40 ft Highest Roof Level h„= 40 ft Approximate Fundamental Period Ta= 0.32 sec Eq. 12.8-7 Output-Fundamental Frequency f= 3.1 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 Length of 1/2 hill height Lb= 1 ft Figure 26.8-1 Dist.From Crest to Bldg.x= 0 ft Figure 26.8-1 Height Above Local Grade z= 0 ft Figure 26.8-1 Horizontal Attenuation Factor m= 1 Figure 26.8-1 Height Attenuation Factor g= 1 Figure 26.8-1 Shape Factor Kl/(H/Lh)= 1 Figure 26.8-1 Output-Topographic Multipliers K1 = 0.00 K2= 1.00 K3= 1.00 Topographic Factor Ke= 1.00 Page 98 of 134 Gust Effects Input Integral Length Scale Factor t= 320 ft Table 26.9-1 Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 3-s gust exponent a= 7.00 Table 26.9-1 Turbulence Intensity Factor c= 0.30 Table 26.9-1 Power Law Exponent E = 0.33 Table 26.9-1 Minimum Height zm;,= 30 ft Table 26.9-1 Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.83 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.82 Pressure Coefficients Input Length to Width Ratio L/B= 0.37 Height to Length Ratio h/L= 0.74 Roof Pitch= 10 : 12 = 39.81 deg Velocity Pressure Exposure Coefficients Kb (see below) Table 27.3-1 External Pressure Coefficients Cp (see below) Figure 27.4-1 Direction C, Height(ft) Kb qz(psi) Velocity Windward 0.8 15 0.57 18.6 Pressure Leeward -0.50 20 0.62 20.2 Output qz Roof Windward -0.20 25 0.67 21.5 Roof Leeward -0.6 30 0.70 22.7 40 0.76 24.6 50 0.81 26.3 60 0.85 27.7 70 0.89 28.9 80 0.93 30.0 90 0.96 31.1 100 0.99 32.0 120 1.04 33.7 h= 40 0.76 24.6 qb h ,= 0 0.57 18.6 qb Page 99 of 134 Design Wind Pressures p (psf)-GCp;=(-Z 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCP;= -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.7 -5.7 22.4 ft 20 17.8 -5.7 23.5 25 18.6 -5.7 24.3 30 19.4 -5.7 25.1 40 20.7 -5.7 26.4 50 21.7 -5.7 27.5 60 22.7 -5.7 28.4 70 23.5 -5.7 29.2 80 24.2 -5.7 29.9 90 24.9 -5.7 30.6 100 25.5 -5.7 31.2 120 26.7 -5.7 32.4 40 20.7 -5.7 0.2 -5.0 26.4 8.00 Parapet 0 27.9 -18.6 46.5 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures p (psf)-GC/4=(+1 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCP;= 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 7.8 -14.6 22.4 ft 20 8.9 -14.6 23.5 25 9.8 -14.6 24.3 30 10.5 -14.6 25.1 40 11.8 -14.6 26.4 50 12.9 -14.6 27.5 60 13.8 -14.6 28.4 70 14.6 -14.6 29.2 80 15.4 -14.6 29.9 90 16.0 -14.6 30.6 100 16.7 -14.6 31.2 120 17.8 -14.6 32.4 40 11.8 -14.6 -5.4 -10.6 26.4 8.00 Parapet 0 27.9 -18.6 46.5 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) p (psf)-GC,;=(-) 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 Internal Pressure Coefficient GCP;= -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- I Windward I Leeward I Roof WW I Roof LW I WW+LWI RWW+RLW I Page 100 of 134 Height 15 10.0 -3.4 13.4 ft 20 10.7 -3.4 14.1 25 11.2 -3.4 14.6 30 11.6 -3.4 15.1 40 12.4 -3.4 15.8 50 13.0 -3.4 16.5 60 13.6 -3.4 17.0 70 14.1 -3.4 17.5 80 14.5 -3.4 18.0 90 14.9 -3.4 18.4 100 15.3 -3.4 18.7 120 16.0 -3.4 19.4 40 12.4 -3.4 0.1 -3.0 15.8 4.80 Parapet 0 16.8 -11.2 27.9 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) p (usf)-GCp,=(+) 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 Internal Pressure Coefficient GCp;= 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 4.7 -8.7 13.4 ft 20 5.3 -8.7 14.1 25 5.9 -8.7 14.6 30 6.3 -8.7 15.1 40 7.1 -8.7 15.8 50 7.7 -8.7 16.5 60 8.3 -8.7 17.0 70 8.8 -8.7 17.5 80 9.2 -8.7 18.0 90 9.6 -8.7 18.4 100 10.0 -8.7 18.7 120 10.7 -8.7 19.4 40 7.1 -8.7 -3.3 -6.4 15.8 4.80 Parapet 0 16.8 -11.2 27.9 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 ❑Main Office CLIENT: Page 101 of 134 6969 SW Hampton St. ,,-'t i Portland,Oregon 97223 503-624-7005 PROJECT: ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Z., Bend,Oregon 97703 541.383-1828 F R O E L I C H ❑Denver Office DATE: E N [3 I N E E R S a 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 vo„,w.frodich-angHe'rs.cnm 720-560-2269 BY: LATOR A L toAD D,sr i "Sun O IV Fe0A1T BAck 5v6NT: (5,:e AJeAr Pr{G,c _ ..,_ ._.....,. Foa SEAM Cit....)cepT) 1::::)A : 267 C: C77 D: f A C #2i 11. f'$ / 12 : 327 I3 32.Pi: it/ F__. • 25 5-' 25. 1 Page 102 of 134 COMPANY PROJECT �1. Wo 0 d\o rks® Aug.11,201817:23 From Back Event-Beam Concept.web SOFTWARE FOR WOOD DES/GW Design Check Calculation Sheet WoodWod s Sizer 1042 Loads: Load Type Distribution pat- Location (ft) Magnitude Unit tern Start End Start End LOlhdi Dead 'Pull UDL DO 0.0 pit Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): $ 65'-15' 1 1} 55'-0.5' 55 1 Dead s Factored: -- Total 22 S7 6 Boating: capacity Bears 691 z S Z LX /� a - 1209 Support 781 G7 ff 5 J' 1 -'`f 691 Anal/DesBeam Z fps I t(_ /a 7B1 S .F I 181 O.G3 V f I 0.05 5 1 0.01 Support 0.03 0.07 0.01 Toad co=b 81 81 01 Length 0.50. 0.50' 0.50' Min req'd 0.50• 0.50. 0.50. Cb 1.00 1.75 1.00 Cb min 1,00 1.75 1.00 Cb support 1,18 1.18 1.18 Fopp euP 625 625 :625. 'Mmlmum artng 1..06n among used;ir2'for and supports and/12'for neenpr supports; Glulam-Unbel.,West Species,24F-1.8E WS,2-1/11"xe" 4 taminMbna,2-118•maximum width, Supports:All-Timber-soft Beam,D,Flr1 Not Total length:65-1,5';volume= 7.5 cult; Lateral support:tap=al suppans,botiorrF at supports; WARNING:Member length exceeds typicd stock length 080.0 pg Analysis vs.Allowable Stress and Deflection aging Noe n12: criterion Ma^ya e Value ,SnsignValue knit Ana1ys}a/Desiq n Shear fv= 4 Fv. a 238 psi fv)Fv' = 0.02 Bending(*) fb- 235 Fb' . 619 psi fb/Fb' = 0,38 Beading(-) fb= 268 Fb' . 605 psi fb/Fb' - 0.44 Dead Defl'n 1.67 = 1/396 Live Defl'n negligible. Total Defl'n 2.50= 1/204 2,75- L/240 in 0,91 Additional Data: FACTORS: F/E(psiICD CM Ct CL CV Cfu Cr Cfrt Notes Cn.Cvr LC0 Fv' 265 0.90 1.00 1.00 - - 1.00 1.00 1.00 1 Fb'+ 2900 0.90 1.00 1.00 0.287 1.000 1.00 1.00 1.00 1.00 - 1 Fb'- 1450 0.90 1.00 1.00 0.464 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 1 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 1 CRITICAL LOAD COMBINATIONS: Shear : LC 01 - 0 only, V= 33, V design= 32 lbs Bending(+): LC 01 = 0 only, M- 250 lis-ft Sending(-): LC 01 - 0 only, M= 285 lbs-ft Deflection: LC N1 = 0 only (total) D-deed L=live 5=snow W=wind I=impact Lr=roof live Lc=concentrated 8-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI= 68.8e06 lb-int .Live. deflection=Deflection from all non-dead loads (live, wind, an ow..) Total Deflection= 1.50(Oeud Load Oeflection) +Live Load Deflection. Lateral stability (Pb: Lu=55'-0.50" Le- 101'-3.31" R8 = 40.18 Lateral stability (-1: Lu- 55'-0.50" Le= 101'-3.31" RB - 40.18 Design Notes: 1 WoodWorks analyse and design are in accordance with the ICC International Building Code(IBC 2014 the National Design Specification(NDS 2012),and NDS Design Supplement. 2 Please verify that the defautt deflection!knits are appropriate for your application. 3.Glutton design values ere for materiae=donning to ANSI 117-2010 and manufactured hi accordance watt ANSI A190,1-2007 4.Grades with equal bending capacity In the top and bottom edges of the beam cross-section are recommended for continuous beams. 