Loading...
Specifications (3) SCP` F�ClP2a' '&081 ( /`090 Se 6 )97 PKcdy IMI:k. 7650 SW Beveland St TM RIPPEY Suite 100 CONSULTING ENGINEERS Tigard,Oregon 97223 Phone: (503)443-3900 Fax: (503)443-3700 VALIDITY OF PERMIT THE ISSUANCE OF A PERMIT ISTRUCTURAL CALCULATIONS BASED ON CONSTRUCTIO DOCUMENTS AND OTHER DATA SHALL NOT PREVENT FOR THE CODE OFFICIAL FROM REQUIRING THE CORRECTION RED ROCK CREEK COMMONS OF ERRORS.OSSC 105.4 TMR # 18023 February 27,2019 PAGE FOUNDATION 1.1-1.14 WALLS FRAMING JOISTS,BEAMS,&HEADERS 3.1—3.2.1—2.1212 55 LA thRAL ANALYSIS 4.1—4.40 �u�"a,R SPECTIO REQUIRED ��.+�'.' '�`' S.1-5.19 S - -4reF an Si us-tura! S a Cistltl Code �i Concrete and Reinforcing Steel al Bolts Installed in Concrete 0 Special Moment-Resisting Concrete Frame,PROp; Steel&prestressing Steel Tendon i Structural Welding � 13,089Hige;Strenght Bolting PI tSructural Masonry 1 l OREG OP ,„ ❑ Reinforced Gysum Concrete : '" .,_,, ti ❑ Insulating Concrete Fill w:Rr-\ ❑ Spray Applied Fire-Resistive Materials ❑ Pilings,Drilled Piers and Caissons ❑ Shotcrete ❑ Special Grading,Excavation and Filling ❑ Smoke-Control Systems ❑ Other Inspections I I 3 I f I 1 6\nac)N1,oJ Q eN --1,36,„2- c.1,„ ..T.,_ Ov M\`-,—,5_,-) k--Lt‘-,!--',.--- 6I K U..1VC '-cy C' .2-^ D \S\Jz. Qtk,.L ‘,...O.NO I ', 11C.b l .1-7L-1'c.,lab.t Li-- - L•- Go?-\t- , Wk 1.-lam l...cailDlr.st 1. 224.1 0L-r (1,,L.+1.,1r) wc,,,,,, 1v\t L,"> k__J g.\4• �v\��� 2'13 49t,15 >, 1 2, tee'",.1/2 `� ‘'`I i �a 1`` x2. ' v 29,0 � \j"C". /qf "'I ( 1'',o 1-e..... l_1_1 1 I 12- sr8I3 / 017,v 'k 12 '7— 2 IS'\-.F- 2'' , r'C z ts. r J k-9-czk 2 1212-'1,4 e- °I, T'- 2 S A2 Tf16U\\ F- 6:-6 Sq. 1✓TC ht\lN,, CU'F'''''L. li\1\,3 r _ ' , le'PV,h_t_ " 1-12.. b P,i.>=x 22,.3 /2. - 4v,tA 229 2 j` \1 ,L.-l' /2 N Z z 2.1_,,l k I i I 14�k. 7SJ , 1 ,O s 2L, r 11,6,1` 2,,c1zs'f- 1 A ID, O F-i 9- z. S I\-kJ i _� ? \o2... '-cD11 Lam. C'-cc„, n.„e3 1MTM RIPPEY BY 1‹.r2.11.... DATE £ i. CONSULTING ENGINEERS CHK BY DATE 7650 S.W, Beveland St,Suite 100 JOB NO \tX.)23 Tigard,Oregon 97223 Phone(503) 443-3900 SHEET 1.1 OF WN-L) I2-4 229 2. 9t-F n(tlib'/Z. + l c,v,'1�` I ti-os' i 5,--.1 ' 2,. pr e 55,2.9 F 7 L-- 33( 9'tz` v 1,1K-4" sr.I- V, m ❑ POS \A, '- ??C-32..-• Lr k Ile1.‘d'?'/ - . t 9 1CD t` \2.... ' C 2242 A.‘' 9142./2 't , it_ %,c /,..) . 2."1$5.. y6\s 1.,s war 1- q-a-4 Ib(e. z "1%2)2 li it L Pl�V\5�R- �—4> e,,,o, F 'C l� M t)3 � a:,-KA s.\—t),.J Con,A, i�ca,n^ 135.AM Id If%'NW . FDL__-kkL, LI20-1\L— (12-1SPr) t4 14... -2- 1—I,® w.tg- 171z-o-q‘pr� `1,\=6 sq. FT( M1A.3, \ , 1Mr TM RIPPEY BY t(..t(...5-' DATE 1\Y.i CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100v (OB NO '��")Z•"1. Tigard,Oregon 97223 Phone(503)443-3900SHEET 1.2 OF : , . ; ; , i ; ! , ! ; ! • ! : , • ' ! j: ! 1 ! ; ! , ! ! ! ! : ! , ! ! ! ! `: ! 1 -H. Hi , " i i : I ! s • , • ; , II ; HH. I : HH•- I ; ! i I ! ' • I I ! I ! ••?-; ; I I ! ! " ! ' ! ' ! ; ;;7;-11:1•S2-; \ -c I ! ! , : •• , • , • ; ; . , . , „ . , , • „ . , : • 701'; • ! • : . : i • , , , . ! : , ; ! • E ", , : ; ;; ; 1 , ; : : ; -; ; ; ; ' , ;Ei ; ;; ; ;; I , E E • , • 1 . ; • • ! : E : ! , , „ , , , ; , • : , ; . , ; ; f "1 ; •i; • , ;. : ; 1 F I I . . . . . , , , • • • t. • ,• : • ! • .!. , , • . n-1)A1 ! ! • • ; I : ; ; ; • - " • ; • : ; • , ! I : I ; : • ; ; , . , . , • : , . • : • : • ; . : • , „ : ; : , : : , , : „ ; „ . : , ; • : : • : . . ; . • I , • , . . • : ''. I : ; • I • . • . I • . , , • I . • • • . • , • . . „ . • I : • I • • • ! : ; 1 -.. ' . ' • I : ! I : , • '• : 1 ; F I : . : 1 • ' : ' ; • : . . I : • i • • ; H • 'E : , " . I • • , • . , : • , • • TM RIPPEY CONSULTING ENGINEERS BY DATE \Key: CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 602.-3 Tigard,Oregon 97223 Phone(503) 443-3900 SHEET 1.3 OF I i I 1 I 1 1,-_ i. I •I 1 I I I I 1. 1 4 ( I l "'I I • l i I 1 1 I I If ! I• I I• I I j l l i I ..I ii HI 1 I I. 1 I I _ I. ; i1. 1 1 1 I. ! .i.. ( �.�Hill L. I I t I - .( I I ! i I I L' 1 1 r 1 I >' 1 l , .. I 1 .1 J 1 1 1 I I 1. I 1._I , ...I , 1 , i i 4 €- 1 I .1 -! -I- ! 1 1 7 . I I I I •1 1 I 1 I ;... I !......1 I i.., ... i._ I . 1. ' I 1 11 i 1 1. 1 I i I 1 1 .!!, ..1 I 11 1 1 1 ; 1 1 1 1 I j ( 1 I.1 j 1 1 I { 1 , ( 1 1 1 1 1 1 ' 1 1 I' I . I , I• I I A 1 ! , 1 1 1 1 1 ! i1 1 I 1 1 , ' i i... ;.. I IPV;;;./-;44 , ak \ , ! I I. 1, 1 1.. 1- I .I I i 1 ' i I. I i. I , 1 , , � I I_ 11 1 I Ii ' ; ' I 1 1 I . 1 I I 1 1 1 s... 1 , i I I ( 1..J I I I I 11 1 i I I' I 1 1 1 I ! .I_I { I 1 1 I I I 1 1 1 i. 1 1.. 1 ..i ; 11, I I i 1 ! I i. I I I l I F I 1 i MLS Icy l'� I 1 i _ I I 1 i E f 1 1 X 1 . 1 1 1.._. 1 .1 , I `- pJ ,� i H j 1 • j , I 1 1 ...I 1 ;_ ) 11 1I�1 ,- 51 lrr 2: 1' ' 3.t.., ) .. 1 I. i. 1 i i 1 I . i 1 I._ I I { I I . 1 1 1 H Zr I _._ I i l I• I i 1 , I I I;..I .11. 11 - 1 I I I I 1 I i I I I I 1 I C 11 C> ecs 1 h*.t }I-it,• r..1 I ' I I 1 ,....I. i. ! I I 1 , 1 1 I I I 1 1 , f I I I I !...I ( I I , G I I I 1 , i % I , i , I F I _1 1 1 i ! �F 11 I I 1. ,, f• I I I I t 1 1 I 1 I i i iI I i i ' I i :/ iii .it I 111• 1 , •, -, I I 11 i II11 II ii I . 1 I fil i , , , II 11 I ! � 1 i I I I I� 1 1 1 i 1 i_ 1 i t 1 i s I 11111 I It II 11 I I. .- I 1 1 S __ ,e. .. P -P•4-`( 1 1 1 I. , I I ! I I. I 1 ..._1 1 I I ! !. I ...I I 1 I , „ , I I. 1 I i i (.. 1 I 1 I I - I ; . Li II I , I 1 � - 1 111 I ! L -li � i I I I Praw\b\�- 17� x 13� 1 lye j( III , rn I IIHHIIII I 1• I III I •I ctZ . I 5?.) ,,i5lic-I`5k�� - 1 1 I. II ! I ! HIM !l 1 1 I ! 1 j 1 I , ! I 1 1 ! i :1 1 1 1 1. 1 1 i t '�, ,, ,,; 1 III I I 1 11 1 _ I 11 ' 1. I IF1 I I -I 1 I Ill 7 I � 1 - i I I I : .I I I ( I I • ��q�` Q II HI 1 i a ' I�� i °i!J a€ 11� ..1.���tl .=i � ' t UF'' ' I 1 ' I I I i I _ I I I 1 , I IUw. I I � 1 ! I 1 i I , 1 1 1 I ! i 3 , 1 ..I. I , I 1 I 1 w,L 2`2.5t) /111 ZJ 1- �16� p,.:.r- I , 1 1 1 1 I i I i 1 I I I 11 , 1 , 11 1 y u S5'S /11'33 — �'\\( I t--\ ' 1 I ` 1 1 I , i I ( I I I 1 1 1 C' a�\� �1/ Aix\ ':(1,, .1.(0.--,:".(0 .. I I I I i I ' i it I 1 ; . ". " •, ! ! ; 1 ! ! 1 ! ! " : 111 , : u 3 ,, 1 1 i DL. 4,o� 1 ; 914 � I I I 1 1 � z 6 2. ".6 - 11,5 I 1 I 1 • I . I \()%b -t-:.:. ,!,-;1 ;„� ,L,1,,,1-1:, ,.. ; ; ; ; : ;; ; ; i , , ,, 1 : ! ; „ , : , : , , , , , , , , , ,, , , ,z1,;2,,, ; , , , , , , , 1 ! !, , , ; , , i , , , , , ;„ ;. ; ,.., , 1 I I 1 I I j I 1 I 1 i i: �l,2w' „,,,;;;,!,2,,, FTS' i 1 I . 125'I4;P' 1 I ' ; , 1 i 1 ( 1I 1 J/S,bt '.1 z 3`•5 �! ! ! ( 1 ' I 1 1 '!. 11. 11111 ,: '! . ! ! ! ! . ! ! " I . i 1 ii i f KTM RIPPEY BY k�,\ DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 1X02'3 Tigard,Oregon 97223 SHEET 1 4 01 Phone(503)443-3900 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed:28 DEC 2018, 4:49PM Cantilevered Retai n i n Wall Fife P 12018 ProJectst18023-Red Rock Creek Commons\STRUCTURALICALCS118023 Rock Creek ec6 RetainingSoftware copyright ENERCALC,INC.1983-2018,Build:10.18.12.13;.. Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Retaining Wall -4'Cantilever Criteria Soil Data Calculations per ACI 318.11, ACI 530.11,IBC 2012, Retained Height = 4.00 ft Allow Soil Bearing = 3,000,0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 47,0 psf/ft --- STt1SM•,t. Lo r®.(`'a °F l,,ZrS r Height of Soil over Toe = 3,00 in Toe Active Pressure = 0.0 psflft ( 1)i?ft 0 Water height over heel = 0.0 ft Passive Pressure = 370.0 psf/ft Vertical component of active Soil Density,Heel = 135.00 pcf Lateral soil pressure options: Soil Density,Toe = 120.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0,500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance, for passive pressure = 12,00 in Design Summary Stem Construction Top Stem Stem 0K Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3,39 OK Wall Material Above"Ht" = Concrete Sliding = 1.48 Ratio<1,5! Thickness in= 6,00 Rebar Size = # 4 Total Bearing Load = 1,803 lbs Rebar Spacing in= 12.75 ...resultant ecc. = 3.10 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 820 psf OK fb/FB+fa/Fa = 0.233 Soil Pressure @ Heel = 290 psf OK Total Force @ Section lbs= 601.6 Allowable = 3,000 psf Moment.,,Acfual ft I= 802,1 Soil Pressure Less Than Allowable , ACI Factored @ Toe = 984 psf Moment Allowable ft-I= 3,443.2 ACI Factored @ Heel = 348 psf Shear Actual psi= 11,8 Footing Shear @ Toe = 1.3 psi OK Shear Allowable psi= 82,2 Footing Shear @ Heel = 11.7 psi OK Wall Weight psf= 75,0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 17.09 Lateral Sliding Force = 607,2 lbs Lap splice if below in= 7,67 less 0 %Passive Force = - 0.0 lbs Hook embed Into footing in= 7.67 less 100%Friction Force = • 900.6 lbs Concrete Data Added Force Req'd = 0.0 lbs OK t c psi= 3,000,0 ..,.for 1.5:1 Stability = 9.3 lbs NG Fy psi= Load Factors Dead Load 1.200 Live Load 1,600 Earth,H 1,600 Wind,W 1.600 Seismic,E 1,000 1.5 Title Block Line 1 Project Title: You can change this area Engineer: using the'Settings'menu Item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 DEC 2018, 4:49PM Cantilevered Retaining' Wall File=P:12018 Projects118023-Red Rock Creek Commona1STRUCTURALICALCS118023 Rock Creek.ec6• Software copyright ENERCALC,INC.1983-2018,Build:10.18.12,13 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Retaining Wall -4'Cantilever Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2.25 Factored Pressure = 984 348 psf Total Footing Width = 3.25 Mu':Upward = 459 0 ft-lb Footing Thickness = 13.00 in Mu':Downward = 118 0 ft-lb Mu: Design = 342 802 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 131 11,71 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16,00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0,0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 607.2 1,69 1,028.9 Soil Over Heel = 945.0 2.38 2,244.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.44 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 30.0 0.50 15.0 Surcharge Over Toe = Stem Weight(s) = 300,0 1.25 375.0 Earth @ Stem Transitions = Total = 607.2 O.T.M. = 1,028,9 Footing Weight = 528,1 1.63 858.2 ResistinglOverturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 1,803.1 lbs Vert.Component = Total= 1,803.1 lbs R.M.= 3,492.6 *Axial live load NOT included in total displayed,orused for overturning resistance,but is Included for soil pressure calcuation. 1.6 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 DEC 2018, 4:18PM Cantilevered RetainingWail File=P'12018Projects118023-Red Reek Creek Commons ISTRUCTLJRALtGALCS118023RockCreek,ec6 Software copyrightENERCALC,INC.1983-2018,Build:10.18.12.13 Lic.#:KW-06002562 icensee: ? T. •1 1 I - Description: Retaining Wall -6'Cantilever Criteria Soil Data Calculations per ACI 318.11, ACI 530.11,IBC 2012, Retained Height = 6.00 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7-10 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0,00:1 Heel Active Pressure = 47.0 psf/ft Height of Soil over Toe = 3.00 in Toe Active Pressure = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 370.0 psf/ft Vertical component of active Soil Density,Heel = 135.00 pcf Lateral soil pressure options: Soil Density,Toe = 120.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12,00 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.72 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 4,062 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 3.91 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,155 psf OK fb/FB+fa/Fa = 0.330 Soil Pressure @ Heel = 498 psf OK Total Force @ Section lbs= 1,353.6 Allowable = 3,000 psf Moment,.,.Actual ft-I= 2,707.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,386 psf Moment Allowable ft-I= 8,206.3 ACI Factored @ Heel = 597 psf Shear Actual psi= 18,2 Footing Shear @ Toe = 2.0 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 30.1 psi OK Wall Weight psf= 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 21.36 Lateral Sliding Force = 1,179.1 lbs Lap splice if below in= 9.59 less 0 %Passive Force = - 0.0 lbs Hook embed Into footing In= 9.59 less 100%Friction Force = - 2,030.9 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 3,000,0 ..,,for 1.5:1 Stability = 0.0 lbs OK Fy psi= Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 1.7 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu Item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:26 DEC 2018, 4:18PM File=1:12018 ProJects118023-Red Rock Creek Commons1STRUCTURALICALCS118023 Rock Creek.ec6 Cantilevered Retaining Wall Software •copyrightENERCALC,INC.1983-2018,13 0Id:10.18.12.13 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Retaining Wall -6'Cantilever Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.92 Factored Pressure = 1,386 597 psf Total Footing Width = 4,92 Mu':Upward = 666 0 ft-lb Footing Thickness = 13,00 In Mu':Downward = 118 0 ft-lb Width = 0.00 in Mu: Design = 548 2,707 ft-lb Key Actual 1-Way Shear2,05 30.10 psi Key DWidth Key Distance ce = 0.00 from Toe = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi ft Toe Reinforcing = #7 @ 16,00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16,00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3,00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,179.1 2.36 2,783.9 Soil Over Heel = 2,632.8 3,29 8,666.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.44 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem =- Added Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 30,0 0,50 15,0 Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions = Total = 1,179,1 O.T.M. = 2,783.9 Footing Weight = 799.0 2.46 1,964.4 Resisting/Overturning Ratio = 4.11 Key Weight = Vertical Loads used for Soil Pressure= 4,061.8 lbs Veil.Component = Total= 4,061.8 lbs R.M.= 11,446.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. 1.8 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:27 DEC 2018, 9:05AM Cantilevered RetainingWall FIe=P12018Projects\18023 Red Rock Creek Commons 1STRUCTURAL\CALCS118023Rock Creek.ec6, Software copyright ENERCALC,INC.1983-2018,BuIId:10.18,12.13; Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Retaining Wall -8'Cantilever Criteria Soil Data Calculations per ACI 318-11, ACI 53011,IBC 2012, Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf CBC 2013,ASCE 7.10 Wall height above soil = 0,00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 47.0 psf/ft Height of Soil over Toe = 3.00 in Toe Active Pressure = 0,0 psf/ft Water height over heel = 0,0 ft Passive Pressure = 370.0 psf/ft Vertical component of active Soil Density,Heel = 135.00 pcf Lateral soil pressure options: Soil Density,Toe = 120.00 pcf NOT USED for Soil Pressure, Friction Coeff btwn Ftg&Soil = 0,500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance, for passive pressure = 12.00 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0,00 Overturning = 3.61 OK Wall Material Above"Ht" = Concrete Sliding = 1.65 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 6,635 lbs Rebar Spacing in= 12.00 ...resultant ecc, = 6.71 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,724 psf OK fb/FB+fa/Fa = 0.762 Soil Pressure @ Heel = 488 psf OK Total Force @ Section lbs= 2,406.4 Allowable = 3,000 psf Moment....Actual ft-I= 6,417.1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,069 psf Moment Allowable ft-I= 8,206.3 ACI Factored @ Heel = 585 psf Shear Actual psi= 32.4 Footing Shear @ Toe = 0.5 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 43.9 psi OK Wall Weight psf= ,100.0 Allowable = 82,2 psi Rebar Depth 'd' in= 6.19 Sliding Gales (Vertical Component NOT Used) Lap splice if above in= 21.36 Lateral Sliding Force = 2 010,7 lbs Lap splice if below in= 9.59 less 0 %Passive Force = - 0.0 lbs Hook embed into footing in= 9.59 less 100%Friction Force = - 3,310.6 lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 3,000.0 F ....for 1,5:1 Stability = 0.0 lbs OK y psi= Load Factors Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 1.9 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed:27 DEC 2018, 9:05AM File=P:12018 Projects-118023-Red Rock Creek Commons\STRUCTURALICALCS118023 Rock Cree1cec6 Cantilevered Retaining Wall SoftwarecopgdghtENERCALC,INC..19832018,Bulld:10.18.12.13, Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Retaining Wall -8'Cantilever Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 5.00 Factored Pressure = 2,069 585 psf Total Footing Width = 6.00 Mu':Upward = 993 0 ft-lb Footing Thickness = 15.00 in Mu':Downward = 133 0 ft-lb Width = 0,00 in Mu: Design = 860 6,417 ft-lb Key Key Width = 0.00 in Actual 1-Way Shear 0.54 43.94 psi Key Distance from Toe = 0.00 iftn Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #7 @ 16,00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density - 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 9,00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9©44 Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,010.7 3.08 6,199,7 Soil Over Heel = 4,680.0 3.83 17,940.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 30,0 0.50 15.0 Surcharge Over Toe = Stem Weight(s) = 800.0 1,33 1,066.7 Earth @ Stem Transitions = Total = 2,010.7 O.T.M. = 6,199.7 Footing Weight = 1,125.0 3.00 3,375.0 ResistinglOverturning Ratio = 3.61 Key Weight - Vertical Loads used for Soil Pressure= 6,635.0 lbs Vert.Component = Total= 6,635.0 lbs R.M.= 22,396.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. 1.10 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:15 JAN 2019,11:11AM Concrete Column File=P:12018 Projects118023 Red Rock Creek Commons\STRUCTURALICALCS118023 Rock Creek.ec6 Software copyright ENERCALC,INC.1983-2018,Bu1Id 10,18,12.13 Lic.