Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
} l 3 ,i-f Sw 1/5-r (. ►ccv RE(.,El VIII) AL ALLSTRUCTUREjt,, Engineering LLC " Y 7140 SW Fir Loop,Ste.231 •Tigard,OR 97223 v:503.620.4314 0 f:503.620.4304 A U G 2 2016 www.al I structure.com CITYOf TIG4R)) STRUCTURAL DOCUMENTS LaN ' )iv Project: Allstructure# 16216.00 PREPARED FOR ABOVE ALL FENCES,DECKS& CONSTRUCTION 13947 SW BENCHVIEW TERRACE DECK Tigard, OR August 2,2016 TABLE OF CONTENTS: Sheet No. PROJECT INFORMATION 1-2 GENERAL NOTES 3 PLAN SKETCHES 4-5 DETAIL SKETCHES 6-10 CALCULATIONS 11-46 NOTES: Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. PRO' s €I:; 1PE1 e t OREGON , '' ,' , . 40 XFIRES June 30,2017 PROJECT INFORMATION: Name: 13947 SW Benchview Terrace Deck Location: 13947 SW Benchview Terrace Tigard, OR 97223 Code: 2014 Oregon Structural Specialty Code Scope: The attached calculations are for the lateral and gravity design of a residential deck and stair. The design relies on the diaphragm of the floor decking. The railing, attachment, blocking, and any footings related to the railing posts are excluded from this scope. The attached calculations are for the specific engineered components identified in these design documents. Conventionally framed components shall be constructed in accordance with prescriptive requirements of the building code. Loads: Snow: 25 psf Live: 40 psf Wind: 120 MPH, Exposure B Seismic: Design Category D Sds: 0.712 Importance Factor: 1.0 R= 6.5 Dead Load: Decking 3.5 Joists 2.2 Beams 2.0 Misc 2.3 Total 10 psf Design soil pressure: 1,500 PSF(Assumed) 18"frost depth AS ALLSTRUCTURE 1� BY A( DATE Engineering LLC CHK BY `D/ATE 7140 SW Fir Loop,Suite 231 JOB NO 6 ` 2\ 6s c*--) Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET 1 OF r' G Design Maps Summary Report User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41898°N, 122.82037°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III f� -C � a £-i mazz& -' y 4;. �-i- w p „, x „, � ` �s� '443 �° r � �, $'" zr 4 USGS-Provided Output SS = 0.956 g SMS = 1.068 g SDS = 0.712 g S1 = 0.422 g SM1 = 0.666 g sm. = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0,99 0.54 0.28 0.56 0.77 . !, 0.42 .� 0.66 DI � tn 0.55IA I 0.40 0.44 0.32 r 0,33 0.24 0.22 0.16 0.11 0.00 0.00 0.00 0.00 0.20 0,40 0.60 0,90 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0,60 0.80 1.00 1.20 1.40 1.60 1.20 2.00 Period,T(sec) Period,T(sec) Although this in is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. , GENERAL NOTES CODE REQUIREMENTS: CONFORM TO THE REQUIREMENTS OF THE 2014 OREGON STRUCTURAL SPECIALTY CODE. EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. CAST—IN—PLACE CONCRETE: CONCRETE WORK SHALL CONFORM TO ACI 301. FOOTINGS: fc=2,500 PSI AT 28 DAYS: MAXIMUM SLUMP .3" PLUS OR MINUS 1". CARPENTRY: ALL LUMBER NOT SPECIFICALLY NOTED TO BE H.F. #2 OR BETTER AND PRESSURE TREATED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG—TIE COMPANY (OR ENGINEER APPROVED EQUAL) AND BE HOT DIPPED GALVANIZED OR Z—MAX COATED. FASTENING OF FRAMING ELEMENTS SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. s ALLSTRUCTURE BY DATE Z Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 Tigard,Oregon 97223 JOB NO v:503.620.4314 f: 503.620.4304 SHEET 3 OF ., . : i 5/g'' * 5 1 O , n h . 11 UA6L '1,6' : P05-r5 � .... . s ,111 X i li x t- , (c) L 0 mai-,--'5 1 I Sea , : s 1° _ r l z : } s - 9 k ��. ... , .. it 2 _ I 27/B` 42 i , z-� { 1 , I , .. ...t! � '/. ; 14 .fib. I i� -\•. .. .. .. �.: \ �. 1 I 1C 1 1) il 7( , ' 1 */ 11, 1 ,..7 ?, , tz 2r , , le' I H tit, I e j" I I.JIIIIII , I I : I 'll . . I _ II 1Z"• x 12-/Ir , .._ FcTnJCSzr zt 01 1.OG i-Tkoc-1S LkX;� qt a,,�' S p1 c. L = (uNL65 . Nor6p 01146-Aot5e) ,rn ( ��S ��l9XitX 1gnPr6; 1Mlkx (-etat-71'-i) it (3 3�Y r x 133�y x l,3 P--r- l C, /Ix t 6 r, x (g r1a ►c.t. i--- rVl, 13 rI. X �3 rr rs X 1 aFT T 15 x 15'r x I0` Er ; 1 I • I i SI,JUl? "")ak-) VTT 1-7. A--ri4ct4ED 1 To Exi.S T/NG; RI C3owRQ i • w1 3/8"..S x 11 %Z LAS S��C—►,.�, Zxg �. , G Z " a,c , I Leve q4 s Ta `.� i „ci ,c-,.p.,,\I- 1 \ r it II 1I 1 i fl ( ,1 � 1 1, 1* }' 31'1 F5.. I. \ '; \., ./. , _1 ..',.)1 {' I' 1f. 1. I I fj d )(co r Il; i l Pi 1 ' y U . I yy id S 1 1 �� •4 i i S �. �w1 - ,,,t N , 7--': ,_. ''°"�.__ IJ _ 1, c va. Li Xg. .a f �. I t �tl ; { 1 _ I �j i 1 1 k f; f .I 1 I' r j bxc0.I. it 6xto ' bx/� i - lllly�6 1 /iF` MIII• �jt • IX� 27 (421 f. -)(6I J Jok5t5 St?.>•.NOi10A C-- ,.civpELT 7ot.57 5 To bVC_(Z c6I_6 �.5� D�*�i.c "To t5 i2J s w1 t.A2s --rip 5ckevoi-c �z, 4 I . ¶,T, - 16`I o,G, 5-r-P.•►ci 5i,Z1oihEK- I 1 �� 1�b4 X 6 FA-,t.J i D —O i. J o T 1:34-- --CL-S i ', J _f ..__ _. ... ._ i -1111 11 _ Ammumporippil l _._._ '; 1 !I'll. rr '..401111���3 11 • 7,7:;--r— I , , ,, ''' _ini r i i i .101 ,, ;� iii ( till )2"x60''. e-rei l3 i`►P 5-r 4� fit, 5T�.1/✓rte S S r 1 . � (to: j FRONT VIEW RAIL • _.._.._. _.... .__. !Patrick Gateley • 07/142016 Scala see legend 1 4 10 12 • • LEDGER PER PLAN W/ (2) Y,"x3.5" • —_____\/ SIMPSON SDS SCREWS @ 16" O.C. LEDGER IS TO BE UP AGAINST THE WALL SHEATHING AND NOT THE SIDING. (E) 2x RIM JOIST 2x DECKING NAIL OR SCREW DECKING TO LEDGER. N I1. IN M,' , JOIST PER PLAN _..w.-- \—SIMPSON LUS28Z (E) WALL SHEATHING 43, SECTION 1-1/2" = 1' " As'E ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 Tigard,Oregon 97223 JOB NO v:503.620.4314 • f: 503.620.4304 SHEET of 2x DECKING c.<_ >�r ',,,/z2x8 RIM JOIST • . \--r " DMZ 6t����i�/k JOIST PER PLAN " AAr-1— /NTC—rZtvlL (��A,n $ TOE-NAIL JOIST \ ' TO BEAM H2.5Z c \.\\- BEAM PER PLAN 0 SIMPSON COLUMN CAP COLUMN PER PLAN eSECTION 1-1 2" = 1'-O" AS ALLSTRUCTURE ABY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 • JOB NO Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET a of . , . , "1-1\ \?--. ST-v-,fio(-:ER, 3 • . .. . , .. . . .: .-y , •...„......-...„ . . . . . , T. .: 1:. .. ., . . ..• . . . // , • . . . , . • i . , . ......' .., : . I . . • . . HO ralEb 2 Y /2, PT: . . - ‘ I i i 1 1, ----0 IAA A)4.-• . i If I ‘ b IAA A)< . .. i s ., • o F., ve.),k_k,)Le e__ tc 's oic7', . ..) / 1 . I b 1 0. c....._ ., . . . . . . . .. . . _ . tij, F. T. 41 )(6 14.F 4- z_. :. 1A , ,,), , . �' .Si, psow e74t'�84 ' .� use' IP7, 42i / 1), t�]� �2 �-�'�' �� � �����. • 7"0 Ck A/6'cr wiry 134-4-A4 .) J} •. j, o- . hh ./�-Jfr ,i_ IJ- ate" .-rte . 6 A_..\-- v, ' int • • - t y G Sz.- - 6 ? ii- ! ;T !/ )• Pr ,.-763 ,. i 10 i . • • • I i • ::..i... E.. DSK . F� i`1 � i NC •j 1 :'.TO STS' . . . i ! i . JF. TII F #Z Z x g Zy 0, c i • f _. .�_ .._..:.._.. ..__ MA- s.PAi• S x 1-14\4k :. • • I 1 �L ._ MF1X • . . — Psi ..:.. z tL _ 'AP ?Sr b-k$ i 8 • i • i • •r X 1 'P.A-ri0 ^ • . i tij I. I...i...;....„...:..L_..__......( ( EMS i. . .... .. . . i •i • II I.. SPAiN TR �3. • .. i • I• • r f _ F • . I • • • I.• ••i •I . r1s ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 ' Tigard, Oregon 97223 JOB NO ` v:503.620.4314 • f:503.620.4304 SHEET I1 OF , (' t : , { . e '—."4 • , 10 ' = — g--- _ 4 I I .I _ 4 �i . , IllI 1 r • I. II II f � I1 t.41 Ei Ib! i . n 1 icat 7 !',,. igp 1 13.,1 I ' t 11 1, 1 1 ! I ,, i 1---z-43 ......., , ,=—, —.---:-..eri----=-7''''• •---,g1-0 ,--— -------2-0- --- -- ‘1,..,;(___„,,_ ;--'-'"TiNiii... — i 1 , Iliiii j, 1 I 6 , v I ... . y •,, Asi id" ,i. : go 1 i• ---1------0 , 4, - - a,-,11 gil • i it p i ; ._1 —Will- - _ittio :. 1... rI. mail-1. ic--__.4_—__0 yi•i-t� 74 I ri p,,,, i-_,52' i. • 2r.. PLAN • ; r ara:T i • VIEW STRUCTURAL ___.._........1 o r a ro 12 GY0U20'16 Scele see legend . F ( L1 I fl T, S 1 67 , V WXE773,q5 3.7_s 7, S n A m•ts 2, 5x 3' 1 2:3 c3r- 3S � 4ii TM` 6 �, A yxe 3,17' 3' AALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB No Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET 1 3 OF title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Printed:1 AUG 2016,9:21PM 4Qd Qum File s)Platets12016116216.0013`147 SW eenehlne0e:11 reafc ec6 ENI:RCALC'INC I9834016 Build:6.16.6 7,Ver.6.16 6.30 Lic.#':KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Joists @ 24"o.c, CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx I,300.0ksi Fc-PrIl 1,300.0 psi Eminbend-xx 470.0ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 0(0.02)L(0.08)S(0.05) $ + i X •,:. .. .. .:-'W,,-;.. .'''-'1 2x8 Span=8.50 ft Applied Loads . s . _ Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=2.0 ft DESIGNSUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.898 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 969.06 psi fv:Actual = 59.33 psi FB:Allowable = 1,079.16 psi Fv:Allowable = 133.86 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0:750S+H Location of maximum on span = 4.250ft 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 0.161 in Ratio= 634>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.236 in Ratio= 432>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations .- Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v 4041 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.195 0.096 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.18 164.95 844.56 0.07 10.10 104.76 40+1+H 1,200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.879 0.434 1.00 1.200 0.80 1.15 1.00 1.00 1.00 0.90 824.73 938.40 0.37 50.49 116.40 4D4Lr4H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.141 0.069 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.18 164.95 1173.00 0.07 10.10 145.50 +D+S+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.535 0.264 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.63 577.31 1079.16 0.26 35.34 133.86 +0+0.750Lr40:750L+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.562 0.278 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.72 659.79 1173.00 0.29 40.39 145.50 +D+0.750L+0.750S+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.898 0.443 1.15 1.200 0.80 1.15 1.00 1.00 1.00 1.06 969.06 1079.16 0.43 59.33 133.86 Title'Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed: i AUG 2016.9:21I14 Wood earnBw rewrenen�c Fl S 16116216,0013947 SW tO ec6 _ .. _ _. 'G,•iWG;1983-2Qi5,buli:6.16;6.7,Ver6.1fi.6.30 LiC.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Joists @ 24"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V fv F'v +D+0.60W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=8.50 ft 1 0.110 0.054 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.18 164.95 1501.44 0.07 10.10 186.24 +D+0.70E+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.110 0.054 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.18 164.95 1501.44 0.07 10.10 186.24 +D+0.750Lr+0.750L+0.450W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.439 0.217 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.72 659.79 1501.44 0.29 40,39 186.24 +D+0.750L+0.750S+0.450W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.645 0.319 1.60 1.200 0.80 1.15 1.00 1.00 1.00 1.06 969.06 1501.44 0.43 59.33 186.24 +D+0,750L+0.750S+0.5250E+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.645 0.319 1.60 1.200 0.80 1.15 1.00 1.00 1.00 1.06 969.06 1501.44 0.43 59.33 186.24 +0.60D+0.60W+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.066 0.033 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.11 98.97 1501.44 0.04 6.06 186.24 +0.60D+0.70E+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.066 0.033 1,60 1.200 0.80 1.15 1.00 1.00 1.00 0.11 98.97 1501.44 0.04 6.06 186,24 Overall Maximum.Deflections; Load Combination Span Max.''Defy Location in Span Load Combination Max. Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.2360 4.281 0.0000 0.000 Vertical;Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.499 0.499 Overall MINimum 0.051 0.051 +041 0.085 0,085 +0+L+H 0.425 0,425 +D+Lr+H 0.085 0.085 +D+S+H 0.298 0.298 +1D+0.750Lr+0.750L41 0.340 0.340 +D+0.750L+0.750S+H 0.499 0.499 +0+0.60W+H 0.085 0.085 +D+0.70E+H 0.085 0.085 40+0.750Lr+0.750L+0,450W+H 0.340 0.340 40+0.750L+0.750S+0,450W+11 0.499 0.499 +D+0.750L+0.7505+0.5250E41 0.499 0.499 +0.60D+0.60W+0.60H 0.051 0.051 +0.60D+0.70E+0.60H 0.051 0.051 D Only 0.085 0.085 Lr Only L Only 0.340 0.340 S Only 0.213 0.213 W Only • E Only H Only • 1$ Title Block Line 1 Project Title: You can'change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:1AUG 2016,9:22AM File S 1Piojects)201616216 0015947 SW 6enclwiewlenercalc ec6 Wopd Beam . .f ENERcALC;INC 1983-2016,.eu€td:6,16 6.7,Verr.6.16.6.30 Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Joists @ 16"o.c. CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination iBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi Fc-Pdl 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.700 Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.0133)L(0.0532)S(0.03325) i $ $ i i 0 0 2x8 Span=10.50ft Applied Loads:. , „ Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN:SUMMARY -- Desk n OK Maximum Bending Stress Ratio = 0.911: 1 Maximum Shear Stress Ratio = 0.376 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 983.36 psi fv:Actual = 50.39 psi FB:Allowable = 1,079.16 psi Fv:Allowable = 133.86 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 5,250ft 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 0.249 in Ratio= 506>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<36O Max Downward Total Deflection 0.365 in Ratio= 344>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations 3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 C r C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.198 0.082 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.18 167.38 844.56 0.06 8.58 104.76 +D+L+H 1200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.892 0.368 1.00 1.200 0.80 1.15 1.00 1.00 1.00 0.92 836.90 938.40 0.31 42.88 116.40 +D+Lr+H 1,200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=10.50 ft 1 0.143 0.059 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.18 167.38 1173.00 0.06 8.58 145.50 +D+S4l 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.543 0.224 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.64 585.83 1079.16 0.22 30.02 133.86 +D+0,750Lr+0.750L+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.571 0.236 1.25 1.200 0.80 1.15 1.00 1.00 1.00 0.73 669.52 1173.00 0.25 34.31 145.50 +0+0.750L+0.750S+1-1 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.911 0.376 1.15 1.200 0.80 1.15 1.00 1.00 1.00 1.08 983.36 1079.16 0.37 50.39 133.86 V Title Block Line 1 Project Title: You can change this area Engineer: Project ID: • using the'Settings'menu item Project Descr: and then using the°Printing& Title Block'selection. Title Block Line 6 Printed:1 AUG 2616,9:22AM z.r�r Q�d �e m File S:1Projectst201&11 6216.0013947 SW BenchvteWlenercalc ec6 { ENIERCALC,INC.19$3-2016 Butd:6.16 6 7,.Vef 6:15 630 Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Joists @ 16"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN C i C r C m C t CL M lb Pb V fv F'v +D+0.60W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.111 0.046 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.18 167.38 1501.44 0.06 8.58 186.24 4040.70E+11 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=10.50 ft 1 0.111 0.046 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.18 167.38 1501.44 0.06 8.58 186.24 +O+0.750Lr40.750L40.450W+H 1.200 0,80 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=10.50 ft 1 0.446 0.184 1.60 1,200 0.80 1.15 1.00 1.00 1.00 0.73 669.52 1501.44 0.25 34.31 186.24 +O+0.750L+0.750S+0.450W+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.655 0.271 1.60 1.200 0.80 1.15 1.00 1.00 1.00 1.08 983.36 1501.44 0,37 50.39 186.24 +D+0.750L+0.750S+0.5250E+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.655 0.271 1.60 1.200 0.80 1.15 1.00 1.00 1.00 1.08 983.36 1501.44 0.37 50.39 186.24 +0.60D+0.60W+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.50 ft 1 0.067 0.028 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.11 100.43 1501.44 0.04 5.15 186.24 +0.60D+0.70E+0.60H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 a00 0.00 Length=10.50 ft 1 0.067 0.028 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.11 100.43 1501.44 0.04 5.15 186.24 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3654 5.288 0.0000 0.000 Vertical iReactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.410 0.410 Overall MINimum 0.042 0.042 40+11 0.070 0.070 +D+L+H 0.349 0.349 +D+Lr+H 0.070 0.070 +D+S+H 0.244 0.244 +D+0.750Lr+0,750L+H 0.279 0.279 +D+0.750L+0.750S+H 0.410 0.410 +D+0.60W+H 0.070 0.070 4040.70E+11 0.070 0.070 +D+0.750Lr+0.750L+0,450W+I 0.279 0,279 +O+0.750L+0.750S+0,450W+H 0.410 0.410 +D+0.750L+0,750S+0.5250E+H 0.410 0.410 +0.60D+0.60W+0,60H 0.042 0.042 +0.60D+0.70E+0.60H 0.042 0.042 D Only 0.070 0.070 Lr Only L Only 0,279 0.279 S Only 0.175 0.175 W Only E Only H Only Title Block Line 1 Project Title: You can. change this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:2 AUG 2016,11:45AM fife sir,rojectsl201Rim 6.0013947SW.Benchviewlenwc21c,8c6 Wooa Ream „ : :,ENERCALC,.INC 198-2016,Build.6,16;6,7.der.6.16.6.30." Lic.#': KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Beams,7'span,6.8'trib CODE REFERENCES- Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb.Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-Pr!! 1,300.0 psi Eminbend-xx 470.0ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0681 L(0.272)8(0.171 + + * i X 4x8 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=6.80 ft DESIGN SUMMARY - ._ Desi•n OK Maximum Bending Stress Ratio = 0.942 1 Maximum Shear Stress Ratio = 0.514 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 957.66 psi fv:Actual = 68.78 psi FB:Allowable = 1,016.60psi Fv:Allowable = 133.86 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.108 in Ratio= 780>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.158 in Ratio= 531>=240. . Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations .'' Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.205 0.112 0.90 1.300 0.80 1.00 1.00 1.00 1.00 0.42 163.01 795.60 0.20 11.71 104.76 +D+L+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.922 0.503 1.00 1.300 0.80 1.00 1.00 1,00 1.00 2.08 815.03 884.00 0.99 58.54 116.40 +D+Lr+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.148 0.080 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.42 163.01 1105.00 0.20 11.71 145.50 +D+S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.561 0.306 1.15 1.300 0.80 1.00 1.00 1.00 1.00 1.46 570.52 1016.60 0.69 40.97 133.86 +D+0.750Lr+0.750L+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.590 0.322 1.25 1.300 0.80 1.00 1.00 1.00 1.00 1.67 652.02 1105.00 0.79 46.83 145.50 +D+0.750L+0.750S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.942 0.514 1.15 1.300 0.80 1.00 1.00 1.00 1.00 2.45 957.66 1016.60 1.16 68.78 133.86 Tina Block Line 1 Project Title: You can change this area Engineer: Project ID: using the°Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pdnted:2AUG2016.11:asari VIIOOd B@ 111 ` ' File S 1 ciects\2016116216,00139 7 SW Beovrewlenercalc ec6 ENERCALC,INC.1983- 6,Bint d.6.16.6.7,Ver6:16.6.30 Lic.# KW 06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Beams,7'span,6.8'tub Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb Pb V fv F'v +0+0,60W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.063 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.42 163.01 1414.40 0.20 11.71 186.24 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.063 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.42 163.01 1414.40 0.20 11.71 186.24 +D+0.750Lr+0.750L+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.461 0.251 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.67 652.02 1414.40 0.79 46.83 186.24 +D+0.750L+0.750S+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.677 0.369 1.60 1.300 0.80 1.00 1.00 1.00 1.00 2.45 957.66 1414.40 1.16 68.78 186.24 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.677 0.369 1.60 1.300 0.80 1.00 1.00 1.00 1.00 2.45 957.66 1414.40 1.16 68.78 186.24 +0.60D+0.60W+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7,0 ft 1 0.069 0.038 1.60 1.300 0.80 1.00 1.00 1.00 1,00 0.25 97.80 1414.40 0.12 7.02 186.24 +0.60D+0.70E+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.069 0.038 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.25 97.80 1414.40 0.12 7.02 186.24 Overall Maximum Deflec on Load Combination Span Max."Dell Location in Span Load Combination Max."+"Dell Location in Span +D+0,750L+0.750S+0.5250E41 1 0.1581 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.398 1.398 Overall MINimum 0.143 0.143 +D+H 0.238 0.238 +D+L+H 1.190 1.190 +D+Lr+H 0.238 0.238 +13+5+14-1 0.833 0.833 +0+0.750Lr+0.750L+H 0.952 0.952 +D+0.750L+0.750S+H 1.398 1.398 +D+0.60W+H 0.238 0.238 +D+0.70E+H 0.238 0.238 +D+0.75011+0.750L+0,450W41 0,952 0.952 +D+0.750L+0.750S+0.450W+H 1.398 1.398 +D+0.750L+0.750S+0.5250E41 1.398 1.398 +0.600+0.60W+0.60H 0.143 0.143 +0.60D+0.70E+0.60H 0.143 0.143 D Only 0.238 0.238 Lr Only L Only 0.952 0.952 S Only 0.595 0.595 W Only E Only H Only 9 Title Block Line 1 Project Title: ' You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Printed:2AUG 2016,11:441'M t Ftle S:U'roject$12Q16116216.0013947 SW Benckwewlener tG ecs .' Wood Beam r , 1ENERCALb,ti4 1983.2016;audd6.16s,r,Ver6.16.6.30 . Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Beams,8'span,4.1'trib CODEREFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.041)L(0.164)5(0.1025) I, x o 4x8 Span=8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=4.10 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.742 1 Maximum Shear Stress Ratio = 0.363 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 754.17 psi fv:Actual = 48.64 psi FB:Allowable = 1,016.60 psi Fv:Allowable = 133.86 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 4.000ft Location of maximum on span = 7.416 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 866>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.163 in Ratio= 590>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 MaximumForces 8,Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V iv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.161 0.079 0.90 1.300 0.80 1.00 1.00 1.00 1.00 0.33 128.37 795.60 0.14 8.28 104.76 +D+L+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.726 0.356 1.00 1.300 0.80 1,00 1.00 1.00 1.00 1.64 641.85 884,00 0.70 41.40 116.40 +D+Lr+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.116 0.057 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.33 128.37 1105.00 0.14 8.28 145.50 +0+S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.442 0.216 1.15 1.300 0.80 1.00 1.00 1.00 1.00 1,15 449.29 1016.60 0.49 28.98 133.86 +0+0.750Lr+0.750L+1-1 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.465 0.228 1.25 1.300 0.80 1.00 1.00 1.00 1.00 1.31 513.48 1105.00 0.56 33.12 145.50 +D+0.750L+0.750S+H 1.300 0.80 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.742 0.363 1.15 1.300 0.80 1.00 1.00 1.00 1.00 1.93 754.17 1016.60 0.82 48.64 133.86 20 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: • using the"Settings"menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Printed:2AUG 2016,11:44AM Wood Beam.:: 6;Bu 16s7 ars 0406 F ects1201611f2i6,g413 OAK`1983201 Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Beams,8'span,4.1'trib Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr CM C t CL M tb Pb V fv F'v +D+0.60W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.091 0.044 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.33 128.37 1414.40 0.14 8.28 186.24 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.091 0.044 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.33 128.37 1414.40 0.14 8.28 186.24 +D+0.750Lr+0.750L+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.363 0.178 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.31 513.48 1414.40 0.56 33.12 186.24 +D+0.750L+0.750S+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.533 0.261 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.93 754.17 1414.40 0.82 48,64 186.24 +D+0.750L+0.7505+0.5250E41 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.533 0.261 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.93 754.17 1414.40 0.82 48.64 186.24 +0,600+0.60W+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.054 0.027 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.20 77.02 1414.40 0.08 4.97 186.24 +0.60D+0.70E+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.054 0.027 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.20 77.02 1414.40 0.08 4.97 186.24 --:Overall ati Maximum Deflections Load Combination Span Max.''-''Defl Location in Span Load Combination Max.'+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1627 4.029 0.0000 0.000 '- Uerltical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.964 0.964 Overall MINimum 0.098 0.098 +D+H 0.164 0.164 +D+L+H 0.820 0.820 +D+Lr+H 0.164 0.164 +D+S+H 0.574 0.574 +D+0.750Lr+0.750L+H 0.656 0.656 +D+0.750L+4.750S+H 0.964 0.964 +D+0.60W+H 0.164 0.164 +040.70E+H 0.164 0.164 +D+0.750Lr+0.750L+0.450W+H 0.656 0.656 +D+0.750L+0.750S+0.450W+H 0.964 0.964 +1J+0,750L+0.750S+0.5250E+H 0.964 0.964 +0.60D+0.60W+0.60H 0.098 0.098 +0.600+0,70E+0,60H 0.098 0.098 D Only 0.164 0.164 Lr Only L Only 0.656 0.656 S Only 0.410 0.410 W Only E Only H Only Title Block Line 1 Project Title: , ' You car'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:2 AUG 2016,11:45AM Wood Beam = �e S�ralesrs2o: 16216,001894rSWeenchviewnene�pec6, ` ' ,: ',.;:-''.-',x-:_:- ENBRCALC;INC.1983-20.16,Hulld:6:16.6.7,Uer,6.16,6.30 : Lic.# KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Beams,9'span,5.5'trib COODE REFERENCES. Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.055)1(0.22)S(0.1375) * * i i * x 6x10 Span=9.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=5.50 ft DESIGNSUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.607. 