The URL can be used to link to this page

Specifications (22) OFFICE COPY A A 1)C / " LOONEY RESIDENCE PATIO DECK COVER CITY OF TIGARD REVIEWED FOR CODE COMPLIANCE 11977 SW Elemar Court Approved: Tigard,Oregon 97224 OTC: ( I Permit #: o I - O0:17.2 Address: jq Suite #: By: Date: )0- )0 -1) STRUCTURAL CALCULATIONS IVAK Project Number:20170508 Gayland looney 119775W Elemar Court Tigard,Oregon 97227 5O3-9t3-( 9 IS S13-719-S2 ? o PRore,s, 01 63099' • ye) E e ‘ff •EXPIRES: 12/31/20 12/31/20 fg2 I v mc Prepared By: Jim riemenschneider,P.E.v, Li August,2017 ENGINEERING + DESIGN 77 ' ' IMMMMMMMlIMMlMMlMMM' Structural Calculations: Looney Residence—Patio Cover DC-1 Project: Looney Residence Project Number: 20170508 Project Address: 11977 SW Elemar Court Document: Structural Calculations for Tigard, Oregon 97224 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Project Notes and Special Inspections DC-4 Structural Details S-1 thru S-8 Structural Calculations C-1 thru C-9 • DESCRIPTION OF STRUCTURAL SYSTEM This project is the light framed patio cover at the residence noted. The cover's framing uses 2x10 joists, supported at one end by 3-1/8" glulam beams and supported by the existing home at the other end. HSS cantilevered columns are the lateral system at the open end and the existing home at the other. At roughly 320 square feet, the cover uses 2x2 furring on the 2x joists that in turn support roof panels. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. 0 4cad2017\20l 70508\1ooney Residence DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.248.9263 www.vlmk.com f 1 Structural Calculations: looney Residence—Patio Cover DC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pf 25 psf Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, I, 1.0 Thermal Factor, C, 1.0 Dead Loads Patio Cover 2x2 furring 0.6 psf Fiberglass cover 1.0 psf 2x10 joists at 18" o.c. (K.D.) 2.2 psf Miscellaneous 3.2 psf Total Patio Cover Load 7.0 psf Wind Ultimate Design Wind Speed, Voir 120 mph Nominal Design Wind Speed, Vasd 93 mph Risk Category II Wind Exposure B Internal. Pressure Coefficient GCpi = +/-0.18 Seismic Location Latitude 45.41335 Longitude -122.80023 Seismic Importance Factor, le 1.0 Risk Category II Mapped Spectral Response Accelerations S 0.955 Si = 0.420 Site Class D Spectral Response Coefficients Sds = 0.712 Sd, = 0.442 Seismic Design Category D Response Modification Factor R = 1.25 & 6.5 Analysis Procedure Used Equivalent Static G:4cad2O17\2O17O508\Looney Residence DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com � f Structural Calculations: Looney Residence—Patio Cover DC-3 MATERIALS Concrete Footings f 'c = 2,500 psi Structural Steel Plates and Shapes ASTM A36 Fy = 36 ksi Structural Tubes ASTM A500 Gr. B Fy = 46 ksi Bolts and Anchors Structural Bolts ASTM A307 Fr= 20 ksi Wood Framing Joists, Beams and Douglas Fir #2 Stringers 2x Studs Douglas Fir #2 Sills, Ledgers, Plates, etc. in contact with concrete Pressure Treated Hem Fir #2 Glulam (GLB) Simple spans 24F-V8 Fb= 2.4 ksi, E = 1800 ksi GNQcad2017\20170508\.00ney Residence DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations: Looney Residence—Patio Cover DC-4 PROJECT NOTES FOUNDATION NOTES 1. Contractor to verify all dimensions and conditions shown or noted with existing conditions prior to beginning construction. Notify engineer immediately of any discrepancies. 2. At owner's direction, foundation design parameters assumed as follows in accordance with IBC guidelines: Bearing Pressure = 1,500 psf, Passive Bearing Pressure = 150 psf/ft Contractor is responsible for site preparation, including verification of suitable soil conditions and compaction. 3. Foundations to bear on firm, undisturbed soils a minimum of 18 inches below final grade. Remove existing organics and fill materials as required. 4. Re-compact suitable fill soils where required in lifts not to exceed 8 inches and compact to 95% standard ASTM D-1557 5. Base material immediately under slab to be 6 inches layer of compacted crushed rock with less than 5% passing the number 200 sieve. 6. Do not excavate closer than 2:1 slope below footing excavations. 7. Clean all footing excavations of loose material by hand. DECK COVER FRAMING NOTES 1. Verify all dimensions and conditions with other drawings and any existing conditions prior to proceeding with work. Notify engineer of any discrepancies. 2. Joist framing to be Doug-fir #2, or better quality, kiln dried (K.D.) lumber. 3. Beam framing to be glue laminated timber, symbol 24F-V8, Doug-fir with a minimum bending stress of 2400 psi. 4. Solid block joists over all beam locations 5. HSS steel tubes to be ASTM A5OO-b 42 ksi material. 6. Concrete round footings to have f'c=2,500 psi minimum. 7. Where noted, use Simpson Strong-Tie Inc., or equivalent, connection framing. 8. Flash and water-proof at existing exterior wall as required G NAcad2017\201705013\looney Residence DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com v V L M K P�oJect:Looney PatioCvr lob n:20170508 BY: JiMR Date: Aug.2017 sheet#: ii ENGINEERING+DESIGN Ma --1 i 1 i Deck cove I r here {CSk' tl k y . « S:;;;:::::'tl;:,:!:Z:;:::;:;;''; 4 e. �� _ s M I � �, ,� �K 4 rte; s � �'r r.F. � ��`i w. S f 4 Ilj "s`k°fi s '*r r', srn L ':'1:4-4,17-1•14: 7:',',44,4, . sr �- . - - - '.,„,,,t,,:„:„.,,,,,,,,,,-,,,. f tr E,K k M, �' `,x` '� SMF s ` # r � F Cl. '-�z y, -v ., ' r�- - # ip # ..-,.'1',..,t,,-f- ♦/ I _ iiiiait‘,41: 1' "� `> -e Y�4-.sem, :� �� =5�- si,� � � 6F`,,,,,17,-,.,;y4 ,-,1:- -l - s i I ! { ' I f tri, III\ AERIAL VIEW, PROJECT •.. I W , r : i� dl 3933 SW t,cllt; uenue P r lend,OR 97239 fel:503.222.4 53 f rx: 503.24892 3 ;.ffl .;rlrsl .c r1 V ® L M K Project:1,01019(k) 0Pf(k)� lob#4011I r , By J r AP-- Date. 20!" Sheet#' ENGINEERING x DESIGN S _1 .:. ... 2TU1 I > _ 1 itic„Zr°ve"6-".1'.. ___ . '.101m-5, F I Q , z `i 11 is t is 1 . s (2) z>„1 ..- , do, ,,,,,A, , ,. ,_ i : „ I to it r,7 rise].T:oc014:4,711:0 iDt6106.a.71{,s p., , _Ir*.(16:1,-,t,:.v....:\,:stvi.),--T:\ :\\,. , '•:,,,:,,,, :\ , , -it ��tf 'u� IN' ; I arimAilliLf.'K J C C.- ( 1 f 11.4emoimmil, ril '-'\1 "6/12)4' , . • '., - - ,, . '--"-- A,,__. r I t I rlif i a+ f 1)-e....F, ' ' / P.07;c1(z.- 0 SLTo. t. ('‘ Ft....c ) 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222,4453 fox:503.248.9263 www.vlmk.com Nfr-'-' V L M K Project:1 �yj> 2iy job#: 10('"j },lid By, E/A/142-- �kh Date:44; we f Sheet#: ENGINEERING+DESIGN VW(adv r V�'r:/`r �•k /v'Y f t . . SUOU, C p • ]rte •I .;__ ems . f • . , : .. .. .., c,.,t,,,n1,3.\\. • , : ... . , ,1 ... , . -: ,t ,... : .. , t‘l.. :., . . . . s i • ,,,k ',:,, • j(-�-e t w • 1 0. • , 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vfmk.com VVLKIK Project „4 .0r • :) Job#: 111®,o,t By: s�1 T, Date- Sheet tt: ENGINEERING+DESIGN -. - 1111 j 1 ' ' iL , t ' ' , / 7 ' N ,C C 0' • 9 I ck_ , j_ r CL (7": 12`3C1) ` �� 7 z) <3 ` 0 � �� . iiiiiis l I IL xr \\\. (-2,. (s“,..... I I ;,;1 I , `24- . _ _ e AU _f(. I,{2 -145 .. 4 ( I/ F"' /,77- 1,j" -.. .-- Tell t lxA__A \</:, -.- ' ".: --c- ,,,,,,4 _.. . ,„ 147— Gic, 1301 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.cam 1 VV L M Project: p �C___) job#: ( r- t*" By: / Date:o 1 Sheet#: ENGINEERING+DESIGN S p5' 1K ( F T.,LE ale ; I r9+ 2` 6 - t btu?t._R - a y f.,11-717 ' r 4_ lin S ' I , .. t i> • j 'r , 0f _. \,_____51/14 p5e-tk3 HU2fo i 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com VLe V 1 K Project: Y}�� ob r;: �J'�«��7 t (V� (�-! f U� By: (�? Date: Sheet u: ENGINEERING a DESIGN i'(•20e7 • • • • • t s p i f UCtiO--Z Zx r, AND S r oD 4oc . 14-t- ( 'fit ‘jD kol 4-1 --moi -� l� J _•�77 a" ,e,) : ' . '-', ' V . ' '—'If "C' •.::,C4\----) r , . . . . .N'::-' k p -- .x - " i5 ill '-. • - * : - ,a 1. - • . _ !. . - • , . . ...i , • : . • , • . ____ . . . . 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com LProject: t oh u: J 7,8 (1By' tv Date: 9 jib(` Sheet#: ENGINEERING+DESIGN =''';''''43''')'' _ _ . j_ . 11L (t� 1 Sc 7� -r 5 NOT-c ( 0C= 51)61. !t " L`�'L.- 1 k I f h 14— 1 � . PER. s r : . it : 1I !l 1s l t � _ 2 t Irl' i —Mina I cd y,,,,ki ,A,,, al...7 / CO(,,,..,c)6/1/0 (...1fli p 5-R.... !t 1! If. 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com IVVL Project: Job#: By: Date: Sheet ENGINEERING♦DESIGN 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Design Maps Summary Report Page 1 of 2 ISMDesign Maps Summary Report User—Specified Input Report Title Looney Deck Cover Tue August 8, 2017 21:33:05 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS, hazard data available in 2068) Site Coordinates 45.41335°N122.80023°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III x45�- • "f � __ , 4 i S4 �1r 1.4fi`g =�, dx � �'�'` ?�$ : fir} ': jv�. `k �-7, aI atiF 7 =z "' § �,�c 47 ht mom... 'a }'s s.� u USGS—Provided Otput SS = 0.9558 SMs = 1.068g SDS = 0.712g S1 = 0.420 g sm. = 0.664 g Sol = 0.442 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. h4Crp,Reveeise ScwetrufrOes o wis t Speeu It i.r 1� siv< 0.94 a7s 1w a 77 ,_ 'cr X7 'a...7'0 •7. :) : 0 ri I• a.2.= avas a 222 ;g tall aix:1 uC:R ...y_ ''''5:: 21 =x z7 3.EJ ICI k!vS l.speno,AT(sec) ":.0 1,0 u w 1ST .:11 f'3 2e ti;..�2 e.oc �7.:*?'' ?.:3 5.: '.sa,, ..7 ?!]� pen0,4 For PGA,.,, 11,C,5, and C,: values, please view the detailed report. https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=... 8/8/2017 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: 8 AUG 2017 842AM rile'C:1UseissirnrlDesktoptOONEY 1.EC6 Pole Footing Embedded in Soil ENERCALC,INC.1983-2017,Buik1:10.17.8.3,Ver..10.17.8.3 Lie.#:KW-06002728' -Licensee-:V#MK CONSULTING ENGINEERS- Description: pole footing typ Code References C- --I Calculations per IBC 2015 1807.3, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Circular Pole Footing Diameter 18,0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 250,0 pcf Point Lod Max Passive 1,500.0 psf Controlling Values Governing Load Combination: +1.101 D+0.70E+H Lateral Load 0.210 k Moment 1.890 k-ft NO Ground Surface Restraint i Pressures at 1/3 Depth Actual 313.716 psf sou sorra a Nio IoIarl restra:m Allowable 313.757 psf a�lu �11nI �1G1i� ,ill i4 41L slush,-. Ll!`=i 1 jl llr 9'Gi ! 1 g11 Il Jil! s hlle w �VI9� IT Manlmum Requtred-Depth 3 875 ft !,.0, - ��dh m �i iii! =1t iRr'=yThi�__-'i 111 ilai! -�I�N'-�i�hl I!fi, ��Ii�=1!:. _iIT_ =T,111 G'�T�� i Footing Base Area 1.767 ft"2 � ( L_� ,f M1 r Maximum Soil Pressure 2,049 ksf_ Ci-}F, � e --' Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (MO � Vertical Load (k) D:Dead Load k k/ft 0.790 k Lr:Roof Live k L:Live k k/ft k S:Snow k k/ft k W:Wind 0.30 k k/ft 2.830 k E:Earthquake 0.30 k k/ft k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 9.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results' • - Forces @ Grou•nd Surface _ Required Pressureat 1/3 Depth; Sort Increase - Load Combi _ nation= Loads (k)_ Moments (ft kJ_ Depth (ff� Actual {ps#) Allow={psf} Factor 0.000 0.000 0.13 0.0 0.0 1.000 +D+L+H 0.000 0.000 0.13 0,0 0,0 1.000 +D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+S+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750Lr+0.750L+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H 0.180 1.620 3.63 295.9 296.8 1.000 +1.101D+0.70E+H 0.210 1.890 3.88 313.7 313.8 1.000 +D+0.750Lr+0.750L+0.450W+H 0.135 1.215 3.25 266.4 267.3 1.000 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 ii AUG 20`7.u:a2A,M Pole FootingEmbedded in Soil File=c:wsersyiimnDesktop\LOONEY-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.8,3,Ver..10.17.8.3_ Lia#:KW-06002728 Licensee:VLMK CONSULTt":G ELIC INEERS Description: pole footing typ r Z +D+0.750L+0.7505+0.450W+H 0.135 1.215 3.25 266.4 2. 1.000 +1.076D+0.750L+0.750S+0.5250E+H 0.158 1.418 3.50 281.3 283.1 1.000 +0.60D+0.60W+0.60H 0.180 1.620 3.63 295.9 296.8 1.000 +0.4992D+0.70E+0.60H 0.210 1.890 3.88 313.7 313.8 1.000 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 fi=rmed: cAUG 2017.540AM Wood Beam File=C\UsersyimrDesktop\LOONEY-1EC6 ENERCALC,INC.1983 2017,BuiId:14.17.8.3,Ver.10.17.6:3 Lic.#:KW-06002728 _ Licensee:VLMK CONSULTING ENGINEERS Description: typ joist opt la 2x10df2-18oc CODE REFERENCES 1 Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 900,0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase i D(0.0105)S(0.0375) D(0.014) 1 b b b b b o S(0.05) b b � � 2x10 14,,i2x10 Span=17.750 ft Span=2.250 ftt pi4 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0070, S=0.0250 ksf, Tributary Width=1.50 ft Load for Span Number 2 Uniform Load: D=0.0070, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.82S 1 Maximum Shear Stress Ratio = 0.223 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,079.81 psi fv:Actual = 46.14 psi FB:Allowable = 1,309.28 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.726ft Location of maximum on span = 17.056 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.506 in Ratio= 420>=220. Max Upward Transient Deflection -0.194 in Ratio= 276>=220. Max Downward Total Deflection 0.689 in Ratio= 308>=140. Max Upward Total Deflection -0.265 in Ratio= 202>=140. Maximum Forces &Stresses for Load Combinations 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 Ft V fv F'v D Only 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.280 0.075 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.51 286.44 1024.65 0.11 12.21 162.00 Length=2.250 ft 2 0.024 0.075 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.04 24.15 1024.65 0.03 12.21 162.00 +D+S 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.825 0.223 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.92 1,079.81 1309.28 0.43 46.14 207.00 Length=2.250 ft 2 0.073 0.223 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.17 95.15 1309.28 0.10 46.14 207.00 +040.750S 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 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 Fnn«: 8'AUG 2017 &4OAM Wood Beam �=C,lusersljimr1Desktop\LOONEY-1.EC6 ENERCALC,INC.1983-2017,Build:10.17.8.3,Vec10.17.8.3' LIC.#.KW-06002728 Licensee:VLMK CONSULTING'ENGINFFRS Description: typ joist opt la 2x10df2-18oc ATEI Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t CL M fb Ft V fv F'v Length=17.750 ft 1 0.673 0.182 1.15 1.100 1.00 1,15 1.00 1.00 1.00 1.57 881.47 1309.28 0.35 37.66 207.00 Length=2.250 ft 2 0.059 0.182 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.14 77.40 1309.28 0.08 37.66 207.00 +0.60D 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.094 0.025 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.31 171.87 1821.60 0.07 7.32 288.00 Length=2.250 ft 2 0.008 0.025 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 14.49 1821.60 0.02 7.32 288.00 Overall,Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Den Location in Span +D+5 1 0.6894 8.825 0.0000 0.000 2 0.0000 8.825 +D+S -0.2649 2.250 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.443 0.613 Overall MINimum 0.326 0.452 D Only 0.117 0.161 +D+S 0.443 0.613 +D+0.750S 0.362 0.500 +0.60D 0.070 0.096 S Only 0.326 0.452 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 Pfl"sed. 2 AUG 2r.,1 7, 1340. Wood Beam File-C;1UserljimtlDesklop1L0ONEY-1.EC6 ENERCALC,INC,1983-2017,Build:19,17.6.29,Ver.10,17.6.29 !lc,#':KW-06002728 Licensee:VLMK;CONSULTING ENGINEERS Description: Beam GL OPTION 3.125x9 \ C-5 I CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.077)5(0 277) D(0.154)5(0 555) D(0.154)S(0.555) D(0.154)S(0.555) D(0.154)iS(0.555) D(0.154)S(0.555) D(0.25)S(0.555) 1i i_ i ti 3.125x9 efik.,1 3.125x9 i' Span=2.05 'i, Span=10.0ft Ill Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load: D=0.0770, S=0.2770 k @ 0,0 ft,(11.11) Point Load: D=0.1540, S=0.5550 k @ 1,990 ft Load for Span Number 2 Point Load: D=0.1540, S=0.5550 k @ 2.0 ft Point Load: D=0.1540, S=0.5550 k @ 4.0 ft Point Load: D=0.1540, S=0.5550 k @ 6.0 ft Point Load: D=0.1540, S=0.5550 k @ 8.0 ft Point Load: D=0.250, S=0.5550 k @ 10.0 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.416 1 Maximum Shear Stress Ratio = 0.265 : 1 Section used for this span 3.125x9 Section used for this span 3.125x9 fb:Actual = 1,147.65 psi fv:Actual = 80.89 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.978ft Location of maximum on span = 2.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection' Max Downward Transient Deflection 0.160 in Ratio= 747>=360 Max Upward Transient Deflection -0.090 in Ratio= 534>=360 Max Downward Total Deflection 0.209 in Ratio= 575>=180 Max Upward Total Deflection -0.117 in Ratio= 410>=180 Maximum Forces 8,Stresses for Load Combinations 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 F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.022 0.078 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.17 47.71 2160.00 0.35 18.71 238.50 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 ?rinted.2 AUG 2017, 1.340M WOOC� B8atY1 File=C:lUserstjimrtDesktop1 00NEY-1.EC6' ENERCALC,INC.1983.2017,Build:10.17.6.29,Ver:10.17.6.29 Lic.-# KW-06002728 Licensee:VLMK CONSULTING'ENGINEERS Description: Beam GL OPTION 3.125x9 Load Combination Max Stress Ratios Moment Values 'ear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v Length=10.0 ft 2 0.122 0.078 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.93 264.47 2160.00 0.35 18.71 238.50 +0+8 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.075 0.265 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.73 206,87 2760.00 1.52 80.89 304.75 Length=10.0 ft 2 0.416 0.265 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.03 1,147.65 2760.00 1.52 80.89 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.061 0.214 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.59 167.08 2760.00 1.23 65.35 304.75 Length=10.0 ft 2 0.336 0.214 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.26 926.86 2760.00 1.23 65.35 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.0 ft 1 0.007 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0,10 28.63 3840.00 0.21 11.23 424.00 Length=10.0 ft 2 0.041 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.56 158.68 3840.00 0.21 11.23 424.00 Overall Maximum Deflections Load Combination Span Max."- Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S -0.1166 0.000 +D+S 2 0.2087 5.084 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAKtmum 2.596 2.181 Overall MINimum 0.359 0.343 D Only 0.598 0.572 +D+S 2.596 2.181 -D-"0.750S 2.097 1.778 +0.60D 0.359 0.343 S Only 1.998 1.609 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 n'i t t c AUG 2017.9,L A;.7 Wood Beam File='CituserstjimifDesktop\LOONEY-1:EC6 ENERCALC,INC.1983-2017,Build:10.17.8.3,Ver.10.17.8,3 #;KW-06002728 Licensee:VLN(K CONSULTING ENGINEERS Description: middle joist 2x2x12df2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D 0.035,0)5(0.125,0 • • V D(0.007 S 0.025 • • 110.0105)S • • • • J_ 2-2)(10 r.*,„12-2x10 Span=17.750 ft Span=2.250 ftt Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0070. S=0.0250 ksf, Tributary Width=1.0 ft Varying Uniform Load: D(S,E)=0.0070->0.0, S(S,E)=0.0250->0.0 ksf,Extent=0,0->>17.750 ft, Trib Width=5.0->0.0 ft Load for Span Number 2 Uniform Load: D=0.0070, S=0.0250 ksf, Tributary Width=1.50 ft DESIGN SUMMARY Desi.n OK 'Maximum Bending Stress Ratio = 0.998 1 Maximum Shear Stress Ratio = 0.298 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 1,302.87psi fv:Actual = 61.68 psi FB:Allowable = 1,309.28 psi Fv:Allowable 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.834ft 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 0.614 in Ratio= 347>=220. Max Upward Transient Deflection -0.231 in Ratio= 232>=220. Max Downward Total Deflection 0.826 in Ratio= 257>=160. Max Upward Total Deflection -0.312 in Ratio= 172>=160. 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 fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.327 0.096 0.90 1.100 1.00 1.15 1.00 1.00 1.00 1.19 334.79 1024.65 0.29 15.53 162.00 Length=2.250 ft 2 0.011 0.096 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.04 11.72 1024.65 0.02 15.53 162.00 +D+S 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.995 0.298 1.15 1.100 1.00 1.15 1.00 1.00 1.00 4.64 1,302.87 1309.28 1.14 61.68 207.00 Length=2.250 ft 2 0.029 0.298 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.14 38.35 1309.28 0.08 61.68 207.00 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' 8 AUG 2017.8:40AM File=-C:lUsersijimr\DesktopllOONEY-1.EC6 wood Beam ENERCALC,INC.1983-2017,Buikf:10,17.8.3,Ver:10.17.8.3 :KW-06002728 licensee:VLMK CONSULTING ENGINEERS Description: middle joist 2x2x12df2 C� 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 +D+0.750S 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.810 0.242 1.15 1.100 1.00 1.15 1.00 1.00 1.00 3.78 1,060.83 1309.28 0.93 50.14 207.00 Length=2.250 ft 2 0.024 0.242 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.11 31,69 1309.28 0.07 50.14 207.00 +0.60D 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.110 0.032 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.72 200.87 1821.60 0.17 9.32 288.00 Length=2.250 ft 2 0.004 0.032 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.03 7.03 1821.60 0.01 9.32 288.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.8264 8.627 0.0000 0.000 2 0.0000 8.627 +121+S -0.3116 2.250 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.276 0.940 Overall MINimum 0.956 0.681 D Only 0.320 0.259 +D+S 1.276 0.940 +D+0.750S 1.037 0.770 +0.60D 0.192 0.155 S Only 0.956 0.681 VVLIVIK Project: C l rd Job#: a:?676By. i Date: 7 Sheet 4: ENGINEERING+DESIGN , r k 1 ,,. 2„. D r � (siyitG.' : , y : - s �:, — ' ----_ ---L, ":-;--,,,-.---,'-'7-,...9: e, 'CONN -am 1\�T :t�'s t/�L{ItJ: a 4 emv d ... :� L .�z. ., 3y y ) ... _ .- . . . . : , . . , . z,,,,--,,-:-..,.., vp,,,,,,,,,,,,, . , : : . ,: , , ; , . . . . ,....„), ',../.."--- '.:...,:r;-,'i'-'`,-'' _ , : . ; : . (C ( "tet],C$ • 5 ALD s�.y.+'. +Lz .. 11 �' Y . f. • -a— <= nu V, !_1 • 4 , 1` J. e``. i. w- °, \v, , fi:J K f ..YV `c.f �q T ,;_ , -:, : \--,-,..._:,.. „ , p� � 1 s . 1 , 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com