#:KW-06002562 _e,_ Licensee:TM RIPPEY CONSULTING ENGINEERS Description: deck columns Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General.Information , fc:Concrete 28 day strength = 3.0 ksi Overall Column Height = 10.0 ft E= = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 150.0 pcf Brace condition for deflection(buckling)along columns: p - 0.850 X-X(width)axis: fy-Main Rebar = 60.0 ksi Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow,Reinforcing Limits ASTM A615Bars Used Unbraced Length for X-X Axis buckling=10.0 ft,K=1.0 Min.Reinf. = 1.0%/a Max.Reinf. = 8.0% Column Cross Section Column Dimensions: 12.0in Diameter,Column Edge to Rebar Edge Cover=2.0in Aki Column Reinforcing: 4-#5 bars Applied Loads . , Entered loads are factored per load combinations specified by user. Column self weight included:1,178.10 lbs*Dead Load Factor AXIAL LOADS.. Axial Load at 10.0 ft above base,D=3.10,L=8.40,S=2.10 k DESIGN SUMMARY Load Combination +1.20D+1.60L+0.50S Maximum SERVICE Load Reactions.. Location of max.above base 9.933 ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.106: 1 Top along X-X 0.0 k Bottom along X-X 0.0 k Ratio=(Pu^2+Mu^2)^,5/(PhiPn^2+PhiMn^2)^.5 Pu= 19.624 k cp *Pn= 183.488 k Maximum SERVICE Load Deflections... Mu-x= 0.0 k-ft 9 *Mn-x= 0.0 k-ft Along Y-Y 0.0 in at 0.0 ft above base Mu-y= 1.570 k-ft cP*Mn-y= 14.650 k-ft for load combination: Mu Angle= 90.0 deg - Along X-X 0.0 in at 0.0 ft above base Mu at Angle= 1.570 k-ft cpMn at Angle= 14.811 k-ft for load combination Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information. p = 0.650 p =0.850 0 = 0,80 Pnmax:Nominal Max.Compressive Axial Capacity 359.636 k p %Reinforcing 1.096 % Rebar%Ok Pnmin:Nominal Min.Tension Axial Capacity k Reinforcing Area 1.240 inA2 cp Pn,max:Usable Compressive Axial Capacity 187.011 k Concrete Area 113.097 inA2 cp Pn,min:Usable Tension Axial Capacity k Governing Load Combination Results Governing Factored Moment Dist,from Axial Load Bending Analysis k-ft k Utilization Load Combination X X Y Y base ft Pu cp *Pn S x ax*Mux, g Y sy*Muy Alpha (deg) 6 Mu cp Mn Ratio +1.40D M2,min 9.93 5.99 183.49 1.000 0.48 90.000 0.48 14.81 0.033 +1.40D M2,min 9.93 5.99 183.49 1.000 0.48 0.000 0.48 14.81 0.033 +1,20D+1.60L M2,min 9.93 18.57 183.49 1.000 1.49 90.000 1.49 14.81 0.101 1.11 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed:15 JAN 2019,11:11AM Column Fe=P1018 Projects18023 Red Rock Creek CommonSTRUCTURALICALCS118023 RocCreek.c6COnCr@te : N .1Sofrecopyright ERA ,INC..1983-2018, u :0.1 .2 Lie.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description deck columns Governing Load Combination Results Governing Factored Moment hist.from Axial Load Bending Analysis k-ft Load Combination k * * * Utilization XX YY: base ft Pu cp Pn sx s$x Mux: 5y gy Muy Alpha (deg) 8 M tp Mn Ratio +1.20D+1.60L M2,min 9,93 18.57 183.49 1.000 1.49 0,000 1.49 14.81 0.101 +1.20D+1.60L+0,50S M2,min 9.93 19.62 183,49 1,000 1.57 90,000 1.57 14.81 0.106 +1.20D+1.60L+0.50S M2,min 9.93 19.62 183,49 1.000 1.57 0,000 1.57 14,81 0.106 +1.20D+0,50L M2,min 9,93 9,33 183,49 1.000 0.75 90,000 0.75 14,81 0.051 +1.20D+0,50L M2,min 9.93 9.33 183.49 1.000 0.75 0.000 0.75 14.81 0.051 +1.20D M2,min 9.93 5.13 183.49 1.000 0.41 90.000 0.41 14.81 0.028 +1.20D M2,min 9.93 5.13 183.49 1.000 0.41 0.000 0.41 14.81 0.028 +1.20D+0.50L+1,60S M2,min 9.93 12.69 183.49 1.000 1.02 90.000 1.02 14.81 0.069 +1.20D+0.50L+1.60S M2,min 9.93 12.69 183.49 1.000 1.02 0.000 1.02 14.81 0.069 +1.20D+1.60S M2,min 9.93 8.49 183.49 1.000 0.68 90.000 0,68 14.81 0.046 +1.20D+1.605 M2,min 9.93 8.49 183.49 1.000 0,68 0.000 0.68 14,81 0.046 +1.20D+0.50L+0,50S M2,min 9.93 10,38 183.49 1.000 0,83 90.000 0,83 14.81 0.056 +1.20D+0.50L+0.50S M2,min 9.93 10.38 183.49 1.000 0.83 0.000 0,83 14.81 0.056 +1.20D+0.50L+0.20S M2,min 9.93 9.75 183.49 1.000 0.78 90.000 0,78 14.81 0.053 +1.20D+0.50L+0.20S M2,min 9.93 9.75 183.49 1.000 0.78 0.000 0,78 14.81 0.053 +0.900 M2,min 9.93 3.85 183.49 1.000 0,31 90,000 0,31 14.81 0.021 +0,900 M2,min 9.93 3.85 183.49 1.000 0.31 0.000 0,31 14,81 0.021 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 Only 4.278 +D+L 12.678 +D+S 6.378 +D+0,750L 10,578 +D+0.750L+0.750S 12,153 +0.60D 2.567 L Only 8.400 S Only 2.100 Maximum Moment Reactions Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top D Only k-ft k-ft +O+L k-ft k-ft +D+S k-ft k-ft +D+0.750L k-ft k-ft +0+0,750L+0,750S k-ft k-ft +0.60D k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft Maximum`,Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+0,750L 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600 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 1.12 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:15 JAN 2019,11:11AM File=P:12018Projects\18023 Red Rock Concrete Column Creek Commons\STRUCTURALICALCS118023Rock Creekec6,? Software copyright ENERCALC,INC.1983-2018,BulId:70.18.12.13 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: deck columns Sketches j • • 1201.• �. Interaction Diagrams 1.13 1 i I I 1 i. F� dl n v x S '1 ;1�� ! f iif . ex "1D 1 i iY�z`7c r3,1-17 \ 7C \Z`A a _ ! i • • PMw� ®!'`1 x i.1110.? �G.oA,!, ‘ / S Ti'q 2\ ! i l J �r -k. t k_. i i • • i j 1 M? 111'1 RI PEY - - BY k . DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO tg:_"'.. Cl1, Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1.14 OF /161\111\- Wood Design Column Stability Factor C I �c F S 2001RPW } .-�2'_ r L. 1lUn wye, ' Le := 127•in CD := 1.0 c= 0.8 for sawn lumber c= 0.85 for round timber piles d := 5.5•in CF := 1.15 c= 0.9 for glued-laminated timbers E' := 580•ksi ,:= 0.8 KcE= 0.3 for visually graded lumber Fc := 1350.psi KcE := 0.822 KcE= 0.418 for machine stress-rated and glued-laminated timber Le — = 23.091 d F"c := Fc•CD•CF Plc = 1552.5.psi 1 ��{ KcE•E FcE := FcE = 894.165•psi iL eN2 d � 1 + (FcEI 1 + /FcEI FcE Column stability factor 2•c 2.c c F'c Fc•CD.Cp•CF Fc = 752.6.psi 7 2.-Ar 1 A)oLiA V i)i.�, 2.1 of ik Wood Design Z FLA_ Column Stability Factor Cp 2001 RPW kc. ft- Le := 106.in CD := 1.0 C= 0.8 for sawn lumber c= 0.85 for round timber piles d := 5.5•in CF := 1.15 c= 0.9 for glued-laminated timbers E' := 580 ksi c := 0.8 KcE= 0.3 for visually graded lumber Fc := 1350.psi KcE := 0.822 KcE= 0.418 for machine stress-rated and glued-laminated timber Le — = 19.273 d Plc := Fc•CD•CF F" = 1552.5•psi KCE•E' FcE := FcE = 1283.552•psi /Le2 \d / 2 1 + /FcE\ 1 + (FcEFcE Column stability factor Cp �F c/ – �F c/ – F c Cp = 0.622 2•c 2•c c F' = Fc•CD•Cp•CF F' = 965.7.psi Pl,- G\2.0 Nti-c- 2.2 ® 0 (1 6O 7® 0 11 0 © UNIT (2131 TYPE4 k1 � �- 'A" H j, 0 ! I ,' UNIT - �/ UNIT UNIT 7 • 1. • 1201 1 1202 J 1203 1 IM. --�, 51 �L L TYPE 1 _— TYPE t � — 57 �� TYPE 1 , UNIT 12121 STOR tTYPE 12241 UI STAIR II-1 UI I 1011 0 ---t71----q-' 0 r 19 P - �. a CORR 1 O 0 IISUNIT11I I 12271 I2IL a LE---� lj L O ,,,,r j TYPE 3 ELEV .%ROIV —� -T 1 03.1 1221 I 1'1�1 UNIT r UNIT TY204 PE B of O �►� '0,5 NDL\RY 12051 a'2 ' TYPE 1 II: 31 L 3rL 1 ` O ..g......... -- E ll JANITOR I 12221 O i,i UNITUNIT IIS12101 1 TYPE t TYPE 2 O IUNIT CORR p I20EI 12261 I II O I TYPE 1 [_. I it „i � � G J e , in — Z.9.11) - 4 T H R—tt-- O r I' ,, UNIT <W!��..�L.—C-j II -1 1207 1 TYPE2 N II, 0 ❑� W UNR a a ,1 1 12061 -TAIR TYPE T / 02 0 _ auk 0 0 di)0 0 O. 0 11 ® 0 0 0 0 0 11 0 0 � it I I 11 COMMUNITY,.,._- 4 E ¢ 4 E 4 E 4 4 liEl .11.5.- S.S O ,J ROOM III �� ��"""` II CLOSET WC IP TRASH ACCESSIBLE 1.._ ACCESSIBLE I�, 1135 J 134 [125 UNIT UNIT V UNIT (,' ^ . 1101 I — 1102 1 it ) S 1-1103 J1I ®. TYPES TYPE1 j TYPES It ( 5,3 1331204 Ri ' STAIR IU IQ IO 01 a1 a 1f St O r _ 1 r L O B 112:JCOQ 11271 L. C L. LOUNGE itti BIKE 103 ROOM ROOM L it, �'L�i• w OFFICE , OFFICE 1 OS 1 1121 I 77:7'61` ® �i-*11301 is 11311 II O l UNIT For- w B - ` I�� LAUNDRY ��"� 11041 I ® s-� Li TYPE S • O. t JANITOR 1 V 1122( w II'iw UNIT UasNIT [ 4 11101 I 1106 1 t w II TYPE TYPE2 Sw -,,,,o.„,w II AC w�8 .. 1105 1 X I '. • II TYPES Q CORR 111` 11281 w I, — Jn II w UNIT w 1 11071 TYPE2 w N w O( O ii UNIT Du I ,...--0,. i w 11081 •TAIRE TYPE 021 O 0 F £ 0 0 © O0 8 6 fl N V �00000000000 �ooa000000 ',588f, 800 o oo �o r0000 '6'6&-,,-6 000aa 0000 A-D ,,*''OEFiRip4R;,,2,, Ar4=1§ 5M0 MIP, Niit e z ry ry ry ry ry ry ry n ry ry ry ry ry ry 11"11 5 5 : :!: n ry ry ry ry ry n ry n ry 55555 : : !! «ry ry ry n n!! ! :::!: t' ao $ me mrvry ,,'nnnr,ry 3nnn ;; ; nrvrvh ry nnrvry::: ; M ;;; x momv < a'x $ WP' L. wUE ;at 4 11Ns,`5 nxmt pp 4 h n $_ at n ri 0 4t �� 8, � NrAn5.. rvm mm m �'Y� AmS, „m q e -6 B 110 .- Sm� 8 0>,,,o,p + e �ry em x 11 o O n o Fry F V are A, r- AQ11i 11 IAs s 1 ,o� x ..s $max' tI p; f i t " ry e ;",Ui- m s ix"m 4m�E � m+$°S jS 2 L'° 2R. $$ ��°� ,,,!,0°=F, rv�Q fig `$ " o v p C N mI " .41 1A202-',11,202-4 ,20 m m � m m 3 �m9°9m� i� m mrvtx m m {� 202p1, 202U o3cs - 955 ° �S m$3 ° 000`o 74, rv.NNttm 6Iv* S0S . r mr—s4ii 0, s o ooII— -o r m$. S 11 �$�^,88 mox x $m ,E ,10 m$,m.,.,m.° o,goA $< mm $S ,e 5.r.°m11'.",i =ox°x ' '8 ma :a°m Ei ,x m NL1MRQ � m ""m � 1111 o mm°� : ° F '%.x < S ry �$r ,, - rvm t fir' it nA°x 28ry 2,men4'"`m'ery me oAoA A rv< 2Sighul 8sm mmx,' oA° 5 m me me ry 5 ..888 h 8� 82Smmm� 8 ''38885 21.4!:-, : 8 mS o 8 3888 74 r.74 0•',108 6 e$. "5 , mrv.,� � m 5 rv2 11 m .,"., 3m mmn m3m .�." i 3m oo m .,.. .. ..,, rd n v rm,?,!1 x, .5. ,. ., 11..,.. ,.,... m I m ry ry ry r, ry ry ry ry r1,7 ry ry z 2, °m om i-' -r S., mmt r, mmm m mm m m off43 $ – W— N 3 3_ 3 y-73 43 T. g - x 1 3 ,r, z v n ry " C e m 3 " 4' 1' m N0 0 0`_,o 0 0 0 0 0 0 0 0 88'6,.'e5 A o 0 0 0 0 0 0 0 688'6-'6886+ p 0 0 u 8881 om o 0 0 .l' ,,� �tSS w » »m » «`'^°g ,)r. a m q� $ � Nm NmA r « .. ." rvA o NN n ,, N N v�e�I' m ,,4 N N ry N ry N N N ry c N ry ry N N n N , N N N n n n n n N ry N N N »»»»» rv�7N """ N n N n "»"" xg.x vet u b t . 'AF b x �O b b b b b b b b a � hNnG0N NN N NN N NNN'` H xnn Nm Nry NrvN NNN N NN ' NN'�� rvFFl rvnn?� pp4 oaeg � M m »n sxao amoa4ma "" nxIPa 0 ; � HO ms e. $•.q k• > , Wk 3 o rn,, :� g !'�» rh N -^ nnb GSN8 Rx.rl " '. «m Fa - n » ,gym "N .. ., �, ".,.. � � 8 � �e p N °+ s'dP 'ib o+N �.� fl Ed 4 Cog'g0@m ::: : ::::I:: Maog',W 3 "»2F ioNx Pig,.:off :::: _ »» +$oo$ y�mvm 4« m66 :::::j::::: : +$q8� ::1 1,2'5Vd Wit j "R b 2 m bo EMIR 204 ,T, m mm 790 1 o x�Roo 3(,Qoo �googm� hb 26,F, '1 $g �eoo . o^$ n- 2 les o "2§88 _ bb � o2� � $$: $o " sam„�$s s�oo �s' ��s� �sJa b Na exm4r 74,,. . Z,1»» idb . .N<m 4RgR � »R;"Pale » QQ bb” P� 0A4A'a < s „..,,,f,'I s m � giz$� N N - x <m FIER Em�CEEI"»»�� 4AC QN < Res: m � a$42 '2 m o app m sGbl 4 ��004 � «g« :;; ry « N< NnQ .; ,om& nv e» N< n b,yi:1aN<n"5. m'oRm mo vi«vv ' rygo 4 ;N ,3W4 nn�m N< .. .. ° �'" N�" » N�a�» ",� " "0 3808 . 8 nPa 8 8 .r8 PPR18 3880882m 48 $ ' 8 ^�R $�6 3880 ilti 8'4 �8t., 1"'' ' )" affilggF4 " »f 321 .1m o sr" 3 m m " " ' wi N / 4 11 t 44 ,b 3e45 e _ 3 -it a ' 3 - N7. r h » it g 5 mN m 9 15 o 0 0 0 l000 1 0 0 0 TA 10,„ f S S 4:HH ”Ui 5F15 "71999 mW xry e ~N N ry ry ry - g,::,:l N �ry �IN rq dmm �o 3, m r,-m A r :: ; o ry H a la o °° tai::;: ^ ..m �m it t m >r 000 ;� qE °fib m �mao s E) ''g'64 iHt.1 ilEiF, { umg. CI ap �s.so assmaa Baa i !'" !'""d' 3 w m m m o o F'4•91,1 p En m 'ry . EE 'RGC EGG ° C�� 3 ) 4 m ry 4 shared Walls 4TH 360 2ND 1sT crawl L1+52 714 1214 3114 4541 1 4541 OK 1.I+1.3 168 1078 2117 3157 4238 1.33 4198 OK 1.3+3.1 168 1157 2276 3395 1.33 4516 OK 1.3+6.1 348 1275 2331 3388 4486 1.33 4506 OK 2.1+2.3 168 1168 3240 3429 4601 1.33 4560 OK 2.3+12 168 1380 2436 3493 1.33 4645 OK 3.3+4.1 168 993 1947 2902 1.33 3859 OK MAX. 714 1380 3240 4541 PLF 550TYPE 2 X 6 2x6 2X6 2x6 SPACING 2 2 1.33 1.33 FT, LOAD 1428 2759 4309 6040 LBS 6I6cK OK OK 06 N.G 386 ALL.SL 5929 2.8 \ 1 p i I ( ;Th 1 { 1 ;. ..44-,l/Y. t-� lCon, : i II If ,, ,yIx-1 . a ,. _ , , 5 , , „ ; : z, "E 3 i G1 tLA Xe'(- ; :5;i1, 1 I Ir i ; • 12 : I ' i I it ,;,. 11-- C?O I 1 ' 7-'",.e,'S I I , ! I: : : : F.6 I,),,y ?,-1 \'S1z x 5/2_1,--- \°\-F i 2r\ PS(�n ,,ti ' `0. el.-i°-1 111,11,‘.., . \cxa 1�5�:-x S/Z 2 S� )''l.r`- i �® �°.��-k I� '_ �9G� �� I 2 1�1- - ! ?55 p n.,��S' �L a i I • • : I 1&2.a \Ps% -1 • �� Jv. i _ ' t, : •� 1 \,2-vsj,b\z �z) 20. ,Twas . \,.i , i I 1 ; 1 1MKTM RIPPEY BY `\EK DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO IbU23 Tigard,Oregon 97223 Phone(503) 443-3900 SHEET 2.9 of i ] , (-Th,,, , b ! IIIII I I I1 I :•:• 17, I ' II , 1 I 1, I , 1 I , Ii, '1 II: I II 9 CD, I k,.. ..0,'`1., 4- 1 7 gP t>14":1-/: !.I,r, 1 1, I hI ,1.1,,,L:") IL:: I I: I I I 7: 17H 7 ' 7 I iI ,%. irrti L,i .i I rJ sr5 t4-1d : ii 1 ( I bJ1O1Z.(. -) 2,p,,(, M y!a 1 / Flbr = .12'1,4g 1. l;-)--1-itL`- 1 i I 1 12i,1-1v ) mob ! u i • ;� \`t,9 it. ' cin,I Cys' r1 UVI t 3•):ZkG� M1 I 1 F-17 P I, = lt/3 { LI),�r., oma: t�.� 1 r cc� P!vuJo17.;(%) Zhu M\ij ; i { ; C .1---15L UL F1 lTil 2 `0 1L- `1P) 2-X6 Mry 1 I 3,9-J �` x 'bt2t.,��s \1,-1' 1``- - i i I 1 - 1 '?:4) 1 X11 (... ) 2-x6 n,,.\ 1 1 Y 1 L LTM RIPPEY BY 111`...:,S`l. DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 1b'J 2=',5 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET 2.10 OF f AAS 126 = C:) ,y @. \b 0 (VATit- � I � � 9 rn.. LA, 'P(ar3Y2-1" I',St, 612kk,1 SSP -(i- C.6(,,,tAMtir,s, k- l"Cow_ vim' = Z `!; G`1 Z ...5/ - , - 211; G i 3 9ti 9 4 -� a2-WI, AO* C'fi A r0v\®\� 14SS 4''KCS11� t1 � Ati1�� ci TM RIPPEY BY kV- DATE .IL JL\�G/.IL CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO ('C)7A9a Tigard,Oregon 97223 2 Phone(503) 443-3900 SHEET .11 OF j r Y -t : not t,Zs��'c.�s tet 1 2`tr` - • 1�7 �} H,rL 2 G 1 (Q.?) TM RIPPEY BY k 11.111.* DATE YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO I?,o2_5 Tigard,Oregon 97223 Phone(503) 443-3900 SHEET 2'12 OF i Client: Carlton Hart Architecture Date: 12/20/2018 Page 1 of 2 LPA 1 I Pf "9! A i`1��Project: Designer: +swte�c'dn�`usl DESIGN SOFTWARE 6�9 i� Address: .Inh ntam9: Red Rock Creek Quantity 1 Protect# 18023 CS FLR JST 1 LPI 18 11.875" - PASSED Level:Level { __:,,-A.1 .1:..± ±:__.. ..r- :; 8 1 D.Fir 2 D.Fir 3 D.Fir 4 D.Fir / 13'8" 8'10" 9'111/16" / y21/2" 32'5 1/16" / User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1: 13-8-0 Type: Joist Temperature: Temp<=100"F Span 2: 8-10-0 Application: Floor Decking: Not Checked Span 3: 9-11-1 Spacing: 24 Vibration: Not Checked Bearings Double Joist: No Defl.LL Span: L/480 Brg 1: 1.875" DFir Material Type: (Joist Defl.LL Cant: L/240 Brg 2: 5.5" DFir Material Name: LPI 18 Defl.TL Span: L/360 Brg 3: 5.5" DFir Depth: 11.875 Defl.TL Cant: L/180 Brg 4: 3,75" DFir Width: 2.5 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrintertor VrStiffener Fcp LPI 18 11.875 2.5 12.64E6 248E6 1.4E6 5.22E6 3100 1335 1335 1335 425 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 1 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 2.480000E+008 2.480000E+008 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 7 1 1 1 0 0 0 Load Combinations Checked for Deflection (Total Loads:Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1, D 1 0.9 1 0 0 0 0 2 D+L 7 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 7 1 0 1 0 0 0 '3 1 LP SolidStart Design Version 3.1.04(Build 18.11.115)Powered by iStruct'" { Client: Carlton Hart Architecture Date: 12/20/2018 Page 2 of 2 LPS L I START°Project: Designer: x r DESIGN SOFTWARE Address: InhNam.: Red Rock Creek Quantity -I project# 18023 CS FLR JST 1 LPI 18 11.875" - PASSED Level:Level Bearing Calculation(MR: Max Reaction) Brg.No.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 1 625 1.875 1.875 777.7 D+L L_L 306.1 471.6 0 2 625 5.5 5.5 1886.3 D+L LL_ 729,1 1157.1 0 3 625 5.5 5.5 1382.1 D+L _LL 479.1 902.9 0 4 625 3.75 3.75 619.2 D+L L_L 236.4 382.7 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L LL_ 1 1 1 -2303 13-6-14 3100 3100 0.7431 2 Spn 2 D+L LL_ 1 1 . 1 -2305 0-0-0 3100 3100 0.7435 3 Spn 3 D+L L_L 1 1 1 1280 5-3-10 3100 3100 0.4129 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res... Max Shear Vr Ratio Fac... 1 Spn 1 2 Yes D+L LL_ 1 1 1079 1335 0.8084 2 Spn 2 2 No D+L LL_ 1 1 807 1335 0.6045 3 Spn 3 3 No D+L _LL 1 1 772 1335 0.5781 Maximum Deflection on Span and Cantilever for Total Load(Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L_L 0.3223 Spn 1 6-4-8 13-6-14 360 505.3 0.71 Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L_L 0.2002 Spn 1 6-5-1 13-6-14 480 813.7 0.59 • 3.2 LP SolidStart Design Version 3.1.04(Build 18.11.115)Powered by IStruct. e Client: Date: 12/20/2018 Page 1 of 2 1-P So r 10 S T A11R T®Project: Designer: a DESIGN SOFTWARE R i Address: .Inh Nara: Red Rock Creek Airman. Quantity 1 Project# 18023 CS FLR JST 2 LP1 18 11.875" d PASSED Level:Level LP ,5 =' LP LP r LP''r,, '�0, -LP LP I fl 1 7(8 1 D.Fir 2 D.Fir 3 SPF / 12'7 9'5" N2 1/2" / 22' User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1: 12-7-0 Type: Joist Temperature: Temp<=100°F Span 2: 9-5-0 Application: Floor Decking: Not Checked Bearings Spacing: 24 Vibration: Not Checked Brg 1: 1.875' DFir Double Joist No Defl.LL Span: L/480 Brg 2: 5.5' DFir Material Type: IJoist Defl,LL Cant: L/240 Brg 3: 1.875" SPF Material Name: LPI 18 Deft.TL Span: L/360 Depth: 11.875 Defl.TL Cant: L/180 Width: 2.5 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrStiffener Fcp LPI 18 11.875 2,5 12.64E6 248E6 1.4E6 5.22E6 3100 1335 1335 1335 425 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 0.445543432132947 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 2.480000E+008 2.480000E+008 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 3 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads:Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 ❑+L 3 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 3 1 0 1 0 0 0 3.3 LP SolidStart Design Version 3.1.04(Build 18.11.115)Powered by iStruct. Client: Date: 12/20/2018 Page 2 of 2 LPSoL IS T Project: Designer: ® Address: .firth MAMA: Red Rock Creek ,�„o DESIGN SOFTWARE Quantity Project fl 18023 CS FLR JST 2 LPI 18 11.875" - PASSED Level:Level Bearing Calculation(MR: Max Reaction) Brg.No.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 1 625 1.875 1.875 709.5 D+L L 273.9 435.6 0 2 625 5,5 5.5 1858.3 D+L LL 748.9 1109.4 0 3 425 1.875 1.875 505.8 D+L _L 165.2 340,6 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L LL 1 0.571 0.571 -2117 12-5-14 3100 3100 0,6829 2 Spn 2 D+L LL 1 0,571 0.571 -2118 0-0-0 3100 3100 0.6833 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res... Max Shear Vr Ratio Fan... 1 Spn 1 2 Yes D+L LL 1 1 1006 1335 0.7539 2 Spn 2 2 No D+L LL 1 1 852 1335 0.6381 Maximum Deflection on Span and Cantilever for Total Load (Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L_ 0.2339 Spn 1 5-10-4 12-5-14 360 640.7 0.56 Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L_ 0,149 Spn 1 5-11-2 12-5-14 480 1006.1 0.48 3.4 LP SolidStart Design Version 3.1.04(Build 18.11.115)Powered by iStructTu Client: Date: 12/20/2018 Page 1 of 1 1-P So 1 1 `i A!''Project: Designer: greDESIGN SOFTWARE9�9�Y tl Address: Job Name: �, Project#: B1 LPI 18 1t875" — PASSED Level:Level 111 ! lj j(ll'1111. (1 111 1111' 1111 li € ltil 1/11 tl 11 g? I € 11 1 11 g i 9 1 1 1tl Hi' 1 It Ili, 11 WI 1 flit ll. 1,1 11 111r, k j` 1 iit /I ( (t 11 �1 1,j11 t i iii !! l €€ € 11 a l 6 111 € I It 6 ��� E9l tHd1 1 ¢y pI 11 11H 1£ 1r111119 11[1 11 E{1 3I E 1l gi11 [€t1t 1Bale: s.t�, ,kki ,% il``.Iet ial= II'teeFd l: -su ler -te sl 'titin iii i Ili 1 . 1 LEI / 4- . _; 11 7/8" (.1 _.Y ® / 1 SPF '� ,.._. _ 2 SPFCi / 13'3" / �/2 1/2" • / 13'3" / Member information Reactions PATTERNED lb(Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 24"o.c. Design Method: ASD 1 530 358 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 530 358 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: Not Checked Importance: Normal Temperature: Temp<=1005F Bearings Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. 1 -SPF 3.500" 88% 358/530 888 L D+L 2-SPF 3.500" 88% 358/530 888 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 2741 ft-lb 67 1/2" 3100 ft-lb 0.884(88%) D+L L Shear 857 lb 2 3/4" 1335 lb 0.642(64%) D+L L LL Defl inch 0.224(1.1684) 67 1/2" 0.320(1./480) 0.700(70%) L L TL Defl inch 0.376(L/408) 67 1/2" 0,426(L/360) 0.880(88%) D+L L Design Notes 1 Provide restraint at supports to ensure lateral stability. 