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Specifications (4) Nava Contractin �En ineerin lnc. 2833 N.E.Weidler St. Portland, Oregon 97232 �S�1-vl? V L - 7C6 `/ Ph:(503)238-0633 ;Fax (503)238-0533 �G17 s� � � Client: Pat Suaer � k Nava P.E. Pale: Pro'ect: Griebel Addition B Matthew V. Date: 04/21/2014 COVER SHEET Descri tion• Structural Analysis and Design for Addition Location: Portland, Oregon Desi ner: Provided by Client Design B_ Code: Oregon Structural Specialty Code 2010 Wind; 100 mph 3sec gust, p - Exposure B Seismic Zone: D2 Snow: 25 psf Floor Live: 40 psf Bedrooms: 30 psf Attic: 10 psf Roof Dead Load: 15 psf N= 1. Timber connection hardware as indicated shall be from Simpson S Install hardware in accordance with Simpson installation requirements tro s rTov. most current manufacturers catalogs. as provided in the 2. All Architectural considerations, including stairs and hand railings connections, interior and exterior finishes, fire ratings, egress requirements insulation, setbacks, height restrictions, etc are by others. s, flashing, Following Calculations and Design have been prepared by the undersigned: Matthew V. Nava, P.E. Registration No. 13 703 State: Oregon ` i' Expiration Date: 12/31/2014 �` ` �' ' 13,7• v • #N 41/4 S;*iklyrip",4-1,- • E d• Nava Contracting & Engineering, Inc. 4106 S.E.Oak St.,Portland,OR 97232 Ph: (503)238-0633 ; navaengr@gmail.com Client: Pat Sauer By: Matthew V. Nava,P.E. Page: 2- Project: Griebel Addition Date: 04/21/2014 1 II . 11 s h: 11 AT Hi 511 11 - I 1I 11 ;.'. ..._ Ili ii . II 511 II Il , I ! IIkIII ( u ''II z J a Z 0 a G Z m 0 u. 0 Nava Contracting & Engineering, Inc. 4106 S .Oak St.,Portland,OR 97232 1' Ph: (503)238-0633 . navaengr@gmail.com Client: Pat Sauer 13v: Matthew V. Nava,P.E. Page: 5 Project: Griebel Addition Date: 04/21/2014 oll L i Xi( IC) .z u.. \ i oic ' 1 ,., I r.-- \ 1 si il � pp ou..... L� X�, Z t:1- ww " xN o �l a --___________T o xoO w W1Iac;x Q mt- cex I _ V7I—N G _i U \ W r Z D / 3 oW o ci fl o J m W Z a / ... Z R W 0 0e , 40'-0 © 24' o �CDa • ©Q TYP @ ALL ''d NEW EAVES ?;- PIv I CD CD Wp � F. CL(OSEr 5 KITCHEN BEDROOM FAMILY (E) DINING I_. 1 ®: (N) AD (E) - ICI L � + GREATROOM ("I..�91-G (N) (N') .1 A - AI& --co— pi , ,..i. ,.... LAUNDRY (E) ...„...)\(° 770 Lrg . 0 Ro LIVING ALIGN H❑LD❑WN _ ,-W/SHEARWALL - CMSTC16X48" + IN ATTIC SPACE_ BEDROOM t) ed ' * STRAP FROM EXTG J 1' '' Fp n o c TRUSS TO (2) DF o 2X BLOCKS PER® g "I D\ 1 1 CD 12= milommisimm r-- a = '-1-. GARAGE Q H A "O TYP @ ALL Z = NEW FNDTN C n P b ri G `d P iCD QEXISTING MAIN FLOOR PLAN WITH NEW ADU PLAN SCALE 1N'=T-0 Nava Contracting & Engineering, Inc. 4106 S.E. Oak St.,Portland, OR 97232 Ph: (503)238-0633 ; navaengr@gmail.com Client: Pat Sauer By: Matthew V. Nava,P.E. Page: S Project: Griebel Addition Date: 04/21/2014 4 1 f— i V 1 t QO Qou p f / ' rcL nnC z _CC 0 CCn LEEIll ERE I- Z 0 CSC LL Nava Contracting g g& Engineering,, Inc. 4106 S.E. Oak St.,Portland,OR 97232 Ph: (503)238-0633 ; navaengr@gmail.com Client: Pat Sauer By: Matthew V. Nava,P.E. Page: Co Project: Griebel Addition Date: 04/21/2014 f M 1 8 yr g=.11 c ao 0 7 "D.v o • (DI criarcy c,=}1 ca T _ C6 � j z 9 9 O � w - W cc Q CC O Nava Contracting & Engineering, Inc. 4106 S.E. Oak St.,Portland,OR 97232 Ph: (503)238-0633 ; navaengr@gmail.com Client: Pat Sauer By: Matthew V. Nava,P.E. Page: U 4 Project: Griebel Addition Date: 04/21/2014 0a o7o3' I2 02ci LI Co I Lho AO4$ C l� 54Asaceto (0a5 f.w7 .56112I.