1 Maximum Shear Stress Ratio = 0.257 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 474.56 psi fv:Actual = 34.43 psi FB:Allowable = 782.00 psi Fv:Allowable = 133.86 psi Load Combination +D+0,750L+0.750S+H Load Combination +D-+0.750L+0,750S+H Location of maximum on span = 4.500ft Location of maximum on span = 8.212 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio= 1604>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.099 in Ratio= 1092>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb F'b V fv F'v +0+1-1 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.132 0.056 0.90 1.000 0.80 1.00 1.00 1.00 1.00 0.56 80.78 612.00 0.20 5.86 104.76 +D+L+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.594 0.252 1.00 1.000 0.80 1.00 1.00 1.00 1.00 2.78 403.88 680.00 1.02 29.30 116.40 +D+Lr+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.095 0.040 1.25 1.000 0.80 1.00 1.00 1.00 1.00 0.56 80.78 850.00 0.20 5.86 145.50 +D+S+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.362 0.153 1.15 1.000 0.80 1.00 1.00 1.00 1.00 1.95 282.71 782.00 0.71 20.51 133.86 +0+0.750Lr+0.750L+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.380 0.161 1.25 1.000 0.80 1.00 1.00 1.00 1.00 2.23 323.10 850.00 0.82 23.44 145.50 40+0.750L+0.750S+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.607 0.257 1.15 1.000 0.80 1.00 1.00 1.00 1.00 3.27 474.56 782.00 1.20 34.43 133.86 ZZ Title Block Line? Project Title: You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:2 AUG 2016,11:45AM •Wood Beam t'tie S1FrnjEGCALC6NC11983-2016,Build:6,16,6.e7Ver.6 6lc 630 Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Beams,9'span,5.5'Crib Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+0.60W+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.074 0.031 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.56 80.78 1088.00 0,20 5.86 186.24 +0+0.70E41 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.074 0.031 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.56 80.78 1088.00 0.20 5.86 186.24 +D+0.750Lr+0,750L+0.450W+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.297 0.126 1.60 1.000 0.80 1.00 1.00 1.00 1.00 2.23 323.10 1088.00 0.82 23.44 186.24 +0+0.750L+0.750S+0.450W+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.436 0.185 1.60 1.000 0.80 1.00 1.00 1.00 1.00 3.27 474.56 1088.00 1,20 34.43 186.24 +D+0,750L+0.750S+0.5250E+H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.436 0.185 1.60 1.000 0.80 1.00 1.00 1.00 1.00 3.27 474.56 1088.00 1.20 34.43 186.24 +0.60D+0,60W+0.60H 1.000 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.045 0.019 1.60 1.000 0.80 1.00 1,00 1.00 1.00 0.33 48.47 1088.00 0.12 3.52 186.24 +0.600+0.70E+0.60H 1.000 0.80 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=9.0 ft 1 0.045 0.019 1.60 1.000 0.80 1.00 1.00 1.00 1.00 0.33 48.47 1088,00 0.12 3.52 186.24 Overall Maximum Deflections Load Combination Span Max."--'Dell Location In Span Load Combination Max."+"Dell Location in Span +D+0,750L+0.750S+0.5250E+H 1 0.0989 4.533 0.0000 0.000 Yet tical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.454 1.454 Overall MINimum 0.149 0.149 +D+H 0.248 0.248 +D+L+H 1.238 1.238 +D+Lr+H 0.248 0.248 +D+S+H 0.866 0.866 +D+0.750Lr+0.750L+H 0.990 0.990 +0+0.750L+0.750S+H 1.454 1.454 +D+0.60W+H 0.248 0.248 +D+0.70E+H 0.248 0.248 +D+0.750Lr+0.750L+0,450W+H 0.990 0.990 +D+0.750L+0,750S+0.450W+H 1.454 1.454 +D+0.750L+0.750S+0.5250E+H 1.454 1.454 +0.60D+0.60W+0.60H 0.149 0.149 +0.60D+0.70E+0,60H 0.149 0.149 D Only 0.248 0.248 Lr Only L Only 0.990 0.990 S Only 0.619 0.619 W Only E Only H Only Z3 Title Block Line 1 Project Title: , You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Printed:2AUG 2016,12-09PM • File .S:11"m c4c12016116216.041$47SW Be 011 •ec6 Wood �3`eatm Z` }> ' i:NERCALC,INC.1983.2 t6:Build:6,16.6.7,Vers.166.30. Lic.#: KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: BM1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi 1 Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling V 0(0.075)L(0.3)S(0.1875) V V 0(0.067)L(0.2268)S(0.1675)V f i )< 4x8 Span=7.0ft Applied Loads - Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040, S=0.0250 ksf,Extent=0.0->>3.750 ft, Tributary Width=6.70 ft Uniform Load: D=0.010, L=0.040, S=0.0250 ksf,Extent=3.750->>7.0 ft, Tributary Width=7.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.977. 1 Maximum Shear Stress Ratio = 0.546 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 992.76 psi fv:Actual = 73.07 psi FB:Allowable = 1,01 6.60psi Fv:Allowable = 133.86 psi Load Combination +0+0.750L+0.750S+H Load Combination -4D+0.750L+0.750S+H Location of maximum on span = 3.602ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.112 in Ratio= 752>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.164 in Ratio= 512>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations , Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr C m C t C L M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.212 0.119 0.90 1.300 0.80 1.00 1.00 1.00 1.00 0.43 168.98 795.60 0.21 12.44 104.76 +0+1_4 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.956 0.534 1.00 1.300 0.80 1.00 1.00 1.00 1.00 2.16 844.90 884.00 1.05 62.19 116.40 +D+Lr+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.153 0.085 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.43 168.98 1105.00 0.21 12.44 145.50 +D+S4i 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.582 0.325 1.15 1.300 0.80 1.00 1.00 1.00 1.00 1.51 591.43 1016.60 0.74 43.53 133.86 +D-e0.750Lr+0.750L+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.612 0.342 1.25 1.300 0.80 1.00 1.00 1.00 1.00 1.73 675.92 1105.00 0.84 49.75 145.50 2`-I 1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Printed:2 AUG 2016,12:09PM File S lPtAjects12016116216A013947 SW Senchytewlenercal ec6; WO4O. Beam : . .t 6s ;,.. ,€ . 6,Buid:8;166.7,Ver.6;16.6.30 ' ' ,ENER�ALG,.ING.1983�20i Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: BM1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V N F'v +D+0.750L+0.750S+H 1.300 0,80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.977 0.546 1.15 1.300 0.80 1.00 1.00 1.00 1.00 2.54 992.76 1016.60 1.24 73.07 133.86 +D+0,60W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.119 0.067 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.43 168.98 1414.40 0.21 12.44 186.24 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 , Length=7.0 ft 1 0.119 0.067 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.43 168.98 1414.40 0.21 12.44 186.24 +0-F0.750Lr+0.750L+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.478 0.267 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.73 675.92 1414.40 0.84 49.75 186.24 +D+0.750L+0.7505+0.450W+4-j 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.702 0.392 1.60 1.300 0.80 1.00 1.00 1.00 1.00 2.54 992.76 1414.40 1.24 73.07 186.24 +D+0.750L+0.750S+0.5250E41 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.702 0.392 1.60 1.300 0.80 1.00 1.00 1.00 1.00 2.54 992.76 1414.40 1.24 73.07 186.24 +0.600+0,60W+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.072 0.040 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.26 101.39 1414.40 0.13 7,46 186.24 +0.60D+0.70E+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.072 0.040 1.60 1.300 0,80 1.00 1.00 1.00 1.00 0.26 101.39 1414.40 0.13 7.46 186.24 Overall.Maximum Deflections Load Combination Span Max."-'Deft Location in Span Load Combination Max."+"Deft Location in Span +D+0.750L+0.7505+0.5250E+H 1 0.1641 3.526 0,0000 0.000 Vertical:Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.413 1.495 Overall MINimum 0.144 0.153 +D+H 0,241 0.254 +D+L+H 1.203 1.272 +D+Lr+H 0.241 0.254 +D+S+H 0.842 0.891 +D+0.750Lr+0.750L+H 0.962 1.018 +D+0.750L+0.750S+H 1.413 1.495 +D+O.60W+H 0.241 0.254 +D+O.70E+H 0.241 0.254 +D+0.750Lr+0.750L+0.450W+H 0.962 1.018 +D+0.750L+0.750S+0.450W+H 1.413 1.495 +D+0.750L+0,750S+0.5250E+H 1.413 1.495 +O.60D+O.60W+O.60H 0.144 0.153 +0.60D+0,70E+0.60H 0.144 0.153 D Only 0.241 0.254 Lr Only L Only 0.962 1.018 S Only 0.601 0.636 W Only E Only H Only Z_/ Title:Block Line 1 Project Title: , . , ' You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Titleit` Block Line 6 Printed:2AUG 2016,12:11PM xi QOd B@r'�It1. _ file-kSIPIpitos12016t16216.09139477SWBenchhtewlenercalcec6 ., P, ;,.. .., ,„ , ENERCALC,INC.1983-20.1,.awld:6,16:6,7,Vec6.16 630.i Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: BM2 CODE REFERENOES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 00.0750 1.0.30 50.18750 D 0.05 L 0.2 S 0.12 D(0.075)L+)5(0.1875) * + K , Span=7.580 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040, S=0.0250 ksf,Extent=0.0->>2.750 ft, Tributary Width=7.50 ft Uniform Load: D=0.010, L=0.040, S=0.0250 ksf,Extent=5.750->>7.580 ft, Tributary Width=5.0 ft Varying Uniform Load: D(S,E)=0.010->0,0, L(S,E)=0.040->0.0, S(S,E)=0.0250->0.0 ksf,Extent=2,750->>5.750 ft, Trib Width=7.50->5.0 ft . DES,GN SUMMARY Desi•n OK _ Maximum Bending Stress Ratio = 0.846 1 Maximum Shear Stress Ratio = 0.501 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 859.72 psi fv:Actual = 67.08 psi FB:Allowable = 1,016.60psi Fv:Allowable = 133.86 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0,750L+0.750S+H Location of maximum on span = 3.181 ft 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 0.111 in Ratio= 818>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.163 in Ratio= 557>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240,0 Maximum Forces&Stresses'for Load Combinations . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v +D 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.184 0.109 0.90 1.300 0.80 1.00 1.00 1.00 1.00 0.37 146.34 795.60 0.19 11.42 104.76 40+1.+1 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.828 0.490 1.00 1.300 0.80 1.00 1.00 1.00 1.00 1.87 731.68 884.00 0.97 57.09 116.40 +D+Lr+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.132 0.078 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.37 146.34 1105.00 0.19 11.42 145.50 +D+S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.504 0.299 1.15 1.300 0.80 1.00 1.00 1.00 1.00 1.31 512.17 1016.60 0.68 39.96 133.86 +040.750Lr40.750L+11 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Z 4 Title+Block Line 1 Project Title: " You can change this area Engineer: Project ID: using the"settings'menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Printed:2 AUG 2016,12:11PM Wood Beam ....r. a s�FNNERC t.C�Nc 1°9831-2o1s'ew 6 s" vers 6-330 RI Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: BM2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M 1b F'b V tvv F'v Length=7.580 ft 1 0.530 0.314 1.25 1.300 0.80 1.00 1.00 1.00 1.00 1.50 585.34 1105.00 0.77 45.67 145.50 +0+0.750L+0,750S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.846 0.501 1.15 1.300 0.80 1.00 1.00 1.00 1.00 2.20 859.72 1016.60 1.13 67.08 133.86 +D+0.60W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.103 0.061 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.37 146.34 1414.40 0.19 11.42 186.24 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.103 0.061 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.37 146.34 1414.40 0.19 11.42 186.24 +0+0.750Lr+0.750L+0.450W41 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.414 0.245 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.50 585.34 1414.40 0.77 45.67 186.24 +D+0,750L+0.750S+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.608 0.360 1.60 1.300 0.80 1.00 1.00 1.00 1.00 2.20 859.72 1414.40 1.13 67.08 186.24 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.608 0.360 1.60 1.300 0.80 1.00 1.00 1.00 1.00 2.20 859.72 1414.40 1.13 67.08 186.24 +0.600+0.60W+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.580 ft 1 0.062 0.037 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.22 87.80 1414.40 0.12 6.85 186.24 +0.60D+0.70E+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=7.580 ft 1 0.062 0.037 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.22 87.80 1414.40 0.12 6.85 186.24 Ovelrall Maxirriunnn Deflections Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1632 3.679 0.0000 0,000 Vertical Reactiions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.391 1.019 Overall MINimum 0.142 0.104 +D+H 0.237 0.174 +D+L+H 1.184 0.868 +D+Lr+H 0.237 0.174 +D+S+H 0.829 0.607 +D+0.750Lr+0.750L+H 0.947 0.694 +D+0.750L+0.750S+H 1.391 1.019 +D+0.60W+H 0.237 0.174 +D+0.70E+H 0.237 0.174 +D+0.750Lr+0.750L+0.450W+H 0.947 0.694 +0+0.750L+0.750S+0,450W+H 1.391 1.019 +D+0,750L+0.750S+0.5250E+H 1.391 1.019 460D+0.60W+0,60H 0.142 0.104 +0.60D+0.70E+0.60H 0.142 0.104 D Only 0.237 0.174 Lr Only L Only 0.947 0.694 S Only 0.592 0.434 W Only E Only H Only 2�- Title Li1 Project Title: Yoi�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:2 AUG 2016,12:14PM V11901Beem` = Pile Sw,o1ec�r201stj6216,o013947s eencli ewne oec6 ,' "' ..; ., ., ...ENERCALC„INC.1983-2016,Bulk.6,16,6 7,Ver.6,16.6.30 1. Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: BM3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination iBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir • Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pot Beam Bracing : Beam is Fully Braced against lateral-torsional buckling •,.075 L 0.3 5 0.1875) D(0.0511)02)510 1251 + x x 4x8 Span=7.1701t Applied Loads: Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040, S=0.0250 ksf,Extent=0.0->>3.170 ft, Tributary Width=5.0 ft Uniform Load: D=0.010, L=0.040, S=0.0250 ksf,Extent=6.170->>7.170 ft, Tributary Width=7.50 ft Varying Uniform Load D(S,E)=0.010->0.0, L(S,E)=0.040->0.0, S(S,E)=0.0250->0.0 ksf,Extent=3.170->>6.170 ft, Trib Width=5.0->7.50 ft DESIGN:SUMMARY ' =_ Desi•n OK Maximum Bending Stress Ratio = 0.58Q 1 Maximum Shear Stress Ratio = 0.337 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 589.15psi fv:Actual = 45.14 psi FB:Allowable = 1,016.60psi Fv:Allowable = 133.86 psi Load Combination +D+0,750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.192ft 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 0.068 In Ratio= 1258>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.100 in Ratio= 857>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces-&-Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V cd C FN CI Cr Cm C t CL M Ib Fb V fv F'v 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.126 0.073 0.90 1.300 0.80 1.00 1.00 1.00 1.00 0.26 100.28 795.60 0.13 7.68 104.76 +,04.+1-1 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.567 0.330 1.00 1.300 0.80 1.00 1.00 1.00 1.00 1.28 501.41 884.00 0.65 38.42 116.40 +D+Lr+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.091 0.053 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.26 100.28 1105.00 0.13 7.68 145.50 +D+S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.345 0.201 1.15 1.300 0.80 1.00 1.00 1.00 1.00 0.90 350.99 1016.60 0.45 26.89 133.86 +D+0.750Lr+0.750L+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 10, Title.Block Line 1 Project Title: , ' You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:2 AUG 2016,12:14PM file 3:1Projgctst2016116216.0013947 SW Ben0.0.10 tenercaic ec6 Wood Beam ENERCALC,INC.:1983-2016,8u9Id.6,16,6.7,Vec6:16630 . Lic.#.KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: BM3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=7.170 ft 1 0.363 0.211 1.25 1.300 0.80 1.00 1.00 1.00 1.00 1.02 401.13 1105.00 0.52 30.73 145.50 +D40.750L+0.750S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.580 0.337 1.15 1.300 0.80 1.00 1.00 1.00 1.00 1.51 589.15 1016.60 0.76 45.14 133.86 +040,60W44 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.071 0.041 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.26 100.28 1414.40 0.13 7.68 186.24 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.071 0.041 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.26 100.28 1414.40 0.13 7.68 186.24 +0+0.750Lr40.750L+0.450W41 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.284 0.165 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.02 401.13 1414.40 0.52 30.73 186.24 +0+0.750L+0.7505+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.417 0.242 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.51 589.15 1414.40 0.76 45.14 186.24 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.417 0.242 1.60 1.300 0.80 1.00 1.00 1.00 1.00 1.51 589.15 1414.40 0.76 45.14 186.24 +0.600+0.60W+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.043 0.025 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.15 60.17 1414.40 0.08 4.61 186.24 +0.60D+0.70E+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.170 ft 1 0.043 0.025 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.15 60.17 1414.40 0.08 4.61 186.24 Overall Maximum Deflectioniz- Load Combination Span Max.'"Deti Location in Span Load Combination Max."+'Dell Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.1004 3.506 0.0000 0.000 Vertical Reactions-- Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.940 0.872 Overall MINimum 0.096 0.089 40+H 0.160 0.148 4D+L+H 0.800 0.742 +D+Lr+H 0.160 0.148 +D+S+H 0.560 0.519 +D+0.750Lr+0.750L+H 0.640 0.594 4040.750L+0.750S+H 0.940 0.872 +D+0.60W+H 0.160 0.148 +D+0.70E+41 0.160 0.148 +D+0.750Lr+0.750L+0.450W+H 0.640 0.594 +040.750L+0.750S+0.450W41 0.940 0.872 +0+0.750L+0.750S40.5250E+H 0.940 0.872 40.60D+0.60W+0.60H 0.096 0.089 +0.60D40.70E40.60H 0.096 0.089 D Only 0.160 0.148 Lr Only L Only 0.640 0.594 S Only 0.400 0.371 W Only E Only H Only 2c • • • : ..., L. :.LC 4T 66 . ... : D C ou 1 .. .. GO! SGP /-}T1Vc ... 4 i • J' • ..:_.. i..i....... ....._. 1_ �. t..:_. ....._. ! .. 1/� • L_..:...i_.._..L... ....,. ._IZ ... 6o. .?S.F) L ''Z )_ 50 PI-17- . 1 • • „ _) f.. _ _ 1 5 P . L25 5 P5F � 2 : t .. M� = . .5 75 11 i............ . .... ... ... .. + + o � L ) . ...3. I i i I • 4 • I. L. i. i. !...;.. Tri .. . ;....... i.-.:..:... ... :... .... Pt S : Z. K :.`$ L EDC E1Z To G X i 5 T, 2 X i�l 1349-7-v I , y , l i • , �S� y X 3 Z S?N.Psor/ s ys b000cR-CJS 46/ . • I i 7 G c-r✓ ! ... .L. !.. :.. ,_ .!... ,........ ,...... ,..,.. , 4e cz) . _... it 40,, er 0, c_ •. - 1 i I • I i i . •, f i : 1. i. j I . ..: 1 : . . : � . ..( CZ Z, K5) (-a ) .1-- 366 pc-F., 2-11k . . d • •. . I •• i ALLSTRUCTURE BY CHK BY DATE 1 illEngineering LLC DATE 7140 SW Fir Loop,Suite 231 Tigard,Oregon 97223 •Tigard, NO v:503.620.4314 • f:503.620.4304 SHEET 30 OF • • �o 1--tn M ti V Tor L-©p,7 rj .MAX. Loxttj; .ts,,,..,,v.,, . . V. .