5.GLULAM:bid=actual breadth x actual depth, 8.Giulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 7 GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). Page 103 of 134 COMPANY PROJECT IIIlk i �/t)0 d�()r k s® Aug 11,201817:24 Side Side Event-Beam Concept mob SOFTWret FOR WOOD DESIGN Design Check Calculation Sheet Woodworks S4ter 10.42 Loads: Load Type Distribotinn ? Location [ft] Magnitude Unit tern Start End Start End Loads bead rat: u01. i$0 _ 1.6 Alf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): } t 55-2 I 251 ,1' .... Unfactored: Dead 10 17 (7;)%). 10 Factored: i7 17 10 Dotal (l0 Bearing: L Capacity Beam 691 1209 1209 691 SupportI(C) •I. /+ ^} "IBL 781 ,'T� 781 Anal/Des 791 L4+ C 1- $I. •4 c3 L1 0.01 o.0i 1- •�"'� Z.„7" ��5' il Beam 0.01 ♦ / e J0.01 Suppo0.01 ��^7 0.02 0.02 55 0.01 Load comb RL �" ,5 it 41 ✓7 41 Length 0.50• 0.50' 0.50' 0.50` Min req'd 0.50• 0.50` 0.50' 0.50' Cb 1.00 1.75 1.75 1.00 Cb min 1.00 1.75 1.75 1.00 Cb support 1.18 1.18 1.10 1.18 Fcp sup 625 625 625 625 'Minimum bearing length setting used 1R'for end Nippon%and I rr kr eeenoraupp its Glulam-Unbal.,West Spades,24F-1.8E WS.2-110"x8' 4 laminations,21/8'maximum width, Supports:M-Timber-soft Beam,O.Flr--L No 2 Total length:55'-2.0';volume= 4 9 cult.; Lateral support:top"at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection tieing NDS son: Criterion Analysis Va2ae Design Value Unit Aaalydia/Goalgn Shear fv= 2 Ev 290 psi tvft'Y'= 5.01 Bending(+) fb= 48 no - 1292 psi fb/2b' a 0.04 Bending(-) fb- Sr 1'b' - 1098 psi fb/Fb' = 0.05 Dead Defl'n 0.07= <L/999 Live Belle negligible Total Defl'n 0.10-<L/999 1,25.= L/250 in 0.08 Additional Data: FACTORS: F/E(psilCD CM Ct CL CV Cfu Cr Cfrt Notes Cn'CVL LC4 ENO 265 0.90 1.00 1.00 - - 1.00 1.00 1.00 1 Eb'+ 2400 0.90 1.00 1.00 0.598 1,000 1.00 1.00 1.00 1.00 .1 Eb'- 1450 0.90 1.00 1.00 0.841 1,000 1.00 1.00 1.00 1.00 . 1 Fop' 650 - 1.00 1.00 - - - - 1.00 - - E' 1.0 million 1.00 1.00 - - - 1.00 - 1 Eminy' 0.85 million 1.00 1.00 - - 1.00 - - 1 CRITICAL LOAD COMBINATIONS: Shear 4 LC e1 = D only, V- 15, V design.= 14 lbs Bending(+): LC 81 = D only, M= 51 lbs-ft Bending(-71 LC 41 =D only, M= 61 lbs-ft Deflection: LC Al =- D only (total) D=dead L=live 0=snow a=Mind I=hart Lr=roof live Lc=concentrated E=earthgoake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: El - 60.8e06 lb-1a2 "Live"deflection® Deflection from all non-dead loads (live, wind, snow..) Total Deflection = 1.50(nead Load Deflection) +Live Load Deflection. Lateral stability (+): Lu-25'-0.50" Le= 46'-0.94" AB= 27.10 Lateral stability (-I: Lu=25'-0,50" Le=46'-0.94" RB= 27.10 Design Notes: I WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2.Please verify part Me default deflection funks ere apprepdals for your application. 3.Gtutam design voters are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4,Oradeswpb equal bending capacity In the top and bottom edges oldie bean aesseedlan ora recommended for otnitelluotis Warns. 5.GLULAit bed a settee breadth x actual depth. 8 Giulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 7 GLULAM:bearing length based on smaller or Fcp(lenalon),Fcp(comp'n), - :�;,Tr•O'ce CLIENT: Arbor Page 104 of 134 6969 SW Hampton St. p PAGE - Portland,Ore F 503-624-7005gon 97223 PROJECT: ie 1 V64 /624eAceBAST 745 NW Mt.Washington Dr,#205 NUMBER: I Ej•-'T'1 o e Bend,Oregon 97703 541-383-1828 FROELICH DDererOtice DATE: _ ENGINEER 5 d 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www 720-560-2269 BY: Ys t� me cf.-013 House- Butt_ D G GJc 1C: : _ ROOF: ( 9" ($ 9)( 1S ) 1.01.155.115) (5)C14 Fr `6o k Z Z neo ) (a ) +04 )(55135l� ( r°)00154) . I (,2 k —3 (55/) (15 ) ��- tg 2 _. 2": (S5') (Ss') (2-7 Psi )-tau ) ( ) t(A)U0 )(lows 1/2.2 k '�2'12. Asa -TOTAL: C . o . i2 Vrd2f-to'tx o .12 A o.7 s. _ ,6 H5''Hr wa/4Hi H x W 7 F i2coF So/ O ‘I- Zyoo 14�t az11.�I T< �,er� Zoe 0 6Z k 32410 k_F+ { 6'Z 8 K 2ND 1 °� IS2-5K VdaS k_Ct- 9.(4 \\.3K lor4Ls -96S k-Pt' 35' ' 1NiAtt toAos: Fr'Ort,t t) k i Roo F • k%o)(ys ) t(s)(I5• )r 12'-1 / 3R0: (3)Q5•s)t(5)(I5 I ) � iss r1 2ND : C5 )(iq•6 )fi (5)(1y•1 ) = 144lit) I t: ( 105016. 6 ) s (aoII1 6,110,30 (-JAW (1o5 (13.4) 134 *6 Pi!o r- CLIENT: Page 105 of 134 6969 SW Hampton St. PAGE i Portland,Oregon 97223 503-624-7005 PROJECT: . Cs�rra' rgyor 745 NW full.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FRO_E__L_I C H i oa w -fico .y Suite 200 DATE: ENGINEERSS Broomfield,Colorado 80021 w.c.,v.koelicti-engineers.com 720-560-2269 BY: LATEtA L LAD DJ5rde/8cJTJoN: Root LMJ : Fs 13, Vs) «lDs (124 I ) (85 ) : 10.5k 54 S WIND (12A) (55°) r 6-$ k 5616 Gr. r Il:-}oo k A : c: k winos (26Y. ) 0l0• 5)12.11 w1Na:(6 ) (10-5) : 7.0k EQ s (24-Y. �� y =3 k 6Q t (6,7- ) (ti.`�1 s {•b k 0: la, 1'•! : WINOs 7J ) ((0-S) •":11( W►Ams ( A`6l. )((316s1 .2 k t EQ s( 7l, ) ( \1•I) 0'$ K EQr ( I '37 } ( t\�(k)s2.o I2 * 13: WtA Dt ( 32% ) ( 6-$k)=2-2k E :( ,Z ' ) $ 1‘-14 ') s3-714 3Rc) FLoon. : F43 wiN o s (155 �� )(IIS is 13.2.1( 545 1.4J040 r (155 (55) s Z.5 k 5E I S µ.ti C, s r 12../ C = 1wor ( 2- 47. ) ( 13.21) s3.4--1K WlAtiOr (471. )(13.2 ) sVg k 6Q s. ( 2.67. ) ( 2•14C) 33 K CC) .r(677. ) ( 12. s1• 6 k D *414-1: k k MAJOr ( � f ).( 13-2-1s) so-9K 14140 s ( 1'$f )(S-5 )s15 EQ rC o! ) i2551C ) ,< °-9k EQ r ( I g ) C k ltkis . pk wiA1D s ( ) ( 15.-511 ) S2-7 s ( 327 ,) ( 1S>K) 5q.1 k Ma Once CLIENT: Page 106 of 134 6969 SW Hampton St. Portland,Oregon 97223 • 503-624-7005 PROJECT: �� ^Cr.rrc,Oragcr 1111 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH ,Deaver Office DATE: —- 12303 Airport Way,Suite 200 ENGINEERS; Broomfield,Colorado 80021 nc;raeiich-engineer'coat 720-560-2269 BY: LATERAL LOAD DS&r. (cr.) ; 2") Car)R- C-MJ5; 14& W,NO.r (luc-{ 41/1 ) ( 85I) l2.7_ k 54, C...) JAZ ( GIS/1 ) ` 551) s -9k EJ3MA C r s 12.Z K A: w"QCs �(Z. b 12•?) s s-i k �' winos ( 67 % ) O2.l) ,g.z, k t (26X ) (1Z- 2) ,3•2- k EQ .e ( 6 ) (ILZK)sg.2 w,AD . ( T l )(12-2-k) , 0.9 k w1AJos ( I ) (7.9 ) k k e.Q t ( y )(a. zk) sQ-9 EQ- )02.2.k) sz.2. k t2. * 13 JIn3D r( 327 )(7•9K)s25 k 6Q r( 32/ ) (12.2 ') s3.9 k 1 Client: Arbor Homes v=(Vrf+V4+V3+V2)IL1 Project: River Terrace East(CH) =Length of individual wall r 1 t=Total length of wall along gridline v. Proj.#: 16 T100 1 Length of moment arm in wall(if 4=. ' Date: 12/15/2016 •iferent than wall length) rf" Wall Height flrx to roof L By:YSP 4=Height ofwall flr3-flr4 Ms=[Vrj(hrf+h4+h3+h2+3)+V4(h4+h3+h2+2)+V3(h3+h2+1)+V2(h2)jxLi F R O E L I C H of wall flr2-flr3 2=Ht t of wall flrl-fr2 ENGINEER MI rf Horizontal force at gridline from roof Shear Walls & Holdowns 4=Horizontal force at gridline from 45 flr 3-Horizontal force at gridline from 3'd flrL Roof Line 2=Horizontal force at gridline from 2nd flrMu=[Vrf(hi)+V 4(hi)+V 3(hi)+V2(hr)1x f LI Roof dl: 18 psf =Unit shear in wall s=Overturning moment when upper wall is Wall dl: 10 psf ..