��-{ ,cv5l• 35 •'I.52 •k51•%1 &02 .-15 3 Z6,'? O SIDE ELEVATION Client: Pat Sauer M.V.Nava Project: Griebel Addition 04/21/14 SUMMARY P(seismic) P(wind) v(seismic) v(wind) Length No. 1 Main 3180 4447 159 222 EXISTING NOT Rup1 1004 1511 10.0 2 AFFECTED 2 Main 3672 6121 221 369 S/SP Rup1 1327 2509 16.6 1 3 Main 1516 1352 80 71 S/0 Rup1 129 60 19.0 1 A Main 3490 2909 241 201 S/7 Rup1 1537 1216 14.5 1 B Main 3577 3259 397 362 C/7 Rup1 2939 2655 9.0 1 Client: Pat Sauer By: M.V.Nava W Project: Griebel Addition Date: 10/29/13 Basic Wind Speed 3 Sec Gust 100 mph Equiv. Fastest Mile Wind Speed 80 mph - Wind Exposure B Importance Factor Per IBC Tble 1604.5 1.00 Building Category per IBC Tble 1604.5 II Front-to- Back Slope: 8: 12 Roof Angle 33.7 Degrees Left -to- Right Slope 8:12 Roof Angle 33.7 Degrees Roof Height 24 24 Eave Height 8 8 Roof Mean Height 16.0 Least Building Dimension 42 ft Alternate Basic Load Combination Per IBC Section 1605.3.2 D+ L+ 1.3W D+ L+ S+ E/1.4 Simplified Wind Load Method per IBC 1609.6 Mean Roof Height does not exceed least horiz dimension ok Mean Roof Height does not exceed 60 ft/Exp B or 30ft/Exp C ok Building is not located on upper half of isolated hill or escarpment ok Building is regular in shape and approximately symmetrical ok Roof Slope is less than 12:12 ok Height and Exposure Adjustment Coefficient per Table 1609.6.2.1(4) 1.00 - Mean Roof Height B C D 15 ft 1 1.21 1.47 20 1 1.29 1.55 25 1 1.35 1.61 30 1 1.4 1.66 35 1.05 1.45 1.7 40 1.09 1.49 1.74 45 1.12 1.53 1.78 Simplied Design Wind Pressure: Zone Front-to-Back Direction: angle= 8:12 A B C D Ps= (gamma)*(Importance Factor)*(Ps30) Ps30= 17.8 12.20 14.2 9.8 Ps=Design Wind Pressure= 17.8 12.2 14.2 9.8 Left-to-Right Direction: angle 8:12 Ps=(gamma)*(Importance Factor)*(Ps30) Ps30= 17.8 12.20 14.2 9.8 Ps=Design Wind Pressure= 17.8 12.2 14.2 9.8 Building Zone Dimension a: 10 % least Building Dimension 4.20 .04% least Building Dimension 1.68 .4h = 3.20 a= 3.2 Client: Pat Sauer By: M.V.Nava q Project: Griebel Addition Date: 41576.00 Seismic Design Category II Per IBC Table 1604.5 Seimic Site Class D Tble 1615.1.1 Roof Dead Load 15 ' Importance Factor 1.00 Per Tble 1604.5 Roof Snow Load 25 Seismic Use Group I Per Section 1616.2 Seismic Addtl Snow Load 0 Mapped Spectral Response Coefficients Ss 1.09 Per Fig 1615(1) Fa = 1.1 Per Tble 1615.1.2(1) SI 0.42 Per Fig 1615(2) Fv= 1.6 Per Tble 1615.1.2(2) Sds= 0.81 Shc= 0.45 Analysis Procedure Used ASCE 7—05 p=1.3 Load Combinations: 0.6D+(0.7E OR W) Horizontal Irregularity Vertical Irregularity la and 1 b Torsional for non-flexible diaphragms 1 a and 1 b Soft Story ok 2 Reentrant Corners ok 2 Weight ok 3 Diaphragm Discontinuity ok 3 Geometrical ok 4 Out of Plane Offset NG 4 In-Plane Discontinuity NG 5 Nonparallel System ok 5 Weak Story ok Lt Framed Construction Building Does Not Exceed five stories in height excluding basement ok 25%INCREASE IN SEISMIC DIAPHRAGM COLLECTOR FORCES REQUIRED BY SECTION 12.3.3.4 Load Direction: Front to Back( Building Grids 1 -5) Response Seismic Deflection Basic Seismic force resisting system(s): Modification Factor(s) Overstrength Amplication R Omega Cd 1.K. Bearing Wall System w/Wood Shear Walls x 6.5 3 4 V= Sds*W*1.3*.7 = 0.11 W Front-to- Back Load Direction R Load Direction: Side-to-Side(Building Grids A-E) Response Seismic Deflection Basic Seismic force resisting system(s): Modification Factor(s) Overstrength Amplication R Omega Cd 1.K. Bearing Wall System w/Wood Shear Walls x 6.5 3 4 V= Sds*W*1.3*.7 = 0.11 W Front-to- Back Load Direction R I 10 Client: By: M.V.Nava Pat Sauer Date: 04/21/14 Wind Basic Wind Speed=100 Exposure B Zone A Zone B Zone C Zone D Building Dimension a= 3.2 17.8 12.2 14.2 9.8 3.2 3.2 Building Dimension a Lines : 1 2 3 Eave Ht 8 8 8 Wall Trib 20 32 12 L(tot) 20 16.58 19 Main 0 0 0 Roof Loads Upper Roof 3265 4303 624 Main Roof 0 0 0 Main _ P 4447 6121 1352 v 222 369 71 Rup1 1511 2509 60 Rup2 1779 2953 569 Rup2 1779 2953 569 TOTAL BASE WIND Base P 5629 7062 2477 15168 lb Client: Pat Sauer By: M.V.Nava Project: Griebel Addition Date: 10/29/13 Wind Basic Wind Speed= 100.00 Exposure B Zone A Zone B Zone C Zone D 17.8 12.2 14.2 9.8 3.2 3.2 Building dimension a 3.2 Lines : A B Eave Ht 8 8 Wall Trib 14.5 14.5 L(tot) 14.5 9 Main 0 0 Roof Loads Upper Roof 2039 2389 Main Roof 0 0 Main P 2909 3259 v 201 362 Rup1 1216 2655 Rup2 1605 2897 Rup3 1605 2897 TOTAL BASE WIND Base P 3778 3816 7594 lb Client: Pat Sauer By: M.V.Nava 12 Project: Griebel Addition Date: 10/29/13 Line I Seismic Calculatons 1.K. Bearing Wail System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.81 R= 6.5 V= 0.1128 (Wt) wxhx Lvl Fit. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 8 15,912 127296 1 3,494 Main 0 15,072 0 0 0 3,494 3,180 Base 30,984 127296 1 3,494 0 0 Tot Wt= 30,984 lbs V(base) = 3,494 lbs Q=px.7E = 1.3x .7 E =.91 x E Design V= 0.91 E Lvl L(tot) v (Design) Main 20.00 159 Uplift: L(tot) L1 Rup,1 Main 20.00 10.00 1004 Client: Pat Sauer By: M.V.Nava Project: Griebel Addition Date: 10/29/13 Line 2 Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.806 R= 6.5 V= 0.1128 (Wt) wxhx Lvi Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 8 18,336 146688 1 4,035 Main 0 17,440 0 0 0 4,035 3,672 Base 35,776 146688 1 4,035 0 0 Tot Wt= 35,776 lbs V(base)= 4,035lbs Q=px .7E = 1.3x .7 E =.91 x E Design V= 0.91 E LvI L(tot) v(Design) Main 16.58 221 Uplift: L(tot,used) L1 Rup,1 Main 16.58 16.58 1327 Client: Pat Sauer By: M.V.Nava 114 Project: Griebel Addition Date: 10/29/13 Line 3 Seismic Calculatons 01.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.81 R=6.5 V= 0.11 (Wt) wxhx Lvl Ht. WL wxhx Totwxhx Fx V(total) V(design) Eave 8 7,560 60480 1 1,666 Main 0 7,212 0 0 0 1,666 1,516 Base 14,772 60480 1 1,666 0 0 Tot Wt= 14,772 lbs V(base) = 1,666 lbs Q=px .7E= 1.3x.7E=.91 xE Design V= 0.91 E Lvl L(tot) v (Design) . Main 19.00 80 Uplift: L(tot,used) L1 Rup,1 Main 19.00 19.00 129 Client: Pat Sauer By: M.V.Nava l 5 Project: Griebel Addition Date: 10/29/13 Line A Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds =0.81 R= 6.5 V= 0.1128 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 8 19,149 153192 1 3,835 Main 0 18,221 0 0 0 3,835 3,490 37,370 153192 1 3,835 0 0 Tot Wt= 37,370 lbs V(base) = 3,835 lbs Q=px .7E= 1.3x .7 E =.91 xE Design V= 0.91 E Lvl L(tot) v(Design) Main 14.50 241 Uplift: L(tot,used) L1 Rup,1 Main 14.50 14.50 1537 Client: Pat Sauer By: M.V.Nava \ Project: Griebel Addition Date: 10/29/13 Line B Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.81 R= 6.5 V= 0.1128 (Wt) wxhx Lvi Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 8 19,617 156936 1 3,931 Main 0 18,689 0 0 0 3,931 3,577 38,306 156936 1 3,931 0 0 Tot Wt= 38,306 lbs V(base) = 3,931 lbs Q=px.7E= 1.3x .7 E=.91 x E Design V= 0.91 E Lvi L(tot) v (Design) Main 9.00 397 Uplift: L(tot,used) L1 Rup,1 Main 9.00 9.00 2939 1 VI By: M.V.Nava Client: Pat Sauer Date: 10/29/13 - Project: Griebel Addition Overhang: 0 0 0 0 0 Roof DL 15 psf Lines: 1 2 3 A B Upper Roof Trib Width 20 32 12 14.5 14.5 Length 42 28 29 64 64 Lower Roof 0 0 Trib Width 0 0 0 Length 33 33 33 68 68 Main 5 14.5 Wall Trib 20 32 12 14.4. 6.5 #of walls 2.5 2.5 3 4.5 Wall Length 42 28 29 64 64 #of walls 1 2 1 1.25 1 Client: Pat Sauer By: M.V.Nava rDate: 10/29/13 Project: Griebel Addition Wt Line 1 Line 2 Line 3 Qnty Wt Qnty Wt Qnty Wt Upper Roof 15 840 12600 896 13440 348 5220 1st Wall 36 92 3312 136 4896 65 2340 15912 18336 7560 Lower Roof 15 0 0 0 0 0 0 1st Wall 36 92 3312 136 4896 65 2340 1st Floor 14 840 11760 896 12544 348 4872 15072 17440 7212 A= 2084 Client: Pat Sauer By: M.V.Nava 1 CIDate: 10/29/13 Project: Griebel Addition Wt Line A Line B Qnty Wt Qnty Wt Upper Roof 15 928 13920 928 13920 1st Wall 36 145.25 5229 158.25 5697 19149 19617 Lower Roof 15 0 0 0 0 1st Wall 36 145.25 5229 158.25 5697 1st Floor 14 928 12992 928 12992 18221 18689 23 Client: Pat Sauer By: M.V.Nava Project: Griebel Addition Date: 10129/13 Shear Walls No. Length No. Length No. Length No Length 100 Main 210 0 0 0 0 200 Main 1 16.58 0 0 0 0 300 Main 1 19 0 0 0 0 Client: Pat Sauer By: M.V.Nava 2- Project: Griebel Addition Date: 10/29/13 Shear Walls No. Length No. Length No. Length No Length A Main 114.5 00 00 00 B Main 1 9 0 0 0 0 0 0 r, c O R r E ® MEMBER REPORT Roof,R1 PASSED [" G 1 piece(s)4 x 10 Douglas Fir-Larch No. 2 Z g - Overall Length:6'3" a ,, it- a , M r vsx�t n t .y.r � r.��u*�,yy fhr=r`wi fy ,f.sx�'lAfor t fF 4 ,� r11,iirri '�'fir.A frTd'�10 4,0amu a4-rr w ilk x'"sl w,3 i ,".�"? OPr '�' '.t. O O -1, 6' 't• 0 a 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 LDP Load:Combination(Pattern) System:Wall Member Reaction(lbs) 2427 @ 0 3281(1.50") Passed(74%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1877©5'4 1/4" 4468 Passed(42%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 4615 @ 3'9" 5166 Passed(89%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.050 @ 3'1 9/16" 0.208 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Deft(in) 0.082 @ 3'1 9/16" 0.313 Passed(1/920) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'3"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 926 1501 2427 None 2-Trimmer-DF 1.50" 1.50" 1.50" 750 1207 1957 None Tributary Dead Snow 1 - Loads Location Width (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 3'9" 15'9" 15.0 25.0 Residential-Living Areas 2-Uniform(PSF) 3'9"to 6'3" 2' 15.0 25.0 Residential-living Areas - 3-Point(Ib) 3'9" N/A 664 1106 Weyerhaeuser Notes 1!r)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 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 14/21/2014 11:17:48 AM Matthew Nava Client: Pat Sauer Forte v4.1,Design Engine:V5.7.0.245 1 Nava Engineering Project:Griebel Addition Beams.4te (503)238-0633 Date: 0412112014 navaengr@gmail.com Page 1 of 1 rFORTE ` MEMBER REPORT n Main, Floor Joists " PASSED 1 piece(s)9 1/2 T3I® 110 @ 16 OC 2 3 Overall Length: 12'9" r Y i. 4 72 h sa 4r n ��S meg` r AI O i x 3' i a § ✓ 1 * r at 9 1, x 'p xa34, JiC,fi j ��" � k M" s s , . `� r `f r trls. i°nY"a4.„ ; a .-e a ,t -+ �. oz,„.. ''r a °',. t c + i ,r,' 1 �� ,� , ikit-;e `04yo i; 9 sae; F F;4 '� k + ` d•.r s1• '�' ,:-.-"Ts. .t ��; '.. 4 _,_;'t:OF'!:;';',:..:"_ S',.. ,. s 1g w .:it',A"t r- O O 12'2" o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual p Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 435 @ 2 1/2" 1041(2.25") Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 422 @ 3 1/2" 1220 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1318 @ 6'4 1/2" 2500 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.161 @ 6'4 1/2" 0.411 Passed(L/917) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.210 @ 6'4 1/2" 0.617 Passed(L/705) -- 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 49 35 Passed -- -- •Deflection criteria:LL(L/360)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'9 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 19/32"Weyerhaeuser Edge•"Panel(20"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supper(lbs) Supports Total Available Required Dead F`i ve Total Accessories 1-Stud wall-DF 3.50" 2.25" 1.75" 102 340 442 1 1/4"Rim Board 2-Stud wall-DE 3.50" 2.25" 1.75" 102 340 442 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. _ Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'9" 16" 12.0 40.0 Residential-Living Areas /� Weyerhaeuser Notes (Z)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 __ 4/21/2014 11:17:38 AM ------ ------- — — — Forte v4.1.Design Engine:V5.7.0.245 I Matthew Nava Client: Pat Sauer Beams.4te Nava Engineering Project Griebel Addition (503)238-0633 Date: 04/21/2014 navaengr c@gmail.com Page 1 of 1 a' F O R T E MEMBER REPORT Main,Ml PASSED 1 piece(s)4 x 8 Douglas Fir-Larch No. 2 02 4 Overall Length:6' yyr i10 -x §As p¢ f sr v 'n it :a i , . r"�s�" ya�im�� � �`r ��r� �Y1�;,,,a �*�, u.. s.�r.��7i�+4d� i4 ,,fS�"h� 4'�Tw �€"4�w,i��' b ei A.Am., Y &,Z 3 ' I c '-- N', '�Gi 1 ,?ta. . r�{ ..,A.'?0„o"�2.te-A rrAio�+,- , Tit is " 't ,-' ,<' .z-g-4 •,-(P. "siVc `kms:;.,:,:e-,),,g)'?-,i 0 a r - ,� 6 4' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1917 @ 2" 7656(3.50") Passed(25%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(lbs) 1345 @ 10 3/4" 3045 Passed(44%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2565 @ 3' 2989 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC live Load Defl.(in) 0.063 @ 3' 0.189 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.083 @ 3' 0.283 Passed(L/816) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:L.L.(1/360)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS 2005 methodology. Bearing Length Loads to Supports abs) SUPPOrts Total Available Required Dead FLi e Total Accessories 1-Stud wall-DF 3.50" 3.50" 1.50" 457 1460 1917 Blocking 2-Stud wall-DF 3.50" 3.50" 1.50" 457 1460 1917 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 6' 12'2" 12.0 40.0 Residential-Living Areas Weyerhaeuser Notes (Z)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator --- -- — - -— — --— 4/21/2014 11:17:30 AM Forte Software Operator— — Job Notes —_— 1 Forte v4.1,Design Engine:V5.7.0.245 Matthew Nava Client: Pat Sauer 1 Beams .4fe Nava Engineering Project:Griebel Addition (503)238-0633 Date: 04/21/2014 I navaengr a gmail.com Page 1 of 1 i