-1- 0,Ts (L A- s . 10 ± o.� 5 ( L/0 +-s) 5C 4. ?s TN ?. Its 'J X 16 n F-----r-4 c PA-c1TY F = lZ`` t2 1500 t'sF- = 2., 6K-7- til.43 sr l / CS-, L3s) l4 , 'P' ' ) ( 5e 775. Z Df"Zy bR ' =. �0�� !� 5,96, (:)` 5A!HL. As C ( ,$')(3 51) (5G. 7-5i +- t, t13 = 2, ii f ,, -s - 1, 571 p$A"- .+ I/ 5a v, 0 - 6 1 � i 1, e, (/ 6 Z / ASF v f, .5Qv s C�1 -I- auto I1 Sq # Z� 66., ' o� O. 1- (a,5, .'1 (5 s)(z) ,g= I/ 21 CC 7.$ ©_E 3 2 ' - ' - .1' I jLe" 1 ,3n6' . i's") 7: 1 ci 2-7 # < 2. ‘4 7 c:::41-- . C � a AL ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 JOB NO v:503.620.4314 • f:503.620.4304 SHEET 31 OF to (5, 2,) (Cs ') (se, -5) = ti a7 b `�- mi , s ' --) 13 / 01 ✓ ik II (S,Z) ( y,2_5 ')CSS. i-S, •}. 0,7..,(3,25)(s53,7-5) = 212.4 Q' m i 5.0lac.4, l, Z 15 r ! (s.a' ( c, gs')(58 S) Io® 9 4. s,2 ( 5,1 (58, ?s) 1, g Co'.. b, 19 1,1 --> 13iiii P-0 (..f -4- i ) (5 ai) (se, -c) z 7_,?_,s 99 <- -7_ 4 ‘7 c?_ _ As ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 v: 503.620.4314 • f:503.620.4304 SHEET 32-- of • SOL VIit&ut!S istk 3, 2 b / -- 4o0v 51...=9-V$A-'r1'v'6 r . .. ..... .. ALALLSTRUCTURE BY DATE • ' Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET :33 OF Titla Black Line 1 Project Title: ' You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:1 AUG 2016,10:48AM Wood ColumPal::::-:.,--. Zi' �61e S rojectst2018116216.0013947 SW Ber clwiewlenem ec6 qi:`. G :-,N.;:.;::--- NERCAt. ,INC 1983-2016,Buld.6.16.6.7,Ver:616 S 30 .r Lic.#: KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Column Code References;_ Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information x. __, „ Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non Stender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Fb Tension 575.0 psi Fv 140.0 psi Area 19.250 102 Cf or Cv for Compression 1.150 Ix 48.526 104 Cf or Cv for Tension 1.30 Fb-Compr 575.0 psi Ft 375.0 psi ly 19.651 In^4 Cm:Wet Use Factor 1.0 Fc-PriI 575.0 psi Density 27.70 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NOS 15.3.2 Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No Minimum 400.0 400.0 . Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:33.327 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft,S=3.261 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6376:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.294 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 268.404 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending_ Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 173.824 psi Load CombinationResults: Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.532 0.006836 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.492 0.006650 PASS 0.0ft 0.0 PASS 9.0 ft +D+Lr+H 1.250 0.412 0.006352 PASS 0.0ft 0.0 PASS 9.0 ft +D-1-5+H 1.150 0.441 0.6376 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.250 0.412 0.006352 PASS 0.0ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.150 0.441 0.4798 PASS 0.0ft 0.0 PASS 9.0ft +D+0.60W-+H 1.600 0.334 0.006129 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.70E+H 1.600 0.334 0.006129 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.334 0.006129 PASS 0.0ft 0.0 PASS 9.0 ft +D+0,750L+0.750S+0.450W+H 1.600 0.334 0.4559 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+0,5250E+H 1.600 0.334 0.4559 PASS 0.0ft 0.0 PASS 9.0ft +0.60D+0.60W- ,60H 1.600 0.334 0.003677 PASS 0.0 ft 0.0 PASS 9.0 ft 3'11 TitIP Block Line 1 Project Title: ' You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:1 AUG 2016 10:52AM V1►,O, d Cplu11111 ,File SIPn eCt$12016162160013947SWNBench+4ewlenerc cec6 = „ ,. , :< ENERCALC;;iNC 1983.2016,'Build:6.16 6.7,Ver:616 630 Lic.#: KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Column-stair Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used: IBC 2012 General information _ ._,mm Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 5.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Widthin Wood Species Hem Fir 3.50 Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb Tension 575.0 psi Fv 140.0 psi Area 12.250 102 Cf or Cv for Compression 1.150 Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb Compr 575.0 psi Ft 375.0 psi ly 12.505 104 Cm:Wet Use Factor 1.0 Fc-PrIl 575.0 psi Density 27.70 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc Perp 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NOS 15.3.2 Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=5.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=5.0 ft,K=1.0 Applied Loads Service loads entered, Load Factors will be applied for calculations. Column self weight included:11.782 lbs*Dead Load Factor AXiAL LOADS... _Axial Load at 5.0 ft,S=0.7640 k DESIGN SUMMARY _ , Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1251 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.7758 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 In at 0.0 ft above base Fc:Allowable 506.08 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 5.0 ft Applied Design Shear 0.0 psi Allowable Shear 173.824 psi Load Coinbination'Results = Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.876 - 0.002306 PASS 0.0 ft 0.0 PASS 5.0 ft +D+L+H 1.000 0.859 D.002117 PASS 0.0ft 0.0 PASS 5.0ft +D+Lr+H 1.250 0.813 0.001788 PASS 0.0 ft 0.0 PASS 5.0 ft +D+S+H 1.150 0.832 0.1251 PASS 0.0ft 0.0 PASS 5.0ft +D+0.750Lr+0.750L+H 1.250 0.813 0.001788 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.750L+0.750S+H 1.150 0.832 0.09433 PASS 0.0ft 0.0 PASS 5.Oft +D+0.60W+H 1.600 0.747 D.001520 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.70E+H 1.600 0.747 0.001520 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0,750Lr+0.750L+0.450W+1-1 1.600 0.747 0.001520 PASS 0.0ft 0.0 PASS 5.0ft +D+0.750L+0.750S+0.450W+H 1.600 0.747 0.07546 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.747 0.07546 PASS 0.0 ft 0.0 PASS 5.0 ft +0.60D+0.60W+0,60H 1.600 0.747 0.000912 PASS 0.0 ft 0.0 PASS 5.0 ft 3$ t . :.. ...• • c.. • I. . .. ._ . _ :._.:....ff. i...._..'............. ... I : ,. •. ;_..u P T: #-F g z ago-,-4-11 • • _.. .. _..__._ i . S K S cM � • �, • . , L • Li--‘,•-- 7 i.... •.,• !-. 1.• .L..-.,- ..-. ..---1- --•-I 'LA_ :-.. tio P5F- . • . .• : • i ' 1 • i o • 0/05,1 ..(PA-/1-A i--) . . ,_- • i can�C1 D, , Cod DOIAttArS @ IL. ' oic) : • • :... ..:. .... I : , i_. :... I 5 qA-�1rtJC -- 16 . l I. h i. .:.. p... .. .. .. . & a, C 1� DoL L �. ► 1It�C = I C, D � i • • 7 I AN C n� 't'- E D E 1 1 # # . .. .. . E Luc.S Z( .e. r- 'Z0`'l < 86 5 _..... IN.Gc2:11_,.4 : . L I __.. • ..__H. .1........_........... ...-.17 DSL LvIS 2_6 -,Z f = �[b 8711 G1� 63e, 't b k i .. ... ._. .. 4 •I • • .. :.. . f • ,VS ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard, Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET OF Title Black Line 1 Project Title: ' You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Printed:9FEB 2016,1:14AM ..,,,,;,,,,-5 ,-._,..,..,,,,,,,:40-, 00129BrvadleaDectenereacec6WFile SProjec2O1 6Q48. 9k 8d�d Beam s , ENERCALG,INC:1983.016,Butd:63& 8Vec61,2 Lic #: KW-06007476 ,,.;: , Licensee:ALLSTRUCTURE ENGINEERING INC. Description: stringer CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase 0(0.00666)L(0.02664)S(0.01665) if i i i i x q 1.50 X 5.0 Span=10.20 ft Applied Loads , Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=0,6660 ft DESIGN SUMMARY:: - Desi•n OK Maximum Bending Stress Ratio = 0.83€ 1 Maximum Shear Stress Ratio = 0.274 : 1 Section used for this span 1.50 X 5.0 Section used for this span 1.50 X 5.0 fb:Actual = 977.00 psi fv:Actual = 36.71 psi FB:Allowable = 1,169.09 psi Fv:Allowable = 133.86 psi Load Combination +D+0,750L+0.750S+H Load Combination +D+0,750L+0,750S+H Location of maximum on span = 5.100ft 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 0.338 in Ratio= 361 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.497 in Ratio= 246 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations ,. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.182 0.060 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.09 166.30 914.94 0.03 6.25 104.76 +D+L+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.818 0.268 1.00 1.300 0.80 1.15 1,00 1,00 1.00 0.43 831.49 1016.60 0.16 31.24 116.40 +D+Lr+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.131 0.043 1.25 1.300 0.80 - 1.15 1.00 1.00 1.00 0.09 166,30 1270.75 0.03 6.25 145.50 +D+S+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.498 0.163 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.30 582.04 1169.09 0.11 21.87 133.86 +D+0,750Lr+0.750L41 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10,20 ft 1 0.523 0.172 1,25 1.300 0.80 1.15 1.00 1.00 1.00 0.35 665.19 1270.75 0.12 24.99 145.50 +D+0.750L+0.750S+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.836 0.274 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.51 977.00 1169.09 0.18 36.71 133.86 37- Title Block Line 1 Project Title: " ' You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr; and then using the Printing& Title Block'selection. Title Block Line 6 Punted:9 FEB 2016,7:14AM Wood Beim Rie $.1pnlectsl2Q*16046.001929 eroedleef peck}et*016ec6 ? ENERCALC,INC;1983.2016,Bufld:616:1.28.Vet6:161.28 :' Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: stringer Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr Cm C t CL M tb F'b V N F'v +D+0.60W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.102 0.034 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.09 166.30 1626.56 0.03 6.25 186.24 +D+0.70E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.102 0.034 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.09 166.30 1626.56 0.03 6.25 186.24 +0+0.750Lr+0.750L+0,450W+4-1 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.409 0.134 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.35 665.19 1626.56 0.12 24.99 186.24 +D+0.750L+0.750S+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.601 0.197 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.51 977.00 1626.56 0.18 36.71 186.24 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.601 0.197 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.51 977.00 1626.56 0.18 36.71 186.24 +0.60D+0.60W+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.061 0.020 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.05 99.78 1626.56 0.02 3.75 186.24 +0.60D+0.70E+0.60H 1.300 0.80 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.20 ft 1 0.061 0.020 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.05 99.78 1626.56 0.02 3.75 186.24 Overall Maximum Deflections Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.4967 5.137 0.0000 0.000 Vertical Reactions = Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.200 0.200 Overall MINimum 0.020 0.020 +O+H 0.034 0.034 +D+L+H 0.170 0.170 +D+Lr+H 0.034 0.034 +D+S+H 0.119 0.119 +D+0.750Lr+0.750L+H 0.136 0.136 +0+0.750L+0,750S+H 0.200 0.200 +D+0,60W+H 0.034 0.034 +D+0.70E+H 0.034 0.034 +D+0.750Lr+0.750L+0.450W+H 0.136 0.136 +1J+0,7501+0.750S+0.450W+H 0.200 0.200 +D+0.750L+0.750S+0.5250E+H 0.200 0.200 +0.600+0.60W+0.60H 0.020 0.020 +0,60D+0.70E+0.60H 0.020 0.020 D Only 0.034 0.034 Lr Only L Only 0.136 0.136 S Only 0.085 0.085 W Only E Only H Only • TitlQ,,Block Line 1 Project Title: * You can change this area Engineer: Project ID: using the'Settings"menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Printed:9 FEB 2016,7:14.82.1 WQOd Beam File SlProjects120161160�t6.1019299 learDecklenercafcea6,. z ., ;" sx... ENERCALC INC 1983-2016 6uiI,6.16.128,Vec6.16,1.28 Lic.#: KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: stringer CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.005)L(0.02)S(0.0125) i i i i i 1.50 X 5.0 Span=11.20 ft Applied Loads _- Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=0.50 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.75€ 1 Maximum Shear Stress Ratio = 0.228 : 1 Section used for this span 1.50 X 5.0 Section used for this span 1.50 X 5.0 fb:Actual = 884.35 psi fv:Actual = 30.50 psi FB:Allowable = 1,169.09psi Fv:Allowable = 133.86 psi Load Combination +D+0.750L+0,750S+H Load Combination +D+0,750L+0,750S+H Location of maximum on span = 5.600ft Location of maximum on span = 10.791 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.369 in Ratio= 364 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.542 in Ratio= 247 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses=for Load CoMbinatio-Pri- Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.165 0.050 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.08 150.53 914.94 0.03 5.19 104.76 +D+L+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.740 0.223 1.00 1.300 0.80 1.15 1.00 1.00 1.00 0.39 752.64 1016.60 0.13 25.96 116,40 +D+Lr+H 1.300 0,80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.118 0.036 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.08 150.53 1270.75 0.03 5.19 145.50 +D+S+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.451 0.136 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.27 526.85 1169.09 0.09 18.17 133.86 +D+0.750Lr+0.750L+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.474 0.143 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.31 602.11 1270.75 0.10 20.76 145.50 +D+0.750L+0.750S+11 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.756 0.228 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.46 884.35 1169.09 0.15 30.50 133.86 Titlg„Block Line 1 Project Title: • , You can change this area Engineer: Project ID: using the°Settings"menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:9 FEB 2016,7:14AAi Wood beam=S:1Prolects12016116048.001929BroadieafDecldenercblcec6., . . � - .ENERCACC,IhIG.'t983.20'46,'9nIId,9.46;1Y6,Ver:6.16:1:28 Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: stringer Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I C r Cm C t CL M fb Pb V fv F'v +040.60W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=11.20 ft 1 0.093 0.028 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.08 150.53 1626.56 0.03 5.19 186.24 +D+0.70E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.093 0.028 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.08 150.53 1626.56 0.03 5.19 186.24 +D+0.750Lr+0.750L+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.370 0.111 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.31 602.11 1626.56 0.10 20.76 186.24 +0+0.750L+0.750S+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.544 0.164 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.46 884.35 1626.56 0.15 30.50 186.24 +D+0,750L+0.750S+0.5250E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.544 0.164 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.46 884.35 1626.56 0.15 30.50 186.24 +0.60D+0.60W+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.056 0.017 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.05 90.32 1626.56 0.02 3.11 186.24 +0.60D+0.70E+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.20 ft 1 0.056 0.017 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.05 90.32 1626.56 0.02 3.11 186.24 Overall.Maximum"Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max."+Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5421 5.641 0.0000 0.000 Vertical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.165 0.165 Overall MINimum 0.017 0.017 +D+H 0.028 0.028 +D+L+H 0.140 0.140 +D+Lr+H 0.028 0.028 +D+S+H 0.098 0.098 +0+0.750Lr+0.750L+H 0.112 0.112 +0+0.750L+0.750S4l 0.165 0.165 +D+0.60W+H 0.028 0.028 +D+0.70E+H 0.028 0.028 +D+0.750Lr+0.750L+0.450W+H 0.112 0.112 +0+0.750L+0.750S+0.450W+-1 0.165 0.165 ID+0.750L+0.750S+0.5250E+11 0.165 0.165 +0.60D+0.60W+0.60H 0.017 0.017 +0.60D+0.70E+0.60H 0.017 0.017 D Only 0.028 0.028 Lr Only L Only 0.112 0.112 S Only 0.070 0.070 W Only E Only H Only lt� • Titlt,Blopk Line 1 Project Title: - , ' You can change this area Engineer: Project ID: using the'Settings°menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:1 AUG 2018,1P50AP.1 111tood.Beam • Fileec6 S 1F'roJects420161 N216,00130 7 6V#!Benahviewtenerca[� . . - _. ,v„ ENERCALC, .C•19832.16,BUILd 6,16 6.7,.Ver.6.16.6.30 Lie.#:KW-06007476 Licensee.ALLSTRUCTURE ENGINEERING INC. Description: stringer CODE REFERENCES: Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species :Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 0(0.0133)L(0.5 2)S(0.03325) x % X * + 1.50 X 5.0 Span=7.0 ft Appl led Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN''SUMMARY. =- Desi•n OK Maximum Bending Stress Ratio = 0.786 1 Maximum Shear Stress Ratio = 0.361 : 1 Section used for this span 1.50 X 5.0 Section used for this span 1.50 X 5.0 fb:Actual = 918.90psi fv:Actual = 48.31 psi FB:Allowable = 1,169.09psi Fv:Allowable = 133.86P si Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.591 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.150 in Ratio= 560>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.220 in Ratio= 381>=240. Max Upward Total Deflection 0.000 In Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +0+1-1 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.171 0,078 0.90 1.300 0.80 1.15 1.00 1.00 1.00 0.08 156.41 914.94 0.04 8.22 104.76 +D+L+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.769 0.353 1.00 1.300 0.80 1.15 1.00 1.00 1.00 0.41 782.04 1016.60 0.21 41.11 116.40 +D+Lr+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.123 0.057 1.25 1,300 0.80 1.15 1.00 1.00 1.00 0.08 156.41 1270.75 0.04 8.22 145.50 +D+S+H 1.300 0.80 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.468 0.215 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.29 547.43 1169.09 0.14 28.78 