-ticked above lower wall 1L2 Floor dl: 27 psf u=Overturning moment when upper wall is Mr=2 t(Rtrib x RoojDL)(Wirth x Wa11DL)(Firthx F1oorDL)1— p . stacked or does not exist Crib,Wtrib,Ftrib=Roof,wall,and floor 'binary area,used for calculating dead load Tu Mu-Mr Ts= Ms-Mr r=Resisting moment due to dead load La L u=Tension if walls not stacked s=Tension if walls stacked Wall L Lt La h.{ V, v Seismiu LL,,W..;$, F..3, Mr Tu Comments 11 Holdowns Shearwall Controlling Grid I3 (ft) (ft) (ft) (ft) (lb) I (p11) I c I Clit I (lb'ft) (ft)( ft) (ft) (lb"ft) I (lb) I 1 Nailing Event i4 ront- ack Event AA 4 16 4 9 3000 211 6750 8 _ 9 0 936 1454 MST37 6/12 EQ AC 23 75 23 9 7600 101 20976 - 8 9 0 30947 -434 --- 6/12 EQ AE 20 20 20 9 800 40 7200 8 9 0 23400 -810 --- 6/12 EQ Side-Side Event 11 3 22 3 9 0 0 0 8 .7 0 527 -176 MS'f37 6/12 EQ 5 22 5 9 0 0 0 8 9 0 1463 -293 MST37 6/12 EQ 12 36 36 36 9 4700 131 42300 8 9 0 75816 -931 --- 6/12 EQ 13 24 62 24 9 4700 76 16374 8 9 0 33696 -722 --- 6/12 EQ 15 62 15 9 4700 76 10234 8 9 0 13163 -195 --- 6/12 EQ 23 62 23 9 4700 76 15692 8 9 0 30947 -663 -- 6/12 EQ 14 3 19 3 9 2000 158 2842 8 9 0 527 772 MST37 6/12 EQ 5 19 5 9 2000 105 4737 8 9 0 1463655 MST37 6/12 EQ v 0 0 0 0 Client:Arbor Homes Project: River TerraceEast CHv=(Vrf+V4+V3+Y2}l Lr ( ) L=Length of individual wall Proj.#: 16-T100 Lt=Total length of wall along gridline La=Length of moment arm in wall(if .44 Date: 12/15/2016 different than wall length) B YSP hrf-Wall Height flrx to roof By: h4=Height of wall flr3-flr4 Ms=[Vrf(hrf+h4+h3+h2+3)+V4(h4+h3+h2+2)+113(h3+112+1)+V202)]x L F R O EL I C H h2=Height of wall flr -flr3 Gr h2=Height of wall fltl-flr? t N t w e E R Si Vrf=Horizontal force at gridline from roof V4=Horizontal force at gridline from 4"`flr Shear Walls az Holdowns V3=Horizontal force at gridline from 3'd fir V2=Horizontal force at gridline from Td flr Mu=[Vrf(hi)+V4(hi)+V3(hi)+V2(hi)Ix 3rd Floor Line v=Unit shear in wall Lt Roof dl: 18psf Ms=Overturning moment when upper wall is stacked above lower wall 1L2 Wall dl: 10 psf Mu=Overturning moment when upper wall is Mr=2 I(Rtrib x RoofDL XWtrib x Wal/DL X Ftrib x FloorDL)�2 not stacked or does not exist Floor dl: 27 psf Rtrib.Wtrib,Ftrib=Roof,wall,and floor tributary area,used for calculating dead loadTu—Mu—Mr Ts_ Ms—Mr Mr=Resisting moment due to dead load La L Tu=Tension if walls not stacked Ts=Tension if walls stacked Wall I L Lt La h.r h, V,r V, Seismi Ms Mu ,,W,,:,,F,,;,, Mr Tu Ts Comments Holdowns Shearwall Grid j (ft) (ft) ft (ft) (ft) (Ib) (Ib) 4 v(pit) I c l R (Ib*ft) (lb•ft) (ft) (ft) (ft) (lb•ft) 1 (lb) I (Ib) 1 Front- ac vent AA 4 16 4 9 9 3000 ' 3300 443 21675 14175 8 19 8 2200 2994 4869 MST37 3/12 EQ AC 23 75 23 9 9 7600 8600 216 68019 44712 8 19 8 72738 -1219 -205 MST37 6/12 EQ AE 14 29 14 9 9 800 900 59 ' 11248 7386 8 19 8 26950 -1397 -1122' — 6/12 EQ 15 29 15 9 9 800 900 59 12052 7914 8 19 8 30938 -1535 -1259 --- 6/12 EQ Side-Side Even} 11 3 2 3 9 9 0 2300 157 2823 2823 8 19 8 1238 528 528 MST37 6/12 'EQ 5 22 5 9 9 0 2300 105 4705 4705 8 19 8 3438 253 253 MS137 6/12 EQ 12 36 36 36 9 9 4700 4100 244 126200 79200 8 19 8 178200 -2750 -1444 --- 4/12 EQ 13 24 62 24 9 9 4700 4100 142 48852 30658 8 19 8 79200 -2023 -1265 --- 6/12 EQ 15 62 15 9 9 4700 ' 4100 142 30532 19161 8 19 8 30938 -785 -27 — 6/12 EQ 23 62 23 9 9 4700 4100 142 46816 29381 8 19 8 72738 -1885 -1127 --- 6/12 EQ 14 3 19 3 9 9 2000 2300 339 9268 6111 8 19 8 1238 1624 2677 MST37 4/12 EQ 5 19 5 9 9 2000 2300 226 15447 10184 8 19 8 3438 1349 2402 - MST37 6/12 EQ Seismic 6/12 4/12 3/12 (2)4/12 240 350 450 700 psf Wind 6/12 4/12 3/12 (2)4/12 335 490 630 980 psf tv (0 CD 0 w 0 ,A ,p Client:Arbor Homes Project: River Terrace East(CH) L= v=(Vrf+V4+V3+V2)1Lr ( Length of individual wall Proj.#: 16-T100 It=Total length of wall along gridline Date: 12/15/2016 La=Length of moment arm in wall(if i �~ *iffdcent than wall length) By:YSP I =Wall Height flrx to roof 4=Height of wall flr3-flr4 Ms=[Vrf(hrf+h4+h3+h2+3)+V4(h4+h3+h2+2)+V3(h3+h2+1)+V2(hl i 3=Height of wall t1r2-11r3 F R O E L I C H , 2=Height of wall flrl-flr2 E N G I N E E R S t rf=Horizontal force at gridline from roof & 4=Horizontal force at gridline from 4th fir Walls�'♦alls Holdowns 3=Horizontal force at gridline from 3`d flr 2=Horizontal force at gridline from 2nd fir Mu=[Vrf(hi)+V4(hi)+V3(hi)+V2(hi)l x— 2nd Floor Line =Unit shear in wall Lt Ms=Overturning moment when upper wall is Roof dl: 18 psf - (iced above lower wall 1 r L Wall dl: 10 psf u=Overturning moment when upper wall is Mr=2 i(Rtrib x RoofDL)(Wtrib x Wa1IDL)(Ftrib x FIoorDL )1-2 of stacked or does not exist Floor dl: 27 psf .trib,Wtrib,Ftrib=Roof,wall,and floor butary area,used for calculating dead load Tu=MuMr Mr Ts= Ms- Mr r=Resisting moment due to dead load La L u=Tension if walls not stacked s=Tension if walls stacked Wall L Lt La h„4, h, h, V,.r V, V, v Ms Mu Ria, W,,;,, F,,.,, Mr Tu Ts Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft)_ (ft) (ft) Obs) (lbs) Obs) (pit) (1b*ft) (Ib*ft) (It)., (ft) (ft) (lb*ft) (lbs) Os) Nailing heron -Bac _Even AA 23 23 22.5 9 9 9 3000 3300 3200 413 178500 85500 6 30 12 96807 -503 3631 HTT5 3/12 EQ AC 23 75 22.5 9 9 9 7600 8600 8200 325 140331 67344 6 30 12 96807 -1309 1934 MST60/1-ITT5 4/12 EQ AE 14 29 13.5 9 9 9 800 900 ' 900 90 23366 11297 6 ' 30 ' 12 35868 -1820 -926 --- 6/12 EQ 15 29 14.5 9 9 9 800 900 900 90 25034 12103 6 30 12 41175 -2005 -1113 --- 6/12 EQ Side-Side Event 11 3 22 3 9 9 9 0 2300 2200 307 8659 _ 5523 10 30 12 1809 1238 2283 (2)MSTC66B3 4/12 EQ 5 22 5 9 9 9 0 2300 2200 205 14432 9205 10 30 12 5025 836 1881 (2)MSTC66B3 6/12 EQ 12 36 36 36 9 9 9 4700 4100 3900 353 249300 114300 10 30 12 260496 -4061 -311 MST37 3/12 EQ 13 11 26 11 9 9 9 4700 4100 3900 488 105473 48358 10 30 12 24321 2185 7377 Shth(2)Sides HDQ8 4/12 EQ 8 26 8 9 9 ' 9 4700 4100 3900 488 76708 35169 10 30 12 12864 2788 7980 Shth(2)Sides HDQ8 4/12 EQ 7 26 7 9 9 9 4700 4100 3900 488 67119 30773 10 30 12 9849 2989 8181 Shth(2)Sides HDQ8 4/12 EQ 14 3 19 3 9 9 9 2000 2300 2200 513 19184 9237 10 30 12 1809 2476 5792 Shth(2)Sides HDQ8 4/12 EQ 5 19 5 9 9 9 2000 2300 2200 342 31974 15395 10 30 12 5025 2074 5390 HDQ8 4/12 EQ ta CO m 0 CO 0 Page 110 of 134 9E/ Client: Project: Proj.#: Date: By: FROELICH ENGINEERS' ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description: 5/8"ASTM A36 Threaded Rod for Simpson HTT16 I HTT22 I HTT4/HTT5 1 Number of Anchors si = 0 in. (see Fig 0.625 Inch Diameter s2= 0 RD.5.2.1) 6 Inch Embed 2500 psi Concrete Footing Noesign= 5.250 (kips)Allowable Design Tension D.3-General Requirements (ACI 318-02 Section D.3.3.3) Are seismic loads induced into the anchor? V SF= 0.75 D.4-General Requirements for Anchor Strength(ACI 318-02 Section D.4.4) Strength reduction factor for anchors using load combinations from ACI 318-05 section 9.2 Will anchor be governed by brittle steel failure? N Anchor cD= 0.75 Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%) Ductile failure: 0.75 Is rebar present around anchor to resist blowout? N Reinforcing = 0.70 If rebar is present around anchor: 0.75 Otherwise, 0.70 Summary criMn Wind ON Seismic Summary From Below ON, SW= 1.0 SF=0.75 RNs= 9.83 9.83 7.37 kips :Ncb= 19.01 19.01 14.26 kips cONp,= 121.71 121.71 91.28 kips ON,b= 198,14 198.14 148.60 kips 01•Isb9= 198.14 198.14 148.60 kips Minimum PNn= I 9.83 I 9.83 I 7.37 'kips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1.4 ONAuowable= 7.02 5.27 kips Ndesiin C ONaliewable 5.250 a 5.27 Therefore, Anchor Design OK Page 111 of 134 Client: 41 Project: Proj.#: fill Date: By: FROELICH E N G IµE E R E S ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Design Calculations D.5.1 -Steel Strength for Anchor in Tension d,(Anchor Diameter) = 0.625 inches n= 1 *of anchors nt= 11 Number of Threads per inch Ase= 0.23 in.2-(effective cross-sectional area of anchor) futa= 58.00 ksi-(tensile strength of anchor material(not the yield strength) not exceed 1.9fy or 125 ksi) Nsa= 13.11 ksi -(Eqn. D-3) Anchor QD= 0.75 1 r sa — nAse✓ uta i0Nsa= 9.83 kips 13.51 -Concrete Breakout Strength of Anchor in Tension Si = 0 inches(see Fig. RD.5.2.1) s2= 0 inches(see Fig. RD.5.2.1) A„,(for single anchor)= 576 in.2(see Figure RD.5.2.1) A„ (for group anchor)= 782 in.2(see Figure RD.5.2.1) ANco(for single anchor) = 576 in.2(see Figure RD.5.2.1) ANS,(for group anchor)= 576 in.2(see Figure RD.5.2.1) Wec,N= 1 Eqn. D-9(Anchors not Eccentrically Loaded, 4J, = 1.0) 4'ed,N= 1.000 Eqn. D-10&D-11 4jc N= 1 (1.25 for cast anchors. 1.4 for post-installed) Section D.5,2.6 k,= 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 fc= 2500 psi 1.5*het= 12 he= a inches 0.7+0,3(c,,,i„/1.5her)= 1,000 emirs= 12 in-distance to closest edge of concrete Air c6 = k c vi fiche-15 Nb= 27.15 kips -(Eqn. D-7) , Ncb= 27.15 kips -(Eqn. D-4) _ A 4c Ncbg= 0.00 kips-(Egn. D-5) Ncbg — Yec,NV ed,NVcp,NN b Reinforcing cp= 0.70 Avco faNcb,= 19.01 kips Page 112 of Client: Project: ,�. Proj.#: Date: By: FROELICH ENLii NEERSi ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) 05.3 -Single Anchor Pullout- headed or embedded nut Use Plate Washer? Y Plate Washer Width= 3 inches Nut diameter= 0.985 inches Nut or Plate Washer Bearing Area= 9.000 in2 Abrg= 8.693 in2-bearing area of embedded anchors head or nut tPc,p= 1 For an anchor located in an area of concrete where not cracking at service loads is anticipated, otherwise use 1.0 value(ACI 318-05 Section D.5.3.6) n= 1 #of anchors Np= 173.87 (kips)Eqn. 0-15 Jp = 8f c Np„= 173.87 (kips) Eqn.0-14 .A „ N vf- P• P Reinforcing 0= 0.70 0No„= 121.71 kips D5.4-Anchor side-faced blowout-HeadedAnchor (Required only if anchor is near an edge where cel <0.4her, Anchor is not close to Edge of Concrete. Analysis below NOT Required. cat= 5 distance to perp edge of concrete from anchor ca, = 12 in -distance to closest edge of concrete No= 283.05 (kips)Eqn. D-15 Factored Nab= 100.25 Reinforcing U'= 0.70 40Nse= 198.14 kips N sb = 160 Cal brg c S= 0 in-spacing of outer anchors in group N5by= 283.05 (kips)Eqn. D-16 Reinforcing 0= 0.70 N rbg = 1 + s N sb tON,bs= 198.14 kips 6c al Page 113 of W4 • Client: j� �� Project: FROE11C H Proj.(ONSUITING Byte: ENGNEERS,INC ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description: 718"ASTM A36 Threaded Rod for Simpson HDQ8 1 Number of Anchors s1= 0 in. (see Fig 0.875 Inch Diameter s2= 0 RD,5.2 1) 8 Inch Embed 2500 psi Concrete Footing NDeaian= 9.230 (kips)Allowable Design Tension 0.3 -General Requirements(ACI 318-02 Section 0.3.3.3) Are seismic loads induced into the anchor? Y SF= 0.75 D.4-General Requirements for Anchor Strength(ACI 318-02 Section 0.4.4) Strength reduction factor 0 for anchors using load combinations from ACI 318-05 section 9 2 Will anchor be governed by brittle steel failure? N Anchor 0= 0.75 Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%) Ductile failure: 0.75 Is rebar present around anchor to resist blowout? N Reinforcing 0= 0.70 If rebar is present around anchor: 0.75 Otherwise, 0.70 Summary 11)Nn Wind ONn Seismic Summary From Below ONn SW=1.0 SF=0.75 ON,= 20.09 20.09 15.06 kips ONcb= 25.87 25.87 19.40 kips 0Npr,_ 117.59 117.59 88.19 kips ONeb= 227.21 227.21 170.41 kips ONabg= 227.21 227.21 170.41 kips Minimum ON,= I 20.09 t 20.09 I 15.06 kips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1.4 ONANowable= 14.35 10.76 kips Ndasign < QNAuowabie 9.230 < 10.76 Therefore, Anchor Design OK Page 114 of 134 �Oa �? Cheat: I Project: ROE/ICH Proj.#: ON U111NG gy: ENGINEERS INC ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Design Calculations 115.1 -Steel Strength for Anchor In Tension do(Anchor Diameter) = 0.875 inches n = 1 *of anchors nt= 9 Number of Threads per inch Age= 0.46 in.2-(effective cross-sectional area of anchor) fu to= 58.00 ksi-(tensile strength of anchor material(not the yield strength) not exceed 1.9fy or 125 ksi) = 26.78 ksi-(Eqn. D-3) Anchor c= 0.75 IN` sd — nAse✓ uta cpNsa= 20,09 kips 0.5,2-Concrete Breakout Strenpth of Anchor in Tension Si = 0 inches (see Fig.RD.5.2.1) s2= 0 inches (see Fig. RD.5.2.1) A„(for single anchor)= 784 in.2(see Figure RD.5.2.1) A„(for group anchor)= NA in.2(see Figure RD.5.2.1) ANS(for single anchor)= 576 in.2(see Figure RD.5 2.1) AN„ (for group anchor)= 576 in.2(see Figure RD.5.2.1) 'Pecs N 1 Eqn. D-9 (Anchors not Eccentrically Loaded, 4P, = 1.0) Wed,N- 1.000 Eqn. D-10 &D-11 4ac N= 1 (1.25 for cast anchors, 1.4 for post-installed) Section 1.5.2.6 = 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 t'c= 2500 psi 1.5'he= 12 her= 8 inches 0.7+0.3(Cmin/1.5hef) = 1.050 c„,;n= 14 in-distance to closest edge of concrete N., = k e 1�t fiche-` 5 Nb= 27.15 kips-(Eqn. 0-7) Ncb= 36.96 kips-(Eqn. 0.4) _ AA,*r Nc,9= 0.00 kips-(Eqn. D-5) cbg –' A ec,.N ed,NV1 cp,NNb Reinforcing 4)= 0.70 Nco ONebg= 25.87 kips Page 115 of 13, • r4 Client: p Project: FRAEI�N Praj. OISULTIMG BYt ENGNEERS,ItiC AC1 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) D5.3-Single Anchor Pullout-headed or embedded nut Use Plate Washer? Y Plate Washer Width= 3 inches Nut diameter= 1.438 inches Nut or Plate Washer Bearing Area = 9.000 in2 Abrg= 8.399 in2-bearing area of embedded anchors head or nut y,c P= 1 For an anchor located in an area of concrete where not cracking at service loads is anticipated, otherwise use 1.0 value(ACI 318-05 Section D.5.3.6) n = 1 #of anchors Np 167.98 (kips) Eqn. D-15 "v —Abrg8f c Npn= 167.98 (kips)Eqn. 0-14 N =Ar pP Reinforcing = 0.70 (I)Npo= 117.59 kips 05.4-Anchor side-faced blowout-Headed Anchor (Required only if anchor is near an edge where ca. < 0.4h,f) Anchor is not close to Edge of Concrete Analysis below NOT Required. r„az= 14 distance to perp edge of concrete from anchor cap = 14 in -distance to closest edge of concrete Nsb= 324.59 (kips) Eqn.D-15 Factored Nae= 162.29 Reinforcing c= 0.70f mNsb= 227.21 kips Nth = 160 c a I A brg V c S= 0 in-spacing of outer anchors in group Niog= 324.59 (kips) Eqn. D-16 Reinforcing = 0.70 N. = 1 + N Sb � ON, = 227.21 kips 6cai , Page 116 of 134 tol • Prir Client: Project: FROEIICH Proj.#: 0S11111NG Byte: ENGEEERS,INC ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description: 1"ASTM A36 Threaded Rod for Simpson HhDQ11 /HHDQ14/HD14A/HDU11 /HDU14 1 Number of Anchors Si = 0 in. (see Fig 1.000 Inch Diameter s2= 0 RD.5.2.1) 12 Inch Embed 2500 psi Concrete Footing N ig„= 13.710 (kips)Allowable Design Tension D.3-General Requirements(ACI 31 B-02 Section D.3.3.3) Are seismic loads induced into the anchor? Y SF= 0.75 D.4-General Requirements for Anchor Strength(ACI 318-02 Section D.4.4) Strength reduction factor c for anchors using load combinations from ACI 318-05 section 9.2 Will anchor be governed by brittle steel failure? N Anchor to= 0.75 Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%) Ductile failure: 0.75 Is rebar present around anchor to resist blowout? N Reinforcing 4)= 0.70 If rebar is present around anchor: 0.75 Otherwise, 0.70 Summary Win Wind 41)N„Seismic Summary From Below ON, Sw=1.0 SF=0.75 RNs= 26.35 26.35 19.76 kips ci)Nsb= 29.64 29.64 22.23 kips (1)Non= 115.01 115.01 86.26 kips CON,b= 288.91 288.91 216.68 kips 4)Nsbg= 288.91 288.91 216.68 kips Minimum ON,= I 26.35 I 26.35 19.76 )kips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1.4 01NAtiowaba= 18.82 14.12 klps Ndaatgn < O►NAnowabie 13.710 < 14.12 Therefore, Anchor Design OK Page 117 of 134 103 r, Client: • �. r Project: FROfEII ,I(1 Proj.#: CONSULTING Byte: ENGINEERS,INC ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Design Calculations D.5.1 -Steel Strength for Anchor in Tension da(Anchor Diameter)= 1.000 inches n= 1 #of anchors nt= 8 Number of Threads per inch Ase= 0.61 in.2-(effective cross-sectional area of anchor) fut,= 58.00 ksi-(tensile strength of anchor material (not the yield strength) not exceed 1.9fy or 125 ksi) Nie= 35.13 ksi-(Eqn. D-3) Anchor tD= 0.75 1 sa = nAse✓ t to ON„= 26.35 kips D.5.2-Concrete Breakout Strength of Anchor in Tension s, = 0 inches(see Fig. RD.5.2.1) 52= 0 inches(see Fig. RD.5.2.1) An,(for single anchor)= 1100 in.2(see Figure RD.5.2.1) Ani(for group anchor)= NA 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) yi,c N = 1 Eqn. D-9(Anchors not Eccentrically Loaded. 4>> =1.0) 4j_d N= 1.000 Eqn.0-10&D-11 t4,c N= 1 (1.25 for cast anchors, 1.4 for post-installed) Section D.5.2.6 ice= 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 fc= 2500 psi 1.5*her= 18 ham= 12 inches 0.7+0.3(cminll.5he)= 1.000 Cmin ' c6 18 in-distance to closest edge of concrete N = c�f aj k 'c h 1 ' Nb= 49.88 kips-(Eqn.D-7) N , = 42.34 kips-(Eqn D-4)�4 = A,vc N = 0.00 kips-(Eqn. D-5) Ncbg `►' cc,iiil' ed,NYcp,NNh Reinforcing Q)= 0.70 Nco 0Ncbbn= 29.64 kips Page 118 of 11384 • � Client: [[�j!!��n[ I X 1 , Project: FROLL1C'I I Proj.it: VUl1 1U Byte: ENGINEERS INC ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) D5.3 -Single Anchor Pullout-headed or embedded nut Use Plate Washer? Y Plate Washer Width= 3 inches Nut diameter= 1.625 inches Nut or Plate Washer Bearing Area= 9.000 int Abrg = 8.22 in2-bearing area of embedded anchors head or nut yJyP= 1 For an anchor located in an area of concrete where no cracking at service loads is anticipated, otherwise use 1.0 value(ACI 318-05 Section D.5.3.6) n= 1 #of anchors Np= 164.30 (kips)Eqn. 0-15 l Arp ^ 8 c Npn= 164.30 (kips) Eqn. D-14 jVn .=NF rapt Reinforcing li = 0.70 rI)Npn= 115.01 kips 05.4-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= 5 distance to perp edge of concrete from anchor Cal = 18 in-distance to closest edge of concrete Nsb= 412.73 (kips) Eqn. D-15 Factored Neb= 412.73 Reinforcing = 0.70 CoNsb= 288.91 kips N sb = 160 c a 1 jA brg V f'cl s= 0 in -spacing of outer anchors in group Nsbg= 412.73 (kips)Eqn. D-16 t } Reinforcing 47= 0.70 N sbg = 1 + N s6 °Nsbg= 288.91 kips l 6C01 l Page 119 of 134 los Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the'Settings"menu item Project Desc.: and then using the'Printing& Project Notes: Title Block'selection. Title Bock Line 6 ?maw.1.3 toil.rsc u .Fie:Pi20t1lobs111-Ti73 to bNPass C kaide •wtq� a+s''enanoicac6 Cantilevered Retaining Wall RCALc,INC 1 -2011,eraaillt909,vers.1tta1 tic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: 4'-0'Wall Criteria Soil Data Calculations perACI310-0a,ACI 530.09,IBC 2009, Retained Height = 4.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7-05 Wali height above soil = 0.00 ft Equivalent Fluid Pressure Methcd Slope Behind Wall = 0.00 1 Heel Active Pressure = 35.0 psf,'ft Height of Soil over Toe = 600 in Toe Active Pressure = 30.0 psftft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110 00 pct Lateral soil pressure options: Soil Density,Toe = 0 00 pcf NOT USED for Soil Pressure. Friction Cceff btxn Ftg&Soil = 0500 NOT USED for Sliding Resistance. Soil height to ign#Ie NOT USED for Overturning Resistance. for passive pressure = 0 CO in Surcharge Loads Surcharge Over Heel = 50 0 psf Adjacent9 Lateral Load Applied to Stem _ Adjacent Footing Load Lateral Load = 20.0 psf Fastin Load = 0.0 lbs Used To Resist Sliding&Overturning ..Height to Top = 4.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0 00 ft Eccentricity = 0.00 in Used for Sliding&Overturning _ Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load a 0.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0300 Axial Load Eccentricity = 0.0 in T_._ _ _ _____.. . _ Top Stem Stem Construction --- -- D_esigrt Summary ___ _ __- __ _--- Slam OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.43 OK Wall Material Above'Fit' = Concrete Sliding = 225 OK Thickness in= 6 00 (Vertical Component NOT Used) Rebar Size = # 4 Total Bearing Load e 1,948 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 6.22 in Rebar Placed at = Edge Design Data - - Soil Pressure @ Toe = 1,515 psf OK fb/FB efa/Fa = 0.270 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 623.8 Allowable -- Z500 psf Moment..Actual ft-I= 960.0 Soil Pressure Less Thafl Allowable ACI Factored @Toe = 1,818 psf Moment.-.,.Allowable ft-I= 3,559.5 ACI Factored @ Heel = 0 psf Shear....Actual psi= 132 Footing Shear @ Toe = 0 6 psi OK Shear Allowable psi= 671 Footing Shear @ Heel = 10.4 psi OK Wall Wegnt Psf= 75 0 Allowable = 75 0 psi Rebar Depth 'd in= 4.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.40 Lap splice if below in= 8.40 Lateral Sliding Force = 597,0 lbs less 100%Passive Force = - 371.3 lbs Hcembed into footing in= 8.40 less 100%Friction Force = - 976.8 lbs Concrete Data Added ForceReq'd = 0.0 lbs OK fc psi= 2;000.0 Fy psi= 60,000.0 .for 1.5:1 Stability = 0.0 lbs OK Load Factors - ---- Dead Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,5 1.000 Page 120 of 134 Title Block Line 1 Title: Job It You can changes this area Dsgnr: using the'Settings*menu item Project Desc, and then using the'Printing& Project Notes Title Block'selection. TRU Block Une 6 _ ?sopa is 9t3 tot; 5awi Flet P120111obs1?1-T173 f 1 Cieektde opts'I Page 121 of 134 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the'Settings'menu item Project Desc.: and then using the'Printing& Project Notes, Title Block'selection. Title Block Line 6 P i &a vA.1 mu, I 50Prd Flier?.t2ot l�st11.r i ri(Arbor Pass Gr ka'd►r'tipts• ' Cantilevered Retaining Wall ENERCALC.INC.tee 04/46.11.100X Vert11.100.9 Lic.4:KW-06002304 • Licensee:FROELICH CONSULTING ENGINEERS Description': 6'-0'Wall Criteria Soil Data Calculations per ACI 318.00, ACI 530.08,IBC 2009, CBC 2010,ASCE 7-05 Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00• 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30 0 psi/ft Water height over heel = 0 0 ft Passive Pressure = 330 0 psf/ft Vertical component of active Soil Density:Heel = 110.00 pcf Lateral soil pressure options: Soil Density Toe = 0 00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0 500 NOT USED for Sliding Resistance Sail height to ignore NOT USED for Overturning Resistance for passive pressure = 0 70 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50 0 psf Lateral Load 30 0 elf Adjacent Footing Load = 0.0 lbs Used rb Resist Sliding&Overturning ...Height to Top = 6 00 ft Footing Width 0.00 It Surcharge Over Toe = 0.0 psf . Height to Bottom = 0.00 ft Eccentricity _ 0.00 in Used for Stidir-g&Overturning _ _ _ Wail to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base AbovelBeiow Sal = 0 0 ft. Axial Dead Load = 500 0 lbs at Back of Wall Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio - 0 30C Axial Load Eccentricity = 0,0 in , _ _ _ Desig.n Top Stem Summary __ ___ Stem Construction - Stem DK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.37 OK Wall Material Above'HC = Concrete Sliding! = 1 78 OK Thickness in= 8.00 (Vertical Component NOT Used) Rebar Size = # 5 Total Bearing Load = 3,357 lbs Rebar Spacing in= 12.00 ...resultant ecc = 6.81 in Radar Placed at = Edge Design Data - _- - _. Sail Pressure @ Toe = 1,737 psf OK IbFB+fa/Fa = 0.377 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,334 7 Allowable = 2,500 psf Moment.--.Actual f1-I= 3.313 2 Soil Pressure Less Than Allowable Moment....AIIOwable ft-I= 7,993 7 ACI Factored @ Toe 2,121 psf Shear ..Actual PSI= 19 4 ACI Factored @ Heel 0 psf Footing Shear @ Toe = 5.1 psi OK Shear....Allowable psi= 671 Footing Shear @ Heel = 21.5 psi OK Wall Weight psf= 100 0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Caics (Vertical Component NOT Used) Lap splice if above in= 12.00 Lap splice if below in= oo 00 Lateral Sliding Force = 1.148.9 lbs Hook embed into footing in= 6.00 less 100%Passive Force = • 371 3 lbs Concrete Data less 100%Friction Force = • 1,679.0 lbs f o psi= 2,000.0 Added Force Req'd = 0.0 lbs OK Fy psi= 60,000.0 ..for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 122 of 134Oc4. Title Block Line 1 Title: Job# You can changes this area Dsgnr, using the'Settings'menu item Project Desc.: and then using the'Printing& Project Notes- Title Block'selection. Title Nock Line 6._ _ Primer'.13 MAR te11,1.oQ M v__ __ �____'T FIe:P�201101 11-7173{ Pass Meeks*Apes-+M111 tnae�lisp la etii Cantilevered Retaining W v . Wail et NC tA4 ltltl Ii.1Q01?sYerB,ii.i0, • Lic.4: KW•06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: 6'-0'Wall Footing Dimensions&Strengths Footing Design Results Toe Width _____ = 1.00 ft Toe Heel Heel Width = _ 3 00 Factored Pressure = 2,121 0 psf Total Fooling Width = 4 00 Mu' Upward = 967 0 ft-lb Footing Thickness = 1200 in Mu' Downward _ 123 2,864 ft-lb Mu: Design 844 2,864 ft-lb Key Width = 000 in Actual 1-Way Shear = 5 07 21.53 psi Key Depth = 0 00 in Allow 1-Way Shear = 75 00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = 4 7@ 16,00 it Pc = 2,500 psi Fy = 60.000 psi Heel Reinforcing = 6 16.00 in Footing Concrete Density = 150.00 pd Key Reinforcing = None Speed Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Gm= 3.00 in Toe. Not req'd,Mu<S Fr Heel: 1175 in,45@ 18 25 in,#6@ 25.75 in,#1@ 35 25 in..#8@ 46 25 in,#9@ 4 I Key' NNoo key defined Summary of Overturning&Resisting Forces&Moments ,.._OVERTURNING ..RESISTING Force Distance Moment Force Distance Moment item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 857.5 2.33 2,000 a Soil Over Heel = 1 540.0 2.83 4,363 3 Sloped Soil Over Heel = Surcharge over Heel - t 11.4 3.50 389.8P 9 Toe Active Pressure = Surcharge Over Heel _ 116.7 2.93 3306 tLoad = ,� Toe Footing Surcharge Over = Adjacent Adjacent Footing Load = Axial Dead Load on Stern = 500.0 1 33 666 7 Added Lateral Load = 180.0 4.00 720.0 'Axial Live Load on Stem = Load @ Stern Above Soil = Soil Over Toe = 0.50 Surcharge Over Toe - Stem Weight(s) = 600 0 1.33 800 0 --- Earth @ Stern Transitions = Total = 1,148 9 O.T.M. = 3,110,6 Footing Weight = 600.0 2.00 1,200.0 Resisting!Overtuming Ratio = 2.37 Key Weight = Vertical Loads used for Soil Pressure= 3,356.7 lbs Vert.Component Total= 3,356.7 lbs R.M.= 7 360.6 `Axial live Iced NOT included in total displayed,oft:, d for overturningresistance,but is Included for soil pressure celculalron, Page 123 of 134 \a9 Title Black Line 1 Title: Job# You can changes this area Dsgnr using the'Settings'menu kern Project Desc.: and then using the'Printing& Project Notes: Title Block"selection. Poet aMaJ 2 ij.I:50'l Title Block Line 6 -.n__ . ' Fi#P.Ct011iobd11•T173t/dorPaso Creeks-I&Apt•Whi�+9 'ing 5 Cantilevered Retainin! Wall ENERCJLLC,INC1883.2011,8d1d8.1I.10.t9.Yer.6.11.t0.09 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: 8'-0'Walt Criteria Soil Data Calculations per ACI 318-08,ACI 530418,IBC 2009, C8C 2010,ASCE 7-05 Retained Height = 8.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psfift Vertical component of active Soil Density,Heel = 110.00 pc( Lateral soil pressure oplicns: Soil Density,Toe = 0 00 pcf NOT USED for Soil Pressure Friction Coef otwn Fig&Soil = 0.500 NOT USED for Sliding Resistance Soli heign(tc ignore NOT USED for Overturning Resistance, for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stern Adjacent Footing Load Surcharge Over Heel - 50.0 psf Lateral Load _ 40.0 plf Adjacent Fooling Load _ 0,0 lbs Used To Resist Sliding&Overturning ...Height to Top - 8.00 ft Footing Width _ 0.00 ft Surcharge Over Toe = 0.0 psf .,Height to Bottom s 0.00 ft Eccentricity _ 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist - 0.00 ft a.__ _ _ _.. _ Footing Type Line Load Axial Load Applied to Stam __ base Above/Below Sal Axial Dead Load = 500.0 ibs at Back of Wail - 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem _ 0 3 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0 0 in Design Summa Stem Construction _Lel Stem _._. _ __ _ -. ._. Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0 00 Overturning = 2.55 OK Wall Material Above'Hf = Concrete Sliding = 1.59 OK Thickness in 8.00 (Vertical Component NOT Used) Rebar Size = # 5 Total Bearing Load = 5,225 lbs Rebar Spacing in= 6.00 ...resultant eco. = 9.94 in Reber Placed at = Edge Design Data Sol(Pressure @ Toe = 1,809 psf OK fblFB+fafFa = 0.487 Soil Pressure @ Heel = 91 psf OK Total Force @ Section lbs= 2,309 5 Allowable = 2,500 psf Moment..,Actual ft-I= 6,872.2 SoN pressure Less Than Allowable Moment.,.Allowable ft-I= 14,711.7 ACI Factored'a Toe = 2,171 psf Shear..,Actual psi= 33 7 ACI Factored a Heel = 109 psf Shear,....Allcwable psi= 37.1 Footing Shear @ Toe = 13.5 psi OK Wall Weight psf= Footing Shear @ Heel = 38,5 psi OK Rebar epth 'd' = 0 100.00 Allowable = 75 0 psi Lap splice if above in= 12 22 Sliding Calcs (Vertical Component NOT Used) Lap splice if below in= 6.00 Lateral Sliding Force = 1,880.7 lbs Hook embed into footing in= 6.00 less 100%Passive Force = - 371.3 lbs Concrete Data - - less 1001/4 Friction Force 2,619.8 lbs Pc psi= 2,000,0 Added Force Req'd = 0.0 lbs OK Fy psi= 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors • Dead Load 1.200 Live Load 1.600 Earth,H 1,600 Wind,W 1 600 Seismic,E 1.000 Page 124 of 134 `1 0 Title Block Line 1 Title: Job# You can changes this area Dsgnr, using the'Settings'menu item Project Desc and then using Ihe'Printing& Project Notes Title Block'selection. Title Block Line 6Nike 13 MAR 2011 1.50A1 Fig:PA2011:bst11-T173(Altar Pass Creekside Ailt•WIe gi eektiatonlWrleatrc6 ' Cantilevered Retaini•ng Wali ENERCALC.INc tss ii tu.taoe 11.10.09 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: B.-0'Wan Footing Dimensions&Strengths ry Footing Design Results Toe Width = 1 50 ft Toe Heel Heel Width = _ 4 OIL Factored Pressure = 2,171 109 pef Total Footing Width 5 50 Mu''Upward = 2,231 0 ft-lb Fooling Thickness = 12.00 in Mu' Downward = 277 0 ft-lb-lb Mu: Design = 1,954 6,57 2 ft-lb Key Width - 0.00 in Actual 1-Way St:ear = 13 62 38 48 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75 00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = It 7 @ 16.00 in rc = 2,500si Fy = 60,0CC psi Heel Reinforcing = #6 @ 1;5.00 in Fooling Concrete Density = 150,00 pcf Key Reinforcing = None Speed Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Bim= 3.00 in Toe: Not'eq a,Mu<S'Fr Heel: #4@ 1100 in,#5i 17 25 in,#6@ 24 25 in,#7C 33 001a.rib@ 43 50 in,i#9@ 4 Key: No key defined Summary of Overturning&Resisting Forces&Moments -...OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment item _ lbs ft ft-lb lbs __ft _ ft-lb _ Heel Active Pressure = 1.417,5 3 00 4,252.5 Soil Over Heel = 2.933,3 3.83 11,2444 Surcharge over Heel = 143.2 450 644.3 Siooeo Soil Over Heei = Toe Active Pressure = Surcharge Over Heel = 166 7 3.83 638.9 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stern = 500.0 1.83 916.7 Added Lateral Load = 320.0 500 1,600 0 'Axial Live Load cn Sterr = Load @ Stern Above Soil = Scil Over Toe = 0.75 Surcharge Over roe Stem Weights) - 800.0 1.83 1,456.7 Earth @ Stern Transitions = Total = 1.880.7 O.T.M. = 6,496 8 Footing Weight = 825.0 2.75 2,268.8 ResistinplOverturning Ratio = 2.55 Key Weight = Vertical Loads used for Soil Pressure= 5,2250 lbs Ver; Component - ��pp Total= 5,pp225.0 lbs R.M. 15,535.4 sistance but s0inc!udedd for in presssureycalalculati�for overturning Page 125 of 134 ,---- \I.,,,•,t,-, St CLIENTt tkl . 6969 SW Hompton Portland,Oregon 97223 5034524-7005 PROJECT' r'' 4411 NUMBER: 745 NW Mt 14osninglorl Dr 0205 Bend Oregon 97701 541-383-182B DATE. FROELICH ENOINEERBI BY Ret, Ala br at /4 far' 4.ep . r 2e ..1.-- * 1,,, i r;''1,--t --:i— T ‘'' j___. — 49P`' we,i ..,,ii za4t.'re = ft,. 30,14; p 4$$,Nre - ?Dili 1- - ',cop if -Pc 3 og,teiz at ,, " /0,:k... Fr i e•tTan. •'• ex 5-- . .‘. B1 P , - 5-041,0 :1:16e tv ( j !ma I/ 4P/71 y S+4 re-44/ixe- 42-5, .12,3 x Vd•rt- R., itoriX DL:r• 929p iir. L. .-:.: _I(610,If 5z)ts r xa,3l Ices f 6ort Jo . 4 - 1 ig-,,..a.241 03 . .51,4. 14•r;t 1---- 4-- 70/,$ . 4 .... 4---- : IIMIIIIIIIIII 4 Page 126 of 134 \.4, ,Olt.` CUENT: ; c 6969 SW Hampton St Portland.Oregon 97223 503.6247005 PROJECT: ;,...r 44 .Ai ,< _ ' -, C .U.- NUMBER' 745 NW Mt Washington Dr..205 Bend,Oregon 97701 GATE: F R O E IL I C H 541-383-1828 ENC3INEER81 BY. P"r4 50 645,...:- r `" V1 F pc.= Sala if Na �•t So rata,rt• i $o;I a c tiV. s S 3 .st ar I Pa"sive = 330rfr ,k4CAZ l D'Qt Tri-e-t-en•-, .9.S -. BP= I, , x 2Saa - '335,rst- E. ? =5xt, - Ors - waif DL= R=ohr • ( .,--'"" ',cop,' >K 0,3 - (;7es4 A.rit ^ -- • (0' girl; hr%k 4Page 127 of 134 Froelich Engineers Project Title: Engineer: Project ID: \\\'o Project Descr: FROELICH Prir:e.20 ALG 2014.8'47A.1 LNO�NLCger - File¢c:11seratEk ugiProjactrA14 T03-1.BETVr1 SSCCA-�10.6ScRE-1.EC6 Cantilevered Retaining Wall Et R ,INC.19 -2014,Bulta14.8.t6.Vw6.14.6.16 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Garage Ret Wan-No Seismic Criteria Soil Data Calculations per ACI 31B-11, ACI 530.11,IBC 2012, Retained Height = 11.50 ft Allow Soil Bearing = 2,500.0 psf CBC 2013,ASCE 7-10 Wall height above soil - 0,00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0 00:1 Heel Active Pressure - 35.0 psf/ft Height of Soil over Toe = 12,00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0 0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 70.0 plf Adjacent Load = 0.0 lbs Surcharge Over Heel = 0.0 psfFooting Used To Resist Sliding&Overturning ...Height to Top = 10.00 ft Footing Width = 0,00 ft Surcharge Over Toe = 0.0 psf ..Height to Bottom = 0.00 ft Eccentricity = 0,00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 1,100.0 lbs Wind on Exposed Stern = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stern 2nd Stem OK Stem OK Wail Stability Ratios Design Height Above Ftg ft= 2.00 0.00 Overturning = 2.73 OK Wall Material Above"Ht" = Concrete Concrete Sliding - 1.59 OK Thickness in= 8.00 8.00 Slab Resists All Sliding! Rebar Size - # 5 # 6 Total Bearing Load - 10,739 lbs Rebar Spacing in= 6.00 6.00 ...resultant ecc. = 12.27 in Rebar Placed at - Edge Edge Design Data Soil Pressure @ Toe .. 2,372 psf OK fb!FB+fa/Fa = 0.658 0.938 Soil Pressure @ Heel = 313 psf OK Total Force @ Section lbs= 3,087.0 4,379.0 Allowable = 2,500 psf Moment....Actual ft-I= 10,242.2 17,686.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,944 psf Moment.,...Allowable ft-I= 15,562.2 18,848.3 ACI Factored @ Heel = 388 psf ShearActual psi= 46.1 71.1 Footing Shear @ Toe = 22.3 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 52.5 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.19 5.63 Sliding Cafes Slab Resists All Sliding! Lap splice if above in= 14.06 24.05 Lateral Sliding Force = 3,500.5 lbs Lap splice if below in= 14.06 10.64 less 100%Passive Force = - 733.3 lbs Hook embed into footing in= 14.06 10.64 less 100%Friction Force = - 4,819.6 lbs Concrete Data Added Force Re 'd = 0.0 lbs OK c psi= 3,000.0 0,000.0 F q y psi= 60,000.0 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 * Page 128 of 134 Froelich Engineers Project Title: 11 Z Engineer: Project ID: Project Descr: FROELICH eeaainCCa9� Poled 20AIX20'4 847A Cantilevered Retainin Wall --Fie;c:U raow9P*cIst;4-iin-tettwi�ccn 1wiscRE-1,tc6 g ENERCALC,INC.1983-2014.Build:6.14.8.t6,Ver..6.14.8.16 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Garage Ret Wall-No Seismic Footing Dimensions&Strengths ; Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,944 388 psf Total Footing Width = 8.00 Mu':Upward = 8,367 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 1,163 0 ft-lb Mu: Design = 7,204 17,687 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 22.31 52.45 psi Key Depth = 0.00 in Allow 1-Way Shear = 82,16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 6.00 in fc = 3,000,psi Fy = 60,000 psi Heel Reinforcing = #6 @ 12.00 in Footing Concrete Density = 150.40 pcf Key Reinforcing = None Spec'd Min.As% = 0,0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @Bim.= 3,00 in Toe: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Heel: #4@ 6.25 in,#5@ 9.50 in,#6@ 13.50 in,#7@ 18.25 in,#8@ 24.00 in,#9@ 30. Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING ,....RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,882,2 4 28 12,329.2 Soil Over Heel = 6,114,2 5.58 34,137.4 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = -81.7 0.78 -63.5 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.83 1,416.7 Added Lateral Load = 700.0 6.33 4,433.3 *Axial Live Load on Stern = 1,100.0 2,83 3,116.7 Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Surcharge Over Toe Stern Weight(s) _ 1,150.0 2.83 3,258.3 Earth @ Stem Transitions = Total = 3,500.5 O.T.M, = 16,699.0 Footing Weight = 1,600.0 4.00 6,400.0 Resisting/Overturning Ratio = 2.73 Key Weight Vertical Loads used for Soil Pressure= 10,739.2 lbs Vert.Component = . Total= 9,639.2 lbs R.M.= 45,556.2 .Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Page 131 of 134 Froelich Engineers Project Title: r I f 4 Engineer: Project ID: 611i Project Descr: FROELICH ENO 111 E E R 6 1 Punted 20 AUG 2971.9'S4AM He a Do c Wse 114 T03-1.8E71MISCCA FRISCRE 1.EC6 ' Cantilevered Retaining Wall RCALC,INC.19832014, .a,14.s.1$.Vet:6.14.8.16 Llc.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Garage Ret Wall-W/Seismic Criteria Soil Data Calculations per ACI 318-11, ACI 530-11,IBC 2012, Retained Height = 11.50 ft Allow Soil Bearing = 3,330.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel - 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 85.0 plf Adjacent FootingLoad = 0.0 lbs Used To Resist Sliding&Overturning ..Height to Top = 10.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity - 0.0 in Design Summaiy Stem Construction Top Stern 2nd Stem OK Stern OK Wall Stability Ratios Design Height Above Ftg ft= 2.00 0.00 Overturning - 2.58 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.52 OK Thickness in= 8.00 8.00 Slab Resists All Sliding! Rebar Size = # 5 # 6 Total Bearing Load = 9,639 lbs Rebar Spacing in= 6.00 6.00 ...resultant ecc. = 13.26 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 2,203 psf OK 1b/FB+fa/Fa = 0.104 0.916 Soil Pressure @ Heel = 207 psf OK Total Force @ Section lbs= 3,207.0 4,529.0 Allowable = 3,330 psf Moment.,..Actual ft-I= 10,722.2 18,436.8 Soil Pressure Less Than Allowable Moment.....Allowable ft-I= 15,222.0 18,848.3 ACI Factored @ Toe = 2,644 psf Shear Actual psi= 48.7 74.7 ACI Factored @ Heel = 248 psf Footing Shear @ Toe = 19.5 psi OK Shear Allowable psi= 75.0 82.2 Footing Shear @ Heel - 52.5 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.19 5.63 Sliding Cafes Slab Resists All Sliding! Lap splice if above in= 16.48 25.07 Lap splice if below in= 16.48 4.03 Lateral Sliding Force = 3,650.5 lbs Hook embed into footing in= 16.48 4.03 less 100%Passive Force = - 733.3 lbs less 100%Friction Force = • 4,819.6 lbs Concrete Data 'd = 0.0 lbs OK F psi= 2,500.0 3,000.0 Added Force Req'd y psi= 60,000.0 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 • Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 ' Page 132 of 134 11 Froelich Engineers Project Title: Li Engineer: Project ID: Project Descr: FROELICH e N 04 N E E A a 1 Pnr:ea'20 AUG 2014,8,54AM Fie=ctUsersiDeuglF It4403- BErMISCCA MISCRE-1.EIr6 ' Cantilevered RetainingWall ENERCALC,INC.1983-2014,8uY 6.14,8.16,Vec6.14.6.16 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Garage Ret Walt-VW Seismic Footing Dimensions&Strengths Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,644 248 psf Total Footing Width = 8.00 Mu':Upward = 7,482 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 1,163 0 ft-lb Mu: Design = 6,320 18,437 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 19.54 52.45 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #6 @ 6.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35 25 in,#9@ 44 Heel: #4@ 6.00 in,#5@ 9.25 in,#6@ 13.00 in,#7@ 17 50 in,#8@ 23.00 in,#9@ 29. Key: No key defined Summary of Overturning&Resisting Forces&Moments ...,.OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,882.2 4.28 12,329.2 Soil Over Heel = 6,114.2 5.58 34,137.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -81.7 0.78 -63.5 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stern = 500.0 2.83 1,416.7 Added Lateral Load = 850.0 6.33 5,383.3 •Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Surcharge Over Toe = Stem Weight(s) = 1.150.0 2.83 3,258.3 Earth @ Stem Transitions = Total = 3,650.5 O.T.M. = 17,649.0 Footing Weight = 1,600.0 4.00 6,400.0 Resisting/Overturning Ratio = 2.58 Key Weight = Vertical Loads used for Soil Pressure= 9,639.2 lbs Vert.Component = Total= 9,639.2 lbs R.M.= 45,556.2 "Axial live load NOT included in total clsplayed,or used for overturning resistance,but is included for soil pressure calculation. Letter of Transmittal Transmitted By... Date: March 22, 2018 Project No.: 17857 ❑ Mail Project: River Terrace East Condominiums—Building A ■ Courier BUP2017-00019 ❑ Will Call To: Tom Hochstatter- City of Tigard Building Department ❑ Hand DeliverAddress: City of Tigaid Permit Center t L / 13125 SW Hall Blvd Tigard, OR 97223 $ Girt'' rjlARD o a We Are Sending You... Transmitte � '.niNivi ■ Drawings ■ Prints ■ For Approval ❑ Specifications Hal 't ■ Plans 0 As Requested 808 SW'3'd Avenue ❑ Copy of Letter ❑ Samples ❑ For Your Use Suite 300 ❑ Change Order ❑ Other ❑ For Comment Portland,OR 97204 Phone(503)287-6825 Fax(503)415-2304 Copies Page No. Description 3 sets Full Size River Terrace East Condominiums—Building A—REVISED Permit Drawings 1 City of Tigard Revision Transmittal Letter Items Are... ■ Attached ❑ Under Separate Cover via Remarks Changes focus around the exterior envelope details requested by the client to align better with their standard project detailing. From Kevin Janik CC Project File Architects Engineers Landscape Architects Planners Surveyors & Mappers Urban Designers L:\Project\17800\17857\ProjectDocs\Permits\Architecture Buildings\Building A - Permit Items\2018 03-19 - 2 - Revised Permitted Documents\Hochstatter 2018 03-22 TI.docx