2 Dead Load Deflection:Instant=0.151",Long Term=0,227" 3 Top flange must be laterally braced at a maximum of 3'9"o.c. 4 Bottom flange braced at bearings. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wnd 1.6 Const.1.25 Comments 1 Uniform 2-0-0 27 PSF 40 PSF 0 PSF 0 PSF 0 PSF Notes Manufacturer Info This component analysis is based on the loads, Louisiana-Pacific Corp geometry and other conditions as entered by the user and listed hr this report.The user Is responsible to 414 Union Street,Suite 2000 ensure the accuracy of the Input and the epplicabpity to Nashville,TN 37219 the actual conditions of the structure for Which this (888)820-0325 component Is Intended.This analysts Is valid only for the w W W,Ipcorp.com product listed. Copyright 2018 All rights reserved by Louisiana Pacific APA:PR-1.238,ICC-ES:ESR-1305, Corp.414 Union 6l Suite 2000,Nashville,TN 37219 This design Is valid until LADBS:RR-25099,Florida:FL15401 10,3112020 3.5 LP SolldStart Design Version 3.1.04(Build 18.11.115)Powered by IStructno 909 Q T T 9 9 , ,, , ; , i A �, _,........„...,...._. 1 1 ____ .1 I ; i I , l , 11 1 ' 11 , ,,,,::::, ,;:: :,:;•,::..,,:i.::,.r..,0, 1 . i + _ _ r .�11, i I,.:.,.,,,,,,,„.,,,,,,,:,:,,,,„,.:,:,:i.,:„.„.:,,:,,„,„„„:„.,,,,...,,,,,„:„:,.,.,.,„,,., .:,,„.,.,.,:,:,:.:„,,,,,,.: .::,::,:.,,,,,,,:::,::,.!,:.::::.:,„ _ 11111111 1-- 1 1 I E I: 1 ,... _ . ^^°:.,..,d I + -, ' 1::::::Immitem{ittti_ -, `r ,i.::,,..,„,,,,,„„,,,,:,,,„,,,,,,,„„„„:,,,,„,„:„.„„,,,,„,„ 1\gNig:11:1",..ili:h.:51 t-!.::,:: :-At H 1:',.A,!:,.,.,;., 7:ttt.i. J....,R;:!:, !i':',A3 :tig. ' ---_-;mi NM VOID 1 i + '°" I� I :•r 6.—ice' ice.MIMI_...� 111!!11111111 li 1 ) ::',Itil:-]: ► ;' O - - - I.� YI''I --p ISI _ 1 II 1 1 —O;I i_ i 1 . L, 1 I _,, _,.., I 0-- -1II 1 � f l i 1�1�111111 _'1111111J 0 ---® i i + rI (Dr 2.L=V" -119111 ' liII afiN i � I, 0 /III T Ill Iii IIIIi , r-, , ‘.-11..- I-Srt,,,,s,,, \,/-- [_ ___ _ 4, _ 3.-::-1. ! ' 0 iJIllL]JllII JIH H 0 / /, 1 CI,Cs 10 11 3.6 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 7 NOV 2018 3 56PM File=Pi12018 Projecls118023-Red Rock Creek Commons\STRUCTURAL1cALCs\18023 Rock Creek.ec6,.•' Steel Beam Software copyrightENERCALC;INC.1983-2018,Bultd;10,18.8.25'.' Lic.#:KW-06002562 Licensee;TM RIPPEY CONSULTING ENGINEERS Description: 1,1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(2.303)a L(1.867) a v v a , . ,.cam az 1:i • "' 1, f . *1 r�"'A1.I ; S r�;' lY+e%w« 1nI�H✓" *i't s rdt i J'i1sC31 it � � -'-`5'�O' � ° 'Y� '�� " �- � � � ` ��m art s,s�� `:`� -.'' ,1' � # f' f �§. i' {`* 's.5y,3. 1`, �i is `' .` x.. 5 5- W21x55 �� Span=22.670 ft AppliedLoads Service loads entered.Load Factors will be applied for calculatior Beam self weight calculated and added to loading Uniform Load: D=2.303, L=1.867 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY _ Design OK Maximum Bending Stress Ratio = 0.863: 1 Maximum Shear Stress Ratio= 0.307 : 1 Section used for this span W21x55 Section used for this span W21 x55 Ma:Applied 271.419 k-ft Va:Applied 47.890 k Mn/Omega:Allowable 314.371 k-ft Vn/Omega:Allowable 156.0 k Load Combination +D+L Load Combination +D-FL Location of maximum on span 11.335ft 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 0.337 in Ratio= 806>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.763 in Ratio= 357>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span +p+1 1 0.7629 11.400 0.0000 0.000 Vertical Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 47.890 47.890 Overall MINimum 16.037 16.037 D Only 26.728 26.728 +0+L 47.890 47.890 +D+0,750L 42.600 42.600 40.600 16.037 16.037 L Only 21.162 21.162 3.7 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed: 7 NOV 2018, 3:59PM Steed Bahl File=1112018 Projecls118023-Red Rock Creek Commons\STRUCTURAUCALCS118023 Rock Creek.ec6 SO,-ere co,ydght ENERCALC,INC.1983-2018,Build.10,18.8 25. Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.2 CODE REFERENCES . .............. Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending a o D(1.758))L(2.625) o a a �a xs r b rk 4 .7,4 - .-mo i *11/ s't Fs F �^� sw' �ale- `' -�' '' *' �` r " � �> W21x62 Span=22.670 ft �T AppliedLoads Service loads entered.Load Factors will be applied for calculatior Beam self weight calculated and added to loading Uniform Load: D=1.758, L=2.625 klft, Tributary Width=1.0 ft DESIGN SUMMARY : Design OK Maximum Bending Stress Ratio = 0.795: 1 Maximum Shear Stress Ratio= 0.300 : 1 Section used for this span W21x62 Section used for this span W21x62 Ma:Applied 285.552 k-ft Va:Applied 50.384 k Mn/Omega:Allowable 359.281 k-ft Vn/Omega:Allowable 168.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 11.335ft 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 0.406 in Ratio= 669>=360 Max Upward Transient Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 0.688 in Ratio= 395>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maxi . um Deflecti Maximum ons Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Deb Location in Span +D+L 1 0.6880 11.400 0.0000 0.000 Vertical Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 50.384 50.384 Overall MINimum 12.378 12.378 D Only 20,630 20.630 +D+L 50.384 50.384 +0+0.750L 42.945 42.945 +0,600 12.378 12.378 L Only 29,754 29.754 3.8 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 7 NOV 2018, 4:07PM Steel Beam • File=,P,12018 Projects118023 Red Rock Creek Cor mons\STRUCTURAL\CALC5118023 Rock Creekec6. Software copyright ENERCALC,INC 1983-2018,Build:10,18.8.25.. .! Lic #.KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.3 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(2.085)b L(2.448) b b b b F� rt' .. rwimaskrn , -OiettemOtq W21x55 - Span=19.170 ft Applied Loads, Service loads entered.Load Factors will be applied for calculatior Beam self weight calculated and added to loading Uniform Load: D=2.085, L=2.448 kilt, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.670: 1 Maximum Shear Stress Ratio= 0.282 : 1 Section used for this span W21x55 Section used for this span W21x55 Ma:Applied 210.755 k-ft Va:Applied 43.976 k Mn/Omega:Allowable 314.371 k-ft Vn/Omega:Allowable 156.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 9.585ft 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 0.226 in Ratio= 1,017>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.424 in Ratio= 543>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max."-"Defl Location In Span Load Combination Max."+"Defl Location in Span 40+L 1 0.4236 9.640 0.0000 0.000 Vertical.Reactions Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 43.976 43.976 Overall MINImum 12.307 12.307 D Only 20.512 20.512 +D+L 43.976 43.976 40+0,750L 38.110 38.110 +0.600 12,307 12.307 L Only 23.464 23.464 3.9 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 7 NOV 2018, 4:42PM File=P;12018 Projects118023-Red Rock Creek Commons\STRUCTURALICALCS118023 Rock Creek.ec6 Steel Seam Software co.yrightENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#.KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.4 CODE REFERENCES. Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E;Modulus: 29,000.0 ksi Bending Axis; Major Axis Bending D(0.459)L(1.125) v b D(1.299a L(1.9) ' b O `S W21x55 k - - Span=19.0 ft • Applied Loads F Service loads entered.Load Factors will be applied for calculatior Beam self weight calculated and added to loading Uniform Load: D=1.299, L=1.90 k/ft, Tributary Width=1.0 ft Uniform Load: D=0.4590, L=1.125 k/ft, Tributary Width=1.0 ft,(1st FLR Wall/Fir load) DESIGN SUMMARY ; Design OK Maximum Bending Stress Ratio = 0.694: 1 Maximum Shear Stress Ratio= 0.295 : 1 Section used for this span W21x55 Section used for this span W21 x55 Ma:Applied 218.315 k-ft Va:Applied 45.961 k Mn/Omega:Allowable 314.371 k-ft Vn/Omega:Allowable 156.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 9.500ft 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 0.270 in Ratio= 845>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.431 in Ratio= 529>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall'Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deft Location In Span +D+L 1 0.4311 9,554 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 45,961 45.961 Overall MINimum 10.334 10,334 D Only 17.224 17.224 +D+L 45.961 45,961 +0+0.750L 38.777 38.777 +0,600 10.334 10.334 L Only 28,738 28.738 3.10 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 7 NOV 201 8, 4:53PM Steel Beam File=P:12018 Projects118Q23 Red Rock Creek Commons1STRUCTURALtCALCS118023 Rock Creek.ec6, Software cd.yright ENERCALC,INC.1983-2018,Build:10.18.8 25 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1,5 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.334)O L(2.735) O O O b '.;a_+4-^�. d141 W21x55 I Span=12.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculatior Beam self weight calculated and added to loading Uniform Load: D=1.334, L=2.735 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.246: 1 Maximum Shear Stress Ratio= 0.162 : 1 Section used for this span W21x55 Section used for this span W21x55 Ma:Applied 77.357 k-ft Va:Applied 25.260 k Mn!Omega:Allowable 314.371 k-ft Vn/Omega:Allowable 156.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 6.125ft 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 0.042 in Ratio= 3,491>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.063 in Ratio a 2315>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max."`Deo Location In Span Load Combination Max."+"Deb Location in Span +D+L 1 0.0635 6.160 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 25.260 25.260 Overall MINImum 5,105 5.105 D Only 8.508 8.508 +D+t 25,260 25.260 +D+0.750L 21.072 21.072 +0.60D 5.105 5.105 L Only 16,752 16.752 3.11 i Title Block Line 1 Project Title: You can change this area Engineer: using the'Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 JAN 2019, 4:35PM Wood Beam File=P12018Projects118023-Red Rock Creek Commons1STRUCTURALICALCS118023Rock Creek.ec6 Software copyright ENERCALC,INC.1983-2018,SolId;10.18.12,13 i Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.6 CODE REFERENCES; 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650,0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 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(1.132L(1.16) 0 0 0 0 5.5x18 IA4 Span=14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=1.132, L=1,160, Tributary Width=1.0 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.961: 1 Maximum Shear Stress Ratio = 0.730 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 2,290.08 psi fv:Actual = 193,43 psi FB:Allowable = 2,383.11 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.000ft Location of maximum on span = 12.518ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection0.210 in Ratio= 801>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.418 in Ratio= 401>=180 Max Upward Total Deflection 0.000 In Ratio= 0<180 • 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 C r C m C t 0 L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.532 0.404 0.90 0,993 1.00 1,00 1,00 1.00 1.00 28.26 1,141.80 2144.80 6.37 96,44 238.50 +D+L 0.993 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0,961 0.730 1.00 0.993 1.00 1.00 1.00 1.00 1.00 56.68 2,290.08 2383.11 12.77 193.43 265.00 + +0.750L 0.993 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=14.0 ft 1 0.672 0,511 1.25 0.993 1.00 1.00 1.00 1.00 1.00 49.57 2,003.01 2978.89 11.17 169.18 331.25 +0.600 0.993 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=14.0 ft 1 0.180 0,136 1.60 0.993 1.00 1.00 1.00 1,00 1.00 16.96 685.08 3812.98 3.82 57.86 424.00 3.12 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 JAN 2019, 4:35PM UVOO A in File=P:12018 Protects118023-Red Rock Creek Commons\STRUCTURAL\CALCS118023 Rock Creek,ec6 Software copyright ENERCALC,INC.1983-2018 Bulld:10.18.12.13 Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.6 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max,"+"Defl Location In Span +D+t. 1 0.4180 7.051 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.194 16.194 Overall MINimum 8.120 8.120 D Only 8.074 8.074 +D+L 16.194 16.194 +D+0,750L 14.164 14.164 +0.60D 4.844 4.844 L Only 8.120 8.120 3.13 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block"selection. Printed: 9 JAN 2019, 4:51PM Title Block Line 6 Wood Beam File=P:12018 Projects\18023-Red Rock Creek Commons 1STRUCTURAL\CALCS118023 Rock Creek,ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13: Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.7 CODE REFERENCES 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx I,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.28)L(0.8)S(0.2) D(0.28)LT.8)S(0.2) 0 0 0 8 8 0 0 5.5x12 5.5x12 Span= 10.0 ft Span=4.50 ft II ., '1 Applied Loads i 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=0.280, L=0.80, S=0.20, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0,280, L=0.80, S=0.20, Tributary Width=1.0ft DESIGN SUMMARY 1 Desi•n OK Maximum Bending Stress Ratio = 0.420 1 Maximum Shear Stress Ratio = 0.475 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,007.26 psi fv:Actual = 125.91 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.000ft Location of maximum on span = 9,050 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio= 1798>=480 Max Upward Transient Deflection -0.004 in Ratio= 30400>=480 Max Downward Total Deflection 0.091 in Ratio= 1315>=360 Max Upward Total Deflection -0.005 in Ratio= 22224>=360 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 0 m C t C L M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.125 0.142 0.90 1.000 1.00 1.00 1,00 1.00 1.00 2.98 270.89 2160.00 1.49 33,86 238.50 Length=4.50 ft 2 0.125 0.142 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2,98 270.89 2160.00 1.04 33,86 238.50 +D+L 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=10.0 ft 1 0.420 0.475 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11,08 1,007,26 2400.00 5.54 125.91 265.00 Length=4,50 ft 2 0.420 0.475 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.08 1,007.26 2400.00 3.85 125,91 265.00 +D+S 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 3.14 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 9 JAN 2019, 4:51 PM File='P 12018 Projects118023-Red Rock Creek Commons\STRUCTURALlCALCS118023 Rock Creekec6 Wood Beard: Software copyright ENERCALC,INC.1983-2018,au ldi10.18.12.13'; #:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.7 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 Length=10.0 ft 1 0.165 0.187 1.15 1.000 1.00 1.00 1,00 1.00 1.00 5.00 454.98 2760.00 2.50 56.88 304.75 Length=4,50 ft 2 0.165 0.187 1,15 1.000 1.00 1.00 1.00 1.00 1.00 5.00 454.98 2760.00 1.74 56.88 304.75 +D+0,750L 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=10.0 ft 1 0.274 0.311 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.05 823.17 3000,00 4.53 102.90 331.25 Length=4.50 ft 2 0.274 0,311 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9,05 823.17 3000.00 3.15 102.90 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.348 0.394 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.57 961.23 2760.00 5.29 120,16 304.75 Length=4.50 ft 2 0.348 0.394 1.15 1.000 1,00 1.00 1,00 1.00 1.00 10,57 961.23 2760.00 3.68 120.16 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=10.0 ft 1 0.042 0.048 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1,79 162.54 3840.00 0.89 20.32 424,00 Length=4.50 ft 2 0.042 0.048 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1.79 162.54 3840.00 0.62 20.32 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location In Span +D+L 1 0.0913 4.469 0.0000 0.000 +D+L 2 0,0205 4.500 +D+L -0.0049 0.980 Vertical.Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXImum 4.364 11.504 Overall MINimum 0.798 2.103 D Only 1.174 3.094 +D+L 4.364 11.504 +0+5 1.971 5.196 +0+0.750L 3.566 9.401 +D+0,750L+0.750S 4.164 10.978 +0.60D 0,704 1.856 L Only 3.190 8.410 S Only 0.798 2,103 3.15 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 NOV 2018, 9:51AM Steel Beam =P;12018 Prolecls\18023-Red Rock Creek Commons\STRUCTURAL\CALCSl18023 Rock Creek.ec6 Software co.yright ENERCALC,INC.1983-2018,13ulld 10,18.8,25.4 Lie.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.8 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(2.4521 L(2.08) b O b d Yyzr W21x44 Span=19.170 ft Applied Loads Service loads entered.Load Factors will be applied for calculatior Beam self weight calculated and added to loading Uniform Load: D=2.452, L=2,080 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.883: 1 Maximum Shear Stress Ratio= 0.303 : 1 Section used for this span W21x44 Section used for this span W21x44 Ma:Applied 210.204 k-ft Va:Applied 43.861 k Mn/Omega:Allowable 238.024 k-ft Vn/Omega:Allowable 144.90 k Load Combination +D+L Load Combination +D+L Location of maximum on span 9.585ft 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 0.260 in Ratio= 885>=480 Max Upward Transient Deflection 0.000 In Ratio= 0 <480 Max Downward Total Deflection 0.571 in Ratio= 403>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Dell Location In Span +D+L 1 0.5714 9.640 0.0000 0.000 Vertical:Reactions .. Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXlmum 43.861 43.861 Overall MINimum 14.354 14.354 D Only 23.924 23.924 +D+L 43.861 43.861 +1J+0.750L 38.877 38.877 +0.600 14.354 14.354 L Only 19.937 19.937 3.16 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 9 JAN 2019, 9:55AM Wood Beam i File=Pt12018Projects118023-Red Rock Creek Cormons1STRUCTURALICALCS1t8023Rock Creek.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: 1.9 CODE REFERENCES 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+ 850 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1300 ksi Fc-Pill 1300 psi Eminbend-xx 470 ksi Wood Species : Hem-Fir Fc-Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.1) 8 d D(0.047)L(0.067)S(0.0333) b b D(0.047)L(0.1133)S(0.0333) i 1 2x12 2x12 Span=8.0 ft Span=4.0 ft Applied,Loads; . Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0470, L=0.0670, S=0.03330, Tributary Width=1,0 ft Load for Span Number 2 Uniform Load: D=0.0470, L=0.1330, S=0.03330, Tributary Width=1,0 ft Point Load: D=0,10k@4.Oft DESIGN SUMMARY Desi•n;OK Maximum Bending Stress Ratio = 0.821: 1 Maximum Shear Stress Ratio = 0.388 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 697.84 psi fv:Actual = 58.23 psi FB:Allowable = 850.00 psi Fv:Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.000ft Location of maximum on span = 8.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio= 1302>=480 Max Upward Transient Deflection -0,009 in Ratio= 10914>=480 Max Downward Total Deflection 0.133 in Ratio= 722>=240 Max Upward Total Deflection -0.016 in Ratio= 6096>=240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v Cd CFN 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=8.0 ft 1 0.385 0.161 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.78 294.31 765.00 0.24 21.77 135.00 Length=4.0 ft 2 0.385 0.161 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.78 294.31 765.00 0.24 21.77 135.00 +D-FL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.821 0.388 1,00 1,000 1.00 1,00 1,00 1.00 1.00 1.84 697.84 850.00 0.66 58.23 150.00 Length=4.0 ft 2 0.821 0,388 1,00 1.000 1.00 1.00 1.00 1,00 1.00 1.84 697.84 850.00 0.66 58.23 150.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 3.17 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 9 JAN 2019, 9:55AM - Beam File=P:12018 Projects\18023-Red Rock Creek Commons\STRUCTURALICALCS\18023 Rock Creek.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 Lic.#:KW-06002562 Licensee: r ' "" ' • I I I Description: 1.9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEA/ CI Cr Cm C t CL M fb F'b V fv F'v Length=8.0 ft 1 0.404 0.196 1,15 1.000 1.00 1.00 1.00 1,00 1,00 1.04 395.34 977.50 0.38 33.75 172.50 Length=4.0 ft 2 0.404 0.196 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.04 395.34 977.50 0.35 33.75 172.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=8.0 ft 1 0.562 0.262 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1,57 596.95 1062.50 0.55 49.12 187.50 Length=4.0 ft 2 0.562 0.262 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.57 596.95 1062.50 0.55 49.12 187.50 +D+0.750L+0,750S 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.688 0.324 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1,77 672.73 977.50 0.63 55.96 172.50 Length=4.0 ft 2 0,688 0.324 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.77 672.73 977,50 0.63 55.96 172.50 40.60D 1.000 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.130 0,054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.47 176.58 1360.00 0.15 13.06 240.00 Length=4.0 ft 2 0.130 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.47 176.58 1360.00 0.15 13.06 240.00 Overall Maximum.Deflections 3 Load Combination Span Max,"-°Deft Location in Span Load Combination Max."+Dell Location in Span S Only 1 0.0055 3.084 +D+L -0.0157 5.989 +D+L 2 0.1327 4.000 0.0000 5,989 Vertical,Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.267 1.506 Overall MINimum 0.100 0.300 D Only 0.091 0.573 +D+L 0.226 1.506 +D+S 0.191 0.873 +D+0.750L 0.192 1.273 +D+0,750L+0.750S 0.267 1.498 +0.60D 0.055 0.344 L Only 0.135 0.933 S Only 0.100 0.300 3.18 ii 0 0 I I 1 11 0 ___ i_.______„2--7 . 0_1i .{ 1-1 'I ..... \ ;...0 I I I • i i M illitik7rtkil _ -_ter � j_ -.- A ..,- F. „ „,„, ,,,,,,.„ L., = ,,,,..) ,71,..., ,, . crj .....hr, _ al 0.}0• - - vivet cc iiimilla itiosso' mama 0 di 4 II t! SI. , mi. a IIIIIIIIIIIII rfillIIMIL .--,, ' 0 Alkilli.40iLeili _ il III.= ,. /. 51_,--W _re__ I IM IIMI.I1111117_1-111 1 111 ri 011111hill i% pgIII_II ® 1� -O 0 __,_'' Ire! III 0 7 r.'°!PP-- -1 ..i., I1111/2111111111 I,1 11i 1 „I ialirizglim-- _,......1.,r--- II _: VIIl _1 . 1 0 - E ii---— .ilitgigm ltdl I II 0 I 0' m---ii fb 1 0 0 Oil 1 III 7 .. 11 ' IIiIi- i_ E - --- mJL1© ng II IIS I �"I 1z,�0 FL.;z- 91-3: s-1..-.v-- I 1 " iii I II lllIIll i , 0 - - ---- -- ► I I I I I I r O 1- 0 2- 3- 5- CL 10 11 3.19 • . i I I : 4 12. lbs v yL i . "ILA l i I 2 3 ti, Qs:l 1 )? vl� WI, x s 1 :IS,-CA-- ` C 470givl ,; I ,Z . Sieg yt-ca < < • Wks 't .1. lov F'1r (z • i • V ..- � (� • TRw1e) • �� 3t0 ?LT— z M- ). -I — Vii— lug x1/.. — 14\ c-,s\ L. , `I I gexa,c) n 161 \t&Lk • \amu�to� s )/2- 1 �;� �,� D \ / 1\ TM RIPPEY BY \rZ-s\DATE \XCONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 • JOB NO Tigard,Oregon 97223 sHEET3'20 OF Phone(503) 443-3900 –� . k • i j1 i M 1c:) n :1 _'7-i Tp7 .,\-\,,,,f!).,,,,M1r 1, 1 i U a 1'1'11 �r F ` .3� -1-4:.r: i 1 ! • 1 ; i 1 P 9\a?., 1S f` 2. ,1..i, , `i 1 1 s 1 I j 1 1 I A 1 v„,.5. ° I , � I Ty I 2- x t. 2 k ti' 13D� 1I X \Z/111 - l5e2 I° 1. Ir ` , lAiwyy. L'IpF-P.2,s1 iia Pl.F- • ►\A �vs `" i 1 T I RIPPEY BY Yale DATE ��� CONSULTING ENGINEERS f\ CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO \gO2." Tigard,Oregon 97223 3.21 Phone(503) 443-3900 SHEET OF Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:31 DEC 2018, 3:06PM WOOd Beam File=P:12018 Projects118023-Red Rock Creek Commons\STRUCTURALICALCS118023 Rock Creek.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 Lic.#:KW-06002562 Licensee: M -I•• Y C.N II ` 1 1 -_ Description; F7 CODE REFERENCES 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 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-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing ; Beam is Fully Braced against lateral-torsional buckling b b D(0.89)L(0.87)S(0.356) b 6.75x15 1411 Span=13.330 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.890, L=0.870, S=0.3560, Tributary Width=1,0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.785 1 Maximum Shear Stress Ratio = 0.543 : 1 Section used for this span 6.75x15 Section used for this span 6.75x15 fb:Actual = 1•,876.34psi fv:Actual = 143.84 psi FB:Allowable = 2,389.45 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +Dd. Location of maximum on span = 6.665ft 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 0.182 in Ratio= 879>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.383 In Ratio= 417>=360 Max Upward Total Deflection 0.000 in Ratio= 0<350 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 D Only 0.00 0.00 0,00 0.00 Length=13.330 ft 1 0.447 0.309 0.90 0.996 1.00 1.00 1.00 1.00 1.00 20.26 960.25 2150.51 4.97 73.61 238.50 +D+L 0.996 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Length=13.330 ft 1 0.785 0,543 1.00 0.996 1.00 1.00 1.00 1.00 1.00 39,58 1,876.34 2389.45 9.71 143.84 265.00 +D+S 0.996 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=13.330 ft 1 0.486 0.336 1.15 0.996 1.00 1,00 1.00 1.00 1.00 28.16 1,335.11 2747.87 6.91 102.35 304.75 +0+0.750L 0,996 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.330 ft 1 0.552 0.381 1.25 0.996 1.00 1.00 1,00 1.00 1.00 34.75 1,647.32 2986.81 8.52 126.29 331.25 +D+0.750L+0.750S 0.996 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.330 ft 1 0.702 0.485 1.15 0.996 1.00 1.00 1.00 1.00 1.00 40.68 1,928.46 2747.87 9.98 147.84 304.75 +0.60D 0.996 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 3.22 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:31 DEC 2018, 3:06PM File=P:12018 Projects\18023-Red Rock Creek Commons\STRUCTURALICALCS\18023 Rock Creek•ec6• VV00 Bealtl ` Software copyright ENERCALC,INC.1988-2018,BUIId:10.18,12.13 Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN CI Cr C m C t CL M fb Pb V fv F'v Length=13.330 ft 1 0.151 0.104 1.60 0.996 1.00 1.00 1.00 1.00 1.00 12.15 576.15 3823.12 2.98 44.17 424.00 Overall Maximum Deflections Load Combination Span Max.""Den Location in Span Load Combination Max."+"Dell Location In Span +0+0,750L+0,750S 1 0.3830 6.714 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.207 12.207 Overall MINimum 2.373 2.373 D Only 6.078 6.078 +D+L 11.877 11.877 +0+5 8.451 8.451 +D+0.750L 10.427 10.427 +D+0.750L+0,750S 12.207 12.207 +0.600 3.647 3.647 L Only 5.799 5,799 S Only 2.373 2.373 3.23 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed:31 DEC 2018, 3:09PM Wood B@a Cil File=P:12018 Projects118023-Red Rock Creek Commons\STRUCTURALICALCS118023 Rock Creek.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13 Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F8 CODE REFERENCES 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 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 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(6.1)L(5 8)S(3.73) D(0.047)L(0.167) 8 8 b b 6.75x13.5 Span=9.833 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=6.10, L=5.80, S=3.730k@4.50ft Uniform Load: D=0.0470, L=0.1670, Tributary Width=1,0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.774 1 Maximum Shear Stress Ratio = 0.456 : 1 Section used for this span 6.75x13.5 Section used for this span 6.75x13.5 fb:Actual = 1,858.57psi fv:Actual = 120.88 psi FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4,486ft 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 0,094 in Ratio= 1261>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.198 in Ratio= 597>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 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 C r C m C t C L M ib F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=9,833 ft 1 0.424 0.246 0.90 1.000 1.00 1.00 1.00 1.00 1.00 15.64 915.46 2160.00 3.56 58.64 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.833 ft 1 0.774 0.456 1.00 1.000 1.00 1.00 1.00 1.00 1.00 31.76 1,858.57 2400.00 7.34 120.88 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=9.833 ft 1 0.524 0.302 1.15 1.000 1.00 1.00 1.00 1.00 1.00 24.72 1,446.59 2760.00 5.59 91.94 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9,833 ft 1 0.541 0,318 1.25 1.000 1.00 1.00 1.00 1.00 1.00 27,73 1,622.79 3000.00 6.40 105.32 331.25 +D+0,750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 3.24 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:31 DEC 2018, 3:09PM WOOCI B@alT] File=P\2018Projects118023-Red Rock Creek Commons\STRUCTURALICALCS118023Rock Creek.ec6 Software,copyright ENERCALC,INC.1983-2018,Build:10.18.12,13 Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F8 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 F'b V fv F'v Length=9.833 ft 1 0.732 0.428 1.15 1.000 1.00 1.00 1.00 1.00 1.00 34.53 2,021.14 2760.00 7.92 130.29 304.75 -r0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.833 ft 1 0.143 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9,38 549.28 3840.00 2.14 35.18 424,00 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0,750S 1 0.1976 4.809 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 8,129 7.007 Overall MINimum 2.023 1.707 D Only 3.637 3.120 +D+L 7.603 6.595 +O+S 5.660 4.827 +D+0.750L 6.612 5.726 +D+0.750L+0.750S 8.129 7,007 +0.60D 2.182 1.872 L Only 3.967 3.475 S Only 2.023 1.707 3.25 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018,11:57AM Wood Beam ,! File=P:12018 Projects118023-Red Rock Creek Commons\STRUCTURALICALCS118023 Rock Creeek.ec6 Software copyrightENERCALC,INC,1983-2018,Bulld:10.18.10.31 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F9 CODE REFERENCES 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species ; DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.168)L(0.6) + t 6 a a 5.5x9.5 '�Ry Span=5.0 ft 1 F 'I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.1680, L=0.60, Tributary Width=1.0 ft DESIGN SUMMARY i Desi"n OK Maximum Bending Stress Ratio = 0.147. 1 Maximum Shear Stress Ratio = 0.145 : 1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb:Actual = 353.26 psi fv:Actual = 38.38 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft 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 0.012 in Ratio= 5000>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.016 In Ratio= 3850>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall Maximum Deflections Load Combination Span Max."-"Def Location In Span Load Combination Max."+"Def Location in Span +D+L 1 0.0156 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.948 1.948 Overall MINimum 1.500 1.500 D Only 0.448 0.448 +D+L 1.948 1.948 +D+0.750L 1.573 1.573 +0.600 0.269 0.269 L Only 1.500 1,500 3.26 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block'selection, Title Block Line 6 Printed:31 DEC 2018, 2:27PM Wood Be. am i File=P 12018 Projects118023-Red Rock Creek CommonstSTRUCTURALICALCS118023 Rock Creek.ec6 Software copyright ENERCALC,INC.1983--2018,BulId;10,18.12.13._, Lic.# KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F10 CODE REFERENCES 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination'ASCE 7-10 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 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.5)L(1.5) 0(0.89)L(0.87)S(0.365) b 0 $ 0 0 6.75x13.5 Span=12.250 ft Applied,Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.890, L=0.870, S=0.3650, Tributary Width=1.0 ft Point Load: D=0.50, L=1.50k@2.50 ft DESIGN SUMMARY " Desi•n OK Maximum Bending Stress Ratio = 0.87€ 1 Maximum Shear Stress Ratio = 0.652 : 1 Section used for this span 6.75x13.5 Section used for this span 6.75x13.5 fb:Actual = 2,102.96 psi fv:Actual = 172.90 psi FB:Allowable _ 2,400.00psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.901 ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.201 in Ratio= 730>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.401 in Ratio= 366>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN Ci Cr Cm C t CL M Ib F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.479 0.342 0.90 1.000 1.00 1.00 1.00 1.00 1.00 17.70 1,035.67 2160.00 4.95 81.54 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.876 0.652 1.00 1.000 1.00 1.00 1.00 1,00 1.00 35.93 2,102.96 2400.00 10.50 172.90 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.520 0.366 1.15 1.000 1.00 1.00 1.00 1.00 1.00 24.54 1,436.30 2760.00 6.78 111.62 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.612 0.453 1.25 1.000 1.00 1.00 1.00 1.00 1.00 31.37 1,836.06 3000.00 9,12 150.06 331.25 +D+0,750L+0.750S 1,000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 3.27 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:31 DEC 2018, 2:27PM Wood Beans File=812018 Projects118023-Red Rock Creek CommonssSTRUCT11RAL\CALCS118023 Rock Creek.ec6: Softwarecopyright ENERCALC,INC.1983-2018,Build:10,18.12.13: Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb Pb V Iv F'v Length=12.250 ft 1 0.774 0.566 1.15 1.000 1.00 1.00 1,00 1.00 1.00 36.50 2,136.29 2760.00 10.49 172.62 304.75 +0.60D 1.000 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length=12.250 ft 1 0.162 0.115 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10,62 621,40 3840.00 2.97 48.92 424.00 Overall;Maximum Deflections Load Combination Span Max,"-"Defl Location in Span Load Combination Max."+Def Location in Span +0+0.750L40,750S 1 0.4008 6.080 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.539 11.577 Overall MINimum 2.236 2.236 D Only 5.970 5.674 +D+L 12.493 11.309 40+8 8.206 7.910 +0+0.750L 10.862 9.900 +D+0.750L+0.750S 12.539 11.577 +0.60D 3.582 3,405 L Only 6.523 5,635 S Only 2.236 2,236 3.28 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018, 1:11PM WOOd Beaim' FIIe=P:12018Projects118023-RedRockCreek Commons1STRUCTURALICALCS118023Rock Creek.ec6 t Software copyrightENERCALC,INC.1983=2018,Buildi10.18.10.31 Lic.#:KW-06002562 icensee: r - •` 6 L ` ` ` ` Description: F11 CODE REFERENCES 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+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 950ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.278)L(1.32) 0 a a 0 5.5x11.875 Span=7.750 ft Applied Loads; Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=1.278, L=1.320, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.75R 1 Maximum Shear Stress Ratio = 0.660 : 1 Section used for this span 5.5x11.875 , Section used for this span 5.5x11.875 fb:Actual = 1,820.60psi fv:Actual = 174.78 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3 875ft Location of maximum on span = 6.788ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.078 in Ratio= 1192>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.154 in Ratio= 602>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1544 3,903 0.0000 0.000 Vertical;Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 10,122 10.122 Overall MINimum 5.115 5.115 D Only 5.007 5.007 +D+L 10.122 10.122 +D+0.750L 8.843 8,843 +0.60D 3,004 3.004 L Only 5,115 5.115 3.29 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018, 2:09PM Wood Beath File=P.12018 Projects\18023-RedRock'Creek Commo[Is1STRUCTURALICALCS118023RockCreek.ec6;. ...: Softwarecopynght ENERCALC,INC 1983-2018 Build:1018.10.31 ... Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F12 CODE REFERENCES 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+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.698)L(0.12)S(0.294) v s s s s 5.5x13.5 Span=13.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.6980, L=0.120, S=0.2940, Tributary Width=1.0 ft DESIGN SUMMARY i Desi"n OK Maximum Bending Stress Ratio = 0.607 1 Maximum Shear Stress Ratio = 0.385 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 1,676.61 psi fv:Actual = 117.28 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.7505 Load Combination +D+0.750L+0,750S Location of maximum on span = 6,750ft 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 0.109 in Ratio= 1487>=480 • Max Upward Transient Deflection 0.000 In Ratio= 0<480 Max Downward Total Deflection 0.379 in Ratio= 426>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+Dell Location in Span +D+0.750L+0,750S 1 0.3794 6,799 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.916 6.916 Overall MINimum 1.985 1.985 D Only 4.820 4.820 +D-FL 5,630 5.630 +D+S 6.805 6.805 +D+0.750L 5.428 5.428 +D+0.750L+0.750S 6.916 6.916 +0.60D 2,892 2.892 3.30 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu Item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018, 2:09PM File=R12018 Pro]ects\18023 Red Rook Creek Commons\STRUCTURAL\CALC5118023 Rock Creek ec8 Wood B@1111, • SoftwarecopyrightENERCALC,INC,1983-2018,Sulid:1018.10,31..' Lic.#:KW-06002562 icensee: r -I•• ' • 1 ` Description: F12 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 L Only 0.810 0.810 S Only 1.985 1.985 3.31 Title Block Line 1 Project Title: You can change this area Engineer: using the'Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018, 1:55PM File=P;12018 Projects\18023-Red Rock ck Creek Commons\STRUCTURALICALCS\18023 Rock Creek.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.31 Lic #:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F13 CODE REFERENCES 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+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-Pill 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.698)L(0.12)S(0.294) 9 b 9 b 9 i 5.5x9.5 etai span=8.50 ft li Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0,6980, L=0.120, S=0.2940, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.479: 1 Maximum Shear Stress Ratio = 0.330 : 1 Section used for this span 5.5x9.5 Section used for this span 5.5x9.5 fb:Actual = 1,321.13 psi N:Actual 100.59 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0,750L+0.750S 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 0.049 in Ratio= 2077>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.168 in Ratio= 605>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall Maximum Deflection.s Load Combination Span Max. "Defl Location In Span Load Combination Max."+"Deft Location In Span +D+0.750L+0,750S 1 0,1684 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 4.286 4,286 Overall MINimum 1.250 1.250 D Only 2.967 2.967 +D+l. 3.477 3.477 +D+S 4.216 4.216 +D+0.750L 3.349 3,349 40+0.750L+0.7505 4,286 4.286 +0.60D 1.780 1.780 L Only 0.510 0.510 3.32 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018, 1:55PM File=P 12018 Projects118023-Red Rock creek Commons\STRUCTURAL\CALCS118023 Rock Creek.ec8. Wood Beam software copyright ENERCALC,INC,1983-2018,Bulld:10.18.10.31 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F13 Vertical:Reactions Support notation:Far left Is#1 Values In KIPS Load Combination Support 1 Support 2 S Only 1.250 1.250 3.33 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018, 2:08PM 1 Wood Beam Filo=P12018Protects 18023-Rod Reek Creek CommonslSTRUCTURALICALCS118023Rock Creek ec6 . Software copyright ENERCALC,iNC.1983-2018,Build:10.18.10,31 Lic.#:KW 06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F14 CODE REFERENCES, 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+ 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-Prli 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 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(7.8)L(1.32)S(3.23) 5.5x13.5. h span=3250ff ,I Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=7.80, L=1.320, S=3.230 k @ 3.250 ft DESIGN SUMMARY . Desi•n OK Maximum Bending Stress Ratio = 0.94a 1 Maximum Shear Stress Ratio = 0.743 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 2,617.51 psi fv:Actual = 226.52 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+0,750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 0.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.031 in Ratio= 2484>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.109 in Ratio= 716>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall Maximum Deflections Load Combination Span Max."'Def Location in Span Load Combination Max."+"Defl Location In Span +D+0.750L+0,750S 1 0.1089 3.250 0.0000 0.000 Vertical,Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.213 Overall MINImum 3.230 D Only 7.800 +D+L 9.120 +D+S 11.030 +D+0.750L 8.790 +D+0.750L+0.750S 11.213 +0.60D 4.680 L Only 1.320 3.34 Title Block Line I Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title BlockLine 6 Printed: 3 DEC 2018, 2:08PM wood Beam I hie=P.\2018Projects118023-Red Rock Creek Commons\STRUCTURALICALCS118023RockCteek.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.31 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F14 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 S Only 3.230 3.35 i 1 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018, 2:50PM UVOOCI BeamFile=P12018Projects118023-RedRookCreekcommonsISTRUCTURALICALCS118023RookCreek.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18,10.31 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F15 CODE REFERENCES';: 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+ 2400 psi E:Modulus of Elasticity Load Combination'ASCE 7-10 Fb- 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4. Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.698)L(0.12)S(0.294) 0 s b s 8 5.5x11.875 rilT Span=12.083 ft 11 11 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.6980, L=0.120, S=0.2940, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.62a 1 Maximum Shear Stress Ratio = 0.391 : 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 fb:Actual = 1,732.57 psi fv:Actual = 119.11 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L-r0,750S Load Combination +D+0.750L+0,7505 Location of maximum on span = 6.042ft Location of maximum on span = 11.113ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.103 in Ratio= 1412>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.357 in Ratio= 406>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Overall'Maximum Deflections Load Combination Span Max.""Defl Location In Span Load Combination Max."+"Dail Location In Span +D+0.750L+0.750S 1 0.3571 6.086 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6,178 6.178 Overall MINimum 1.776 1.776 D Only 4,302 4.302 +D+L 5,027 5.027 +D+S 6.079 6.079 +D+0.750L 4.846 4.846 +0+0.750L+0.750S 6.178 6.178 +0.600 2,581 2.581 3.36 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 DEC 2018, 2:50PM File=P 12018 ProJects118023-Red Rock Creek Commons\STRUCTURALICALCS118023 Rock Creek.ec6 Wood Beam Software copyd ht ENERCALC,INC.1983-2018 Bu1Id 10.18.10.31. Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F15 Vertical:Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 L Only 0.725 0.725 S Only 1.776 1.776 • 3.37 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:31 DEC 2018,11:38AM Steelbeam File=P:12018 Projects\18023=Red Rock Creek Commons\STRUCTURAL\CALCS118023 Rock creek,ec6 Io...,, Software copyright ENERCALC,INC,1983-2018,Build:10.18.12.13 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F17 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.279 L(1.32) a 7 6 b kifi ': t u l r W14x26 ]C Span= 14.330 ft Applied:'Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=1.278, L=1.320 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.672: 1 Maximum Shear Stress Ratio= 0.265 : 1 Section used for this span W14x26 Section used for this span W14x26 Ma:Applied 67.354 k-ft Va:Applied 18.801 k Mn/Omega:Allowable 100.299 k-ft Vn/Omega:Allowable 70.890 k Load Combination +D+L Load Combination +D+L Location of maximum on span 7.165ft 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 0.177 in Ratio= 971>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.352 in Ratio= 489>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 14.33 ft 1 0.334 0.132 33,47 33.47 167.50 100.30 1.00 1.00 9.34 106.34 70.89 +D+L Dsgn.L= 14.33 ft 1 0.672 0.265 67,35 67.35 167.50 100.30 1,00 1.00 18.80 106.34 70.89 +D+0.750L Dsgn,L= 14.33 ft 1 0.587 0.232 58.88 58.88 167.50 100.30 1.00 1.00 16.44 106.34 70.89 +0.60D Dsgn,L= 14.33 ft 1 0.200 0.079 20.08 20.08 167.50 100.30 1.00 1,00 5.61 106.34 70.89 Overail:Maximum Deflections Load Combination Span Max."-"Defl Location In Span Load Combination Max."+"Defl Location in Span +D+L 1 0.3520 7.206 0.0000 0.000 Vertical Reactions. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.801 18.801 Overall MINimum 5.606 5.606 D Only 9.343 9.343 +D+L 18.801 18.801 +D+0.750L 16.437 16.437 +0.60D 5.606 5.606 3.38 L Only 9.458 9,458 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed:31 DEC 2018, 3:19PM Wood Beam .' File=P:\2018 Projects\18023-Red Rock Creek Common s\STRUCTURAL\CALCS\18023 Rock Creek.ee8• Software copyright ENERCALC,INC.1983-2018,Build 10.18.12.13 i Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F20 CODE REFERENCES 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+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi 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-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.304)L(0.45) o 8 8 o 5.5)(11.875 X Span=10.170 ft Applied;Loads'. Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.3040, L=0.450, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.384 1 Maximum Shear Stress Ratio = 0.274 : 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 fb:Actual = 921.94 psi fv:Actual = 72.68 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.085ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.079 in Ratio= 1547>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.135 in Ratio= 906>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 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 N F'v D Only 0.00 0.00 0.00 0.00 Length=10.170 ft 1 0.177 0.126 0.90 1.000 1,00 1.00 1.00 1.00 1.00 4,11 381.85 2160.00 1.31 30.10 238.50 +D+L 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.170 ft 1 0.384 0.274 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9,93 921.94 2400.00 3.16 72.68 265.00 +0+0.750L 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=10.170 ft 1 0.262 0.187 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8,48 786.92 3000.00 2.70 62.04 331.25 -10.60D 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=10.170 ft 1 0.060 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.47 229.11 3840.00 0.79 18.06 424.00 3.39 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: and then using the"Printing& Title Block"selection, Wood Block Line 6 Printed:31 DEC 2018, 3:18PM YM:00d@alll File=P:12018 Projects\18023-Red Rock SoRCreekreCocopymrimoghtns\STRUCTUENERCALGRALICALCS\18023 , ock Greek ec6 WaINC.INC.19832018,BuiId.10.1812,13,. Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F20 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max,"+"Defl Location in Span +D+L 1 0,1346 5.122 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.906 3.906 Overall MINimum 2.288 2,288 D Only 1.618 1.618 +D+L 3.906 3.906 +0+0.7501 3.334 3334 +0.60D 0.971 0.971 L Only 2,288 2.288 3.40 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 3 JAN 2019, 5:36PM File=P:\2018 Projects118023-Red Rock Creek Commons\STRUCTURALLCALCS\18023 Rock Creek ec6 i Wood Beam • Software •copyrightENERCALC,INC.1983-2018,Build;10,1812.13 Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F21 CODE REFERENCES 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+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800ksi Fc-Pill 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling a a D(0.492))L(0.527) 4 I3.5x11.875 .. Span=6.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0,4920, L=0.5270, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.313 1 Maximum Shear Stress Ratio - 0.307 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual = 751.12psi fv:Actual = 81.43 psi FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.165ft Location of maximum on span = 5.360 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 3487>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.042 in Ratio= 1787>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 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=6.330 ft 1 0.169 0.166 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.51 366,07 2160.00 1.10 39.68 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6,330 ft 1 0.313 0.307 1.00 1.000 1,00 1.00 1.00 1.00 1.00 5.15 751.12 2400.00 2.26 81.43 265.00 +D+0,750L 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.218 0.214 1.25 1.000 1,00 1.00 1.00 1.00 1.00 4,49 654.86 3000.00 1.97 70.99 331.25 +0.60D 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.330 ft 1 0.057 0.056 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1.51 219.64 3840.00 0.66 23.81 424.00 3.41 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed: 3 JAN 2019, 5:38PM Wood Beam File P:12018 Projecls118023-Red Rock Creek CommonstSTRUCTURALICALCS118023 Rock Creek.ec6 Software copyright ENERCALC,INC.1983-2018,Build;10.18.12,13.::, Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: F21 Overall;Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0425 3.188 0.0000 0,000 Vertical Reactions Support notation;Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.254 3.254 Overall MINimum 1.668 1.668 D Only 1.586 1.586 +D+L 3.254 3,254 +0+0,750L 2.837 2.837 +0.60D 0.951 0.951 L Only 1.668 1.668 3.42 • . . . . • . . ' !••11 .111!•!, !. 11i ! ! ! ! !. illi11..--\,1111 .111. 111. 111. 1111 .11 '111 •'''-'1'c11 1. 1111i1. 1 .111. 11. 1.- I1- 11 ''. 1 -1' 1• I .!I' 1- I- 1 -1 1! ' '1 ..1 1. I 1 1 'i li ! c 1 ! .! i ! , 1 1 ! 1 : I " 1. ! ' 1 1 1, 1 I 1 1 1 1 1 1 I 1 i 1 I ! 1 1 1 ! i •1', 1 •1 I Li. 's 1 i 'H. I, Li I: 1 , .1: 1- s . 's, ! 1 1 ! 1 I 1. ! 's s 1. 1 I.....H 1, : 1 .'s —1 1 I H: ssillii I 1 ! .1 .1-..1 .1 .1 isilii Li :1 1..,.1, HI, 11 ! 1, 1. s ! 's H Is s l .' i ', -1 Il. 11 f.. I !!;. 11- ', •1 s's; I, i• •1 I hli1 ', I- i I, I. 1, 1 , 1 ,11. !., , , . 1 1 •I .!. •!1 1 I.. 1 1 1 ! 1: ! i• 1 -• 1 .1.1 1! 1 ,1 .i. I. !I, ! I, 1 1 -1 I I I 1 .1 LI 1 -1 .1.. I ! I 11. 1. I 1. 1: 1 -.1. .1.- I 1.. 1 I. 1 1. .1! ..1. I .!..:I , .1 . I 1 1 ! -1 1 1 1, 1 1 1 ! 1 •1' ! 1 •!• 11. 111 ! 11111111iI1iill I ! I 1 I: I 1:'i I! 1 1 ! 1 . -I •1 1 I H. 1 _I• 1 I 1- i ! i 1 1 . 1 , I:. 1 1 1 ' - • -, . ,. .• ..; 1 .1 i 1 .1 1 -1 1 -1. 1 .1 1 111! 11 .111 II ),_ 111 ) 11111 ! ! ! ! ! ! ' ' !. Ak_, -! 1 '! ! !! ! ! 1 ! ! •!: ! ! !! 1 •" 1 ! iliii !" 1 ! , d ..! ! I -.! . I. .! -I.-.. .., , „1 , !_.11 -.. ,....! ..!, , - , ! -- ,, , - - . --. -- /---T(. . _. , . ., , ,. 11• , ! , .11 ! 1 .! _! ! ! , -, ! 1111 [ 11 .11 ! : 11111. 1 ( 1 !..1 !! ! i ! .! . 11 .1 ! 111. 11. 111i,.,11.....11H111! !!11''' i. 1 , !..-!, !. 1 ! ! ! ! ! !, i1 • !-! ! ! Iiii 1 ..1 1. : i. ! 1 1 !- ..I 1 I 1 Afo • 1, 1 1•:. 1, '1 ..1, I -1: ! 1..-1. 1!• ?. 1 1 ! 1 1 1 1 -..1. -I I ,, 1 .1- 1 1 1 i 1. icH 1,: i /,'.i/-1-1, 1 -",, 1 i, ; 'f '1.1' 1171"-! Iliil' ir 1 I 1- 1.. i 1 1 1 1,• .1. .1. I.. 1. 1 :- ' , ! 1 1-. 1 1 i I i 1 ! '. I, 1- 1 !- ! !-1 .1 1 :i .!/2,e4-: 1.4, 1,-.!.. .1 , 1--1../i n!,,,,!. /,-',-,,,,)1 .1. , !..I• , 4-0, -, 1 I ' I-•I 1- ! H, ! .! c I I- , 1 1 ! ! ! .! 1 ! 1 1 1 ! I ! ! i 1 1 ! 1.! 1. 1 I .,1 .! ft.J14,10i4)!..T-0, i! v, (11 I Lit:., !.. 7.- 1 ! ! ti-c-t;! 1 I 1 ' 1 , 1, !, . , 1, 1 . i . , .I , ! ! ! ,. ., , , ., , , , , :- , ! ! ! • I• ii -!! ! , 11/ !! ! ! ! ! •1111 .! ! , 1• !, 111,,,_ 1 ; 1 ! ,.. .! : ., 1 1._, .1 .1. •1. 1 . ! 1 1. 1 !: 1 ! !, ! ! , 1, , - " : ! , 1 1 1 ! 1 !! !• 1. l• 14,,1.1 1 )1 1 1 1-''-,,.:-.r Itylis-l'e.-0i -,,i ,ri-', i l' i : •I • I' ' '' 1 ' '.'1 ' ' ' ' . '' , 1 ' ' I " " 1 1 I , ' i 1 1 I .• i 1 i ,! ii,t4.0, l' 1 I 1--`.1,,. - ! .t.: , , ',• ! . .•• -', 1 •! "', si 1 '1,.. '1 ..1 I .1 1. I., ., 1, I, ' I I I I. ", • I/LA..." :- ! I I / 1.- 1 i 1, 1 '', ' i ' 1• 1 , ! ! !1 , 1 ! ! 111 1111 111 ' : 1 ,,. 1...1 ,. , 1: , ir ., : : , ,, ,,. • H , ,„ i I Al.-, 1 c.44! 1 , : 1 1 I I .I. I 1 I 1 , 1 1 1 1 1 1 1 1 1 .1 ! 1 I 1 H 1 1 I .1 1 .I 1 1 1 ! !!!:- 1...!-.1.-1 E 1 1,1 i -1. 11i1i1 1- 11. 1 ! '1H11. 11. 11, 1 .111, 1• 11111 ,11! tHHICHpb1;•,...1--ib/16), 111,',61181, 1 `! ! 1 ! 11,111, } 1111 .-1. 1. I •1 11 !.11 !. 1! 1111 ! i!. ! 11...ii! ! !: ! !- 11 ! •111 -! 1 , 1 ,.- , ! ! '! ii ! ! `!'_.--•! ! - 1111 ! 1 ! 'i -, . . , . , ! ,. i !-• 11i ! ! ! ! !• ! ! ! 1 ! ! ! ! ! 1 , 1i111111113 .. 1i ! ! ! 1 ! 1 !! ! ! • 1i1 ! ! ! ' ', i1. 11, !-. 11i 1 . !. 1. ! . . . .! ! ! ! !- . ! - ! !! ! ! ', 1 ! 1 ! , ! , ! ! ! 1 ! : !..1... , ! i) !!!:.-• • I ' 11 !! ! 11 11 1 ! 111 ' : ' 1 ! 11 ! ' •1111 ' 1. 1111 .1i11111 ; 1 ,• 111111„11„:1 m11. 1 . ! ! . . .1. ! -! 1, 1- 1111. 1 ! ' ; 1 •11 ; 111111. " 1 ,1 . 11 ! 1" 1 :1 ! 1' .1111 ! 111 1, 111• 1 ,1 ,! 11. 1 ,,, l -, HI ! ! ! 1 .! 1 , , ,. ,! ! ! 11 .11 .11,1...1‘ 1. i .1i )! ,.4 I,si../ •,•'--(.)!1) 4 ,.:.: 1 -golic, 111 , .1 iiililii, Hi . .1 ..1 . • 1H. .i.. !- 1. 1 .11111111 1. 11vv, t, ! I.i..!1...!• -,., ,!L.el ‘7. , , f!/. . , ! i „,) ..) .t. .1 i. !..1. ,...i 1 1 1 1, .1• 1. i 1 1 1, 1 1 1 1 i 1 1 1 1 1_ 1 1 i 1. 1 1 1 1.,L 1,11. 1 1 1,• A , 1. 1..,1 . 1 1 .11 1 I i I. 1 •1 i Hi. .luy+fr,: l. p•I !(,1!2! 7r, ,f• .71.•s s ! 1 s•••• Is 1 ) .1 , s :, , , ,, i , 1 i -, •, 1 , 111 1 si .ss !, ! -,: i1 !•• 11• 11 ! ! ! ),,:11., 1,6 ;, :/,i, 4 •, ! ,, 11 ) ,-- 11, 1 ,. '- 'ss ' .1 ' 's ! 1 , 1 • ! " •11 , ! ! !! i! ils ! ! ! ! ! 1 11 , i .1 i. i Ini !. , 5 ( y —I : ! !i• ! 1 i i.. 4.! I .1 1...1 1 1 _1 1 0)('1401 i .1 1l.. 1 , ! Is ! Lis1„-1 .1. , 1 ..s .-t 1 • H„1 , 1 ,„1s11 , sill wi ,1111111: 11 ., , H ,,,, !„ !• 1 ! Hiss 1 , sl ,„ [ ,s 1, !. 111 1 . ,,, s11, 1sis., ,, s , ! ,„ ss ! ! s ! , s s , ! , , I , H LH !, I• si 1 11 s....1 !. ..1 " s.. .1. ! , 11 , •! ! s. , , 111 ,1s . ! 11 .11 , ! ,. 1 ! ! ! ! s , s ! s11 , , ,, ! , 1„1, 1s- ,, ss ! iss1: 1 •I• 1 ! , ., ss ,s1 ', 1 s s , , s s , 1 ! ! , 1 -, , i ! , , , s , 11„ 1 , 1 , s11 , 11 , 11 ,, ! ! !. s 1 ! sl •••: ! !• 1 ( I1111 ,: 111s 1- Isil '-1 ,si Hi ',, ,, s ., i s s 1 I s s !Hiss ! ! ! ii . s• ss : J. , I i ! s .. 1...ss : Is sili s s ! , , I s ; :: : , : • , „ , , , , , , s , , „ : : , , , , , ,• , , , , s , s „ II ! s , s , s s1, 11 ,, Iss „ s , , ,. , I , , 1 . , , ,, " , • , : 11 I , , , , , , , , , , , , , 1 •1 , , , „ : : , , • : : is •!, , , , ss•-, s, :, , s ssis . , s , , , , s , , , , „• , , , i , „ I II ; , , , ! s , , „ s „ 1 . s 1 ,. 1 .1„ 1 isss. s , 1 ,. 1 • 111 , 1 , , , , , ,, ,• :, , ,, ,, , : , : s s , s ,: : s , , : „ 1 , , , , , , 1 : , ,.. • :• , , , , : : : : : : , , • . : . , , : • : , : , , , , • , , , ! 1. , s s ! , 1 I ; ,. ,, s ! , I 1 , ! „ 1 , s , s11 , • , , , ! Hi s ss , : 11 s• , , s. , 1 , ! s s s ! !• s , ! , ! , 1 : , : ; • : , : : :: , :: : , : 1 , : s , s :, 1 , s , , , , 1„ , ! , , s : i , s , s1 , 11 „ ssl , I s. , , , H , s s , : s Hi , „ s• , , , . s , 1 , 1 ; : 1 , 1 s„ 111 , , , , , , ,, 1 , , , s: , , s .• , , s , , , : : , , , , ,, , „ iss-Issss ! !,• :: 1 :1;ril :s ! , ,ssi : i , s, , , ,s11 , , 1 , . 1 ,siss , s , s1 1 sis .! , 1 : 1 , ,. 11 , 1s , 1 , 1 , ,. 1 , , , „ ! , : , si , : , „ , ss ; s s : „ : , : , , , : s ! , , , , , , , , , :• : „ i 1. „ ,, , , ss , , „ , , ,ss , i , : : • , : ! , , , . .: : , .. , , .. : , : , : , , , , , 1 „ , , , , , , s , , , , , , , , s , , ; , Iss is ! , ss , i „ , , „ I ,, , ! 1 , Hsi ! , „ s ss , , , , 1 , , , : 11. , 11 , 1 s 11 , , 1 , , , , , , , „ , , , ss• ,!: , Is!ssi , Iss „ „ s 1 1 , , , ,, , , ,: , , , , , , „ , ! , „ , „ „ ,. , s , •,. , . ,.„ s ! , s „ ,: , ,. .s s , : : : ,. . ! i s i i 1 „ 1 ; ; ; , , is ii „ , , , : , , s „ ,s , , , ,, ,ss , , i , ss , ... s , is , i , s , 1 , 1 , Els , s :• ,, 11 „ , s s „ , , , , , „ „ : , : , . • , , , s : , , , s s , s , s , 1 , 1 , , i 11 , s 1 s , ! s 1 s , , , , , , I si ., :s1s Is , , , , , , , s ! , , ! : : 1 I s• s , ,, , s1 , . s s s , , , , ,.. ; ,„ s• s : , , , s s1ss ! , , , , , , • , ,• , : , : s , , , , , , : , , , , , , , , , „ , „ „ , s ; , ! „ , , , , „ ; „ , , 1 , : s sl , 1 ! : sills ! 1 , 1 , : , 1. , 1 , ,. 1 : 1s1 , s ! , i , ,, , „„s„_1:-.1 , s 1 , , , is s s !: ! ,: i ..„ , ! ! 1 !• , , s, s •1 ! !, s• s , Is ills ! , i is ! 1 1 , 1 „ ,„ 11 .1 , 1 ,. , , ss, , , , 1 , , i. „ss. 11 , 1, 1 •!, 1 ! !! ! ! ! 1 1 11 1 ! ! ! ! ! ! ! 1. ! !. , 11111111„ 1111111 .1 ! 111. 1111t1111111111j, 11111 .11i [ 111 ! 1 ! 11 ' 11 . 111111. 111 1 , 1 ! , 11111111 : 1 , 111 ,, , i1. 1111111 , H111111i111111 ! 1111 1111111111 ! , /I\AK 'ITU RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 1013 NO Tigard,Oregon 97223 SHEET 343 OF Phone(503)443-3900 k/ft -8.9k /y��/�� -89k/ft �� � VVVVV\ vAvv,cavvv7 Loads:LC 1,D+L at M2&D at N1&N4 SK- 1 Nov 5, 2018 at 12:26 PM 18023 Level 2 Beams over Commu... 3.44 Nov 5,2018 ICompany,RISA Designer 12:27 PM Job Number Checked By: A NEMETSCHEK COMPANY Model Name . Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(\1 E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 •'A572 Gr,50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .49 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2 Hot Rolled Steel Section Sets Label St-'e T .e Desi.n List Ma erial le '•t i1. . ' i IA it, lzz in4 J in4 1 HR1A W18X60 Beam None A992 T Tical 17.6 50.1 984 2.17 Joint Coordinates and Temperatures Label X[ft] Y(ft] Z[ft] Temp[F] Detach From Dia... 1 N1 0 0 0 0 2 N2 1 0 0 0 3 N3 23 0 0 0 4 N4 29 0 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N2 Reaction Reaction Reaction Reaction 2 N3 Reaction Reaction Reaction Hot Rolled Steel Design Parameters Label Shape Length[ftl Lbvyjft] Lbzz[ft] Lcomp top[ft]Lcomo bot[ft]L-torau... Kyy Kzz Cb Function 1 M1 HR1A 1 1 1 Lbvv Lateral 2 M2 HR1A 22 1 1 Lbyy Lateral 3 M3 HR1A 6 1 1 Lbyy Lateral Basic Load Cases BLC Description Category X GravityY GravityZ Gravity Joint Point Distribu..Area(M...Surface... 1 M1 & M2 DL Floors 2, 3&4 None 2 2 M1 & M2 LL Floors 2,3&4 None 2 3 M3 DL Floors 2,3.&4 None 1 4 'M3 LL Floors 2,3&4 None 1 5 PDL None 2 6 P Snow None 2 Joint Loads and Enforced Displacements (BLC 5 : P DL) Joint Label L,D,M Direction Magnitudej(k,k-ft),(in,radj,(k*s^2/ft... 1 N1 L Y -8.9 2 N4 L Y -8.9 Joint Loads and Enforced Displacements(BLC 6 :P Snow) Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad).(k*s^2/ft... 1 N1 L Y -4 RISA-3D Version 17.0.0 [P:\...\...\...\CALCS\18023 Level 2 Beams over Community Room.r3d] 3.45 Page 1 Nov 5,2018 IICompany ' ISA Job Number 12:27 PM Checked By: ANEMETSCHEK COMPANY Model Name . Joint Loads and Enforced Displacements (BLC 6 : P Snow) (Continued) Joint Label L,D,M Direction Maanitudef(k,k-ft),(in,rad),(k*s^2/ft... 2 N4 L Y -4 Member Distributed Loads (BLC 1 : M1 & M2 DL Floors 2, 3 &4) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft.%] End Location[ft,%] 1 M1 Y -1.25 -1.25 0 100 2 M2 Y -1.25 -1.25 0 100 Member Distributed Loads(BLC 2 :M1 & M2 LL Floors 2.3&4) Member Label Direction Start Magnitudejk/ft.... End Magnitude[k/ft,F,... Start Location[ft,%1 End Location[ft,%] 1 M1 Y -1 -1 0 100 2 M2 Y -1 -1 0 100 Member Distributed Loads(BLC 3 :M3 DL Floors 2,3,&4) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft,%] End Location[ft,%] 1 M3 Y -.89 -.89 0 100 Member Distributed Loads (BLC 4 : M3 LL Floors 2,3&4) Member Label Direction Start Magnitude[k/ft,.., End Magnitude[k/ft,F,... Start Location[ft,%] End Location[ft,%] 1 M3 Y -1 -1 0 100 Load Combinations Description S.. P...S...B...Fa...B...Fa...B...Fa...B...Fa...B..Fa...B...Fa...B...Fa...B...Fa...B,...Fa.,,B., Fa., 1 D+ LatM2 & D at N1 & N4 Y•• Y 1 1 2 1 3. 1 5 1 2 D+ L&SnowatM3 Y.• Y 1 1 3 1 4 1 5 1 6 1 Member AISC 14th(360-10):ASD Steel Code Checks(By Combination) LC Member Shape UC Max Loc[ft]Shear...Loc[f],..Pnc/o... Pat/o... Mnyy/...Mnzz/... Cb Eqn 1 1 M1 W18X60 .033 1 .074 1 v 506.763526.946 51.397 306,8861.721 H1-1b 2 1 M2 W18X60 .397 22 .182 22 y 506.763526.946 51.397 174.6971.219 H1-lb 3 1 M3 W18X60 .226 0 .094 0 y 506.763 526.946 51.397 306.8861.783 H1-lb Joint Reactions LC Joint Label X[ j Y fk) Z[k] MX[k-ft] MY 1k-ft] MZ[k-ft] 1 1 N2 0 33.2 0 0 0 0 2 1 N3 0 41.69 0 0 0 0 3 1 Totals: 0 74.89 0 4 1 COG (ft): X: 13.247 Y: 0 Z: 0 Joint Deflections (By Combination) LC Joint Label X[in] Y[in] Z[in] X Rotation[rads Y Rotation[rad] Z Rotation[rad] 1 1 N1 0 .049 0 0 0 -4.232e-03 2 1 N2 0 0 0 0 0 -4.262e-03 3 1 N3 0 0 0 0 0 2.819e-03 4 1 N4 0 .133 0 0 0 1.607e-03 RISA-3D Version 17.0.0 [P:\...\...\...\CALCS\18023 Level 2 Beams over Community Room.r3d] 3.46 Page 2 Nov 5,2018 I ICompany,RI A DesNignerumber 12:27 PM SA Job Checked By: ANEMETSCHEK COMPANY Model Name . Member Section Forces LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Tor que[k-ft] y-y Mo... z-z Mo... 1 1 M1 1 0 -8.9 0 0 0 0 2 2 0 -9.463 0 0 0 2.295 3 3 0 -10.025 0 0 0 4.731 4 4 0 -10.588 0 0 0 7.308 5 5 0 -11.15 0 0 0 10.025 6 1 M2 1 0 22.05 0 0 0 10.025 7 2 0 9.675 0 0 0 -77.22 8 3 0 -2.7 0 0 0 -96.402 9 4 0 -15.075 0 0 0 -47.522 10 5 0 -27.45 0 0 `0 69.42 11 1 M3 1 0 14.24 0 0 0 69.42 . 12 2 0 12.905 0 0 0 49.061 13 3 0 11.57 0 0 0 30.705 14 4 0 10.235 0 0 0 14.351 15 5 0 8.9 0 0 0 0 Member Section Deflections Service (By Combination) LC Member Label Sec x[in] y[in] z[in] x Rotate[rad] (n)Uy'Ratio (n)Liz'Ratio No Data to Print... RISA-3D Version 17.0.0 [P:\...\...\...\CALCS\18023 Level 2 Beams over Community Room.r3d] 3.47 Page 3 x -12.9k -12.9k -1.89k/ft -1.2510k/ft II/VV INVVVVVVV\ 4.M./ � 4 Loads:LC 2,D+L&Snow at M3 SK-2 Nov 5, 2018 at 12:28 PM 18023 Level 2 Beams over Commu... 3.48 Nov 5,2018 ICompany,K'SA Designer 12:28 PM Job Number Checked By: ANEMETSCHEI(COMPANY Model Name Member A/SC 14th(360-10):ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft]Shear.,.Loc[ft]... Pnc/o... Pnt/o... Mnyy/...Mnzz/... Cb Eqn 1 2 M1 W18X60 .044 1 .094 1 v 506.763526.946 51.397 306.8861.689 H1-1b 2 2 M2 W18X60 363 22 .120 22 y 506.763526.946 51.397 306.8862.914 H1-1b 3 2 M3 W18X60 .363 0 .160 0 y 506.763526.946 51.397 306.8861.825 H1-lb Joint Reactions LC Joint Label X[k] Y[k] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 2 N2 0 23.45 0 0 0 0 2 2 N3 0 42.44 0 0 ; 0 0 3 2 Totals: 0 65.89 0 4 2 COG (ft): X: 15.17 Y: 0 Z: 0 Joint Deflections (By Combination) LC Joint Label X[in] Y[in] Z[in] X Rotation[rad] Y Rotation[rad] Z Rotation[rad] 1 2 N1 0 .002 0 00 -3.104e-04 2 2 N2 0 0 0 0 0 -3.524e-04 3 2 N3 0 0 0 0 0 -2.025e-03 4 2 N4 0 -.256 , 0 0 0 -3.919e-03 Member Section Forces LC Member Label Sec Axial[ ] y Shear[k] z Shear[k] Torque[k-ft] y-y Mo... z-z Mo... 1 2 M1 1 0 -12.9 0 0 0 0 2 2 0 -13.212 0 0 0 3.264 3 3 0 -13.525 0 0 0 6.606 4 4 0 -13.837 0 0 0 10.027 5 5 0 -14.15 0 0 0 13.525 6 2 M2 1 0 9.3 0 0 0 13.525 7 2 0 2.425 0 0 0 -18.72 8 3 0 -4.45 0 0 0 -13.153 9 4 0 -11.325 0 0 0 30,227 10 5 0 -18.2 0 0 0 111.42 11 2 M3 1 0 24.24 0 0 0 111.42 12 2 0 21.405 0 0 0 77.186 13 3 0 18.57 0 0 0 47.205 14 4 0 15.735 0 0 0 21.476 15 5 0 12.9 0 0 0 0 Member Section Deflections Service (By Combination) LC Member Label Sec x[in] y[in] z[in] x Rotate[rad] (n)Uy'Ratio (n)Uz'Ratio No Data to Print... RISA-3D Version 17.0.0 [P:\...\...\...\CALCS\18023 Level 2 Beams over Community Room.r3d] 3.49 Page 1 i1 ® 4 4 4 4 EP (---,) 0 , , ,_,� ',lo ,.. it., i,l o, 1 1• 11,5t tv,a0 4 �ry�Rs $' ' iI , 1 o\ I g(i\l Ool 0 O ' 0 • 88 1 \\.!.,. s. I 1 I I� � 1� 1 C4 ► o 1 1 I' i. -.:F O t1 0 I 1 OI I ®, O �� .. ssle 1 1 1 -/-1 I I —_ Imma, , I U i° — 0 B1st 1 ,A. id T L 1 i '- '�+�' or • r. 1s,� _ e -_ �� of'="-:.o---- o �Ro4 sr ,B a � o Q.:4- : - JO =- - S OI 1 © O 0 GL 6Yzv 15 L-� 8 I -- c I e � 110 hI �r_______► 10 • l3ob ��.i_ OIIO 1 +s Ojs J I' ; — —CD : �( __ I ,s O O — x W 21x1 m ....a; t a ® 11 i 1"3: ;:L.0 4 L 'Li'a0t� r���wm. e10(TEA7G)RG1I49,i5 I1.16‘ 11 El II 1 I1�W � 0 1 it -1: ;F 4 lilt II w3,Ia -Aare 0 �HNL�o' , r tz,%7' s Ola -Ib ► 4r O 511` III C)--- 11k171 IO ‘191 � I ��J$.15 — _ t_..... �......... !;� ; ..... 11 —0 -;= IIIIIIIIoI • ; o► 11111V111 1 I O O O , b (I 8O 10 11 3.50 wl-4,7Q�v+a, -1a Vat�k "tea Vi � W I.0,M14., SK- 1 Jan 18, 2019 at 8:58 AM Corridor Beams.r3d Jan 18, 2019 Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(\1E..Density[k/ft... Yield[ksI] Ry Fu[ksi] Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 A36 Gr 36 29000 11154 .3 .65 .49` 36 1.5 1 58. 1,2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 . A500 Gr.B RND 29000 11154 .3I; .65 ... .527 42 1.4 58 1.3 5 A500 G r.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154.I' .3 .65 .49 35 , 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Fixed Fixes! 3 N3 Reaction Reaction Reaction 4 N4 Reaction Fixed Fixed .x . 5 N5 Reaction Reaction Reaction 6 N6 Reaction Fixed Fixed' Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ftl Lcomp top[ft]Lcomp bot[ft]L-torqu... Kyy Kzz Cb Function 1 M1 W14X34 14 Lateral 2 M2 W14X34 10.83 : Lateral 3 M3 W14X34 11.5 Lateral Member Point Loads (BLC 2: EQ) Member Label Direction Magn itu de[k,k-ft] Location[ft,%] 1 M1 Y -39 6 2 M1 Y 40.6 11.5 3 M2 Y 37 2 4 M2 Y -40 'i6.67 5 M3 Y -42.2 7.5 Member Distributed Loads (BLC I :DL) Member Label Direction Start Magnitude[k/ft,...End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%] 1 M1 Y -1.132 -1.132 0 0 2 M2 Y -1.132. ti -1.132 0 0 3 M3 Y -1.132 -1.132 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL None 3 2 EQ . None 5' RISA-3D Version 17.0.2 [P:\...\...\STRUCTURAL\CALCS\Corridor Beams.r3d] Page 1 3.52 Jan 18,2019 Load Combinations Description Sol..PD..SR..BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 1 IDL+EQ(.. Yes Y 1 1 2 1 Joint Reactions (By Combination) LC Joint Label X[k] Y[k] Z[k] MX[k-ft] MY 1k-ft] MZ[k-ft] 1 1 N1 0 22.96 0 0 0 0 2 1 N2 0 -8.712 NC NC 0 0 3 1 N3 0 -8.673 0 0 0 0 4 1 N4 0 23.932 NC NC 0 _ 0 5 1 N5 0 21.187 0 0 _ 0 0 6 1 N6 0 34.031 NC ' NC 0 0 7 1 Totals: 0 84.726 0 8. '1 .. COG (ft): X: 6.239 Y: 14.836 Z:0 Member A!SC 15th(360-16):ASD Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om[k]Pnt/om[k_Mnyy/om...Mnzz/om... Cb Eqn 1 1 M1 W14X34 .859 5.979 .362 11.375 y 123.482 299.401 26.447 136.228 1.629 H1-1b 2 1 M2 W14X34 _:657 6.656 .326 2:031 .y' 176.227 299.401 .26.447 136.228 1.692 H1-1 b;` 3 1 M3 W14X34 .926 7.427 .426 11.5 y 164.707 299.401 26.447 136.228 1.341 H1-1b RISA-3D Version 17.0.2 [P:\...\...\STRUCTURAL\CALCS\Corridor Beams.r3d] Page 2 3.53 hLT www.hilti.us Profis Anchor 2.8,0 Company: Page: 1 Specifier: Project Address: Sub-Project I Pos.No.: Phone I Fax: Date: 1/18/2019 E-Mail: Specifiers comments: I Input data Anchor type and diameter: AWS 01.1 GR.B 3/4 Effective embedment depth: hof=5.000 in. Material: Proof. Design method ACI 318-11/CIP Stand-off installation: et,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: lx x ly x t=24.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psi;h=6.000 in. Reinforcement tension:condition B,shear.condition B; edge reinforcement>=No.4 bar with stirrups Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(0.3.3.5.3(c)) R-The anchor calculation is based on a rigid baseplate assumption. Geometry[in.]&Loading[lb,in.lb] Z of 9 • drp fia'F K` vim` sx Input data and results must be checked for agreement with the eAsting conditions and for plausibility) PROFIS Anchor(c j 2003-2009 HUll AG,FL-9494 Schaan Hilt[Is a registered Trademark of HMI AG,Schaan 3.54 MILT= www.hilti.us Profis Anchor 2.8„0 Company: Page: 2 Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 1/18/2019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN I[iv['Al Status Tension Concrete Breakout Strength 5,301 13,990 38/- OK Shear Pryout Strength 42,000 60,860 -/70 OK Loading 13N [iv S Utilization PN,v[%] Status Combined tension and shear loads 0.379 0.690 5/3 74 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks;Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti`s technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. F‘,\2— LA rtot, t rk.1 I9-i91 115 �� 'To 12 4 11C'1 ✓1LI)1'11 � 2 �sTU °t�� IwZ t 9 x 60'(1-•s.\ CD, i 1 f wz' R 0/L1 vs, ?Co-.rt'� 13 -s Input data and results must be checked for agreement with the existing conditions and for ptausibllityl PROFIS Anchor(0)2003-20091-1110 AG,FL-9494 Schaan Huh is a registered Trademark of HOU AG,Schaan 3.55 Design Maps Summary Report https,//prod02 earthquake.cr.usgs.gov/designmaps/us/summary.php?t,,, Design Maps Summary Report User-Specified Input Report Title Red Rock Creek Commons Sat July 28,2018 18:02:06 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45,44015°N, 122.74657°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III _ 1 - �,---....‘_ _-_',--r:::::,„- v .'T #-{. - - :te -i"$ � '2 "7 3i USGS-Provided Output SS = 0.984 g SMS = 1.089 g SDS 0.726 g S1 = 0.425 g SMl = 0.669 g S01 = 0.446 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, P4if'E,�Response Spectrum Design Response Spectrum 02..NI.10 0W. 1.e 0.72 C 1,77 Cl:V, Opti 0,1,4 0.12 .91 IA P 0,55 1 obi Gil033 0.24 0.22 0.16 0.I I o/.e 044 0J.0 Orr u"1 0.]l 0.4" 0!£� ow:, If..') 1.3:7 1,41 I/O IA7 a1�] qJ:n 0.37 0,41 0//. 0.1.)7l 1.10 L37 1.41 Ib) IA-� 2U7 Pcrk.d,T(sec) cciod,1'(sec} Although this information 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. 4.1 1 of 1 7/28/2018, 11:02 AM ( ) i 1 I I j i I I f i I j s L.-P<Ve-V-^k.l..., IPS S C•st*,--4#:5 ,l S It ; i 1 I i k__,_------7V i .:::,C.7F" 17 L.'s v1 t' 1 j rl ° °Q Qra.o Q Q Q i F-t-VIL \DL 2 1°SF o ._- �' - tr�Ir1`illi I I i I 1INIONirt% A I �rr��ilj�dF�1 i it�� =� 1�1-0CA., ;lk T ; Li I-( 1 111111114119'211 .1 _ . lIi111d (I�� Iu n■wmuI , En -: >��e4 i II 'Uu11I1III1i1I1,11. i 4 -- 'rI�II�II ,iJi- - ( I,11itIlill , I1II!IIIIIImil= :� I bb b b I) b I, k-1 '-6„6 '/ LA, ''€:'" 1-1'. x 'LS ' - 125 G‘ P 5i:x 112.,5 - re,50' s A' Pct _4,2 n k-t is' = 300 1 5v- L �,L � Arq 1-1' x X541 r I-16-s 1 sr Ars= 1 ,S n 111-1' --- �ti1-1 SF AL zn LIA c-11‘4...1:' ,. 1 6� x ,51: _ 3S zts sf- I 1115 sr G,y A 6 f�7 Iiii1\ 7M PJPPEY BY IIS YI‹ DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO I b0/....7DTigard, Oregon 97223 Phone(503) 443-3900 SHEET 4.2 OF i I i I 1 1 i 12 Pr- x (�4, HSS') x Sod .$`1324;'$ 1 � , :�s r `1I �z SF 65}1-19 i i i j 1 7r PSF x IC3i2#i x. Sd3` 16:\ • �z sxq �s � t s S I 1 •FLantz. e 2� r'rx 112 rsF x �1,�25' xS4�,= 4:1A 571 ' 1 �� - I I z_, j 3k ; . 511,o i 1-p v = CD. 1LZx �l 6 • /MI:\.. TM RIPPEY BY \--\-5-0\<, DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOBNO lbOti57 Tigard, Oregon 97223 4'3 Phone(503) 443-3900 SHEET OF Project: Red Rock Creek Commons Project# 18023 Date: 1/18/2019 Bldg. By: KEK Vertical Distribution Cs 0.112 Story Fir Wt. Ht. W X hk C„ Fx Vs kip ft (k-ft) kip Roof 217.2 41.5 9014 0.24 370.5 41.5 4 445,2 32.5 14469 0.38 594.7 66.6 3 445.2 20.25 9015 0.24 370.6 41.5 2 450.4 12 5405 0.14 222.2 24.9 1 -- -- -- -- -- -- / 1558 37903 1 1558.0 174.5 Area Distribution East-West Loading Floor Label Area (SF) Roof 4 3 2 Al 725 3.1 5.0 3.1 1.9 A2 5850 25.3 40.7 25.3 15.2 A3 3007 13.0 20.9 13.0 7.8 2 9582 41.5 66.6 41.5 24.9 (kips) (kips) (kips) (kips) North-South Loading Floor Label Area (SF) Roof 4 3 2 A4 4031 17.5 28.0 17.5 10.5 A5 2223 9.6 15.5 9.6 5.8 A6 3328 14.4 23.1 14.4 8.6 2 9582 41.5 66.6 41.5 24.9 (kips) (kips) (kips) (kips) i 4.4 . . • . IilL -NIIIl ; Ili ! , I I I 1 1 , ----s1 EOIII ; I I I 111 ' 1 i :, _1 I 1 1 , I 1 1 ! • • 1 .1 : 1, . ! .1 , (.. .1 i...1 ri !. .111 L111 .1111 i 11, 1 ', ' 111 : " 111 111111 .1 1 Hi H ! I I 1 1 ' 11 LH ! 11 H 1 1 1 1 1-1 -1 .1111111 '11111, 1 , ( . 11 111111 1. 11 .1111 111 17, 1 111 11 1 . 1. 1. 1..1 11. L. 1 . 1: 1. 1111 1 [ 111H 1, 1 11111 ! ' 1 1 ''. 1. 11 11 .1 •1-11- 1. •1 • 1111_11. 1.. 1. .1. 1. 111.. 1 ; 1. 1 111 I 1. .11 11 i ( 1 ! 1 ' 11111 1 '1 ', '' 111 L.1 .111 1.1. 1. .i 1 1„ 1. 1„ H111111. 11 I :111 , 11111 •1111. 11 i 1..1. 1, 1111.. .1., 11 111 1111111 .'l 111 i 1 i 11 1 ...i 1, 1,.;, 1• 1 i 1111111 i 1, 1 1 1. 1111 .1. 1111, H1 •. 111„ W 1 „ 11111 i 111 .1111 1, 1 H 1 1, I 1 1 1 1 , ,11 1 1, 1 1 1 1 1 1, , 1 ! [ H , 1, 1 I 'HI I 1111111 _1 11 .. 11 i 11 i 'l 1 H '1 111„ 1. 11111. [ 1. 1, 1. 111 1. „11 ! 11. I 1. 1 ! 1. 11 1 . H 11, 11 1 11111, 111 1Ir1 11• ,1={.1k,-. : AV\*4( 1. 1 1• .1 , I i, il 1 i • 1. 1111 i 11 H :, .1 1 H 1 1111 1-. . !.. 1 .1,.. 0, 1 .1. 11. 111_ 1 1111. I1 ), 11. 111111111. 11 H 1 .1Th 111. 1 : .i 1 . . .111. 111„1 1111 -H111 1' 111.. 1 .H. 111VF. -11. 11 .1 .i' ll '', 1 1111 1 i 1 k I I H ill 111 -1 -- --11 i 11 ,1 • 1 11.. 111111 H i .1 .1 Hi 111: 1 i 1 1 i 1 i 1• 11H 1• 1 H11 1 i 1 1 1 i 111 ! 1 H 1 1 i' 11 .1111 1 11111111 11iiLi 11 E 1 1 ' LI 111111 ! 11 1 1 i 1 ill 1. ..' 1. 1. ..1 ,: 1111. i. I •11 . 1111 .1 1 1.. ..1 .1.1111 1111 11 i •1 . 1111. H 1 . . 1 . 11', 1• 11 111111 illi1 1 , 111‘11 i 111 H 1 . :',. 1 1 111 (. . , i 5-A,.. r. 1 1 [ .[.. 1 [ 111.. 1 -1 .11 11 .11111, 1whilii, , , [ 1 , 111011HHill , Wil .11. 11 ' 1, 111HH 1 I I 1 1 i I 1- 1 1„ [- LI 1 1 I Hi ti„ i„ I 1 [ „[ Jp-1 1r '1 ' 1 liki i 1 I i [ [ [ 1 i '', 1 H [ [ I q.1,L [!-' di c4202..1g4,, 1.54 0,127.-i ). ib. Ix (LOg x! I 3-(:s)- 1 t-- (i...1.9-1 1,.sr i LP-:..5:51 ) . 1 ..i i. 1 1 1 1 HHI It i11 _111- , 1 HE111. .11 .; 11: i ; 1 - Hlil . Hili1111.,, :,; .,. .1., 1,, H1. 1111. , 1 i„ ', I. 1 .1 ..1 1 .1... 1 i L...1. 1 1 1.H i 6 --19 1 i 1: H .1. 1 1.:7-, vlk, 71 l''.,is (: e..--, i,t-i..o 1\ H I L._I.. . 1 1 l 'i - Hill 111. 111111H Hli i 'l 4H1111. 111 . 1iIIIHH :Lillii ! IIIIH : i ..,.. .1. 1 , tlii ! i, , , H11 ( ELF. 1 , 1 •Illi , , 00-6.ki-A-,,it •I , Iil , Ii ! .111 ! 1 [ rniiii1 : 1 , i ! i ,. iiill , , ii .11 -, , , , , . , 1 i" _1 , •, : , •I , i ' .,', ! 1 i i ! ,, , 1 ,, 1 , i itil I .1111 ,, , 11 , ,, 1111 1 ; 111,, iil l ,„ il.. 1, ,, ,, ,H ' ,, -.! ,, ,, ,, i ,,: •, 1, 1 ,, i , ' 1. .IIII :IIIHIiIiil iiil ! ! , J .; :11 .1 . 1 , IiIiii, i11.. . , ! ii .1111. HF ii ; 1 . IiiiI . LHI. Iiiii, WI ii. .Iiiii1 „111 •HillHil [ 11 ( 1 ; 1 .; , ' 111 ; , Hi HR. 1 il , 1 ; ; ; ;, i ; H ; ilil 1, H1 ;,, Hillk ; ; ; ; 1 ', 111. [..Iit ', II ! Elliit 1* ; i 1 i ; LI ; 1 1 ; 1 , ;(ii:c..,p c 1--; 4,--, ',,(2‘;‘,44-- k 1-0,,,ciA4ra.: ;17,IC. 1\ --11\1) I • IiiiiiIIIIIIIIII ii. 111 ; iii hill I ; IIiii *. i :II; IIIIIiii . ; IIIIIIIII„I iIiII . IiiiIiIiIi Hill IIIII IIIIII IIII. II. Iiii . IIIJIIII 11 , 111 •IIIIHI .IIIIHIIIII ili I. 111. 1 , 11 , iliii iiiiIIIIIIIIIii ; i1H1 IiiiIiiiIIII , Iiii ; 111 , ,Iiill i ! ii , , ,, !. ; ; ii, , ,, • , ;, , ,;. , i ; i; , i ; ; H : I , IIII ill 1 IHTI . iiIiIiI , IIIIII, LiiiiLl. ; ;. 1 , 1iIiIi ; ; ; Iiiiiiiilii . i 1 , 1 iiiiii IIIII iiiilliIiiIIIIIIIIIIIIIIII. IIILII. I(IIA -(.\1, 1I , 1 Iii I• Iiii ; hill IIIIiiIII. IIIIIIIIIIIIIII III , I -III ; IIIIIIIiii 'iiII " iIIII Iiii ; ; ; ; ; ; IIIIIIIIIi ; ! :(LIII \iIIII , IIIIIIIIiiIi III1 .3 ":.,,0 ) ) ,--=-: 2 , . ...r ; . 1 ; •, ; 11111i. , _ , , , , , I , ; ; I :, , , , ; ; ; ; ,. ; : ; , ; ; ; ; , ; (! i: L %\' + ... 1 , I ', 1, 2.:'2.,,9I !, (..i ,",449- A i'].1e3 ) '')c, 5",k-i•-:: , . , i I—, , : ', i I , I , i -1 , 1 jN. b.. -. , 1_, : - i ! iii , ! !, , , ,, i 'll ; ', , ',. ,: iill 1 , ; iIii. IIII : IiiiIiiiIIIII Illi (...,le,4.=.1-.-A'-!, 2\ )<1 ', tp2.t.`,. 1 I , z,,!..,,Q ! ! ! , ! !! , ! , , ,:?..! I !! ,!. , , I ., , , :,• 1 i i : ., ! : !,• i !! 1 ', 1 , !! iF , !! !, : 11, ,1-!.. . • , , —, I ,-, , ! , ,, , !, ! 1 , 1 ! 1 , 11 .„ -! !! , i • ! !. ., ! ' 2-, 1 ,. , !.. ,. !! ! ! „ ! !• ,. ! ! ! ,. 1 , ,,, ,, , ! ! , ,, ,„ , ,. , , , ., ! ! „ „ , , , , „ „ „ , „ ! ! , ! „ „ i , , , , ,, iiiii , , I , I. 1 I ! ,,14,-c! ,. !, !„ : , ! !. , , ,, , •, ! ! ! !, !! 1 , 1 ! ! , .! ; ,.. .,. ! i '! ,. ! 1, ! ! H ! . 1 ! ! '! i !. 1 ! 1 , 1 ,, ! 1 , ! ! ! , :! ! ; ! , , !, ; ! ! ! , , 1 i , ! '! 'iliii , HEI , , , • . „ , „ „ ! ,• , ,, - -1 , , ! , , • „! , , I , 1 , 1 , 1 , ! , ! !, , II , , , , .! 1 ,„ .1 ! 1 , ! ! „! 1 !. , , , ., , I , i , , ! ! „ , , ., , , . , , , , , • !. i13—./.. ,c• (r_4-•-cLii3.-Q 1 , .7!,-1 ,./,\6 ,L,(....,L, 1,.. 1 ! !! !„ ! , : ii ! 1 !. 1 !. , !, ! ', 1 !„! , ; -, 1 ! ! ! 1 !i , , , !, Hiii ; ‘, . , ! ! 1 , _ , • : , . , . . Hi 1 H!, ,, H, , i! :, !, 1, l ', 1 , 1Cp i.---7.1.(24-71.H. ()V---1-$l(,. ,,3! , . , . , : , , : , . . „ ! , 1 li ii ,„ , ,.„ , ... 1i ; ii ! ..... I , .iiiiili , , i li •,. i ,,.. i. li ! , , ,: ! ! i 1 :-. 11. : iThii , ', : lit Hil I Hill ',.. 1111 :, i ! W, li ,, H, H, iliili ': ), : il: ',.„ , ill ii• Hill ', ',, 1. 1'. '',. , ; ". 'Ll H :: H , i H ! 1, 11 .,. 1 ',„ : 1111Hi ',. 1 , : H:: 11 !. ',. 1 1 , •E '. iii . , . , , , [ , ,. ; ,, ,,: •„ .,. 1 I , 1 -,. i iiii ; 1 :•, -, 11 ',. ! iHilii ,: l I , , i ., .1 ! , , 1 ! 1 ; • , , rI , 1 ,: : ',:• 1 ', ,, ,. ! ':. 1 • 1 I, , .-. , ,.. ', . ! ., 1 i • 1 ill . ,, H :- , ,. 1 ., l I , ; ,, I ,, •, , ,: 1 , 1 - , . : : . , :. 1 , ,, , ; i • ii .' ii • , : , , , : , ! : , ,, , . , , , ,. , , I , il , ,, ; 11 , , 11 , -„ , i • , , 1 •. , i . . . , . , 1 I ili ',. ; i I ,, , ! ,, ii ,, ! , 1 !. i.1 .; iili ,, ; 1 i , 111 , ! i ', ! ! ,. iIIHHIli ii [ • ,, HMO :,, ', I , , il ! 1111 , i1 1 I1 ,, ir, :, 1 ! 11 ! ,, ,. i. , i i. .. , , , , ,, . , , : , , : , • , , , , , i " i , • . , , , , • • , , , • ; •, 11 ; ill ,. , , } . 1111 ', 1 , 1 IHIIW, : ii 1111 1 : 1 Ili :,. IIIHI iiiil ii Hiiiii , i. 1 1 ! 1 ; i1, 1 ,: i.. , , ! , 11 iii ii IIHHIIIH, 1 .:, 11 H lil 1111HilIiiiiHNIlH i ! ', ', Ii ' ' • -, ; H -, ', ', '•. : 11 ; : . , -.. 1 ' •" ! ',. '.. 11 ; illi '. 1 : : H ' ' E ' ! : : ' ', 1 V' A 11\il . IIVI RIPPEY BY\ CONSULTING ENGINEERS *.‹.C7'2.. .--.DATE CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO \ Tigard,Oregon 97223 Phone(503)443-3900 SHEET 4.5 OF ("---? ER T -T--) T I I 11 ' I I I I I i -- _ p. -ti__.f�,,l I I I \/iF1�J �� 1' {{ 0 �/ , '.1 �P „ I ,1 II1ii 0 „{ 1I � OI 0 �I OI 0 0 , _ ___ BB 1 I I 1 $ i I' 111 1 1% — i, 11 tj 1 t H11 1y--y11 I e 1 (;17 ® C� 1i�111 { � J N II Ls , iiml I ® ��1 0 0 0 00 O o O 770 tb 0 tl i,_g_•-]1 - ._.•i 1 1 or Ii; 10 _ � `r A ?... —11012,-- lS�-! 0 — 0 —- II ® f -- I i - C) - 0 H �, 4i. II 2-R0 :EMII _i ,.J 0 I s II ---[;-- Z'I a 0 1* �— I �, 1\1 o,--s-'..k ' p.A-1 lAe �1k \tr t,I�u�`.- If 0 1i O Ii �v�c n 1Z I l'' I.�� J II 1� I 1 13 II r11I1jjflioI -� x'C' I IIII `,IiiI 10 1 oO 1 1 1 F � K 4.6 c? • T 0 0 11 • O O I ' I I I 1 I I 1 �-- T I I I gill.{; L5ii' 1 1,46 1 1 l F l\ --' 1 i 1 O O • O O 0 \ 4 0 L1 0 - .� 4�5-Z ,12 _''{ J •..,♦ �/ -- ® e`.J ISI 1 b ® - y3I5, ,.I t' Z.‘ sE 0' I. 9 Ll c 1• H �� r 11 .'- j1 B — — 1:="- . •-,,, ...n., ce ...,,,,,,,,,;,,,,,,,,,�_�e�� IF 1,,,,,,,.,,,,1,...,,,,.11 tl,-1i... ,,,,,,. • II ® Oia, --�O 0 0 00 T, II = sz =;� ,,,,u, .1 j� 1, 1h II „ t-- � s 0 tt5I4- ,II1 (° i ® i ® 1 0 II, 0j0p ,. , 0IiIMt§, ,� 0 tisi......,...,= -0 11 1s, IIS i -1III.I 2.. E '(9 ® Ir: 1. fir----E--""--------I u .,, L „ ,,,,,,,,I __ O 1(x!1 `I,o l t3 ;. II 4� '� O %ca r 1 IIo`2,.-(�.Sa tit 11/4G- lIcu.� • ,,,,,,,,,, II. ° 1.4 0 si 'I I -4” 11:1. III►e I • — 0 oIlk 1 I I r--® HIL I I I 6 6 6 'D ® 10 11 4.7 iiQ ® (I) I I I 1i----)1 I „, , p,___,:t.,. I i ,;,...,„„ , , ice' y Y�I 1 I I I I I '; 11 �1 t s� I Oto. ittl(4, BB '"s „ j� ralCI.I 17---:7-t-3,G -, TSS 6 � .11 1 t. -r � a I� II t _r_l =t 0 i _ i LPI °- —' O , 7i. or .,, ,, II ,....1 „ 1 „,.. L___. [LI oc ill , . ttr_ir i -oil 111 1 , B �s�aJA�' 1:175%:., "--ill _t �11..2-71.1,1a..- 133 I 6�'1 , ��,5�� �1 5 c, '4i. t- _ s�/ ' tj— 5i�— �,j, �__i,u t 101`==' — 1—,•------'”— I I t, I-6,-;15—— 1\ t_. I ' p�tof b obi= oif o o ' � ■i _ II. a II , =y • J r ��o II �." I, L,. , I s, O 11.1"5— s L II sLIP� a CIS �. it _II0 - . oliiimia---111.ri,e) '(Is per►p ,5O (z p -Wri= (a a<a _r--- 0 - OI4..l , IO �� �u,o�© - ' LOII �� II _ --OO ' o + � its' III II II I • s 1111111it 0 1 t 'IJ 1 Ilii I ° I , I I 1C C '' 80 10 dili11111 4.8 (:-,) 0 'Pi T T ci.) (---,--) . O ° es' Iyy}! I - q660 I. ,t j', I I I I o ,, I I I 1� 1 . \° L_ Lc_ . i. p.t _____41 Ac. bS •&A 6 0-- h [�\ 0 ,� �►� 0 0 ,�� ,, ►� ci u „ l'1� _ pp �n� ° SI ��"� - 3 ® ,� I n p p i 30 1;11 411) I t56 6 =��' Ti63 _ 1��'� S 4' I b,� �II, = = s? ___-,I�C72 I. •I 0 ° , �{ 0 1 Ii ‘11 ® I £ L s u e , N__./ )..._____, 0 8 rill- 0 16 1 0 ®0 _ 0 4 • . 1 IIS 0 l ® 04' 0 IQ- II Dri 1 Ir.% 1 , .11 q , —c) 0 0 1 .._ : 10 oz, I' � III • . 0 O 0 z,,,, -t-\-ok F t- V i II; ° 1 ° O -t0 0 -- 1L ` EL ° I I I I CS 1616 Cb 0 , , 0 6 4.9 rig . `� mmmmmm A4AnA 4 UMVPI M,1,1Q mm H 0 3 32anna 122,1nnm g2M1 ggg m ,Ig m s su EMERERR 5gls$ll mmwnE IDs G RR E 1 1 A E RE555,55 45544545 HH43H EEF 16 m :b ROMER g 0151 ;s , qn $ m R iee<eem r , r hese e' .,Wi m VR e IiiiflN PPPrPPP IIIA1 UlF, Z gg 4 A g d3 -1 .mmmmmmm PPAMAAA mess sss < se R Ra < 09 3 nlnnnn:1 g11In mmmmm ggg a nA a P A .8885588 5RXERRX 44185 aaa A mm m A M ilk= �1MM Pa ass a sa s a a IIIRRRRRRR RRRRRRR RRRRR RRR R RR R R R 111F5 1445HAR sssss AAA g 55 s R 5 � .mmmmmmm <�« �< �666� mmm ^ 8, m R 1 -1 "HMI 11111E1 11111 4.44 :444444H 4444444 44444 444 4 44 a 4 4 iRRR - RR ; R tl mmmmmmm 4444444 44444 i mmm m mm m m 5 linnnInan 5nvaova aoova ��a d a ,a o 1 Ey m m m m m m m m m m m m m m m mmm m ... m .. m m m V 1k ct 11 M 74 e- " inlnnn:,:, 1 2,v4,�,-, m:t gug m ,Ig m 1 4.10 a 22alk " ;amgmmgmm dUMMMGIn nArrn AVN a nn g112anaIna«rva Mmmmm P.A' a ry s° A WAPPOe $RI<uu HRH' III M ml N g A m E AZE W4Rg 4 M M Hmggs ERE E s o IgIIII0 'WARR EEM I Re I g E 41 -"=IIV010 MENEM E'6 IRE $ E g ' ANEENNER E M EH MENNE NNM a EX g a a z. 1 52- AAAAmmm rvrvrvrvrvrvry ggqqq «p M aa s m ga � t ���aa� aarv��nry mmmmM gag a ga m g a,A M RA q AMemaea MAMMA AAA $ 9m 9 R 9 txs888M RHmM Ua5,1s MI N 51 h 8 5 3 laRRRERRR RRRRR5B RRRRR RRI R RR s Ot EMEEME^ MMEME ..EEEE ERE E GG o 8 E 3 s ry ry ry,IEaAMMhNNLI <o «< mmmmm nrn G as ry 33 7 7— aaa aeaaasas saeaase as8ea MRs s as s s R 7-1,1PAPAP rv41 NNI I PPP P nH n n n € -2Innanvam .idd "a Aa a 1 o � 3' HrvtiStitiH nnnnn SHS S .7!.. 22 e�q :1:2,1n ;@ "n".11 g aR R R12 R 1 @ 3 aaarnva mmmmm m U 4.11 4'$s a�aWCi 5 mmmmmmm aaaaa mmm ti RR F m 6 94.`„„oo .a� oRn 2222222 444'44 M 1 R? �, z a g'a " 6 t i :ilm ni.i 1=',mmn mmmmm 4gm 4' ng m 1 4-,AMM MVAix Feel m mm .1 E AAmIng 0E155RR 3rA15 FRA R Nn 9 m — _ E- .40333335 IIMRIU 15115 ONg g la E 3 q .5-_ ,q a33ommgs 8035501 uu3uu iu® 1 5R a D S o n m mIN 4 003 3 a 9po�mma"ama 444444 mmmmm a nn m R m mmmmmmm mnnmmmm manna W44 m 4'4 1 m VI yy a l l lIn i:7 rvNl i."n m m 2 vi u�i� m nm 4II S t8.1A9nemvmr9A 4444mm4 oVARNA AAA „ 'RE A $ _ m 3assssss� �msv�m � em s mR $7- ... .,., ENNMNEm >rsss AAA R ss m 39 m `- mmmmmmm oe«e<4 mmmmm �F� m Gffi 2 g m T m mamsmaEEE MEER§ Hui s m mm m m 2 vtAAAAAAA AAAAmgm AAAAA AAA A AA A A 2 AMAA AAA NAAAAAP AAAAA PAP A AN A A m S i I nam n.im :invam o aoond :+:+a o oa o 1 4 a x 3 1 q M IIlq 22512 522 2 21 2 11 2 1lit 11-emamehn Q °'mm.iim'^m'3 ,R1- R g2V d m 123 y 4. 1:11 nr.. gm'Amv,-, mmmmm 4„P gs ',1g 4 1 4.12 V9aMEMgaV, EERREER AMA A aaa a as s n $3 �s � assssxs AARRAIA REHR AIM a nn E i A : i7111ana nn^annnmmmmm ggM gg a g Gemse" . G Hi IN 1-_Amool mum m I 11 0 1- AiiIYAR 1001§1 OVA ,47, 1 R 3AMTAN MMM 2:01m HE '0' 4M I V ; PPAPPA GFGGFFF mmmmm ooggs « as g 0 9 s 3 ffi p�a�mmmmm �n��rnR aaaaa oag�� m �� R m rs pI11nn nn nnn4nn� mmm ggg a nm m N 1;8AAAAAA amaMVaa mwmMm P,nn $ at x g s X8 888 gm G i; `o t� � 8.-I �m M M m 444 LI tri F, 4 V 3naaaaaa aaaaaaa aaa NEE a as a a a ` ,,m 1 a"s gwggmmw xxxxx mmm a 88 a t3a' mnnmm WW44.1a Rgggg S71R a am M E S 9 aagUnUg ggVgGJUU as M AAA 5666 aAAAAAA AAAAAAA AMA AAA A AA x a A 55-(4r4 PAMPP man RPA nn n linn4nnn n.inaann nnn4o aaa o 00 o n o xgVFNN ggggggg ggggg Ogg +V gg ^� '� G • !` Ke5dn5R mennru 506.n q mal .� p 111 1 '^ 'a s�3 nnn4n , gg2A2 NgN gg m 4.13 OT-7- 44 $22212 ggemggm 22221419 22 AA m " , V gg r 9 CI .M, emmmmm HH„„nna <aee«« mm mm m m R VA 3 ' a 2222222 J o n Jm J vi! 2 u7 u g i - r ry A- 6E VAPRflfl gam§ --EMIR IP IP PMIN FA1 A1r� qm R ar HU oolaNDaN ME U h' h a G RR illsGuu u aaa a OO UU IR RE a a E RR mgRmm RMWI .0Ra „ . ill ill $mm222 22Ra"sRN o".Uf:f< as as F 0 ; s ma 2q^RR$ � R0LoR oo$mU U mq a a a RR 225222 ::::::: :::::::: a2 xxR P gg4Mnmmmm am "m m $ p St Al :W.M a 2222222 222,2vn2 22 22 LL " 2 2 11 a x88888 ggFREEn 22REFRE0 g8 xF AAA R t','.'--i ill 8�UU 8862 mptlp,�8 88 $, 8 8 8 8 88 ���d�� .��,„s„„„ ” „„ „ �a „ti a „ � � as ®C® &88888 8888888 88888888 88 88 8 8 8 8 88 1 . „„„„„„ GGGGmmG 89888888 „„ 22 5 2 2 8 88 III �Mr0 MUM 95 MVi "sl L-T q 2 a M 52 1111 RgfifiRp pggRRpp pRpppppp RR RE p fi p p pp illgig4,1 PAPAPAP 11M111 gg gg „ 1 F,5 nommmmmmm mmmmmmm mmmmmmmm u - mmmmmm I0® v.ln, n n1:3 1n2 os52a292 222 2� 2 2 2 22 y Ill . mmmmm ....... mmmmmmmm .. .. m m m m mm pla q ii p a��x � '?c�ecq ��"�R88 889����8 8ffiffi ffi 8 m 9 „ 2�� i /0 „2 �4"aeei M:5 adn5W 1N °1"1 d s� 8t g R 1 -42Q22 2222222 22232n2 0o w2 2 2 K 11 4.14 E,Ii RR REAM REFEREE RRRRRRRR as FE REEF xx 3 UM24 a «4424T. MIIII434 as sa R R a a 11 3I $ 22212 2221222 22212202 22 22 2 2 2 ti 4 u p AR8P52 5511111 0-511151 PP 51 1 1 1 1 15 a mRo:e 2°11160$ 55 RI R G r 411 11g111 1111155 001N1111 55 15 ; 1 1 2 ce 0° xE'A 111100 $UXUUUU —111111 51 11 2 n s n RR ti t '° x-gmg 111115 NIm5v41 oo51U11 Ss IA M " AA Ana NT,saao RARRR$R 15:4H5 RI 5$ r A Q 2 sµ 3 2Q. x:a .01 g --EFRER NO, 0 E 666666 FRAME��oa> � $$RRRRRR ER RR REER mm Qpiwm3 "ry22 RPRM IMPAAPP 222222 44 04 P R 1 6 RR 43 3 'tTh 7Md�d 2221222 g0ng"}it iln oa 22 2 2x - nnt a € 5^ 8888 66 W15 amnnh �$ 88 h 8 a8 r ssN2222 a"22 � =p da s Na 2aAE NEARER EIREANN M ENNEN EE EN EARN NE 3 5 a=sem au r"E EERREE 4/:<<4S MRERRRRE NA RR NERR *m s 3� .';'a` 2 SES 200044 2242:m 42222222 24 AP 2i r „ 2 =31 masA iRRRRR RRRRRRR RRRRRRRR RR 11 8 2 2 2 22 9asA assess AMAAAAA AARAAAAA AA RR AAAA AA 3.r . 5v ' Fciv.3 u. ".3"m as ., 'a '1 e 12 a22222om�222 �UUUUU2� 222 2q 20202+22 .,a .,.,aim°: �ama���a2aa��ma�� O2a� 2�� 102 nnnnnn nlnnno.1 o0 o 0 0 0 00 =411 H ngn VAII � InInnnIn In nn n n n n an 3 SSSS VAIIM.�,5 SSSa.�,.. SS SS S so ory 2Q'oo , TVA5 gm 55M:128 A moi 1-1 q m ryry 3 2¢2 7¢2 2 2 2 2 2 2 2 g u o g n n n n g2 n2 LL 2 i 711 4.15 5o9aRR 22222 aRaaEER $ $ mm 88 R m 8 2 rP R2€asR ass1L1 ggggagP nnnn n RR a R R x gg I ¢ < 2,742,1'.1n J J 0 J J J J O 23 n2 a 2 - 1-41 =$GmmRR 2memmPA IN a E e m' g,—Amm m ms gramma —mat a g'_,6=g'_,6An EMIR M Damm oo153U<1 IR RN m F I m mm 3 w<m mga gRVOt4 ""REIM Eq qt m , ry MPH MEM —HMI IN 10 E R MR '5 m O SURA a <� M 6m ���=m� �����a; ;AURA ���mmmP �� as Ed' m I g ^a AIR mmmmmN INmmRRm --RMR00m NO mm m s RR 6 v m Wign '422 64 ""RRm av 0M$ a R s a s. 0112M dEMPAA Aaaaaaa ssss<asa mm 94 g g e mm ga `n v.1-.m I $ � m m 2 pm m m 2 J J J J to J J J 23 22 n u 2 - 21 =gee Irma Winmmm <e ,q U UU I was 22222222 2228282 22822222 RR RR e Re 8 Rs aAg RRRRFR s>n>n>nasg 92288282 ER as 8 8 r s gg =33 zg � aS� gEVZSS . mRmmmmm 6666666 98 SE 'a ' g 8 as 84 16668 M 8888 982925622 2c 4 P,84 8 2 2 4 88 9a 288888 8828288 22888888 AA AA AAAA 88 3 RR UP:= MjAPP, PAPAggPA " " 2 55 nhoonhhM--F n o-Ra ww o h�aowh heh h aan sxa� �rA��� ��rn��� rvn���r�� I '112do�d�� nvdRooa n4241.46 doo oa a o " o 00 4 3a99 H U ss IUIII N 12211122 52 12 2 1 s I 12 e1e2 S.95n55 55n1W In Pry 1 I a V 10 `m I d ry m d d d d m 2 m m m m J J J iJ o u J J 23 22 LL 1 3 n 11 4.16 see g 44 4E,34M 444444" 444Maa Ai mm R E m 66 $ o <� Q q§—a64 Raaaaa xmmrn& 44444444 as as a a m a nn g22:M 222.122 ryry �ama�� � a< � E� 6�� H � � � � � 6e s aha Rig.4emiemi g�U�a H aaHHH U a mm A4 ao a$eUHH ma1110 uuHQ El Pi Ig go gi cea Aga num os��� as is a a n AA 3 y all HMI a R U go ? g Q "U HEM !OAHU m Q =$1 IMAM U U U U UUU NR MR I a I i NM QoaRR aaaaaa mmmmmmm 66666666 QM 66 n m R a vv �� dffiffi 8RRNN°K RRRAARR RRRRRRRR RR 44 n g e mm '.. Ao 81 a"aaala mmmmmmm 22ogon,lo 02 n2 LL n n _ .., a a14 aRmmmm aaaaang RR44444i Ra RR 0 x a s �R €seem 5num u mm m m31 dm I s 55 k aaa aaaaaa aaaaama aaaaaaaa as as a a as 9�aa mmmmmm mgmaa.4m mmmmammm as as m a $ 11 rnexxw mRAmmRm aaaaaaaa e6 RR a a r § an 5s vggg aasss 4444444 44444444 44 F.! — — — — aa4AgggAAAAAAA AA$AAAAA AA AA AAAA AA 3 3.e MM 11 1111 1/11111/ 1 rh 56 gas ox� oo� � �aao��x ���oa���aaa�a aopoo�� po�oo�o � 2nn n o1a5oo.1 4,4:+14152 aoo oa o 0 0 0 on 3=.e6g V'ANVAA 11166pA AVAIVAVA OA AN 0 g A A VA A "t IV q � $ "aha"aha mmmmmmm tnongJtono oo n2 n 3 n - 4.17 ! 2|Ei"'§§] §§1414; III i ,7=,IV,V,1 222;; OM A2; 141§§1 § «§!$§B® e§@§= ill !M U, gE M }I 1111 - .m•4- wmi iiii IE »n;; , P,. ilIRRRIRRR 22m•§ OPP:3;1”.9. 1414§!] Ilira , 6h' ,■ ®m 111F2Mh KK§§K II : • ;;;;;;; ;;;;; 11.111 II immm...m mmmmm \ '::::::: !» V@ 1/ ^ {) ` .; N;] tin « !k° �� ,]; ;\ \ )0G12&„G .� ,. 4.18 VA —P. " WIT'I IEWA AMA o n„;n;; a2;=2 k°!■|§§!!§§ §N§§§ ! � /}-°a|§§|!P; MAI E° ^ §/' ! RUM )lam 41§;§!§§ M U, |" , Qliva«§w§k 1111M ;\!!{_ {ia� n;;; ;2n;; )3;,,,,,,, „;;; -!M MI |!§22 ; §k/-eu u u 222]2 7 §)( ;! ]]V!§ \ ]]§§]]] §]]]] li2nnnnlG V !x§ §] §§§q§2 §! 2 . k7 WO1 iv o vAP n;q #22=n m 9 ) 2$2':UHR 2! F,V M, i ,1 3nn_ ,,,,, \§\)VO §2\§§ 4' §§§§E§§ §E§§§ § §j§§] m§§ . 1 " ;;In12 um 41 ICI it 4]§5 HUH 111 • IhAnvr-i .,,. 2, ng m'4 si s,'gig .,.;; RIMMUF1 Mln 10FgF. F, ,N !\ itunnnn !!!!! M , 1 • ;;;;;§G ;;§2; II H i ;B2m;;m-on n; § � e: ; 22 ! 'MEM PAIL] l' _ 4ti - -FI=LL ;0. ,: . » &, & n ! ■_ )▪ 1 ;:o=;=n =;;;; 4.20 ) 61,258H886 EEM III IFIAVA =2„= §§ § § urn / § § §§ 22K§) Ii! ::::::: \k§(§} §§)§§ II - . ,;«,.G; „nn; III 111H11 .,,P Mil A Si SI tA 61 N „;;n 6455,,@ 44224 litswro, - elm 1: • §244! aeee§ II §1� : • ;2;;2;; ; ;22 II II IF. .-- Itnn.g.,4nl; ;;;;; ) k . , ,,,,, , ,V. — !! .. k$ 2;nn',4A :§§gym ; !; _ § i ;=n;,:= ,741:1,1:1 *21 Q11 4FIB§§§ eeEEE 5911 :;G,3 {-z!§;MA MAR )\° !(u M ;§2E§ }®y, qkr�! )!� OARO ! ;em§B A k q§e ! ■)\\alBraE EEM P, ;4a»5 )!;&nylq, §n2;« 1" !`§§2§§2 !42.4 )k§B■§!, „wr; !©�,r���� kkakk >\$# -11 IlniL4;2 PPM n ,125 ! - . ale""" .. m.mo. 1 4 ;*ig a E ( 5W5 5 > ` �# . ! Gn,3li,a§S 4.22 )/!l;m;;! ®® §§eee |)\,000000 00000 2 ,22;22 l! asnnD 0 0000 §;!§; )kms a9§]§§| 0000 I§!§§ !u l,00000 0000 ,0000 0 M 2$§§7|§ ° 7, °tea;;§§§§ 0000 MIR FO--A !!;2| 0000 |0 000 000 0000 00000 4|'-l;§§N|; 0000 9§f/§ $)\ «§!!i§ ®0 mB0 )770. 0000 X222=2= ]] o3nnn hmBEinn §§§§§ )!`2\!!!q |§§!■ }!a!■§§■ ;■§r; !{tEGeGe; 23 §k(- 53 14� i 1 V,3 2= ;„„ tqqqnqm ",. . nngnn .® at !`]`; ) 1E5 , 5 � ;2:l�, !] 4nn3nan§B 4.23 §/0,1,41 ae @ M E 93 $ 222=2= ] o3nn }`,®2222§§ u u H1H r'A # 01 ` !°a!■2201;§ !Mg g ) -1§M1 2222\ ,, |- A B)\IB§§B§B !e BBEEMU,Q ){l���, 0.00 t12221'012 !] 03060 \ka!«§§§ §§]§£ \k`§2§555 !B|!| §;;§,B§; ■,Nrm t�eeee«; MVO, ;! , §\{; ;! / ;;;;;! ;§§;; )! 2.0]!;010 °°°° 2n121 . 2. 1g;:2r, , , , k }-2222§§ §]]]] W-45 M3 3 § !`m®B ! 4 °�� § I :22=2, !] a,G,n,n§§ 424 )\t 444»1 !! !APP ;;rr o e2=:= !] zln3 nG§! y \ > .! :NB WH &`-- N,]■m 5; ,.N� !, §\ A® §§)§§ §§ E/k) §|a§ }°y` k` ® °-/ YAM §| 1M Mn )|` ® u fl " 640 |§Em |- a 3 rrrmm PP TM MT ;{\k tl u2:„ !! J033 �:G§ « = N«§§; ■2§n §N! )!` !!2! 9!!! W $k §■§§, ;, gm, g;„ dtA B]]]B eB n!§§ ]];: §I{, !! 7® )© ; 1-1 »:=2= _= q==: „m: / vnq ,, neve I } /|# !!2- goo! !`] !§)5 !§! ` } o22l=;= !§ JO 3*V §! 4 li 1i, ,,,---• !. 1 ; 1 i ( yi i I 1 i i i i I 4 utn , i /�,�^ -.L.F,'�-'`�4"\�I37' '. tel -"� � \ \�V�t;kv� 13�c. jg.4:��• tr1 1,-,,,�(, 1(411;-;(-; TA4k--1- 1-.4-.0.CJ f I�t`{.rfall '1� - !cow-1 t�ol2-W; S' , l�4� j� �"� P�..r-c�^-� p�" 'C 1- i ( 017,71 ..n t Did r.:1,, ,4q4:4_, ,,!- 11,1 11,1"'' 13,,x• `'- Li ' E u{- 4c 1 ,0 �1:IS,S ;1'1.. 5`` 2,1`'&+ti .. I 3�-p 1"1,� -k 9,c -2-I, t '3, �i"- i L,3 5,Y> 2.,..;" 19, 11,c. =7,-.v • V 1.J1L`1 h\9- i Lo lam P K?� t.a,.�G- Lc-r-vC`zL Lo,, ,iic. 13 G t.Or IL 2 .mow 14-(1/4A-- 1'14 w 1i 1z-p 2 5,`5 1 i - 19 ,1=i 2,4p 1b�2� I 6, ``', 6�s>t i nb\1- wic l vrc 1. 1sV Ly '"ti,4\it -1 : :.b ' e-- 4,o,7e-- 4,o,7e-- 4,o,7,1 11(0�r2 � � � 1 i ILY� TM RIPPEY BY r� .....\'L DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 1cbOz� Tigard, Oregon 97223 Phone(503) 443-3900 SHEET 4.26 of mlAn !}{® $u:4§§MT:4 §§§§; 1I-AAMM, M, §7!§! } ® 4\2-! a ! = J M- gA fiq.1 !§5§® \ |. ! 4§® ! g !;§ r- 0/ !)%t / k � ; n;;;; ...,\ 0 { ,R§i2§] Q__s ).f:M nnn 5,1W !,l,=a, ,a§,\ Q !a §5-!! !!;;§;;;; ;;;;; f15,,,;l; :12"J3 ; * § *03$ !$e- :=§;_;; ;;;;a k§$ § !#) ,t ..2 oa2 ,,8 ,,2, 1 4.27 !\||! A ) ;IE;aNmBaN§ mm *pl. ) 222;2 rA M )}``®3§#!!§§ rO M } „ - §\® ; PA M9 )2e gIWO M UM M |°,! 4|� g m5;;5 ;)7® ;2» ; }w\;;;,,.n „;;, ¥-555EISi !] !| 2E-1,!§ !\ §)$ );12] k |nnngln NNANn .,,,,l, ....- 1 ;= o2=; :2;18 g-®®n]§§§ 2222§! ... 1 f-2222§_§§ =lg=] !k» _ 4. 11 A„; 2227A2 428 « ;..UR;eie §§■■■ III i . ; ;„_ „g2,” EIUH UM ) 1111 M giM ;PA �e[ . k74 ' • |§§2=(§ §E§|! Ii! •m§H§4;§ MH III IVIV,1:4 Es;si si aim sl 2 ;m;.; NIM6a !§|q! IEFEMRVil 2upgn 11112nMPAn ! !! k{ |! I / - ;§;;;n; Gnl;§ II I i 0;;;;000-0000; a 115nnnnl'a le; ; | 55]5,9§] ]§]§] ;,, _ /! . ,l,.. | § ,2,§§2;; ; !k ) I ;n,,,;5 . ,:P *2 . 02 6H n§! EEE,',?„' , Ts 12 11 1;;1a;„u :: :: !:::!::: )§§2§ . 2� !§§\ 1UUD Mik III . . rr;„;; ;;;SSu 22a4» 11/V3P ,V,V.4 ets.RWgS: ,,,,, 8555,1n .,U H 1110[1. E ,n ■m 11,F,EMEF,« ....F1 111 igg2,T3 2222; II 0 1.;,',77, ,,,-1: § tinnnP,Va 22‘,1�� » . o =e I; . | § k;,§§DU =]G` § ! H k1e;nl;;; 222„ 4.30 m/L'`-E°° °° UEEE lin,:° n ti ;;:_;; §! „ ;B MAR R--11-!M §§§E§ a- A m�zi§3§2§2 §E§§§ );® !rn m, ■, { 3 0!e ! )} rt \ � §!7- g / 1222;2= ,a„u / )!■■■!;; Xw;22 � �� • 1", 8841 ea®mn, 7: 74 .8841!! ���� §=4§154 k}!«�GGGm g !, §;k2R \[, inUAn HMI ; I1 ;e2,»; ::_:: }������� el0101„ \ }i# ,.@r. )§\ ; 0'1W415 ) *a! {t 2 § 1 ;22122 !] GGn&,»u§§� ! 2/.!# ;-vA-44!!! 00 §$!§§ ! 0000 g29 $ � :�2;2= j§ „G;G )"W iAi 0000 ;|2§/ }�.13l������ (}` ®$�§7$§ 0000 }}M G°=2;§1141 0000 §§I§§ ° • )$®'!§§MAGA !u l0000ccocao cocoa 411§( 7 0000 @ MA )\!§«K!!! BBBeb !«� ,0 ,)] -���� • ovanD )k!■E!!n nn m f.4&!,9qq44 44M }tn§•!n. „mr; !l ���� §■.. §k(k «3 £l;;;;;; �...� , . )`na„nq ,nm.,. lw�en i ]2]§]] 0000§ ! ��, }# §Pg. §§| A § 4n,6,5G55 43 ;)31119M e§ MME P3 { i ; 2=2; ]] 3»»;G « } 31 § § §!. v\ ) § ))' `»§K§2( \(\§§ \° ® @} A H,HP )m-n48 ml M P1 4 ` )\;NNNnle m! nEF,E,9 BB 00.0 *-p e } 122;=2= j] )kMMIR anm )!`\§!@n! !§!|! ),aB•§§° ; Br, �r,.��, ;l:�.»... 2kw;w »k\t :g.U U 2a 0000 UM i = §]]]]§ 22.19) \|7 § 5W! | !§f 021;1;=2= ]] ,q„mG§§ 4.33 )/# »» van cm -°1 II 22=2= )| 0003 0055 !§§§ §(§§ ]}~ ! ME M: §§ Enq §�R§ .� \ ® i §e- §g 2§14 §§§] §§!E _! k m$7k PPMPP PP ;;;; ;MMM ■)\t . 22;„ )! #034 »G§! B!§;§ ;;§§ §§■ t !!|! !!|! W B• $ §§= ;, ,,,, MMM; kt! a]BB] Ba ]]m! mann »)\� !! ` 1! 3322 ,, 7° n®°°ov;; 2;„ . ! 1 0:=2= n, 9=;1 2:2, 2 ! 3333; „ 3333 ,,,, k|/ | !▪- ]§§§! !