The URL can be used to link to this page

Plans (73) LIABILITY OFFICE COPY The City of Tigard and its employees shall not be responsible for discrepancies which may appear herein, VALIDITY OF PERMIT THE ISSUANCE OF A PERMIT BASED ON CONSTRUCTION DOCUMENTS AND OTHER DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM REQUIRING THE CORRECTION OF ERRORS.ORSC 105.4 Approved plans -hall be on iob CITY OF TIGARD REVIEWED FOR ODE COMPLIANCE Approved: [ OTC: [ I Permit#: -O\"1 — bat 4 to Address: \25-2-01 aeguevi --� Suite it: ---- $}: Date: /I DECEIVED APR 172019 GENERAL NOTESCITY OF TIGARD BUILDING DIVISION DESIGN STANDARD 2017 OREGON RESIDENTIAL SPECIALTY CODE (ORSC) DESIGN CRITERIA 1 . DESIGN SNOW LOADS, UNLESS NOTED OTHERWISE: OFFICE COPY a. ROOF 25 PSF MINIMUM ROOF SNOW LOAD GENERAL 1 . SPECIFICATIONS AND CODES REFERENCED IN THESE NOTES ARE THE VERSIONS MOST RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. 2. FIELD VERIFY DIMENSIONS AND ELEVATIONS RELATIVE TO THE EXISTING STRUCTURE PRIOR TO FABRICATION OF MATERIALS. 3. FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN, PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER OF RECORD. 4. APPLY, PLACE, ERECT, OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 5. ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST WIND, LATERAL, EARTH, AND SEISMIC FORCES UNTIL THE PERMANENT LATERAL FORCE-RESISTING SYSTEMS HAVE BEEN INSTALLED. FOUNDATIONS 1. FOUNDATION SIZES BASED ON ALLOWABLE SOIL BEARING PRESSURE OF 1 ,500 PSF (DEAD + LIVE). 2. PLACE FOOTINGS ON FIRM, UNDISTURBED NATIVE SOIL. 3. LOCATE BOTTOM OF FOOTINGS A MINIMUM OF 1 '- 6" BELOW FINISH GRADE. 4. PRIOR TO PLACEMENT OF CONCRETE, REMOVE ALL DISTURBED SOIL FROM FOOTING EXCAVATION. CONCRETE REINFORCING STEEL 1 . REINFORCING STEEL SHALL BE ASTM A 615, GRADE 60. 2. DETAIL, FABRICATE, AND PLACE REINFORCING IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" 3. MINIMUM COVER FROM CONCRETE SURFACE TO REINFORCING SHALL BE AS FOLLOWS: a. 3" TO BOTTOM OF FOOTING vav� aS'FYaUnHAYDEN 3 a ENGINEERS 6TRUCT! flA1 G1VU — ........ �a„ _ . �r'__ —_ JOB'NO ti 4.y_...... (503) 968-9994 p (503) 968-8444 f .^ ^^..... SEH.___ 3' . . O CAST IN-PLACE CONCRETE 1 . ALL CONCRETE MATERIALS, FORM WORK, MIXING, PLACEMENT, AND CURING SHALL BE IN ACCORDANCE WITH: a. ACI 301 "STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE" 2. CONCRETE MIX DESIGN - UNLESS NOTED OTHERWISE, ALL CONCRETE STRENGTHS SHALL BE 2,500 PSI FOR FOOTINGS 3. CONCRETE MIX PROPORTIONS a. PROPORTION ACCORDING TO ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" ANCHORS IN CONCRETE 1 . INSTALL ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. 2. INSTALL WITH IBC SPECIAL INSPECTION ACCORDING TO SPECIAL INSPECTION PROGRAM. FRAMING LUMBER 1 . LUMBER SPECIES: DOUGLAS FIR-LARCH (HEMLOCK-FIR FOR PRESSURE TREATED MATERIAL), GRADE LUMBER ACCORDING TO RULES OF WEST COAST LUMBER INSPECTION BUREAU (WCLIB). 2. LUMBER SPECIES & GRADES; DF #2 (HF #2 FOR PRESSURE TREATED) UNLESS NOTED OTHERWISE 3. MAXIMUM MOISTURE CONTENT: 19% AT 3X OR LESS (LEAST DIMENSIONS) MEMBERS. 4. PROVIDE SOLID BLOCKING (SAME DEPTH OF MEMBER) AT ALL POINTS OF BEARING (MAXIMUM SPACING OF 6'-0" O.C.) AT JOISTS WITH A 5:1 OR GREATER DEPTH-TO-THICKNESS RATIO OR WHERE 1 EDGE OF JOIST IS NOT ATTACHED TO SHEATHING, WALLBOARD, BRACING, ETC. 5. SEE SCHEDULE AND DRAWINGS FOR NAILING. GLUE LAMINATED MEMBERS 1 , GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH U.S. PRODUCT STANDARD PS 56, "STRUCTURAL GLUED LAMINATED TIMBER" AND AMERICAN INSTITUTE OF TIMBER CONSTRUCTIONS, AITC 117. 2. EACH MEMBER SHALL BEAR AN AITC OR APA-EWS IDENTIFICATION MARK AND BE ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. 3. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. 4. GLUED LAMINATED BEAMS SHALL BE VISUALLY GRADED WESTERN SPECIES INDUSTRIAL GRADE, AND OF THE STRENGTH INDICATED: a. SIMPLE SPAN: 24F-V4 5. PROVIDE STANDARD 3500 FOOT RADIUS CAMBER, UNLESS NOTED OTHERWISE ON DRAWINGS. 6. ERECT MEMBERS ACCORDING TO AITC SPECIFICATIONS. Y .. 3 ..._... t I . ._.._.. HAYDEN RE ENGINEERSMIL ..` Ntt 1111/C'!UI AL 3 CIVIL. ........... _....�..._ !k \_. ea`"' __Z \. _ wn'.�O i �Y i �., n.., (503) 968-9994 p (503) 968-8444 f .. .. ..N ... l � c,,r:�� N ° NAI,LIaNG AND CONNECTION SCHEDULE 1 . MINIMUM NUMBER OF NAILS FOR WOOD MEMBERS, UNLESS NOTED OTHERWISE ON DRAWINGS. 2. NAILS AND SCREWS IN CONTACT WITH PRESSURE-TREATED LUMBER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. 3. NAIL TYPE: BOX OR SINKER, UNLESS NOTED OTHERWISE ON DRAWINGS. CONNECTION NAILS STUDS TO PLATES - END NAIL (2) 16D COMMON OR (3) 10D OR STUDS TO PLATES -TOE NAIL (4) 10D TOP PLATES & BOTTOM PLATES -SPIKE TOGETHER 10D AT 8" 0/C -LAP AND INTERSECTIONS (4) 10D EACH SIDE JOINT FLOOR, ROOF, CEILING JOISTS -TO PLATES OR BEAMS -TOE NAIL (2) 10D BLOCKING TO PLATE -TOE NAIL (2) 10D BLOCKING TO JOISTS - EACH END (2) 10D CORNER STUDS 10D AT 12" 0/C 2X LAMINATED BEAMS 10D AT 12" 2 ROWS STAGGERED NE WGD_C€. NNECTIONS 1 . FRAMING CONNECTORS: SIMPSON STRONG-TIE OR APPROVED. a. FILL ALL NAIL HOLES WITH NAILS AS SPECIFIED BY THE CONNECTOR MANUFACTURER, UNLESS NOTED OTHERWISE. b. CONNECTIONS IN CONTACT WITH PRESSURE-TREATED LUMBER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. c. HANGERS TO DEVELOP BENDING STRENGTH OF MEMBERS UNLESS NOTED OTHERWISE ON DRAWINGS. 2. ANCHOR BOLTS: ASTM F1554 (GRADE 36). 3. PROVIDE STAINLESS STEEL OR HOT-DIP GALVANIZED ANCHOR BOLTS, LAG BOLTS, EXPANSION ANCHORS, PLATE WASHERS AND THREADED RODS IN CONTACT WITH PRESSURE-TREATED LUMBER. .e 3 HAYDEN - k\ ENGINEERS STRUCTURAL. s C.#4'€1 ., a ....,�..� .\. (503) 968-9994 p (503) 968-8444 f _ � � ._ tAi 71,,,,, , , ,,,,,,,, .. __42----- ------71,----::::::,Lt-TZ , _ I: 1 , _ 1 64)11 - „i ---- ':„.:"*:.3— `Iv k. t It «' � „,..,,,,tb,.:242, ,,,,,,,,,,,.1 ii01.0 , t (N) (CIA 1\01)ct:\*‘ .\C>c't-A kttcl s I I I tiat 4 tAtt4,It tt, ttt‘tt Itt*titt,t7 t P 4 ,,), to. 1 1 1 (A)M (6(. . C�) I Q , L I ,c ( l=l „ , a " _ .P N n� I ,, cap t n tit VA Oa t' <Attr0 CVIk+ ,. ' \. _ BY C ::4thh1- Ea( H DEN REV ENGINEERS _ QQ�� /��_ cji j / STRUCTURAL I CIVIL _ _1.-""- -.._.,..��. CA-co vi _ �l ._. JOB NO E,' '`T-1 (503) 968-9994 p (503) 968-8444 f '''T17-011/4„.4-1. ► .__��_ _�____ _.,_ SHEET . ..-k OF_e. • (N)SIMPSON - (N) POST PER PLAN 'A34@ BASE (E) BOTTOM PL TO REMAIN EA SIDE TYP —\\\ (E) SHEATHING TO REMAIN IIIi I (N)SIMPSON 'A34' I (E) JOIST TO REMAIN EA SIDE TYP ill (N)FT'G PER PLAN MATCH POST ABOVE CENTERED UNDER POST ardi (N) SIMPSON 'ABA' BASE law al 114 PER 1 I 4 1:' PLAN \ 3' CLRf,,,, 41/ --- ' ' • \ TYP . PER PLAN . ORtGCN Ct. , / '''‘.%‘ ,,'9,..I., ',..., 1, ;i 1 k ,,14 da FOOTING SECTION Mir NIS. BY Sfr't DATE . • 41 _ 1 • HAYDEN ENGINEERS . ,., REV DATE C19_,cr\A-,.‘ S)k. JOB NO \ 041 SI r4UCTUrtAl. I CIVIL (503) 968-9994 p (503) 968-8444 f tra,oda, 0 9. SHEET "''.1,-- OF 2, • Structural Calculations for Remodel 13529 SW Clearview PI Tigard, OR April 4, 2019 DESIGN CODE 2017 Oregon Residential Specialty Code DESIGN LOADS Gravity Loads Material Wt lbs (Dead) 40 psf (Live- Floor) 25 psf (Live -Snow) cO PRup AG N "Qt. 4." e*: 7f- 843Z4tPE • OREGON 4'3 14 , LA b EXPIRES: 12131/202-b SCOPE OF WORK The attached calculations pertain to gravity analysis for a residential remodel at the above address. This scope of work does not include any analysis of any other portions of structure to remain. BY GM DATE 4/4/19 HAYDEN R • 3 ENGINEERS EV DATE 1 STRUCTURAL CIVIL JOB NO 19047 (503)968-9994 p (503) 968-8444 f SHEET CV OF 19 7 ' 1 I '. I II I it 9 o a " ., ., t k k. "�' a `�°k, i "' 'tea°g'"',�. _... "A ee ar 1 r F t p BY. DATE'` ?1,'e k HAYDEN ENGINEERS € '3 JOB NO - STRUCTURAL I CIVIL ------ — (503) 968-9994 p (503) 968-8444 f ' m t t S� �,e�" ��_ SHEET OF ..., ...". • 4rl .74 G ,,f ) °- t( 171 i'Jr \ 4 �� 4 .. tk`2'°' (15+-2,,S)( -4,,,r„.. )(1/4 -, ate.. I i 8Y GOA DATE '�1‘,.4T - HAYDEN �� Lc.a{ a ? — REV DATE ENGINEERS Q �y r� e� .. ....�...._.: STRUCTURAL I CIVIL - iP, , " .. ....,� .�.. JOB NO 0.4 1 (503) 968-9994 p (503) 968-8444 f ��_ _ �� _� _�e�_��_SHEET 2__ OF .3,1 �,.e '" �. ., ---$S)4 L. S..'."4 .,gym 9 ,41« m `? -11\c", \\---,A,„4-'-' ii , - ,,,..7\1(''.(,' (i'2,' ',‘ a e .', e-=-baa. a °$ 4t � HAYDEN BY 6�"-'Y"4'�' DATE 411'7 i(1 ]� lis REV_.. DATE ENGINEERS rntirra n� 3IVti. � .� e� JOB NO. a (503) 968-9994 p (503) 968-8444 f „ay. SHEET '�e OFr �f _ CO -11 11 V • � ' 'b �� .� oewae ��> :�` t.+..v,e, ...� ossv'ii''',''4,',':ewe ,��. »3.. A ;:.:1:1:1; E ::::"..,=,‘,1°::g:...,.....-::44---:'''.--'',4,'"'',,,,'' y < ....„,,,..,,.:,,, d ..,,ria,_ _t „ i,„ .,.. ..., ,,........ , ni t/ . , ., „,, .. , , ,, , g ' VY { i 0. 1 .....„ <' ,.xxs=Ed.. r *arc <E: . < ni .,, lw „..., ''e t R!i ._.� > 4 F., R!® v .— r ” r -s,,,,,,,,,- „t arcs ..._..__wm4— f' i /(� ,�,.t IJ J * - 41% -r ,z.,-,,,,,k,,,!'.,„,.*„,,1,..q,.-,.--,.., tq,,Ln -0,1,- ,,:i-- r-,q-,... rev- - 1 4 P X t a ..qy P rZJ3X: e f baa >......:.... ,;t„,,,:.'.,,,,,.„.,,,:_';o,,,,:..oi.t,.,..,v„,,,,,,L''.,4,,,::.:A,‘. „,,:,, ii k::::111::p.kt4C040 iv”' ::;:f4: ''''i''1:::'t' _4-1,...f.2. , #a F .,,,!Emottcatt.l.r. ......,,,tom. iq . �r : .0. i . 1 il 14, EE `Lt Sf v� N'EU e' � x t ....-<. a+va. . .�Y, y 4,..j,,,,,,„ "i`.`.ti'l��.e.... uJ . a�<a .�.� I t tf w r � { C ;_ ILTJi Ez t F` t 3 1 1 u 1 t 4 . '1!,_t ---—... CfN y ei5)5' ....8 ro7 .11 a„Y i p (73? , • ;.***'' _ e--`-- (4 1 Ee C v , :„---- C t m-F, 0 - ,' e * ' .0 to,1 ' , 4 Sr 4/k I i';''.• '' "t''''%;',1*, . i'qi,,,*Act',' l'.3,1x1,4..,., „-. . '''' ' t,- --1- --- . , ,„ ,,, ,,,-,4i.);440;;;A ,t,ijet-`41•;,;•.•• .,',"44- r•* •/*A.*, 't,k,%tOtN4'; -.? s/.01,;,war_I .„;.,-*--'t-. ' *- -, „, ..-,;_•".. "'',,,,....,;',x•-•.:-'.-4, 44",' i‘T+ '/.."14°x'.,,';'t-' Ay,%,_ ., ,,,,,, . , —,44-_-., . - 47.,...,...,,t• 1 ryioca-ka _ Or-tI 1 4X4t4' 44..t.Ailiat 4 X : II 1 ri,i ..,. * --- ,A 11 gqi. 1 of „ 4 Pit. 141 ex"." Z lt ; ;1 11! " 4......, .1. . 4. ,,. 1 1 * ____Li, i I ' - 'xi° ai.,„,,m, 1 I -, I ,„,,,,,,,„,., ,,,,,,a4 ..' 11 I E 1U ---m— - it L.... __---- -----,7.zarA : 1 E.t1,- E i jk i ...11,....<\..444::: '*---z T-11,J.:::-" ; 2 , 1 Z ........,....,....,,,,,...... .... k. _. 1 ,,0 - f ._,... •~:A ,,,,A14,..4.,multhextmr.Nm_onti4voN,„, 1 , ,_,,-, --v-----, i \ =4,,,, ,4 , 1 k 1 .+. ‘'''''''',,...,vtt,:V%,,‘\,''''''''',„, N 'N\tNi .•. MMVA14.1%,,d0.9,1,* ,. i tt..,_.„.} ..4 ....\\ ..,,, .1.., ti- %, g.4 f; i coil It '"*" 0''''' ' ". '''''''Xitt' • °t....`i' ; *A"..' I= "6; 4. '-0; ;..„. s4„, P-11< 2 ! • .,',1,-.;-3 „. ,k-,A.,:it• 1 iu '-441 ; ' 1 k F -1;4 14 x -0 ,. . - -....,..-- . L; ,,,,,,,,Ix zi i ,c. ,y t • — 1 t; b '7.1q, r4 '-'i,,t r ' .......r.-I .1** r-',7 tt ri Et.., —4 -,' °I.1,,, 1 g .•• -,.. -- - 2 - g extilAbt. I -, i 410. li 4--'—'—'1 V, ,.., , ,, ii 3f% ,,„;,. ',,,,, -•' , . - 1 ti ig t --1' 1 i'l ' ;lot °.'' [ It. :I, 1 i ,, 3, .,,,,ts -..- L)4'4 ./.7,,,,,* ''' ,""' ,1,4, -;'• .-:;,,;41. )' ;;gtlit,;,,t? ,"4;;4..1.4•,:•:-.45 ,,‘ism, -;.,. ),:k., 4 i 1 ,,‘ 1.47,-, --"‘--44:4,"!;-:- ---'."-rA 4,. rti 414'. '4,1 •;f.r,''kl;11 t"\4. .,114 . qkt.''' 4,its:.':-' Vat*Iteinrki; . ‘k,1.,..f%:.,,‘*if , , ,,,,,.„ , ,• ,, f .,, , Afip • t'1/40414‘.,,... ..t.4„.4 tI.U.,*,..4 ‘*‘',1,.. Vg.t,'44k44 4.A'‘*. AM T1 ""S' .4 it4:'' '4%4-* . 0 12,,,.;, r '._ :, '''", t i ,,,v,.. ,,,,,‘,„,,,,,x0:,,,,,,44-4;‘,.,-.' . to 4 ,4vtv.,itNr,y.,,,ti &it- k.,14 4" °V•"` i }-0',1 i':.,* f' ' ,' ,- , '''s-''',. k - -'' 1 ,.,,,,'","^-,,,,,s,,,,...„,,,,,.„,.,'S7,,,,,,,,,,,,,,,,, ,,. '*44..,, •''' ..4"'""4.,14-'' I, tw ..liftgii.i!,44','coil ,V"'x'- ,,....",-; t 1111.F 1 .'' : -°'"..., ' ' --Zz ,--- ki) ,-. .=. -1-1 C--) 0 5 . ......;;(1 ,--,;---) c... Project Title: P Protect Project Descr: \\ STRUCTURAL I CIVIL Title Block Line 6 Printed: 3 APR 2019, 5:05PM f r 2‘ro ts;trt ?C'91MYF1E(. S'C ksac l a.ecti Wood Beam Sotwa eopvrolli ENERCALC INC.1983-2019,Build 101812.31 Description: B1 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 C L M fb P b V fv F'v Length=7.0 ft 1 0.652 0.273 1.15 1.200 1.00 1.00 1.00 1.00 0.98 3.22 773.91 1186.48 1,15 53.38 195.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.211 0.087 1.60 1.200 1.00 1.00 1.00 1.00 0,97 1.43 343.96 1634,00 0.51 23.72 272.00 +D+0,750Lr+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0,00 Length=7.0 ft 1 0.211 0.087 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.96 1634.00 0.51 23.72 272.00 40+0.750S+0,450W+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0,00 Length=7.0 ft 1 0.474 0.196 1.60 1.200 1.00 1.00 1.00 1.00 0.97 3.22 773.91 1634.00 1.15 53.38 272,00 +0.60D+0.60W+0,60H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.126 0.052 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.86 206.38 1634.00 0.31 14.23 272.00 +D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=7,0 ft 1 0.211 0.087 1.60 1.200 1.00 1.00 1.00 1.00 0.97 1.43 343.96 1634.00 0.51 23.72 272,00 +D+0.750L+0.750S+0.5250E+11 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.474 0,196 1.60 1,200 1.00 1,00 1.00 1.00 0.97 3,22 773.91 1634.00 1.15 53.38 272.00 +0.60D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0,126 0.052 1.60 1.200 1.00 1.00 1.00 1.00 0.97 0.86 206.38 1634.00 0.31 14.23 272.00 Load Combination Span Max. - Deft Location m Span Load Combination Max. +"Dell Location in Span +D+S+H 1 0.1003 3,526 0.0000 0.000 '‘ Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXtmum 1.580 1.580 Overall MINimum 0.988 0.988 +D+H 0.593 0.593 404.441 0.593 0.593 +D+Lr+H 0.593 0.593 +D+S+H 1.580 1.580 +D+0.750Lr+0.750L+H 0.593 0.593 +D+0.750L+0.750S+H 1.333 1,333 +D+0.60W+H 0.593 0.593 +D+0.750Lr+0.450W+H 0.593 0.593 +0+0.7505+0.450W+H 1.333 1.333 +0.60D+0.60W+0,60H 0.356 0.356 +D+0.70E+0,60H 0.593 0.593 +0+0.750L+0.7505+0.5250E+1 1.333 1.333 +0.60D+0.70E4l 0.356 0.356 D Only 0,593 0.593 Lr Only L Only S Only 0,988 0.988 W Only E Only H Only 1 � � �| �� ' '`'~~t ^~~' � Engineer: � 0� �� | �� r �� Project ID: . • �~ ,~ ~° . °` ~. ~. . " ~° Pn�e�Desnc mk\‘‘. STRUCTURAL 4 CIVIL Title Block LineS Printed' nAPR nn9, o:0rpm Wood Beam Software copylvh1ENERCAE C,INC,1983-2019,Build.10.18 12.31 ' . Description: B2 Calculations per perNDS2O12. IBC 2012, CBC 2013,ASCE 7-10 Load Combination Se :ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb 1850 psi Ebend-xx 1800 ksi Fo'Pd| 1650 psi Eminbend xx 95Okai Wood Species : DF/DF Fo-Porp 650 psi Ebond'yy 1600kui Wood Grade :24F-V4 Fv 265 psi Eminband'yy 850koi Ft 1100 psi Density 31.21pcf Beam Bracing : Completely Unbraced D 5.5x12 entered. will be applied for calculations. Uniform Load: D=0,1730, S=0A60, Tributary Width=1.0 ft Point Load: D=O.630 S=1850k@48ft ' Point Load: D=0.63O 8=185Ok@1U.8ft Maximum Bending Stress Ratio = 0.747 1 Maximum Shear Stress Ratio = 0.410 : 1 Section sed for this span 5.5x12 Section used fthis-_--,an_^. _ 5.5x12 --` fh:Amua = 2,020.77 psi m`*muo . 124.92 psi FB:Allowable 2.704.35pai Pv:Allowable = 304.75 psi Load Combination +D+G+H Load Combinati +D+S+H Location of maximum on span = 7.000ft Location of maximum on span = 13.029ft Span#where maximum occurs --= Span#1Span if where maximum occurs = Span#i--- -)- Maximum Deflection Max Downward TransienDeflection 0.392 in Ratio= 428>=36O Max Upward Transient Deflection 0.000M Ratio= 0<360 Max Downward Total Deflection 0.565 in Ratio 297>=180 Max Upward Total Deflection 0.000 in Ratio= 0^180 1f Load Combination Max Stress Ratios Moment Values Sheer Values Segment Length Span M V Cd u�� C| Cr «n � uL M m r» V fv Ev --- ^^^__ +0+1-1 0.00 0.00 0.00 0.00 Length=14.0V 1 0.289 0.159 0.90 1.000 1l0 1.00 1.00 1.00 0.88 6.70 614.41 2128.31 1.67 38.0238.50 +D+L+H 1.000 1.00 1l0 1l0 1.00 0.98 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.260 0J43 1l0 1.000 1l0 1.00 1.00 1.00 0.98 6.76 61441 2359J4 1.67 38.0265.00 +4:)+LpM 1.001.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 ^ Length=14.0 ft 1 0210 0.115 1.25 1.000 1.00 1.00 1.00 1.00 0.80 6,76 614.41 2932.22 1.67 38.02 331.25 +D+8+H 1.000 1l0 1l0 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length~#.0ft 1 0.747 0410 110 1.00 1.00 1l0 1I0 1.00 0.98 22.23 2.020.77 2704.35 5.50 124.92 304.75 1.001.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 ^ Project Title: 1 1444' Engineer: Project ID: ENGINEERSProject Descr: Lk STRUCTURAL t C(V1L Title Block Line 6 Printed: 3 APR 2019, 5:07PM Software File=Z tprojects&itA7Q9�-H11YF15C 6tCe cscalcs ec6 Wood ,awarecpyrie t SNERCALC,Mat 19832019 Build101812.31 Description: 02 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C I C r Cm C t C L M fb Pb V fv F'v Length=14.0 ft 1 0.210 0,115 1.25 1.000 1.00 1.00 1.00 1.00 0.98 6.76 614,41 2932.22 1.67 38.02 331.25 +0+0.750L+0,750S+H 1.000 1.00 1.00 1.00 1.00 0.98 0,00 0.00 0.00 0.00 Length=14.0 ft i 0.617 0.339 1.15 1.000 1.00 1.00 1.00 1.00 0.98 18,36 1,669.18 2704.35 4.54 103.20 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.165 0.090 1.60 1.000 1.00 1.00 1.00 1.00 0.97 6.76 614.41 3715.81 1.67 38.02 424.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.165 0.090 1.60 1.000 1.00 1.00 1.00 1.00 0.97 6.76 614.41 3715.81 1.67 38.02 424.00 +D+0,750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.449 0.243 1.60 1.000 1.00 1.00 1.00 1.00 0.97 18.36 1,669.18 3715.81 4.54 103.20 424,00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.099 0.054 1.60 1.000 1.00 1.00 1.00 1.00 0,97 4.06 368.65 3715.81 1.00 22.81 424.00 +0+0,70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.165 0.090 1.60 1.000 1.00 1.00 1.00 1.00 0.97 6.76 614.41 3715.81 1.67 38.02 424.00 +D+0.750L+0,750S+0.5250E+11 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.449 0.243 1.60 1.000 1.00 1.00 1.00 1.00 0.97 18.36 1,669.18 3715.81 4.54 103.20 424.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.099 0.054 1.60 1.000 1.00 1.00 1.00 1.00 0,97 4.06 368.65 3715.81 1.00 22.81 424,00 m�6a as o 6a a �ea� Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +DS41 1 0.56497.051 0.0000 0.000 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum 6.111 6.111 Overall MINimum 4.270 4.270 +D+H 1,841 1.841 - +D+L+H 1.841 1.841 +D+Lr+H 1,841 1,841 +0+5+H 6.111 6,111 +0+0.750Lr+0,750L41 1.841 1.841 +0+0.750L+0.750S+H 5.044 5.044 +0+0.60W+H 1.841 1.841 +0+0.750Lr+0.450W+11 1.841 1.841 +D+0.750S+0.450W+H 5.044 5.044 +0.600+0.60W+0.60H 1.105 1.105 +D+0.70E+0.60H 1.841 1.841 +D+0.750L+0,750S+0.5250E+H 5.044 5,044 +0.80D+0.70E+H 1,105 1.105 D Only 1.841 1.841 Lr Only L Only S Only 4.270 4.270 W Only E Only H Only Project Title: DE, Engineer: ENGINEERS r. Project Desc - \ STRUCTURAL 1 CIVIL Title Block Line 6 Printed: 3 APR 2019, 5:11 PM Her-2‘projecls12MA709-FMYF15Co Calcstcalcs.ec6 Wood Beam Softwares 7ityr,.titA ENERCAL C INC 1983-2019,Bold 1018.12.31 ‘,44',17\ ii>. �� \\%,%N%-\N��'N\��X\XXX.,�� spa a - s� Description: 83 Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E;Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced D(1,842)L( .35)5(2 85) i 1 x 5.5x12 tlk* Span= 13.0 ft Service loads entered. Load Factors will be applied for calculations Point Load: D=1.842, L=Q.350, S=2.850 k @ 6 50 ft - Maximum Bending Stress Ratio = 0.512 1 Maximum Shear Stress Ratio -= 0.175 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,386.27 psi fv:Actual 53.32 psi FB:Allowable = 2,708.97psi Fv:Allowable = 304.75 psi Load Combination +D-FS-FH Load Combination +D+S+H Location of maximum on span = 6.500ft Location of maximum on span .. 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient.Deflection 0.159in Ratio 981>=360., Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.262 in Ratio= 596>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 011111111111111111111111111111.11111 L E Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr C m C t CL M fb Ft V N F v +0+11 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.255 0.088 0.90 1.000 1.00 1.00 1.00 1.00 0.99 5.99 54423 2130.78 0.92 20.93 238.50 +D+L+H 1.000 1.00 1.00 1,00 1.00 0.99 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.274 0.094 1.00 1.000 1.00 1.00 1.00 1.00 0.98 7.12 647.64 2362.96 1.10 24,91 265.00 +0+Lr+11 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.185 0.063 1.25 1.000 1.00 1.00 1.00 1.00 0.98 5.99 544.23 2938.01 0.92 20.93 331.25 +0+541 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.512 0,175 1.15 1.000 1.00 1.00 1.00 1.00 0.98 15.25 1,386.27 2708.97 2.35 53.32 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.212 0.072 1.25 1.000 1.00 1.00 1.00 1.00 0.98 6.84 621.78 2938.01 1.05 23.91 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.463 0.158 1.15 1.000 1.00 1.00 1.00 1,00 0.98 13.79 1,253.32 2708.97 2.12 48.20 304.75 Project Title: kko, Eng.ineer: 4,4% ROL; 4 we- ENGINEERSProject ID: Project Descr: • v*s. STRUCTURAL 1 CIVIL Title Block Line 6 Printed: 3 APR 2019, 5:11PM FUe=Z 811010W2114A709-1MYFI5r-e1C4festat1X•OC6 Wood Beam software codyngtit ENERCALC,INC.1983-2019,Build:10.18.12.31 „ LL '\\*• \\\N\\‘'I 79114'" Description 63 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span 4 M V Cd CFN C Cr C C t CL M lb Pb V fv F'v 40+0.60W+H 1.000 1.00 1,00 1.00 100 0.98 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.146 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.97 5.99 544.23 3727.45 0.92 20.93 424.00 +D+0.750Lr+0.450W+H 1.000 1.00 1.00 1,00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.146 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.97 5.99 544.23 3727,45 0.92 20.93 424.00 +D+0.750S+0.450W+H 1.000 1.00 1.00 1,00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.315 0.107 1.60 1.000 1.00 1.00 1.00 1.00 0.97 12.93 1,175.76 3727.45 1.99 45.22 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1,00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.088 0.030 1.60 1.000 1.00 1.00 1.00 1,00 0.97 3.59 326.54 3727.45 0.55 12.56 424.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.97 0,00 0.00 0.00 0.00 Length=13.0 ft 1 0.146 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.97 5.99 544.23 3727.45 0.92 20.93 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0,00 0.00 Length=13,0 ft 1 0.336 0.114 1.60 1.000 1.00 1.00 1.00 1.00 0.97 13.79 1,253.32 3727.45 2.12 48.20 424.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0,088 0.030 160 1.000 100 1.00 1.00 1.00 0,97 3,59 326.54 3727.45 0.55 12.56 424,00 Load Combination Span Max.*-"Dell Location in Span Load Combination Max."+"Defl Location in Span 40+54-11 1 0.2617 6.500 0.0000 0.000 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.346 2.346 Overall MINimum 1.425 1.425 +0441 0.921 0.921 4044..+H 1.096 1.096 +D+Lr+H 0.921 0.921 +0+541 2.346 2.346 +D+0.750Lr+0,750L+H 1.052 1.052 +0+0.750L+0.750S+H 2.121 2.121 +D+0.60W+H 0.921 0.921 +D+0,750Lr+0.450W+H 0.921 0.921 +040,750S+0.450W+H 1.990 1.990 +0.60D+0.60W+0.60H 0.553 0.553 40+0.70E+0.60H 0.921 0.921 +0+0.750L+0.750340.5250E+H 2.121 2.121 +0.60D+0,70E41 0.553 0.553 D Only 0.921 0.921 Lr Only L Only 0.175 0.175 S Only 1.425 1.425 W Only E Only H Only g k$ ` .11=--' x a > w gL E. }} 7, 14 m 4 0. �" ll ry fR ' a_F. x; �.. a1 ..\\` t r 71 t Okt 4"1"rww BY C,40k, DATE 7: ENGINEERS _ ��. .. ..�e. ��_�_ _ REV DATEw... STRUCTURAL I CIVIL �� %rVi�� JOB NO (503) 968-9994 p (503) 968-8444 f SHEET k2 OF '� Vie. .......„: ..-' � .�. (. d e Ts-ila e Li a, t 1 BY DATE°': ENGINEERS NEER REV DATE.... ' STRUCTURAL U C T U ft h L I CIVIL --.—._. �-�--�- _e..., (503) 968-9994 p (503) 968-8444 f ..__._ SHEET I of Project Title: j� y � k.7 Engineer:A' �, Project ID: ENGINEERS • Puojno Descr: �m�w� e�mwm� STRUCTURAL ( CIVIL ' Title Block Line 6Prnted, ^APR ooe 4 401-10 � P1 Description. Code References Calculations per 2012NDS, IBC 2012. CBC 2O13. ASCE 7'1O Load Combinations Used :ASCE 7-16 General Infmrm000n____________________________ _____ ___________ Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (u`«d for no','sle^*erurlcvwunns) Exact Width 5.50 in Allow Stress Modificaon Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade N».1 Area 30.250 inA2 Cf or Cv for Compresion 1.0 Fb+ 1200 psi Fv 170 psi lx 76.255 inA4 [XorCvfor Tension 1.0 Fb' 1200 psi Ft 825 psi |y 76.255in^4 Cm:Wet Use Fu�ur 1.0 Fo'pd| 1000 psi Density 31.21 p� Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0wona32 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X'X(w|dth)axis: U U moodLovUth for bucklingABOUT Y'YAx|o=10.0M.K=1 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-KAxis=10.0ft,K=i Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:65,563 lbs*Dead Load Factor . . .AXIAL LOADS. . . ' Axial Load ot1O.0ft,D=3.35S.L=4.27OS=2.413k : DESIGN SUMMARY ' Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.377S:1 Maximum SERVICE Lateral Load Reactions .. Load Combination +D+0J50L+0J50S+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. A|on9Y-y 0.0 in at 0.0 ft above base Applied Axial 8.433k for toad combination n/a Applied Mx 0.0�� A|ooV�X 0.0 in at O U ft above base Applied My 0�Ok� � Fc:xUowable 737.63 psi for load combination:n/a Other Factors used to calculate allowable stresse ... PASS Maximum Shear Stress Ratio= 0.O :1 priding Compression Tension Load Combination +0.50D+070E+H Location of max.above base 10.0 ft Applied Design Shear 0,0 psi Allowable Shear 272.0 psi Load C | | Maximum Axia -Beod|nStress Ratios Maximum Shear Raoo Load C D C Stress Ratio StatusLocationG��so Ratio Status Location +D+H---- 0.800 0.727 --- 0.1720 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L+H 1.000 0.092 0.3677 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr+H 1.250 0.810 0.1483 PASS 0.0h 0.0 PASS 10.0 ft +D+S+H 1.150 0.641 0.2814 PASS 0.0 ft 0.0 PASS 10.Oft +D+0.750L+8J50L+H 1.250 0.810 0.2971 PASS 0.0 ft 0.0 PASS 10.0 ft +D~0750L+0J508+H 1.150 0.641 0.3779 PASS 0.0 ft 0.0 PASS 10.0ft +D+0.80VV+H 1.600 0.510 0.1370 PASS 0.0ft 0.0 PASS 10.0 ft ' +D~0.750Ln0450VV+H 1.000 0.516 0.1370 PASS 8.0h 8.0 PASS 10.0 ft ' +0~0.750S+0.450VV+H 1.600 0.516 0.2004 PASS 0.0 ft 0.0 PASS 10.0 ft +O.60O~0.60W+0.60H 1.600 0.510 0.08218 PASS 0.0 ft 0.0 PASS 10.0 ft +D~0J0E~8.60H 1.800 0.516 0.1370 PASS 0,0 ft 0.0 PASS 10.0 ft ` +D+0J50L+0.750S+8.5250E+H 1.600 0.518 0.3377 PASS 0.0 ft 0.0 PASS 10.0 ft k �� \: �� No .� a,, N.14�,, Project Title: i �� . Pro ect ID: �� Project Descr: N STRUCTURAL I CIVIL Fite Block Line Fern ea 4 APR 2019, 4 19PM WoodColumn File =Z tproiects12MA7€ }r41 t 15C 61C 1Gs�atcs ec6 Software copyrightEN0RCALC INC 19& 2016 Budd 11)181231 Description: P1 Load Combination Results Maximum Axial+Sandlot!!Stress Ratios Maximum Shear Ratios Load Combination C D - C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.516 0.08218 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions Note:Only non zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top ©Base @ Top +D+i ._.wr. �._.._..a.. . ...:............:.... -... _._�_ . ..._eee. e.._.. _..___.m .m,. . � 3.421 +D+L+t t 7.691 +D+Lr+H 3.421 +D+S+H 5.834 +0+0.750Lr+0.750L41 6,623 +D+0.750L+0.750S+H 8.433 +D+0.60W+H 3.421 +D+0,750Lr+0,450W+H 3.421 +D+0.750S+0.450W+H 5.230 +0.60D+0.60W+0.60H 2.052 +D+0,70E+0.60H 3.421 +0+0.750L+0,750S+0,5250E+H 8.433 +0.60D+0.70E+H 2.052 D Only 3.421 Lr Only L Only 4,270 S Only 2.413 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+t.+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +0+0.60W+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +0+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in .. 0.000 ft +0.60D+0.60W+0,60H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750L+0.750S+0.5250E+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0,000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft . , Project Title: Project ID: ,w-.. —' ENGINEERS Project Descr: ,x..„ ,‘.........‘... - .N,7 .‘-, STRUCTURAL 1 C11/11., Titre Brock Lirte 6 Printed: 4 APR 2019, 4A9PILI File 4 Z troojecisI2MAF09-HtlYFI5C-b\CAkt‘calcs ec6 WOOd C 01 LiMil SoiStore cepirtritit ENERSX1C,INC 1993-2019,13u113:10.18 12 31 ‘„ t , 's;‘‘,, ‘,' .4 ,:.,'''''‘'' ,‘, '‘ ' ''' '"‘‘ ‘‘.‘,,;\\ \‘,.c.- Descripooti P1 Sketches icim 10 0341, 1' so : ' ...4. .... . [ f'- . s f i L1,-. ...., .....,± ,.. . 6 6 , s 5.50k, L \. (4 . Title: �� 9�� Engineer: ^�� «• ,��n� _ Project ENGINEERS�� | �� EE �� Project[e ^ W�\ �� STRUCTURAL CIVIL Title Block Line 6 pmnt~u 4 APR 2019, 02PM Wood Column . Sohware copyright ENERCALC,INC,19D-2019,BO d:10.18.12.31 Description: P2 Code References Calculations per 2012NDS, IBC 2012. CBC 2013.ASCE 7'1O Load Combinations Used :ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top& Bottom Pinned WoodGsdinV/Monut Graded Lumber Overall Column Height 10D ft Wood Member Type Sawn (Used(or^m,'sx ,voo`lcuOwoos) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cvfor Bending 1.30 Wood Grade No.1 Area 19.250 |n^2 Cfo,Cvfor Compression 1.10 Fb+ 1,200.0 psi Fv 170.0 psi lx 48.526 iog CforCvfor Tension 1.30 Fb' 1,200.0 psi Ft 825'0 psi ly 19.651 in^4 Cm:Wet Use Fudor 1.0 Fc'pd| 1,000.0 psi Density 31.210 pcfCt Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up column1DMw1532 Basic 1.800.0 1.800.0 1.800.0hd Use Cr:Repetitive? No Minimum 580.0 580.0 Brace columns: X-X(xidth)axis: Fully braced against buckling ABOUT Y-Y Axis yY(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Gemiceloads entered LoudF m ro iUboapplied ho | | d ons. Column self weiqht included:41.722 lbs*Dead Load Factor AXIAL LOADS. . . ` Axial Load at 10.0 ft, D= 1.841, L=4.27Ok : DESIGN SUMMARY � ----- . Bending&Shear Check Results PASS Max.Axiak-Bending Stress Ratio = 0.2906:1 Maximum SERVICE Lateral Load Roactions.. Load Combination +D+L+H Top along Y.Y 0.0 k Bottom along Y-Y 0.8 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 0.153k for load combination: nia Applied Mx 0.0 x� � A|ooU�X 0.0in at 0.0 ft above base Applied My O�Ok'� � Fo:Allowable 1,100,0 psi for toad combination: lid Other Factors used to calclate allowable stresse ... PASS Maximum Shear Stress Ratio= 0.O:1 aa8&ing C&nlargssic q Tension Load Combination +0.80D+0J0E+H Location of maxabove base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Load Combination C 0 C Stress Ratio Status Location Stress Ratio Status Location p _ +D+H 0.900 1.000 0.09879 PASS U.0# 0.0 PASS 10.0 ft +D+L+H 1.000 1.080 02008 PASS 0Dft 0.0 PASS 10.0 ft +D+Lr+H 1.250 1.000 0.07113 PASS O.Oft 0.0 PASS 10.0 ft +D+S+H 1,150 1.000 0.07732 PASS O.Oft 0.0 PASS 10.0 ft +D+0.750Ln0.750L+H 1.250 1.000 0.1921 PASS O.Oft 0.8 PASS 10.0 ft +D+0.750L@750S+H 1.150 1.800 0.2088 PASS 0.0 ft 0.0 PASS 10.0h +D+O.GOW+H 1.600 1.000 0.05557 PASS 0.0 ft 0.0 PASS 10.0 ft ' +D+O750Lp8.450YY+H 1.600 1.000 0.05557 PASS 0.0M 0.0 PASS 10.0 ft ^ +O+0.750S~0.45OVV+H 1.800 1.000 0.05557 PASS O.0# 0.0 PASS 10.0ft ~ +0.6OO+0.0OVV+0.80H 1.600 1.000 0.03334 PASS 0.0A 0.0 PASS 10.0 ft ' +D+O70E+0.88H 1.800 1.000 0.05557 PASS D.Oft 0.0 PASS 10.0 ft +D+OJ50L+8750G+0.5250E+H 1.600 1.000 0.1501 PASS 08ft 0.0 PASS 10.0 ft Title: Q�'��W� Project`- ��t � � �� Engineer: Project ID: ENGINEERS ' P,ojectDeuoc ^ $mm��| �� STRUCTURAL | om|L ^ Title Block Una 6 Printed 4 APR 2019, a02pw Wood column .. -. Description: P2 Load Combination ResultsMaximum Axial 4-Benda* Stress Load Combination C C - Status--`-~ Location Stress Ratio Status Location +0.80O+070E+H 1.600 1.000 0.03334 PASS 0.0 ft 0.0 PASS 10.0 ft MaximumReactionsNc�� reactions X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination KgBase @ Top 0>Base @}Top @ Base @Duse 4&Top @Bmm @Tom +D+L+H 6.153 +D+LpH 1.88 +0+54i 1.883 +D+0J50Lp0.750L+M 5.08 +B+0750L@7508+H 5.085 +O+0.00W+H 1.880 +D+0.750Lp0.450W+H 1.883 +D+0J508+0450N+H 1.883 +0.60D+0.0W+0.60M 1.130 +D+0.70E~O.60H 1.883 40+0.750L+0.750G+0.5250E~M 5.085 +O.60O+0J0E+M 1.130 D Only 1.883 Lr Only L Only 4.270 S Only WOoly E0n ~ � H Only - Maximum Deflections for Load Combinations o Load Combination Max.X-X Deflection Distance Max. Distance +D+M 0.0000 in 0.00ft 0.00in 0.00ft +D+L+M 0.0000 in 0,000 ft 0.00 in 0.00ft +D+LpH 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+8+1-1 ��'� ` -^� ' 0,0000 in 0.000 ft ^ ' ' 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.00 ft +D+OJ50L+0J50S+H 0,0000 in 0.000 ft 0.000 in 0.000 ft +8+0.00W+M 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0J50Lp0.450W+H 0.0000 in 0.000 ft 0.000 in 0000 ft +D+0J50G+0.460W+H 0,0000 in 0.000 ft 080in 0.000 ft +0.60D+0.00W+0.80H K0VVVO.�Wft 0.000 in 0.000 ft +D+0.7VE^0f@M 0�VOn in 0.000 ft 0.000 in 0.000 ft +D+0J50L+0.750S+0.5250E+H 0J000 in 0.000 ft 0.000 in 0.000 ft +0.00D+0.70E+M 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.00 in 0.00ft Lr Only 0.0000 in 0.000 ft0.000 in 0.00ft L Only 0,0000 in 0,000 ft 0.00in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 In 0.000 ft 0.000 in 0,000 ft E Only 0,000 in 0.000 ft 0.000 in 0,000 It H Only 0,000 in 0.000 ft 0.00 in 0.000 ft . ' ° \.(17 L„, Project Title: k,,k kk;. Project : • \'''''*.N •\:‘,‘‘' ID ENGINEERS Project Descr: ,\• b 6,•...,. \ 8,...‘'X' .1 STRUCTURAL I CIVIL Title Block Line 6 Printed: 4 APR 2019, 5'02PM Frle .-.Z:41,tojecIsVtaW(19-HilY915C-6,,Co,Iost'atsne Wood C011.11TIrt Software copyight EI1ERCALC INC 1883,2019,Build10 1812 31 s, Ett,tikt•Kwii061:41. *k'\‘' ‘‘,\ ' \ '' ‘‘‘'‘ *‘'i \\‘‘ \' *\* '‘N:‘*'* *, .', ,ti, . *Ii*AifA * tt *,464„.'71‘‘„, .r 7 ffi''''••• Description: P2 Sketches 0111k II Illk 1 ' , 1 +X 1 c Load 1 .- 0 it) _ kti i o + _ It. 4 6 ., in 1 3,50 , L. 8 hi Is k(1