133.86 +D+0.750Lr+0.750L+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.492 0.226 1.25 1.300 0.80 1.15 1.00 1.00 1.00 0.33 625.63 1270.75 0.16 32.89 145.50 +D+0.750L+0.750S+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.786 0.361 1.15 1.300 0.80 1.15 1.00 1.00 1.00 0.48 918.90 1169.09 0.24 48.31 133.86 LU • Title,Block Line 1 Project Title: , ° You can change this area Engineer: Project ID: using the'Settings°menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Printed:1 AUG 2016,10:5041 Wood• Beam ; - _ File S:iP ts�01611N 16.001-78WBenclaWaw}eaercalced6 . ... . R , C.1983-201.,Buid6.1667,Ver.6.166.30 Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: stringer Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M Ib F'b V iv F'v +D+0.60W+11 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.096 0.044 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.08 156.41 1626.56 0.04 8.22 186.24 +D+0.70E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.096 0.044 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.08 156.41 1626.56 0.04 8.22 186,24 +D+0.750Lr+0,750L+0.450W+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.385 0.177 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.33 625.63 1626.56 0.16 32.89 186.24 +0+0.750L+0.750S+0.450W41 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.565 0.259 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.48 918.90 1626.56 0.24 48.31 186.24 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.Oft 1 0.565 0.259 1.60 1.300 0.80 1,15 1.00 1.00 1.00 0.48 918.90 1626.56 0.24 48.31 186.24 +0.60D+0.60W+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.058 0.026 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.05 93.84 1626.56 0.02 4.93 186.24 +0.60D+0.70E+0.60H 1.300 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.058 0.026 1.60 1.300 0.80 1.15 1.00 1.00 1.00 0.05 93.84 1626.56 0.02 4.93 186.24 Overall`,Maxlmum Deflections_, Load Combination Span Max.'--'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.2200 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.273 0.273 Overall MINimum 0.028 0.028 +D+H 0.047 0.047 +D+L+H 0.233 0.233 +D+Lr+H 0.047 0.047 +D+S+H 0.163 0.163 +D+0.750Lr+0.750L+H 0.186 0.186 +D+0.750L+0.750S+H 0.273 0.273 +D+0.60W+H 0.047 0.047 +D+0.70E+H 0.047 0.047 +D+0.750Lr+0.750L+0.450W+H 0.186 0.186 +D+0.750L+0,750S+0.450W+H 0.273 0.273 +0+0.750L+0.750S+0.5250E+11 0.273 0,273 +0.60D+0.60W+0.60H 0.028 0.028 +0.60D+0.70E+0.60H 0.028 0.028 D Only 0.047 0.047 Lr Only L Only 0.186 0.186 S Only 0.116 0.116 W Only E Only H Only rt- Title„Blogk Line 1 Project Title: , • You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the"Printing& Title Block°selection. Title Block Line 6 Printed:1 AUG 201e,10:5344 File SVP 0jeotst2016116216 0013947 SW 8enchvtewtenercalc ec6 U11ood Beam '. 6 EfteALC,IHC.X983.2016,6uIM.6.16.67,.Ver6.16630 Lic.#:KW-06007475 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Stair stringer mid span header ',CODEEREFERENCES':: _ Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 675 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 675 psi Ebend-xx 1100ksi Fc-Pill 500 psi Eminbend-xx 400 ksi Wood Species :Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 140 psi Ft 350 psi Density 26.83pcf Beam Bracing : Completely Unbraced * Dr0.o65)1(0.26 )S(0.1626) ♦ * x X 2-2x6 Span=4.0 ft -Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040, S=0.0250 ksf, Tributary Width=6.50 ft DESIGN SUMMARYi Design OK _ Maximum Bending Stress Ratio = 0.753 1 Maximum Shear Stress Ratio = 0.417 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 605.95psi fv:Actual = 53.72 psi FB:Allowable = 805.22 psi Fv:Allowable = 128.80 psi Load Combination +D40.750L+0,750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 2.000ft Location of maximum on span = 3.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio= 1385>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.051 in Ratio= 943>=240. Max Upward Total Deflection 0.000 In Ratio= 0<240,0 Maximum Forces&Stresses for`Load'Combinations . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr C m C t C L M fb Fb V fv F'v +D41 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.164 0.091 0.90 1.300 0.80 1.00 1.00 1.00 1.00 0.13 103.14 630.54 0.10 9.14 100.80 +0+1+11 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.736 0.408 1.00 1.300 0.80 1.00 1.00 1.00 1.00 0.65 515.70 700.43 0.50 45.72 112.00 +1J+Lr+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.118 0.065 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.13 103.14 875.03 0.10 9.14 140.00 +0+6+4-1 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.448 0.248 1.15 1.300 0.80 1.00 1.00 1.00 1.00 0.46 360.99 805.22 0.35 32.00 128.80 +0+0.750Lr+0.750L41 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.471 0.261 1.25 1.300 0.80 1.00 1.00 1.00 1.00 0.52 412.56 875.03 0.40 36.58 140.00 +D+0.750L+0.750S+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.753 0.417 1.15 1.300 0.80 1.00 1.00 1.00 1.00 0.76 605.95 805.22 0.59 53,72 128.80 Lk.3 Tiqe j3lcpk Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Panted:1 AUG 2016,10:53AM WaQd B@1111 Fi 21 75 . erd'c e S iPtatgcts120161t¢ &Q�X394_ W 8enchvtavden al ec6 FNERCAI G,INC.-198340m Build;6,16 6.7 Vec6.16.6.30 Lie.#: KW-06007476- Licensee:ALLSTRUCTURE ENGINEERING INC. Description: Stair stringer mid span header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t CL M fb Pb V fv F'v +0+0.60W+H 1.300 0.80 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=4.0 ft 1 0.092 0.051 1,60 1.300 0.80 1.00 1.00 1.00 1.00 0.13 103.14 1119.09 0.10 9.14 179.20 +D+0.70E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.092 0.051 1.60 1.300 0.80 1.00 1.00 1,00 1.00 0.13 103,14 1119.09 0.10 9.14 179.20 +D+0.750Lr+0.750L+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.369 0.204 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.52 412.56 1119.09 0.40 36.58 179.20 +D+0.750L+0.750S+0.450W+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.541 0.300 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.76 605.95 1119.09 0.59 53.72 179.20 +D+0.750L+0.750S+0.5250E+H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.541 0.300 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.76 605.95 1119.09 0.59 53.72 179.20 +0.60D+0.60W+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.055 0.031 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.08 61.88 1119.09 0.06 5.49 179.20 +0.60D+0.70E+0.60H 1.300 0.80 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=4.0 ft 1 0.055 0.031 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.08 61.88 1119.09 0.06 5.49 179.20 Overall Maximum Deflectiions Load Combination Span Max."Deft Location In Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0,5250E+H 1 0.0509 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.764 0.764 Overall MINimum 0.078 0.078 +D+H 0.130 0.130 +D+L+H 0.650 0.650 +D+Lr+H 0.130 0.130 +D+S+H 0.455 0.455 +0+0.750Lr+0.750L+H 0.520 0.520 +D+0.750L+0.750S+H 0.764 0.764 +D+0.60W+H 0.130 0.130 +D+0.70E+H 0.130 0.130 +D+0,750Lr+0.750L+0.450W+H 0.520 0.520 +0+0.750L+0.7505+0.450W+H 0.764 0.764 +0+0.750L+0,750S+0.5250E+H 0.764 0.764 +0.60D+0,60W+0.60H 0.078 0.078 +0.60D+0.70E+0.60H 0.078 0.078 D Only 0.130 0.130 Lr Only L Only 0.520 0.520 S Only 0.325 0.325 W Only E Only H Only ••I • .. • • • E. •s fir,, . .. .. • J . h : 1\ t i • I • i."i_.... L i .. • s ll Zi 5 5 I___.:_ , f .1 .i.., , ; , , , . . i I T ti , -.. . :. .. I. : . i I. 1. t . 1Fr l x ;.. i.. i. .i. ,...J.. 1 i :. ; •. :. i .. Cv.4-'•g:i. s3I . . • i__ t i ...:._ i...:....• i_..... .>..i.._. ......__.... ilk --T. -----.7'...- W. t: i .(i '... ft.F) (7-77-- sr- ..7' -7-6o t i_. ' • l 1 C •,4-s:..... J J J F 0 !.. i. • . Ii �.. jt1' i -- Pt.-F • 5o Pc-r- :.. 5 �- "DE�tUNy o K C?1 • • • • s ALLSTRUCTURE BY DATE L Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET 1-1.5 of _ t_.i. LG. I_. 1 ...... = .i i • i i I E • . 1 ! L. L _ :.. i. _.._,._..a_.. _t,.._. _ _r t.. ... i_‘ i ; . I ° . i I . _: I. :. t. ! i J _ i 1 i i .... . I • . . . I , , � _ T ! ,_..,_..__......11 • :. ...i. . .. .._. ...... . .. ... .. 1 ) res ) S 1/ z 13 �N < . . • .. L. i. I : !. i. . i. ; ' 1 : ' I I.. I. = I.. !. i .. .. ......... ... . i 1 1 i j is !nLL ,Ii I 4 i , .... . . . , i. • i_...._.,...i._.�_.... . .... . .c.. t. ..._.. ,. ... .. Wer` ! • i. i. ' I i : -1„ i i_.L. t _ t. :. .. i ; . 1 . ..., . moi : .� . . . .. • .J.. i 1. I. , '. I. , , • • 1ii- tolit. . .. . . I i 1(L =r1 11 F...r •t , ! L ! t r. t. .• !I • _ • L.. i �. , .. • . . . 0 ..• : : i w vf-r1 i.0ii. I , k Pi w i .._ .. .•.. ..... .. 1 i • : ; 114111 i r‘); At ALLSTRUCTURE 4 BY DATE Engineering LLC +�i^ CHK BY OAT: 7140 SW Fir Loop,Suite 231 JOB NO Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET til