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Structural Calculations Tigard Apartments Tigard, Oregon (LRS Architects) JLC L BUDDENCGpvVAE D 2IgNP 1 (if, c`l 1 `nJI' flf - ,;,\4 r _t i) 154/0. \> Cc c'. �.IEGON ? e4I.25 ,\c3g X17 `c 'z oPk� EXPIRES: /2-/3 j/a 015 • Jc City of Tigard App oved Plans Building#1 13465 SW Scholls Ferry BUP2015-00361 Bye- ki, Date 712L , Building#2 13375 SW Scholls Ferry - BUP2015 00362 4 Building#3 13295 SW Scholls Ferry BUP2015-00363 Building#4 13205 SW Scholls Ferry BUP2015-00364 OFFICE COPY Building#5 13145 SW Scholls Ferry BUP2015-00365 FBuilding#6 13351 SW Scholls Ferry BUP2015-00366 E Building#7 13215 SW Scholls Ferry BUP2015-00367 ENGINEER WAS RE Building#8 13435 SW Scholls Ferry BUP2015-00368 DESIGN IS BASED UPON II RESPONSIBLE FORT Building#9 13327 SW Scholls Ferry BUP2015-00369 LIABILITY IS ASSUA FOR ITEMS Building#10 13225 SW Scholls Ferry BUP2015-00370 A Main Office Community 13285 SW Scholls Ferry BUP2015-00371 6969 SW Hampton St. Portland,Oregon 97223 Building 503-624-7005 TABLE OF CONTENTS GRAVITY DESIGN BUILDING Al 5 - 65 BUILDING A2 66 - 91 BUILDING A3 92 - 122 BUILDING A4 123 - 125 BUILDING A5 126- 161 LATERAL DESIGN BUILDING Al THROUGH A5 162 - 208 GARAGES LATERAL DESIGN 209 -215 COMMUNITY BUILDING DESIGN 216 - 244 MISCELLANEOUS CALCULATIONS 245 - 250 Page 1 of 250 Client: LRS Project: Tigard Apartments Proj.#: 15-T084 Date: 8/1/2015 By: f F,� RH FROELICH art tNEtR Project Design Criteria Project Description New three-story muhi.family apartment buildings, Gang-nailed wood roof trusses. Wood Framed Floor, Light-framed wood sheathed wood walls, Slab on Grade Conventional Foundations Project Location Tigard,Oregon General Building Department:Tigard,Oregon Building Official Phone Number: Building Code(s):2012 International Building Code(IBC) 2014 Oregon S Specialty Code(OSSC) ASCE7-10 Snow Load Analysis for Oregon(3rd ed.December 2007) Roof Live Load: Ground Snow Load— 10 psf(Snow Load Analysis for Oregon 2007) Minimum Roof Snow Load— 7 psf (Snow Load Analysis for Oregon 2007) Snow Importance Factor(Is)— 1.00 (ASCE7-05 Table 7-4) Deflection Criteria= L/240 Floor Live Loads: Residential 40 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 (ASCE7-05 Table 6-1) Seismic Load: Occupancy Category= II (IBC Table 1604,5) Seismic Importance Factor(IF)= 7.00 (ASCE7-I0) Site Class= D * Mapped Spectral Acceleration Values(Ss)- 0.965 g Mapped Spectral Acceleration Values(Si) 0.424 g Design Spectral Response Parameter (SDs)— 0,717 g Design Spectral Response Parameter(SDI)— 0.446 g Seismic Design Category= D Response Modification Coefficient(R)= 6.5 Light-framed walls sheathed with wood panels (ASCE74S Table 12.2-1) Shear Walls(Bearing Wall System) Soils Data: Allowable Bearing Pressure— 2500 psf* Exterior Footing Depth 18 inches* *Per Geotechnical Engineering Report By: Terra Associates,Inc, Project No.T-7184 Dated March 13,2015 Page 2 of 250 4 Client: LRS Project: Tigard Apartments Proj.#: 15-T084 Date: 8/17/2015 z 11:414 By: RH FROELICH E N 0 I N E E R B I Dead Load Calculations Roof Dead Load Top Chord of Truss Component Weights f Actual psf)" 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(psf)1 Comments Mechanical 1.5 Ceiling 2.8 (1)5/8"gyp Batt Insulation 1.5 Sprinklers 1 Misc. 1.2 Total= 8.0 psi Total Roof Dead Load= 18.0 psf Floor Dead Load Component Weights "Actual(psi)! Comments Framing 2 Joist Framing Sheathing 2.2 3/4"shth Floor Covering 13.1 1.5"Floor Topping(Gyperete 105 lbs/I13) Mechanical 1 Ceiling 5.6 (2)5/8"gyp Flooring 1 Sprinklers 1 Interior Partitions 7 Misc. 1 Total= 33.9 psi Exterior Wall Dead Load ,Component Weights "Actual(psi)] Comments Framing 1.5 Sheathing 1.5 1/2"shth Interior Gyp Finish 2.8 5/8"gyp Insulation 1.5 Siding 2.3 Fiber Cement Siding Misc. 0,4 Total= 10 psi +1 0 " Brick Veneer(as occurs) 1 Interior Wall/Partition Wall Dead Load Component Weights Actual(psf)) Comments Framing 1,7 2x6 @ 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 3 of 250 Client: LRS Project: Tigard Apartments Proj.#: 15-T084 Date: 8/1/2015 By: RH FROELICH ENGIN E E R SI Flat Roof Snow Load Calculation: Based on the following Codes: 2007 OSSC ASCE 7-10 Snow Load Analysis for Oregon 3rd ed.December 2007 County: Clackamas Maximum Elevation: 500 ft Ground Snow Load(Pg)= 10 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(Ce)= 1.0 per ASCE 7-05 Table 7-2 Thermal Factor(CO= 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)= 7 psf Pr=0.7*Ce*Ct*l*Pg Where pg s 20 psf(pf Min)= 10 Where pg>20 psf(pf Min)= 7 Use(pf)= 10 psf Use(pf)= 25 psf per 2010 OSSC 1608.1 Sloped Roof Snow Load Calculation: Roof Slope Pitch("/12)= 6 Roof Slope Degrees= 27 Thermal Factor(CO= 1.0 warm roof Roof Thermal Resistance(R)= Surface Type= Unobstructed slippery roof-All other Surface Sloped Roof Factor(C3)= 1 see ASCE 7-02 Figure 7-2 Sloped Roof Snow Load(P3r)= 7 Page 4 of 250 Client: LRS ' Project: Tigard Apartments Ilk Project#: 15-T084 Date: 8/1/2015 By: RH FROELICH Roof Wind Loading-Vertical for Roof Trusses ASCE 7-10 SECTION 30.5 Part 2-Simplified Method Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Topographic Factor K2= 1.00 Wind Exposure Category= B Adjustment Factor = 1.16 Figure 30.5-1 (page 347) Building Parameters Horizontal Dimension of Bldg B= 80 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 76 ft Measured Parallel to wind direction Mean Roof Height h= 30 ft Figure 6-6(page 48) Highest Roof Level ha= 35 ft Roof Pitch= 0.25 : 12 = 1.19 deg Tributary Component Area= 50 112 Net Design Wind Pressures Input Pnet3o(Psf) Zone 1 6.6 -16.3 psf Zone 2 6.6 -27.3 psf Figure 30.5-1 (page 346) Zone 3 6.6 -41.1 psf Net Design Wind Pressures Output Pnet(Pst) Pnet=X.KztPnet30 Equation 30.5-1 Zone 1 7.7 -18.9 psf Zone 2 7.7 -31.7 psf Zone 3 7.7 -47.7 psf Width of Pressure Coefficient Zone a= 7.60 ft Figure 30.5-1 (page 345) 12.00 ft 3.04 ft 3.00 ft a= 7.60 ft Net Vertical Pressures for 0.6D+0.6W Uniform Dead Load= 18 psf P(Pst) Zone 1 15.4 -0.5 psf Zone 2 15.4 -8.2 psf Zone 3 15.4 -17.8 psf Page 5 of 250 i hi i II 1 i il 1 if 4D e ra _ I c>,....__......_,..., _ ......f. 111.011.111111111101.60. rTMOITImitp . 9 0 ir • 0 a ' AN JD ,!, 16 i ial, ,111:4V e, Astx,'Ilit k. t•zi . 0. 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'I. clArt, , , 40. tk liv 0 4 rif A u i ct. la: V -..• I' "" 1 "a Lil ti,,,, .*,_ , 46 AR .04E1:4r) v c I wir4 . .1 2-.,.'" ,1 ..„., t 41) .,B ,b,,,,, •'-'1 , * +t. .„„ -, .•, . t_... c,.‘.i.›.. --------- • El - / I 4>4D :11 -D !p 1 1 1 1 1 CLIENT - (> 4 6969 SW Hampton St. Portland,Oregon 97223 Page 7 of 25CYL 444ot 503-624-7005 PROJECT. T 6,,43,,a_o f\i) ,0 l'Y 745 NW Mt.Washington Dr.#205 NUMBER: --/.°41‘l' Bend,Oregon 97701 541-383-1828 FROELICH i0 0,,, DATE: ENGINEERS ; 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 %,.0 w troela il-erigi lieu,,tom 720-560-2269 BY: Apt..0„-.34 A 1 nocia W (94-73 /75):- f i--r." 0/0.57t) - 1 ,,•, 4/ I-- .......1 I 167:23,..,e_ 2(--/ 4' ,/ i Ott p5P f ii%2 10 e. / ,2.e6/c.. iip / A p.,-• L--:--- ' L-- kV- (0::-. 27--- sr -71:3; t IN P , 714 e— •z "13/c.— , , 4 r) 3-11 trn._ 'Arr i A/ 5 04 _.,.„ / I -0 kv--.- 6,--iwIsr 1(-- -Ts r #74 212 Q 1127d/c. pz-sckf 9,-A2g6, (-1-"Of W.: OZ;7 7 #.cr ?' /7 fsr) -n-*;‘ , Millier ti 74)4 ?Jo As P7 361 W.-_-- v,:.. 3 ,. 3-,-/- „. immilmeammemor '7- 11% x0 e 7,-/ i.....„00 iii 14,1" .1.7 - */*-170?...CF ) ef ,..z..5 fig floe Zr' — , , , A r - , - ''.. 1_,-, i•7- 4 r _ 6969 SW Hampton StPage 8 of 2511 , Portland,Oregon 97223 CLIENT: .,.5 503-624-7005 PROJECT:-raAti) fft 745 NW Mt.Washington Dr.#205 NUMBER: / Bend,Oregon 97701 , 541-383-1828 FROELICH _- _,,- , ,-A,,,,, DATE: ENGINEERSA 12303 Airport Way,Suite 200 50 itd:viv4 4 / Broomfield,Colorado 80021 rizi--- RAI engIneer's.i.EMI 720-560-2269 BY: CdVi•- T - "s1 : wz 0 z-,vesx- y-tz-1(0/3".) zwo Orde C/40".``7,---- v 7- i:: 557 5 3-2,' Wz, (P-7-9/ JF i. tVpdfiffi-, DF,e7Ez j le_ - tr.; 713 D: 223 t- SD) L--; SO 3- .frit= 13.5 D- 12fcrf-1,z: 'Aerie) I__ rs- ilt( P-.-- 24171 L:- gOi5 If . wz,.., /3,5- u),--27,,s5r le-L,...-yzr5r) -rTY zi/r-vt( ,p-, L.D.:75-cfoe, , 1 2-35'' - i ..., 3,14_,k-rt.r6 N. ?,. -- /.27--3311) (,k35 ( r, 1 sID ,,, ...... L-s/7?45 t A/---- /3,c D z,.. (.-/(5F-11_-z-4/0e5P) ,...- Dz: L..-2.3it I-= 2-51 eti 111,1 2 -" ' (15=-/OeSF-1-1:2--90/4-0 44 ' ---4 if7 -0)c-TO /16.1z AN At 4 't.-----32-0 1 z-7W — Li i r/Aosr 1-L:---1,04..trAj t- /0-0 briehl- j I PT-/01 A 111 6969 SW Hampton St. Page 9 of 250 Portland,Oregon 97223 CLIENT: /...g. 503-624-7005 PROJECT: "174 4.0 Ap7TS A 745 NW Mt.Washington Dr.#205 NUMBER:/.5 Bend,Oregon 97701 541-383-1828 FROELICH •_, ,,,,--„, , ,--rf,, DATE: ENGINEERS. 12303 Airport Way.Suite 200 Broomfield,Colorado 80021 uwv,.froehdt-engineer,unn 720-560-2269 BY: /e t+ r , W it3 (P.r2 ,5r i-L-7-iter) or I t) b6' ti—c) f 11)1 ci'VP L,--; !X L.---43(,O i 1 , lq.04-z_ ...... i P r--N1 %WOO rd/ _ , , pi4:42,5- 07-vot4st 1 17-44409-) 7t, . S.-(Dz.-- j7/cr ) HDP---31.,„: 4 1 , (-T. DZ."3 7C7 6.<:, /641 i t , /96°LE r, kit: I-2, Dtl`le5 1-C-r-',off r) v - -- r 9-02-- V,CV 9). p pi/ b ------ 4.--z-- f3K ,, 3 1-1,5 t D r. 197 ftryopsfi) /-1,2k,5 2 O'e 5,>cs bE4// it At ........_. 1 f f ,07.7-egf L...7_ 1175 . / V,„/---- z CarYo, -fr LzioOpSf) al i WINS1111111111111rallianiiile k)ca ,ii 1-Yr-134, Befirml2G P---734 Lttit#60 f 'I s =--- 0-0 —oil VI Lt-3743 Page 10 of 250 F 0 R T E ' MEMBER REPORT Floor Joists,J1 PASSED 1 piece(s) 11 7/8"TJI® 230 @ 24" OC Overall Length:27'6 1/2" 0 o 16' 4' l 6" 1 D 0 1I All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal, l Design Results Actual®Location; Allowed c {{ Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) Shear(lbs) 991 @ 5 1/2" 1060(1.75") Passed(93%) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:Joist 1279 @ 16'5 1/Z" 1821 Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft lbs) -3740 @ 16'7 1/4" 4215 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(in) 0.224 @ 7'11 5/8" 0.404 Passed(1./865) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD tTotal Load Dell.(in) 0.390 @ 7'10 1/4" 0.807 Passed(L/496) — 1.0 D+1.0 L(Alt Spans) I TJ-Prop"Rating 44 40 Passed -• -- •Deflection criteria:Lt(L/480)and TL(1/240). w • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'10"o/c unless detailed otherwise,Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. 13POrt9 ; Total Available r Dead T f c�t sodas 1-Hanger on DF stud wall 5.50" Hanger, 1.75" 474 585 1059 See note, 2-Stud wall-OF 3.50" 3.50" 3.50" 1179 1387 2566 Web Stiffeners 3-Hanger on DF stud wall 3.50" Hanger, I.75" 220 407/-124 627/-124 See note, •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements, Connector:Simpson Strom-Tie Connectors a, ''i, Na �,,,, Support Model seat Lengffi; Top Nails ):ace Nailsember Nabs Accessories"` 1-Top Mount Hanger MIT3S11.88 2,50" 4-10d common 4-10d common 2-10d x 1-1/2 3-Top Mount Hanger 1152.37/11.88 2.00" 1 4-10d common 2-10d common N/A Loads Dead Floor Live fr _., Location spadna` (0.90) (190) 'comment Uniform(PSF) 0 to 27'6 112" 24" 34.0 40.0 Residential-Living Areas Weyerhaeuser Motes {� Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/29/2015 4:45:16 PM Rod Hammerberg Forte v4,6,Design Engine:V61,1,5 Froelich Engineers 9 g (503}624-7005 FLoor System.4te rhammerberg@froelich-engineers cam — Page Page 1 of 1 Page 11 of 250 ;til F 0 R T E MEMBER REPORT Floor Joists,J2 PASSED 1 piece(s) 11 7/8" TM® 210 @ 19.2" OC Overall Length: 16'9" 0 0 16' El E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Acwal @ Location Allowed Result L@F Load:Combination(Pattern) System:Floor Member Reaction(lbs) 858 @ 5 1/2" 1005(1.75") Passed(85%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 858 @ 5 1/2" 1655 Passed(52%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3430 @ 8'5 1/2" 3795 Passed(90%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft(in) 0.275 @ 8'5 1/2" 0.400 Passed(L/698) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.460 @ 8'5 1/2" 0.800 Passed(1/417) — 1.0 D+1.0 1(All Spans) Ti-Pro'"Rating 42 40 Passed -- • Deflection criteria:LL(1/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'5 5/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:5/8"Gypsum ceiling,pour flooring overlay. r r(��. /f isf 0il r :4,.. /'f ;;;;;`,,,,,,',4,7.' P A, ✓ ly':rl f I1 4 ..19,"Mn '', r f "f Jtyr... pr ..0 - rf f /�r6 fr { , $� f f,✓ lfi f!..V',,✓lf..,;::,t.J�..,� ✓� t � 4r p if{, a rff}fil0 444, fTot r4 v,' hail'+,--,',":t.'" ;57-'-'.=-,::,,,,'--::/Rx fru he f_ �, f�1,,,,�19.f/.'li/n3 t r c sfo'�'e, ', ifi ,l .,� .J.,,.,,�:,/ „ 77. t. ,-..v7 i Gln l..271 ;.4.,,..,..,-.-,;:.:,,,:...?.....I .. d cs .n s' %� •.. r 4dl.,a rs'l I/,e.',„„l,o-.cr„�l�� , ,,.., , /rte ,ry . '. 1-Hanger on 11 7/8”OF beam 5.50” Hanger, 1.75" 365 541 906 See note, 2-Hanger on DF stud wall 3.50" Hanger, 1.75" 358 531 889 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •,See Connector grid below for additional information and/or requirements. saJpet ctor:Simpson Strome Tile Connectors Yfr r r' r f ,„,. .? .„..._ Length Top ,,� '�!raris, ,r Faoe Naim 1-Top Mount Hanger IT52.06/11.88 2.00” 4-10d x 1-1/2 2-lad x 1-1/2 2- N/A 2-Top Mount Hanger IT52.06/11.88 2.00" 4-lad common 2-l0d common N/A ( vocation, rt r; ,(0. (1.00) .. .c.:**** 1-Uniform(PSF) 0 to 16'9" 19.2" 27.0 40.0 Residential-living _Areas. . SUSTAINABLE Ft,)RESTRY iNl i IAtIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/29/2015 4:51:43 PM Rod Hammerberg Forte v4,6,Design Engine:V6.1.1.5 Froelich Engineers (503)624-7005 FLoor SystemAte rham m erberg@froel ich-engineerscorn �__ Page 1 of 1 Page 12 of 250 "fes F 0 R T E , MEMBER REPORT Floor Joists,J3 PASSED 1 piece(s) 11 7/8"TSI® 110 @ 24" OC Overall Length:8'9" + + e o 8' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Location Allowed Result LDF Load:Combination (PatEernj' System:floor Member Reaction(lbs) 536 @ 5 1/2" 910(1.75") Passed(59%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 536 @ 5 1/2" 1560 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Moment(Ft-lbs) 1072 @ 4'5 1/2" 3160 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.032 @ 4'5 1/2" 0.200 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defi.(in) 0.054 @ 4'5 1/2" 0.400 Passed(1/999+) — 1.0 D+1.0 L(All Spans) TJ-Prop"Rating .._ 62 40 Passed -- -- • Deflection criteria:LL(1/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'9"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. s ✓�i supports Total.. ittrar i ble' tiR, pF , ot /,srk§sor r.&gri xT 'r 1l 1-Hanger on 11 7/8"DF beam 5.50" Hanger, 1.75" 241 357 598 See note 2-Hanger on DF stud wall 3.50" Hanger, 1.75" 232 343 575 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Ctinnectoti Simpson Strong Tie Connectors Support, „; :- Model Seat length Top Nails `Face Mails Accessories Z"f f" -Top Mount Hanger ITSI.81/11.88 2.00" 4-lad x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS7.81/11.88 2.00" 4.10d common 2-10d common N/A LoadsDead Floor thea t.ocason spacing 0.40)1, (1.00Comments 1-Uniform(PSF) 0 to 8'9" 24" 27.0 40.0 Residential-Living _Area;. Weyerhaeuser.NoteS SUSTAINABLE FORESTRY INITATIvE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/29/2015 4:49:59 PM Rod Hammerberg Forte v4.6,Design Engine:V6.1.1.5 Froelich Engineers FLoor S (503)624-7005 ystem.4te rhammerberg@froelich-engineers corn ._ ... Page 1 of 1 Page 13 of 250 iF0 R T E ' MEMBER REPORT Floor Joists,J5 PASSED 1 piece(s) 11 7/8" TM® 210 @ 19.2" OC Overall Length:27'6 1/2" 17 9'6" a a o 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 J Load Comb na6cn`(PaEMrn) System:Floor Member Reaction(lbs) 2117 @ 17'7 1/4" 2145(3.50") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear Obs) 1104 @ 17'5 1/2" 1821 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3280 @ 17'7 1/4" 3795 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(in) 0.237 @ 8'4 1/2" 0.429 Passed(1/868) -- 1.0 D+1.0 L(Alt Spans) Design Methodology;ASD Total Load Defl.(in) 0.421 @ 8'3 9/16" 0.857 Passed(L/489) -- 1.0 D+1.0 L(Alt Spans) ID-Pro'"Rating 43 40 Passed -- • Deflection criteria:LL(11480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6 1/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge" Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bears thl" rirF , �i.�rr✓ r�,rr fr .aFt.1 ff17 //11,0` �`f, ,,f3,�-14117-r-4):43$1;" `f r/ ,li,' r'r ry... 44P-60041 '11- � .�. -04 w;�� ,fr,. Flr� F /r,� cif a.2�:k/,. ,rJ�G,.3;.�< I-Hanger on DF stud wall 5.50" Hangers 1.75" 403 490 893 See note 2-Stud wall-DF 3.50" 3.50" 3.50" 973 1145 2118 None 3-Hanger on DF stud wall 3.50" Hangers 1.75" 122 300/-137 422/-137 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •i See Connector grid below for additional information and/or requirements. Connector: Simpson Stroh Tie Connectors rsirl,,x � fdl ff/a , Fae t.#4417,' <MemberNaits A` / f 1-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d common 2-10d common N/A 3-Top Mount Hanger Connector not found N/A N/A N/A N/A ' F Loads Location ) Specltlp. .QQ a . f „iv 1-Uniform(PSF) 0 to 27 6 1/2" 19.2" 34.0 40.0 Residential-Living Areas Weyerhaeuser Nota f • � � '. �'' f r �; r .,r �VkZL ._ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/29/2015 5:16:14 PM Rod Hamme berg Forte v4,6,Design Engine:V6.1.1.5 Froelich Engineers FLoor System.4te 624-7005 rham m erberg"o?froelich-engineers corn --- _ Page 1 of 1 MEMBER REPORT FloorJoists,J6 Page 14 of 250 PASSED F O R T E 1 piece(s) 11 7/8" TM® 230 @ 19.2" OC Overall Length: 17'9" 0 ....ted. 17' 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) 911 @ 5 1/2" 1060(1.75") Passed(86%) 1.00 1.0 D+1.0 L(AII Spans) Member Type:Joist Shear(lbs) 911 @ 5 1/2" 1655 Passed(550/o) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3873 @ 8'11 1/2" 4215 Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.321 @ 8'11 1/2" 0.425 Passed(1/636) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.537 @ 8'11 1/2" 0.850 Passed(L/380) - 1.0 D+1.0 L(All Spans) T7 Pro'"Rating 40 40 Passed - -- •Deflection criteria:11(1/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'9 3/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating include:5/8"Gypsum ceiling,pour flooring overlay. W ! LCA gt11 Loads ttt Su 1p s�6iJ s b/,pi f rsupports ..,77,;<.1,,,; fre ?q d tad 0 ii eJF " i/'4ri` To 44;7-47.&4Total 1-Hanger on 11 7/8"DF beam 5.50" Hanger, 1.75" 387 573 960 See note, 2-Hanger on DF stud wall 3.50" Hanger, 1.75" 380 563 943 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. connector i 8 Ti Connector . Sea..f f T N f:.ai moi' ilflf Iffr J f ;�., iV. PwYG •, iFY4 ��� I�IiS •Y„ I f ; 1-Top Mount Hanger 1TS2.37/11.88 2.00" 4-1Od x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger M1T3511.88 2.50" 4-10d common 4-10d common 2-lad x 1-1/2 Dead Floot'ttve Loads Location spacing (0.90) ; (1.00) • Gamer* 1-Uniform(PSF) 0 to 17'9" 19.2" 27.0 40.0 Residential Lying Afeas 5USTAINABLE 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 Weyerthaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking pallets and Squash are not desiwied by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. ,The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/29/2015 5:21:09 PM Forte v4,6,Design Engine:V6.1.1.5 Rod Hammerberg Froelich Engineers Floor SystemAte (503)624-7005 rhammerberg@froeiich-engineers corn Page 1 of 1 Page 15 of 250 %' F 0 R T E ' MEMBER REPORT Floor Joists,J7 PASSED l a. 1 piece(s) 11 7/8"TiI®210 © 24" OC Overall Length: 27 1/2" + a _ t) { 15' / U 11' / 0 a 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal, I Design Results Actual 0location Allowed Result LDF Load:'combinatIon(Patt� n) System:Floor Member Reaction(lbs) 2478 @ 15'7 1/4" 2505(3.50") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ips) 1206 @ 15'5 1/2" 1821 Passed(66%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3419 @ 15'7 1/4" 3795 Passed(90%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.194 @ 7'6 7/16" 0.379 Passed(L/938) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.332 @ 7'4 13/16" 0.757 Passed(11548) — 1.0 D+1.0 L(Alt Spans) Tl-ProTM Rating 46 40 Passed -- w •Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'5 3/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating tinclude:5/8"Gypsum ceiling,pour flooring overlay. f ' / , , l ! f " r4tu�Supports( i f AI r; ,, ..:,,,...„'„,,,i.v. frel �f . i �y� r61rr � fir Irfr $" r Sosarr/IfyFoal iblRi �1/ K, - �,1a f�f ,t,"nfllfr,i.0p ,�.�, .....,. ,,,. f „ ��u5,�., lr+ . :rr"f�„ !bIf„,,.. ..-T-...;,:,;' ed _. • __ " fitf . 1-Hanger on DF stud wall 5.50” Hanger' 1.75" 442 555 997 See note i 2-Stud wall-DF 3.50" 3.50" 3.50" 1139 13402479 Web Stiffeners 3-Hanger on DF stud wall 3.50" Hanger' 1.75" 258 422/-95` 6801-95 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. COnnecon Sim n " ! ,k j r - r - ".� r u ,Sr t ? )y ',,L,,,,,'„'*:', s �Support.: - .,::,<:,,,,3 ,, idef ; ". �Sear LenpA Tap Naiface lterhberliis Aooe�gnl1s 1-Top Mount Hanger LBV2.1/11.88 2.50" 6-10d common 410d common 2-10d x 1-1/2 3-Top Mount Hanger ITS2.06J11.88 2.00" 4-10d common 2-10d common N/A Location ° ! pl�(cr !toads, , . .. (Z Y , conn+t 4 1-Uniform(PSF) 0 to 27 1/2" 24" 34.0 40.0 Residential-Living Areas Wei,erhaeuser,F,. S—,,,,,,f _, . ,',, _ _ ', ,. ., ,,,` �".T,, ,.. ., i 0 SuSTAINABLE FORESTRY INIT ATtVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/29/2015 5:22:55 PM Rod Homme berg Forte v4,6,Design Engine:V6.1.1.5 Froelich Engineers (503)624-7005 FLoor System.4te rhammerberg@froelich-engineers corn Page 1 of 1 Page 16 of 250 1-i-- -, FORTE ' MEMBER REPORT Floor Joists,J8 PASSED 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length: 10'3" + 0 1) ✓ 9'6" I Q 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Reaction(lbs} � 637 @ 5 1/2" � � 910(1.75") � Passed(70%) 1.00 Combination{Pawn) �� System:Floor Desi n Results Actual @ f.oratlon AJiowed ,lt i,Dp 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 637 @ 5 1/2" 1560 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1512 @ 5'2 1/2" 3160 Passed(48%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.058 @ 5'2 1/2" 0.237 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.096 @ 5'2 1/2" 0.475 Passed(L/999+) -- 1.0 D+1.0 L(AII Spans) TJ-Pro"Rating 56 40 Passed • Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:5/8"Gypsum ceiling,pour flooring overlay. i1r04,0 F:�t1p rf if r Yr �J'A� S 6 rrrrdlr�l���f' ,�~wvvemlfh'i r�� r,�.+rl'i ��' ✓r'/l�rr.%�%".�,/r�r.�'`;. rr>t t � r Mfr �rr f�ti r 'l 9fC9/i�;r� fr'1�j�✓r�'f�,yJrP /!f t r r/ ,'/ rfr ('''' ccesso rel . ter r . F. .,,,, r� ,'j''.,'>``rr f .' ; ✓ '�ff `f r!,' / T 1 A 4✓�mr r �rl�r��,,,r rr -Hanger on 11 7/8'DF beam 5.50" Hanger' 1.75" 281 417 698 See note 1 2-Hanger on DF stud wall 3.50" Hanger' 1.75" 272 403 675 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. onnec of^Sllilpson stl on `Tie Connector3i it ii r `' r i y,;;,-z �, r Gs rf ,r r _ r ..,, .,,.,., ,,,, ; ,,,,,,,, ��,�4n4f1! >` t�i7 F6iCtPlpils ber Naps " ' -To Mount Hanger P 4 IT51.81/11.88 2.00' 4-l0d x 1-1l2 2-lOd x 1-1/2 N/A 2-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d common 2-10d common N/A Loads ;, 0) (100) Dr Tion ;5paci!iY, �4ur � `COmitt2rltli 1-Uniform(PSF) 0 to 10'3" 24" 27.0 40,0 Residential-Using Areas We erhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/29/2015 5:23:50 PM Rod Ham me berg Forte v4,6,Design Engine:V6.1.1,5 Froelich Engineers (503)624-7005 FLoor System,4te rham m erberg@froeiich-engineers corn _._ Page 1 of 1 Page 17 of 250 COMPANY PROJECT 11101°4111 WoodWorks® SOFTWARE FOR WOOS)OESIfTN Oct.30,2015 08:14 BJ1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location. [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 41.00 (16.0)* psf Load2 Live Full Area 100.00 (16.0) * psf Self-weight Dead Full UDL 3.3 pit *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.07' 8' Unfactored: Dead 234 Live 538 234 538 Factored: Total 772 Bearing: 772 Capacity Joist 772 772 Supports 965 965 Anal/Des Joist 1.00 Support 0.80 1.00 0.80 Load comb #2 #2 Length 0.82 0.82 Min req'd 0.82 0.82 Cb 1.00 1.00 Cb min 1.00 Cb support 1.25 1.00 1.25 Fcp sup 625 625 Lumber-soft, D.Fir-L, No.2,2x10(1-112"x9-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0"c./c;Total length:8.07'; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 66 Fv' 180 fv7ev' = 0.37 Bending(+) fb = 859 Fb' = 1138 fb/Fb' 0.75 Live Defl'n 0.08 = <L/999 0.27 = L/360 0.29 Total Defl'n 0.09 = <L/999 0.40 L/240 0.24 Page 18 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BJ1 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 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 = D+L, v = 765, V design = 611 lbs Bending(+) : LC #2 = D+L, M = 1530 lbs-ft Deflection: LC #2 = 0.5DfL (Live) LC #2 = 0.5D+L (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: ET = 158e06 Lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(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. 4. FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. Page 19 of 250 COMPANY PROJECT 41% di WoodWorks® SOFTWAREFORWOODOCSIGN Oct. 30,2015 08:15 BJ2 Design Check Calculation Sheet Wood Works Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End, Loadi Dead Full Area 41.00 (12.0) * psi Load2 Live Full Area 100.00 (12.0) * psi Self-weight Dead Full UDL 3.3 plf *Tributary Width tin) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.06' 10' Unfactored: Dead 223 223 Live 503 503 Factored: Total 726 726 Bearing: Capacity Joist 726 726 Supports 908 908 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0.77 0.77 Min req'd 0.77 0,77 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, 2x10(1-1/2"x9-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 12.0 c/c;Total length: 10.06'; Lateral support:top=full, bottom=at supports;Repetitive factor: applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 65 Fv' - 180 fv/Fv = 0.36 Bending(+) fb - 1012 Fb' 1138 fb/Fb' = 0.89 Live Defl'n 0.14 = L/844 0.33 L/360 0.43 Total_ Defl'n 0.17 = L/691 0.50 = L/240 0.35 Page 20 of 250 WoodWorks® SizerS0FTWARE FOR WOOD DESIGN BJ2 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Cf CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.15 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 Emin0.58 million 1.00 1.00 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 721, V design = 606 lbs Bending(+) : LC #2 = D+L, M = 1804 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total) D=dead L=live S-snow W=wind -impact Lr-roof live Lc=concentrated E=earthguako All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: SI = 158e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.00(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. 4. FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. felF 0 R E MEMBER REPORT Floor Beams,FBI Page 21 of 250 PASSED 1 piece(s) 5 1/4"x 11 7/8" 2.0E Parallam® PSL Overall Length: 14'7" o + o 14A 4. 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) 6521 @ 2" 7383(2.25") Passed(88%) -- 1.0 D+1.0 L(All Spans) MemberT Shear lbs P ) Type:Flush Beam (lbs) 5453 @ 1'3 3/8" 12053 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 23028 @ 7'3 1/2" 29854 Passed(77%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Uve Load Den,(in) 0.360 @ 7'3 1/2" 0.356 Passed(L/474) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft(in) 0.617 @ 7'3 1/2" 0.712 Passed(L/277) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 14'4 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. ringLength ds,ito$npp 3(bs) r Supports.. ,.'. ,. ,,.fr fAvailable uiredDead f .. of 'IOW des ti H: 1-Stud wall-DF 3.50" 2.25" 1.99" 2749 3865 6614 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.99" 2749 3865 6614 1 1/4"Rim Board •Rim Board is assumed to carry at loads applied directly above it,bypassing the member being designed. • f f r :ni t t PSA;'41,,/',,,e0,",,,,7, /r r y 4. ;.. i'''.1,,,!. i (Location I J F F�j J F f f r Corm' sf ri�r �`�-' ,..,,....... .. .. :....,.;.+� r ,n,. a -;,',/..4' ,i,,010**** /r%:7•2z 1-Uniform(PSF) 0 to 14'7" 13'3" 27.0 40.0 Residential-Living Areas ' � n Weyerhaeuser Notes `,v Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser Literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/29/2015 4:55:03 PM Rod Hammerberg Forte v4.6,Design Engine:V6.1.1.5 Froelich Engineers 9 9 (503)624-7005 FLoor System,4te rhammerberg@froelich-engineers corn Page 1 of 1 Page 22 of 250 I F a R T E . MEMBER REPORT Floor Beams,FB2 PASSED 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length: 12' 11" 0 O 72 El 1J All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. 1 ! Design Results Actual i Location Allowed Desalt LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 5925 @ 4" 12031(5.5(r) Passed(49%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 4597 @ 1'5 3/8" 8035 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 17210 @ 6'5 1/2" 19902 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.308 @ 6'5 1/2" 0.306 Passed(1/477) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.524 @ 6'5 1/2" 0.613 Passed(1/281) --. 1.0 D+1.0 L All S.ans • Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 12'11"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports s) f ' f SupPO Total Available ulred Dead Totally A f_.._ :Stud wall-DF 5.50" 5.50" 2,71" 2438 3488 5926 Blocking 2-Stud wall-DF 5.50 • 5.50" 2.71" 2438 3488 5926 Blocking +Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. .,' '��,�� �,��, I � fi fir, � Loads LoeatI adt)e' ) ' nrents ,... COIR v�i,', ,i.s' 1-Uniform(PSF) 0 to 12'11" 13'6" 27.0 40.0 Residential-Living Areas t � � .�-` (Z}J�USTAtNABtE F6R€STRY INIFiATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/30/2015 8:21:06 AM Rod Homme berg Forte v4.6,Design Engine:V6.1.1.5 Froelich Engineers (503)624-7005 FLoor System,4te rhammerberg@froelich-engineers corn Page 1 of 1 .,. MEMBER REPORT Floor Beams,FB3 Page 23 of 250 PASSED F O R T E 1 piece(s) 1 3/4"x 11 7/W' 1.55E TimberStrand® LSI_ Overall Length:6' 11" 0 r f`y 6' Ail locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 3151 @ 4" 6016(5.50") Passed(52%) •- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lllS) 1831 @ 1'5 3/8" 4295 Passed(43%) 1.00 1.0 0+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 4448 @ 3'5 1/2" 7977 Passed(56%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.068 @ 3'5 1/2" 0.156 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.114 @ 3'5 1/2" _ 0.313 Passed(L/655) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'11"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. BearngLength toadstjoSupperBW) Supports Total,. • Available Required Dead Accessories 1-Stud wall-DF 5.50" 5.50" 2.88' 1283 1868 3151 Blocking 2-Stud wall-DF 5.50" 5.50' 2.88" 1283 1868 3151 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ++.cY " ' f Loads Coca#lon (0.90), '4,4-4;00.) 1-Uniform(PSF) 0 to 6'11" 13'6" 27.0 40.0 Residential-Living _Areas 1 eyei user Notes ,` � :, 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 lit ture for' tion detaib. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash )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 just on.The designer of recon!,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facitibesFacilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/30/2015 8:22:25 AM Rod Hammerberg Forte v4.6,Design Engine:V6,1.1.5 Froelich Engineers FLoor System (5031 624-7005 .4te rhammerberg@froelich-engineers corn __. . _ .._ Page 1 of 1 Page 24 of 250 COMPANY PROJECT di WoodWorks® SOFTWARE FOR w000 DFSIGN Oct. 30,2015 08:25 DJ1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft i Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (24.0) * psf Load2 Live Full Area 40.00 (24.0)* psf Self-weight Dead Full UDL 2.9 plf *Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.07' z V UnEactored: Dead 91 91 Live 320 320 Factored: Total 411 411 Bearing: Capacity Joist 411 411 Anal/Des Joist 1.00 1.00 Load comb #2 #2 Length 0.85 0.85 Min raced 0.85 0.85 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft, Hem-Fir, No.2, 2x10(1-1/2"x9-1/4") Supports:All-Non-wood Floor joist spaced at 24.0"c./c;Total length:8.07; Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analvsis/DesLun Shear fv = 36 Fv' = 120 fv7Fv' = 0.30 Bending(+) fb = 462 Fb' = 860 fb/Fb' = 0.54 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.23 Total Defi'n 0.07 = <L/999 0.40 = L/240 0.11 Page 25 of 250 IWoodWorks® Sizer SOFTWARE FOR WOOD DESIGN DJ1 WoodWorks®Sizer 10.2 Page 2 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 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.15 1.00 0.80 2 Fcp' 405 - 1.00 1.00 - - - E' 1.3 million 1.00 1.00 - - 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 1.00 1,00 - CRITICAL LOAD COMBINATIONS: - 1.00 0.95 - 2 Shear : LC #2 = D+L, V = 411, V design = 329 lbs Bending(+) : LC #2 = D+L, M = 823 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5DiL (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: ICC-IBC CALCULATIONS: Deflection: EI = 129206 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) -F 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 26 of 250 COMPANY PROJECT i WoodWorks® SOFTWARE FOR WOOD 11 FSIC N Oct.30,2015 08:28 DB1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (4.00)* psf Lcad2 Live Full Area 40.00 (4.00)* psf Self-weight Dead Full UDL 6.7 pl.f *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths(in) : 10.08' Unfactored: Dead 233 233 Live 800 800 Factored: Total 1033 1033 Bearing: Capacity Beam 1033 1033 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 0.91 0.91 Min req'd 0.91 0.91 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft, Hem-Fir, No.2,4x10(3-1/2"x9-1/4") Supports:All-Non-wood Total length: 10.08'; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 40 Fv' = 120 fOFv' = 0.33 Bending(+) fb = 621 Fb' = 816 fb/Fb' = 0.76 Live Defl'n 0.13 = L/950 0.33 = L/360 0.38 Total Defl'n 0.14 = L/829 0.50 = L/240 0.29 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Ey' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 0.80 - 2 Fcp' 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: Shear : LC #2 = D+L, V = 1033, V design = 866 lbs Bending(+) : LC #2 = D+L, M = 2584 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (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: ICC-IBC CALCULATIONS: Deflection: EI = 300e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Page 27 of 250 COMPANY PROJECT ea WoodWorks® SOF,W.iRF FOR WOOD OFTIGV Oct.30,2015 08:29 HDR1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 27.00(10.00)* psf Load2 Live Full Area 40.00(10.00)* psf Self-weight Dead Full UDL _ 12.1 plf *Tributary Width (ft) Maximum Reactions(lbs), Bearing Capacities(lbs) and Bearing Lengths (in) : 7.88' ' zt � 0' 7.81' Un factored: Dead 1102 1102 Live 1563 1563 Factored: Total 2665 2665 Bearing: Capacity Beam 2665 2665 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 0.78 0.78 Min req'd 0.78 0.78 Cb 1.00 1.00 Cb min 1.00 1.00 Timber-soft, D.Fir-L, No. 1, 6x10(5-112"x9-1!4") Supports:All-Non-wood Total length:7.88'; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 62 Fv' = 170 fv/Fv' _= 0.37 Bending(+) fb = 797 Fb' = 1350 fb/Fb' = 0.59 Live Defl'n 0.06 = <L/999 0.26 = L/360 0.22 Total Defl'n 0.08 = <L/999 0.39 = L/240 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1 .00 2 Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 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 CRITICAL LOAD COMBINATIONS: Shear : LC #2 D+L,, V 2665, V design = 2117 lbs Bending(+) : LC #2 = D+L, M = 5207 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (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: ICC-IBC CALCULATIONS: Deflection: EI = 580e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Page 28 of 250 COMPANY PROJECT MI WoodWorks® SOFTWARE-POW WOOD DESIGN Oct.30,2015 08:31 HDR2 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location fftl Magnitude Unit tern Start End Start End Loadl Dead Full Area 26.00 (9.00)* pt Load2 Live Full Area 40.00 (9.00)* P3f Self-weight Dead _Full UDL 7.7 11E *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths(in) : 6,57' — 0' 6,5 Unfactored: Dead 785 785 Live 1170 1170 Factored: Total 1955 1955 Bearing: Capacity Beam 1955 1955 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 0.89 0.89 Min req'd 0.89 0.89 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft, D.Fir-L, No.2, 4x10(3-1/2"x9-1/4") Supports:All-Non-wood Total length:6.57; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 66 Fv' = 180 fv/Fvr = 0.36 Bending(+) fb - 764 Fb' = 1068 fb/Fb' = 0,72 Live Defl'n 0.04 = <L/999 0.22 = L/360 0.18 Total Defl'n 0.05 = <L/999 0.33 - L/240 0.16 Page 29 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN HDR2 WoodWorkse Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Ey' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.989 1.200 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 #2 = D+L, V = 1955, V design = 1469 lbs Bending(+) : LC #2 = D+L, M = 3178 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (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: ICC-IBC CALCULATIONS: Deflection: EI = 369e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(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 30 of 250 COMPANY PROJECT ill WoodWorks® SOFTWARE FOR W000 19E!/6N Oct. 30,2015 08:33 HDR3 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 27.00(13.50)* psf Load2 Live Full Area No 40.00(13.50)* psf Load3 Dead Full Area No 10.00 (4.50) * psf Self-weight Dead Full UDL No 6.0 plf 'Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities(lbs)and Bearing Lengths (in) : 6.73' — i 0' 3.59' 6.68' Unfactored: Dead 583 1744 451 Live 757 2266 586 Factored: , Total 1340 4010 1037 Bearing: , Capacity Beam 1340 4442 1094 Supports - 4010 - Anal/Des Beam 1.00 0.90 0.95 Support - 1.00 Load comb #2 #2 #2 Length 0.61 1.66 0.50* Min req'd 0.61 1.66** 0.50* Cb 1,00 1.23 1.00 Cb min 1.00 1,23 1.00 Cb support - 1.11 - Fcp sup 625_ - *Minimum bearing length setting used: 1/2"for end supports **Minimum bearing length governed by the required width of the supporting member. Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports: 1,3-Non-wood;2-Timber-soft Beam, D.Fir-L No.2; Total length:6.73'; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 86 Fv' = 180 fv/Fv' = 0.48 Bending(+) Eb - 368 Fb' = 1164 fb/Fb' = 0.32 Bending(-) fb = 531 Fb' = 1164 fb/Fb' = 0.46 Live Defl'n 0.01 = <L/999 0.12 = L/360 0,05 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.04 Page 31 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN HDR3 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fb'- 900 1.00 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2095, V design = 1459 lbs Bending(+) : LC #2 = D+L, M = 939 lbs-ft Bending(-) : LC #2 = D+L, M = 1357 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total) =� Lc=concentrated L-live S=snow W=wind I=impact Lr-roof live F-..arthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(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.Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 32 of 250 COMPANY PROJECT ill WoodWorks® SOFIWARE FON WOOD Of tilGA. Oct.30,2015 08:42 HDR4 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End, Loadl Dead Full Area 34.00(12.58)* psf Load2 Live Full Area 40.00(12.50) * psf Self-weight Dead Full UDL 6.0 pit *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.63' 0' 3.56' Unfactored: Dead 768 768 Live 891 891 Factored: Total 1659 1659 Bearing: Capacity Beam 1659 1659 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 0.76 0.76 Min req'd 0.76 0.76 Cb 1.00 1.00 Cb min 1.00 1.00. Lumber-soft, D.Fir-L, No.2,4x8(3-112"x7-1/4") Supports:All-Non-wood Total length: 3.63; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 63 Ey = 180 fv?Fv' = 0.35 Bending(+) Sb = 578 Fb' - 1164 fb/Fb' = 0.50 Live DeEl'n 0.01 <L/999 0.12 = L/360 0.09 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.08 Page 33 of 250 IWoodWorks® Sizer SOFTWARE FOR WOOD DESIGN HDR4 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+L, V = 1659, V design = 1067 lbs Bending(*) : LC #2 = D+L, M = 1478 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC t2 = 0.5D+L (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 combinations: ICC-LBC CALCULATIONS: Deflection: Er = 178e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection -= i.00(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 34 of 250 COMPANY PROJECT I WoodWorks® SOFW1lit FOR Worm I./FMOct.30, 2015 08:43 HDR5 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [Et1 Magnitude Unit tern Start End Start End Lcadl Dead Full Area 26.00(13.50)* psf Load2 Live Full Area 40.00(13.50)* psf Self-weight Dead Full. CDL 6.0 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : J. 3,56' 0' 3.5' Unfactored: Dead 625 625 Live 945 945 Factored: Total 1570 1570 Bearing: Capacity Beam 1570 1570 Anal/Des Beam 1.00 1.00 Load comb 02 #2 Length 0.72 0.72 Min req'd 0.72 0.72 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8(3-1/2"x7-114") Supports:All-Non-wood Total length:3.56'; Lateral support:top=at supports, bottom=at supports; Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 59 Fv' = 180 fv/Fv' = 0.33 Bending( 1) fb - 538 Pb' - 1294 fb/Fb' - 0.42 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.08 Total Defl'n 0.01 <L/999 0.17 = L/240 0.07 Page 35 of 250 WoodWorks© Sizer SOFTWARE FOR WOOD DESIGN HDR5 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci On LC# Ey' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb`+ 1000 1.00 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' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1570, V design = 1001 lbs Bending(+) : LC #2 = D+L, M = 1374 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (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: ICC-IBC CALCULATIONS: Deflection: EI = 189e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(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 36 of 250 COMPANY PROJECT WoodWorksill SOFTWARE FOR WOOD OFSIGN Oct.30,2015 08:45 BB1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead 'Full Area 40.00 (2.00)* psf Load2 Live Full Area 100.00 (2.00)* psf Self-weight Dead Full UDL 12.0 olf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - 16A1' I 16.05' Unfactored: Dead 741 741 Live 1611 1611 Factored: Total 2352 2352 Bearing: Capacity Beam 2352 2352 Supports 2416 2416 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 0.66 0.66 Min req'd 0.66 0.66 Cb 1.00 1.00 CO min 1.00 1.00 Cb support 1.07 1.07 Fcp sup _ 625 625 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/2x9-112" 7 laminations, 5-1/2"maximum width, Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length: 16.11 ; Lateral support:top=at supports, bottom=at supports; Analysis vs. Allowable Stress(psi)and Deflection (in)using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fy = 60 FY' = 265 fy7Fv' - 0.23 Bending(+) fb 1365 Pb' = 2359 fb/Pb' = 0.58 Live Defl'n 0.42 = L/455 0.54 = L/360 0.79 Total Defl'n 0.52 - L/370 0.80 - L/240 0.65 Page 37 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BB1 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.983 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2349, V design = 2105 lbs Bending(+) : LC #2 = D+L, M = 9409 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (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: EI = 707e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(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.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 laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). Page 38 of 250 COMPANY PROJECT 44 ill WoodWorks' SOFTWARf FON WOOD DESIGN Oct.30,2015 08:49 BB2 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load _ Type Distribution Pat- Location [ftl Magnitude Unit tern Start End Start End Loadl Dead Full Area 42.00 (2.00)* psf Load2 Live Full Area 100.00 (2.00)* psf Load3 Dead Point 4.00 773 lbs Load4 Live Point 4.00 1611 lbs Load5 Dead Point 7.50 793 lbs Load6 Live Point 7.50 1533 lbs Load7 Dead Point 4.50 793 lbs Load8 Live Point 4.50 1533 lbs Self-weight Dead _Full, UDL 12.0 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths(in) : 1' 8.22' V 0' 8.11' Unfactored: Dead 1210 193? Live 2459 3863 Factored: Total 3668 5800 Bearing: Capacity Beam 3668 5800 Supports 3768 5957 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 42 Length 1.03 1.62 Min req'd 1.03 1.62 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/2"x9-1/2" 7 laminations, 5-1/2"maximum width, Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length:8.22'; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv* = 143 Fv' = 265 fv*/Fv' = 0.54 Bending(+) Sb = 1765 Fb' . 2381 fb/Fb' = 0.74 Live Defl'n 0.12 - L/796 0.27 = L/360 0.45 Total Defl'n 0.15 = L/638 0.41 = L/240 0.38 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Page 39 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BB2 Woodworks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.992 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 5781, V design* = 4970 lbs Bending(+) : LC #2 = D+L, M = 12168 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total) D=dead L=live S=snow M=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: EI = 707e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow,..) Total Deflection = 1.00(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.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 laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 4 0Main Office CLIENT: 6969 SW Hampton St. Pa a 40 of 2�'GE / Portland,Oregon 97223 g 5031624-7005 PROJECT; - ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: ;F, Bend,Oregon 97701 n�. 541-383-1828 F R O E L I C H ❑Denver Office DATE: 12303 Airport Way,Suite 200 ENGINEERSI Broomfield,Colorado 80021 www£roefich-engineers.corn 720-560-2269 BY: z Alt � ., 1; I _ 1 3 Ifrit 2 IT: Lir- Int Port � ii. ) � 1 Page 41 of 250 COMPANY PROJECT WoodWorks(' SOFTWARE FOR WOOD DESIGN Nov.6,2015 11:17 post 1 2nd floor Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 5498 lbs Load2 Live Axial (Ecc. 0.00") 7730 lbs Self-weight _Dead _Axial 71 lbs Lateral Reactions (lbs): 9' © o fD 0' 9' Lumber Post, D.Fir-L, No.2, 3-112"x9-112" Support:Non-wood;Bearing length=column width Total length:9.0'; 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]; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Axial fc = 400 Fc' = 455 fc/Fc' = 0.88 Axial Bearing fc = 400 Fc* = 1350 fc/Fc* = 0.30 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.337 1.000 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L, P = 13299 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: ASCE 7-10 / IBC 2012 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 42 of 250 COMPANY PROJECT 1 i i WoodWorks 5OFIWAR1 Fox WOOD DESIGN Nov.6,2015 11:25 post 2 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Load/ Dead *Axial (Ecc. = 0.00") 2354 lbs Load2 Live Axial (Ecc. = 0.00") 3398 lbs Self-weight Dead Axial 41 lbs Lateral Reactions (lbs): 9' , w 01b m o 9' Lumber Post, D.Fir-L, No.2,4x6(3-1/2"x5-1/2") Support: Non-wood;Bearing length=column width Total length: 9.0'; 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 (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 301 Fc' = 460 1 fc/Fc' = 0.65 Axial Bearing fc = 301 Fc* = 1485 fc/Fc* = 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.309 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L, P = 5793 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: ASCE 7-10 / IBC 2012 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 43 of 250 COMPANY PROJECT ill WoodWorks® SOF/WARE PO4 WOOD OFSIGN Nov.6,2015 11:27 post 2 2nd floor Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit .tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 4708 lbs Load2 Live Axial (Ecc. - 0.00") 6796 lbs Self-weight Dead Axial 54 _lbs Lateral Reactions (lbs): .., g, cb frl r> 1 -§1 cp 0' 9' Lumber Post, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Support:Non-wood; Bearing length=column width Total length:9.0; 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(psi)and Deflection (in) using NDS 2012 : 1 Criterion Analysis Value Design Value Analysis/Design Axial fc = 455 Fc' - 457 fc/Fc' = 1.00 Axial Bearing _ fc = 455 Fc* = 1417 fc/Fc* = 0.32 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc1350 1.00 1.00 1.00 0.323 1.050 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D-1-L, P = 11558 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: ASCE 7-10 / IBC 2012 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. g40,4441D; 4> flirt d0, CD4o, 1 Page 44 of 250 _ X11,. _ l $ A 4D Ill'aclIPPATAIMIPIF"IP61`11 4D . ir,„„pierAnuti.J.r... .0, 111.,..jbliwar-,,,,...J4> ft ;,;;ti;roilEillp `1:41.1),„1,„7,,, ,14.0-2_0 meE ?,,, 4D '''1',414ri,shi,-..:3''''1,,w.;,„.„.,,,,,,,,,,,,,,,_.!3„„D„....,, , " limn. 0------ -L`-triiir ,--,-!iti,.'.- --- ,.-. ......' „.i. 9-- - -,..,. ..--- , ..,,,',-,6,,.. '11110."r .. itio \IV. ,to-ICI 1 t,;:r.*..,...?.'',,,t/:::/'4:,;::' !'''' 6:: ..;.,....; -46:, It '''''''''''''''''' ' l'',''...'',.:awal.161.11:1,,,qpirli,141D41,rill ak 4 4D- ;ii 011D ir 4D ''''"'- ' AD I e D Q , _, 'v1 ,ov.. ,jI i'_o. i A 4 a. . . . ,,,x. :„ .. _ _....--411): C' ' z :•i' i v Y . a i k 417 IF 4D ' io, vilwvo!ji.ga 4::::/: ----:.....401)3FiAll airit4D t L sh, ow...„ ,.;;;.; fa la • ., '' ` ' ',.... .0s. _ I> li '.mss9 41 0---- - '*4D - —: - - *IIIN IC. ',''.., '''' ' ' ' .-21 4D i' f'' t ___,:c.. ,: —is , cD ti- '1,,A., ',":4„:44D „,. „..:11,1r_DAli, 4?.ii,ii...A4D , 110.----40',11;6_______.1 *I) ' 3 4D 1 i f!tirmilitl, to D ice? t --,,,,y„. �� 4 'v, . � , ,At��, 11 40, 4D 4D t ••.m•.••.....i..m.•mmmmmmm--- 'n ' iII.M......II...l.....mm= im. .. _________A EJ 6M9a59insONffilicaem CLIENT: pton St. Page 45 of 25CrE / Portland,Oregon 97223 , ."46!. :NI 503-624-7005 PROJECT: ,,, .., .,., n Central Oregon . / ,/ 745 NW Mt.Washington Dr#205 NUMBER: ' ''*'' Bend,Oregon 97701 it 541-383-1828 FROELICH El Denver Office DATE. 12303 Airport Way,Suite 200 ENSINEERSi Broomfield,Colorado 80021 giiito/Aid' 4 I wwmfwelit h erigmems.c om 720_560_2269 BY: * gfribit 1 ' le :: IS,S" (br 2iV i-Sr-254fr) i r I..°,I. 6 Y-t Drwl Or 1141 piiIII 5.-; &V 5.:-.P7-0 , , hi---.Iii.,,S- .7 P:--W I-<z-2 spsF) gsbRA .., , — _ it,r64, 4. 4,,..,. b ,,,,,, 0›.40,„ fr. ,,,,,,,,„ $7;--5-9 1, 3 ...Niti I e. t.ti- ri- b,---2.4.. .P.),--e;...---2 S;i4 r) gtiot3 : '*'' t -1 vge coc. 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A.e-/pv 07:$215 .0 7 r2t s-z 4,7 7-- S.-----I:777- ❑Main Office CLIENT: 6969 SW Oregon 97223 ton St. Page 46 of 2 503-624-7005 PROJECT: 0 Central Oregon 745 NW Mt.Washington Dr.#205il NUMBER: Bend.Oregon 97701 541 X83-1828 Denver Office DATE: F R O E L I C H ❑ 12303 Airport Way,Suite 200 ENGINEERS& Broomfield,Colorado 80021 www.£roelich-engineers.conx 720-560-2269 BY: 1/V ,... b (Dzi095Ft-s=2 CPS"` Page 47 of 250 COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN Nov.28,2015 09:33 RHDR1 Design Check Calculation Sheet Sizer 2004a LOADS (les,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(15.50)* No Load2 Snow Full Area 25.00(15.50)* No *Tributary Width {ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A �A 0' f"8" Dead 1199 1199 Live 1453 1453 Total 2652 2652 Bearing: LC number 2 2 Length 1.00 _ 1.00 Timber-soft, D.Fir-L, No. 1,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in) using NOS 2001 Criterion Analysis Value Design value Analysis/Design Shear fv = 80 Fv' = 195 fv/Fv' = 0.41 Bending(+) fb = 1157 Fb' = 1380 fb/Fb' = 0.84 Live Defl'n 0.09 = <L/999 0.25 = L/360 0.36 Total Defl'n 0.16 = L/552 0.38 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1,00 1.00 - 2 Fv' 170 1.15 1.00 1,00 - - - 1.00 1.00 1,00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 4973 lbs-ft Shear : LC# 2 = D+S, V = 2652, V design = 2210 lbs Deflection: LC# 2 = D+S EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 48 of 250 COMPANY PROJECT i WoodWorkse SOFTWARE FOR WOOD Of.SIG N Nov.28,2015 09:40 RHDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) : Load Type Distribution Magnitude Location [ft} Pat- Start End Start End tern Loadi Dead 'Full Area 20.00(14.50)* No Load2 Snow Full Area 25.00(14.50)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : A 0' 3' 3' Dead 444 444 Live 544 544 Total 988 988 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection(in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 35 Fv' = 207 fv Fv' = 0.17 Bending(+) fb = 290 Fb' = 1488 fb/Fb' = 0.19 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1.00 -. - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 741 lbs-ft Shear : LC# 2 = D+S, V = 988, V design = 590 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W=wind I=impact. C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 49 of 250 COMPANY PROJECT lit WoodWorks® SOFTWARE FOR WOOD DESIGN Nov.28,2015 09:44 RHDR3 Design Check Calculation Sheet Sizer2004a LOADS fibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(17.00)* No Load2 Snow Full Area 25.00(17.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 0 6' Dead 1038 1038 Live 1275 1275 Total 2313 2313 Bearing: LC number 2 2 Length 1.06 1.06. Lumber-soft, D.Fir-L, No.1,4x8" • Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 109 Fv' = 207 fv/Fv' = 0.53 Bending(+) fb = 1358 Fb' = 1481 fb/Fb' = 0.92 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.33 Total Defl'n 0.12 = L/605 . 0,30 = L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1 .00 - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1,00 - - 1.00 1.00 - E' 1.7 million 1.00 1.00 - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 3470 lbs-ft Shear : LC# 2 = D+S, V = 2313, V design = 1847 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 50 of 250 COMPANY PROJECT l WoodWorks® SOFTWARE FOR WOOD OfSDGN Nov.28,2015 09:54 RHDR4 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(12.00)* No Load2 Snow Full Area 25.00(12.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 0' 3' Dead 369 369 Live 450 450 Total 819 819 Bearing: LC number 2 2 Length 1.00 1.00. Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 29 Fv' = 207 fv77F'v' = 0.14 Bending(+) fb = 240 Fb' = 1488 fb/Fb' = 0.16 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1,00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1,00 - - - = 1.00 1.00 - - E' 1.7 million 1.00 1,00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 614 lbs-ft Shear : LC# 2 = D+S, V = 819, V design = 489 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 51 of 250 COMPANY PROJECT i I WoodWorks' SOFTWARE FOR WOOD DESIGN Nov.28,2015 09:57 RHDR5 Design Check Calculation Sheet Sizer 2004a LOADS (ibs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00 (8.50)* No Load2 Snow Full Area 25.00 (8.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 11 0' 6 Dead 528 528 Live 637 637 Total 1166 1166 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x13" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 55 Fv' = 207 fvtrv' = 0.2/ Bending(+) fb = 684 Fb' = 1481 fb/Fb' = 0.46 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.16 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Rep' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 1748 lbs-ft Shear : LC# 2 = D+S, V = 1166, V design = 931 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 52 of 250 � r COMPANY PROJECT i11 Woodworks® SOFTWARE FOR WOOD DESIGN Nov.28,2015 10:02 RB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00 (6.00)* No Load2 Snow Full Area 25.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : i 0 10' 14'4" Dead 503 1325 Live 598 1577 Total 1101 Bearing: 2902 LC number 2 Length 1.00 2 0 Cb 1.00 1.00 0.00 1.39 0.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 88 Fv' = 207 fv/Fv' = 0.43 Bending(+) fb = 859 Fb' = 1478 fb/Fb' = 0.58 Bending(-) fb = 1094 Fb' = 1485 fb/Fb' = 0.74 Deflection: Interior Live 0.09 = <L/999 0.33 = L/360 0.28 Total 0.17 = L/710 0.50 = L/240 0.34 Cantil. Live 0.02 = <L/999 0.30 = L/180 0.07 Total 0.04 = <L/999 0.45 = L/120 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.989 1.300 1.00 1.00 1.00 1,00 - 2 Fb'- 1000 1.15 1,00 1.00 0.993 1.300 1.00 1.00 1.00 1.00 2 Fv' 180 1.15 1,00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1,00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 2194 lbs-ft Bending(-) : LC# 2 = D+S, M = 2795 lbs-ft Shear : LC# 2 = D+S, V = 1660, V design = 1493 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I-impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 53 of 250 COMPANY PROJECT I'll Woodworks SOf(WARE OR WO00 OdSKGN Nov.28,2015 10:04 RB2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadi Dead Full Area 20.00 (6.00)* No Load2 Snow Full Area 25.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 0" 7' 9'-6" Dead 385 812 Live 458 967 Total. 843 1779 Bearing: LC number 2 2 0 Length 1.00 1.00 0.00 Cb 1.00 1.86 0.00 Lumber-soft, D.Fir-L, No.1, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value ;Analysis/Design Shear fv = 55 Fv' = 207 fv/Fv' = 0.26 Bending(+) fb = 504 Fb' = 1482 fb/Fb' = 0.34 Bending(-) fb = 338 Fb' = 1493 fb/Fb' = 0.23 Deflection: Interior Live 0.03 = <L/999 0.23 = L/360 0.13 Total 0.05 = <L/999 0.35 = L/240 0.16 Cantil. 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CINOWN14* rV 1 Ala, 1 i....1 FOOTINGS TYP FOOTINGS TYP .1 I. 4..ii...- i 44(4)24.OG EACH WAY, i i fitibot , 45" h • , i 4.4.tctr t Ailik. rir i 1 a WA 1 tiit ' I 1110k cr. t ' Wit Ali 411131 Alb, . •.' ',I-77 L----7- I I= --' 11 'r= .A.= t'V. 772:7- 1 I r Lt.._ _i... ... at 4., ___ At.,,,.. „&,ILL_ .......a.... __.....--- = _ io _.,,_ -.yr vr ,,... . , V diViV V RIRialtill '' V . Ler/#.4 /OAT Kt EXTRA*int , ' 1 „„.„„ „iiUk „EjtilMA.T ALL EXTERIOR i l PAD FOOTINGS T .............................--........-.............-.—2°,92,-'...”" ,,,.._„,ma',„J .._ . „..,tamy,ifb,,w, 1:7401, _ 7- Atik „Arab ts---.., „, -,,,,. ,, . . „ ,.... CP , s I i !2:12/BUILVNG At-FOONQATON PLAN t I , • •• K-.1',1"5'7"' 0 ..—P• 1\-) 01 0 Title Block Line 1 Project Title: Page 55 O 25Q. You can change this area Engineer: roles I using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Panted:27 OCT 2015,7:41AM General Footing File=1.12015111. » NrE ii 4rrcn a-.sn~r ; c ENERcALC,INC.1983-2016,Build:6.15.10.6,Ver6.1510,6 Lis.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg 1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. -- Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min,Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions,.. ,, X px:parallel to X-X Axis - 0.0 in N' pz:parallel to Z-Z Axis = 0.0 in Height = 0.0 in m Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in CD Reinforcing 2 _., w Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3F 1 ReinforcingBar SizE = # 4 4 �r �� r 1-046 rs �>* fid' ., 3_k4Bars . Bandwidth Distribution Check (ACI 15.4A.2) - - l�.. � ..., X-X sec4on look,g to+z'" ,-.SeeGon oohing to:" Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E �.... H .. P:Column Load = 6.40 0.0 7.560 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.00.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0,0 0,0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: Page 56 ff You can change this area Engineer: orbit using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Twine!Block Line 6 _. .._ Pnnled:27 OCT 2015,7 41AM General Footing File 1511UM= HTE rAtYc IA4i�c LL J FNERCALC,INC.1902015,Build:6,15.10.6,Ver..6.15.10.6 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg 1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9416 Soil Bearing 2.354 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3384 Z Flexure(+X) 2,472 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3384 Z Flexure(-X) 2.472 k-ft 7.306 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.3384 X Flexure(+Z) 2.472 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3384 X Flexure(-Z) 2.472 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3057 1-way Shear(+X) 25.112 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3057 1-way Shear(-X) 25.112 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3057 1-way Shear(+Z) 25.112 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3057 1-way Shear(-Z) 25.112 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5806 2-way Punching 95.405 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soli Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.50 n/a 0.0 1.145 1.145 n/a n/a 0.458 X-X,+D+L+H 2.50 n/a 0.0 2.354 2.354 n/a n/a 0.942 X-X.+D+Lr+H 2.50 n/a 0.0 1.145 1.145 n/a n/a 0.458 X-X.+D+S+H 2.50 n/a 0.0 1.145 1.145 n/a n/a 0.458 X-X,+D+0,750Lr+0.750L+H 2.50 n/a 0.0 2.052 2.052 n/a n/a 0.821 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 2.052 2.052 n/a n/a 0.821 X-X.+D+0,60W+H 2.50 n/a 0.0 1.145 1.145 n/a n/a 0.458 X-X.+D+0.70E+H 2.50 n/a 0.0 1.145 1.145 n/a n/a 0.458 X-X.+D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0.0 2.052 2.052 n/a n/a 0.821 X-X.+D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 2.052 2.052 n/a n/a 0.821 X-X.+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0,0 2.052 2.052 n/a n/a 0.821 X-X.+0.60D+0.60W+0.60H 2.50 n/a 0.0 0.6869 0.6869 n/a n/a 0.275 X-X.+0.60D+0.70E+0,60H 2.50 n/a 0,0 0.6869 0.6869 n/a n/a 0.275 Z-Z.+D+H 2.50 0,0 n/a n/a n/a 1.145 1.145 0.458 Z-Z,+D+L+H 2.50 0.0 n/a n/a n/a 2.354 2.354 0.942 Z-Z,+D+Lr+H 2.50 0.0 n/a n/a n/a 1.145 1.145 0.458 Z-Z.+D+S+H 2.50 0.0 n/a n/a n/a 1.145 1.145 0.458 Z-Z.+D+0.750Lr+0.750L+H 2.50 0,0 n/a n/a n/a 2.052 2.052 0.821 Z-Z.+D+0.750L+0.750S+H 2.50 0,0 n/a n/a n/a 2.052 2,052 0.821 Z-Z,+D+0.60W+H 2.50 0,0 n/a n/a n/a 1.145 1.145 0.458 Z-Z.+D+0.70E+H 2.50 0.0 n/a n/a n/a 1.145 1.145 0.458 Z-Z.+O+0.750Lr+0.750L+0.450W+H 2.50 0,0 n/a n/a n/a 2.052 2.052 0.821 Z-Z.+D+0.750L+0.7505+0.450W+H 2.50 0.0 n/a n/a n/a 2.052 2.052 0.821 Z-Z.+0+0.750L+0.750S+0.5250E+H 2.50 0,0 n/a n/a n/a 2.052 2.052 0.821 Z-Z.+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.6869 0.6869 0.275 Z-Z,+0.60D+0.70E+0.60H 2.50 0,0 n/a n/a n/a 0.6869 0.6869 0.275 Title Block Line 1 Project Title: Page 57 of 250 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:27 OCT 2015,807A General Footing He=t12O1E11 CAC t�rc- p A4yc-fEc6 Lic.#: ral Footing ENERCALC,)NC.1983-2O46,Build:6.1510,Ver.6.15.1a.6 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg 2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 co Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis SettingsFooting base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... _•_ X px:parallel to X-X Axis = in iv pz:parallel to Z-Z Axis = in Height = inm Rebar Centerline to Edge of Concrete., m at Bottom of footing = 3.0 in r.II Reinforcing 2,,;" w Bars parallel to X-X Axis Number of Bars 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 x Reinforcing Bar Siz( = # 4 3~** +! 3-xfSW*. Bandwidth Distribution Check (ACI 15.4.4.2) ,� ,, 4_ `. Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Allied Loads DLr L S W E .._ __..__.._.. N.__.__.___.__._ .. P:Column Load = 5.410 6.360 k OB:Overburden = ksf M-xx _ k-ft M-zz = k-ft k V-z = k Title Block Line 1 Project Title: Page 58 of 250 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:27 OCT 2015,8:07AM t124f5t1kSZ2>t1EHTC6^fX5C�A41rS;^ FtTF &94C7A4YG ECS G@Il@I'a� FOQ flag ENERCALC,INC.1983-2015.Build:6.15.10.6,Ver..6.15.10.6 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg 2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8016 Soil Bearing 2.004 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2852 Z Flexure(+X) 2.084 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2852 Z Flexure(-X) 2.084 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2852 X Flexure(+Z) 2.084 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2852 X Flexure(-Z) 2.084 k-ft 7.306 k-ft +1.20D+0.50Lr+1,60L+1.60H PASS 0.2576 1-way Shear(+X) 21.166 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2576 1-way Shear(-X) 21.166 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2576 1-way Shear(+Z) 21.166 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2576 1-way Shear(-Z) 21.166 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4894 2-way Punching 80.411 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, Z Top,+Z -X _.. Right,+X _._..�Ratio X-X.+D+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X,+D+L+H 2.50 n/a 0.0 2.004 2.004 n/a n/a 0.802 X-X.+D+Lr+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X.+D+S+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X.+D+0.750L+0.750S+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X,+O+0.60W+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X.+D+0.70E+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X,+D+0.750Lr+O,750L+0.450W+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X.+D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X,+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X.+0.60D+0.60W+0.60H 2.50 n/a 0.0 0.5919 0.5919 n/a n/a 0.237 X-X.+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.5919 0.5919 n/a n/a 0.237 Z-Z.+D+H 2.50 0.0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z.+D+L+H 2.50 0,0 n/a nla n/a 2.004 2.004 0.802 Z-Z.+D+Lr+H 2.50 0,0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z.+D+S+H 2.50 0.0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z.+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z.+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z.+D+0.60W+H 2.50 0.0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z.+D+0.70E+H 2.50 0.0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z.+D+0.750L+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z.+O.60D+0.60W+0,60H 2.50 0.0 n/a n/a n/a 0.5919 0.5919 0.237 Z-Z,+0.60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.5919 0.5919 0.237 Title Block Line 1 Project Title: Page 59 of 250 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:27 OCT 2015,8:07AM General Footing File ,,: ,. Nc ` teat Ec6 Lic.#:KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS` Description: Buidling Al Ftg 3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff, = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf, = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater* 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis - 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... • X px:parallel to X-X Axis - 0.0 in N` pz:parallel to Z-Z Axis 0.0 in Height 0.0 in a Rebar Centerline to Edge of Concrete.. cp at Bottom of footing = 3.0 in ;,P- Reinforcing 2 , � e i w Bars parallel to X-X Axis Number of Bars = 3,0 . Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 - , Reinforcing Bar Sizr = # 4 3.#4Ea� Z-1r+ Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 0 Lr L S W E H P:Column Load _ 1.470 0.0 3.380 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0,0 k Title Block Line 1 Project Title: Page 60 of 250 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 27 OCT 201S B 07AM ai Ge eral Footing rd e=02015t1l8Z2**D trr a r , ' o g O 5 , 1 Lic.# KW-06002304 ► C• 18 Build6.i5 1( 8.15.406 Description: Buidling Al Ftg 3 Licensee;FROELICH CONSULTING ENGINEERS DESIGN SUMMARY Design OK MM.Ratio Item Applied Capacity Governing Load Combination PASS 5332 Soil Bearing 1.333 ksf u . 2.50 ksf +D+L+H about t Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0,0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS PASS n/a Uplift 0.0 k 0.0 k No Uplift 0.09903 Z Flexure(+X) 0.8965 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09903 Z Flexure(-X) 0,8965 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09903 X Flexure(+Z) 0.8965 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09903 X Flexure(-Z) 0.8965 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1126 1-way Shear(+X) 9.250 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1126 1-way Shear(-X) 9.250 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.1126 1-way Shear(+Z) 9.250 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.1126 1-way Shear(-Z) 9.250 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.2026 2-way Punching 33.299 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearino Rotation Axis& Actual Soil BearingStress Actual I Allowable Load Combination .._ _.. .. Gross Allowable Xecc Zecc _.. Sodom, Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.50 n/a 0.0 0.4883 0.4883 n/a __. n/a X-X.+D+L+H 2.50 n/a 0.0 1.333 1.333 n/a n/a 0.533 X-X,+D+Lr+H 2.50 n/a 0,0 0.4883 0.4883 n/a n/a 0.195 X-X,+D+S+H 2.50 n/a 0,0 0,4883 0.4883 n/a n/a 0.195 X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0,0 1.122 1.122 n/a n/a 0.449 X-X,+D+0.750L+0.750S+H 2.50 n/a 0,0 1.122 1.122 n/a n/a 0.449 X-X,+0+0.60W+H 2.50 n/a 0.0 0,4883 0.4883 n/a n/a X-X,+0+0.70E+H 2.50 n/a 0.0 0,4883 0.4883 n/a n/a 0.1 95 X-X.+D+0.750Lr+0,750L+0.450W+H 2.50 n/a 0.0 1.122 1.122 n/a n/a 0.449 X-X.+D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 1.122 1.122 n/a n/a 0.449 X-X.+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 1.122 1.122 n/a n/a X-X.+0.60D+0.60W+0,60H 2.50 n/a 0.0 02930 0.2930 n/a n/a 0.1 1 7 X-X,+0.60D+0.70E+0.60H 2.50 n/a 0,0 0.2930 0.2930 n/a n/a 0.117 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 0.4883 0.4883 0.195 Z-Z.+D+L+H 2.50 0.0 n/a n/a n/a 1.333 1.333 0.533 Z-Z.+D+LrLr+H Z-Z.+D+ H 2.50 0.0 n/a n/a n/a 0.4883 0.4883 0,195 2.50 0,0 n/a n/a n/a 0.4883 0.4883 0.195 Z-Z.+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 1.122 1.122 0.449 Z-Z,+D+0.750L+0.750S+H 2.50 0,0 n/a n/a n/a 1.122 1.122 0.449 Z-Z,+D+0.60W41 2.50 0,0 n/a n/a n/a 0.4883 0.4883 0.195 Z-Z,+D+0.70E+H 2.50 0.0 n/a n/a n/a 0.4883 0.4883 0.195 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.50 0,0 n/a n/a n/a 1.122 1.122 0.449 Z-Z,+D+0.750L+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a 1.122 1.122 0.449 Z-Z.+D+0.750L-,0.750S+0.5250E+H 2.50 0,0 n/a n/a n/a 1.122 1.122 0.449 Z-Z.+0.60D+o.60W+0.60H 2.50 0,0 n/a n/a n/a 0.2930 0.2930 0.117 Z-Z.+0.60D+0.70E+0.60H 2.50 0,0 n/a n/a n/a 0.2930 0.2930 0.117 Title Block Line 1 Project Title: Page 61 'P You can change this area Engineer: of using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Plnted 27 OCT 2015225PM WallFootIn File=t1201511L8Z2K-DIEHTEC6-Q1C7A4YC-FTFITP28-9vC7A4YC F.EC6 "'' 9 ENERCALC,INC.1983-2015,Buiid:05.10.6,Ver.6„15.10.6 Lic.#;KW-06002304 Licensee;FROELICH CONSULTING ENGINEERS Description: Building Al-FtG 4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 1.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis 4µ Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 2 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in w N 5 !.,..L } J, ' X^:mo ,. .. +Z Applied Loads D Lr.._...._...w� L .. .._..._ S_.v.... _. W E H P:Column Load = 2.028 1.280 0.6750 k 08:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9898 Soil Bearing 2.475 ksf 2.50 ksf +D+0.750L+0.7505+0.5 PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0,0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01808 Z Flexure(+X) 0.4233 k-ft 23.414 k-ft +1.20D+1.60L+0.505+1 PASS 0.007193 Z Flexure(-X) 0.1684 k-ft 23.414 k-ft +0.90D+E+0.90H PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Title Block Line 1 Project Title: Page 62 f �n You can change this area Engineer: g 9ibigi`ip using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line ? _.._._. ._w,.. Printed:27 OCT 20t5 2.25PM Wall Footing File=t:1201511L8Z2K-DIEHTEC6-QvC7A4YC-F1FITP28-91C7A4YC-F.EC6 ENERCALC,INC.1983-2015,Bui(d:6.15.10,6,Ver,.6.15.10.6 Lice.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Building At-FtG 4 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D+H 2,50 ksf 0.0 in 1.497 ksf 1.497 ksf 0.599 +D+L+H 2,50 ksf 0.0 in 2.350 ksf 2.350 ksf 0.940 +D+Lr+H 2.50 ksf 0.0 in 1.497 ksf 1.497 ksf 0.599 .+D+S+H 2.50 ksf 0.0 in 1.947 ksf 1.947 ksf 0.779 .+D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 2.137 ksf 2.137 ksf 0.855 +D+0,750L+0.750S+H 2.50 ksf 0.0 in 2.475 ksf 2.475 ksf 0.990 +0+O.60W+H 2,50 ksf 0.0 in 1.497 ksf 1.497 ksf 0.599 .+D+0.70E+1-1 2,50 ksf 0.0 in 1.497 ksf 1.497 ksf 0.599 .+D+0.750Lr+0.750L+0.450W+H 2.50 ksf 0.0 in 2.137 ksf 2.137 ksf 0.855 .+D+0,750L+0.750S+0.450W+H 2,50 ksf 0.0 in 2.475 ksf 2.475 ksf 0.990 +D+0.750L+0.750S+0.5250E+H 2.50 ksf 0.0 in 2.475 ksf 2.475 ksf 0.990 .+0.600+0.60W+0,60H 2.50 ksf 0.0 in 0.8982 ksf 0.8982 ksf 0.359 +0.60D+0.70E+0.60H 2,50 ksf 0.0 in 0.8982 ksf 0.8982 ksf 0.359 Overturning Stability .._....._ __. Units:k-ft Rotation Axis& Load Combination... Overturning MomentResisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status .+1.400+1.60H 0.262 X�._. Bottom 0.2592 Min Temo°la__.__ 0.62 _.. .._23.414 OK +1,40D+1.60H 0.262 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.20D+0.50Lr+1.60L+1.60H 0.3952 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1.20D+0,50Lr+1.60L+1.60H 0.3952 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1.200+1.60L+0.50S+1.60H 0.4233 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.200+1.60L+0.505+1.60H 0.4233 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1.200+1.60Lr+0.50L+1.60H 0.2779 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.20D+1.60Lr+0.50L+1.60H 0.2779 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.20D+1,60Lr+0.50W+1.60H 0.2246 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.200+1.60Lr+0.50W+1.60H 0.2246 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK ,+1.20D+0.50L+1.60S+1.60H 0.3679 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.20D+0.50L+1.60S+1.60H 0.3679 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1.20D+1.605+0.50W+1.60H 0.3146 -X Bottom 0.2592 Min Temo% 0.62 23,414 OK +1.200+1.605+0.50W+1.60H 0.3146 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1,20D+0.50Lr+0.50L+W+1.60H 0.2779 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK ,+1.20D+0.50Lr+0.50L+W+1.60H 0.2779 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.20D+0.50L+0.50S+W+1.60H 0.306 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1.200+0.50L+0.505+W+1.60H 0.306 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1.20D+0.50L+0,20S+E+1.60H 0.2891 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1.20D+0.50L+0.20S+E+1.60H 0.2891 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK ,+0.90D+W+0.90H 0.1684 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK +0.90D+W+0.90H 0.1684 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+0,90D+E+0.90H 0.1684 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK +0,90D+E+0.90H 0.1684 +X Bottom 0.2592 Min Tema% 0.62 23.414 OK One Way Shear Units:k Load Combination... Vu @ X Vu @+X Vu Max Phi.Vn Vu 1 Phi*Vn Status +1.400+1.60H 0 osi 0 osi 0 osi 82,158 osi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 osi 0 psi 0 osi 82,158 osi 0 OK +1.200+1.60L+0.505+1.60H 0 psi 0 osi 0 osi 82,158 osi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0 psi 0 psi 0 osi 82,158 osi 0 OK +1.200+1,60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 82,158 osi 0 OK +1.200+0.50L+1.605+1.60H 0 psi 0 psi 0 osl 82,158 osi 0 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 osi 0 osi 82,158 psi 0 OK Title Block Line 1 Project Title: Page63 You can change this area Engineer: Q'tot16` using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed'27OCT 2015,2:25PM Wall Footing File=t+zo1a1 -IxEHTE_6.._ 1 - ITP2a ;a4TC :Ec6 "' _ ,. ENERCALC,INC.1983.2015,Buiid:6.15.10.6,Ver.6.15.10.6 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Building Al-FtG 4 +1.20D+0.50Lr+0.50L+W+1.60H 0 osi 0 psi 0 psi 82.158 osi 0 OK +1,20D+0.50L+0.50S+W+1.60H O osi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.20S+E+1.60H 0 psi 0 psi 0 osi 82158 osi 0 OK Title Block Line 1 Project Title: Page 64 You can change this area Engineer: Q�of using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnrned:27OCT 2015,225PM Wall Footing File=02015‘11822KEC6- i tT c rrc-F, cs,, E INC.1983-2015,Build:6.15.10.6,Vec6.15.10.6 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Building Al-FtG 4 One Way Shear Units:k Load Combination Vu 0-X Vu @+X Vu:Max Phi Vn Vu!Phi*Vn Status 90D+W+0.90H 0 osi 0 psi 0 osi 82.158 osi 0 OK +0.90D+E+0.90H 0 osi 0 osi 0 osl 82.158 osi 0 OK Client: LRS Architects Ta Project:Tigard Apts. IR.,.... FROEIIC�H Project Number:15-T084 CONSULTING Date: 8/19/15 Ln N 'ENGINEERS INC By: RH o Building Al Ln Description: / r , CID Eccentrically loaded wall footing at gridlines A and C. Building Al N Rotational resistance provided by tension connection to slab on grade. r t) f ` b s. CZ CL Givens: KirPLL- kips live load -° f r PDL=, .e `kips dead load ' t*5 • ganow= t i psf allowable soil bearing capacity % f L= 4 feet Length of footing B= \? t feet width of footing . ' �y . r ,,74, ,,,,,N feet depth of footing below slab on grade SPP 4 _ _ x b= inches width of wall ht=>`' a,s inches thickness of foundation _ - EFP= $,� pcf EFP for passive resistance -.. �- , h5= inches thickness of slab Ls= ;, "feet trib length of slab q s• ' coefficient of friction i xi,= s L inches distance to property line from edge of wall Calculations: PDL+LL= 2.3 kips Ptotai= 2.8 kips total vertical load(including footing,soil and slab weight) Mot= 1.7 kip-ft moment from vertical load Vsiab= 0.8 kips slab resisting force Ms1ab= 1.5 kip-ft slab resisting moment Ppas= 0.3 kips passive soil resistance Mso;1= 0.2 kip-ft passive soil resisting moment MTOTAL= 0.0 kip-ft total rotaional moment (MTOTAL=Mot-Msiab-Mso;i) e= 0.009 feet e=Mtotal/Ptotal k= 1.482 no tension on footing k=3/L*(U2-e) q= 1907 psf Maximum Bearing Pressure(no tension) q=PAL'S)+Mt,t*6/(B*LZ) OK Maximum Bearing Pressure(tension) q=2*P/(L*B*k) Slab Tensile Reinforcing T= 0.8 kips total tension force t= 810 plf unit tension force to= 1229 plf ulitmate tension force fy= 60 ksi reinforcing steel yield strength $= 0.9 tensile strength reduction factor Ofy= 54 ksi design steel strength Asrey= 0.023 in`per foot Use#5 at 4.-0"on center(min) 10/27/201511:31 AM 1 Copy of L Footing Building A2 Page 66 of 250 liftl i QD „t to........ ....______i_. ,, • _ . • , ! i ID 111.11111"t limmiiiampprort3.11111.111 i , r/13,, ritk4 •ri 4D e is i'PP e 4410: .211,,,Si (1)-1° (114,,,,, s'..°1.4'.6---:-.--:—.7:,: D, , .91,411) •c*D rii4D 1, - u 'a •--......i • • -. _gig 44ce ,..diedr ,yrproir c-111111._c_!sii 4D- .. ..I 4D el ciii • 4 cu" ............ . • , ....vi __..,w...,iv ,...... 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(ID-', 'z -.•4>lu t 44DD I.'eGI V.'....44D1'. allEtilt..., °10,1Et:',.3.11IHt e'z' -.. 4 .40241.1sum; imiiiiiwrialuo oiliJA,430-..i, .... 144-14..:Y...- ------ G-- — tri 1 .HP"4,.. 11ttagli 4> go eirolko 4D 4> Ith:111,4.q411104> L I-7 C)----- ' I' luris , Ee- . ,--0,.,, i., A i .. ,..- • 4D ----1* .' "t. 1 • ' ,-.) . 4D 4D 4DI 4D.- . ,., ,,, .', , '...... . .i• 4> ----' ' (}C-4 • % 101'4' '43.4m”- r _ Ext.tro.l,d6.,,,,, 4 'I'.4. ' ,,.. - *'• ' ..Cla 40 mile "'''''''''''''' ' '-D . 4D ' • ii) ir4D t . • , , IR 1 rok I '4' i> 1 ' 4D4> iil ii El Main Office CLIENT: 6969 SW Hampton St. Page 68 of 25t1;E , 4 Portland,Oregon 97223 503-624-7005 PROJECT: ir‘ifg.0 Airri 411 '4111 0 Central Oregon 7B4e5ndroregMt.oWna9sh77inogC iton Dr.#205 NUMBER: /5-7'4 4 541-383-1828 FROELICH 11 Denver Office DATE: 07/5--- ENGINEERS 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 ltch enguteerseom 720-560-2269 BY: g hi- A le/Air4' 04 2.- Z#11° .t". '. r''''' ilk:CP7--Y-143 F iLo - 114' 17,3 7 ate A i / '7 .1*.M.....,,,MMIMMAG,R 9___,4_,.,.f54 0,.5,, , ,...„.... 2.5" kil,,,,.. D 0, —I— _ : _____„__ — ---- A t A e 1 P z 3V, 9 a 394 t z , I,ot 170 Wr.ID7-.34141°- itzirtYciel) li Po Tx-rya et?el 1 ' . ,t 7 . 04" M9'.4,' 101 02,1 1,-T ttlir(Daa 3 i09,4-#-(a.'911fiff) P ii vt, -rsz "Jo 4 2<i,, _______..... ... ........,.......... , O33 tz 31$ t z 4 i EIS I ?le)cli t eSe ( z) ,‘,4%. " 9 r44 21-751 Or. t3,741 L-z; 734sit 1„.= SOf8 14v Cs-ed./17v/ A DTilfr / v 176,0 Main Office CLIENT: 6969 SW Hampton St. ' pE Portland,Oregon 97223 age 69 of 2 T i 503-624-7005 PROJECT: ❑Central Oregon 745 NW Mt.Washington Dr.#205 g NUMBER: ffr ` Bend,Oregon 97701 541-383-1828 / J - „ F R O E L I C H ❑ Denver Office DATE: 12303 Airport Way,Suite 200 ,1 ENSINEERSAF Broomfield,Colorado 80021 V, I%frnein k-engineers,4:urn 720-560-2269 BY: ID tiro �, .... „..f,.... , 1.4-1 L1„-, NI. -izsi ,� r r X 7.5- . oz- i r c. - , O csii ...pe I . Ern— , p, ---4-- )c,,, nerw2- it 0„, _it zj6 ,AC r 4,41") I a 2 ."1145,2 MEMBER REPORT Level,.11- Page 70 of 250 PASSED °� 1 piece(s) 11 7/8" T]I® 210 © 19.2" OC Overall Length:26'1/2" 17" 8. 1E E II All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2089 @ 17 5 1/4" 2145(3.50") Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1103 @ 17'3 1/2" 1821 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3266 @ 17 5 1/4" 3795 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.230 @ 8'1 7/8" 0.429 Passed(1/894) , -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.414 @ 8'1 1/4" 0.857 Passed(1/497) •- 1.0 D+1.0 L(Alt Spans) Ti-Pro'"Rating 43 40 Passed -- �— • Deflection criteria:LL(11480)and TL(1/240). •Bracing(W):All compression edges(top and bottom)must be braced at 3'6 5116"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that Is glued and nailed down. •Additional considerations for the 11-Pro"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) SPP ' Floor Total Available Required Deed Total Accessories 1-Hanger on SPF stud wall 3.50" Hanger' 1.75"/-2 395 474 869 See note • 2-Stud wall-SPF 3.50" 3.50" 3.50" 960 1129 2089 None 3-Hanger on SPF stud wall 5.50" Hanger, 1.75"/-2 62 2691-166 331/-166 See rote 2 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:SItll ,er'll`%Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS2.06/11.88 2.00" 4-104 common 2-10d common N/A 3-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location Sparing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 26'1/2" 19.2" 34.0 40.0 Residential-Living Areas Member Notes 1 BUILDING A2 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the siring of Its products we beta with Weyerhaeuser product design criteria and moues: YYY Weyerhaeuser expressly disclaims any other warranties related to the software Refer to am ent Weyerhaeuser literature for installation details. (www.v yrry.cam)AcreSSeries(Rim Board,Sloddng Panels and Squash Blocks)are not designed by this software,Use of this software Is not intended to circumvere the need for a design professional as determined by the authority having imisd chi n.The designer of record,builder or framer is responsible to assure that this caladaeon 0 oompabble with the overall ended.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 t-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluettarr reports refer to hop://www,woodhywy..comisenecests_CodeReportsaspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Notes 11/28/2015 10:45:06 AM Rodney H Forte v5.0,Design Engine:V6 4.0.40 F (503)579-9037 rwhammerberg2ggmad corn Page 1 of 1 Page 71 of 250 PASSED 10� MEMBER REPORT Level,J2j 1 piece(s) 11 7/8" T3I® 230 0 19.2" OC Overall Length: 17'9" 17 CI 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) 911 @ 3 1/2" 1060(1.75") Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 911 @ 3 1/2" 1655 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 3873 @ 8'9 1/2" 4215 Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Uve Load Deft.(in) 0.321 @ 8'9 1/2" 0.425 Passed(L/636) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.537 @ 8'9 1/2" 0.850 Passed(L/380) -- 1.0 D+1.0 L(All Spans) T)-Pro'"Rating 40 40 Passed -- •Deflection criteria:LL(L/480)and TL(1/240). • Bracing(Lu):All compression edges(lop and bottom)must be braced at 3'9 3/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T7-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Searing Length Loads to Supports(lbs) SupportsFloor Total Available Required Dead Total Accessories 1-Hanger on 117/8"LSL beam 3.50" Hanger' 1.75"/-2 380 563 943 See note' 2-Hanger on OF stud wall 5.50" Hanger' 1.75"/-2 387 573 960 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Conine .Si Connectors smokon Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger 1152.37/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger MI13511.88 2.50" 4-10d common 4-10d common 2-10d x 1-1/2 Dead Floor Live Loads Location Sparing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 17'9" 19.2" 27.0 40.0 Residential-Living Areas. Member Notes BUILDING A2 Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products,will be In accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expressly disclaims any other vizrranties related to the software.Refer to cmrent Weyerhaeuser literature for insolation details. (www.woodbtwy.com)Accessories(Rim Board,Blocking Panels and Squash Mocks)are not designed by the software.Use of this software Is not intended to circumvent the need for a desitai professional as determined by the authority having hinscacildn.The designer of recoM,bulkier or framer Is lesbOnsible to assme that this calculation is compatible with the overall project.Products manufachned at Weyerhaeuser facilities are third party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evalueted by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASffe standards. For current code eviduabon reports refer to http://www.vroedbywy.congservicests_ColeRepats.aspx, The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/28/2015 10:49:28 AM Rodney H Forte v5 0,Design Engine.V6 4.0.40 # F (503)579 9037 rwhammerberg2@gmad corn Page 1 of 1 9 4 c /"1 � "®�' � ' MEMBER REPORT Level,J3 Page 72 of 250 PASSED ■ 7�rr// 1 piece(s) 11 7/ TM® 210 @ 19.2" OC Overall Length:27'1/2" o ,� y .�._ _.. .w _ti..,.. F. ., ,,,,, ,..,. .., ,<,.. 1T 9 0 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2104 @ 17'7 1/4" 2145(3.50") Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 1103 @ 17'5 1/2" 1821 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(R-lbs) -3268 @ 17 7 1/4" 3795 Passed(86%) 1.00 1.0 D+1.0 L(AN Spans) Building Code:18C Live Load Defl.(in) 0.235 @ 8'4 5/16" 0.429 Passed(L/876) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.419 @ 8'3 1/2" 0.857 Passed(1/491) -- 1.0 D+1.0 L(Alt Spans) Tl-ProTM Rating 43 40 Passed •Deflection criteria:U.(L/480)and TL(I/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6 5/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Ti-ProTM Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs)' SupportsFloor Total Available Required Dead Total Accessories 1-Hanger on SPF stud wall 5.50" Hangers 1.75"/-2 404 489 893 See note 2-Stud wall-SPF 3.50" 3.50" 3.50" 967 1138 2105 None 3-Hanger on SPF stud wall 3.50" Hange I 1.75"/-2 100 286/-149 386/-149 See note I •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •I See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connecta':Simpson Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d common 2-10d common N/A 3-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads tomtled Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 27'1/2" 19.2" 34.0 40.0 Residential-Living Art35 Member Notes BUILDING A2 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser that the sizing of its products will be its accordance with Wel+tshaieu er product uttette and_ design values. Weyerhaeuser disdains any other to the Refer to Current Weyerft r i det as. (www.wthodbywy a own) (Rim Board, Panels and Squash Blocks)ane not by this lute of t is software Is not IrhMrtebeei to d the steed fora design professional ass by the having Malcom,The designer of record,builder or framer is to assure that this is with the overall Project red at Weyerhaeuser'facilities are certified to e forestry sumdards.Weyerhaeuser Engineered lumber Products have been evaluated by ICC ES undo r tedu ai reports€SR 1153 and t 2`387 and/or tested th with applicable ASTM standards. Far current code reports refer to tittp.//www.woadDywir cotsrlsmvk m/s+MeieMNerts.a r The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/28/2015 10:56:02 AM Rodney H '�- Forte v5 0,Design Engine:V6 4,0.40 F (503)579-9037 rwhammsrterg2 gm ail COI Pae 1 of 1 9 F0 R TEMEMBER REPORT Level,J4 Page 73 of 250 PASSED 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length:9'7" „rrrar .r. rrr ,u sem, Q v'""` moo rr-� 'I P,Y HNJ/f4r9 l„'.9/ F %W f,Y J Fl£/ JJ/,elG"/d'WJ fk:'!65 //9 J IJ f,5 f ,..£x i✓/ f,5,. �� Fmrxniix, va..Y ;r✓.ra,vF�r�/�F. Fvvi nrr�/.:Flz'�rY..r/'.,/! F;, /f,/�,,.[,.�,.,/,. „i'.., ,.,c 9' El AU locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual©Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Itis) . 603 @ 3 1/2" 910(1.75") Passed(66%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear fibs) 603 @ 3 1/2" 1560 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1357 @ 4'9 1/2" 3160 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defi.(in) 0.048 @ 4'91/2" 0.225 Passed(L/999+) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.On) 0.080 @ 4'9 1/2" 0.450 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) T]-Pro" Rating 58 40 Passed -- •Deflection criteria:LL(L/480)and TL(1.1240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'2 11/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Searing Length Loads to Supports(lbs) Supportsoor Total Available Required Dead hive Total Accessories 1-Hanger on 11 7/8"1SL beam 3.50" Hanger, 1.75"/-2 259 383 642 See note 2-Hanger on 11 7/8"OF beam 3.50" Hanger, 1.75"1-2 259 383 642 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson -Tie Conn Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger IrS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 9'7" 24" 27.0 40.0 Residential-Living Pleas Member Notes BUILDING A2 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser mounts that the siring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser ms any other warranties related to the software.Refer to anent Weyerhaeuser literature for Installation (www.woodbywy.cont)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use atlas software is not intended to circumvent the need for a design profresional as determined by the authorIty having jurisdiction.The designer of record,Wider or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are rty Certified to sustainable foiestiy standards.Weyerhaeuser Engineered Lumber Products have been evatuated 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.corniservIces/s_Codelteports,asm The product application,input design loads,dimensions and support information have been provided by Forte Software Operator i Fes twmp()wawa I Job moral I l/2 20 r 10 59 5fa AM FrJ;tra tf5.0 L.,,tglYt4"', fi34,0.att,} I tsrr ren ;?FAY""r' ::yet 4 Page 1 =JC 1 aFORTE MEMBER REPORT Level,FBI Page 74 of 250 PASSED 1 piece(s) 3 1/2" x 11 7/8" 2.0E ParaIlam® PSL Overall Length:12'7" "0"' -game,/ 12' All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. Design Results Actual.Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 5677 @ 2" 5709(2.25") Passed(99%) — 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(itis) 4597 @ 1'3 3/8" 8035 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 17210 @ 6'3 1/2" 19902 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(in) 0.308 @ 6'3 1/2" 0.306 Passed(L/477) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Dell.(in) 0.524 @6'3 1/2" 0.613 Passed(L/281) -- 1.0 0+1.0 L(Ail Spans) • Deflection criteria:EL(L/480)and TL(L1240). •Bracing(Ur):All compression edges(top and bottom)must be braced at 12'4 112"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads In Supporta(Ibs) Supports Total Available Required Dead Total Accessories 1-Column-SPF 3.50" 2.25" 2.24" 2374 3398 5772 1 1/4"Rim Board 2-Column-SPF 3.50" 2.25" 2.24" 2374 3398 5772 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'7" 13'6' 27.0 40.0 Residential-Living 4)MS Member Notes BUILDING A2 Weyerhaeuser Notes SUSTAINABLE FORESTRY INMATIVE Weyerhaeuser warrants that the sizing of its products wilt be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser earesgy disclaims any other warranties related to the software.Refer to current Weyerhaeuser Montan for instaftabon details, (www.woodwwy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circunwere the need Iota 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 centhed to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES older technical reports ESR-1153 and E%-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://wwwiwoodbywy.00rrVsenaces/s_CedeReportsmspk The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator ,rrefe Softwd, OpPr Job Notes 11/28/2015 11 02 57 AM Forte v 0 Design Eng re 16.4 0.40 /Jr ' Page lot 1 Page 75 of 250 COMPANY PROJECT Woodworks® ^<✓r//»'� 4 7WARf POR i4 GOD Ofit#x:4 Nov.28,2015 11:30 HDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End w tern Loadl Dead Full Area 34.00 (8.50)* No Load2 Live Full Area 40.00 (8.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : --,-//k/cy /,`4 / fi,„` fir., • 0' $" Dead 1195 1195 Live 1360 1360 Total 2555 2555 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No. 1,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 78 Fv' = 170 fv/Fv' = 0.46 Bending(+) fb = 1189 Fb' = 1200 fb/Fb' = 0.99 Live Defl'n 0.10 = L/947 0.27 = L/360 0.38 Total Defl'n 0.19 = L/504 0.40 = L/240 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 5110 lbs-ft Shear : LC# 2 = D+L, V = 2555, V design = 2156 lbs Deflection: LC# 2 = D+L EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. provisions of NDS Clause 4.4.1. Page 76 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 11:30 HDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Full Area 34..00 (8.50)* No Load2 Live Full Area 40.00 (8.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : to 0' 6'»6" Dead 964 964 Live 1105 1105 Total 2069 2069 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 73 Fv' = 180 fv/Fv' = 0.41 Bending(+) fb = 808 Fb' = 1186 fb/Fb' = 0,68 Live Defl'n 0.03 = <L/999 0.22 = L/360 0,16 Total Defl'n 0.07 = <L/999 0.32 = L/240 0,20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.989 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.7 million 1.00 1,00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 3363 lbs-ft Shear : LC# 2 = D+L, V = 2069, V design = 1578 lbs Deflection: LC# 2 = D+L EI= 392e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 77 of 250 >, COMPANY PROJECT WoodWorks® Nov.28,2015 11:29 HDR3 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00(12.50)* No Load2 Live Full Area 40.00(12.50)* No Load3 Dead Full Area 17.00 (8.50)* No *tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 0' 3`-6" 6x.,6" Dead 376 1125 290 Live 683 2041 526 Total 1059 3166 816 Bearing: LC number 2 2 2 Length 1.00 1.07 1.00 Cb 1.00 1.35 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value - Analysis/Design Shear fv = 70 Fv' = 180 fv/Fv' = 0.39 Bending(+) fb 283 Fb' = 1295 fb/Fb' = 0.22 Bending(-) fb - 408 Fb' = 1299 fb/Fb' = 0.31 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.996 1.300 1.00 1.00 1,00 1.00 - 2 Fb'- 1000 1.00 1.00 1,00 0.999 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - _ - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1,00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 724 lbs-ft Bending(-) : LC# 2 = D+L, M = 1042 lbs-ft Shear : LC# 2 = D+L, V = 1655, V design = 1186 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-in2 Total. Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 78 of 250 COMPANY PROJECT Woodworks® Nov.28,2015 11:29 HDR4 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif Load Type Distribution Magnitude Location [ftp Pat- Start End Start End tern Loadl Dead Full Area 34.00(12.50)* ' No Load2 Live Full Area 40.00(12.50)*_ No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 0' 3'-6" Dead 754 754 Live 875 875 Total 1629 1629 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 63 Fv' = 180 fv/Fv' = 0.35 Bending(+) fb = 558 Fb' = 1294 fb/Fb' = 0.43 Live Defl'n 0,01 = <L/999 0.12 = L/360 0.08 Total Defl'n 0.02 = <L/999 0.18 = L/240 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1,00 1,00 - - - - 1.00 1,00 1.00 2 Fcp' 625 - 1,00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+L, M = 1426 lbs-ft Shear : LCI 2 = D+L, V = 1629, V design = 1067 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-i.n2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 79 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 11:28 DB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (4.00)* No Load2 Live Full Area 40.00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : AA0' 8' Dead 187 Live 640 187 Total 827 640 Bearing: 827 LC number 2 Length 1.00 2 1.00 Lumber-soft, Hem-Fir, No.2,4x10" Self Weight of 6.69 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 31 Fv' = 150 fv/Fv' = 0.21 Bending(+) fb = 398 Fb' = 1004 fb/Fb' = 0.40 Live Defl'n 0.05 = <L/999 0.27 = L/360 0.18 Total Defl'n 0.06 = <L/999 0.40 = L/240 0.1.6 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 0.984 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M 1653 lbs-ft Shear : LC# 2 = D+L, V = 827, V design = 667 lbs Deflection: LC# 2 = D+L EI= 300e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 80 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 11:40 DJ1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psi,or off) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (2.00)* No Load2 Live Full Area 40.00 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : a 0' 8' Dead 89 89 Live 320 320 Total 409 409 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, Hem-Fir, No.2, 2x8" Self Weight of 2.25 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NOS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 150 fv/Fv' = 0.32 Bending(+) fb = 747 Fb' = 822 fb/Fb' = 0.91 Live Defl'n 0.12 = L/806 0.27 = L/360 0.45 Total Defl'n 0.15 = L/630 0.40 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 0.806 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.00 1,00 1.00 - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = DFL, M = 818 lbs-ft Shear : LC# 2 = D+L, V = 409, V design = 347 lbs Deflection: LC# 2 = D+L EI= 62e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wi.nd I=impact C=construction CLd=concentrated) (All. LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 81 of 250 COMPANY PROJECT 0 WoodWorks® Nov.28,2015 12:20 post 1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) _: Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern 'Loadl Dead Axial 2374 (Eccentricity = 0.00 in) Load2 Live Axial 3398 (Eccentricity = 0.00 in) MAXIMUM REACTIONS(lbs): 0' 10' Lumber Post, D.Fir-L, No.1,4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 302 Fc' = 408 fc/Fc' = 0.74 Axial Bearing fc = 302 Fc* = 1650 fc/Fc* = 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1500 1.00 1.00 1.00 0.247 1.100 - - 1.00 1.00 2 Fc* 1500 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 5818 lbs (D=dead L=live S-snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. Page 82 of 250 COMPANY PROJECT WoodWo rks' Nov.28,2015 12:32 post 1 bottom floor Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load1 Dead Axial 4056 (Ecce*tricity = 0.0 in) Load2 Live Axial 5286 (Eccentricity = 0.0 in) MAXIMUM REACTIONS(lbs): 0' 10' Lumber Post, D.Fir-L, No.2,4x8" Self Weight of 6.03 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 371 Fc' = 381 fc/Fc' = 0.97 Axial Bearing fc = 371 Fc* = 1417 fc/Fc* = 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.269 1.050 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 9402 lbs (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 0 8 ti 0 0 Page 83 of 250 1. 4 0. 1 a.-1,,„titr44/1""1:74:1471111111111.-111419:721117.1.- Lt"*'1217-1111,41241127,,,iii..11,40, k -N..1 aii ,,,TN use! ilit w zika, 0 45 1 '1g "IP (11111rWirill CD �t if ti. _ N runt_d ft. Ilk woman tifor i :''.'- :: '--, 2 fosH • i 2} i:.,. Ivy, Dikm-11 4D 3di:IV 5 1 44141141mAtkt".4D 40' or Art D N _ri gal, 0 , 0 :, lriEtjiipjiiigtf 41` iiii4f1 Ts 7:1,41-i''"ii:::-'0'. SID I b%)141114316 42D kFk '47,:.4.„1......„:„:„,...7: 4V19, ,, R. 5''''''''''''..L---".1 Y ' ..... 4141 ., immillirr'i ' 4D j fY , 4D 4101 J I I ' 11111W111°11 An ,..„ .,..,,,, . e I, ih410 4IDE) , 40 . aa w ' .z K z E , Y iti z' ,,,,, -...: -v. , *iit 4ID A riNcii'll cot "';:...--;-> '"' ,'''''''.• .1K1 - 4D atom ------. . ..,- :711,11:1D. cp '� (1� r i SUP," 4'� i: . p--f i.,:''' .',•;:, 41,2"1"4." is ' irriOriairltrallitit, 0 4DrilOgnAlilID a . 1 .04 -,-.4- „„; $,,,,,, . lil IF, .- .,4,.. 7 Billy',La ' it. N , moi 211,1:::44D.: 0 mx. .. .. ititi i 1 # 8 ; .r ' Allh i '� Il bi ► 110�— 1E• — ( R 4 ❑ Main Office CLIENT: 6969 SW Hampton St. Portland,Oregon 97223 Page 84 of 25'efE 1 503-624-7005 PROJECT: ! � ❑ Centr745NalW OrMt.egon i . A Bend,OregonWash97701ngton pr#205 NUMBER: f l� 541-383-1828 FR0ELICH ❑Denver Office SO 1 LO/A4 m DATE:i/i5- 12303 ENGINEEREd 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 444 wsvwfrotch-easrineers,cvzz� 720-560-2269 BY: / ? - V: /5-4.5,,(D Z?C),.,,PF /- 5r.4516F) W.: ISA5(14 clitSir +.5.4----23N7) w= i7 b=241k4ett-5;-:r ;:,s. 1,..., 7/ 75-1 4 ., �... , t z 20 Page 85 of 250 COMPANY PROJECT i I i WoodWorks® ,OriiiNov.28,2015 12:48 RHDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat Start End Start End tern Load1 Dead Full. Area 20.00(15.50)* No Load2 Snow Full Area 25.00(15.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : / � „ , ,4�../.,,7,0-7,,,/,/,'„, ?/ � f / rr 11�rj 11� /rf f f 1' f� ' jr 1 rJ r ` f ,�. � ffrf ,m1G ,,e7/ � "if/WP f, '7.5,V1 , r d/ 7, f4l',./";/G 0' � il x Dead 1199 1199 Live 1453 1453 Total 2652 2652 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Anal sis/Design Shear fv = 80 Fv' = 195 fv Fv = 0.41 Bending(+) fb = 1157 Fb' = 1380 fb/Fb' = 0.84 Live Defl'n 0.09 = <L/999 0.25 = L/360 0.36 Total Defl'n 0.16 = L/552 0.38 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1,00 - - - - 1.00 1.00 1,00 2 Fcp' 625 00 1. - - - - 1.00 1.00 - E' 1.6 million 1 1..00 1.00 00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 4973 lbs-ft Shear : LC# 2 - DfS, V = 2652, V design = 2210 lbs Deflection: LC# 2 = D+S EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S-snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 86 of 250 ,F. COMPANY PROJECT Wood Works® Nov.28,2015 12:50 RHDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Full Area 20,00(15.50)* No Load2 Snow Full Area 25.00(15.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 0' 6'G2. Dead 1027 1027 Live 1259 1259 Total 2286 2286 Bearing: LC number 2 2 Length 1.05 1.05 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 110 Fv' = 207 fv/Fv' = 0.53 Bending(+) fb = 1454 Fb' = 1479 fb/Fb' = 0.98 Live Defl'n 0.08 = L/946 0.22 = L/360 0.38 Total Defl'n 0,15 = L/521 0.32 = L/240 0.46 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1,00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1,00 1.00 - - - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 3716 lbs-ft Shear : LC# 2 = D+S, V = 2286, V design - 1861 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 87 of 250 COMPANY PROJECT r WoodWorks® t Nov.28,2015 12:51 RHDR3 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Loadl Dead Full Area 20.00(17.00)*- No Load2 Snow ;Full Area 25.00(17.001* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : a a' a 0' 3' 6i„8" Dead 364 1412 473 Live 447 1735 581 Total 811 3147 1053 Bearing: , LC number 2 2 2 Length 1.00 1.06 1.00 Cb 1.00 1.35 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 70 Fv' = 207 fv/Fv' = 0.34 Bending(+) fb = 282 Fb' = 1489 fb/Fb' = 0.19 Bending(-) fb = 405 Fb' = 1493 fb/Fb' = 0.27 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.996 1.300 1.00 1.00 1,00 1.00 - 2 Fb'- 1000 1.15 1,00 1.00 0.999 1.300 1.00 1,00 1.00 1,00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1,00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1,00 - - E' 1.7 million 1,00 1.00 - - - - 1,00 1,00 - 2 Bending(+) : LC# 2 = D+S, M = 719 lbs-ft Bending(-) : LC# 2 = D+S, M = 1036 lbs-ft Shear : LC# 2 = D+S, V = 1645, V design = 1179 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) .* Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 88 of 250 rxyF COMPANY PROJECT 00004 WoodWorks® Nov.28,2015 12:52 RB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(10.00)* No Load2 Snow Full Area 25.00(10.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : ��: ;. �.1�FF iv Dead 892 Live 1063 892 1063 Total 1954 Bearing: 1954 LC number 2 2 Length 1.00 1.00 Timber-soft,D.Fir-L,No. 1,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in) using NOS 2001 : Criterion Analysis Value Design_ Value Analysis/Design Shear fv = 61 Fv - 195 fv/Fv' = 0.31 Bending(+) fb = 966 Fb' = 1380 fb/Fb' = 0.70 Live Defl'n 0.09 = <L/999 0.28 = L/360 0.33 Total Defl'n 0.17 = L/584 0.43 = L/240 0.41 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1,00 1.00 - - - - 1.00 1.00 1,00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 2 Bending(+): LC# 2 = D+S, M = 4153 lbs-ft Shear : LC# 2 = D+S, V = 1954, V design = 1667 lbs Deflection: LC# 2 = D+S EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. 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L____ __ ..., ,........_ __—J L........_ ...I a > (;)--- - — ----- - Ei , I I 4> .1, 4> ; El 40 4> I I ,... , ..varvookersaonts,.......kow.gootourat.,......i,...e xr. :11111:11.:!' 4ID.Page' Title Block Line 1 Project Title: You can change this area Engineer: Page 90 910P . using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Une& Ger!eral Fo }tn�g _ t +nr I� nniad 7 DEC 2015,,,,.3 OSPM �� Lie.#: KW 06002304 Licensee. F#2C►Et ICH CONSULTING ENGINEERS Description: Buidling A2 Ftg 1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 - �.... Load Combinations Used :ASCE 7-10 General Information Ma Properties Soil Design Values ft:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 2.50 ksf fy:Rebar Yield 60.0 ksi Increase Bearing By Footing Weight _ No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings _ Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. - Allowable pressure increase per foot of depth = 0.0 ksf Min Allow • %Temp Reinf. - 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor - 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater that= 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions 2.50 ft Width parallel to X-X Axis - Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions.., ,f px:parallel to X X Axis = 0,0 in pz:parallel to Z-Z Axis ...... 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete.,, m at Bottom of footing = 3,0 in fD i. II Reinforcing w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 ��� 3� Reinforcing Bar SizE .... # 4 a -+e4a4rs . „r a-r4awusr , Bandwidth Distribution Check (ACI 15.4.4.2) . Direction Requiring Closer Separation n/a t #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr 0.0 6.80 0.0 0.0_._ L ___...S._. __.. W E H P Column Load _ 4.750 0 0 0.0 0.0 k OB:Overburden 0.0 0.0 0.0 0.0 0.0 0.0 ksf M = 0.0 0.0 0.0 0.0 0,0 0.0 Q.0 k ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0k 0.0 0.0 k-ft x 0.0 0.0 0.0 0.0 0.0 0.0 V z = 0.0 0,0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: You can change this area Engineer: Page 91 otlf2ta0 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 G7A4Pnnted 7DEC 2015.3 o 006,0„,t,,, oat � � l * 0 / 1A q .., Blind & , 74- Fie=1:120151tZ1T6 - T44Y51 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A2 Ftg 1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7876 Soil Bearing 1.969 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0,0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2837 Z Flexure(+X) 2.073 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2837 Z Flexure(-X) 2.073 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60N PASS 0.2837 X Flexure(+Z) 2.073 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,2837 X Flexure(-Z) 2.073 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2563 1-way Shear(+X) 21.054 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2563 1-way Shear(-X) 21.054 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2563 1-way Shear(+Z) 21.054 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2563 1-way Shear(-Z) 21.054 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4868 2-way Punching 79.986 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing_ Rotation Axis& Actual Soft BearingStress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, Z Top,+Z Left, X Right +X Ratio X-X,+D+H _..� 2.50 n/a _.. 0.0 0.8808 0.8808 n/a n/a 0.352 X-X,+D+L+H 2.50 n/a 0.0 1.969 1.969 n/a n/a 0.788 X-X.+D+Lr+H 2.50 n/a 0,0 0.8808 0.8808 n/a n/a 0.352 X-X,+D+S-+H 2.50 n/a 0.0 0.8808 0.8808 n/a n/a 0,352 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0.0 1.697 1.697 n/a n/a 0.679 X-X,+D+0.750L+0.750S41 2.50 n/a 0.0 1,697 1.697 n/a n/a 0.679 X-X.+D+0.60W+H 2.50 n/a 0.0 0.8808 0.8808 n/a n/a 0.352 X-X.+D+0.70E+H 2.50 n/a 0.0 0.8808 0.8808 n/a n/a 0.352 X-X.+D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0.0 1.697 1.697 n/a n/a 0.679 X-X.+D+0.750L+0.750S+0.450W+I-f 2.50 n/a 0.0 1,697 1.697 n/a n/a 0.679 X-X.+D+0.750L+0,7505+0.5250E+H 2.50 n/a 0.0 1.697 1.697 n/a n/a 0.679 X-X.+0.60D+0.60W+0.60H 2.50 n/a 0.0 0.5285 0.5285 n/a n/a 0.211 X-X,+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.5285 0.5285 n/a n/a 0.211 Z-Z.+D+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z,+D+L+H 2.50 0.0 n/a n/a n/a 1.969 1.969 0.788 Z-Z,+D+Lr+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z,+D+S+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z.+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z.+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z,+D+0.60W+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z.+D+0.70E+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z,+D+0.750Lr+0,750L+0.450W+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z,+D+0.750L+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z,+D+0.750L+0.750S+0.5250E+t-I 2.50 0,0 n/a n/a n/a 1.697 1.697 0.679 Z-Z.+0.60D+o.60W+0.60H 2.50 0.0 n/a n/a n/a 0.5285 0.5285 0.211 Z-Z,+0.60D+0,70E+0.60H 2.50 0.0 n/a n/a n/a 0.5285 0.5285 0.211 0 Lf) ® ) C\I ® c 0 (;) 0 9 C\I 1 , 0) a i A 1 cv 0-1 1 . , C) 14" t e. 410111, 46.wam, , C3) , CZ T-P : sifIls ' ,...4 t, t t i,,,,;r( s,. ,e,,,,,,_,. icp, .....,. %..., 4,..„ a_ AT6rx.„„.0.,,. & ,...... e : 1.1 III 2 0,---- —— :1 tIi'q:v Y 0Vi1lI1lI 1r,1-..r: B_;Wa_1ilgm_l6,„ni1.iVEbd'itmi,iii,* r 3R33AXV3RA3TT%0/7O31R %*R- 3A33N , I it ' ....: . • 1.-41,. szina• 0 iratiku. i oh 0 0 4 7 :7 lit, imi ' nv Agai (U, a 10,41%,„,” 4, 0 40, p.t. • ,,,,goj e . 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' - M7 I'' $ • $ I 4101 Slost 2) EMS I AP 117Z7 t PrEPTCRETS DYER SA,APA IV Ark Mir I RATED SHEAINNG CC2 III CD CO N I I CA) /77-1 .\\BUILDING A3-THIRD FLOOR FRAMING PLAN \! 1 WrIL'Ir'r'Ir (1) 0 N3 01 0 ..,.4 0 Main Office 6969 SW Hampton St. Pan 94 of 250;E Portland,Oregon 97223 CLIENT: e . :941/4503-624-7005 PROJECT: e,. , , .. , , .. ,-_,Central Oregon AI ,., 745 NW Mt.Washington Dr.#205 NUMBER: i --1-4)t9 )/4P/isr 4 #45 Bend,Oregon 97701 ' 541-383-1828 4#* „..,..voicialit_ r . FROELICH Li Denver Office DATE: /0 5— ,Cr. ENGINEER12303 Airport Way,Suite 200 SI Broomfield,Colorado 80021 wwwfroelichrengineers.c ern 720-560-2269 BY: ./Z . . vs:A sr... It 7t-r3-1.• Ito e 7 / wr(DT.397w,ft r,Pi) ) re, ( / 7a-i 1/U e 254 9i--- A i t5 1 1 f tko%”,--27 F 4,. tz-tioa -sic- A 4 14.., 7'3 7 2/0 e 23, 4-H ,,,, ,'• r-D to .ii.111 it Ve .11 4.. i....r.ifik.4. 4** 0 ri '-‘14: t (27 treeVr ilikg FD Z''' 1.4 .111111111111P ' 3 lig X/01 14 PL 1/4- .... /0/2_ 1,,,,,... tr- . "C 1,1i ' ) a/t-7 T.a,„ zic) c,,,,,,z vto.„ 9c..._ F Sti : . % .4-1 i * „ 1 ; 11111111. Lt2m #4.),114' t i tia"'. la I . ' i................, ,....,,,,Avxdw f' to.:70t 4 0 Main Office 6969 SW Hampton St. Page 95 of 25V Portland,Oregon 97223 CLIENT: E 503-624-7005 PROJECT: El Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 , 541-383-1828 FROELICH LI Denver Office DATE: 12303 Airport Way,Suite 200 ENGINEERS1 Broomfield,Colorado 80021 ,v,Irodith-engineers.corn 720-560-2269 BY: ‘,...., 0 ,— 1z-4s4 p s f mom e . q —ti , (4"1-5.5 1/ m 3k.z, X ilk, tiL i ___ -c, 1" I, r itin_ .f T t mf-s"";" r -' v- BUILDING A3,FMAO Page 96 of 250 ;. # 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length:26'6 1/2" + + r .r, - ; 1 14' � 11 6- or 0 0 a 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) 2280 @ 14'7 1/4" 2295(3.50") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1076 @ 14'5 1/2" 1716 Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3006 @ 14'7 1/4" 3160 Passed(95%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(In) 0.173 @ 7'1 1/8" 0.354 Passed(1/981) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASO Total Load Defl.(in) 0.275 @ 6'11 5/16" 0.707 Passed(1/617) -- 1.0 D+1.0 L(Alt Spans) T3-Pro""Rating 47 35 Passed -- _-- • Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 2'10 1/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Tl-Pro`"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Hanger on DF stud wall 5.50" Hanger' 1,75"/-2 361 525/-7 886/-7 See note' 2-Stud wall-OF 3.50" 3.50" 3.50" 977 1303 2280 Web Stiffeners 3-Stud wall-DF 3.50" 3.50" 1,75" 255 433/-93 688/-93 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension Is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Strong-Tie Connectors tt Support Model Seat Length Top Nails Face Nails Member Nails t Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d common 2-10d common N/A )f Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 26'6 1/2" 24" 30.0 40.0 Residential-Uving = Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressty disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details, (vnvw,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 , F333 303353 e.73053, + 63,0303 1 1/2212015 G 13 56 PM it,,�a .e £�. Forte 2.6 it isc i rb �ik{)trlf?.jsTh4 (. t I1CsAf2I,APARTMENTS N I I Page 1Oft F1 -_v.7 BUILDING A3, FJ2 Page 97 of 2501,Asf t� �� � � T � M 1piece(s) 11. 7/8" TM® 110@24" OC Overall Length:23'6 1/2" + + ri e r ..F e-„ wo.w.w.vre..- r�.. ,eeauf r avad. r, omy fiy,.nr !x zo�.,�nr •n.voiA..,,swr F,wr.,z .as.�.,..�U:v e 11'6” 4iii '4' 11' • 0 I] El 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) System:Floor Member Reaction(lbs) 2116 @ 12'1 1/4" 2295(3.50") Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Its) 949 @ 11'11 1/2" 1716 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -2423 @ 12'1 1/4" 3160 Passed(77%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.089 @ 5'11 5/8" , 0.291 Passed(L/999+), — 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Deft.(in) 0.144 @ 5'9 3/16" 0.582 Passed(L/970) -- 1.0 D+1.0 L(Alt Spans) Ti-Pro'"Rating 52 35 Passed •Deflection criteria:11(L/480)and TL(1.1240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'1 15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T3-Pro"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor 'Total Accessories Live , 1-Hanger on 11 7/8"DF beam 5.50" Hangers 1.75"/-2 332 443/-16 775/-16 See note' 2-Stud wall-DF 3.50" 3.50" 3.50" 972 1144 2116 Web Stiffeners 3-Stud wall-DF 3.50" 3.50" 1.75" 297 411/-61 708/-61 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •3 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Conn Simpson Stress -Tills Connectors SOPPort Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Uve Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 23'6 1/2" 24" 34.0 40.0 Residential-Using Area: Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be Irlaccordance with Weyerhaeuser product design published design valued, Weyerhaeuser expressly disclaims any other warranties related to the .Refdr to c'terttttWeye haeuser farinstailetk t details. (www.woodbywy.com)Accessories(Rim Board,Blocking and Squash Blocks)are not . by this Ilse oktd5 b not to circumvent the need for a design professional as determined by the authority having i The designer of record, or fiariher is resporaible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuserfacilities are tiird•party certified to sustainabie 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 I F Sift ro Ckner I Joe Notes )1122/10`1 a 2 16a PM m F ofte 25 0 cg . . sin r sne,V6.4 0 40 5 v i It f4/ /i APAR 1M2-NFS 4te °� �.�,k BUILDING as,Fps Page 98 of 250 8 1 piece(s) 11 7/8" TM® 210 @ 24" OC Overall Length: 14'9" 14' All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1036 @ 5 1/2" 1036(1.87") Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1036 @ 5 1/2" 1655 Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3626 @ 7'5 1/2" 3795 Passed(96%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.205 @ 7'5 1/2" 0.350 Passed(L/821) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defi.(In) 0.379 @ 7'5 1/2" 0.700 Passed(L/444) 1.0 D+1.0 L(All Spans) T3-Pro"Rating 44 35 Passed -- -- • Deflection criteria:L1(1/480)and TL(1/240). •Bracing(Lu):Ali compression edges(top and bottom)must be braced at 3'4 3/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge""Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T7-Pro"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories 1-Hanger on OF stud wall 5.50" Hanger, 1.87"/-2 507 597 1104 See note' 2-Hanger on 11 7/8"DF beam 3.50" Hanger, 1,87"/-2 496 583 1079 See note, •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •,See Connector grid below for additional information and/or requirements. •2 Required Bearing Length I Required Bearing Length with Web Stiffeners Connector Simpson Tie Connectors ' Support Model Seat Length Top Nails Face Nails Member Nails Accessories • 1-Top Mount Hanger LBV2.1/11.88 2.50" 6-10d common 4-10d common 2-10d x 1-1/2 2-Top Mount Hanger ITS2.06/11.88 2.00" 4-lad x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14'9" 24" 34,0 40.0 Residential-Living Areas Member Notes j BUILDING A3 f Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of itswill be in with Weyerhaeuser design and published values: Wey rteaet r disclaims any other wan related to the software.Rder to current Weyerhaeuser literature for Accessories Panels and Squash Mode)are not by this software.Use of this software Is not to circumvent.the need fora design professional board, ng determined by the authority having jurisdiction.The desaper of record,bidder or framer Is responsible to assure that Cts calatation is compatible with Me overt project..Products manufactured at Weyerhaeuser fads aredent-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under techrecal reports Wit--2153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to littp://www.woodtrnity.corn/sereces/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator - xvftwea' -A " ' Jot Not 1 2128001', ts 9 P( q:919 9 Forte V1,f„€ Ser„v;fs I01i if' '16 4 0.1 e i(;ARL)ARAI?<MEN 1 t 4 fe n FORTE- """" BUILDING A3,FJ4 Page 99 of 250 A S 1 piece(s) 11 7/8" TMI® 210 @ 24" OC Overall Length:27'1/2" r 4,4 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual r i Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2458 @ 15'1 1/4" 2505(3.50") Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1174 @ 14'11 1/2" 1821 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3322 @ 15'1 1/4" 3795 Passed(88%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Uve Load Defl.(in) 0.174 @ 7'3 13/16" 0.366 Passed(1.J999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Def.(in) 0.294 @ 7'2" 0.732 Passed(L/598) _ 1.0 D+1.0 L(Alt Spans) TJ-Prot"Rating 4$ 35 Passed • Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TI-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to supports(lbs) Supports Total Available Required Dead Floor Total Accessories 1-Hanger on DF stud wall 5.50" Hanger' 1.75"/-2 425 541/-4 966/-4 See note' 2-Stud wall-SPF 3.50" 3.50" • 3.50" 1129 1328 2457 Web Stiffeners 3-Hanger on DF stud wall 3.50" Hanger' 1.75"/-2 285 438/-79 723/-79 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Si -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBV2.1/11.88 2.50" 6-10d common 4-10d common 2-10d x 1-1/2 f 3-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d common 2-10d common N/A Dead Floor Live Loads Location spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 27'1/2" 24" 34.0 40.0 Residential-Living Areas Member Notes BUILDING A3 WeyerhaeuserNotes , SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products WO be in accordance with Weyerhaeteret prOdutt dtelign criteria and pubashed design Takes Weyerhaeuser expressly disclaims any other warranties related to dm software.Refer to current Weyerhosurer literabme for installation details, (www.woodbywy.com)Accessories(Rim Board,Blocidng Panels and Squash Biocks)are not deSkatea by dsas software.Use of this software is not intended to circumvent the need fora design pre as determined by the authority having jurisdiction.-tire 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,celtfled to stainable 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 i Farm at...m r r attar 1 .1,04 NSIOIS 1 1/28/20157 a n g Forte _(a Design s rz f Neer �t s ?, I('GARDA AR MFNIS'lir ✓'ito" FI T r -‘z-,..- _''" BUILDING A3,FJ5 Page 100 of 250 ASST: _ „ 1 piece(s) 11 7/8" TJI® 110 @ 24" OC Overall Length: 12'9" 5,2 ti. 1 12 1, 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual rte Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 888 @ 5 1/2" 910(1.75") Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 888 @ 5 1/2" 1560 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2664 @ 6'5 1/2" 3160 Passed(84%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(In) 0.131 @ 6'5 1/2" 0.300 Passed(1./999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.243 @ 6'5 1/2" 0.600 Passed(L/594) •- 1.0 D+1.0 L(All Spans) T3-Pro""Rating50 35 Passed -- _ •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'3/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down, •Additional considerations for the TI-Pro""Rating include:5/8"Gypsum ceiling,pour flooring overlay. Searing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Hanger on 11 7/8"DF beam 5.50" Hanger" 1.75"/-z 439 517 956 See note 1 2-Hanger on DF stud wall 3.50" Hanger" 1.75"/-2 428 503 931 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • "See Connector grid below for additional information and/or requirements. •"Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Stnmiele Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger MIT11.88 2.50" 4-10d common 4-10d common 2-10d x 1-1/2 Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'9" 24" 34.0 40.0 Residential-Uv ng keas Member Notes BUILDING A3 Weyerhaeuser Notes ~,,SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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 4444 SoftWaf Soft. - r OVI"t< Igra r1 rug, 1112202015 2:23.2o PM W ate v5_r Destgn Envie 15,/ t_0_40 HOARD 1 PA T"M/:NTr,4te IPne j v4 1 1" FORTE MEMBER REPORT BUILDING A3,FBI Page 101 of 250 PASSED 1 piece(s) 7" x 11 7/8" 2.0E Parallam® PSL Overall Length: 16'7" 16' 4- All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual i Location Allowed Result LDF Wad:Combination(Pattern) System:Floor Member Reaction(lbs) 7265 @ 16'5" 11419(2.25") Passed(64%) — 1.0 D+1.0 L Spans) Member Type:Flush Beam Shear(IDS) 6220 @ 1'3 3/8" 16071 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(FL^IDS) 29287 @ 8'3 1/2" 39805 Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(In) 0.407 @ 8'3 1/2" 0.406 Passed(4479) — 1.0 D+1.0 L Spans) Design Methodology:ASO Total Load Dell.(in) 0.753 @ 8'3 1/2" 0.813 Passed(L/259) -- 1.0 D+1.0 L Spans) • Deflection criteria:II(1/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 16'5 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Searing Length Loads to Supports(Ms) SupportsFloor Total Available Required Dead Total Accessories Live 1-Trimmer-SPF 3.50" 3.50" 1.50" 3377 3980 7357 None 2-Column-SPF 3.50" 2.25" 1.50" 3374 3980 7354 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above 1l bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 16'7" 12 6" 30.5 38.4 Residential-living Area Weyerhaeuser Notes SUSTAINABLE FOREST (INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and tablished design values. Weyerhaeuser wpm*disclaims any other warranties related to the software.Refer to current Weyertmeuser literature for Installation debits. (www.woodbywycorn)Accessories(Rim Board Modem Panels mid Squash Mods)are not designed by this software.Use of this software is not Intended to circumvent the need fora design professional as determined by the authority havtng jurisdiction.The*stoner 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 wider 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.congsenricesisSodeReportswsliaL The product application,input design toads,dimensions and support Information have been provided by Forte Software Operator 1 • " Page 102 of 250 MEMBER REPORT BUILDING A3,FB2 Page PASSED i ad 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length:4'7" 4' ,r 0 11 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) 1850 @ 4'5" 5709(2.25") Passed(32%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 854 @ 1'3 3/8" 8035 Passed(11%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1909 @ 2'3 1/2" 19902 Passed(10%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft(in) 0.006 @ 2'3 1/2" 0.106 Passed(1/999+) -- 1.0 D+1,0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.012 @ 2'3 1/2" 0.213 Passed(1/999+) — 1.0 D+1.0 L All 'ans • Deflection criteria:U.(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'S 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing.is required to achieve member stability. Bearing Length Loads to Supports(lbs) Supports Tool Available Required Dead Ftoor Total Accessories Uwe -Trimmer-SPF 3.50" 3.50" 1.50" 926 1012 1938 None 2-Column-SPF 3.50" 2.25" 1.50" 924 1012 1936 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) comments 1-Uniform(PSF) 0 to 4'7" 11'6" 34.0 38.4 Residential-cuing Areas Weyerhaeuser Notes A)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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 i.= _ t D MEMBER REPORT BUILDING A3 FB3 Page 103 of PASSED tt 1 pieces) 3 1/2" x 11. 7/8" 2.0E Parallam® PSL Overall Length:4'7" 4' ,j a All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. Design Results Actual a Location Allowed Result LOP Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2166 @ 4'5" 5709(2.25") Passed(38%) - 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 1001 @ 1'3 3/8" 8035 Passed(12%) 1.00, 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2236 @ 2'3 1/2" 19902 Passed(11%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defi.(in) 0.007 @ 2'3 1/2" 0.106 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.014 @ 2'3 1/2" 0.213 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:U.([/480)and TL([/240). •Bracing(W):All compression edges(top and bottom)must be braced at 4'5 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(Tee) Supports Total Available Required Dead Floor Total Accessories 1-Trimmer-SPF 3.50" 3.50" 1.50" 1082 1188 2270 None 2-Column-SPF 3.50" 2.25" 1.50" 1080 1188 2268 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Uve Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 4'7" 13'6" 34.0 38.4 Residential-Living _Areas Weyerhaeuser Notes j SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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.comJse,vices/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 6 MEMBER REPORT BUILDING A3,FB4 Page 104 of 250 PASSED • 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam®PSL Overall Length:9'7" g' 4' a o AD 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 LDP Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2776 @ 9'5" 5709(2.25") Passed(49%) 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 2079 @ 1'3 3/8" 8035 Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 6333 @ 4'9 1/2" 19902 Passed(32%) 1.00 1.0 D+1.0 L(Alf Spans) Building Code:IBC Live Load Defl.(in) 0.061 @ 4'9 1/2" 0.231 Passed(1/999+), -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deli.(In) 0.117 @ 4'9 1/2" 0.463 Passed(L/945) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:U.(1/480)and it(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 9'5 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports orbs) Supports Total Available Requited Dead FloorTotal Accessories Uve 1-Trimmer-SPF 3.50" 3.50" 1.50" 1365 1472 2837 None 2-Column-SPF 3.50" 2.25" 1.50" 1364 1472 2836 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 9'7" 8' 34.0 38.4 Residential-Living Areas Weyerhaeuser Notes tA:,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 disdaims 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.cam/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Page 105 of 250 , COMPANY PROJECT - 'r WoodWorks® rf . Ci�9'E�.S�'F ftk.¢ttr}fi't7 tJt Sit;V Nov.28,2015 14:38 DB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load1 Dead Full Area 10.00 (4.00)*" No Load2 Live -Full Area 40.00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : ,,,,o, /4.",, 2-"'i, ,", '/ i ',70/MF,.1,,, ,,/,,,,fl,ille f ,,,,/,`.., 9, '%/14/4474,41ff 7.7"fel;7 7 9 1'r/,fig" Vrg',I''' ''' ' ' ii,vw,, ,/i/v. ,„/4' -7,,, , f',/ /,,/ 4/,, 1; '/ ice. .. ,�` /'•� Al, 0' Dead 218 218 Live 720 720 Total 938 938 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, Hem-Fir,No.1,6x8" Self Weight of 8.52 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 29 Fv' = 112 fv/Fv' = 0.26 Bending(+) fb = 491 Fb' = 780 fb/Fb' = 0.63 Live Defl'n 0.10 = <L/999 0.30 = L/360 0.33 Total Defl'n 0.13 = L/837 0.45 = L/240 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 975 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 2 Fv' 140 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 2111 lbs-ft Shear : LC# 2 = D+L, V = 938, V design = 808 lbs Deflection: LC# 2 = D+L EI= 251e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 106 of 250 rrfrr, COMPANY PROJECT Woodworks®i r 'ref, rf Nov.28,2015 14:45 DJ1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads DeadFull Area 10.00 (2.00)* No Load2 Live Full Area 40.00 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : At 0' 8' Dead 89 89 Live 320 320 Total 409 409 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, Hem-Fir, No.2, 2x8" Self Weight of 2.25 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs. Allowable Stress(psi) and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 150 fv/Fv' = 0.32 Bending(+) fb = 747 Fb' = 822 fb/Fb' = 0.91 Live Defl'n 0.12 = L/806 0.27 = L/360 0.45 Total Defl'n 0.15 = L/630 0.40 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 0.806 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1,00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 818 lbs-ft Shear : LC# 2 = D+L, V = 409, V design = 347 lbs Deflection: LC# 2 = D+L EI= 62e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S--snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 107 of 250 f �f COMPANY PROJECT WoodWorks® f I' Nov.28,2015 14:47 post 1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Axial 3740 (Eccentricity = 0.00 in) Load2 Live _Axial 4146 (Eccentricity = 0.00 in) MAXIMUM REACTIONS(lbs): rS n 0' 10' Lumber Post, D.Fir-L, No.2,4x8" Self Weight of 6.03 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb:1.00 x 10.00=10.00[ft]; Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial tc = 313 Fc' = 381 fc/Fc' = 0.82 Axial Bearing fc = 313 Fc* = 1417 fc/Fc* = 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.269 1.050 - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P - 7946 lbs (D-dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. V Page 108 of 250 COMPANY PROJECT WoodWo rks® Nov.28,2015 14:52 post 1 bottom floor Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Axial 6100 (Eccentricity = 0.00 in) Load2 Live Axial 6368 (Eccentricity = 0.04 in) MAXIMUM REACTIONS (lbs): 10' Lumber Post, D.Fir-L, No.2,3-1/2x9-1/2" Self Weight of 7.9 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00(ft];Load combinations:ICC-IBC; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database. Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi) and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 377 Fc' = 379 fc/Fc' = 0.99 Axial Bearing fc = 377 Fc* = 1350 fc/Fc* = 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.281 1.000 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 12547 lbs (D=dead L=live S=snow W=w.ind Z=impact C=construction CLd=concentrated) (All LC's are listed in the Analysts output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application, it I POge 109 of 250 4D i 4D NM i 1011113FAI mi • 41)"ii"; ':5.1411:JilikNire-kar... .7.— ,,-44..... 4. ,....,„.;,.. , „....,.,,,,...: 1,,,,,, 411 , „ .eidt) 1.4.11.60a ,AjØ4p % coillr"� # %d,43D 44ID 4D • . 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CLIENT:i-F--,) Portland,Oregon 97223 Page 110 of 25CY--E 503-624-7005 PROJECT: 776 offi-AP iltOrS A Li Central Oregon 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 NUMBER: /S---7'' 09- Nlitaqvc/45 541-383-1828 /042„)F404-ilft4/1V4 FROELICH 0 Denver Office DATE:/0/(5 ENGINEER 12303 Airport Way,Suite 200 SA Broomfield,Colorado 80021 wwwirodich-engineen,cora 720-560-2269 BY: 12-ilfr'- - W.,2„.- /1 D:7 4 R,i4 D gi i : listx 6 .ict DI / ... ./ W--- is I vs 2DPE #,S-#7251P#P#) Rik421...„, mm- 0 -N zt /2, ; D r 4).1 ..F.1- :::72,5f," RADL 3; , ‘ . 1 Viz- ?..5, D 2e, ge .., f IS'c.., 2C I let/7- ee DczcOerts-c-zW1) Ki37, : . . T-cw -4 Page 111 of 250 r ICOMPANY PROJECT WoodWorks� ,000,Ake i#$Cb";1 4rfill4”., Nov.28,2015 15:12 RHDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Full Area 20.00(17.00)* No Load2 Snow Full Area 25.00(17.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : p l��l��,! ��/��r J' f' rl;r�' ff f1�!f Via'` , � rtr I r r .,,, 1 �,'..., , fz ..3' fTl 9, Dead 131 2164 Live 159 2630 853 Total 291 4794 1036 Bearing: 1889 LC number 2 2 Length 1.00 1.02 2 Cb 1.00 1.37 1.00 1.00 Timber-soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Anal sis/Design Shear fv - 83 Fv' = 195 fv/F' v' = 0.42 Bending(+) fb = 536 Fb' = 1380 fb/Fb' = 0.39 Bending(-) fb = 609 Fb' = 1380 fb/Fb' = 0.44 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.11 Total Defl'n 0.04 = <L/999 0.30 L/240 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.002 Fb'- 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - 1.00 1.00 E' 1.66 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 2302 lbs-ft Bending(-) : LC# 2 = D+S, M = 2615 lbs-ft Shear : LC# 2 = D+S, V = 2760, V design = 2276 lbs Deflection: LC# 2 = D+S EI= 309e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W=wind I-impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 112 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 15:13 RHDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(15.00)* No Load2 Snow Full Area 25.00(15.00)*_ No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) L p 0' 6' Dead 918 918 Live 1125 1125 Total 2043 2043 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi) and Deflection(in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 96 Fv' = 207 fv/Fv' = 0.47 Bending(+) fb = 1199 Fb' = 1481 fb/Fb' = 0.81 Live Defl'n 0.06 = <L/999 0.20 = L/360 0.29 Total Defl'n 0.11 = L/685 0.30 = L/240 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.7 million 1.00 1.00 -- - - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+S, M = 3065 lbs-ft Shear : LC# 2 = D+S, V = 2043, V design = 1632 lbs Deflection: LC# 2 = D+S E1= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 113 of 250 COMPANY PROJECT refr. WoodWorks' Fi r Nov.28,2015 15:14 RHDR3 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(12.50)* No Load2 Snow Full Area 25.00(12.50)* No 'Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 0' V Dead 832 832' Live 1016 1016 Total 1848 1848 Bearing: LC number 2 2 Length _ 1.00, 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 89 Fv' = 207 fv/Fv' = 0.43 Bending(+) fb = 1175 Fb' = 1479 fb/Fb' = 0.79 Live Defl'n 0.07 = <L/999 0.22 = L/360 0.31 Total Defl'n _ 0.12 = L/645 0.32 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - _ - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 3003 lbs-ft Shear : LC# 2 = D+S, V = 1848, V design = 1504 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 114 of 250 rr� '«<. COMPANY PROJECT , f f WoodWorks® Nov.28,2015 15:15 RB1 Design Check Calculation Sheet Sizer 2004a LOADS (Ills,psf,or plf) : Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Load' Dead Full Area 20.00 (7.50)* No Load2 Snow Full Area 25.00 (7.50)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : &i''.,'",`a"'it y ,,, ' WI."'"7,7,37,0' ;`'''lif'///4/ ,, 40: i/7. *,' •4A%7/> "/ ``"/- 0' 2' 10'-6" 13' Dead 1271 1200 Live 1491 1407 Uplift 581 Total 2762 273 2607 Bearing: LC number 0 2 2 0 Length 0.00 1.00 1.00 0.00 Cb 0.00 1.88 1.98 0.00 Timber-soft, D.Fir-L, No. 1,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 46 Fv' - 195 fv/Fv' = 0.24 Bending(+) fb = 308 Fb' = 1380 fb/Fb' = 0.22 Bending(-) fb = 432 Fb' = 1380 fb/Fb' = 0.31 Live Defl'n 0.02 = <L/999 0.28 = L/360 0.08 Total Defl'n 0.04 = <L/999 0.42 = L/240 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1,00 1,00 - 2 Fb'- 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1,00 1,00 - 2 Fv' 170 1.15 1.00 1,00 - - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1,00 - - - - 1.00 1,00 - - E' 1.6 million 1.00 1.00 - - - - 1,00 1,00 - 2 Bending(+) : LC# 2 = D+S, M = 1324 lbs-ft Bending(-) : LC# 2 = D+S, M = 1857 lbs-ft Shear : LC# 2 = D+S, V = 1486, V design = 1269 lbs Deflection: LC# 2 - D+S EI= 309e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2,5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. Page 115 of 250 COMPANY PROJECT WoodWorks® o rnA,tRE F=JN i§tr iJb Sit;Y Nov.28,2015 15:16 RB2 Design Check Calculation Sheet Sizer2004a LOADS (lbs,Psf,or Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern `Loadi Dead Full Area 20.00 (6.00)* No Load2 Snow Full Area 25.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) f$777" 47K77.4437,& 77,-;?,/ 717-",;,,pri',/j/0/r,7y/177,roy,//6,4,//;,-/ p/11;1,77/91/‘`,") )(.9/". 1.`f,&°'71/10/*/0", ' ,Z7 ///' P,;(,1-7///, 4, „A 0' g' Dead 584 584 Live 675 675 Total 1259 1259 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No. 1,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 39 Fv' = 195 fv/Fv' = 0.20 Bending(+) fb = 659 Fb' = 1380 fb/Fb' = 0.48 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.24 Total Defl'n 0.13 = L/808 0.45 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 2833 lbs-ft Shear : LC# 2 = D+S, V = 1259, V design = 1084 lbs Deflection: LC# 2 = D+S EI= 309e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' t N 2 BUILDING A3-SECOND FLOOR FRAMING PLAN - dill NIL S 30k:ciits T 0 c) 7 44 .32" , 9 ()to' 3,5 03 3 7,3 the A& 311.,IT Ii ora 3 iltak AI Lill*7" * TYF ' AtInk +111311, **' 1 I Alt Alk f411W* . _.1Wf .. • __SV. . _ ___ _ j"---`•' -—-—-—-—- - ingr---•.,iii e,' , n .• 1, t iiielr) 6.0 0 1 . • „ ,. 4 14 SAT tit34 riot SOO ' r gi- ........,,,.... F.,......... ....,....... ,‘... ' -- • At., . r r - ,,,a,„ . , raar, Itaat . 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'�.. .u .. , 4Licensee NLic.# KW-06002304 Description: Buidling A3 Ftg 1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater that= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft z Footing Thicknes = 12.0 in Pedestal dimensions... px:parallel to X-X Axis = 7,0 in I''' pz:parallel to Z-Z Axis = 9.50 in Height = in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Q Reinforcing a ^ Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5.0 - -- t Reinforcing Bar 5izf = # 4 • , +n` ,. .‘1,, k Bandwidth Distribution Check (ACI 15.4.4.2) .x = Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads _.� D Lr L $._ W E H P:Column Load = 14.960 12.80 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k k V-z = Title Block Line 1 Project Title: Pae 118 You can change this area Engineer: g �rOiglsw using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 . P7 C2095 403PM File t _ S- � 7"u . „ ' INC. 8uild$t5 t B 1t 4 .; Lic.#. KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 1 DESIGN SUMMARY Design OK Min Ratio Item Applied Capacity Governing Load Combination PASS644 Soil B _. __ _..._,_-. ._.. ... .. earing 2.411 ksf 2.50 ksf +D+t.+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2976 Z Flexure(+X) 3.336 k-ft 11.211 k-ft +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2976 Z Flexure(-X) 3.336 k-ft 11.211 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2566 X Flexure(+Z) 2.876 k-ft 11.211 k-ft +1.200+0.50Lr+1.60L+1.6011 PASS 0.2566 X Flexure(-Z) 2.876 k-ft 11.211 k-ft +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2475 1-way Shear(+X) 20.334 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2475 1-way Shear(-X) 20.334 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2063 1-way Shear(+Z) 16.945 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2063 1-way Shear(-Z) 16.945 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.6011 PASS 0.3168 2-way Punching 52.054 psi 164.317 psi +1,20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& _ _ ___ Actual Soil BearingStress / gloml__..w. w Load Combination Gross Allowable Xecc Zecc Bottom, Z Top,+Z Le , X Right,+XActual i Allowable .._ . . _ .._.. 9-.,..-..... ._ Ratio X-X,+D+H 2.50 n/a 0,0 1,366 1.366 ... ___m n/a n/a 0.546 X-X,+D+L+H 2.50 n/a 0,0 2.411 2.411 n/a n/a 0.964 X-X,+D+Lr+H 2.50 n/a 0.0 1.366 1,366 n/a n/a 0,546 X-X,+D+S+H 2.50 n/a 0,0 1.366 1.366 n/a n/a 0.546 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0,0 2.150 2.150 n/a n/a 0.860 X-X,+D+0.750L+0.750S+H 2.50 n/a 0,0 2.150 2.150 n/a n/a 0.860 X-X,+D+0.60W+H 2.50 n/a 0.0 1.366 1.366 n/a n/a 0,546 X-X.+D+0.70E+H 2.50 n/a 0.0 1.366 1.366 n/a n/a 0.546 X-X,+D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0,0 2.150 2.150 n/a n/a 0.860 X-X,+D+0.750L+0.7505+0.450W+H 2.50 n/a 0.0 2.150 2.150 n/a n/a 0.860 X-X,+D+0.750L+0,750S+0.5250E+H 2.50 n/a 0.0 2.150 2.150 n/a n/a 0.860 X-X,+0.600+0.60W+0.601-1 2.50 n/a 0,0 0.8197 0.8197 n/a n/a 0.328 X-X.+0.60D+0.70E+0,60H 2.50 n/a 0,0 0.8197 0.8197 n/a n/a 0.328 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 1.366 1.366 0,546 Z-Z,+D+L+H 2.50 0,0 n/a n/a n/a 2.411 2.411 0.964 Z-Z,+D+Lr+H 2.50 0.0 n/a n/a n/a 1.366 1.366 0,546 Z-Z.+D+S+H 2.50 0,0 n/a n/a n/a 1.366 1.366 0.546 Z-Z,+D+0.750Lr+0.750L+H 2.50 0,0 n/a n/a n/a 2.150 2.150 0.860 Z-Z,+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 2.150 2.150 0.860 Z-Z.+D+0.60W+H 2.50 0.0 n/a n/a n/a 1.366 1.366 0.546 Z-Z.+D+0.70E+H 2.50 0,0 n/a n/a n/a 1.366 1.366 0.546 Z-Z.+D+0.750Lr+0,750L+0.450W+H 2.50 0.0 n/a n/a n/a 2.150 2.150 0.860 Z-Z,+D+0.750L+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a 2.150 2.150 0.860 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.50 0,0 n/a n/a n/a 2.150 2.150 0.860 Z-Z.+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.8197 0.8197 0,328 Z-Z,+0.60D+0.70E+0.60H 2.50 0,0 n/a n/a n/a 0.8197 0.8197 0.328 Title Block Line 1 . Project Title: len You can change this area Engineer: Pag@ 119 roct lu: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. y Title Block Line 6 Printed:7 DEC 2015,3 58P General Footing Fae=t12o15tt - - rt � ENERrAt fN '19834)1'5;0610-1'' 7416.4.15.114 ;t; Lie.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength _ 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122,0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Min Steel%Bending Reinf. = Footing base depth below soil surface = 0.0 ft Min Steel %Temp Reinf. 0,00180 Allowable pressure increase per foot of depth = 0.0 ksf when footing base is below = 0.0 ft Min.Overturning Safety Factor _ 1.0 ;1 •Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft ._. Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in r Pedestal dimensions... r.` X px:parallel to X-X Axis = 7.0 in pz:parallel to Z-Z Axis = 9.50 in Height = 0.0 in a Rebar Centerline to Edge of Concrete... • m at Bottom of footing = 3.0 in ;0 ..__._._� ,_ , II Reinforcing 2 w Bars parallel to X-X Axis Number of Bars 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 Reinforcing BarSizt = # 4 , � 33-k4E4M p Naegn. , 70404 Bandwidth Distribution Check (ACI 15.4.4.2) .*..0 ,/. 4; ,, Direction Requiring Closer Separation n/a .„ #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 0 Lr. .__ L S_....._.-.. ..__ w E H Column Load = 7.480 0.0 7.680 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft µr . V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0,0 0.0 0.0 k Title Block Line 1 Project Title: Page' 120 9 2.40 You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed: 7 DEC 2015,3:58PM General Footing i'c tO k� i£i r 6 1s 07 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 2 DESIGN SUMMARY Design N.G, Min.Ratio Item Applied Capacity Governing Load Combination FAIL 1.018 Soil Bearing 2.546 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2138 Z Flexure(+X) 1.562 k-ft 7.306 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0,2138 Z Flexure(-X) 1.562 k-ft 7.306 k-ft +1,20D+1.60L+0.50S+1.60H PASS 0.1698 X Flexure(+Z) 1.240 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1698 X Flexure(-Z) 1.240 k-ft 7.306 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.1849 1-way Shear(+X) 15.189 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1849 1-way Shear(-X) 15.189 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1438 1-way Shear(+Z) 11.813 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1438 1-way Shear(-Z) 11.813 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2229 2-way Punching 36.630 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing_ Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable ,_ Load Combination... - Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 2.50 n/a 0.0 1.318 1.318 n/a n/a 0.527 X-X.+D+L+H 2.50 n/a 0.0 2.546 2.546 n/a n/a 1.018 X-X.+D+Lr+H 2.50 n/a 0,0 1.318 1.318 n/a n/a 0.527 X-X.+D+S+H 2.50 n/a 0.0 1.318 1.318 n/a n/a 0.527 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0.0 2.239 2.239 n/a n/a 0.896 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 2.239 2.239 n/a n/a 0.896 X-X.+D+0.60W+H 2.50 n/a 0.0 1.318 1.318 n/a n/a 0.527 X-X,+D+0.70E+H 2.50 n/a 0.0 1.318 1.318 n/a n/a 0.527 X-X,+D+0,750Lr+0.750L+0.450W+H 2.50 n/a 0,0 2.239 2.239 n/a nla 0.896 X-X,+D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 2.239 2.239 n/a n/a 0.896 1 X-X,+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 2.239 2.239 n/a n/a 0.896 X-X,+0.60D+0,60W+0.60H 2.50 n/a 0.0 0.7906 0.7906 n/a n/a 0.316 X-X,+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.7906 0.7906 n/a n/a 0.316 Z-Z.+D+H 2.50 0.0 n/a n/a n/a 1.318 1.318 0.527 Z-Z.+D+L+H 2.50 0.0 n/a n/a n/a 2.546 2.546 1.018 Z-Z.+D+Lr+H 2.50 0.0 n/a n/a n/a 1.318 1.318 0.527 Z-Z,+D+S+H 2.50 0.0 n/a n/a n/a 1.318 1.318 0.527 Z-Z.+D+0.750Lr+0,750L+H 2.50 0,0 n/a n/a n/a 2.239 2.239 0,896 Z-Z,+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 2.239 2.239 0.896 Z-Z.+D+0,60W+H 2.50 0.0 n/a n/a n/a 1.318 1.318 0.527 Z-Z,+D+0.70E+H 2.50 0.0 n/a n/a n/a 1.318 1.318 0.527 Z-Z,+D+0.750Lr+0,750L+0.450W+H 2.50 0,0 n/a n/a n/a 2.239 2.239 0.896 Z-Z,+D+0.750L+0.750S+0.450W+H 2.50 0,0 n/a n/a n/a 2.239 2.239 0.896 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.50 0,0 n/a n/a n/a 2.239 2.239 0.896 Z-Z,+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.7906 0.7906 0.316 Z-Z,+0.60D+0,70E+0.60H 2.50 0,0 n/a n/a n/a 0.7906 0.7906 0.316 Title Block Line 1 Project Title: { cn You can change this area Engineer; Page 121 cg tTD. using the Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnne 4.pOPM File 112015%1 ia r � ,v y. r l. a • � $'Lice.#ne: KrWa'-0F60Q02O314 -Licensee: FFOE_iCFi CONSULTING ENGINEERS SDescription: Buidling A3 Ftg 3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength - 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) _ 250.0cf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 9 Values Flexure _ 0.90 = 0.30 p Shear - 0.750 Analysis Settings Increases based on footing Depth Min Steel Bending Reinf. Footing base depth below soil surface = 0.0 ft Min Stew%Temp Reinf. - 0.00180 Allowable pressure increase per foot of depth = 0.0 ksf Min.Overturning Safety Factor = 1.0 :1 when footing base is below = 0.0 ft Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear • No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 10.0 in Pedestal dimensions,.. ' • X px:parallel to X-X Axis = 7.0 in pz:parallel to Z-Z Axis = 9.50 in Height = 0.0 in Rebar Centerline to Edge of Concrete... Q (0 at Bottom of footing = 3.0 in m ,._.. _.. +tr __ Reinforcing �t a� -. 2 w Bars parallel to X-X Axis - Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars 3.0 " � . . fiFilw.��, Reinforcing BarSizf = # 4 , *. �r } �' r Bandwidth Distribution Check (Act 15.4.4.2) '. • r 4:04 to . rialCAVAArKiPle . Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads r IS W P:Column Load 0.4360 0.0 1.440 H OB:Overburden = 0 0 0 0 0.0 0.0 k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0,0 0.0 k-ft V-x = 0.0 0.0 0.0 0,0 0.0 V-z 0.0 0.0 0.0 0.0 0.0 0,0 0,0 k 0,0 0.0 k Title Block Line 1 Project Title: Pae 122 ff >>���� You can change this area Engineer: g �rbi cCtt . using the Settings menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:7 DEC 2015,4:OOPM Gene0a1;Footing . 4 4x , . .r, , t061.:,4 3+ !? 4'",. !.ftei`.Er 15 2,4-`;; Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 3 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.2359 Soil Bearing 0.5898 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0,0 k No Uplift PASS 0.01958 Z Flexure(+X) 0.1773 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01958 Z Flexure(-X) 0,1773 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01425 X Flexure(+Z) 0.1290 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01425 X Flexure(-Z) 0.1290 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01366 1-way Shear(+X) 1.122 psi 82.158 psi +1,20D+0.50Lr+1.60L+1.60H PASS 0.01366 1-way Shear(-X) 1.122 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.003414 1-way Shear(+Z) 0.2805 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.003414 1-way Shear(-Z) 0.2805 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.02337 2-way Punching 3.840 psi 164.317 psi +1,20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.50 n/a 0.0 0.2298 0.2298 n/a n/a 0.092 X-X.+D+L+H 2.50 n/a 0,0 0.5898 0.5898 n/a n/a 0.236 X-X,+D+Lr+H 2.50 n/a 0.0 0.2298 0.2298 n/a n/a 0.092 X-X.+D+S+H 2.50 n/a 0.0 0.2298 0.2298 n/a n/a 0.092 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0.0 0.4998 0.4998 n/a n/a 0.200 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 0.4998 0.4998 n/a n/a 0.200 X-X,+D+0.60W+H 2,50 n/a 0.0 0.2298 0,2298 n/a n/a 0.092 X-X,+D+0.70E+H 2.50 n/a 0,0 0.2298 0.2298 n/a n/a 0.092 X-X.+D+0,750Lr+0.750L+0.450W+H 2.50 n/a 0.0 0.4998 0.4998 n/a n/a 0.200 X-X.+D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 0.4998 0.4998 n/a n/a 0.200 X-X.+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 0.4998 0.4998 n/a n/a 0.200 X-X,+0.60D+0.60W+0.60H 2.50 n/a 0.0 0.1379 0.1379 n/a n/a 0.055 X-X,+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.1379 0.1379 n/a n/a 0.055 Z-Z,+D+H 2.50 0,0 n/a n/a nia 0.2298 0.2298 0.092 Z-Z,+D+L+H 2.50 0,0 n/a n/a n/a 0.5898 0.5898 0.236 Z-Z.+D+Lr+H 2.50 0.0 n/a n/a n/a 0.2298 0.2298 0.092 Z-Z,+D+S+H 2.50 0.0 n/a n/a n/a 0.2298 0.2298 0.092 Z-Z,+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 0.4998 0.4998 0.200 Z-Z,+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 0.4998 0.4998 0.200 Z-Z,+D+0.60W+H 2.50 0,0 n/a n/a n/a 0.2298 0.2298 0.092 Z-Z,+D+0.70E+H 2.50 0.0 n/a n/a n/a 0.2298 0.2298 0.092 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.50 0,0 n/a n/a n/a 0.4998 0.4998 0.200 Z-Z,+D+0.750L+0.750S+0.450W+H 2.50 0,0 n/a n/a n/a 0.4998 0.4998 0,200 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.50 0,0 n/a n/a n/a 0.4998 0.4998 0.200 Z-Z,+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.1379 0.1379 0.055 Z-Z,+0,60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.1379 0.1379 0.055 (5 5„, (,- .15 5. .„ , ,f1„.ft l- $ I• 1 1 II .., ' Ik, 41 - I 40. 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P. . ,a ii 0 4. 40 . v 0 0 i , ' :;* , 411:71-1 4D1111111-1Mqit - ,'•D • 4D ,. f . .11 ..---- II : • 16,04...411D i 1 .L: 4104111111kaitl C->---. • ------------4-, ci . ,,,„ Et. ......, •• - --- ---- .' 1 ta's. ..112,Z,t,./ ' /1-, --,4„, 4 Li Main Office CLIENT:L.w„, 6969 SW Hampton St. Portland,Oregon 97223 Page 128 of 2509, , 503-624-7005 PROJECT:771 # Ato) Central NW mntral Oego 745 tWashington Dr#205 NUMBER/5% ot', Bend,Oregon Oregon 97701 541-383-1828 F R O E L I C H C] Denver Office DATE: ENSINEERS12303 Airport Way,Suite 200 X Broomfield,Colorado 80021 BY: ilfrlf— w in milt Ir engmeers(Ann 720-560-2269 - . 7c--- WL (02:2Wft-711c, ,L,if --- 1 ' g rib TS-X ilg e rs?:, Mt(014i F liplYa*) RA 773-1,-116 0 Etztvrt--- V-L---- II • i iolt f ..0 1 4.--„gf,' I WI-t P2-39t5F It tv-alor) g 2/00. ifa, t /1'1 . 7V - • FLI9 it 1Lf,5#: Y f*,.„#_ it f /'7 / F44:- .1 /3.5t, A pif 4 Wz(Pr31/6"t't-4'940,1 , . „. „._ „,„„„ ed I . ..........„ .. ,.,.. _ , ,_ .... ,„„_„, 45' W*LO Z.;23113F i- le- ' 31 ' ilk ilia° e7s, - iif -.\ P.4041-fOr+ iliftOri „,„ je iv T:146 t I #Iffi 717.11/8(2.2,9 %._._ 4 ci, Man Office 6969 SW Hampton St. Portland,Oregon 97223 Page 129 of 2541 503-624-7005 CLIENT: PROJECT: 1;4 El Central Oregon 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 541-383-1828 NUMBER/c— f.().ft Boaz/04 45- FROELICH El Denver Office DATE: 4/ ENINEERS12303 Airport Way,Suite 200 G3 Broomfield,Colorado 80021 vo,,,w fr,w1p.h-ertgln eel s,om 720-560-2269 BY: li-rt- ........ _ , ,,,i,,,,,_ iv- rimi 10:°YeAgi-4r 44&',-) if 44' 4 j--- 4., /PS( l:773:T) 4 0 I f4 pc_ ,, Wt n.:75 (bz 341"-ft-v.41)pr) Ft.3 2 ; ri I dt LS' L WO 47-,-; f5 Pvi0f)fif i'WO./ 1- 47 . 2W,/ /41V-I ii --1 VW cv,k 0 OF.,Y1 _ 4,:tiL247, 4 Ht.-:2- s' I— w 05, ,,...• arosi. '7 1 ., ,,,_ kif'ifv,13 (D z 3w i C-gnet fi,) th*tr, L / .,, , . pz-Dr z14'3 L. r. in" 4,-..- 00 4,5 P- 7ii/s/r?et z9-opte:2) . . 144,4't _ 'V' ','•,, , . „,,,,,. x a a,, t;541-6do orli ( .1.:$6. CLIENT: 44+E> 6969 SW Hampton St. Page 130 of 250E Portland,Oregon 97223 503-624-7005 PROJECT: 71 • Ars- . EIE lCentralMain Office Or Oregon g o n 745 NW Mt.Washington Dr.#205 NUMBER: IS--75551 AA C/9//b( /45 . ., Bend,Oregon 97701 541-383-1828 zov4A-zovie.. , 4 eit& FROELICH 0 Denver Office DATE: /0/ 12303 Airport Way,Suite 200 ENGINEERSA Broomfield,Colorado 80021 W V,w.f“)eltch ellgineer,,,ont 720-560-2269 BY: A /I , W ty 1-;-, 1' 0..: to f5F frtz Vex, fr, 1,404,4, f ‘150" ''t,ot6 pi*/ ...,___._ c/ AtZ 7 (0-4-73wqr 1.-IWe) ttioti i a Oct e, 41 A 4 0 I. lArL,' ("D CAPC It lr,4*F) ------„, „ 66etr-7Ke. Iiii-r-#za. (-2 0,41,lig" tio D 13 ti t L.: i WI;7, 10 rietir f br: 4/-fr _-i 0.514-1- e-4 2 c6 DIZ „. ,,,,,e* 0 74/7 r i, WI If I MVP 1$10 P tirfriorsi.) K ) .+6‘ ,,,,,,r F 0 R I 1l l~ B:1T REPORT BUILDING A5,FJ1 Page 131 of 250 PASSED 1 piece(s) 11 7/8" TM® 210 @ 19.2" OC Overall Length: 17'3" 16'6" / 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual i i Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 884 @ 5 1/2" 1005(1.75") Passed(88%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Its) 884 @ 5 1/2" 1655 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3648 @ 8'8 1/2" 3795 Passed(96%) 1.00 1.0 D+1.0 L(AU Spans) Building Code:IBC Live Load Defl.(in) 0.308 @ 8'8 1/2" 0.412 Passed(1./642) — 1.0 D+1.0 L(Ail Spans) Design Methodology:ASD Total Load Defl.(in) 0.517 @ 8'8 1/2" 0.825 Passed(1./383) -- 1.0 D+1.0 L(All Spans) Ti-Pro""Rating 40 40 Passed -- •Deflection criteria:U.(1./480)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'4 1/16"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 analysts is based on composite action with a single layer of 23/32"Weyerhaeuser Edge""Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T3-Pro" Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories 1-Hanger on SPF stud wall 5.50" Hanger' 1.75"/-2 376 557 933 See note' 2-Hanger on 11 7/8"SPF beam 3.50" Hanger' 1.75"/-2 369 547 916 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger •'See Connector grid below for additional information and/or requirements. •'Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Sitnpsult Stronylle Connectors _ Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBV2.1/11.88 2.50° 6-10d common 4-10d common 2-10d x 1-1/2 2-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Uve Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 17'3" 19.2" 27.0 40.0 Residential-Living .. Areas Weyerhaeuser Notes ,,�i SUSTAINABLE FORESTRY INITIATIVE Weyer that the sizing of its Products will be In accordance with Weyerhaeuser product design criteria and ma:lashed design Weyerhaeuserexpressly any other related to the software.Refer to current Weyerhaeuser literature for Installationvalues. (w+wv - .com)Accessories(Rim BoardBlocking Panels and Squash Blocks)are not deskyted by this software.Use of this is not Intended to circumvent the need fine designs protestant as determined by the authority having jurisaction.The destimer of record,builder or framer is responsible to 'assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser factlides are third-party addled to sustainable forestry sbmdards,Weyerhaeuser Engineered Lumber Products have been evaluated by!CC ES under reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM stutdards. For talent code evaluation reports refer to http://www.woodbysyy.com/servicesisSodeRepottstrec The product application,input design loads,dimensions and support information have been provided by Forte Software Operator , .'-?oro..sx ti ' ":,. k res ; l ^lar,, e,e,4,9,.r s,,,,,,,.4.+�.'n F 0 RT E f.'" ' BUILDING A5,FJ2 Page 132 of 250 i'/aI4 L 1001 1 piece(s) 11 7/8"TM® 110 @ 24" OC Overall Length: 10'3" 9 6" El L) 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 LDP Load:Combination(Pattern) System:Floor Member Reaction(lbs) 637 @ 5 1/2" 910(1.75") Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 637 @ 5 1/2" 1560 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1512 @ 5'2 1/2" 3160 Passed(48%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.058 @ 5'2 1/2" 0.237 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.096 @ 5'2 1/2" 0.475 Passed(L/999+) — 1.0 D+1.0 L(All Spans) T]-Prot"Rating 56 40 Passed -- -- • Deflection criteria:LL(L/480)and TI(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge•"Panel(24"Span Rating)that Is glued and nailed down. •Additional considerations for the T7-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Totali Accessories 1-Hanger on 11 7/8'SPF beam 5.50" Hanger'. 1.75"/-2 281 417 698 See note' 2-Hanger on SPF stud wall 3.50" Hanger'. 1.75"/-2 272 403 675 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length I Required Bearing Length with Web Stiffeners Connector:Simpson Strati -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger 1TS1.81/11.88 2.00" 4-10d common 2-10d common N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 10'3" 24" 27.0 40.0 Residential-Living _ Areas Weyerhaeuser Notes ;- SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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 IT a Sol tvnart a rgr I. Job Hotels 11/2812015 731 13 ' 3/1 1-102/85 1lt*Sig L iEiJi3Y f4(." SS{ t Jg° x,x J/EaAF')AF PTM.I;u7. r 1 kziJC 1c)i1 aFORT - t Page133of250 ����,•R , " _ BUILDING A5,FJ3 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length:22'1/2" + + f r'' , 15 X4 6' s 0 0 0 Al!locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual tir Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2312 @ 15'7 1/4' 2295(3.50") Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1187 @ 15'5 1/2" 1716 Passed(69%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3221 @ 15'7 1/4" 3160 Passed(102%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC Live Load Den.(in) 0.196 @ 7 4 1/4" 0.379 Passed(1/929) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Dell.(in) 0.356 @ 7'3 7/8" 0.757 Passed(1/511) -- 1.0 D+1.0 L(Alt Spans) Ti-Pro""Rating 43 40 Passed -- — •Deflection criteria:LL(L/480)and TL(/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8 7/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •-254 lbs uplift at support 21'3 1/2".Strapping or other restraint may be required. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Ti-Pro'"Rating Include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Floor Supports Total Available Required Dead Total Accessories Uve 1-Hanger on SPF stud wall 5.50" Hanger' 1.77"/-2 448 535 983 See note 1 2-Stud wall-SPF 3.50" 3.50" 3.57" 1062 1250 2312 Web Stiffeners 3-Hanger on SPF stud wall 3.50" ` Hangerr 1.75"/-2 -12 251/-242 2511-254 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson -Tie CcomedruS Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBV1.81/11.88 3.00" 6-lad common 4-10d common 2-10d x 1-1/2 3-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 22'1/2" 24" 34.0 40.0 Residential-Living Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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 reety rraamrs�044r444 Jots Ph:Au�a 11728/2015 7,:33'04 ft P,r,.rr �-' £} s ,F, 2 aIC,)n Emote V6 0 4( TIGAFRD APARTMENTS Me Page 1 of 'I Page 134 of 250 F T E '' ,.= `"''''''.7 BUILDING A5,FJ4PASSED • 1 piece(s) 11 7/8" TM@ 210 @ 24" OC Overall Length:26'6 1/2" + + 2 146" 11If 0 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 L OF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2422 @ 15'1 1/4" 2505(3.50") Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1169 @ 14'11 1/2" 1821 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3247 @ 15'1 1/4" 3795 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.173 @ 7'3 11/16" 0.366 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Deft.(in) 0.295 @ 7'2" 0.732 Passed(L/597) -- 1.0 D+1.0 L(Alt Spans) TJ-Pro""Rating 48 40 Passed — -- -•Deflection criteria:U.(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6 7/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Ti-Pro""Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead FloorTotal Accessories 1-Hanger on SPF stud wall 5.50" Hanger' 1.75"/-2 427 539 966 See note, 2-Stud wall-SPF 3.50" 3.50" 3.50" 1113 1309 2422 Web Stiffeners 3-Hanger on SPF stud wall 3.50" Hanger, 1.75"/-2 265 421/-86 686/-86 See note, •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length I Required Bearing Length with Web Stiffeners Connector:Simpson Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBV2,1/11.88 2,50" 6-10d common 4-10d common 2-10d x 1-1/2 3-Top Mount Hanger TTS2.06/11.88 2,00" 4-10d common 2-10d common N/A r Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 26'6 1(2" 24• 34.0 40.0 Residential-Living Peas Weyerhaeuser Notes ', :;SUSTAINABLE FORESTRY INitiAnvE 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 ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to htip://www.woodbywy.comiservices/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator retie xottv,��rvt .rotco 6o3aSlt�lrze (1/28/2oi5 7.34a"16 P .:,�fnee ie 1 b-a.i i rt., i e' A,f 4 TIGAR D ATTAR'TRIER T.. .410 N"tie' ,3stkartl%iypt ID,.^.�,.2 R Page 135 of 250®® T "* A�. ,2 4"" BUILDING A5,FJ5 :, , 1 1 piece(s) 11 7/8" TM® 230 @ 24" OC Overall Length:28'6 1/2" + + �Yr ewgHFlY/ !/.m/9v/ /P.+rIOFb/1/b.SWA+.X'/Y /:///c'.Fin' ,fi ,ar//.FH 6A/,L% F/ fH/'//^/9X" Jn %/.%f/.f,:pui B � mvx.!Hx:seiv!H �dn'vhSH.Wo-A .iv�r/%5',u/izx.2i/F'9»M!u %/Fu./hY FiFmNmr! .rm,27,vv/!.!zw:4+.,'m�iz"/mu .»'LwF.sk!/N;.'*r/.r� 1 if 13 6' 4•x 14 D 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual o Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2571 @ 14'1 1/4" 2765(3.50") _Passed(93%) 1.00 1.0 D+1.0 L(AII Spans) Member Type:Joist Shear OIbs) 1164 @ 14'3" 1821 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential • Moment(Ft-lbs) -3576 @ 14'1 1/4" 4215 Passed(85%) 1.00 1.0 D+1.0 1(All Spans) Building Code:IBC Live Load Defl.(In) 0.149 @ 21'6 7/8" 0.354 Passed(1/999+) 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Dell.(in) 0.239 @ 21'9 3/4" 0.707 Passed(11710) — 1.0 D+1.0 L(Alt Spans) Ti-Pro'"Rating 51 40 Passed -- — •Deflection criteria:LL(4480)and TL(11240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'11 1/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the 13-Pro"'Rating include:5/8"Gypsum ceiling,pour flooring overlay. Searing Length Loads to Supports(Lbs) Supports Total Available 'Required Dead Floor Total Accessories Live , 1-Hanger on SPF stud wall 5.50" Hangers 1.75"/-z 375 515/-38 890/-38 See note 1 2-Stud wall-SPF 3.50" 3.50" 3.50" 1181 1390 2571 Web Stiffeners 3-Hanger on SPF stud wall 3.50" Hanger' 1.75"/-2 385 517/-41 902/-41 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson ftranyile Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger IrS2.37/11.88 2.00" 4-10d common 2-10d common N/A 3-Top Mount Hanger 1T52.37/11.88 2.00" 4-10d common 2-10d common N/A • Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Un form(PSF) 0 to 28'6 1/2" 24" 34.0 40.0 Residential-living, _Aras Weyerhaeuser Notes _.. ,%' :.SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details, (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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 f-1F arm Sr ora Opt.rator Wigs_..,_ _....�.,..,_.. ,.._ ..__... ......, ,__ ..t Forte 35 0 Design Engine Vii 4% 0 15335,i I T `; l R;GA APA 'TFNT 41 t FTMEMBER REPORT BUILDING A5, FJ6 Page 136 of 250 PASSED 1 piece(s) 11 7/8" TM® 210 @ 24" OC Overall Length: 14'3" 13'6" a All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal, Design Results Actual©Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 999 @ 5 1/2" 1005(1.75") Passed(99%) 1.00 1.0 D+1.0 1.(All Spans) Member Type:Joist Shear(lbs) 999 @ 51/2" 1655 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3372 @ 7 2 1/2" 3795 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(in) 0.179 @ 7'2 1/2" 0.338 Passed(L/904) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft(in) 0.332 @ 7'2 1/2" 0.675 Passed(1./489) — 1.0 D+1.0 L(Ali Spans) T)-Pro'"'Rating 46 40 Passed • Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'5 11/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed, • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T3-Pro""Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead For Total Accessories 1-Hanger on 11 7/8"SPF beam 5.50" Hanger' 1.75"/-2 490 577 1067 See note' 2-Hanger on 11 7/8"SPF beam 3.50" Hangers 1.75"/-' 479 563 1042 See rote' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector Simpson Stron -Tie Connectors Support Model Seat Length Top Mails Face Nails Member Mails Accessories 1-Top Mount Hanger IT52.06/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS2.06/11,88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14'3" 24" 34.0 40.0 Residential-Living Areas Weyerhaeuser Notes • ,_,�;SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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/sences/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • .-, .�_ -4- BUILDING A5,FJ7 Page 137 of 250 1).66,;617,1) .41 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length: 14'5" + + F y/%/"/rf/ � %Yhr-'//NHF,.:."// FFf//Y/F.xtf/dk/./F/.xiHhbr N�.G/3/% /�/ iFiry/' ///.q//?%!//fY.% �+'.///! F rf //. v.rFi.-:uevui.:w ,xd:iaAuuec'. H 9r9.c'/.e-b^i' ,.F�///F /.G2eY.d'rz+ M',ussvutui5d .zY.i.L4�+�/m• //vAt/NfiYrr.HWrt/f... ' I' 13'8". 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Actual location Allowed Result LDF Load:Combination(Pattern) System:Floor Design Results � y� Member Reaction(lbs) 905 @ 5 1/2" 910(1.75") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 905 @ 5 1/2" 1560 Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3053 @ 7'2 1/2" 3160 Passed(97%) 1.00 1.0 0+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.201 @ 7'2 1/2" 0.338 Passed(L/805) -- 1.0 0+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.337 @ 7'2 1/2" 0.675 Passed(1/480) — 1.0 D+1.0 L(All Spans) TJ-Pro"Rating 44 _ 40 Passed -- -- •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 2'9 13/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge""Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Ti-Pro"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Hanger on 11 7/8"SPF beam 5.50" Hanger' 1.75"/-2 389 577 966 See note 1 2-Hanger on 11 7/8"SPF beam 5.50" Hanger' 1.75"/-2 389 577 966 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1,81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS1.81/11„88 2.00" 4-10d x 1-1/2 2-1Od x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14 5" 24" 27.0 40.0 Residential-Living r Aseas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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/servlces/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Fore Softworo Operator Jot,Notes )1/2812015 7.39 3 l PM . . . .._. /.. eFort ~5 ,Design Engine V r 4 04 s F"/ ARD APARTMENTS 410 i Page 1of1 ' FFTEpBUILDING as, FJS Page 138 of 250 -t,i , 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length: 13'5" + + N i / 12'6" a o Ail locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Sr Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 925 @ 5 1/2" 925(1.81") Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 925 @ 5 1/2" 1560 Passed(59%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2891 @ 6'8 1/2" 3160 Passed(91%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.152 @ 6'8 1/2" 0.313 Passed(L/987) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.281 @ 6'8 1/2" 0.625 Passed(L/533) -- 1.0 D+1.0 L(All Spans) TI-Pro'"Rating 48 40 Passed -- -- •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 2'10 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Ti-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Fioor Total Accessories Live 1-Hanger on 11 7/8"SPF beam 5.50" Hanger' 1.81"i-2 456 537 993 See note' • 2-Hanger on 11 7/8"SPF beam 5.50" Hanger, 1.81"/-2 , 456 537 993 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners - Connector:SiStrang-Tie Conn Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 NJA Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 13'5" 24" 34.0 40.0 Residential-Using _Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product and published design values. Weyerhaeuser erpressty disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for instaltatIon details,. (www.woodbywy.com)Accessories(Rim Board,.Blocking Panels and Squash Blocks)are not designed by thissoftUse atlas softwme is not intended to circumvent the need for a design professional as determined by the authority having jurisdction.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.woodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator 1 zsrtc Yofte',rN°r#g r roklf J tfix. _ '11/2622015 € 'l £1 ! F,xte 25.(4 oqri Engine '76 4 0 40 y,m i TIGAR. APARTMENTS eilt 7011.r r rs3' ,r j g Page l 4:A'I F 0 R T E MEMBER REPORT BUILDING A5,FBI Page 139 of 250 PASSED 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam®PSI Overall Length: 11'1" o ; r i s 7- 10'6° g or 'i 0 l] 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 LVF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 5505 @ 2" 7656(3.50") Passed(72%) — 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 4233 @ 1'3 3/8" 8035 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 14351 @ 5'6 1/2" 19902 Passed(72%) 1.00 1.0 D+1.0 1(All Spans) Building Code;IBC Live Load Den.(in) 0.184 @ 5'6 1/2" 0.269 Passed(L/700) -- 1.0 D+1.0 1(All Spans) Design Methodology:ASD Total Load Den.(in) 0.345 @ 5,6 1/2" 0.538 Passed(L/374) — 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 11'1"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. Bearing Length Leads to Supports Obs) Supports Total Available Required Dead Floor Lune Total Accessories 1-Stud wall-DF 3.50" 3.50" 2.52" 2568 2937 5505 Blocking 2-Stud wall-DF 3.50" 3.50" 2.52" 2568 2937 5505 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 11'1" 13'3" 34.0 40.0 Residential living Meas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.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 Y- Page 140 of 250 PASSED MEMBER REPOR1 '11-41FORTE ' BUILDING A5'FB2 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length: 12'1' I * 4, 4 11'6" [I 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 Loath Combination(Pattern) System:Floor Member Reaction(lbs) 6226 @ 2" 7656(3.50") Passed(81%) — 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 4905 @ 1'3 3/8" 8035 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 17784 @ 6'1/2" 19902 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Uve Load Dell.(in) 0.268 @ 6'1/2" 0.294 Passed(L/527) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(In) 0.502 @ 6'1/2" 0.587 Passed(L/281) — 1.0 D+1.0 L Spans) • Deflection criteria:LL(1/480)and Ti.(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 12'1"ofc unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(Ms) SupportsFloor Total Available Required Dead Total Accessories Uve 1-Stud wall-OF 3.50" 3.50" 2.85" 2903 3323 6226 Blocking 2-Stud wall-DF 3.50" 3.50" 2.85" 2903 3323 6226 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'1" 13'9" 34.0 40.0 Residential-Living Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product desigrt alteria and putashed design values. Weyerhaeuser expressly dsciaims any Ohm warrant/es related to the software.Refer to current Weyerhaeuser literature for instigation details. (www.woortywy.corn)Accessories(Rim Board,Mocking Panels and Squash Blocks)are not designed by MIS software.Use of this software is not blooded le circumvent the need for a design professional as determined by the authority having juriscgction.The designer of record,builder or fmmer is responsible to assure that this caloaation is compatible with the overall project Products manufactured at Weyerhaeuser bailees are third-peaty certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under tedwital reports ESR 1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to httpiliwww.woodbywy.cordorrviazds_CodeRedarts.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Page 141 of 250 ,,•ifl COMPANY PROJECT F WoodWorks® Nov.28,2015 19:50 HDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (8.50)* No Load2 Live Full Area 40.00 (8.50)* No Load3 Dead Full Area 24.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : a 4 0' 6, Dead 705 705 Live 1020 1020 Total 1725 1725 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 81 Fv` = 180 fv/Fv' = 0.45 Bending(+) fb = 1013 Fb' = 1289 fb/Fb' = 0.79 Live Defl'n 0.05 = <L/999 0.20 = L/360 0.26 Total Defl'n 0.09 = L/811 0.30 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 2.588 lbs-ft Shear : LC# 2 = D+L, V = 1725, V design = 1378 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind 1=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 142 of 250 COMPANY PROJECT ofitWoodWorks® ,. Nov.28,2015 19:50 HDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,Psf,or pif) : Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Full Area - 16.00 (8.50)* No Load2 Live Full Area 40.00 (8.50)* No Load3 Dead Full Area 24.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : II A A 0' 3' 6' Dead 264 881 264 Live 383 1275 383 Total 647 2156 647 Bearing: ' LC number 2 2 2 Length 1.00 1.00 1.00 Cb 1.00 1.61 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 pit automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection(in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 43 Fv' = 180 fv/Fv' = 0.24 Bending(+) fb = 142 Fb' = 1296 fb/Fb' 0.11 Bending(-) fb = 253 Fb' = 1299 fb/Fb' = 0.19 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.997 1.300 1.00 1.00 1.00 1.00 - 2 Fb'- 1000 1.00 1.00 1.00 0.999 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1,00 1.00 - - - 1.00 1.00 1.00 2 Fcp' 625 - 1,00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 364 lbs-ft Bending(-) : LC# 2 = D+L, M - 647 lbs-ft Shear : LC# 2 D+L, V = 1078, V design = 731 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 143 of 250 COMPANY PROJECT f` 1 WoodWorks® Nov.28,2015 19:58 HDR3 Design Check Calculation Sheet Sizer2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Full Area 34.00(10.75)* No Load2 Live Full Area 40.00(10.75)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : A A 0' 3' Dead 557 557 Live 645 645 Total 1202 1202 Bearing: LC number 2 2 Length 1,00 1,00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports;Load combinations:ICC-IBC; Analysis vs. Allowable Stress (psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 42 Fv' = 180 fv/Fv = 0.24 Bending(+) fb = 353 Fb' = 1295 fb/Fb' = 0.27 Live Defl'n. 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1,00 1.00 0.996 1.300 1.00 1.00 1.00 1.00 2 Fv' 180 1.00 1,00 1,00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1,00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1,00 - 2 Bending(+) : LC# 2 - D+L, M = 902 lbs-ft Shear : LC# 2 = D+L, V = 1202, V design = 718 lbs Deflection: LC# 2 - D+L EI= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd-concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 144 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 19:58 HDR4 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pit) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full. Area 34.00 (8.50)* No Load2 Live Full Area 40.00 (8.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : LS 0' 6' Dead 885 885 Live 1020 1020 Total 1905 1905 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi) and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 90 Fv' = 180 fv/Fv' = 0.50 Bending(+) fb = 1118 Fb' = 1289 fb/Fb' = 0.87 Live Defl'n 0.05 = <L/999 0.20 = L/360 0.26 Total Defl'n 0.10 = L/734 0.30 L/240 0.33 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.992 1.300 1,00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1,00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - _ - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 2858 lbs-ft Shear : LC# 2 = D+L, V = 1905, V design = 1521 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 145 of 250 COMPANY PROJECT In WoodWorks® :+FFi iXa<r.W 4i+:r!;;;reit'{,•: Nov.28,2015 19:58 HDR5 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 34.00 (7.50)* No Load2 Live Full Area 40.00 (7.50)* No Load3 Dead Point 2903 1.50 No Load4 Live Point 3323 1.50 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and ew c '!.01�ii3i%�/rii'1�roj.�.r✓/'�3rfl:/�f�,,1'�//r BEA R Irfa,NjG L q`ENG' T� HV-S'.✓cX�(in�f!r3) : ' w`/f �rnVn' �r`�'%/t�l/rr ? / .r % 'y x/1 .9� � �� / /WYf�,rr�lrr r aq i, /' • poh4W ,,�- / r7Yi<ra' vJ / ! jPS ' Ir% J I ;I r�r 'r9� f6a'f` a1 .�� W/ �c / 1;1, r� s�'* o 1 ,��:' r i fr�/� k' /,• 44'zt rj � ,.;i y yi {f r d a � � `/' r % Xrlij .j' 3 .. ,r✓'�'�'f�`'.r � ��/� Nrb�d ��.�s"YJ� 4:',f. % y � , � s� /rrf Yfyr' '?' //D ,r ,y r �Gy �'/' /'H{.G. 'ftii a ' . /r frwt;f„a L3 �F. *fY,`"4 ';;742/4440,1 „'r',�/r' 'r,�,' �f '� �� �' �� `' �� < 4„ f r • �a 4/144,V;70,4,6'`.;,,,��k ` /`' / eys�,‘„,t � > ,��, /"y14:doe ' g iN;;'.4" ,e,1:4a/ rr*.v 1o"r' J/ayi r w ir f a ,:4, oma, 0' 3' Dead 1853 Live 2112 1853 Total 3964 2112 Bearing: 3964 LC number 2 Length 1.15 2 1.15 Timber-soft, D.Fir-L, No. 1,6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analvsis/Design Shear fv = 101 Fv' = 170 fv7Fv` = 0.59 Bending(+) fb = 770 Flo' 1350 fb/Fb' = 0.57 Live Defl'n 0.01 = <L/999 0.10 - L/360 0.06 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.Q8 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1,00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 5308 lbs-ft Shear : LC# 2 = D+L, V = 3964, V design = 3515 lbs Deflection: LC# 2 D+L EI= 629e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 146 of 250 COMPANY PROJECT ell WoodWorks® Nov.28,2015 20:00 HDR6 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load1 Dead Full Area 10.00(11.00)* No Load2 Live Full Area 40.00(11.00)* No Load3 Dead Full Area 24.00 (7.00)* No *Tributary Width (ft} MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 0' 6' Dead 852 852 Live 1320 1320 Total 2172 2.1.72 Bearing: , LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 103 Fv' = 180 fv/Fv' = 0.57 Bending(+) fb = 1275 Fb' = 1289 fb/Fb' = 0.99 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.34 Total Defl'n 0.11 = L/644 0.30 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 2 Fv' 180 1.00 1.00 1.00 -- - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1,00 - _ - - 1.00 1.00 - - E' 1.7 million 1,00 1..00 - - - - 1..00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 3258 lbs-ft Shear : LC# 2 = D+L, V = 2172, V design = 1735 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L-live S-snow W=wind I=impact C=construction CLd-concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 147 of 250 COMPANY PROJECT el WoodWorks® Nov.28,2015 20:00 HDR7 Design Check Calculation Sheet Sizer 20040 LOADS (lbs.psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 34.00 (7.00)* No Load2 Live Full Area 40.00 (7.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 6' Dead 732 732 Live 840 840 Total 1572 Bearing: 1572 LC number 2+ 2 Length 1.00 1.00 Lumber-soft, D.Fir-L,No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analyysis/Design Shear fv = 74 Fv, = 180 fv/Fv" = 0.41 Bending(+) fb = 923 Fb' = 1289 fb/Fb' = 0.72 Live Defl'n 0.04 = <L/999 0.20 = L/360 0.22 Total Defl'n 0.08 = L/890 0.30 = L/240 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1,00 - 2 Fv' 180 1.00 1.00 1,00 - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1,00 - - - - 1.00 1,00 - - E' 1.7 million 1.00 1,00 - - - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+L, M = 2358 lbs-ft Shear : LC# 2 = D+L, V = 1572, V design = 1255 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-in2 Total. Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 148 of 250 t COMPANY PROJECT Wood Works® Nov.28,2015 20:02 DJ1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load? Dead Full Area 10.00 (24.0)* No Load2 Live Full Area 40.00 (24.0)* No *Tributary Width (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : n 0' 5' 8' Dead 36 142 Live 128 512 Total 164 654 Bearing: LC number 2 2 0 Length 1.00 1.00 0.00 Cb 1.00 1.53 0.00 Lumber-soft, Hem-Fir, No.2, 2x8" Spaced at 24"c/c;Self Weight of 2.25 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 39 Fv' = 120 fv/Fv' = 0.33 Bending(f) fb = 120 Fb' = 938 fb/Fb' = 0.13 Bending(-) fb = 420 Fb' = 914 fb/Fb' = 0.46 Deflection: Interior Live 0.00 = <L/999 0.17 = L/360 0.02 Total 0.00 = <L/999 0.25 = L/240 0.02 Cantil. Live 0.04 = L/901 0.20 = L/180 0.20 Total 0.05 = L/705 0.30 = L/120 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1,00 1.00 1.000 1.200 1.00 1.15 1.00 0,80 - 2 Fb'- 850 1.00 1.00 1.00 0.974 1.200 1.00 1.15 1,00 0,80 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1,00 0.80 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1,00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0,95 - 2 Bending(+) : LC# 2 = DFL, M = 131 lbs-ft Bending(-) : LC# 2 = D+L, M = 460 lbs-ft Shear : LC# 2 = D+L, V = 348, V design == 286 lbs Deflection: LC# 2 = D+L EI= 62e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. Page 149 of 250 r - � COMPANY PROJECT Wood Works® f.. f ,OF 1P,hR1 FOR STO,,f,Of;I,, Nov.28,2015 20:04 DB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft] Pat Start End Start End tern Loads Dead Full Area 10.00 (5.50)* No Load2 Live Full Area 40.00 (5.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 0' 16' Dead 560 560 Live 1760 1760 Total 2320 2320 Bearing: LC number 2 2 Length 1.00_ 1,00 Timber-soft, D.Fir-L, No. 1,6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 136 fv/Fv = 0.36 Bending(+) fb = 919 Fb' = 1080 fb/Fb' = 0.85 Live Defl'n 0.31 = L/627 0.53 = L/360 0.57 Total Defl'n 0,40 = L/475 0.80 = L/240 0.50 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fv' 170 1.00 1,00 1.00 - - - - 1.00 0.80 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 9281 lbs-ft Shear : LC# 2 = D+L, V = 2320, V design = 2042 lbs Deflection: LC# 2 = D+L EI= 1115e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 150 of 250 Itx., COMPANY PROJECT I Wood Wo „„„„,,,,a.,,,t„,,,,„„„, ,„, Nov.28,2015 20:05 DJ2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (24.0)* No Load2 Live Full Area 40.00 (24.0)* No *Tributary Width (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A 0' 8' Dead 89 89 Live 320 320 Total 409 409 Bearing: LC number 2 2 Length 1.00 1.00, Lumber-soft, Hem-Fir, No.2,2x8" Spaced at 24"cic;Self Weight of 2.25 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Repetitive factor:applied where permitted(refer to online help);Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 120 fv/Fv' = 0.40 Bending(+) fb = 747 Fb' = 938 fb/Fb' = 0.80 Live Defl'n 0.13 = L/765 0.27 = L/360 0.47 Total Defl'n 0.16 = L/599 0.40 = L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1,00 0.80 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 818 lbs-ft Shear : LC# 2 = D+L, V = 409, V design = 347 lbs Deflection: LC# 2 = D+L EI= 62e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 151 of 250 ; COMPANY PROJECT WoodWorks® Nov.28,2015 20:07 DB2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (4.00)* No Load2 Live Full Area 40,00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : x`g 0. 8,-57 Dead 212 212 Live 680 680 Total 892 Bearing: 892 LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No.2, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 28 FvT = 136 fv/Fv' = 0.20 Bending(+) fb = 441 Fb' = 600 fb/Fb' = 0.73 Live Defl'n 0.08 = <L/999 0.28 = L/360 0.28 Total Defl'n _ 0.10 = L/988 , 0.43 = L/240 0,24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'4. 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1 .00 0.80 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fcp' 625 - 1.00 1,00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1,00 - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 1895 lbs-ft Shear : LC# 2 = D+L, V = 892, V design = 761 lbs Deflection: LC# 2 = D+L EI= 251e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind 1-impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Page 152 of 250 �. WoodWorks® Nov.28,2015 20:05 DJ2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead -Full Area 10.00 (24.0)* No Load2 Live Full Area 40.00 (24.0)* No *Tributary Width (in) MAXIMUM REACTIONS(lbs) and BEARING LENGTHS(in) a 0; Lt 8' Dead 89 Live 320 89 Total 409 320 Bearing: 409 LC number 2 Length 1.00 2 1.00 Lumber-soft, Hem-Fir, No.2,2x8" Spaced at 24"c/c;Self Weight of 2.25 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 120 fv/Fv' = 0.40 Bending(+) fb = 747 Fb' = 938 fb/Fb' = 0.80 Live Defl'n 0.13 = L/765 0.27 = L/360 0.47 Total Defl'n 0.16 = L/599 0.40 = L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 0.80 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fcp' 405 - 1.00 1,00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 818 lbs-ft Shear : LLC# 2 = D+L, V = 409, V design = 347 lbs Deflection: LC# 2 = D+L EI= 62e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 153 of 250 d � COMPANY PROJECT I; WoodWorks® Nov.29,2015 19:35 post 1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Axial 2568 (Eccentricity = 0.06 in) Load2 Live Axial 2937 (Eccentricity = 0.0C in) MAXIMUM REACTIONS (lbs): 0' 10' Lumber Post, D.Fir-L, No.2,4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base; Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft);Ke x Ld:1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Axial fc = 288 Fc' = 382 fclFc' = 0.75 Axial Bearing fc = 288 Fc* = 1485 fc/Fc* = 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cf rt Ci LC# Fc' 1350 1.00 1.00 1.00 0.258 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 5551 lbs (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Page 154 of 250 COMPANY PROJECT Pr- 1 I i WoodWorkso Nov.29,2015 19:37 post 1 bottom floor Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Axial 5136 (Eccentricity = 0.06 in) Load2 Live Axial 5874 (Eccentricity = 0.01 in) MAXIMUM REACTIONS(lbs): 0 10' Lumber Post, D.Fir-L, No.2, 3-112x9-1/2" Self Weight of 7.9 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi) and Deflection(in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Axial fc = 334 Fc' = 379 fc/Fc' = 0.88 Axial Bearing fc = 334 Fc* = 1350 a fc/Fc* - 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.281 1.000 - -- 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.000 - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 11089 lbs (D=dead I.=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application. Page 155 of 250 COMPANY PROJECT 000 IP W 0o d W o r k s 0 Il III I Nov.29,2015 19:38 post 2 Design Check Calculation Sheet Sizer 2004a • LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern 'Loadl Dead Axial 2903 (Ecceitricity = 0.00 in) Load2 Live Axial 3323 (Eccelistricity = 0.0* in) MAXIMUM REACTIONS(lbs): Lumber Post, D.Fir-L, No.2,4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-1BC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 326 Fc' = 382 fc/Fc = 0.85 Axial Bearing fc = 326 Fc* = 1485 fc/Fc* = 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cf rt Ci LC# Fc" 1350 1.00 1.00 1.00 0.258 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 6272 lbs (D=dead L=live S=snow W-wind I=impact C=construction CLd=concentrated) (All LC"s are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. Page 156 of 250 COMPANY PROJECT WoodWorks® fi Ir Nov.29,2015 19:39 post 2 bottom floor Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Axial 5806 (Eccentricity = 0.00 in) Load2 Live Axial 6646 (Eccetricity = 0.0; in) MAXIMUM REACTIONS (lbs): 0' A 10' Lumber Post, D.Fir-L, No.2, 3-112x9-112" Self Weight of 7.9 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft]; Load combinations:ICC-IBC; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 377 Fc' = 379 fc/Fc' = 0.99 Axial Bearing fc = 377 Fc* = 1350 fc/Fc* = 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.281 1.000 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 12531 lbs (D-dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application. I I Page 157 of 250 4D - A 0 I 1 411t) 1 I 4D T—J_ ` I Ir -, —_____� :�, --__.- =-— I"D 1 I 4 "R('''' 4- ip • , ,,,.+4 Ell' +40 41 : .,= I , { ,, sA r• �,1.' mai g t M 1 : s_ r, < r- rt 1a J D l ' 0 i, 1E, ki (Da 11 40' 412.,tior • ;ln zo : 4D ill + _ ;,p�, gilt 11 I, Arta T1"Ci `L- `i41 4E1 ;[ — '. ifs-._ , r_ ' I I '�I t i � z.. t, r._...,. 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Tule Bloc Lme 6 Punted 7 DEC 2015,4 20PM t �� s ��' }} Fl;L22at5t , • / »�c .,a,,A ; v ME[ AL0 I$ Ct tCr1 of $f Yer615124 Lic.#:KW=06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A5 Ftg 1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksl Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksl Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 increases based on footing plan dimension Add Ftg Wt for Soil Pressure , Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater that= ft Add Pedestal Wt for Soil Pressure , No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... r.= X px:parallel to X-X Axis = 7.0 in ~ ` pz:parallel to Z-Z Axis = 9.50 in Height — in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in .� II Reinforcing 2.,,° "_ Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 �� � « ,: Reinforcing Bar Sizr = # 4 y F '�"' �� ix, a-N4(40 stif ,, Bandwidth Distribution Check (ACI 15.4.4.2) ""°` d,, Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.140 5.870 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 Project Title: Pa e 159 You can change this area Engineer: g o using the"Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 i G, a $! pQtln9 File rrx a� 5t1 Printed' 2015, 20PM Lic.# KW-06002304 � r, :. - ., r,- ,.�. 1 "tom �i. 3.. ��t�.t';p. w Description: Buidling A5 Ftg 1 Licensee:FROELICH CONSULTING ENGINEERS DESIGN SUMMARY Design OK Min Ratio Item Applied Capacity Governing Load Combination PASS 0 7528 Soil Bearing 1.882 ksf about _. Z- axi PASS 2.50 ksf +D+L+H aZ-Z axis nia Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1565 Z Flexure(+X) 1.143 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0.1565 Z Flexure(-X) 1.143 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1242 X Flexure(+Z) 0.9077 k-ft 7.306 k-ft +1.20D+0.50Lr+1,60L+1.60H PASS 0.1242 X Flexure(-Z) 0.9077 k-ft PASS 0.1353 1-way Shear(+X) 11.114psi 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 82.158 psi +1.20D+0.50Lr+1,60L+1.60H 0.1353 1-way Shear(-X) 11.114 psi 82.158 psi +1,20D+0.50Lr+1,60L+1.60H PASS 0,1052 1-way Shear(+Z) 8.644 psi 82.158 psi +1,20D+0.50Lr+1.60L+1.60H PASS 0.1052 1-way Shear(-Z) 8.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1631 2-way Punching 26.804 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing_ Rotation Axis& ------ - Actual Soil Bearing Stressu Load Combination Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+XActal 1 Allowable .._ Ratio 2.50 n/a 0.0 0.9432 0.9432 n/a n/a 0.377 X-X,+D+L+H 2.50 n/a 0,0 1.882 1.882 n/a n/a 0.753 X-X.+D+Lr+H 2.50 n/a 0,0 0.9432 0.9432 n/a n/a 0,377 X-X.+D+S+H 2.50 n/a 0,0 0.9432 0.9432 n/a n/a 0,377 X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0,0 1.648 1.648 n/a n/a 0,659 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 1,648 1.648 n/a n/a 0,659 X-X,+D+0.60W+H 2.50 n/a 0.0 0.9432 0.9432 n/a n/a 0.377 X-X.+D+0.70E+H 2.50 n/a 0,0 0.9432 0.9432 n/a n/a 0.377 X-X,+D+0,750Lr+0,750L+0.450W+H 2.50 n/a 0.0 1.648 1.648 n/a n/a 0.659 X-X,+D+0.750L+0.750S+0.450W+H 2.50 n/a 0,0 1.648 1.648 n/a n/a 0.659 X-X,+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 1.648 1.648 n/a n/a 0.659 X-X.+0.60D+0.60W+0.60H 2.50 n/a 0.0 0.5659 0.5659 n/a n/a 0.226 X-X,+0.600+0.70E+0,60H 2.50 n/a 0,0 0.5659 0.5659 n/a n/a 0.226 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z.+D+L+H 2.50 0,0 n/a n/a n/a 1.882 1.882 0.753 Z-Z,+D+Lr+H 2.50 0,0 n/a n/a n/a 0.9432 0.9432 0,377 Z-Z,+D+ +-j 2.50 0.0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z,+D+0,750Lr+0.750L+H 2.50 0,0 n/a n/a n/a 1.648 1.648 0.659 Z-Z,+D+0.750L+0,750S+H 2.50 0,0 n/a n/a n/a 1.648 1.648 0.659 Z-Z.+D+0.60W+H 2.50 0.0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z.+D+0.70E+H 2.50 0,0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z,+D+0,750Lr+0.750L+0.450W+H 2.50 0.0 n/a n/a n/a 1.648 1.648 0.659 Z-Z,+D+0.750L+0.7505+0.450W+H 2.50 0,0 n/a n/a n/a 1.648 1.648 0.659 Z-Z,+D+0.750L+0,7505+0.5250E+H 2.50 0.0 n/a n/a n/a 1.648 1.648 0.659 Z-Z,+0.60D+0,60W+0.60H 2.50 0,0 n/a n/a n/a 0.5659 0.5659 0.226 Z-Z,+0.60D+0.70E+0,60H 2.50 0.0 n/a n/a n/a 0.5659 0.5659 0.226 Title Block Line 1 Project Title: Pae 160 f � You can change this area Engineer: gi �n using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line!:',/"'- Printed: 7 DEC 2015,4:19PM �' {� j■ _ r File=t1201511 L$Z2K OIEHTEC6- C7A4YC FIFITP28 91C7A4YG F EG6mak' vtiA...w �r = ..,;,,,,,,,::',7,:;'''/' r, ,� 0.„:,,,,14,1, !fir ENERCALC,INC.1983 2015,8utld 6.�5 f Yer.615,}j.¢ Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A5 Ftg 2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing 2.50 ksf fy:Rebar Yield =. 60.0 ksi Increase Bearing By Footing Weight - No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. - 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor - 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot ofdepth = 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater that= 0.0 ft Add Pedestal Wt for Soil Pressure , No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in 1;4 Xf Pedestal dimensions... px:parallel to X-X Axis = 7.0 in N pz:parallel to Z-Z Axis = 9.50 in Height 0.0 in a Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in u 03Reinforcin 2 •" Bars parallel to X-X Axis Number of Bars 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 tri - 3,44 Be. ` } ,.,� a.,�„e . Reinforcing Bar SIZE - # 4 � : ./... r�:' p Bandwidth Distribution Check (ACI 15.4.4.2) �,, �._ - r Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load - 5.810 0.0 6.650 0.0 0.0 0.0 0.0 k OB:Overburden 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0,0 0.0 0.0 0.0 0,0 0.0 k V-z = 0.0 0,0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: Pa161 ff ��q�p�11 You can change this area Engineer Page �bjeret using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:7 DEC 2015,419PM Fie �C1.10 -s�ctMrrC-F.Et� _ fy „ .„i _ , c,s , . ,� w,.. . 4,, , INC1983-2O15kBuild6.1512.4,Vec615.12.4 Lic.# KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A5 Ftg 2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8456 Soil Bearing 2.114 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1771 Z Flexure(+X) 1.294 k-ft 7.306 k-ft +1.200+1.60L+0.505+1.60H PASS 0.1771 Z Flexure(-X) 1.294 k-ft 7.306 k-ft +1.200+1.60L+0.50S+1.60H PASS 0.1406 X Flexure(+Z) 1.027 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1406 X Flexure(-Z) 1.027 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1531 1-way Shear(+X) 12.580 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1531 1-way Shear(-X) 12,580 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1191 1-way Shear(+Z) 9,784 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1191 1-way Shear(-Z) 9.784 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1846 2-way Punching 30.339 psi 164.317 psi +1.20D+0.50Lr+1,60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X _.___._....a Ratio X-X.+D+H 2.50 n/a 0.0 1.050 1.050 n/a n/a 0.420 X-X,+D+L+H 2.50 n/a 0,0 2.114 2.114 n/a n/a 0.846 X-X,+D+Lr+H 2.50 n/a 0,0 1.050 1.050 n/a n/a 0.420 X-X,+D+S+H 2.50 n/a 0.0 1.050 1.050 n/a n/a 0.420 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0.0 1.848 1.848 n/a n/a 0.739 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 1.848 1.848 n/a n/a 0.739 X-X,+D+0.60W+H 2.50 n/a 0,0 1.050 1.050 n/a n/a 0.420 X-X.+D+0.70E+H 2.50 n/a 0,0 1.050 1.050 n/a n/a 0.420 X-X,+D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0,0 1.848 1.848 n/a n/a 0.739 X-X,+D+0.750L+0.750S+0.450W+H 2,50 n/a 0,0 1.848 1.848 n/a n/a 0.739 X-X.+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 1.848 1.848 n/a n/a 0.739 X-X.+0.60D+0.60W+0.60H 2.50 n/a 0,0 0.6303 0.6303 n/a n/a 0.252 X-X,+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.6303 0.6303 n/a n/a 0.252 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 1.050 1.050 0.420 Z-Z,+D+L+H 2.50 0.0 n/a n/a n/a 2.114 2.114 0.846 Z-Z,+D+Lr+H 2.50 0.0 n/a n/a n/a 1.050 1.050 0.420 Z-Z.+D+S+H 2.50 0.0 n/a n/a n/a 1.050 1.050 0.420 Z-Z,+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z.+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z,+D+0.60W+H 2.50 0.0 n/a n/a n/a 1.050 1.050 0.420 Z-Z,+D+0.70E+H 2.50 0.0 n/a n/a n/a 1.050 1.050 0.420 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z,+D+0.750L+0.750S+0,450W+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z,+0.60D+0.60W+0.60H 2.50 0.0 n/a n/a n/a 0.6303 0.6303 0.252 Z-Z,+0.60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.6303 0.6303 0.252 Search Results for Map h //winds eed.atcouncil.or index. ti content&vie.. Appbgid Techno oqy Cctcsr7Cit iN � �� N Home Ground Snow Loads Related Resources Sponsors About ATC Contact r -;,,,,„4,4%; 5% f ..-°"`"' Search Resultss r "y r� r �/ �RtTtB 'f:,�f` 4,,,,,-..:' i"'?�s..%l`ff�f` F ; 4. ,r J d' 'A �Gff %ffAA,✓ f`,f'J' /f COLUMBIA �,' A KAiGE4 wAf ; r',`• , //// r'r f i 10-f ;w.f..", 4,+ar"'" 4,100/K Y✓ / r imer/.G 0' r .,;. i i54 !r'r ,i'/%ir'`-14•74- 'r Latitude:45.4415 i `./,/,',;.z,,'":',„////A5,,,09;,,-1,, „ �r k fr � fa` 1� Longitude:-122.8157 r ' f .444,4444/` �� f � ,ff7 44/44,4444/414444,44444/414/A0 / 4 ASCE 7-10 Windspeeds % rrf/ rr '' a (3-sec peak gust MPH*): /,`f '.4 , / �� Noe ti' /// ` 1 r ,fL. r.6�If5TONf MONTANA OAK( Risk Category I: 100 �o iyy /� �� nz, t, %�r fr'�r` r sou • Risk Category II: 110 /' �� �' u; eeaoN �� A ,rte r,, DAKt ,f IDA ✓fgfy0MING Risk Category III-IV: 11544 '%� �� (47,54/49// f/� MRI**10-Year:72 • ;� NEB MRI**25-Year:79 rr //0"..1,'"'..4."/' ,0f.'f ` F United St /. :�� 'r ;0'4; NEVADA ,UTAH MRI 50-Year:85f sane•aictsw COLORADO f MRI**100-Year:91 �s , • ff . 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' ,r ia� NEW MEXICO 1., f,r ./1. gra;"/ �!of„ =n wvu; ap data 02015 Google.INEGI `MPH(Miles per hour) "MRI Mean Recurrence Interval(years) r }t # ,1s11,4/i4 d.: 3 Users should consult with local building officials 1 „r ✓ f es" u` k to determine if there are community-specific wind speed •°'� "' ,'' '� requirements that govern., 6' L Download a PDF of your results ilM Print your results WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy.The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site{s)described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240•Redwood City,California 94065•(650)595-1542 c 1 R/17/7n15 9-05 AT Design Maps Detailed Report http://ehpl-earthquake.cr.usg gagesi mn63 of 2�Ort.php?templa. •( SGS Design Maps Detailed Report 2012 International Building Code (45.4415°N, 122.8157°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and 1.3 (to obtain S1). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)m Ss = 0.965 g From figure 1613.3.1(2)[21 S1 = 0.424 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard —Table 20.3-1 SITE CLASS DEFINITIONS Site Class v5 N or Nd, s„ A. Bard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s„ < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 1 of 4 8/17/2015 9:22 Al Design Maps Detailed Report http:/Iehp1-earthquake.cr.usgs.govvieKm sjgaps¢ugpprt.php?templa rage Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss _> 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and SS = 0.965 g, F. = 1.114 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F„ Site Class Mapped Spectral Response Acceleration at 1-s Period S1 <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S, 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class= D and S1 = 0.424 g, F„ = 1.576 2 of 4 R/17/21115 9.2) AN Design Maps Detailed Report http://ehpl-earthquake.cr.usgs<gowti: a81/12/goort.php?temple Equation (16-37): SMS = FaSs = 1.114 x 0.965 = 1.075 g Equation (16-38): SM1 = F„S1 = 1.576 x 0.424 = 0.668 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sos = % SMS = % x 1.075 = 0.717 g Equation (16-40): Sol = % SMi = % x 0.668 = 0.446 g 3 of 4 8/17/2015 9.22 Al Design Maps Detailed Report http://ehpl-earthquake.cr.usg ovldesi aps/ r rt.php?templa. Fage o `2 Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second)RESPONSE ACCELERATION VALUE OF SOS RISK CATEGORY I or II III IV Sps < 0.167g A A A 0.167g 5 Sps < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.50g 5 SOS D D D For Risk Category = I and Sps = 0.717 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g 5 Sol < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and SDI = 0.446 g, Seismic Design Category= D Note: When Sl is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloadsjpdfs/IBC- 2012-Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.govjhazards/designmaps/downloads/pdfs/IBC- 2012-Fig1613p3p1(2).pdf 4 of 4 8/17/2015 9:22 AIS Page 167 of 250 Client: LRS Project: Tigard Apartments Project#: 12-T133 „Ai Date: 10/5/2012 By: RH FROELICH ENGINEERS i WIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 27.2 DIRECTIONAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Ka= 0.85 Table 26.11-1 (page 258) Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 72 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 186 ft Measured Parallel to wind direction Mean Roof Height h= 32.5 ft Ref.Figure 27.4-1 page 263 Highest Roof Level hn= 41.5 ft Approximate Fundamental Period Ta= 0.33 sec Eq. 12.8-7(page 90) Output-Fundamental Frequency f= 3.1 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 (page 252) Length of 1/2 hill height Lb= 1000 ft Figure 26.8-1 (page 252) Dist. From Crest to Bldg. x= 100 ft Figure 26.8-1 (page 252) Height Above Local Grade z= 15 ft Figure 26.8-1 (page 252) Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 (page 252) Height Attenuation Factor g= 3 Figure 26.8-1 (page 252) Shape Factor Kl/(H/Lh)= 1.3 Figure 26.8-1 (page 252) Output-Topographic Multipliers K1 = 0.00 K2= 0.93 K3= 0.96 Topographic Factor Ka= 1.00 Page 168 of 250 Gust Effects Input Integral Length Scale Factor I = 320 ft Table 26.9-1 (page 256) Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 (page 256) 3-s gust exponent a= 7.00 Table 26.9-1 (page 256) Turbulence Intensity Factor c= 0.30 Table 269-1 (page 256) Power Law Exponent E = 0.33 Table 26.9-1 (page 256) Minimum Height zm;n= 30 ft Table 26.9-1 (page 256) Integral Length Scale of Turbulence LZ= 310 ft Output- Background Response Factor Q= 0.87 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.85 Pressure Coefficients Input Length to Width Ratio L/B = 2.58 Height to Length Ratio h/L= 0.17 Roof Pitch= 6 : 12 = 26.57 deg Velocity Pressure Exposure Coefficients Kb (see below) Table 27.3-1 (page 261) External Pressure Coefficients Cp (see below) Figure 27.4-1 (page 264) Direction Cp Height(ft) Kb qz(psi) Velocity Windward 0.80 15 0.57 18.0 Pressure Leeward -0.50 20 0.62 19.6 Output qz Roof Windward 0.30 25 0.67 20.8 Roof Leeward -0.60 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= 32.5 0.72 22.5 qh hparapet` 30 0.70 22.0 qh Page 169 of 250 Design Wind Pressures p (psf)-GCri_(-) 16 psf min per Section 27.1. Internal Pressure Coefficient GCp;= -0.18 Table 26.11-1 (page 258) Wall Roof Horiz Roof Effects(normal to Roof Surface) Proi Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.3 -5.5 2L8 ft 20 17.3 -5.5 22.8 25 18.2 -5.5 23.7 30 19.0 -5.5 24.4 40 20.2 -5.5 25.7 50 21.3 -5.5 26.8 60 22.2 -5.5 27.7 70 23.0 -5.5 28.5 80 23.8 -5.5 29.3 90 24.5 -5.5 29.9 100 25.1 -5.5 30.6 120 26.2 -5.5 31.7 32.5 19.3 -5.5 9.8 -7.4 24.8 17.16 Parapet 30 32.9 -22.0 54.9 Design Load Case 1 Controls-By Inspection Figure 27.4-8 (page 271) Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures p (psf)-GCr,=(+) 16 psf min per Section 27.1. Internal Pressure Coefficient GCp,= 0.18 Table 26.11-1 (page 258) Wall Roof Horiz Roof Effects(normal to Roof Surface) Proi Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 8.2 -13.6 21.8 ft 20 9.2 -13.6 22.8 25 10.1 -13.6 23.7 30 10.9 -13.6 24.4 40 12.1 -13.6 25.7 50 13.2 -13.6 26.8 60 14.1 -13.6 27.7 70 15.0 -13.6 28.5 80 15.7 -13.6 29.3 90 16.4 -13.6 29.9 100 17.0 -13.6 30.6 120 18.1 -13.6 31.7 32.5 11.2 -13.6 1.7 -15.5 24.8 17.16 Parapet 30 32.9 -22.0 54.9 Design Load Case 1 Controls-By Inspection Figure 27.4-8(page 271) Page 170 of 250 ,4 Client: LRS Project: Tigard Apartments Project#: 15-T084 Date: 10/28/2015 By: RH FROELICH ENGINEERS 6 WIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 27.2 DIRECTIONAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Kd= 0.85 Table 26.11-1 (page 258) Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 72 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 186 ft Measured Parallel to wind direction Mean Roof Height h= 32.5 ft Ref. Figure 27.4-1 page 263 Highest Roof Level hn= 41.5 ft Approximate Fundamental Period Ta= 0.33 sec Eq. 12.8-7 (page 90) Output-Fundamental Frequency f= 3.1 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 (page 252) Length of 1/2 hill height Lh= 1000 ft Figure 26.8-1 (page 252) Dist. From Crest to Bldg.x= 100 ft Figure 26.8-1 (page 252) Height Above Local Grade z= 15 ft Figure 26.8-1 (page 252) Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 (page 252) Height Attenuation Factor g= 3 Figure 26.8-1 (page 252) Shape Factor K l/(H/Lh)= 1.3 Figure 26.8-1 (page 252) Output-Topographic Multipliers Ka = 0.00 K2= 0.93 K3= 0.96 Topographic Factor Kn= 1.00 Page 171 of 250 Gust Effects Input Integral Length Scale Factor 1 = 320 ft Table 26.9-1 (page 256) Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 (page 256) 3-s gust exponent a= 7.00 Table 26.9-1 (page 256) Turbulence Intensity Factor c= 0.30 Table 26.9-1 (page 256) Power Law Exponent € = 0.33 Table 26.9-1 (page 256) Minimum Height zm;,,= 30 ft Table 26.9-1 (page 256) Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.87 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.85 Pressure Coefficients Input Length to Width Ratio L/B= 2.58 Height to Length Ratio h/L= 0.17 Roof Pitch= 6 : 12 = 26.57 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 (page 261) External Pressure Coefficients Cp (see below) Figure 27.4-1 (page 264) Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.80 15 0.57 18.0 Pressure Leeward -0.50 20 0.62 19.6 Output qZ Roof Windward 0.30 25 0.67 20.8 Roof Leeward -0.60 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= 32.5 0.72 22.5 qh hparapet= 30 0.70 22.0 qh Page 172 of 250 Design Wind Pressures p (nsf)-GCP;=(-) 16 psf min per Section 27.1 Internal Pressure Coefficient GCP,_ -0.18 Table 26.11-1 (page 258) Wall Roof Horiz Roof Effects(normal to Roof Surface) Proi Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.3 -5.5 21.8 ft 20 17.3 -5.5 22.8 25 18.2 -5.5 23.7 30 19.0 -5.5 24.4 40 20.2 -5.5 25.7 50 21.3 -5.5 26.8 60 22.2 -5.5 27.7 70 23.0 -5.5 28.5 80 23.8 -5.5 29.3 90 24.5 -5.5 29.9 100 25.1 -5.5 30.6 120 26.2 -5.5 31.7 32.5 19.3 -5.5 9.8 -7.4 24.8 17.16 Parapet 30 32.9 -22.0 54.9 Design Load Case 1 Controls-By Inspection Figure 27.4-8(page 271) Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures n (psf)_GCry=(+) 16 psf min per Section 27.1. Internal Pressure Coefficient GCP;= 0.18 Table 26.11-1 (page 258) Wall Roof Horiz Roof Effects(normal to Roof Surface) Proj Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 8.2 -13.6 21.8 ft 20 9.2 -13.6 22.8 25 10.1 -13.6 23.7 30 10.9 -13.6 24.4 40 12.1 -13.6 25.7 50 13.2 -13.6 26.8 60 14.1 -13.6 27.7 70 15.0 -13.6 28.5 80 15.7 -13.6 29.3 90 16.4 -13.6 29.9 100 17.0 -13.6 30.6 120 18.1 -13.6 31.7 32.5 11.2 -13.6 1.7 -15.5 24.8 17.16 Parapet 30 32.9 -22.0 54.9 Design Load Case 1 Controls -By Inspection Figure 27.4-8(page 271) Page 173 of 259-, Zyff37A 2 (-3,- ---- Al Foot A.e 4-1 „....--, , 4 ---rfri /...1-1 T1---r-t-- -Y-t-x-7 I 0......_......00...... .. _ _ - ---pv 21.6,-0,4: , 27„.. - EB ir ZiPcr 41 , illiff rj . il,ii2 44-.-5CC") iV( '"' - t • i , 7s UNIT I r ..( ). , a i A t _ Vial 5 0.4 , , iiiimmuiayzwaria.1.,ca .0 i.....- . litr I EF1 .......,.. ' . . , 15 i ; 1 .„,,„, •,., . - , . UNIT , t . I 1 I P ' I 'OF TRIM ALIGN 10 , 700. 1 BA NO TOP OF Pt ... • - ilifi f 2, 0 SAND ; - ' tAi TM, 1 I 4027IIIIIVNIVIM1144/7/01i7 cc 4*. . 5 . , i .... ,„5 21 trr- i 1 i . 0 ,1 1 1 k 1 0 ' 1 g ' I , 1 g 1 / 1 / 1 '.4 . ' SIEE111)VALL TYPES I.„..., : Tr..liffitiV;i1. ., -.'-'7'-/...././.4.'" , .. •. ::.',--.1/,',..•:*"2-:;>`f';''.<",:":::<" ..,„„ ?:i1,70,,,y,,•,,...,:.,;:.: :::;-'< (;).., .•,.:,./...:,?;;;;,;,.:',,,`,':;•/,',//;,, ';'''"?/..,‹..,,:..,.v-,&.....N.N. ::)T7OfiRVoli:ErliIS INFORMATION 18, WALL SECTION AT DESK SCALE: 1/21=1LO" Page 174 of 250 r Client: LRS Architects p/� {f�F��L� Project: Tigard Apartments FR�ELI�/H+ Da Project#: 15-T084 CONSULTING Byte. RH Aug-15 ENGNEERS,INC Lateral Design - Wood Walls Shear Walls Building Al WIND: Front-Back Event Side-Side Event Leve{ Top Elev Bott Elev Wind Load Level Top Elev Bott Elev Wind Load (ft) 40) (pit) (ft) (ft) (pin Roof Wind 37 24 157 Roof Wind 37 24 150 Load Load 3rd Floor 3rd Floor 24 15 126 24 15 126 Wind Load Wind Load 2nd Floor 15 5 131 2nd Floor 15 5 131 Wind Load Wind Load Page 175 of 250 SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor I I= I i.0 System Over-strength Factor Light Frame Walls with Shear Panels J W= 1 3.0 Response ModifiaCtion Coefficient: Light Frame Walls with Shear Panels I R= I 6.5 MCE Short Period Pectal Response accel,: Ss= 0,965 MCE 1-second period spectral response acceL: S1= 0.424 :5%damped short period spectral response accel.: Sos= 0.717 5%damped 1-second period spectral response acceL: Sol= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12,8-2 Cs=Sos/(Rfi) Cs= 0.110 Controls Eq 12.8-3(max)-in addition to sections 12,8.2, 12,8,2 1, Table 12,8-1 Cs=So1/(T(R/I)) Ta=Oh„" Ta= 0.288 Ct= 0.02 Cu= 1.491 from table 12.8-1 hn= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044S051 Cs= 0.032 Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 Seismic Dead Loads Level dfaph area Load Waif L Trib Waft Waif Wt Mech U. Solar Total OL (ft} (W (ft) height((ft) _ (psf) lbs" Pnls psi (lbs) Roof 10618 20- 0 0, 0 0 0 212360 3'6 Floor 10269 34 0 0 0 0 0 3491401 2'"1 Floor 10269 34 0 0 0 0 0 349146; Seismic Base Shear(Working stress Design) 910652 V=Cs(DL) V= 70316 lbs Vertical Dlstribuition Level I Weight I Height I Wt Ht '' Irotat j V =(Wt(Ht)ITotal)"V Roof 212360 34 7220240 0.408 70316 28682 =Va. 3"1 Floor 349146 20 6982920 0,395 70316 27749 =V3b 2'"`Floor 349146 10 3491460 0.197 70316 13875 =V2nd Total= 17694620 Vn= 28692 lbs 3rd= 27749 lbs Vznd= 13875 lbs Page 176 of 250 Diaphragm Loads Level I wpx(lbs) Vi(lbs) F Vi(Ibs) _ Ewe lbs) Fl„,=((EV)I(Ewr))`wpz Roof 212360 28692 28692 212360 28692 =Fd 3'f Floor 349146 27749 56442 561506 35096 =Fud 2'°°F1oor 349146 13875 70316 910652 26959 =F2nd Min Diaphragm Loads Sos= 0.717 Fpmin=0.2`Sps*wpx*l*0.7 Level lFpmin Roof 21317 V,t= 28692 lbs 3'Floor 35047 112,4= 35096 lbs 21d Floor 35047 V2nd= 35047 lbs Page 177 of 250 a c Client: LRS Architects Project: Tigard Apartments FROELICH Date:ct#: 8/15/02015 CONSULTING By: RH ENGINEERSIINC SEISMIC LOAD Story Distribution: Areas: Roof: 28692 lbs Roof: 10618 sq ft 3rd: 27749 lbs 3rd: 10269 sq ft 2nd: 13875 lbs 2nd: 10269 sq ft WIND LOAD Story Distribution: Level JWindward jLeeward Redundancy Factor,p Front-Back Event Roof: 97 60 Per ASCE7-05 12.3,4.2,p=to because of large amount of 3rd: 78 48 shearwalls and because no wall takes more than 33%of the story 2nd: 81 50 shear. Side-Side Event Event Roof: 92 58 3rd: 78 48 2nd: 81 50 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load ' Design Load Load Typ LEVEL GRID (sq ft) (lbs) (ft) (Ws) (lbs) (YIN) (lbs) (lbs) Roof A 1151 3110 20,5 1981 1238 Y 3219 3219 W B 1275 3445 22.5 2174 1359 Yo 3533 3533 W C 1503 4061 26.5 2560 1600 Y 4161 4161 W D 2552 6896 45 4348 2717 Y 7065 7065 W E 1503 4061 26.5 2560 1600 Y , 4161 4161 W F 1275 3445 22.5 2174 1359 Y 3533 3533 W G 1151 3110 20.5 1981 1238 Y 3219 3219 W 3rd A 1151 3110 20,5 1590 993 Y ~ 2583 r 3110 S B 1275 3445 22.5 1745 1090 Y 2835 3445 5 C 1503 4061 26.5 2055 1284 Y 3339 4061 S D 2552 6896 45 3489 2181 Y 5670 6896 S E 1503 4061 26.5 2055 1284 Y 3339 4061 S F 1275 3445 22.5 1745 1090 Y 2835 3445 S 0 1151 3110 20.5 1590 993 Y 2583 3110 S 2nd A 1151 1555 20.5 1653 1033 Y 2686 2686 W B 1275 172322.5 1814 1134 Y 2948 2948 W C 1503 2031 . 26.5 2136 1335 Y 3472 3472 W , D 2552 3448 45 3628 2267 Y 5895 5885 W E 1503 2031 ' 26,5 2136 1335 Y 3472 3472 W F 1275 1723 22,5 1814 1134 Y 2948 2948 W G 1151 1555 20.5 1653 1033 Y 2686 2686 W SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined/ Load Design Load Load Typ LEVEL GRID (sq ft) (lbs) (ft) (Ips) (IW (YIN) (tbs) ((ds) Roof 2 2680 7242 1345 1246 779 Y 2025 7242 S 3 5360 14484 + 27 24921558 . Y 4050 14484 S 4 2680 7242 13.5 1246 r 779 Y 2025 7242 S 3rd 2 2680 7242 13.5 1047 654 Y 1701 7242 S 3 5360 14484 27 2094 1308 V 3402 14484 S 4 2680 7242 13„5 1047 654 Y 1701 7242 S 2nd 2 2680 3621 13.5 1088 680 Y 1769 3621 S 3 5360 7242 27 2177 1360 Y , 3537 7242 S 4 2680 3621 13.5 1088 880 Y 1769 3621 S 0 Lf) il Client: LRS Architects C\I 17/CF t \ -, Project: Tigard Apartments 1 =( .j't t4-f t,'..“V2),Lr 0 FROELICH Project#: 15-T084 I=L ength of individual wall Lt-.Total length of wall along gridline SULTING Date: 8/15/2015 la=Length of moment arm in wall(if different than wall length) COl•-• By: RH hrf-.Wall Height firs to roof - ENGEFERS INC b4-Height of wall flr3-flr4 h.3=Height of wall flr2-flr.5 L Lif.,--[Pil(hrf+h-l+h3-t-h2+3)+V-4(124+1L3+h2+2)+1/3(113+Ti2+I)-1-V2(h2)]>,- .Lr h2=Height of wall flrl-t1r2 0) Shear Walls & Holdowns RI Vrf=Horizontal force at gridline from roof V4=Horizontal force at gridline from 4th flr O_ Roof to 3rd Floor V3=Horizontal force at gridline front 3rd flr L V2=Horizontal force at gridline from 2'd tlr Mu=Hirf(hi)-,V 4(hi)+V 3(hij-U2(M))x— Roof dl: 15 psf 1,=Unit shear in wall IT Wall dl: 10 psf Ms=Overturning moment when upper wall is Stacked above lower wall 2 1 L' Floor dl: 26 psf Mu=Overturning moment when upper wall is Mr.-- 1-1(Rirab s R oofD1)(Wtrib-,WailDL)(Fn•ib x FloorDL)I-2 3 not stacked or does not exist Roil,.Wit-ib.Ftrib=Roof.wall,and floor tributary area,used for calculating dead load n a Shr-.11) Ts.--- - Mr=Resisting moment due to dead load La L To=Tension if walls not stacked Ts=Tension if walls stacked Wall - L Lt La hd N./ff v Mu Rtnb Wbib Ftrth Mr Tu Comments JHoldowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (Ib) (pit) (lb`ft) (ft) 00 (ft) (ib*ft) (lb) Nailing Event Front-Back Event A 3.5 42 3.5 9 3219 77 2414 4 9 0 613 515 W A 7.5 42 7.5 9 3219 77 5173 4 9 2813 315 W - , B 14 46.5 14 9 3533 78 9572 4 9 9800 -18 W , C 15 30 15 9 4161 139 18722 4 9 11250 498 1 W , D 49 49 49 9 7065 144 63585 4 9 120050 -1152 W E 15 30 15 9 4161 139 18722 4 9 . 11250 498 W F 14 46.5 14 9 3533 76 9572 4 9 9800 -16 W , G 3.5 42 3.5 9 3219 . 77 2414 4 9 613 515 W . G 7,5 42 7.5 9 3219 77 5173 4 9 2813 315 0 Side Event . 2 3.5 61.5 3.5 9 7242 151 3709 10 9 0 980 780 S 2 4 61.5 4 9 7242 132 4239 10 9 0 1280 740S 2 8 61.5 8 9 7242 118 8478 10 9 0 5120 420S 3 36.5 164 36.5 9 14484 88 29012 4 9 0 66613 -1030 $ 3 91 164 91 9 14484 88 72332 4 9 414050 -3755 S 4 3.5 61.5 3.5 9 7242 151 3709 4 9 613 885 S 4 4 61.5 4 9 7242 132 4239 , 4 9 800 860 S 4 8 61.5 8 9 7242 118 8478 4 9 3200 660 S 1 si rtr. Client: LRS Architects L Project: Tigard Apartments L=Length of ndividual wall 0 FRoEucH Project#: 15-T084 It=,Total length of wall along gridline Lf") Date: 13/15/2015 La=Length of moment arm in wall(it C\I CONSULTING By: RH Oifferent than wall length) hrf=Wall Height firs to roof L 0 ENGNEERS INC li-.1=Height of wall 11r3.-1h4 1h,rrrAilrf-t-h-i+h3+e-3)=1'4(h4+16+112+2)+174h3=1)2+1)+1'2(/2)),‹- h3=Height of wall flr2-flr3 If 01 112=Height of Vail fIrl-f1r2 N 1"rf=Horizontal force at gridline from roof .,- Shear Walls & Holdowns 1'4=Horizontal force at gridline from 4`h flr 1'3=Horizontal force al gridline from.3`6 tlr \'. Horizontal-=Horizontal tome at gridline from 2"flr Mid =[Vif an-V 40?l-V 1(iii)-,-V 2.(in)1>. CD 3rd Floor to 2nd Floor k'-.Unit shear in wall LI CTS kis...-Overturning moment when upper wall is EL Roof dl: 15 psf wicked above lower wall 1 , Wall dl:dl: 10 psf kiu-Overturning inoment whet'upper wall islir,-- :[(Rtrib x RoofDL)(Wrrib x Wa/IDL)(Frrib x FloorDL)I -;--- ..) Floor dl: 26 psf not stacked or does not exist ktrib_Wtrib.Ftrib=Roof,',Nall,and fluor tributarp area.used for calculating dead load m_ Mu-iir = V c .1.!., Mr-Resisting moment due to dead load /a i tic=Tension if walls not stacked Is==Tension if walls stacked - , , Wall L Lt La hd h3 Nio V3 v Ms Mu Rtrib Wlib Fhb Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (lbs) a (lbs) .a (Mt) :ia (Ileft) (1b*ft) (ft) (ft) (ft) (1131t) (113s) (lbs) Nailing Event .I. l l _ . - . . Front-Back Event _ A 3.5 42 3.5 9 10 3219 3110 216 7956 5274 4.0 18 4.0 1405 1106 1872 S A 7.5 42 7.5 9 10 3219 3110 151 17049 11301 4.0 18 4.0_ 6450 647 1413 S B 1446.5 14 9 10 3533 3445 150 31644 21009 4.0 18 4.0 22475 -105 655 $ . - _ C 15 30 15 9 10 4161 4061 274 61912 41110 4.0 18 . 4.0 25800 1021 2407 $ - D 49 49 49 9 10 7065 6896 285 210261 139611 4.0 18 4.0 275315 -2769 -1328 S E 15 30 15 9 10 4161 4061 274 61912 41110 4.0 18 4.0 25800 1021 2407 . S - F 14 46.5 14 9 10 3533 3445 150 31644 21009 4.0 18 4.0 22475 -106 665 S G 3.5 42 3.5 9 10 3219 3110 215 7956 5274 4.0 18 4.0 1405 1106 1872 S ... . G 7.5 42 7.5 9 10 3219 3110 151 17049 11301 4.0 18 4.0 6450 647 1413 0 . Side Event - 2 3.5 61.5 3.5 9 10 7242 7242 336 12364 8243 4.0 18 4.0 1405 1954 3131 S ..4 . 2 4 61.5 4 9 10 7242 7242 294 14131 9420 4.0 18 4.0 1835 1896 3074 S _ 2 8 61.5 8 9 10 7242 7242 236 28261 18841 4.0 18 4.0 7339 1438 2615 S 3 37 164 36.5 9 10 14484 14484 177 96707 64471 4.0 18 4.0 152765 -2419 A536 S 3 91 164 91 9 10 14484 14484 177 241106 160737 4.0 18 4.0 949555 -8668 4785 S 4 3.5 61.5 3.5 9 10 7242 7242 336 12364 8243 4.0 18 4.0 1405 1954 3131 S - - 4 4 61.5 4 9 10 7242 7242 294 14131 9420 4.0 18 4.0 1835 1896 3074 S - - - 4 8 61.5 8 9 10 7242 7242 236 28261 18841 4.0 18 4.0 7339 1438 2615 S - • ( Client: LRS Architects , L" �, Project: Tigard Apartments r=Of-1,4 V 3--t%2),Li O FROEICH Project#: 15-7054 L=Length of individual wall Lt=Todd length of wall along gridline N CONSuE�NG Date: 8/15/2015 La=Length of ntmn tt arm in avail(if I' U RH different Man seal/lengthy E VEERS ��� httr*WallHeight tire to oaf 15 t...Height of of wall fir3-flr3 _LIs=[ltfUt(f-ilr1sh3-la-3)TU4(14-10-1c.=_),VX1t_3-k3-.1)-YJ1t?)JxL / 1t3--Height of wall flr2-flr3 LI h2-=Height of wall firl-flr2 t,sfo Horizontal force at gridline from roof °0 Shear Walls & Holdowns V4Hon_ from iontal fmre gridline 4'"fir C 3 Honaonml foe.,at gridline from 3'fir V,2,�Horizontal force at gridline from2"'flr ,llu=(Yff(int-1'Jh; V3(ha-f"-' )tt L rn 2"d Floor to Foundation { " a'=unit shear in wall Lt (u Roof dl: 15 psf Ota-,Osertuming moment scf,ra uppers all is stitched ohm is lower,wall L- =O Wall dl: 10 psf Mu vtnuminn momwhenent hen upper stall is L/t 3 L) 0.. 1(Rterti x Roo/D (lYtr'1b x 1f a//DL)(Frrib x FloorDL)�-- Floor dl: 26 psf not stacked or does not es isi IRoils Whit,.Ftrib=Roof wall.and floor tributary area,used for calculating dead lard Tit = IM-LP-LP- r;,_.Sts- 1-ft Mr-Resisting moment due to dead lord La L Ta=%erasion ifs-salts not stacked Ta=Tension if walls stacked Wall L Lt La ha ' h3 h2 V,, V3 V2 v ' Ms Mu Rift Whits Firth Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (ft) (lbs) (lbs fbs A r Obit) 8101) (ft) 1ft) (ft) (lb ft) (lbs) Obs) _ Nailing Event Front-Back Event A 3.5 42 3 9 10 10 3219 3110 2686 215 15995 7512 4.0 29 8.0-4 2279 1744 4572 HTT5 W A 7.5 42 7 9 10 10 3219 3110 s 2686 215 3427616097 _4.0 29 8.0 10463 805 3402 H114 W B 14 46.5 13.5 9 10 10 + 3533 3445 2948 213 63628 a 29883 4.0 29 8.0 36456 -487 2013 HTT4 kW C 1530 14.5 9 10 10 4161 4061 3472 390 124491 58467 4.0. 29 8.0 41850 1146 5699 HDU5 W D 49 , 49 48.5 9 10 10 7065 6896 5895 405 d 422783, 198561 _4.0 29 _ 8.0 446586 -5114 -491 W E 15 30 14.5 9 10 10 4161 4061 3472 390 124491 58467 4.0 29 8.0 41850 1146 5699 HDU5 W F 14 46.5 13.5 9 10 10 3533 3445 2948 213 63628 29883 4.0 29 8.0 36456 -487 2013 HTT4 W G 3.5 42 3 9 , 10 10 3219 3110 2686 215 15995 7512 4.0 29 8.0 2279 1744 4572 , HTT5 W G 7.5 42 7 9 10 10 3219 3110 2686 215 34276 - 16097 4.0 29 8.0 10463 805 3402 HTT4 0 Side-Side Event 2 , 3.5 67.5 3.5 9 10 10 7242, 7242 3621 383 21404 9388 13.0 29 11.0 3148 1783 5216 HDQ8 S 2 4 , 67.5 4 9 10 10 7242 7242 3621 335 24462 10729 13.0 29 11.0 4112 1654 5087 H008 S 2 7 67.5 7 9 10 10 7242, 7242 3621 268 42808 18776 13.0 29' 11.0 12593 883 4316 HTT5 S 3 - 37 . 164 36.5 9 10 10 14484 14484 7242 221 183744 80589 4.0 29 8.0 247799 -4581 -1755 S 3 91 , 164 a 91 _ 9 10 10 14484, 144844 7242 221 458101 200921 4.0 29 8=0 1540266 -14718 -11892' \S 4 , 3.5 67.53.5 , 9 10 10 7242 7242 3621 383 21404 9388 13.0 29 11.0 3148 1783 5216 HDQ8 S 4 , 4 67.5\ 4 9 10 10 7242 ✓7242 3621 33524462 10729 13.0 29 11,0 4112 1654 5007 HDQ8 S 4 , 7 ' 67.5 7 9 10 10 7242 7242 , 3621 268 .a 42808 18776 413.0, 29 11.0_ 12593 883 4316 HTT5 S Page 181 of 250 a ? Client: LRS Architects f -,1.4 Project: Tigard Apartments /"(�F R0'IE7I K/H+ Project#: 15-T084 CONSULIINu Date: ARug-15 ENGNEERS,INC Lateral Design - Wood Walls Shear Walls Building A2 WIND: Front-Back Event Side-Side Event Level Top Elev Bott Elev Wind Load Level t Top Elev Bott Elev Wind Load (ft) (ft) .1 (ftp (f) (pit) Roof Wind 130 59 189 P Roof Wind 37 24 189 Load Load 3rd Floor 24 15 131 3rd Floor 24 15 131 Wind Load Wind Load 2nd Floor 15 5 132 2nd Floor 15 5 132 Wind Load Wind Load Page 182 of 250 SEISMIC: Site Classification: D Occupancy Category: II 'Occupancy Importance Factor I I= I 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels I W= I 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels I R= I 6.5 MCE Short Period Pectal Response accel.: S = 0.965 MCE 1-second period spectral response accel.: S1= 0.424 5%damped short period spectral response accel.: Sos= 0.717 5%damped 1-second period spectral response accel.: Sol= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12,8-2 Cs=Sos/(R/I) Cs= 0,110 Controls Eq 12,8-3(max)-in addition to sections 12,8.2, 12.8.2.1, Table 12.8-1 Cs=So1l(T(R/l)) Ta=C,hnx Ta= 0.288 C,= 0,02 Cu= 1.491 from table 12.8-1 hn= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12,8-5(min) Cs=0.044Sosl Cs= 0.032 Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 Seismic Dead Loads diaph area - Load Wall L Trib Wall Wall Wt Mech u. Solar Total DL Level (fte) (p$f) (ft) height(ft) (pet) (lbs) Pnls(lbs) (lbs) Roof 12818 20 0 0 0" 0' 0 256360 3`d Floor 10800 34 0 0 0 0 0 367200 2"°Floor 10800 34 0 0 0 0 0 367200 Seismic Base Shear(Working stress Design) 990760 V=Cs(DL) V= 76502 lbs Vertical Distribuition Level I Weight I Height Wt*Ht J ""vw/Tolai I V pi=(Wt(Ht)/Total)*V Roof 256360 34 8716240 0.442 76502 33793 = 3w Floor 367200 20 7344000 0.372 76502 28473 =V.yd Tv Floor 367200 10 3672000 0.186 76502 14236 =V2nd Total= ` 19732240 lid= 33793 lbs Vud= 28473 lbs 16na= 14236 lbs Page 183 of 250 Diaphragm Loads Level 14(lbs) V,(ibs) E Vi(lbs) Ew,(lbs) Fp,=((EV)/EN)*wpx Roof 256360 33793 33793 256360 33793 =F❑ 3"`Floor 367200 28473 62266 623560 36667 =Fu 2`*Floor 367200 14236 76502 990760 28353 _=F2nd Min Diaphragm Loads Son= 0.717 Fpmin=0.2*Spn*wpx*I*0.7 Level 'Fpmin Roof 25733 Vo= 33793 lbs 3"Floor 36860 Vim= 36860 lbs 2`"Floor 36860 Vud= 36860 lbs Page 184 of 250 Client: LRS Architects TC Project: Tigard Apartments FROELICH o teed#: 1851-1T50/280415 B15/2015 CONSULTING By: RH ENGINEERS,INC SEISMIC LOAD Story Distribution: Areas; Roof: 33793 lbs Roof: 12818 9 ft 3rd: 28473 lbs 3rd: 10800 sq ft 2nd: 14236 lbs 2nd:, 10800 sq ft WIND LOAD Story Distribution: Level Windward(Leeward ' Redundancy Factor,p . Front-Back Event Roof: 116 73 Per ASCE7-05 12,3,4.2,p=1,0 because of large amount of 3rd: 81 50 shearwalls and because no wall takes more than 33%of the story 2nd: 81 51 shear. Side-Side Event Event Roof: 116 73 3rd: 81 50 2nd: 81+ 51 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area . Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID - (sq ft) , {lbs) (ft) (Ws) (lbs) (YIN) (lbs) (lbs) 4 Roof A 121‘ 3203 22.5 2617 1636 i Y 4253 4253 W B 1431 3773 26,5 3082 ' 1926 Y 5009 5009 W C 1431 3773 26.5 3082 a 1926 Y 5009 5009 W 0 2430 S 6406 45 5234 3271 Y 8505 8505 W E 1431 3773 26.5 3082 1926 Y 5009 5009 W F 1431 3773 26.5 3082 ! 1926 Y 5009 5009 W G 1215 3203 22.5 2617 1636 Y _ 4253 4253 W 3rd A 1215 3203 225 1814 1134 Y 2948 2948 W B 1431 3773 26.5 2136 1335 , Y 3472 3472 W C 1431 3773 26.5 2136 1335 Y 3472 3472 W D 2430 8406 45 3628 2287 Y 5895 5895 W E 1431 3773 26.5 2136 1335 Y 3472 3472 W F 1431 3773 26.5 2136 1335 V 3472 3472 W G 1215 3203 , 22.5 1814 , 1134 Y 2948 2948 W t 2nd A 1215 1602 22.5 1828 1142 Y 2970 2970 W B 1431 1886 26,5 2153 1345 Y 3498 3498 W C 1431 1886 , 26,5 2153 1345 Y 3498 3498 W D 2430 3203 45 3655 2285 Y 5940 5940 W E 1431 1886 26.5 2153 1345 Y 3498 3498 W F 1431 ` 1886 26.5 2153 1345 Y 3498 3498 W G 1215 1602 225 1828 1142 Y 2970 2970 W SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (lbs) (ft) Os) (lbs) (Y/N) (Ibs) {lbs) Roof 2 3204 8447 13.5 1570 981 Y 2552 8447 S 3 M 6408 16894 27 3140 1963 Y 5103 16894 S 4 3204 8447 13,5 1570 981 Y 2552 8447 S 3rd 2 , 2700 7118 13,5 1088 680 Y Y 1769 7118 S 3 5400 14236 27 2177 1360 Y 3537 14236 S 4 2700 7118 13.5 4 1088 680 Y 1769 7118 S 2nd 2 2700 3559 13,5 1097 685 Y 1782 3559 S 3 5400 7118 27 2193 1371 Y 3584 7118 S 4 2700 3559 13,5 1097 685 Y 1782 3559 S O ■ ,a(�? Client: LRS Architects N 21M4 Project: Tigard Apartments =.rrr .l'ArrN.;"2rLr 0 FROELIC H Project#: 15-T084 L=Length of individual wall Lt = Total length of wall along gridline CONS11111NG Date: 8/15/2015 La=Length of moment arm in wall(if B RH different than t all 1.mgth) 00 �� hrf-Wall Height tin;to roof ENGNEERS INC -Height of wall tlr3-find1/s=lxt:l/uf.r4tw�lr2f2 3)�v4(h4,, 3+r2)+V3(h3Yht~.1)+V I12)]n- if 113=Height of wall flr2-flr3 Li CD b'_Height of wall flr I-flr2 a Shear Walls & Holdowns �'rf=Horizontalforce atgridline from roof '1`i=Horizontal force at gridline from 4`t'fir 0- Roof to 3rd Floor V3=Horizontal force at gridline from Std f r V>----Horizontal fence atgt "a fir idline*ors" My [Vrf(1ti)=V4(ht).(r3(hi)-V2(hi)]x-- Roof dl: 15 psf 1'=Unit shearut wall Li Wall dl: 10 psf tits=ON ertruning moment when upper wall is Floor dl: 26 psf tax lab elo„erwall c 'vhr=Overturning moment when upper wall is Ifr=-[i Rot://; 120031.)(Wrrih IfaI/DL)(Fn-ib a F loorDL)1-- not stacked or does Dot exist - ktrib.Wtrib,F iib=Roof.wall.and floor tributary area used for calculating dead load (v=,tf+r- lit 1! -MrMr=Resisting moment due to dead load La Ts L Tu=Tension if walls not stacked Ts Tension if walls stacked Wall L Lt La ho Vd v I Mu Rtrib Wtdb Feb Mr Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (Ib) (pit) (lift) (ft) (ft) (ft) (lb"ft) (Ib) Nailing Event Front-Back Event A 11 42.5 11 8 3375 79 6988 4 8 0 6647 122 W A 20.5 42.5 20.5 8 3375 79 13024 4 8 ' 19612 -321 W B 13 - 43 13 8 3975 92 9614 4 8 7887 133 W C 13 43 13 8 3975 92 9614 4 8 7887 y 133 W D 49 49 . 49 8 6750 138 54000 4 8 112047 -1185 W E 13 43 13 8 3975 92 9614 4 8 7887 133 W F 13 43 13 8 3975 92 9614 4 8 7887 133 W G 11 42.5 11 8 3375 79 6988 4 8 5647 122 W G 20.5 42.5 20.5 8 3375 79 13024 4 8 19612 -321 0 Side Event 2 3.5 58.7 3.5 8 8447 164 4029 13.0 8 0 1123 830 S 2 5 58.7 5 8 8447 144 5756 13.0 8 0 2292 693 S 2 6.5 58.7 6.5 8 8447 144 7483 13.0 8 0 3873 555 S 3 45 182 45 8 16894 93 33416 4.0 8 0 94500 -1357 S 3 91 182 91 8 16894 93 67575 4.0 8 386447. -3504 S 4 3.5 58.7 3.5 8 8447 164 4029 13.0 81123 830 S 4 5 58.7 5 8 8447144 5756 13.0 8 2292 693 5 4 .6.5 58.7 6.5 8 8447 - 144 7483 13.0 8 - 3873 555 'S • ■ 7FClient: LRS Architects } Yryt�y,ryF'�H�Hrr , Project: Tigard Apartments ,._{s'"y r.t-r+-c_a;i.. FRV LLIL H Pro ect#• 15-T084 I=Length of indifidwal wall O Lt=Total length of wall along gridline Ll)N CONSULTING 1111 Da 8/15/2015 La=Length of moment ami in wall(if I I By: RH different than wall length) bit=V.ail Height finto roof L 0 ENGNEERS INC Fo=Height ofwall fld-flr4 fs=(irf('hr(z1t3•)f iii , )+l'4(h4+h; h2+"_) T {lt3:.h2iI) L"(h'_}1x- 17j h3=Heigh[of welt flr°-flr3 LI CO naw=Height of wall flri-flr' CO Yrf=Horizontal force at gridline from roof T Shear Walls & Holdowns V4=Horizontal force at gridline from 4'fir V3=Horizontal face at gtidliue from 3`°flr V2=Horizontal force at gridline from 3'a fir Mu--El'V(lit)-P4iht)+Pithy)+6''(/t!)]x L CD 3rd Floor to 2nd Floor t`-Initshearinnall r CZ Roof dl: 15psf '.torr=Overturning moment when upper wall is CI_ *tacked above lower wall L' Wall dl: 10 psf btu Overturning moment when upper wall is me= :I t( Ruiz,:Roo/TV)(tl'trih x II ulinf)(,Frith x Fl noa-DL t -� Floor dl: 26 psf not stacked or d xs not exist RtrilL%Vtnb_Ftrib=Roof.wall,and floor Mbuta area,used for aiculatin dead toad lir.--it .11r tit Mr=-Resisting moment due to dead load La L To=Tension if walls not stacked Ta=Tension if galls stacked Wail L Lt La h,f h3 Vif V3 v 1Ms Mu Rtrib KitFtrib Mr Tu Ts Comments Holdowns Shearwali Controlling Grid (ft) (ft) (ft) (ft),.. (/ft) (lbs) (Ins) _ (pin Oteft) (lb•ft) (ft) (ft) (ft) (lb'ft) fibs) _ (Ws) ,, Nailing Event Front-Back Event t A 11 42.5 11 9 10 3375 2813 146 24750 16015 4.0 18 4.0 13875 195 989 W A 21 42.5 20.5 9 10 3375 2813 146 46125 29846 - 4.0 18' 4.0 48189 -895 -101 W B 13 43 13 9 10 3975 3313„ 169 34049 22032 4.0 18 4.0 19379 204 1129 W C 13 43 13 9 10 3975 3313 169 34049 22032 4.0 18 4.0 19379 204 1129 W D 49 49 49 9 10 6750 5625 253 191250 123750 4.0 18 4.0- 275315 -3093 -1716 W E 13 43 13 9 10 3975 3313 169 34049 22032 4.0 18 4.0 19379 204 1129 W F 13 43 13 9 10 3975 3313 169 34049 22032 4.0 18 4.0 19379 204 1129 W G 11 42.5 11 9 10 3375 2813 W 146 _24750 16015 4.0- 18 4.0 13875 195 989 W G 21 42.5 20.5 9 10 3375 2813 146 46125 29846 4.0 18 4.0 48189 -895 -101 0 Side Event 2 3.5 58.7 3.5 9 10 8447 _ 7118 379 14317 9281 13.0 18 4.0 1956 2093 3532 S 2 5 58.7 5 9 10 8447 7118 265 20453 13258 ' 13.0y 18 4.0 3992 1853 3292 S 2 6.5 58.7 6.5 9 10 8447 _ 7118 265 26589 17236 13.0 18 4.0 6746 1614 30663 S 3 , 45 182 45 9 • 10 16894 14236 171 118741 76970 4.0_ 18 4.0_232200 -3450 -2521 S 3 91 182 91 9 10 16894 14236 171 240120 155651 4.0 18 4.0 949555 -8724 -7796 S 4 3.5 58.7 3.5 9 10 8447 7118 379 14317 9281 13.0 18 4.0 w 1956 2093 + 3532 S 4 5 58.7 5 9 10 8447 - 7118 265 20453 a 13258 13.0 18 4.0 3992 1853 3292 S 4 6.5 58.7 6.5 9 10 8447 7118 265 26589 17236 13.0 18 4.0 6746 1614 , 3053 S • -2,i p(? Client: LRS Architects uL.(y Project: Tigard Apartments -{f,f-.il_`v;-t )-tr Project#: 15-1084 .-e-length of utdindual all u n /+ E t=Total'cloth of wall along uridlinc N CONSULTING Date: 811 512 01 5 La=L rngth of momestt nem in wall(if By: RH iif£ereut thmt wall lcugth) == , t',5 ENGINEERS INC h3=Hralt ofwsltor3-1r 1 12-Hetght of wall th2;-flr3 .115-[Vrf(inf-1,=1,h3 Ir -3)_Vq(Irf-113-h?-2)-VAIS-h2-1)-Y24101x i t2--Heigh of'..all tlrl-f1 2. L! Vrf-HorLoutal force at gridline tlnm roof Shear Walls & Holdowns ,"1=Hun ontal fm-ccat addllna flout.1"al � 1 3=Hoer Dural force at gridline Brom 3rd£h �y11♦♦ 2nd Floor to Foundation _-Hon rontal for cc at gridline from 2`'s flr 1th=(V rO-17•'4(111)-rynt-1 `tia)],-L L t Hatt shearu; tipli i_r al Roof dl: 15 psf hi _vt's'nttuuig mnmcn.Moro ulx�ct'x all is /� tacked dbe'c lower wall L- Lim Wall dl: 10 psf bio s Cncttumnnc m neat n-hc-n upper wall i.s tir ... 1(Rtrib a Roof7)L)(Wtrth x it'allDL)(Rn-tb x FIOorDL)J- Floor dl: 26 psf hot atackcd or dot not dist truth.R tnb_Ftrib=Roof mall and floor tributan,arta.used for t otculating dead lorxi ''fu-lir .11s-- t; bir=Resistatg atomalt due to dead load L In_"Tension a wall not stacked Ys FSI MO),it.,ally,tat ked Wall L Lt La hr, h3 h2 yr( V3 V2v Ms Mu Rtrib Wirt Ftrib Mr Tu Ts Comments Holdownsl Shearwall Controlling Grid ft ft ft , ' (ft) _ (ft) (lbs) (lbs) (lbs) J (pif) (Ib*ft) (lb"ft) (ft) (ft) (ft) (1b'ft) (lbs) (lbs) _ Nailing Event Front-Beck Event - A 11 , 42.5 10.5 9 10 10 3375 2813 2948 215 49995 23644 r 4.0 28_8.0 22103 147 _ 2656 W A 21 42.5 20 9 10 10 3375 2813 2948 215 93173 44063 4.0 28 M 8.0 76766 -1635_ a HTTT4 820 HTTT4 W B 13 43 12.5 9 10 10 f 3975 3313 3472 250 -68780 32527 4.0 28 8.0 30871 133 3033 HTTT4W f C 13 43 12.5 9 10 10 3975 3313 3472 250 68780 32527 4.0 28 8.0 30871 133 3033 HTTT4 W D 49 49 48.5 9 10 10 6750 5625 5895373 386325 182700 4.0 28 8.0 438583 -5276 -1077 W E 13 43 12.5 9 10 10 3975 3313 3472-_ 250 68780 32527 4.0 28 8.0 30871 133 3033 HTT4 W F 13 43 12.5' 9 10 10 3975 3313 3472 250 68780 32527 4.0 28 8.0 30871 133 3033 • HTT4 W G 11 42.5 10.5 9 10 10 3375 2813 2948 215 49995 23644 4.0 28 8.022103 147 2656 HTT4 W G 21 42.5 20 9 10 _ 10 3375 2813 2948 215 ,93173 44063 4.0 28., 8.0 a 76766 -1635. 820 HTT4 0 Side-Side Event 2 3.5 58.7 3.5 9 10 ' 10 ' 8447' 7118 3559 465 26648 11403 13.0 28 17.0 3744 2188 6544 HDQ8 S 2 5 58.7 5 9 10 . 10 8447 7118 3559 326 38069 16290 13.0 28 17.0 7642 1730 6085 HDQ8 S 2 6.5 58.7 6.5 9 10 10 8447 7118 3559 326 ' 49489 21177 13.0 28 17.0 12914 1271 5627 HDU5 S 3 45 182 45 9 10 10 i 16894--14236 7118 210 _221008 94570 4.0 28 8.0 369900 -6118 -3309 S 3 91 182 91 9 10 10 1689414236 7118 210 446926 191242 4.0 28 8.0+1512663 -14521 -11711, S _ 4 3.5 58.7 3.5 9 10 10 8447 7118 _3559 465 26648 11403 13.0 28 _17.0 3744 2188 6544 r S 4 5 58.7 5 9 10 10 8447 7118 3559 326 38069 16290 13.0 28 XHDQ8 17.0 7642 1730 6085 HDQ8 S 4 6.5 58.7 6.5 9 10 10 8447 7118 3559 326 49489 21177 13.0 28 17.0 12914 1271 5627 HDU5 S Page 188 of 250 r � Client: LRS Architects If,15Project: Tigard Apartments FROEIICH Project#: 15-T084 Date: CONSULTING By: RH Aug-15 ENGNEERS,INC Lateral Design - Wood Walls Shear Walls Building A3 WIND: Front-Back Event Side-Side Event Level Top Elev Bott Bev Wind Load Top Bev Bott Elev Wind Load (ft) (ft) (Pif) Level (ft) (ft) (Pif) RoofWind r 37 24 150 Roof Wind 37 24 150 Load Load 3rd Floor 24 15 125 3rd Floor 24 15 125 Wind Load Wind Load 2nd Floor 15 5 131 2nd Floor 15 5 131 Wind Load , Wind Load _ Page 189 of 250 SEISMIC: Site Classification: D Occupancy Category: ii Occupancy Importance Factor I I= 1 1.0 System Over-strength Factor: Light Frame Welts with Shear Panels I W= 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels I R= 6.5 MCE Short Period Pectal Response accel.: Ss= 0.965 MCE 1-second period spectral response accel.: 51= 0.424 5%damped short period spectral response accel.: Sos= 0.717 5%damped 1-second period spectral response accel.: So,= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=S05/(R/1) Cs= 0.110 Controls Eq 12.8-3(max)-in addition to sections 12..8.2, 12,8,2,1, Table 12.8-1 Cs=S01/(T(R/i)) Ta=Cthnz Ta= 0.288 Ct= 0.02 Cu= 1.491 from table 12.8-1 hn= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044S051 Cs= 0.032 Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 Seismic Dead Loads diaph area Load Wall L Trib Wall Wall Wt Mech u. Solar Total DL Level (psf) (ft) height(ft) (psf) (Ibs) Pnls(Ibs) fibs) Roof 10268 20 0 0 0 0 Q 205360 3'd Floor 7992 34 0 0 0 0 0 271728 2rtd Floor 7992 34* 0 0 0 0 0 271728 Seismic Base Shear(Working stress Design) 748816 V=Cs(DL) V= 57820 lbs Vertical Distribuition Level Weight Height Wt*Ht /Total V IV'=(Wt(Ht)/Total)*V Roof 205360 32.5 6674200 0.450 57820 26029 = 3""Floor 271728 20 5434560 0.367 57820 21194 in Vkd 2'"Floor 271728 10 2717280 0.183 57820 10597 Vznd Total= 14826040 1.000 V,r= 26029 lbs VV= 21194 lbs Vend= 10597 lbs Page 190 of 250 Diaphragm Loads Level I wp.(lbs) I V(lbs) J F V,(lbs) J �w;(lbs) I Fp.=((Eve)t(Fw))*wp. Roof 205360 26029 26029 205360 26029 =FN 3n'Floor 271728 21194 47223 477088 26896 =Fara 2""Floor 271728 10597 57820 748816 20982 =Fznd Min Diaphragm Loads Sos= 0.717 Fpmin 0.2*Sos*wpx*I*0.7 Level Fpmin Roof 20614 Vrt= 26029 Ibs 3''Floor 27276 V3rd= 27276 lbs 2° Floor 27276 Vznd= 27276 lbs 4 Page 191 of 250 Client: LRS Architects • �� Project: Tigard Apartments f ROELICH Date: t#: 1851-1T50/280415 CONSULTING By: RH ENGINEERS,INC SEISMIC LOAD . Story Distribution: Areas: Roof: 26029 lbs Roof: 10268 sq ft 3rd: 21194 lbs 3rd: 7992 sq ft 2nd: 10597 lbs 2nd:, 7992 sq ft WIND LOAD Story Distribution: Level Windward JLeeward Redundancy Factor,p Front-Back Event Roof: 92 58 Per ASCE7-05 12.3,4.2,p=1.0 because of large amount of 3rd: 77 48 shearwalls and because no wall takes more than 33%of the story 2nd: 81 50 shear, Side-Side Event Event Roof: 92 58 3rd: 77 48 2nd: 81 50 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (so ft) (lbs) a (t) (lbs) (lbs) (YIN) (lbs) PS) Roof A 927 2350 13 ' 1200 750 Y 1950 2350 S B 1248 3164 17.5 1615 1010 Y 2625 . 3164 S C 1604 4066 22,5 2077 1298 Y 3375 . 4066 S D 2638 6687 37 3415 2135 Y 5550 ' 6687 S E 1604 4066 22.5 2077 1298 Y 3375 4066 S F 1248 , 3164 17.5 1615 1010 Y 2625 3164 S G 927 2350 , 13 1200 750 Y 1950 2350 S 143 3rd A 727 ` 1927 ' 13 1000 625 Y 1625 1927 S B 978 2594 17,5 1346 , 841 Y 2188 2594 S C 1258 3335 22,5 1731 1082 Y 2813 3335 S D 2068 5485 37 2846 1779 Y 4625 5485 S E 1258 3335 22..5 1731 1082 Y 2813 3335 S F 978 2594 17,5 1346 841 Y 2188 2594 S G 727 1927 13 1000 625 Y 1625 1927 S 2nd A 727 964 13 1048 655 Y 1703 964 S B 978 1297 17,5 1411 882 Y 2293 1297 S C 1258 1668 22,5 1814 1134Y 2948 1668 S D 2068 2742 37 2983 1864 ' Y 4847 2742 S E 1258 1668 22,5 18141134 Y 2948 1668 S F 978 1297 17.5 1411 , 882 Y 2293 1297 S G 727 964 13 1048 655 Y 1703 964 5 SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load 'Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (lbs) (ft) (lbs) (Ibs) (Y/N) (lbs) Os) Roof 2 2567 6507 13,5 1246 779 Y 2025 6507 S 3 5134 13014 27 2492 1558 Y 4050 13014 S 4 2567 6507 13,5 1246 779 Y 2025 6507 S 3rd 2 1998 5299 13,5 1038 649 Y 1688 5299 S 3 3996 10597 27 2077 1298 Y 3375 10597 S 4 1998 . 5299 13.5 1038 649 Y 1688 5299 S 2nd 2 1998 2849 r 13.5 1088 680 Y 1769, 2849 S 3 3996 5299 27 2177 1360 Y 3537 5299 S 4 1998 2649 13,5 1088 680 Y 1769 2649 S a . . ,., Client: LRS Architects fp Project: Tigard Apartments , ki•,:,--r4-V;t 1'n it L=Length of'individual wall FkoELK.H Project#: 15-T084 LA-Total length of‘t ail along gridline CONSULTING BD:te: : RH8/15/2015 La=Length of moment arm in wall rif different than wall length) tuf=Wall Height flEtt,.to roof ENGNEERS INC n4-Height of wall f1r3-11r4L .1/s r--,Wrfihtf÷h4+1 13-,-142,-.3)+V 4(h4 1413-r k2+2)",V3t1t3+112-Fit+VVI2)]x I hi=Height of wall flr2-flr3 Li h2=Height of wall tlrl-fltr2 Shear Walls & Holdowns Vrf=Hortzontal force at aniline from root 4,74=Horizontal force at eridlitie front 4e fit Roof to 3rd Floor V3=Horizontal force at a ridline front 3"fir L Horizontal force at gridline from 2"fit Mit=fleif(hi)-V 4(ht)-V 3(hi)-V.2(h1).)X--- Roof dl: 15 psf N.=Ull it sham in wall Li Wall dl: 10 psf ma-Overturning moment when tippet wall is stacked above Iowan,vallL Floor di: 26 psf Mu=Overturning moment when upper wall is Air - 72[(Rn-ib x RooJDL)(Wrrib x WalIDL)(Ftrtb x F loorDI)j- oat stacked or does not exist Tttrib.Wtrib,Farb=Roof,wall,and floor tributary area,used for calculating dead loadTu M -il Mt Ms-Mr - Tc= . Mr=Resisting moment due to dead load La L To--,..Tension if walls not stacked Ts=Tension if walls stacked ' • WailL Lt La elff V11 V Mu Rtrib Wtrib Ftrib Mr 1 Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (Ib) (Plf) (1b*ft) (ft) (ft) (ft) (1b*ft) (Ib) Nailin Event -......_ ..... . . Front-back Event A ' 3.5 32.7 3.5 8 2350 82 2015 4 8 0 572 412 ' S A 7.5 32.7 7.5 8 2350 72 4317 4 8 2625 226 S B 9.5 44 9.5 8 3164 72 5464 4 8 4212 132 - S C 14 47 14 8 4066 87 9689 4 8 9147 39 S D 47 47 47 8 6687 142 53497 4 8 103087 -1055 S E 14 47 14 8 4066 87 9689 4 8 9147 39 S - , F 9.5 44 9.5 8 3164 72 5464 4 8 4212 132 S G 3.5 32.7 3.5 8 2350 82 2012 4 8 572 412 - S G 7.5 32.7 7.5 8 2350 72 4312 4 8 2625 225 0 . , Side Event 2 3.5 58.3 3.5 8 6507 127 3123 13 8 0 1123 571 S 1:1 51.) 2 4.5 58.3 4.5 8 6507 112 4015 13 8 0 1856 480 S CO 2 8.67 58.3 8.67 8 6507 112 7736 13 8 0 6890 98 S CD 3 28 128 28 8 13014 102 22775 4 8 0 36587 -493 S __L 3 72 128 72 8 13014 102 58565 4 8 241920 -2547 S CO 4 3.5 58.3 3.5 8 6507 127 3123 13 8 1123 571 S IV - 4 ' 4.5 58.3 4.5 8 6507 112 4015 13 8 1856 480 'S 0 , --I, 4 8.67 58.3 8.67 8 6507 112 7736 13 8 6890 98 S 1\) (31 0 • ,P,,,:r. Client: LRS Architects ,?•;L.L..; Project: Tigard Apartments s=Of,V4-V3 V.Z) Li FRORICH Project U: 15-T084 t=Length of individual wall IA Total length of wall along gridline Date: 8/15/2015 La--,Length of moment arm in wall(if CONSULTING By: RH different than wall length) hri-Wall Height flrx to roof L ENGNEERS INC h4‘--Height of wall flr3-flr4 b3---.Height of wall flr2-flr3 Als=rrfihrf,IA,113 412-3)-,V4014 413,10,2),-11(/13 I ii.)-D,va,h2)J,- Lt 1s2 Height of wall flrl-flr2 Vrf=Horizontal force at gridline from roof Shear Walls & Holdowns V4=Horizontal force at gridline from 4th flt V3-Hatizontal force at stridline from 3"'fir V2=Horizontal force at gridline froin 2"fir Mu-Fri/t.hi),V 4(ht),-i'4(11+),V 2001),___ 3rd Floor to 2nd Floor V---=Unit shear in wall LI Ms.--Overturning moment when upper wall is Roof dl: 15 psf stacked above lower wall -1 , Wall dl: 10 psf MU-Ovemiming moment'when upper wall is Mr---,-:1.i(Rtrib>,ItoolDI)(1Volb x if'a ilDL)(Frrib x I'loorDL)1- 3 2 Floor dl: 26 psf not stacked or does not exist knit).Whit>.Ftnh=Roof,wall,and floor tributary area,used for calculating dead load Mn--Mi' AI,-- Lfr f n= --- Mr-,---Resisting moment due to dead load Lu L Tu-Tension if walls not stacked Ts.,-Tension if walls stacked -.- Wall L Lt La ho h3 Vrf V3 v Ms Mu Rtrib Wtnb Ftrib Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (lbs) (I bs) (plf) (Iblt) (Iblt) (ft) (ft (ft) (Iblt) (I bs) dbs) Nailing Event ...., .,,,.. , - _ III - .. . Front-Back Event A 3.5 32.7 3.5 8 10 2350 1927 187 6850 4583 4.0 18 4.0 1405 908 1556 S A 7.5 32.7 7.5 8 10 2350 1927 131 14678 9822 4.0 18 4.0 6450 450 1097S B 9.5 44 9.5 8 10 3164 2594 131 18579 12432 4.0 18 4.0 10349 219 866 'S C 14 47 14 8 10 4066 3335 157 32947 22047 4.0 18 4.0 22475 -31 748 S - D 47 47 47 8 106687 5485 259 181906 121722 4.0 18 4.0 253299 -2800 -1519 S ... E 14 47 14 8 10 4066 3335 157 32947 22047 4.0 18 4.0 ' 22475 -31 748 S F 9.5 44 9.5 8 10 3164 2594 131 18579 12432 4.0 18 4.0 10349 219 866 S ... ' , G 3.5 32.7 3.5 8 10 2350 1927 187 6842 4578 4.0' 18 4.0 1405 907 1553 5 - G 7.5 32.7 7,5 ' 8 10 2350 1927 131 14660 9810 4.0 18 4.0 6450 448 1095 0 Side Event 2 3.5 58.3 3.5 8 10 , 6507 5299 289 10596 7083 4.0 18 4.0 1405 1622 2626 S 2 4.5 58.3 4.5 8 10 6507 5299 225 13624 9106 4.0 18 4.0 2322 1508 2511 S 2 8.7 58.3 8.67 8 10 6507 5299 202 26248 17545 4.0 18 4.0 8619 1029 2033 S 3 28 128 28 8 10 13014 10597 184 77272 51650 4.0 18 4.0 89899 -1366 -451 S 7) 3 72 128 72 8 10 13014 10597 184 198700' 132815 4.0 18 4.0 594432 -6411 -5496 S SI) 4 3.5 58.3 3.5 8 10 6507 5299 289 10596 7083 4.0 18 4.0 1405 1622 2626 , S CO 4 4,5 58.3 4.5 8 10 6507 5299 225 13624 9106 4.0 18 4.0 2322 1508 2511 m S CD 4 8.7 58.3 8.67 8 10 6507 5299 202 26248 17545 4.0 18 4.0 8619 1029 2033 1 S _L. (.0- - . - - •., CA) 0 IV 01 0 Client: LRS Architects '.I; Project: Tigard Apartments 1-i➢'r1 -v4-Y3-r'23rJr F E 1 Project#: 15-T084 i_ e Total of th of a n malt • Ls�Tota2 teagth trf*s,�lt �.gndLinc U � Date: 8/15/2015 La a l.xa$th oft mutat arta is wall fit By, R„ dsttc7ur door mall length) hes. all He,ghc firs to roof F4GEEIRS h .HcightTotwall tir3-flf4 L lir` x}--h3--i =')-Pi{fi-=1? 1}- �/z2)�x- bt ie Height of wall fir/4113 Lt} 142n Hcight of wall lhl-fir? 'ti'tf a.liorizmrtal forme at gridline from roof V4--H.i_outat tont at gridline from 4'fir Shear Walls Holdowns V Ho octal rote,at gridiion from=«fir 4'2 4 Hon/natal force at gndlamc from 2`6 fir iii,_ L 2nd Floor to Foundation t vtY«rt}- r�a(nr>-rr�(tx ��E,i,�)�r - o�-l cit shear m saxdl E! Ms--ON nm,arn2 moment ss$tca upper mall is Roof dl: 15 psf ntarkedabo e Iosves.rutL- \lu-O+>cttumuxgmomentwhenu erwallis thr ---itPrn i/rootbll(It'trihxlt'al/DL)(FtrrbxF'/oorL)!) Wall dl: 10 psf en z Floor dl: 26 psf cot stacked so dao,not resist Fturl,Wmb,Fta. scall,turd tloor tributary rota,uacd fort:eteulattas dont load ?. _ tt t .lit Its-Mt qtr=Resisting momatt duo to dead load t La Is L� To=Tension it walls mot stacked is=Tauinn if malls stacked • Wall L Lt La ho h3 h2 Vrf V3 V2 v Ms Mu Rtrfb Wtr,o F1,;r1 Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (ft) (Ibs) (Ibs) (Ibs) _ (pit) (ibit) (Ib'ft) (ft) no (ft) (lb'ft) (Ibs) _ (Ibs) Nailing Event 1 f Front-Back Event A 3.5 32.7 3 8 10 10 2350 1927 964 229 12925 5617 4.0 29 8.0 2279 1113 3549 S A 7.5 32.7 7 8 10 10 2350 1927 964 160 27696 12035 4.0 29 8.0 10463 225 2462 S B 9.5 44 9 8 10 10 3164 2594 1297 160 35054 15232 : 4.0 29 8.0 16787 -173 2030 'S C 14 47 13,5 8 10 10 4066 3335 1668 193 62168 27016 4.0 29 8.0 36456 -699 1905 S D 47 47 46.5 8 10 10 6687 5485 2742 317 343221 149143 4.0 29 8.0 410874 -5629 -1455S E 14 47 _ 13.5 8 10 10 4066 3335 1668 193 62168 27016 4.0 ' 29 8.0- 36456 -699 1905 5 F 9.5 44 9 8 10 10 3164 2594 1297 160 ' 35054 15232 1 4.0` 29 8.0 16787 -173 2030 S G 3.5 32.7 3 8 10 10 2350 1927 964 229 12909 5610 ''4.0 29 8.0 2279 1110 ' 3543 S G 7.5 32.7 7 8 10 10 2350 1927 964 160 27662 12021 4.0 29 8.0 10463 223 2457 0 Side e-Side Event 2 3.5 58.3 3.5 8 10 10 6507 5299 2649 354 19976 8672- 13,0 29 11.0 3148 1578 4808 S 2 6 58.3 6 8 10 A 10 ' 6507 5299 2649' 248 34245 14866 13.0 29 11.0 9252 936 4166 S 2 8.7 58.3 8.67 8 10 10 6507 5299 2649 248 49484 21482 13.0 29 11.0 19318 250 3479 S 3 28 128 28 8 10 10 13014 10597 5299 226 145678 63241 4.0 29 8.0 145824 -2949 -5 +S 3 72 128 72 8 10 10 13014 10597 5299 226 374600 162619 4.0 29 8.0 964224 -11133 -8189 S 4 3.5 58.3 3.5 8 10 10 6507 5299 2649 354 19976 8672 13.0 29 11.0 3148 1578 4808 5 4 4.5 58.3 4.5 8 10 10 6507 5299 2649 275 25684 11150 13.0 29 11.0 5204 1321 4551 S 4 8.7 58.3 8.67 8 10 10 6507 5299 2649 248 49484 21482 13.0 29 11.0 19318 250 3479 S CD CO -P 0 IV 01 0 Page 195 of 250 ■ (? Client: LRS Architects /�C'l �I Project: Tigard Apartments F ROElICN Project#: 15-T084 CONSULTING Byte: RH Aug-15 ENGNEERS,INC Lateral Design - Wood Walls Shear Walls Building A4 WIND: Front-Back Event Side-Side Event Top Elev Bott Elev Wind Load Top Elev Bott Elev Wind Load Level . (ftj (pIfl Level ft) (if) (plf] Roof Wind Roof Wind 130 59 121 37 24 150 Load Load , 3rd Floor 24 15 131 3rd Floor 24 15 131 Wind Load Wind Load 2nd Floor 15 5 132 2nd Floor 15 5 132 Wind Load Wind Load Page 196 of 250 SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor I I= I 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels I W= 1 3.0 Response Modiiffaction Coefficient: Light Frame Walls with Shear Panels I R= 6.5 MCE Short Period Pectal Response accel.: Ss= 0.965 MCE 1-second period spectral response accel.: S1= 0.424 5%damped short period spectral response accel.: Sos= 0.717 5%damped 1-second period spectral response accel.: S01= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=Sos/(R/I) Cs= 0.110 Controls Eq 12.8-3(max)-in addition to sections 12.8.2, 12.8.2.1, Table 12.8-1 Cs=Sol/(T(R/I)) Ta=Cthnx Ta= 0.288 Cl= 0.02 = 1.491 from table 12.8-1 hn= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044Sosl Cs= 0,032 Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 Seismic Dead Loads diaph area Load Wall L Trib Wail Wall Wt Mech U. Solar Total DL Level (ft`) (osf) (ft) height(ft) psf) nns) _ Pnls(Ibs) (lbs) Roof 10996 20 0 0 0 0 0 219920 3'd Floor 9330 34 0 0 0 0 0 317220 261 Floor 9330 34 0 0 0 0 0 317220 Seismic Base Shear(Working stress Design) 854360 V=Cs(DL) V= 65970 lbs Vertical Distribuition Level I Weight Height I Wt*Ht J '/TOtat V Vi=(Wt(Ht)/Total)*V Roof 219920 34 7477280 0.440 65970 29027 =Vr 3t°Floor 317220 20 6344400 0,373 65970 24629 =Vao 2`"'Floor 317220 10 3172200 0.187 65970 12314 =Vznd Total= F 1t 8 Vr1= 29027 lbs ab= 24629 lbs Va„a= 12314 lbs Page 197 of 250 Diaphragm Loads Level wpx(Ibs) V;(tbs) E V,(Ibs) Ew,(1bs) Fpx=((EV,)I(Zwi})*wpx Roof 219920 29027 29027 219920 29027 =Fri 3i°Floor 317220 24629 53655 537140 31687 =F3rd 2''Floor 317220 12314 65970 854360 24494 =F2nd Min Diaphragm Loads Sps= 0.717 Fpmin=0.2"Sps*wpx*I*0.7 Level Fpmin Roof 2207& Vrf= 29027 lbs 3r' Floor 31843 V3rd= 31843 lbs 2'"Floor 31843 Vim= 31843 lbs Page 198 of 250 Client: LRS Architects « In (� ( Project: Tigard Apartments FRC►ELICIT Proje5-T084 Date: #: 8/15/2015 CONSULTING By: RH ENGINEERS,INC SEISMIC LOAD Story Distribution: Areas: Roof: 29027 lbs Roof: 10996 sq ft 3rd: 24629 lbs 3rd: 9330 sq ft 2nd: 12314 lbs 2nd: 9330 sq ft WIND LOAD Story Distribution: Level IWindwardlLeeward Redundancy Factor,p Front-Back Event Roof: 74 47 Per ASCE7-05 12,3,4,2,p=1,0 because of large amount of 3rd: 81 50 shearwalls and because no wall takes more than 33%of the story 2nd: 81 51 shear. Side-Side Event Event Roof 92 58 3rd: 81 50 2nd: 81 51+ FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft} (lbs) (ft) (lbs) (lbs) (YIN) (Ibs) OS) Roof A 884,5 2335 14.5 1080 675 Y 1755 2335 S B 1129 2979 18.5 1378 861 Y 2239 2979 S C 1647 4348 , 27 2010 1257 Y 3267 4348 S D 2806 7407 46 3425 2141 Y 5566 7407 S E 1647 4348 27 2010 1257 ' Y 3267 4348 S F 1129 2980 18.5 1378 861 Y 2239 2980 S G 885 2335 14,5 1080 675 Y 1755 2335 S 10127 166 3rd A 884.5 2335 14.5 1169 1 731 Y 1900 2335 S B 1129 2979 18,5 1491 932 • Y 2424 2979 S C 1647 4348 27 2177 1360 Y 3537 4348 S D 2806 7407' 46 3708 2318 Y 6026 7407 S E 1647' 4348 272177 1360 Y 3537 4348 S F 1129 ' 2980 18.5 v 1491 932 Y 2424 2980 S G 885 2335 14.5 1169 731 Y 1900 2335 S a 2nd A 884,5 1167 14,5 1178 736 Y 1914 1167 S B 1129 1489 18.5 1503 939 ' Y 2442 1489 S C 1647 2174 27 2193 1371 Y 3564 2174 S D 2806 3704 46 3737 2335 • Y 6072 3704 S E 1647 2174 27 2193 1371 Y 35642174 S F 1129 1490 18.5 1503 939 Y 2442 ' 1490 S G 885 1167 14,5 ' 1178 736 Y 1914 1167 S i SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward-Leeward Combined? Load Design Load'Load Typ LEVEL GRID (sq ft) (lbs) (ft) (lbs) (ibs) (Y/N) (lbs) (lbs) Roof 2 2749 7257 13.5 1246 779 Y 2025 7257 _ 5 3 5498 14513 27 2492 1558 Y 4050 14513 S 4 2749 7257 13,5 1246 779 Y 2025 7257 S I 4 , 3rd 2 2333 6159 13,5 1088 680 Y 1789 6159 S 3 4665 12314 27 2177 1360 Y3537 12314 5 4 2333 6159 13,5 1088 880 Y 1769 6159 S 2nd 2 2333 3079 13.5 1097 685 Y 1782 3079 $ 3 4665 6157 27 2193 1371 Y 3564 6157 S 4 2333 3079 13,5 1097 685 Y 1782 3079 S LO ■ ra,��? Client: LRS Architects N `r[L; Project: Tigard Apartments ,-(rf-Fl r 1-V2), 'it ~'-' G Project#: 15-T084 I.=Length of individual wall 1��� '� Lr=Total length of wall along gridline 0) CONSUOINGDate: 8/15/2015 La=Length of moment-arm in wall(if wall By: RH different than length) ttrf=Wall Height lint to roof - ENGNEERS INCb4=Height of wall flr3-flr4 Its=[Vt j1 r .114-t h3+/t_2-3} ),-17404+h3+k2+2+Tr(!t_+/t-2+1)+17 /t2 x L CD I h3-Height of wall flr2-flr3 )) Lr h2=Height of wall flrl-flr2 CO Shear Walls & Holdowns vit.Horizontal force at gridline front roof V4=Horizontal force at gddliue from 4°i fir CL Roof to 3rd Floor VA=Horizontal force at gridhne from fir V2=Horizontal force artidl1jie from'' tit _flit=[PH'(hi)-113(117)--V3(hi)-V2(hi)]r I-- Roof dl: 15 psf t•=Unit shear in wall Li Wall dl: 10 psf int -Otertum,ng moment when upper wall is Floor dl: 26 psf stacked above lowerwall i Lz Mit-0r-ernunmg moment when upper wall is Air- [(Rtrib x RorrfDL)(TYtr-ib x IVaIIDL)(Frt ib x Floor•DL)� not stacked or does not hist tltrib.Wtrib,Ftrib-Roof,is all.and floor tributary area,used for calculating dead loadIto-Ah .1 Ls-_llr Tit= Ts= Mr Resisting moment due to dead load La L To=Tension if walls not stacked 'Ts=Tension if walls stacked Wall L Lt La hrf Vrf v Mu Rtrlb Wtnb Ftnb Mr Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (Ib) (plt) (Ib*ft) (ft) (ft) (ft) (Ib*ft) (Ib) Nailing......Event Front-Back Event A 3.5 32.5 3.5 ' 9 2335 92 2263 4 9 0 613 472 S A 7.5 32.5 7.5 9 2335 72 _ 4849 4 9 2813 272 S B 9.5 44 9.5 9 2979 68 6789 4 9 4513 134 S C 13 44 13 9 4348 99 11561 4 9 8450 239 S 0 49 49 49 9 7407 151 66664 4 9 120050 -1090 S E 13 44 13 9 4348 99 11561 4 9 8450 239 S F 9.5 44 9.5 9 2980 66 5791 4 9 4513 135 S G ' 7.5 32.5 7.5 9 2335 72 4849 4 9 2813 272 S G 3.5 32.5 3.5 9 2335 92 22634 4 9 613 472 0 Side Event 2 3.5 76.5 3.5 9 7257 122 2988 4 9 0 613 679 S 2 5 76.5 5 9 7257 95 4269 4 9 0 1250 604 S 2 6.5 76.5 6.5 9 7257 1 95 5549 4 9 0 2113 529 S 3 45 182 45 9 14513 80 _ 32296 4 9 0 101250 -1532 S 3 91 182 91 9 14513 80 653104 9 414050 -3832 S 4 3.5 76.5 3.5 9 7257 122 2988 , 4 9 613 679 S 4 5 76.5 59 7257 95 4269 4 9 1250 604 S 4 6.5 76.5 6.5 9 7257 95 _ 5549 4 9 2113 529 S Client: LRS Architects Project: Tigard Apartments .(Vrf 1,4 V3 M Project#: 15-T084 I=Length of individual wall 0 FROE It=Total length of wall alone gridline LC) Date: 8/15/2015 La=Length of moment arm in wall(if C\1 CONSUET6 - BY: RH different than wall length) hif=Wall Height flrx to roof L DIGNEERSiINC 13=Height of wall flr3-11r4 13=Height of wall flr2-flr3 MS=IVIAittf i-ii4-iiii 1-h21-11-i A04 43,h2 t 2)4'303412 1)a V2(h2)Ix- ft Co 12.,-,Height of wall flr1-11r2 CD \'rf=Horizontal force at gridline from roof C\I Shear Walls & Holdowns =Hloe at Fidline from 4'''flr at midline from 3''flr CDV2=Horizontal force at gridline from Mii [Vrf(JO--V 4(hij r 3(iii)- V 2(1101>< 2'flr L - ,- -- CO 3rd Floor to 2nd Floor 4'=Cuir shear in wall Lt RI Isis=Overturning moment when impel wall is CL Roof dl: 15 psf stacked above lower wall 2 L' Wall dl: 10 psf Mu=Overturning moment when upper wall is Mr= '[(_ Rota)a RauffM){Wirth,WaliBL)(Ftrib x FloorDL)i , Floor dl: 26 psf not stacked or does not exist lttrib.Wirth,Flub=Root,wall and floor 1,lin-Hi tributary area_used for calculating dead load -. Mr is --- Mr-Resisting moment due to dead load In 1 ru=Tension if walls not stacked Ts-Tension if walls stacked ri Wall L Lt La hd h3 Vff V3 L v Ms Mu Rtrib Wtrib rtrib Mr 'Id Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (lbs) (lbs) fpli ktrit) (l_b*ft) (ft) ifq (ft) (lb`ft) (lbs) (lbs) NailinsiL Event , , . , Front-Back Event . . . . A 3.5 32.5 3.5 9 10 2335 2335 205 7543 5029 4.0 18 4.0 1405 1035 1754 S A 7.5 32.5 7.5 9 10 2335 2335 144 16164 10776 4.0 18 4.0 6450 577 1295 S B 9.5 44 9.5 9 10 2979 2979 135 19295 12864 4.0 18 4.0 10349 265 942 S C 13 44 13 9 10 4348 4348 198 38536 25691 4.0 18 4.0 19379 486 1474 S . - D 49 49 49 9 10 7407 7407 302 222213 148142 4.0 18 4.0 275315 -2595 -1084 S E 13 44 13 9 10 4348 4348 198 38536 25691 4.0 18 4.0 19379 486 1474 $ F 9.5 44 9.5 9 10 2980 2980 f 135 19304 12869 4.0 18 4,0 10349 265 943 S G 7.5 32.5 7.5 9 10 2335 2335 144 16164 10776 4.0 18 4.0 6450 577 1295 S G 3.5 32.5 3.5 9 10 2335 2335 205 7543 5029 4.0 18 4.0 1405 1035 1754 , 0 _ . . . Side Event 2 3.5 76.5 3.5 9 10 7257 6159 251 9458 6138 4.0 18 4.0 1405 1352 2301 S 2 5 76.5 5 9 10 7257 6159 175 13511 8768 4.0 18- 4.0 2867 1180 2129 S _ - ... 2 6.5 76.5 6.5 9 10 7257 6159 175 17564 11398 4.0 18 4.0f 4845 1008 1957 S 3 45 182 45 9 10 14513 12314 147 102217 66332 4.0 18 4.0 232200 -3686 -2889 , S 3 91 182 91 9 10 14513 12314 147 206705 134138 4.0 18 4.0 949555 -8961 -8163 S 4 3.5 76.5 3.5 9 10 7257 6159 251 9458 6138 4.0 18 4.0 1405 1352 2301 S 4 5 76.5 5 9 10 7257 6159 175 13511 8768 4.0 18 4.0 2867 1180 2129 S 4 6.5 76.5 6.5 9 10 7257 6159 175 17564 11398 4.0 18 4.0, 4845 1008 1957 S _ .. . -IF Client: LRS Architects Project: Tigard Apartments V=1:Mf-V4-V i-V2).Lr 0 FROEEKH Project#: 15-1084 L-Length of individual wall Lt st Total length of steali(along gridline LO Date: 8/15/2015 LA.Lenlith amnia:rent arna in wall(of C\I CONSULTING By: RH liattreilt tit=wall loot or th 1 iirftn Wall Height lion to roof L 5 ENGNERS INC 1 114=Height of wall fltist1r4 hd=Heogla of wall flr2-tir3 113.11LoThioL-141--hi-h2-.3j V4(1/4-h3--h2 r 2),1'302)-h2 Li 1- hi=Hefl tgla of wall rol-fk2 V ,= Horizontal force-at gridline from roof 0=1 Vat so Him iosontal force or gridliroe from 4'ft, cm Shear Walls & Holdowns v3.Horizontal force at gridline from 3`"fir L CD Ind -• Floor to Foundation v2-HorLionoal force at gridline from 2'lir to oLo Urn(',hear in 4,311 Ma=[If(lit)-V-RIO-V 301)-V 2014=- L r CZ a. Ms.,.Overturning moment wheto upper Wall IS Ca Roof dl: 15 psf statked*bow lower wall , - o L 0- Wall dl: 10 psf mu-o,,tuming In omcnt whcn upper wall is Mr- o-it Rtrib 3 R,)(41L)(Writh x 11",a1IDI.)(Ftrib x Pool-DI il-7,- 3 Floor dl: 26 psf not stacked or does not C3Ixst Rtrin.Wtrib.Ftrib=Roof,wall-and floor tribtAt4ty area,used for calculating dead load , o„, o. tilt -117, Ais-Mo Fs-- Mr-Ring esistincancur due to dead load La I To-1-consiolo of walls not stacked T4=Tension if walls stacked Wall L Lt La ha h3 h2 Vrf V3 V2 v Ms Mu Rtrob Wirth Ftrib Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (f) (ft) (ft) (ft) (lbs) (lbs) jibs) (pit) flb11) (Ittlti, (ft) (ft) MI ,. (lbt) OIL _ (lbs) _ Event Front-Back Event - A 3.5 32.5 3 9 10 10 2335 2335 1167 257 14332 628e 4.0 29 8.0 2279 1336 4018 S A 7.5 32.5 7 9 10 10 2335 2335 1167 180 30712 13470 4.0 29 8.0 10463 430 2893 S B 9.5 44 9 9 10 10 2979 2979 1489 169 36661 16080 4.0 29 8.0 16787 -79 2208 S C 13 44 12.5 9 10 10 4348 4348 2174 247 73218 32113 4.0 29 8.0 31434 54 3343 S D 49 49 48.5 9 10 10 7407 7407 3704 378 422205 185178 4.0 29 8.0 446586 -5390 -503 S E 13 44 . 12.5 9 10 10 4348 4348 2174 247 73218 32113 4.0 29 8.0 31434 54 3343 , S F 9.5 44 9 9 10 10 2980 2980 1490 169 36678 16087 4.0 29 8.0 16787 -78 2210 S G 7.5 32.5 7 9 10 10 2335 2335 1167 180 30712 13470 4.0 29 8.0 10463 430 2893 • S . G 3.5 32.5 3 9 10 10 2335 2335 1167 257 14332 6286 4.0 29 8.0 2279 1336 4018 S Side-Side Event , . . . , - _ 2 •3.5 69.5 3.5 9 10 10 7257 6159 3079 339 19392 8307 4.0 29 8.0 2279 1722 4890 S 2 5 69.5 5 9 10 10 7257 6159 3079 237 27703 11866 4.0 29 8.0 4650 1443 4611 S 2 6.5 69.5 6.5 9 10 10 7257 6159 3079 237 36014 15426 4.0 29 8.0 7859 1164 4332 S 3 29 149 29 9 10 10 14513 12314 6157 221 149883 64199 4.0 29 8.0 156426 -3180 -226 S - 3 91 149 91 9 10 10 14513 12314 6157 221 470321 201451 4.0 29 8.0 1540266 -14712 -11758 S 4 3.5 69.5 3.5 9 10 10 7257 6159 3079 339 19392 8307 4.0_ 29 8.0 2279 1722 4890 S 4 5 69.5 5 9 10 10 7257 6159 3079 237 27703 11866 4.0 29 8.0 4650 1443 4611 S 4 6.5 69.5 6.5 9 10 10 7257 6159 3079 237 36014 15426 4.0 29 8.0_ 7859 1164 4332 S _ .. Page 202 of 250 /�[�rp Client: LRS Architects r44 Project: Tigard Apartments (�FROfE7EIICH Project#: 15-T084 CONSULTING Byte: ARFg-15 ENGNEERS,INC Lateral Design - Wood Walls Shear Walls Building A5 WIND: Front-Back Event Side-Side Event Level Top Elev Bott Elev Wind Load Level Top Elev Bott Elev Wind Load (ft) (ft) (PM (ft) (ft) (Pill Roof Wind 130 59 121 Roof Wind 37 24 150 Load Load 3rd Floor 24 15 125 3rd Floor 24 15 125 Wind Load Wind Load 2nd Floor 15 5 131 2nd Floor 15 5 131 Wind Load Wind Load Page 203 of 250 SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor 1 I= I 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels I W= 1 3.0 Response Modifiaction Coefficient Light Frame Walls with Shear Panels 1 R= 1 6.5 MCE Short Period Pectal Response accel.: Ss= 0.965 MCE 1-second period spectral response accel.: S1= 0.424 5%damped short period spectral response noel.: SOS= 0.717 5%damped 1-second period spectral response accel.: Sol= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12,8-2 Cs=Sos/(R/I) Cs= 0.110 Controls Eq 12,8-3(max)-in addition to sections 12.8.2, 12.8,2,1, Table 12.8-1 Cs=So1/(T(R/l)) Ts=Cthnz Ta= 0288 C,= 0.02 C = 1.491 from table 12.8-1 hn= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0,010 Eq 12,8-5(min) Cs=0.044Sos1 Cs= 0.032 Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 —. . Seismic Dead Loads Level diaph area Load Wall L . Trib Wall Wall Wt Mech U. Solar Total DL (ft`) (psf) (ftl_ height,(ft) (psf) (lbs) Pnls(lbs) (lbs) Roof 13150' 20 0 0 0 01 0 263000 3'4 Floor 9800 34 0 0 0 0 0 333200 2°Floor 9800 34 0 0 0 0 t7 333200 Seismic Base Shear(Working stress Design) 929400 V=Cs(DL) V= 71764 lbs Vertical Distribuition Level Weight 1 Height 1 Wt*Ht "`"r/Totsi 1 V Vi=(Wt(Ht)/Total)*V Roof 263000 34 8942000 0.472 71764 33885 =V,, 3ra Floor 333200 20 6664000 0.352 71764 25253 =Var 2—Floor 333200 10 3332000 0.176 71764 12626 =V25d Total= c 18011660 VR= 33885 lbs V3ro= 25253 lbs Vznd= 12626 lbs Page 204 of 250 Diaphragm Loads Level WpX(Ibs) LV;(lbs) I Z V;(Ibs) J Ewi(tbs) j Fp„=((EVi)/(EWi))*wpx Roof 263000 33885 33885 263000 33885 =Frt 3n'Floor 333200 25253 59138 596200 33050 =F3,4 2'=Floor 333200 12626 71764 929400 25728 =F2nd Min Diaphragm Loads Sos= 0.717 Fpmin 0.2*Sps•Wpx*l*0.7 Level IPprain Roof 26400 V,r= 33885 lbs 3'd Floor 33447 Vud= 33447 lbs 2"11.Floor 33447 Vznd= 33447 lbs Page 205 of 250 • �� Client: LRS Architects iProject: Tigard Apartments D teect#: 0 84 f ROELICH8/15/2015 CONSULTING By: RH ENGINEERS,INC SEISMIC LOAD Story Distribution: Areas: Roof: 33885 lbs Roof 13150 sq ft 3rd: 25253 lbs 3rd:+ 9800 sq ft 2nd: 12626 lbs ,. 2nd: 9800 sq ft WIND LOAD Story Distribution: Level [Windward[Leeward Redundancy Factor,p Front-Bast Event Roof: 74 47 Per ASCE7-05 12,3.4.2,p=1,0 because of large amount of 3rd: 77' + 48 shearwalls and because no wall takes more than 33%of the story 2nd: 81 50 shear. Side-Side Event Event Roof: 92 58 3rd: 77 48 2nd: 81 50 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (}hs) (ft) ("boa) (lbs) (YIN) (lbs) lbs) Roof A 1764 4545 24 1787 1117 Y ' 2904 4545 5 B 2058 5303 28 2085 1303 Y + 3388 . 5303 S C 1525 3930 2075 1545 966 Y 2511 3930 S D 2462 6345 33,5 '` 2494 1559 Y 4054 6345 S E 1525 3930 20.75 1545 966 Y 2511 3930 S F 2058 5303 28 2085 1303 Y 3388 5303 S G 1764 4545 24 1787 1117 Y 2904 4545 S 13157 179 3rd A 1313 3383 24 1846 ' 1154 Y 3000 3383 S B 1532 3947 28 2154 1346 Y 3500 3947 S C 1135 2925 20,75 1596 998 Y 2594 2925 S D 1832 4722 33,5 2577 1611 Y 4188 4722 S E . 1135 2925 20.75 1596 998 Y 2594 2925 S F 1532 3947 28 2154 1348 Y 3500 3947 S G 1313 3383 24 1846 1154 Y 3000 3383 S 1 2nd A 1313 1691 24 1935 1209 Y 3144 1691 S B 1532 1973 28 2257 1411 Y 3668 , 1973 S C 1135 1462 20.75 1673 1045 Y 2718 1462 S D 1832 2361 33.5 2701 1688 Y 4369 2361 ' S E 1135 1462 20.75 1673 1045 Y 2718 1462 S F 1532 1973 28 2257 1411 Y 3668 1973 S C 1313 1691 24 1935 1209 Y 3144 1691 S w SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (lbs) (ft) , (lbs) (lbs) m (YIN) (lbs) , (Itis) Roof 2 3287 8470 13.5 1246 779Y 2025 8470 S 3 6575 16942 27 2492 1558 , Y 4050 16942 S 4 3287 . 8470 13.5 1248 779 , Y 2025 8470 , S 3rd 2 2450 8313 13,5 1038 849 Y F '1688 6313 S 3 4900 12626 27 2077 1298 Y 337512626 S 4 2450 6313 13.5 1038 649 , Y 1688 ' 6313 S 2nd 2 2450 v 3157 13,5 1088 680 Y ` 1769 3157 S 3 4900 6313 27 2177 1360 Y 3537 6313 S 4 2450 3157 13.5 1088 680 Y 1769 3157 S LO Client: LRS Architects (V Project: Tigard Apartments o FROE11CH Project#: 15-T084 I=Length of individual wall f.t-Total length of wall along gridline CONSULTING Date: 8/15/2015 La=Length of moment n yr wall ttf different than wall length Eh VEERS INC By: RH 1o4 , Height fit. roof L (V hi=Heeigig ht of wall EliS 444 Its=(I i f(Irrf+h4+lu+h?+3)+Y4(1r1+!i+/�-t')+Y3(Iu+IL+1)+L'3(h'_)] — ha.- Height of wall flr2-11r3 Lr 0) h2=lieight of wall flrl-flr2 CI) Shear Walls & Holdowns Vrt=Horizontal force at gridline from roof VC V4=Horizontal force at gridline from 4`"lb 3rd V3=Horizontal force at gridline from 3`°fir Cl- Roof to 3 Floor 1 2=Horizontal force at ridline from °firL g Mu-[VrJ'(Iri)-V i(Iri)-1%3(hi)T V�(hi)]x— Roof dl: 15 psi` r=Unit shear in wall Lr Wall dl: 10 psf Ms Overturning moment when upper wall is stacked above lower wallL- Floor dl: 26 psf Mu=Overturning moment when upper wall is i _,[(Rrrib x RoofDL((Wrrib r WaIIDL)(Fn-to x F/oorDL)J not stacked or dors not exist - - ktrib.µ'crib.Fail,-Root wall,and floor tributary•area,used for calculating dead loadMu-err 1/i.-11' Tu= Ts=_- Mr=Resisting moment due to dead load Lo L To=Tension if walls not slacked Ts=Tension if walls stacked Wall L Lt La hd Vrf V Mu Rtdb Winn Ftrib Mr Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) _(ft) (ft) s (Ib) (pie) (lb'ft) (ft) (ft) (ft) (11311) (Pb) _ Nailing t Event Front-Back Event - - A 8 36 8 9 4545 126 9091 4 9 0 3200 736 S A 20.5 36 20.5 9 4545 126 23296 4 9 21013 111 S B 10 40 10 9 5303 133 11932 4 9 5000 693 S C 13 44.5+ 13 9 3930 88 10333 4 9 8450 145 S D 42 42 42 9 6345 151 _ 57103 _ 4 9 88200 -740 S E 13 44.5 13 9 3930 88 10333 4 9 8450 145 S F _ 10 40 10 9 5303 133 11932 4 9 _ 5000 693 S G 8 36 8 9 4545 126 9091 4 9 3200 736 S G 20.5 36 20.5 9 4545 126 23296 4 9 . 21013 111 0 Side Event 2 3 61 3 9 8470 208 3749 4 9 0 450 1100 S 2 4 61 4 9 8470 156 4999 4 9 0 800 1050 S 2 11 61 11 9 8470 139 13746 4 9 0 6050 700 S 3 48 163 48 9 16942 104 44903 4 9 0 115200 -1465 S 3 67 163 67 9 16942 104 62677 4 9 224450 -2415 S 4 3 61 3 9 8470 208 3749 4 9 450 1100 _S 4 4 61 4 9 8470 156 4999 4 9 800 1050 S 4 11 61 11 9 8470 139 13746 4 9 6050 700 S a Client: LRS Architects Project: Tigard Apartments 1 ::(P)/.I'4-1,i .t'..,) 1.• L-Length of individual wall c) FROFIKH Project#: 15-T084 It=Total length of wall along gridline LC) Date: 8/15/2015 La=Length of moment OTIT1 in wail(if C\1 CONSULTING By: RH different than wall length) hrf.=Wall Height tics to roof L 0 ENGINEERS'INC h4-fieiaht of wall tir3-flr4 21/----[VdT1n:1-41 43 412-3)t V4(1i44 11-1•i,2 4 2),V3(h3,h2 vi)f 1,2(h2).k h3 -- =Height of wall flr2-flr3 Li 1"-- li2=Height of wall flrl-flr::. CD Vrf=Horizontal force at gridline from roof C\I Shear Walls & Holdowns v4=Horizontal force at gridline from 4:'flr V3=Horizontal force at gridline from 3''tlr sa) V::=Horizontal force at gndline from 2'fli =frifftif) r4( t)- ,i(In) 172.(itt - L Ifu -- hI- - d.,, cy, 3rd Floor to 2nd Floor , =Unit shear in wall ri RS Roof di: 15 psf NI,=Stacked above lower wall L 0t,tunung.moment when upper wall is i 1 ,. Wall di: 10 psf Niu Overturning moment when upper wall is If, = 1Rrfth s'RuofDL)i irt)-Lb, WanDL)(Ftrrb\FloorDL)] Floor d1 di: 26psf 140I stacked or doesnot exist ktrili,Wink.nob=Roof,wall,and floor tributary area used for calculating dead load Ti, . .Clu 'if' ,= Its 10 Nc P.esistrug moment due to dead load La la-Tension&walls nor stacked Ts=Tension if walls stacked Wall L Lt La hrf h3 V1 V3 v Ms Mu Rtnb Wtdb Ftdb Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (lbs) (en) _ (plf) (Iblt) (Ibit) _ (ft) (ft) (ft) (Ibit) (lbs) (lbs) Nailing Event I - . Front-Back Event A 8 36 8 9 10 4545 3383 220 27720 _ 17618 4.0 18 4.0 7339 1285 2548 S ,. A 21 36 20.5 9 10 4545 3383 220 71031 45147 4.0 18 4.0 48189 -148 1114 S , B 10 40 10 9 10 5303 3947 231 36382 23124_ 4.0_ 18 4.0 11467 1166 2492 S C 13 44.5 13 9 10 3930 2925 154 31506 20025 4.0 18 4.0 19379 50 933 S D 42 42 42 9 10 6345 4722 263 174113 110666 4.0 18 4.0 202272 -2181 -670 S E 13 44.5 13 9 10 3930 2925 154 31506 20025 4.0 18 4.0 19379 50 933 S F 10 40 10 9 10 5303 3947 231 36382 23124 4.0 18 4.0 11467 1166 2492 $ G , 8 36 8 9 10 4545 3383 220 27720 17618 4.0 18: 40 . 7339 _ 1285 2548 S _ G 21 36 20.5 9 10 4545 3383 220 71031 45147 4.0 18 4.0 48189 -148 1114 0 . . - .. Side Event 2 3 61 3 9 10 8470 6313 404 11436 7270 4.0 18 4.0 1032 2079 3468 S 2 4 61 4 9 10 8470 6313 303 15248 ' 9694 ' 4.0 18 4.0 1835 1965 3353 S 2 11 , 61 „ 11 9 _. 10 8470 6313 242 41932 26658 4.0 18 4.0 13875 _1162 2551 S 3 48 163 48 9 10 16942 12626 181 136966 87074 4.0 18 4.0 264192 -3690 -2651 S 3 67 163 67 9 10 16942 12626 181 191181 121541 4.0 18 4.0 514739 -5869 -4829 $ - . , 4 3 61 3 9 10 8470 6313 404 11436 7270 4.0 18 4.0 1032 2079 3468 S 4 4 61 4 9 10 8470 6313 303 15248 9694 4.0 18 4.0 1835 1965 3353 S - . , 4 11 61 , 11 9 10 8470 6313 242 _ 41932 26658 4.0 18 4.0 13875 _ 1162 2551 , S -- - -. w -,, Client: LRS Architects p �, Project: Tigard Apartments A- ,' c�t`__va-v3-y,).l, o FROELICH Project#: 15-T084 L=I engdt of indicidnal stall Lt$Total length Of tsan Aking sridiinc Lc) Date: 8/15/2015 La.Length at mucurnt esm in..ail/d C\I ((NSULTING By: RH different t wall length i 45 ENGNEERS INC lt =Wall Hight firs to roof Q hA Height of mall tlr3-fix4 .tl1=11,Mhrf 4/4 41341.1 t-3)-f'4(h4 1233-h_' .'.)�VA123-la-1)-k?(1t2)Jo L 1 ht=Height of wall flt2-ftr3LI 00 b2.Height of wall fled-flr' CS V'tf.Horizontal force at gridline from roof ' Horizontal en eat gridline front 41 fir Shear Walls & Holdowns } Vit.Horizontal forccar grtdlinc from V fir end Floor to Foundation V'2..Hormontal force at gridline from 2"d fir flu=_[IA((hi).-V-H7 t L. 0 r=Unit shear in,all L ,/. 7 r}-.;-'3(ltt7-t�(ht}),_ (jf Roof dl: 15 psf M. Os a'tvmut¢moment when upper wall is aharkrd above lower ball L- CL Wall dl: 10 psf Mu=Overturning moment tvhca upper wall is t77 =b f(R1rit,,1?ooli)L)f Irrpth.<II7tlIDLit Ffrib s Floo,'DI 7 Floor dl: 26 psf ROI'Lurked or does nm cs.mt tittib.W txib,Etrb=Roof..nail.and floor trrbutan'arra.used for calculating dead load IAft, .lfi d1s-.Vr Mr=P_-,i'4cr moment due to diad load la 1. ru=Tension if walls not stacked Ti=Tension if walls stacked Wall L Lt La hff h3 h2 Vrt V3 V2 v Ms Mu Rtrib Wtrm Fain Mr Tu - Ts Comments Holdowns Shearwall Controlling Geld Oft) i (8) ( (fl) (ft) (ft) (ft) (lbs)n (Ibs) (Ibs) (pit) (lb-ft) (lb•ft) (ft) 58) (ft) 9b.1) (1130 (lbs) Nallin Event Front,-black Event ' A 8 36 7.5 9 10 10 4545 3383 1691 267 50859 21377 4.0 29 8.0' 11904 1263 5194 S A 21 36 20 9 10 10 4545 3383 1691 267 130325 54779 4.0 29 8.0 78167 -1169 2608 S B 10 40 9.5 9 10 10 5303 3947 1973 281 66752 28058 4.0 29 8.0 18600 996 5069 S C 13 44.5 12.5 9 10 10 3930 2925 1462 187 57805 24297 4.0 29 8.0 31434 -571 2110 S D 42 42 41.5 9 10 10 6345 4722 2361 320 319455 134275 4.0 29 8.0 328104 -4671 -208 S E13 44.5 12.5 9 10 10 3930 2925 1462 ' 187 57805 24297 4.0 29 8.0 31434 -571 2110 S F _ 10 40 9.5 9 10 10 5303 3947 1973 281 66752 28058 4.0 29 8.0 18600 996 5069 S G 8 36 7.5 9 10 10 4545 3383 1691 267 50859 21377 4.0 29 8.0 11904 1263 5194 S G 21 36 20 9 10 10 4545 3383 1691 267 130325 54779 4.0 29 8.0 78167 -1169 2608 /S Side-Side Event 2 3 61 3 9 10 10 8470 6313 3157 490 20986 8823 4.0 29 8.0 1674 2383 6437 M S 2 4 61 4 9 10 10 + 8470 6313 3157 368 27981 11764 4.0 29 8.0 2976 2197 6251 S 2 11 61 11 9 10 10 8470 6313 3157 294 76948 32350 4.0 29 8.0 22506 895 4949 S 3 48 163 48 9 10 10 16942 12626 6313 220 251338 105665 4.0 29 8.0 428544 -6727 -3692 S 3 67 163 67 9 10 10 16942 12626 6313 220 350826 147490 4.01. 29 8.0 834954 -10261 -7226 S 4 3 61 3 9 10 10 8470 6313 3157 490 20986 8823 4.0 29 8.0- 1674 2383 6437 S 4 4 61 4 9 10 ' 10 8470 6313 3157) 368 27981 11764 4.0 29 8.0 2976 2197 6251 S 4 11 , 61 . 11 9 10 10 8470 6313 3157 _ 294 76948 32350 4.0 29 8.0 22506 895 4949 S Page 209 of 250 Client: LRS Project: TIGARD APTS Ai Project#: 15-T084 • ill Date: 12/7/2015 C" 4 ) jL By. RH FROELICH ENGINEOERSI Lateral Design - Wood Shear Walls WIND: 3-Second Gust: 120 mph Exposure: B I= 1.00 Level Top Bev Soft Eiev Wind Load tft) (ft) (PM Lower Roof Front-Back 20 1 10 100 Side-Side 25 I 10 ] 100 Page 210 of 250 SEISMIC: Site Classification: D Occupancy Category: Ill Occupancy Importance Factor I I= 1 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels I f1= I 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels I R= I 6.5 MCE Short Period Pectal Response accel.: Ss= 0.965 MCE 1-second period spectral response accel.: • S1= 0.424 5%damped short period spectral response accel.: Sos= 0.717 5%damped 1-second period spectral response accel.: Sol= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=Sost(R/l) Cs= 0.110 Controls Eq 12.6-3(max)-in addition to sections 12.8.2, 12.8.2.1, Table 12.8-1 Cs=SD11(T(R/I)) Ta=C+thn" Ta= 0.149 C1= 0.02 Cu= 1.491 from table 12.8-1 hn= 14.5 T= 0.222 per12.8.2 x= 0.75 Cs= 0.462 Eq 12,8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044SDsl Cs= 0.032 Cs= 0.110 4 Working Stress Design: 0.7E Cs= 0.077 Page 211 of 250 Seismic Dead Loads Area diaph area Load Waft L Trib Wall Wall Wt Mech U. Full Ht Total DL (ft`) (psf) (ft) ;height(ft) s9 (Ibs) Vaneer (Ibs) Lower Roof 1140 18 154 4.5 10 0 27450 Seismic Base Shear(Working stress Design) V=Cs(DL) V= 2120 lbs Iika J Seismic Load(wsd) Lower Roof I 21201 lbs Diaphragm Loads Area 'Ali.(Ibs) v;(tbs) V;(ibs) Zw;POFpx=((ZV;)I(EA))*"fp( Lower Roof I 27450 # 2120 i 2120 1 27450 21201 lbs (=F„cw Min Diaphragm Loads Sos= 0.717 Fpm in=0.2*Sos`wpx*l*0.7 Area r pmin NCW j 2755 Fncw= 2755 lbs Page 212 of 250 4 Client: LRS Project: TIGARD APTS 4411101- Project#: 15-T084 fit Date: 12/7/2015 By: RH FROELICH ENGINEERS 6 SEISMIC LOAD Shear Load Areas: Lower RoofI 2120 lbs Lower Roofl 1140 sq ft WIND LOAD Wind Load: Level IWind Redundancy Factor,p 1.3 Front-Back Roof:1 100 Side-Side Roof:1 100 Front-Back SEISMIC F WIND `rib Area Load Trib Width Wind Load Design Load Load Typ LEVEL GRID (sq ft) _ (lbs) (ft) (lbs) {lbs) _ Roof A 570 1378 28.672867 2867 W B 570 1378 28.67 Y 2867 2867 W 0 0 0 S 0 0 0 s 0 0 0 s Side-Side SEISMIC WIND Trib Area Load Trib Width Wind Load Design LoadiLoad Typ LEVEL I GRID (sq ft) (lbs) _ (ft) (lbs) (lbs) Roof 1 1140 2755 20 2000 2755 S 0 0 0 S 0 LON 4- 0 CO T Client: LRS t =Length of individual wall 4) r.I Total length of wall along gridline 0 Project: TIGARD APTS t_t=Length of moment arm in wall(if different than wall a. .. Project#: 15-T084 ength) Date: 12/7/2015 rr=Wall Height line to roof rf=Horizontal force at gridline from roof � By: RH =Unit shear in wall Is=Overturning moment when upper wall is stacked above FROELICH ,ower wall du=Overturning moment when upper wall is nor stacked or ENGINEERS t i Oei DO exist t'nib.Wtrib,Ftrib=Roof,wail,and floor tributary area,used Shear Walls & Holdowns ,or calculating dead load Mr=Resisting moment due to dead load Roof to Foundation fu=Tension if walis not stacked Roof DL: 18 psf a=Tension if walls stacked Floor DL: 0 psf r=(of)'Lr 44u -:1.(r _11s-Sfr Wall DL: 10 psf L,_11s=[Vrj(hrfjxl 7xt La Ti- L Mr ==3[(Rtrib x RoofDL )(Wirth x WADI. )(Ftrib x FloorDL )1— Ab, =[VI f(hi)]x L Lr Controlling Load(Wind or Seismic) Wall L Lt La hrf Vrf v Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (Ib) (plf) (Ib`ft) (ft) (ft) (ft) (Ib*ft) (Ib) Nailing Front-Back A 20 20 19.5' 9- 2867 143 25803 8 9 0 28080 -117 N/A 6/12 W B 20 20 19.5 9 2867 143 25803 8 9 28080 -117 N/A 6/12 W Side-Side 1 57 57 56.5 9 2755 48 24799 4 9 0157901 -2356 N/A 6/12 S • c) L.r) c\J 3 -4- CV , Client: LRS i =Length of individual wall CDI=Total length of wall along gridline 1:3) Project: TIGARD ApT,,,, a=Length of moment arm nt wall(if different than wall Project#: 15-T084 engtb) rf: =Wall Height flric to roof .. It _ Date: 12/7/2015 'rf=Horizontal force at gridline from roof .-,--- By: RH ,=Unit shear in wall =Overturning moment when upper wall is stacked above .... FROELICH !ower wall in=Overturning moment when upper wall is not stacked or ENGlistEERS1 lot%not exist trib.Wtrib.Ftrib=Roof;wall,and floor tributary area,used Shear Walls & Holdowns br calculating dead load ft=Resisting moment due to dead load Roof to Foundation II=Tension if walls not stacked s=Tension if walls stacked Roof DL: 18 psf Floor DL: 0 psf , =(of).'Lt L .115---417410*----- Til =Mu Afr Ms-Mr Ts- Wall DL: 10 psf Lr La L Air = --3-[(Rtrib x RoofDL )(Wirth xiValIDI )(Ftrib x FloorDL )]-2— Lt Controlling Load(Wind or Seismic) Waft L Lt La hff Vri vMu m., irth Wtrib Firt Mr Tu Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (Ib) (PM (1b*ft) (ft) (ft) (ft) (lb*ft) (lb) _ Nailing _ - Front-Back A 20 20 19.5 9 2867 143 25803 10 9 0 32400 -338 N/A 6/12 W B 15 15 14.5 9 2867 191 25803 10 9 18225 523 N/A 6/12 W • . Side-Side , . . . 1 57 57 56.5 9 2755 48 24799 4 ' 9 0 157901 -2356 N/A 6/12 S Page 215 of 250 Client: LRS Project: TIGARD APTS Project#: 15-T084 Date: 12/7/2015 By: RH FROELICH ENGIN E E R S! Diaphragm Design LOADS Front- Back Side-Side Level Seismic l Wind I Design Load I Seis/Wind Seismic I Wind I Design Load I Seis/Wind GARAGE I 37 J 100 J 100 I W 1 106 1 100 J 106 I S SHEAR & NAILING Level Grids Wirth(ft) V(lbs) Ldiaphragm (ft) n (plf) l Nails Spacing Blocking Front-Back Event GARAGE A-B 28.665 2867 20 143 8d 6/12 no Side- Side Event GARAGE 1-2 10 1060 57.33 18 8d 6/12 no Chord Ties Dbl Top Plate Splice) Level Grid JL(ft) 'Depth (ft) (Ws/w(plf) IT=W*L`/(8*D) (# 16d nails (or Strap Front-Back Event _ GARAGE J A-B 57.33 20 921 1896 12 MST37 Side- Side Event GARAGE 1-2 20 57.33 106 92 1 N/A Use (12) 16d nails at all double top plate splices or a Simpson MST37 strap. Page 216 of 250 . 0 (--) ci) , 1 , ,0 .. .. ,,------ • ._ _ _ _ ..... ..,,,_________i _____, IAl ,„ . .., 1 Ilk. 4" RES X , IIIIVAlli.610 1 1 RiAt (6) . , 1 i) 4! 2o t , 1 1 0 4 , ge•2. a 4 n 1 II G1 6 . .,. P.A it 0-- — 0 MINIM :. — ' 1 ' 444 • .444 1.4,040 I ,: L r.--1 1 I s4-110- : .•_ _ =116, lI 1Z 0 IIIII, •..410,ts. st n n 4 « , Kt43 Iti 1 I CA. • i . I • , ! int i1. aril 1 , 1 A 7 6.. ' . . ... , _ _.....,_,.... • A 1 mk, GT5 ---- - I 85 1 1 , 1 1 i RooF heA AA-tAla C421 AAAA,U^try i,,di CP d4 • Epj6969 5W Hampton Street CLIENT: LRs Page 217 of 250 PAGE �[E' Portland,Oregon 97223 u FAX 503,624.9770 FROELICR 503 624 7005 PROJECT 1`/! 745 NW Mt.Washington Drive NUMBER: CONSULTING BeSendnd204 ,Oregon 97701 ENGINEERS,INC FAX 541 3837696 DATE: 541 383.1828 vvvwv.froelich-engineers.corn • BY: RcoF :"*‘1/4MAntCX ROOF DEAD LOA°: 15 PSF RcraF iivE LOAD: 25 P5F U56 E_ MAA.t)F. TR( $S Q 2q '4 0 •C • E,1. N• C� . RooF G.t RccER TRUSS GTr PAS; 26 'v cam: DL , (7 ( 1'g) = t26, pCF SLs ( 1-) (Z5) s 11-5PCF : DL t 'co* SLS 23oc► ' T FAA, 2k-2k= 0- ,� L-J DL s-q65 (1 s.)rzyo Pt- oT vScD SL,(16) (25)Si.00P1F RA : DL S 34colP L j 52,c SPA iv !..2..q ./1-0" f e 12/-0- ( FRon^&T 2 ) DL s 3i-teaSLr 52001- NoT ‘_) ED~ c..s : D 30 PLP fSoPLF RA - DL= 295)4 925oo RQ DL s kk104# SL.s- 2.150# GTcf = SPAN : 12'p~ L.1; i 9O PL.F DLS( 5)(1 $ SL , ( 6')(2.5)s izsPLF RA : DLf boa f -4-5 -' -inn 6969 SW Hampton Street CLIENT: Page 21 8 of 250 PAGE - `t, Portland,Oregon 97223 ru FAX 503,624.9770 PROJECT: FROELI C H 503"43005 745 NW Mt.Washington Drive NUMBER: CONSULTING Suite 204 Bend,Oregon 97701 ENGINEERS,INC FAX 541 383 7696 DATE: 541.383 1828 www.froelich-engineers corn ■ BY: G`f"5' PgN= t6'-.0.- wti; DL-s- ( 18 ) ( 1'8 )1.(9)cto ) s 4t5 PZF SLs(18') ( ZS) sy5oPi. F RAs CDL_ 33, SLs3(va, GT6 • SPAN; \ S o 0 W‘: DLs ( 10/) ( t1 ) 1-17e3 PLF Si_1- ( 1o/)( 25) 1-2' 0 PGF RA : DL - 15o( 0SL.s2c ' GT 71 SPPAAi:3v'_0 l' 6,.)i DL s( ( ) ( i5) c 9a PGF 3LS ( (7') (25) s t5oPLF RA : Des 1500* SLS 27.5ovc 6969 SW Hampton Street CLIENT: -1.Ch Portland,Oregon 97223 Page 219 of 250 PAGE if FAX 503 624 9770 FROELICH ,, 503 624 7005 PROJECT: _, 745 I\IW Mt Wash CON SULTI NGBend,tizt%son 9777ton Drive NUMBER 1 : E7696 IGINEERS lq FAX 541383. 541 383.1828 DATE: I vvvvw froelich-engineers corn is BY: / :)3f BEA A,‘: Rail. , Lis : DL, (55 ( ie ) , 90 p z F C-Ji S L.. , ( 5)(2s) z/25f-tF R8 21 ; 1DLs (61)( 18) 110 PLF SL , (6') (25).150 PC.F A A DI-- (5)( 18) s- 90PF 18L-1,7 FQ23 (2 (18) o. PLF SI--r (22-1) (25) z 550 tycF IEIIIIIIII ‘43 a -32/--b p( F/?oN\ cx-r6, SI—r- (1S') ( 25)s 325 PIE DL s 1500 v SL s 200,03 WI Res, , PLF iPe6- 6 • I- Dr(16 )( 17 ) -r 9° I_ 51- :06).0-5) s- two PI,F Pc Fgo .v, 6-77 ) ( OT usi3D) Di..-.5- isoc, Si_ s za-so* ■ % J 6969 SW Hampton Street CLIENT: Page 220 of 250 PAGE (�r[�`(}' Portland,Oregon 97223 FAX 503.624 9770 PROJECT. FROELICH 0503,624,7005 745 NW Mt.Washington Drive NUMBER: CONSULTING Suite 204 Bend,Oregon 97701 ENGINEERS,INC FAX 541 3817696 DATE: 541.383.1828 wvwv.froelich-engineers;corn ■ BY: ROOF 1-1D1?: RH! ; OLr 05)053)s270f2F L.4, SL, 05) (2,5) =375 PLE AA ,-- R1-42, : SAME As RI-11 / SAM, AS p�\1, '1-k Lk/ DLr (20')(is ) 5- 3bo PLP col ..s ( Zo') (Zs) s500PGF -% L6, oV Page 221 of 250 COMPANY PROJECT ea WoodWorks® SOFTWARE I.OR WOOD DESIGN Oct.2,2015 15:08 RH1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or off) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadi Dead Full UDL 270.0 No Load2 Snow Full UDL 375.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : -‘,701-„979777frzwirgx., ',7-777177,7orr- --,7"rix;71 4)4440441`,;•4 4444 X4 ta4/4444„4'44,44 ,iy;;;; '`,fi,//4 44:;:'*:,f444404,,Ak14,444g4Y44444A6*44444a44444Kqtlg4 ,404' / AklgftC:'tf,00'1;MPgie4(VttkW"/ : 1W,Ute:;4044,0;;-4,74" ejObVg4O5*g),W**:*M*M41:ig;"44:;tie; :1,1A j, ,5,iii2%U //ekf0,&KVeadialr**,Ng-ilj;tl 'W*/ ikWtk624U;Ah;itgiLdriqW41L,-i /i4/11 A A 0' 6' Dead 833 833 Live 1125 1125 Total 1958 1958 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=at supports, bottom=at supports; Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 67 Fv' = 207 fv/Ev = 0,33 Bending( -) Lb = 706 Fb' = 1221 fb/Fb' = 0,58 Live Defl'n 0.03 - <L/999 0.20 = L/360 0.15 Total Defl'n 0.05 = <L/999 0.30 - L/240 0,17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.988 1.200 1.00 1.00 1.00 1.00 - 2 Ey' 180 1.15 1 .00 1.00 - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 2937 lbs-ft Shear : LC# 2 = D+S, V = 1958, V design = 1455 lbs Deflection: LC# 2 = D+S EI= 369e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I-impact C=construction Cld=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4.1. Page 222 of 250 COMPANY PROJECT 411 WoodWorks® SOFTWARE FOR WOOD DESIGN Oct.2,2015 15:09 RH4.wwb Design Check Calculation Sheet Sizer 2004a LOADS ibs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Loadl Dead Full CDL 360.0 No Load2 Snow Full CDL 500.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS(in) : 7:1-14FMAPAM;//4",,IVOpisx75,,, 4,/ '714 ;4'6''" V '4'11"! 111',1'' *WgA'"!lf,lg6t-5,''''"tIN* "7,'""44";744414VAe4- "*"*F'i61Aefl '9;*,2'4,4"'S‘A14444g774,14n 444 V%',":V:%''',vr: A4V#4;VPVrZi''T,IZ'*feej1t,WfrtfVf4rM *A,4zv4:;qVWSW*;*j4*A5VA.V ;9"e; 'VW4ZMW4*AyoliVifyli,V,eiOOWY*4'4W"Y2'tae4Pefr/f,*'<beo#;Y:WVint4.A,..Wr.:ivPf A.,r/Ar/r0 -,,A A:„::„Asea,2AA4AAAAA.AAAA/41/././, ,;07.A.Exh 0' 6' Dead 1103 1103 Live 1500 1500 Total 2603 2603 Bearing: LC number 2 2 Length 1.19 1.19 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv - 90 Fvt = 207 fv/Fvt = 0,43 Bending(+) fb = 939 Fb' = 1227 fb/Fb' = 0.76 Live Defl'n 0.04 = <L/999 0.20 = L/360 0.20 Total Defl'n 0.07 - <L/999 0.30 = L/240 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Ctrt Ci On LC# Fb' + 900 1.15 1,00 1.00 0.988 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1,00 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1,00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 - DES, M = 3905 lbs-ft Shear : LC# 2 = D+S, V = 2603, V design = 1934 lbs Deflection: LC# 2 - D+S EI= 369e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 223 of 250 COMPANY PROJECT 0111 di WoodWorks" SOFJWARE FOR WOOD DESIGN Oct.2,2015 14:55 RB1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Load2 Snow Full UDL 125.0 No Load3 Dead Full UDL 90.0 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) 0' 11' Dead 563 563 Live 687 687 Total 1251 1251 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv - 11 Fv? - 195 fv Fv' = 0.16 Bending(+) Lb = 499 Fb' = 1006 fb/Fb' = 0.50 Live Defl'n 0.08 = <L/999 0.37 = L/360 0.22 Total Defl'n 0.15 = L/900 0.55 = L/240 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Ca LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - 1.00 1,00 1.00 2 Fcp625 - 1.00 1.00 - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 3440 lbs-ft Shear : LC# 2 = D+S, V = 1251, V design = 1071 lbs Deflection: LC# 2 = D+S EI= 511e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 224 of 250 10°.% COMPANY PROJECT 11 WoodWorks® SOFTWARE FON WOOD DESIGN Oct.2,2015 14:55 RB2.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) = Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Full UDL 110.0 No Load2 Snow Full UDL 150.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : r r 0` 14' Dead 857 Live 1050 857 Total 1907 1050 Bearing: 1907 LC number 2 Length 1.00 2 1.00 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv 49 Tv' = 195 fv/Fv' = 0.25 Bending(+) fb = 968 Fb' = 1006 fb/Fb' = 0.96 Live Defl'n 0.25 = L/661 0.47 = L/360 0.54 Total Defl'n 0.46 = L/364 0.70 = L/240 0.66 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 Fv' 170 1.15 1.00 1.00 - _ - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 6674 lbs-ft Shear : LC# 2 = D+S, V = 1907, V design = 1691 lbs Deflection: LC# 2 = D+S EI= 511e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 225 of 250 COMPANY PROJECT 1111 di WoodWorks® SOFTWARE tOR W001)DESIGN Oct.2,2015 14:55 RB3.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pit) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern LoadI Dead Full UDL 90.0 No Load2 Snow Full UDL 200.0 No MAXIMUM REACTIONS (Ws)and BEARING LENGTHS(in) : ' • , „ 0' 12' Dead 614 614 Live 1200 1200 Total 1814 1814 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs. Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 45 Fv' = 195 fv/Fv' .= 0.23 Bending(+.) fb -= 790 Fb1006 fb/Fb' = 0.78 Live Defl'n 0.18 = L/788 0.40 L/360 0.46 Total Defl'n 0.28 = L/521 0.60 L/240 0.46 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - 1.00 1.00 - 2 Bending(+) : LC# 2 = DFS, M = 5443 lbs-ft Shear : LC# 2 = D+S, V = 1814, V design = 1575 lbs Deflection: LC# 2 = D*S EI= 511e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 226 of 250 COMPANY PROJECT r i WoodWorkse SOFTWARE FOR WOOD DESIGN Oct.2,2015 15:00 RB4.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Partial UDL 400.0 400.0 0.00 23.00 No Load2 Snow Partial UDL 550.0 550.0 0.00 23.00 No Load3 Dead Partial UDL 270.0 270.0 23.00 32.00 No Load4 Snow Partial UDL 325.0 325.0 23.00 32.00 No Load5 Snow Point 2000 23.00 No Load6 Dead Point 1500 23.00 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : O 32' Dead 7291 7107 Live 9078 8497 Total 16369 15604 Bearing: LC number 2 2 Length 3.73 3.56 Glulam-Unbal.,West Species, 24F-1.8E WS, 6-3/4x25-1/2" Self Weight of 39.63 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 125 Fv' = 276 fv/'Fv' = 0.45 Bending(+) fb = 2220 Fb' = 2387 fb/Fb' = 0.93 Live Defl'n 0.82 = L/467 1.07 = L/360 0.77 Total Defl'n 1.49 = L/258 1.60 = L/240 0.93 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1 .00 1,00 1.000 0.865 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.„00 - - - - 1.00 - - - E' 1.8 million 1,00 1,00 - - - - 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 135355 lbs-ft Shear : LC# 2 = D+S, V = 16369, V design = 14291 lbs Deflection: LC# 2 = D+S EI= 16788e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application, 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3,GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). _ ,(.1r,c'rce 4 CLIENT: 6969 SW Hampton St. Page 227 of 25TE / Portland,Oregon 97223 503-624-7005 PROJECT: 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 FROELICH DATE ENGINEERS 12303Airport Way,Suite 200 X Broomfield,Colorado 80021 www,froell A,mgmeerN.Lom 720-560-2269 BY: CO LA-MA-Ai DEStGAi Att. Fo/4 Com,fk,,s,0 4 C-c -ALS 'ZEE THe .4.1i- PA 46-, f, ..... ''o% "- .3 uppo R..7-1,td c;, 4L 864M : ( ‘) 3/41 A 262 ) if) P(Rea AA R814) 4. DL Lig. 91co it 1 -0 ( iDeEP - —. Po ST AT ie-tc) t 1 r v6 Si ( 4..)p pc,faii/vc, co-r-oF ?IAA/6 ) CA.): 1 * WI A30 , 2 (.A.3 I I 0 0a2.56 kx kZfk4 V x. imph kzx 03.1 kzt A 1.ot) kcts 0. 76 Vs 12,0 I 412.x ° 0 2-S 6 A 0 .-1A o . 5 x )2.0 I , ii) 2 22 /fp+ ,... Pi4c" -17,.. ki s Ciz A bil ic.7-14 s 22 ft-2- A 7-s- /5t/ A SC) \A:0.4.e_ ..c. 14A C . 6 ...r 93Pir bLto . 6 GO Page 228 of 250 Allowable Post Compression Loads for Douglas Fir Larch Posts in Walls DF#2 Pis HF#2 PIs �.. �y ?v',,f^`y ./. 1.."117,401.1'1;' / �i�:. F% � %i f i: e;;;;;',;64:111 '% .✓i k • •X ,y, ! !�,�g''�;y'4'''''' .z �'F// ,/ ,1a,^ 9 i 1`s/ ri` .�v�`xi/ri"�11/ „/„4",s,„„.1, F / ° e ifvt t, ��� 1/ ,,,,-0,-,7,7",, , .sl u ; ,,.•er 7w3 'z''''; x 6 f ,A 1 1 'F' s fF �, ''� fi/ ,'% _,.. ,, U .,3 ,i,<, +,,w,w, 0 . ,.n ./a , , . , 1„� , ...v ,,,?.,.,.1 ,. . ,.✓: ',., l ,.,�'L�,�„•„�;..,..ds' .f'.., ,... s,..,.,. (1) 2x4 #2 3281 �y�2126 2580 2120 1765 1490 - (2) 2x4 #2 6563 4253 5165 4240 3535 2975 , (3) 2x4 #2 9844 6379 7745 6360 5300 4465 - r 4x4 #2 7656 4961 6025 4945 4120 3470 - p�� 4x6 #2 12031 7796 11540 9420 6450 5440 - 4x8 #2 15859 10277 12345 10165 8485 7175 4x1' I #2 20234 13112 15650 12910 10790 9130 - 1}2x6 #2 '5156 3341 7975 6965 6050 5260 4000 (2 2t6 #2 1 313 6f8 �' 15950 139 5 12105 10515 8000 a -1-61 2K6 #2 46 I ' '* 23925 20900 18155 15775 12000 4x #2 20 1 7f 18605 16255 14120 ._ _ 12270 9300 Ci” ---y);11;‘• #1 �a Az � ��.. 23541 60 21565 194$0 17435 13800 y- > 'f #1 ;4� ` , 32125 29410 ....16:454.1i00,9 6560 23775 18800 tilt) !/ #i Shaded values are limited by DF#2 Plates Perpendicular to Grain bearing allowable load. Shaded values are limited by HF#2 Plates Perpendicular to Grain bearing allowable load. tb('n).. { i 9 ,J. 2.'7 s4. '„J, 71(7:::':-14:1;1-.7 //l, ` J 3 f /'�� ' .. ., s",,.,5<_ .G/S.� �"_ h . ...,...•, F r�, .�e : 1 .,w. G ,G,.�..,,. , .,. ._r fvf`,U/1S_v' .q . ._. ,. ..._L Cb 1.25 1.15 1.13 1.11 1.08 2.07 1.00 Perpendicular to grain allowable loads do not include the NDS Bearing Area Factor, Cb. For posts whose bearing area is not closer than 3"from the end of a sill plate,the Pel values may be multiplied by Cb. lb =Bearing Length (post thickness) HF#2 F DF#2 F,i 625 psi Cb = Bearing Area Factor per NDS 3.10.4 L 405 psi Page 229 of 250 COMPANY PROJECT 1111°1111111 I WoodWorks® SOFTWARE FOR WOOD OESIGN Oct.8,2015 14:08 Post supporting GLB.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Axial 7300 fEccettricity = 0.0 in) Load2 Snow Axial 9100 (Eccentricity = 0.0 in) MAXIMUM REACTIONS (lbs): 0' 8' Lumber Post, D.Fir-L, No.2, 3-112x9-114" Self Weight of 7.69 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1,00 x 8.00=8.00[ft]; Ke x Ld: 1.00 x 0.00=0.00[ft];Load combinations: ICC-IBC; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Axial fc = 508 Fc' = 572 fc/Fc' = 0.89 Axial Bearing to = 508 Fc* = 1552 fc/Fck - 0.33 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC4 Fc' 1350 1.15 1.00 1.00 0.369 1.000 - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 1.000 - 1.00 1 .00 2 Axial : LCI[ 2 D+S, P = 16462 lbs (D=dead L-live S=snow W-wind I=impact C construction CLd=concentrated) LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. Page 230 of 250 COMPANY PROJECT Illi i I WoodWorks® SOF r WA NI ION WOOD DESIGN Oct.8,2015 15:34 Post @ Grid Line B1.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load/ Wind Full UDL 93.0 No MAXIMUM REACTIONS (lbs): 7 0' 18' Dead Live 837 637 Total 837 837 Glulam-Balanced,West Species, 24F-1.8E WS, 5-1/2x10-1/2" Self Weight of 13.3 plf automatically included in loads; Pinned base; Loadface=depth(d);Ke x Lb: 1.00 x 18.00= 18.00[ft]; Ke x Ld: 1.00 x 0.00=0.00[ft]; Lateral support:top=Lb,bottom=Lb;Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv == 22 Fv' = 336 fv/Fv' = 0.06 Bending(+) fb = 854 Fb' = 2482 fb/Fb' 0.34 Axial fc = 4 Fc' = 417 fc/Fc' = 0.01 Axial Bearing fc = 4 Fc* = 1440 fc/Fc* = 0.00 Combined (axia- compression + s_de load bending) Eq.3.9-3 = 0.35 Live Defl 'n 0.94 = L/229 1.20 =- L/180 0.79 Total Defl'n 0.94 = L/229 1.20 = L/180 0.79 ADDITIONAL DATA: FACTORS: F CD CM CL CL/CP CV Cfu Cr Cfrt Notes LC# Fby' 1450 1.60 1.00 1.00 1.000 1.000 1.07 1.00 1.00 1.00 2 Fvy' 210 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fc' 1600 0.90 1.00 1.00 0.289 - - - 1.00 - 1 Ec'comb 1600 1.60 - - 0.166 - - - - - 2 Ey' 1.6 million 1.00 1.00 - - - - 1.00 - 2 Fc* 1500 0.90 1.00 1.00 - - - - 1.00 - 1 Bending(+) : LC# 2 = .6D+W, M - 3766 lbs-ft Shear : LC# 2 = .6D+W, V = 837, V design = 837 lbs Deflection: LC# 2 = .6D+W Ely== 233e06 Lb-int Total Deflection = 1.00(Dcad Load Deflection) + Live Load Deflection. Axial : ,'.C# 1 = D only, P 239 lbs Combined : LC# 2 = .6D+W; (1 - fc/FcF) = 0.99 (D=dead L=live S=snow W- wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4 Client: LRS Architects Project:Tigard Apts. R" 111 Project Number:15-T084 Date: 8/19/15 By: RH FROELICH E N G I N E E R S K flks M ' — It / 4 { t , •KJ 4 $ Givens: i P,a, PLL kips live load -a „. ... PDL ,.y 'a � kips dead load ��' I ganord psf allowable soil bearing capacity LmV feet Length of footing Bfeet width of footing ' �. M d -,N,feet depth of footing below slab on gradeL FP _ be s e inches width of wall - ht s e inches thickness of foundation EFP b'� pcf EFP for passive resistance , L t h9 \� inches thickness of slab .- —�� Ls * feet trib length of slab � a a . coefficient of friction x,= f 9 inches distance to property line from edge of wall Calculations: PDL+LL= 2.1 kips Ptotal= 2.6 kips total vertical load(including footing,soil and slab weight) Mo,= 1.6 kip-ft moment from vertical load Vslab= 0.8 kips slab resisting force Mslab= 1.4 kip-ft slab resisting moment Ppas= 0.3 kips passive soil resistance Mme;1= 0.2 kip-ft passive soil resisting moment MTOTTL= 0.0 kip-ft total rotaional moment (Worm.=Mot-Msiab-Msoa) e= 0.009 feet e=Mimi.'/Pieta' k= 1.483 no tension on footing k=3/L*(L/2-e) q= 1800 psf Maximum Bearing Pressure(no tension) q=P/(L*B)+Mtot*6/(B*L2) (Q OK Maximum Bearing Pressure(tension) q=2*P/(L*B*k) CD IV Slab Tensile Reinforcing W T= 0.8 kips total tension force 0 t= 750 plf unit tension force to= 1138 plf ulitmate tension force IV fy= 60 ksi reinforcing steel yield strength O 4= 0.9 tensile strength reduction factor (fy= 54 ksi design steel strength Asp= 0.021 in'per foot Use#5 at 4'-0"on center(min) 10/8/20151:39 PM I L Footing Building A2.xls FROELICH CONSULTING ENGINEERS INC., Client: LRS Architects Project: Tigard Apartments Project#: 15-T084 By: YSP Footings Footing Size Maximum Allowable Required Required Dimensions Used Dimensions Footing Bearing Load (Prot) Area W(ft) L (ft) _ W(ft) I L (ft) ( D (in) Weight Pressure 2'-0"x 2'-0"x 10" 9500 2500 3.80 1.95 1.95 2 2 10 500 2500 2'-6"x 2'-6"x 10" 14500 2500 5.80 2.41 2.41 2.5 2.5 10 781 2445 3'-0"x 3'-0"x 12" 21000 2500 8.40 2.90 2.90 3 3 12 1350 2483 3'-6"x 3'-6"x 12" 28500 2500 11.40' 3.38 3.38 3.5 3.5 12 1838 2477 Required Area: _ (Ptot/gauow)o.5 Bearing Pressure = (Ptot+Wft9)/(W*L) = (Ptot+Wft9)/(W*L*3.1415/4) cfl CD N) GJ N 0 N 01 O Page 233 of 250 Client: LRS Architects Project: Project#: Date: By: FROELICH ENCIINEERSII Front - Back Event WIND FORCE CALCULATION-MWFRS ASCE 7-05 SECTION 6.5 METHOD 2-ANALYTICAL PROCEDURE Basic Wind Speeds Input Fastest Mile Vim= 80 mph 3 Second Gust Vas= 94.5 mph Wind Directionality Factor Kd= 0.85 Table 6-4(page 80) Wind Importance Factor IW= 1.00 Table 6-1 (page 77) Wind Exposure Category= B Building Parameters Longitudinal Dimension of Bldg B= 31 ft Transverse Dimension of Bldg L= 121 ft Mean Roof Height h= 20 ft Highest Roof Level ha= 30 ft Approximate Fundamental Period Ta= 0.26 sec Eq. 12.8-7(page 129) Output-Fundamental Frequency f= 3.9 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 6-4 Length of 1/2 hill height Lh= 0 ft Figure 6-4 Dist.From Crest to Bldg.x= 0 ft Figure 6-4 Height Above Local Grade z= 0 ft Figure 6-4 Horizontal Attenuation Factor m= 1 Figure 6-4 Height Attenuation Factor g= I Figure 6-4 Shape Factor K1/(H/Lh)= 1 Figure 6-4 Output-Topographic Multipliers K1= 1.00 K2= 1.00 K3= 1.00 Topographic Factor K2= 1.00 Page 234 of 250 Gust Effects Input Integral Length Scale Factor 1= 320 ft Table 6-2 Integral Length Scale nominal height of boundary zg= 1200 Table 6-2 3-s gust exponent a= 7.00 Table 6-2 Turbulence Intensity Factor c= 0.30 Table 6-2 Power Law Exponent e= 0.33 Table 6-2 Minimum Height zmin= 30 ft Table 6-2 Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.91 Intensity of Turbulence Iz= 0.30 Gust Effect Factor G= 0.87 Pressure Coefficients Input Length to Width Ratio LB= 3.90 Height to Length Ratio h!L= 0.17 Roof Pitch= 8 : 12 = 33.69 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 6-3 (page 79) External Pressure Coefficients CF (see below) Figure 6-6(page 49) Direction C, Height(ft) Kh q2(psf) Velocity Windward 0.8 15 0.57 11.2 Pressure Leeward -0.2 20 0.62 12.1 Output qz Roof Windward 0.20 25 0.67 12.9 Roof Leeward 0.60 30 0.70 13.6 40 0.76 14.8 50 0.81 15.8 60 0.85 16.6 70 0.89 17.3 80 0.93 18.0 90 0.96 18.6 100 0.99 19.2 120 1.04 20.2 h= 20 0.62 12.1 qh Page 235 of 250 Design Wind Pressures p (psf)-GCP;=(-) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCP,_ -0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 10.0 0.1 10.0 ft 20 10.7 0.1 10.6 25 11.2 0.1 11.1 30 11.7 0.1 11.6 40 12.5 0.1 12.4 50 13.2 0.1 13.1 60 13.8 0.1 13.7 70 14.3 0.1 14.2 80 14.8 0.1 14.7 90 15.2 0.1 15.1 100 15.6 0.1 15.5 120 16.3 0.1 16.2 20 10.7 0.1 2.4 4.7 10.6 5.55 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Design Wind Pressures p (psf)-GCP;=(+1 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCP;= 0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 5.6 -4.3 10.0 ft 20 6.3 -4.3 10.6 25 6.8 -4.3 11.1 30 7.3 -4.3 11.6 40 8.1 -4.3 12.4 50 8.8 -4.3 13.1 60 9.4 -4.3 13.7 70 9.9 -4.3 14.2 80 10.4 -4.3 14.7 90 10.8 -4.3 15.1 100 11.2 -4.3 15.5 120 11.9 -4.3 16.2 20 6.3 -4.3 0.0 2.3 10.6 5.55 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Page 236 of 250 Client: LRS Architects Project: Brenchley Phase II(Community Building) Project#: 12-T034 Date: 3/21/2012 By: YSP FROELICH EN C3I N EER9 4 Side -Side Event WIND FORCE CALCULATION-MWFRS ASCE 7-05 SECTION 6.5 METHOD 2-ANALYTICAL PROCEDURE- Basic Wind Speeds Input Fastest Mile Vfr,.,= 80 mph 3 Second Gust Vas= 94.5 mph Wind Directionality Factor Kd= 0.85 Table 6-4(page 80) Wind Importance Factor Iw= 1.00 Table 6-1 (page 77) Wind Exposure Category= B Building Parameters Longitudinal Dimension of Bldg B= 121 ft Transverse Dimension of Bldg L= 31 ft Mean Roof Height h= 20 ft Highest Roof Level hn= 30 ft Approximate Fundamental Period Ta= 0.26 sec Eq. 12.8-7(page 129) Output-Fundamental Frequency f= 3.9 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 6-4 Length of 1/2 hill height Lh= 0 ft Figure 6-4 Dist.From Crest to Bldg.x= 0 ft Figure 6-4 Height Above Local Grade z= 0 ft Figure 6-4 Horizontal Attenuation Factor m= 1 Figure 6-4 Height Attenuation Factor g= 1 Figure 6-4 Shape Factor Kl/(H/Lh)= 1 Figure 6-4 Output-Topographic Multipliers K1 = 1.00 K2= 1.00 K3= 1.00 Topographic Factor Kz,= 1.00 Page 237 of 250 Gust Effects Input Integral Length Scale Factor 1= 320 ft Table 6-2 Integral Length Scale nominal height of boundary zg= 1200 Table 6-2 3-s gust exponent a= 7.00 Table 6-2 Turbulence Intensity Factor c= 0.30 Table 6-2 Power Law Exponent e= 0.33 Table 6-2 Minimum Height zmin= 30 ft Table 6-2 Integral Length Scale of Turbulence L,= 310 ft Output-Background Response Factor Q= 0.85 Intensity of Turbulence I,= 0.30 Gust Effect Factor G= 0.84 Pressure Coefficients Input Length to Width Ratio LB= 0.26 Height to Length Ratio h/L= 0.65 Roof Pitch= 8 : 12 = 33.69 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 6-3 (page 79) External Pressure Coefficients Cp (see below) Figure 6-6(page 49) Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.8 15 0.57 11.2 Pressure Leeward -0.50 20 0.62 12.1 Output q, Roof Windward -0.2 25 0.66 12.8 Roof Leeward -0.55 30 0.70 13.6 40 0.76 14.8 50 0.81 15.8 60 0.85 16.6 70 0.89 17.3 80 0.93 18.0 90 0.96 18.6 100 0.99 19.2 120 1.04 20.2 h= 20 0.62 12.1 qh Page 238 of 250 Design Wind Pressures p (psf)-GCS;=(-) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCp1= -0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 9.7 -2.9 12.5 ft 20 10.3 -2.9 13.2 25 10.8 -2.9 13.7 1 30 11.3 -2.9 14.2 40 12.1 -2.9 15.0 50 12.7 -2.9 15.6 60 13.3 -2.9 16.2 70 13.8 -2.9 16.7 80 14.2 -2.9 17.1 90 14.7 -2.9 17.5 100 15.0 -2.9 17.9 120 15.7 -2.9 18.6 20 10.3 -2.9 0.1 -1.9 13.2 5.55 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Design Wind Pressures p (psfl-GCp.=(+) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCp1= 0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz, Direction Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 5.3 -7.3 12.5 ft 20 5.9 -7.3 13.2 25 6.4 -7.3 13.7 30 6.9 -7.3 14.2 40 7.7 -7.3 15.0 50 8.4 -7.3 15.6 60 8.9 -7.3 16.2 70 9.4 -7.3 16.7 80 9.9 -7.3 17.1 90 10.3 -7.3 17.5 100 10.7 -7.3 17.9 120 11.4 -7.3 18.6 20 5.9 -7.3 -2.3 -4.3 13.2 5.55 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Page 239 of 250 Client: LRS Architects Project: Tigard Apartments Project#: 15-T084 Date: Oct-15 : By: YSP FROELICH E N G I N E E R S E Lateral Design - Wood Walls Shear Walls Community Building WIND: Front-Back Event Side-Side Event Level Top Elev Bott Elev Wind Load To. Elev Bott Eleti Wind Load (ft) (ft) (PIS Tall Roof 30 10 180 Tall Roof 30 10 180 Wind Load Wind Load Roof Wind 20 10 110 Roof Wind 20 10 120 Load Load SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor I I= I 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels I W= I 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels I R= I 6.5 MCE Short Period Pectal Response accel.: Ss= 0.872 MCE I-second period spectral response accel.: SI — 0.321 5%damped short period spectral response accel.: Sips— 0.669 5%damped 1-second period spectral response accel.: Sips = 0.376 Seismic Design Category(ASCE Table 11.6-1 & 11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=Sips/(R/I) Cs= 0.103 Controls Eq 12.8-3 (max) -in addition to sections 12.8.2, 12.8.2.1, Table 12.8-1 Cs=Sipt/(T(RiI)) Ta=Cthn' Ta= 0.336 Ct= 0.02 C„= I from table 12.8-1 hn= 34 T= 0.336 per 12.8.2 x= 0.8 Cs 0.172 Page 240 of 250 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044SpsI Cs= 0.029 Cs= 0.103 Working Stress Design: 0.7E Cs= 0.072 Seismic Dead Loads diaph area Load Wall L Trib Wall Wall Wt Mech U. Solar Total DL Level (ft2) (psf) _ (ft) height(ft) (psf) (Ibs) Pnls(Ibs) (lbs) Roof 5100 18 410 5 10 0 0 112300 Seismic Base Shear(Working stress Design) 112300 V=Cs(DL) V= 8091 lbs Vertical Distribuition Level Weight Height Wt* Ht w`("`)/Total V 1Vi=(Wt(Ht)/Total)*V Roof _ 112300 10 1123000 1.000 I 8091 I 8091 J=Vrf , Total= 1123000 V. 8091 lbs Diaphragm Loads Level I wpx(lbs) J V,(lbs) V,(lbs) Zw,(lbs) J Fox=((/V,)/(/wi)) * wox Roof I 112300 I 8091 8091 112300 8091 =Frf Min Diaphragm Loads SIDS= 0.669 Fpmin=0.2*Sos*Wpx*I*0.7 Level (Fpmin Roof 10518 Va.= 10518 lbs Page 241 of 250 4Client: LRS Architects Project: Tigard Apartments IOW A Project#: 15-T084 Date: 10/7/2015 By: YSP FROELICH ENGINEERS b SEISMIC LOAD Story Distribution: Areas: Roof: 8091 lbs I Roof:1 5100 sq ft 1 WIND LOAD Story Distribution: Level [Windward Leeward Redundancy Factor,p Front-Back Event Per ASCE7-05 12.3.4.2,p 1.0 because of large amount of shearwalis Roof: 90 20 and because no wall takes more than 33%of the story shear. Tall Roof 140 40 Side-Side Event Event Roof: 90 20 Tall Roof 140 40 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL J GRID _ (sq ft) _ (lbs) (ft) (lbs) (lbs) (Y/N) (lbs) _ (lbs) Roof 1 100 159 23 3220 920 Y 4140 4140 W 7 la 800 1269 20 1800 , 400 N 1800 1800 W 2 2225 3530 34 3060 680 Y 3740 3740 W 2a 1250 1983 28 2520 560 Y 3080 3080 W 3 650 1031 16 1440 320 Y 1760 1760 W SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL I GRID (sq ft) (lbs) (ft) (lbs) (lbs) _ (YIN) (lbs) (lbs) Roof A 840 1333 22 1980 440 Y 2420 2420 W Al 1600 2538 40 3600 800 N 3600 3600 W B 1720 2729 33 2970 660 Y 3630 3630 W Bi 1800 2856 20 1800 400 Y 2200 2856 S Client: LRS Architects Project: Tigard Apartments Project#: I5-T084 Date: 10/8/2015 lir By: YSP nut$of utdi tideai wall t1"' r•-:=t'.1--1...t, Lr *�"` tr t Total length of Stall along gxrdline .e t a e Length or asotn0nt arm in wall of ddloicnt than wall Icngthl FROELICH hit_Wall Height tit,'a toot L £NGINEER 5 7 hl -fi leht r all143410 t!soI)',(R,✓-Thal-iL+-/12-ii,I'li41 to-/5_' _t;ejt(ti 1111-Ij--i-2;h-xA,---- It `Height at dl 1141-ill3 Lt Shear Walls& Holdowns lt?_`Height of wall ftrl-Hr1 C'tt>Horizontal force ar utidlfne(Tont roof rd 4 horizontal force at undine(Coax 40 kir Roof to 3 Floor N.i Hana t til lorcc at iridium stain:'"in Roof dl 18 pSf Hort_oontaf force at endfata frau: Ilf lift=ji'rf lr`rt1.y 1(i t) 14thfj•f'20161- Lsat shear u:»all Lr Wall dl: 10 psf NI,=Os cottoning montes(whon upper wall is Floor dl. 26 pSf yea-kedabosrioo-crnail L' Nit Overturning monnent when upper trail is .tIc=,�(R trtb�_ ovJDf-lf li s sL-i t/I11:.i(F'.>rb x x';tater DL)�----- ftot stacked or docs oat es.w tin-lb,Waab.Ftrib=Root.wall,and flout st sbsstaev arta.used for calculating dead load 3L.--IA- 3k- db. Tn= ...1.1._... Ms--Resisting moment due to1.1 dead load 1.<t r. Tu=Ten sun 1555 ail',not stacked Ts-Tension it stalls staekcd Wall L Lt La ha, V51 v Mu Ruth 417,;1, Fath Mr Tu Comments Holdowns Shearwall Controlling Grid (f3) (ft) (ft) (ft) (Ib) (p10 (IW) (ft) (ft) (5) (lb"fl) (Ib) - _ Nailing Event Front-Back Event 1 3,33 6.66 2.83 9 4140 622 18630 6 10 0 769 6311 1IDQ8 3/12 W 3,33 6.66 2.83 9 4140 622 18630 6 10 769 6311 HDQ8 3/12 W 1a 7 30 6.5 9 1800 60 3780 10 10 4573 -122 w 6/12 W 2 11 25 10,5 9 3740 150 14810 10 10 11293 335 — 6/12 W 2a 19 19 18.5 9 3080 162 27720 6 10 ' 25029 145 — 6/12 W 3 30 30 29.5 9 1760 59 15840 6 10 62400 -1578 — 6/12 W Side-Side Event t A 2.67 5,34 2,67 9 2420 ' 453 10890 6 10 0 494 3894 HTT4 4/12 W -13 Al6/12 W DI 18 18 18 9 3600 200 32400 6 10 22464 552 --- B 21 21 21 9 3630 173 32670 4 10 25284 352 — 6/12 W (Q B1 7 12 7 9 2856 238 14992 15 10 6043 1278 HTT4 6/12 W CD 5 12 5 9 2856 238 , 10708 15 10 3083 1525 HTT4 6/12 W IV -p N 0 N CJS 0 Page 243 of 250 4 Client: Project: Tigard Apartments Project#: 15-T084 Date: 10/12/2015 By: DCT FROELICH ENGINEERS S WIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 6.5.14 METHOD 2-ANALYTICAL PROCEDURE Design Wind Loads on Solid Freestanding Walls and Solid Signs Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Ka= 0.85 Table 26.6-1 (page 194) Wind Exposure Category= B Object Parameters Horizontal Dimension of Sign,B= 8 ft Vertical Dimension of Sign, s= 6.25 ft Height of Sign,h= 6.25 ft Approximate Fundamental Period Ta= 0.08 sec Eq. 12.8-7(page 129) Output-Fundamental Frequency f= 12.6 Hz> 1 Hz Therefore Rigid Topoeraphic Effects Input Hill Height H= 0 ft Figure 26.8-1 (page 196) Length of 1/2 hill height Lh= 1000 ft Figure 26.8-1 (page 196) Dist. From Crest to Bldg.x= 100 ft Figure 26.8-1 (page 196) Height Above Local Grade z= 15 ft Figure 26.8-1 (page 196) Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 (page 196) Height Attenuation Factor g= 3 Figure 26.8-1 (page 196) Shape Factor K1/(H/Lh)= 1.3 Figure 26.8-1 (page 196) Output-Topographic Multipliers K1 = 0.00 K2= 0.93 K3= 0.96 Topographic Factor KA= 1.00 Page 244 of 250 Gust Effects Input Integral Length Scale Factor 1= 320 ft Table 26.9-1 (page 199) Integral Length Scale 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) Turbulence Intensity Factor c= 0.30 Table 26.9-1 (page 199) Power Law Exponent e= 0.333 Table 26.9-1 (page 199) Minimum Height zmin= 30 ft Table 26.9-1 (page 199) Integral Length Scale of Turbulence LZ= 310 ft Gust Effect Factor G= 0.85 Pressure Coefficients Input Aspect Ratio, Bis= 1.3 Clearance Ratio, silt= 1.0 Velocity Pressure Exposure Coefficients Kb (see below) Table 29.3-1 (page 251) Force Coefficients Cf (see below) Figure 29.4-1 (page 252) Height(ft) Kh q2(psf) Velocity 15 0.57 18.0 Pressure 20 0.62 19.6 Output qZ 25 0.67 20.8 30 0.70 22.0 I h= 6.25 0.57 18.0 qh Force Coefficients, Cf Load Case Cf Case A 1.44 Case B 1.44 Design Wind Pressures- p(psf)at h p=ghGCf Load Case Pressure,p Case A 22.04 Case B 22.04 Note: Pressure shall not be less than 16 psf, per ASCE 7-10 27.1.5 (page 203) 4 „ ,6969 SW Hampton St. Page 245 of 2541 Portland,Oregon 97223 CLIENT: f / 503-624-7005 PROJECT: 1-1&AR t AeA,-rivt,„-,-, A. , - „ , ,„ _ , , 745 NW Mt Washington Dr#205 NUMBER: i-6 - Twig Bend,Oregon 97701 541-383-1828 FROELICH , :-, , ,,, ,, , DATE: lOttz/z05 12303 Airport Way,Suite 200 ENGINEERS Broomfield,Colorado 80021 h 'n,D eers AA nil 720-560-2269 BY: Do f --,-,)-t- EL C...-c.ri A(vfv e L CAP 41/.26PieF edol. use C, 46 x11. 5 , (Aloof) 2, Apt NeAtosPAN}_ WI 6.4 vJL (gz r5f)(C:2-6-)0/z) = 6 ` ,'-/6 0-1-: U se ./-1,xi/ Of yYZ MIA/. 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Title Block Line 6 Printed:13 OCT 2015,9:38AM Steed Beam File=0,201511L8Z2K-DlEHTECE-.4vC7A4YC-EtsigntCRTELX-Y.EC6 ENE t`, C,INC.19 2414 build:6.15,39 Ver:6.15.3.9 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: -None-- CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 wt4.042f ♦ ♦ V ♦ V ..,,....,. u m . ...:a ....,...z.-..,, .�..,., .. -..,.,,,, -,,,,„,/.8,,, f, .`,.u„ , Jfr �rr ,`, f J.,.w"lor;r ,.� r' �.�': �i.,� ` ',x%x rr ' �. r d^er r/ �ft� i 7:',.;‹� „rz, ,v ',r �!��1 ',y,./11:.,/,',, `:,-l' '''';/.1:',rJ'/,rr�ffr�Jj = */�„�f5�l �O�J � fj /r �� eP f /,p6: r ... JA; r .!', / ;; .1,r:7 /Y1f'lef rFJJj ,, J ., f �, t f r G4 / � �/r �c :rwi . ^, ar� .. 1.. �i!� r .iYnaJ � L� . s,; ^ f .,^ e t r, ,^ ! . � ! SJ Span=8.0 ft Cex11 5 Applied Loads Service loads entered. Load Factors will be applied for calculations, Beam self weight NOT internally calculated and added Uniform Load: W=0.0420 kilt, Tributary Width=1.0ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.014: 1 Maximum Shear Stress Ratio= 0.004 : 1 Section used for this span C8x11.5 Section used for this span C8x11.5 Ma:Applied 0.202 k-ft Va:Applied 0.1008 k Mn/Omega :Allowable 13.929 k-ft Vn/Omega:Allowable 22.764 k Load Combination +D+0,60W+H Load Combination +D+0.60W+H Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 23,189 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.002 in Ratio= 38650 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H .,. _._............ _.. _ Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+L+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+Lr+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+S+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+0.750Lr+0.750L+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+0.750L+0.750S+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+0.60W+H Dsgn.L= 8,00 ft 1 0.014 0.004 0,20 0.20 23.26 13.93 1.14 1.00 0.10 38.02 22.76 +D+0.70E+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 8.00 ft 1 0.011 0.003 0.15 0.15 23.26 13.93 1.14 1.00 0.08 38.02 22.76 +D+0.750L+0.750S+0.450W+H Dsgn.L= 8.00 ft 1 0.011 0.003 0.15 0.15 23.26 13.93 1.14 1.00 0.08 38.02 22.76 +0+0.750 L+O,7505+0.5250E+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +0.60D+0.60W+0.60H Dsgn.L= 8.00 ft 1 0.014 0.004 0.20 0.20 23.26 13.93 1.14 1.00 0.10 38.02 22.76 Title Block Line 1 Project Title: Page 247 ff �(� You can change this area Engineer: �rbj `tC!' using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6.,.___. Printed 13 OCT 2015,9:38 1A Steel Beam PI015!d E 7AVC-Fuignttaf t`ELX Y,EC€ ENERR.ALCrINC.1983.2015,,Build:6.15.$"Ver:6.45.3.9 Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: —None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +0.60D+0.70E+0.60H Dsgn.L= 8.00 ft 1 0.000 20,48 12.26 1.00 1.00 -0.00 38.02 22.76 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.0041 4.040 0.00000.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 verall MAXimum _ . .._.-Oa6$..._...-. . .16-8_ Overall MINimum 0.076 0.076 +D++ +D+L+H +D+Lr++1 +D+S+H +D+0.750Lr+0.750L+1-t +0+0.750L+0.750S-*l +D+0.60W+11 0.101 0.101 +0+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.076 0.076 40+0.750L+0.7505+0.450W+H 0.076 0.076 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.101 0.101 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 0.168 0.168 E Only H Only Page 248 of 250 COMPANY PROJECT di WoodWorks® SOFTWARE FOR WODEI DESIGN Oct,12,2015 16:43 Beam1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [EL) Magnitude Unit tern Start End Start End Loadt Wind run UDI 66.8 plf Self-weight Dead Full. um, 2,9 plr Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): EV-1" Er 5' Unfactored: Dead 12 12 Wind 276 276 Factored: Total 173 173 Rearing: Capacity Ream 1094 1094 Supports 1211 1211 knaliDes Beam 0.16 0.16 Support 0.1S 0.15 Load comb #2 42 Length 0.50' 0.50' Min req'd 0.50" 0,50' On. 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 'Minimum bearing length setting used:V2 for end supports Lumber-soft,D.FIr-L,No.2,4x4(3-112"x3-1/2") Supports:All-Timber-soft Beam,D,Fir-L No2 Total length:8-10"; Lateral support:lop=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2012: Criter Lon Analysis Value Des ign Value Anal yes la/Desi an Shear fv = 29 fv' - 299 fv/fv' - 0107 Rending(*) fb - 599 Pb' 2160 fb/Fb' = 0.28 Live Defl'n 0.19 = L/497 0.21 1/366 0.72 Total Coil'o 0.21 = 0/119 _ 0.40 'w L/210 0.53 Additional Data: FACTORS; t/iilpsilCD CM Cc CL CS Cfu Cr Cfrt Cl Ce LCS LBO 1.60 1.00 1.00 - - 1.00 1.00 1.00 2 fb'+ 900 1,60 1.00 1.00 1.000 1.500 1.00 1,00 1,00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - 1.00 1.00 - F.' 1.6 million 1.00 1,00 - - 1,013 1.20 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = .60i,6W, V = 178, V design = 114 lbs 0c18110g("): LC 42 - ,1D*.6W, M 357 lbs-ft Deflection: LC 42 = (live) 0C 43 = D+.6W (total) D=dead L=live 0-snow 16-wind 1=impact Lm-roof live Lc=concentrated 1-earthquake All. LC's arc listed in the Analysis output Load combinations: ASCE 1-10 113C 2012 CALCULATIONS: Deflection: El = 20e06 lb-in2 "Live". deflection - Deflection from all non-dead loads Jive, wind, snow-1 Total Deflection - 1.50(Dead Load Deflection) f 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, 1 Page 249 of 250 COMPANY PROJECT i II i Woodworks® TOFF-HAW FOR WOOD DESIGN Oct. 13,2015 11:58 Stair Stringer 1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 35.00 (2.00)* psf Load2 Live Full Area 100.00 (2.00)* psf Self-weight Dead Full UDL 15.2 pif *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities(lbs)and Bearing Lengths (in) : 1935' 0' 15.25' Un factored: Dead 793 793 Live 1533 1533 Factored: Total 2326 2326 Bearing: F'theta 447 447 Capacity Beam 2326 2326 Supports 2329 2329 Anal/Des Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 0.95 0.95 Min req'd 0.95 0.95 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal.,West Species, 24F-1.8E WS,5-1/2"x12" 8 laminations,5-1/2"maximum width, Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length: 19,35';Slope:34.7 deg; Service:wet; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 38 Fv' = 232 fv?Fv' = 0.17 Bending(+) fb = 803 Fb' = 1868 fb/Fb' = 0.43 Live Defl'n 0.30 = L/733 0.62 = L/360 0.49 Total Defl'n _ 0.46 = L/483 0.93 = L/240 0.50 E Page 250 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Stair Stringer 1 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Ey' 265 1.00 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 0.80 1.00 0.973 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1903, V design = 1687 lbs Bending(+) : LC #2 = D+L, M = 8828 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (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: EI = 1426206 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 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 laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 7.SLOPED BEAMS: level bearing is required for all sloped beams.