®® !!!5 2!!52 vd 0 �~ 4 \02,2;20 55 0#,3,»055 I � 1 i ter 9:A.. Trv......, (6...:, •("J1..,z I (,.... ,p'`) r\5 \i. V -S--- Id,12.) '. I ' ' ' ; s' ••• ' ' ' ' ' : • i.,_•, : ; : ; : ; ; • : ! ; ; : ! ; ; :- ; ; : : , ; , ; ! s " : ; : • ; : ; ; I I i ; : , , 6 , 1 X, t. I s Rte, 3`‘.(k,, � f i : a), 2-c'�11 QNL , K /. . r-4,"0 tam Wk _k sIo. 1' s CV\ ® .� . E IFS- L L ¶1-1.G.. i2 5C Ir 1 J I (12c7:1'O'c14) _;`x\/j_U ; LCL • , („ s1 'n 2.1v,n" , 1I,L k z .21; ` �c %.?<,625 - d i t°t ,I . 1 lt-/iii- (, I 1. b17- ti/H 9 X Z s�,0"IZ-$ - C S,,� k" . .•U k... 1 i i i . 1 1 j I 1 1 1 1 1 1MKTMRIPkVi � PEY BY ` DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100JOB NO k25 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET4.35 OF - i "Y x 14- R.& 1 K'7b S( k,*761 T 714„. X_ 1'r 11:3 �v\ � Z :, •- I 1,1 /,.64 T Z ' n 1,(..-"t 34,t2-L I, S"r I� \LIL t ),11&' f� .SXS K YM �5�L L113b �V,4" 9O 1-1.-NK , z Z-1,0 Z1,0'` )CL- DoL' 5'111 �v�1�1Z C �—� �'�� 1 ��1J� (3b LT i V1J IV 1\ TM RIPPEY BY k i r-"- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO ( Tigard, Oregon 97223 4.36 Phone(503)443-3900 SHEET OF 13r.1,1•()1 ®T` `PL, -*\'Lk t1 it 3n, tk I,� " W� 2 xSiS ej2ov1oi- I" i - P\A 4.I 412- ,10-1 2.1,4 2 15 ✓.7 l�'la I . TM RIPPEY BY 1 d 124.-- DATE YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 1�2� Tigard,Oregon 97223 4.37 Phone(503) 443-3900 SHEET OF I ; H I1 1 1 I 1, i ; ; ;;; ; ;. : ; : 1 : ;; ; .1 , 1 : 1 ; ; ; : : i I 1 I i 1. 1H , ; 1 ;. ! ; ;. ;: , ;. 11. ! I I I I I 1 I I : , 1 € i I i I i ! I I I ( 1 i ' I I 1 1 1 I I I i 1 I I • 1 r I I1 I I c (;;,t Pv\r"-!4: 1'1-1t,- 1 S1'sli........0—I 1 .0 77 1 /\ f> , ., 1 X I n C V L 0.t `�7�.7...... :!:CbP \ h ( j' t`4 !. .,' i i , I :(l.9F'L1 _1L. .�' I 1 (1L hot I 1 GLL11)4.Pst , -CC'Ct.ra� 1 I j 1 �J(i.S-k Z t Z9 t` '1t 2) t.t 1 1 L I � � I I j 1 . 1 i 1 1 i 1 : 1 i l 1 1M I . TM RIPPEY BY k' DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO \00t > Tigard, Oregon 97223 Phone(503) 443-3900 SHEET 4.38 OF i i i i 1 i t I I I 1 _ ' 1 I . -�; I • • ; 1 I i Ii � IH , ', ' - i , , d i I ! I V\SC4 - - .' teC2ka \ !- cvsLM � � w I I 1 ,J 1 I w Q' : th \2r, raYa' �u K2 �� is �( v -I1 ' 1 a w xt\.1 p1, Q �� wL 1 ! i b �1 S � � 1 � r` ., , � � r '/-` , s I ' I 1 • 1�y .41 • • i i 12, , b; S a.,.S1 I I" 6bco-D I �i d . 1), v.- F \2 �\ I 1 . i 1 1 , 1 I • 1 i I 1 n /—N TM RIPPEY BY,�yz�"" DATE \X/ CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 1 P:,2621? Tigard,Oregon 97223 4.39 Phone(503) 443-3900 SHEET or Feb 26,2019 Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(\1 E...Density[k/ft... Yield[ksi] Ry Fu[ksil Rt A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 . 11154 .3 .65 .49 36 1.5 58 . '. 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND29000 11154 .3 .65 .527 42 1.4 ' 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 I A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Connection Rules Label Conn Type Type Beam Conn Col/Girder Conn 1 Col/Bm Clip Angle Shear Column/Beam Clip Double Angle Shear Welded Bolted 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab.Shear Bolted N/A 3 Girder/Bm Clip Angle Shear Girder/Beam Clip Single Angle Shear Welded Bolted 4 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A 5 Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A "6 .- :End-Plate Moment Moment Column/Beam Extended End-Plate Moment N/A ' N/A 7 Col Shear Splice Shear Column Shear Tab Splice N/A N/A 8 Col Moment Splice Moment Column Moment Plate Splice N/A N/A 9 Diagonal Brace Brace Diagonal Vertical Brace N/A N/A 10 Chevron Brace Brace Chevron Vertical Brace N/A N/A 11 Knee Brace Brace Knee Brace N/A N/A 12- Base Plate Baseplate Single Column Baseplate N/A N/A Joint Boundary Conditions Joint Label X[k/i ] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N2 Reaction Reaction Reaction Fixed 2 N1 Reaction Reaction Reaction 3 N5 Reaction Reaction Reaction 4 N6 Reaction Reaction Reaction Fixed Hot Rolled Steel Design Parameters Label Shape Lengthfft] Lbyy[ft] Lbzz[ftl Lcomp to ft Lcomp bot ft L.-tor u... Kyy Kzz Cb Function 1 M1 HSS5X5X8 12 Lbvy Lateral 2 M2 HSSIOX4X4 8 Lateral 3 M3 HSS5X5X8 12 Lbyy Lateral 4 M4 HSS10X4X4 10 Lateral Member Distributed Loads (BLC 1 : DL a 8') Member Label Direction Start Magnitude[k/ft.... End Magnitude[k/ft,F,... Start Location[ft.%J End Location[ft.%] 1 M2 Y -.08 -.08 0 0 2 M4 Y. -08 .08` 0 0 Member Distributed Loads(BLC 2 : SL (a'8') Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,... Start Location[ft,%1 End Location[ft,%] 1 M2 Y -.408 -.2 0 0 2 M4 Y -.408 -.2 2.5 ' 0 Member Distributed Loads (BLC 3 : WL) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F,.., Start Locationjft,%1 End Location[ft,%] 1M 1 X .076 .076 0 10 2 M3 X :076 .076' 0 10 RISA-3D Version 17.0.2 [P:\...\...\STRUCTURAL\CALCS\18023 Bldg Canopy.r3d] 5.3 Page 1 Feb 26,2019 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL (a,8' None 2 2 SL8' None 2 3 WL None 2 Load Combinations Description So...P... S... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac..,BLC Fac..,BLC Fac..,BLC Fac...BLC Fac...BLC Fac... 1 DL+ SL Yes Y 1 1 2 1 2. DLi+.75SL"+.75 Yes Y 1 1 2 .75 °3 .75 Joint Deflections (By Combination) LC Joint Label X[in] Y[in] Z[in] X Rotation[rad] Y Rotation jrad] Z Rotation[rad] 1 2 N1 0 0 0 0 0 -4.842e-03 2 2 N2 0 0 0 0 0 5.547e-03 . 3 2 N3 .135 0 0 0 0 5.8e-03 4 2 N4 .135 -.698 0 0 0 7.707e-03 5 2 N5 0 0 0 0 0 -6.983e-03 6 2 N6 0 0 0 0 0 8.095e-03 ' 7 2 N7 .197 0 0 0 0 8.547e-03 8 2 N8 197 -1.378 0 0 0 1.238e-02 MemberA/SC 14th(360-10):ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om[kiPnt/om[k] Mnvy/om...Mnzz/om... Cb Eqn 1 2 M1 HSS5X5X8 .248 10 .018 0 v 149.01 235.928 32.685 32.685 1.364 H1-1b 2 . 2 M2 HSS10X4X4 .207 0 .034 0 y 130.73 169.952 ;.19.073 43.613 2.414 H1-lb 3 2 M3 HSS5X5X8 .373 10 .025 0 v 149.01 235.928 32.685 32.685 1.398 H1-1b 4 2 M4 HSS10X4X4 .320 0 .035 0 y 116.57 169.952 19.073 43.613 2.35 H1-lb' RISA-3D Version 17.0.2 [P:\...\...\STRUCTURAL\CALCS\18023 Bldg Canopy.r3d] 5•4Page 2 r�YY 1,1 x 2 6 -,386k/ -.23Wft 1111111111111111111111111P11111111111 111P11111111111 -.306Wft 15Wft II11I11IIIIIIIIIIIIIIIIIII OS - TTTTTTTTTTTTTTarvcrkAWS AiarikAaq v„v N4 N3 N8 N7 II .057Wf .0571d 1 5 Loads:LC 2,DL+.75SL+,75 WL • SK- 1 Feb 26, 2019 at 8:54 AM 18023 Bldg Canopy.31 ��kAnalysis Snow drift • 2005 rpw lU := 112.5•ft Pmin := 25•psf hr := 10•ft+ 0•in -f-• DM := 1 Parapet or Drift Height Modifier Pg := 10•psf projection height 0.75 for roof projectio hr = 10 ft or parapet D 0.13•ftPa 14.pcf D = 15.3•pcf 9 = 0.654 ft D Pf := 0.7•Pg Pf = 7•psf Pf hb ' D hb = 0.458 ft he := hr— hb he = 9.542ft he = 20.857 Drift to be considered when greater than 0.2 hb 7 — 1 hd := ft6 Ib 4 •0.43.3 :1.4.Pg+ 10•psf1 — 1.5•ft hd = 2.89ft hd•DM Drift Modifier hd = 2.89ft Pd '— hd•D Pd = 44.214•psf Pd + Pf = 51.214.psf Pm := if[Pf+ Pd < D•(hc+ hb) ,Pf+ Pd,D•(hc+ hb)1 D•(hc+ hb) = 153•psf Pm = 51.214•psf w := 4•hd if hd <_ he 4•hd = 11.559ft w = 11.559ft 4•hd2 2 if hd > he 4•hd he = 3.501 ftPm — Pmin he wd _ Pm—rf Wd = 6.853ft 2 8•hc if 4h d > 8•hc 8•hc = 76.34ft w c 5.5 I •I I A 1 i I 1 i I L .1. I �• j I. L i...l 11 I I;' � I• I ' i 1. t i I • I. I ' 11 : I 1 1 1 1 1 i. I 1 i l I )1 I I I. 11 ii( i 1 1 ' ! 1, 1 I I 11 . 1 .1 I ( I I 1 1 1 l j: 1 I I . I .I I I I • 1. I ! i I I L i 1 i I. 1 1 1 ' 1 ' 1 .1 i, 1 1 ' I1 II III.. i ' ' II I I ! 1 ' -1' ,, I- III i .( III 1 111 1. i 1 ; 1 '.. 1 1 1 I I 1 I ' I 1 1 1 i 1 1 1 .i _ I 1 1 I ' ' ' • 1 1 1 I 1..1 1 1 1 1 .1 tLI ' i. I ' _ ' i. 11. 1 i i i I 1 k1• i • Iii till i1 ' 11 1I 1I I l I I 1 1 1. 1>A vi C 1.p -`a\�, n-' 1 , •I i 1 I I i. 1 I. I I I i I 1 1 I I I i ; I I. .! i i 1 1 1 I-. , 1 L... I.: 11, 1 1 I t I 1 1 I t 1 i... ':.. I.. I 1 ' 1 1 1 1 1 1. 1 1 1. 1 ! 1 1 1 I I• I I I I I I I I l i I i ..1 I 1 1 1 ' 1 1 1 • 1 1 1 I 1 .. l ! 1 1 11 i I 1 I I i 1 1 - I i....1 , I 11.14/k11)-11 11 1 1 1.T'1S 117 -r--11, 1 1 -I 1 1 1 1 1 1 1 I • � I ( I 1 •! • 1 1 i i 1 1 -i • I I , ' 1 1 i •s 1 1 ! 1 1. ' ,. I I 1 1• ..I 1 1 ' 1 1 i , i 1 Z 1 ! I 1�(,hc 1 I' Sib �1 ' 1 !• 1 ! i 1 1 • I i L I. 1 i. I j ! 11 - , I i ' • i I 1 1l • I 1 i � _i_ I I , t 1 1• 1 ,. I ,,: ,? , l ' I 1. 1 i .I 1 1 i I .. 1 �t c I I 1 illi I I 1 •1 I 11 ' I ' I �b }v' 11 I 11 1 j.. , 1 i ! I I i 1 � 1 I: 1 . 11. t 1 1 I. ..I 1 • i.. ' I 1 1..i 1 1 1 i, 1 1 ! 1 1 1 I 1'1 I. i , 1 1 I \I �1 ' I I I I 1...l I 11 I- I I . •1'11—!-! I I...i 11 '11.1111. 1—. 1 ' `$•,'L i� 1. 11 I 11 1 1 1 i.. I 1 I I i 1 1 I I_ I �.-- 1 1 I 1 1 1 I I I (A.;.• : i •IZ,j 'P-, :- -i i 1 I 1 E I I 1 1 ' ' ..I 1.. 1 1 _I i I I-r i 1 11 I i 1 I !' I I t ! I I L J . 1 _I � I I I i I i � 1: l ' 1 1 1 1 I 1 1 . ' F , , , I 1..i , 1 11�bt I i. ' 2 1 1 1 1 i. 1 i l I• 1 I ' ' ;. . 1 I 1 1 1 I 1 1 1 1 1 1 ! 1 1 1 4 ' 1 I I Z>-= I i I I ' I I i 1 , 1 1 1 I I , ' 11. 1 1 1 I 1 [ i 11 ' ' I ' I 1 ' ..I I IF I I i .. l I u ' i i i I i i ; I •/ 1 1 1 i I I 1 , I ' I , I 1 i 1 t1 'I I i l I 1 1 ',Hr .; i 1 1 ' I : I 1 ; I . ; ; ;; ; ; ; ;. 1( I I :- 1 1 1 1 ! 1 1 1 11 1 i _ I 1 1 1 . .I . I 11 ' , I 1 I I ; . I 1 • 1 . i _ I I 1 1 1 � _ ' I I a 1I 11 I 1 _... I....... L__ I .a. 1. i 1 I_ 1 1 I I i L I 1 1 .. I I [. 1 L . 1 . .. • I 1 ( ' - • I 1 1 1 1 I I 11 :, !• 1 1 I , 11_ I : 1I LI { 1 ! 1 ; jI II 1 1 1 1 i i I 1 I 11 ' i , ! I 1 _ I ' 1 ' i . 1 H ,;: 1 ::, ! : ! I : j 1 : 1 1 1 1 ' : i 1 z % 1 . I 1 i 1 • . s� -- t5'11 ,.s,2 sr, 26� �- I 4f1... 1 I 1 i �Z Ll�- F 1rt S-1 qc , LZI 1 e 1 ;! I I 1ZX \2_ • 11 I L _ . J E • • ! lZx(S:, „ 1x,1i� 1 I I 1 1 (VSs 12n'2,'/��. b . I 1 1 1 t I I 1 1 11 1 I ii 1 i i i I I I 1 i ' IIII I I i i I I i 1 i i 1 1 1 I I j t 1 1 l /�K TM RIPPEY BY r\`Z�� DATE EA CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 'bf2 T.,"1, Tigard,Oregon 97223 5.6 SHEET of Phone(503)443-3900 �= 22,% x 5 I0-1 ki yc i\lzu Pr+t�i 3 e. 0 5 PNcv-C --32..`t R5F. 1,c5 zo,K x1, 1-1 —. Z►s' H:477 I.. e-,11-4,1,0 3 2 su<-1;v, yak sps` A 'to G" ..Se-44-1741,0S TM 1UPPEY BY\\\S"'`C- DATE Y.L CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO I�OZ7j Tigard,Oregon 97223 5.7 Phone(503)443-3900 SHEET OF • . • { '1 s I i I { • p_.: ;i10 :1,' I I 12 • 1D, MIs i U•\ 11 PL i . lla i le4_,t. --1z:,. : i {-t..%q'�O 's 7 Z5;7.t‘-\ , };:r:- ,!4,,‘..,J ; I 9Y (Sv ' . P1, s 'p F'Sf '•-G •s oC� �L� . ; iiiiiiiiiii• y 1 stn. E3 $ 4nvet,..� • 1 . . . i 1 1\11 t 'IM RIPPEY BY '`✓`\ DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 1(6('Z7 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET 5.1 OF 1 y i" I , le-Fr � ���t Pori �Iz\� y- i ..'I 34,6,e, (-m�i I'/o,r 2 i °` :E''' T(2-,1 '/L"),-11/ F.u -t t31V-- f II IIe2)11S►v..' q Thole-IA-oil-{F Is—oil— .1 k(X.. _ 1'lcD q * Si5 , 11v"r 4-/ ' Bsb 0 Z �ti i,/,4e-he...)- l c-1 r‘.. - _ 1 ` c—ou1t71`- (L-1)Y !! C L ?,41 1../c_7 15 ..! A Ai i 1YY /\ TM RIPPEY BY k t7+lIL DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO ISO il• Tigard,Oregon 97223 5.8 Phone(503)443-3900 SHEET OF coed'% , -cr I�III TI www.hilti.us Profis Anchor 2.8.0 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 1/18/2019 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 3/4 Effective embedment depth: her=4.500 in. Material: Proof: Design method ACI 318-08/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in, Anchor plate: Ix x 1,x t=12.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3,000 psi;h=6,000 in, Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R-The anchor calculation is based on a rigid baseplate assumption. Geometry[In.]&Loading[Ib,in.lb] Z of 3 ii4 $" " i-A,P004.71sway ' r� *,g ,vaftnC 'fin �r • , x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilt'Is a registered Trademark of NODI AG,Schaan 5.9 ( ' t I i I ! ' W P=ly M;%-'>l:. - /,'''t ;;:',1,, (L-9t ) ! : I I , : I Ii :` \ 1,jL• a' IASL1 2 1i, -1,t ; i' - , I ^ • ho k-s x, s 2 bpi w _ - E 2�oN / 6f 'Jt �r` ' 173k-V'y -'-I f—,w. - Li I I Z-0 ,(, og . ,L\ . 1 . 0` rCtbrLx\` ; : , ! i ,, , tO ?! , C 1 . IAr� t\ bl �k' ' ': : -.1.i\,1 4. s , 3 d V up , 1 . , , , 1 (1(„t57,44;,,t,„,.......7. : , ,, , , , , , , , , , . . I , . , i : , : 1. vc-ot.,0_, ,k40 1„../..,\?.„.,,tkortl.,_ , : : , ::: ; : , 1 ,: : : L,i) . , . ; , , , i . .- 1 ,` I. Fol_ \2NrJ t�'t , mac,� • I., 1 ,„ i . , , , , 1 ,... 9 S/ j I{ �,2bolU�- L2 * t3tr-J w/ s'7 Hak P1x 11 L Go` 0C1 ?..\/. .i.1 F,11 '12'3 o 1-t ) 12 b : Its :-L-1'!f 13` > 1114., . ' '..-r/V\ ,, - 2 1. w i • 1 � 1—,.t.", e, , :L. 11 x,`5\-1,\'-- — 1,-ztio',4 6olt.,‘ ,,,,i S 1 1 ; L! y I l -4,0\4. s X ,7`u • ' I 1: s 1 , , , : ; — , ! , ..! ; :, : 1 foo•v1/4,6v,. (...t.) -c.A.sp.:A.... ,4--'1-k 43kcil-}..] i 4,-. --.7 ),C:1 v.th 4b� (.1-:)-�> � ��- �, V1 ?s , . P1 11V- 1_ TM RIPPEY BY k :0A--• DATE \'Y/- CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO t vC3 1.'5 Tigard,Oregon 97223 Phone(503) 443-3900 SHEET 4.40 OF FAIT'' www.hilti.us Profis Anchor 2.8.0 Company: Page: 2 Specifier. Project Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 1/18/2019 E-Mall: 2 Proof I Utilization (Governing Cases) Design values jib] Utilization Loading Proof Load Capacity [ /pv[%] Status Tension Concrete Breakout Strength 4,340 9,801 45/- OK Shear Pryout Strength 1,280 33,440 -/4 OK Loading i3Npv Utilization pN.v[%] Status Combined tension and shear loads 0.443 0.038 5/3 27 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks;Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibiliryl PROFIS Anchor(c)2003-2009 Hiln AG,FL-9494 Schaan HOtl Is a registered Trademark of HIIti AG,Schaan 5.10 '.. i 1 6 j k J j i r-..-c .t ;OP4-— '��.a.l ! i i � �a : • �Z l 6b1`_G.It i r !-HL-6F6&;- 6s..: .1-�r . ;` h t� P�siJ% .t'S: ;421'1 - 'L j IlE w: : ; , ' -- il,1 p xcv k1� �.X9:0c > �*�4 1. s t I � I .. c211 \.tom. 17126 1 0 • ( :11.: ... Fr' z ` 1FtIb II i ,5/ LS � ? j -- n\\ Sts - Ff,\ a g r?, 'S,,� �1:2t� K:1� x Ina b1 ZZIn* <I--- tp Fr. O 1 741— x , 1G.94 ��-ti/I tiI12S P��- \\,), s c=41,--)c ,u' e, Pi...r- J yc NN ,i 3 PIN" v T tura Iz-- aoL,A, `': tis. ft%� �Ttr z,w `� L) o '(, ) ',4-o) I I '. ', Zvb'1' n 1M KTM RIPPEY By I:\-\&-- DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100JOB NO i:5O Z./7 Tigard, Oregon 97223 5 Phone(503) 443-3900 SHEET '11 OF • • • • . . ! . ! : ; • I ; • 1,'-c-v-i \rkr I i ! Hi : ; ! ! : ; , ! ! ! •; ; : • ; !, ! ! ; ' I :1! I •! •1II • : g • , , , ! 1 , , , , , ! ! : , ! ! ! !.; ! I • • • •!, •'!!„ )D!tLib= le' F 31! 1.4 ;!!H!' Put , . 14_1 . - •!11: 4 ! !! ' • ! • ' ! ! - : !!'"ICto fr7- • I! . „ • , : • : , : • : " ; ! . , ! : ! . • ; • : ! , . : , , , , , , , • , . , : , , : : , • , : , • , • : , 37cfril 99sc N : ; . ; • ": ; • ,• , - • , • ! • • : : ; • •;; E . . • 1.•'!4--"! • \•• • ; • • • , , . ! boc).0 •?c . . . e„ 1- • , • ! , :!! ! ; •-1117.1 . , r!'77• Li() s\ • • : ! •• . : . ! •.1 ' ' ! . • : • , • : • • . 4– \615tD . . . , — • ; , . . — • . . . : ; , t : •! • : !. ; : : . , , : I • ; . : I : ! • : , 11\AKTM RIE)PEY - BY k DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO (4-0?••• Tigard,Oregon 97223 Phone(503)443-3900 SHEET 5.12 OF l• ! 1 ; :: i 1 1 : J ; .; :. ! .::----1),, . !.' 1 ; ; 1• i 1. ! , , , ; , ; t 1, '; ; ;' ; ; ; : 1 i ; : I ( Ili 1 . 1 , 1 i , ! i 1 1 , i ! ..1 1 ; ', ! , 1•• 1 I ; ; ., , 1 i I i i , i i 1 1 I 1 •,. , i. ! , ! .,,,! .I 1 , , I ', ' i i , i , 1 ; , . I I 1 1 I ! 1 ! 1 : ; ' , 1 1 ; 1 I ' 1 I 1 ',. I 1 1 1 1 ' , : , ; • ! ! ! 1 : ! • • ', 1 ;•• ! I 1 • 1 1 1::1: • • ; ! 1 1 ; I 1 1 1 • 1 1::: i :. I , s : . I ;„ :• i ; . , . 1..1 1 1 s; .. ..1. 1 1 ; 1 .i 1 ' 1 1 1 1 1 1 !' 1 I 1- 1 1 i 1 • li !• 1' ! li , 1 '1- 1 1 1 1 !;- ' 1 1 1 : 1 1 1 1. 1ii1 ! ';: 11 i, ii : ;;;; 1 ; 1 •,, 1 ! i • i ; • '; . •:, H ! • 'i' llii .111 :!, • i • ii• ILI !, 1,,,1 i ! : ] ; ; H. 11 ; 111 1, ', H1i i ' ; 1 .1 .. li .! . li .1 i11111111 H H111i1 . 1 ili1 ; , 1 H, HH1h1 ,. 11H1i 1. 1. i Hi ; H1. 1 ' 11. i. 111 1 H. : H :H : :. . II , ; ;: ! , 1 ; • 1 11111 .: ; m : , , , ,• 1 ; ; , , , 1 „ 1 , ; 1 : ; ! ! ; ; ; ; ; 1 : ; I :„ ; ; ; ; : : : •! : : • ! ; ; ; ::: : ! ; : 1 . : 1,1J. ; , ;: _; _, .1 ; ; ; ; ; ; , ,... , , : HH, H I ! ;,. H : -:::-..; -I' :... : : ; i:. ; 1 E 1 ; ;. rt4.7- 11,.. 6,-t.,4 „ 1 1 :,,1 1 i 1 .,,H ; ; ;, : ., 1 : : 1 ; .1 ; 1. , . 1 : : . 1 . 1 , 1 , 1 11 1 1. i i HH! , 1 • , •; '.' ; : ; ; ; . i : ; ; i , ; ; ! ; fi •i , 1 ; 1 !, i ', 1 1,,. ;::: L1 11 , . i. 1H ! 1 ,-,-. k 1, h 1,;8F1)(1121,01•171 1 i ; H. ; ; ;. ; j : :. : 1 , ! ; ; ; : i !• ] ,-;- ; !, 1 : 1 1- IH ; H ,, ,.: ,;: ., H ,:: , i. i .1 i ! , I i ! ! . ,. , 1 !, ! ; ! i , • ! ! :, I : 1 1 ; ; :„ ! 1 !: ;„itv„,..F.!, c?4,57... !....1 ....1 !. .!.....: 1...1. . !....! l.....! !.....! 1 , ! . _,,I ,,- ; ! , .•! ! ! ! , 1 : :_, , , , , . 1. •! :! ! ! ! :: ; ! ;: • ;; ; ;; ;; p u•r.,.;.... IiiI ! 1 , , , , , , , , „ „ „ ,. !,,. , ! , 1 , ,: :: : : ; , ! , 1 1, i;.‘r1*- ; ,, , i , ; ! ; , ;, : ! :, ! • 111 ; ; ; --7-7---H-H--- ',--; ' I_, 1' i : 1 i 1 ; :" IA,,11.1 6 s 1c. b-•::'Jc1:-''t.';''I If 1 ! I 1 ; ; 1 , , , ,,, , • , : ,, ! , , ,• ! ; : , : : : : , : :,: , :,_ , ‘, ,:t 1 : , 1 : !" i ;--; .E ; ! 1 '! : , LI : 1 :, , ::••k-0 cr,\-,:k.,31 ! 1 1: 1 I ! ':, I I I - 1 I ; I ; ! ' I ! •! 1 :: i HI , , : , ! : :/;- : : • :: 1 1 I. 1 !„. , L 1 'I ; I: 1 :I. I ' 1 .1,,i':' •2•1 li A:1',$I:TI, >c: 1:g.::ISIA 1::,'4'1 );:: (;)11:It'":: I: 1 , , : 1 1 ,I• 1: „" ,' k ! 1 :, 1, 1 1/,:', 1 :::' 1 1 , 1 1 1 ..1 '1 1 1 .1 1 1' H Jr 1 III• I 11 : 4'.;.‘ta../i.. i . 14'..:,e 'll H ':-. :.; ! i; '; i 1 , .. rA,,,,,---,1 I . ,..z.- , I ! ! , , ., H , ! ,,, ,H , „ , , . , „ , , , ,, , ! , ! „ , , , , „ , „ : , , , 1 , E , , , i , , , i , I i , : : , I , ,10',-1...\„ejv.)p.,$ 1,.1.7.,- , Dle.twa\A Vt-1 i V11,7\.••:‹..,S kiNIZ.-,S,L I i' L. 1 L . 1 I :L.:::::i: ,-: 1 ': : , I ,:: :,:: ':: :! : L:, ! i ":-,• '•••••,: ",: --,:: 1 '• ',• — ':• • '•L,••••i '••••, ,, . •, L ::.• 1 •••• ,• :'•• : •Y- •: -1 - ::• -'••••. , •, , i • , : , , , , 1 11'7•-•Yr-- ! : 1 : 1 ih.. H ::. :. ;:. I. I ; H : 1 : i i : ; ; ii. ,! 1. 1F ! 1 ! 1 : •; ' H '. : ,C ,1) ! •1 ,. '• ! I ! ''; 1 (1....... ! TQ;, /- 1-- !cc?,1,-;\.....,f I., 1 1 ,, i ! 1 •! i 1 ;; HH 1H H1H 1. .;, .! , 11iH1 : . H :• Hli. 1 ', 1 , H , H11 ; 11.. i,,, Li .11111Hir 1 H 1 , ':. ,' :" 1. .1 i i I ! 1 ', ! ,, i 1 : i, 1 ;'7..c.3pi x', ?, •r N , ;-, 1...5. 1.: 4,-1;7 1 ! ! ! ; !. ! ; , !, ! ; i , , , , , , 1 , 1 , , , , , , I ,, i , ! ! ! , :. 11 ; , 1 , 1 : 11 . , ii , 11 ; 1 , 1 •; ;• 11 ! ; ; ; ; ;; -I1 1 J ! I. " I I 1 ! , , : ! : : 1 ! : ; 1 , i , 1 , ! • ! , : 1 1 ! I i ! , ! LI. to-__!_ ! --F...! ‘ks,;,4,4_1 ....rt,..if...i.,...t...1....4c..0,0 .:4.-4 it. !. :.„1 , , . : . , ! : , -. 1 , 1 ; ; ; ; , : i 1 : : : :• 1 : , ; ; ; J , 1 ! ; ; : i : :,, ! ! ; ; ! ! 1 , ; ; ;, ! : 1 1 :' , I1 :: . ,," H : , 1 ; ; ; ; : 11 1 ,_ :. i , , 11 ,. 1 , ; ! !„.„, 1, : ! ! ! ! ! , ;.. 1 , ; ! , ;. 11 ! :, •, ! ! . 1 i : : ; : ! ! ! ii - , ; , ; ; ; ; ; ; ! 1 : 1 .1 ' : ; ! ! • ! ; ! ! „ ! 1 , ! ;• ; ! ; : : ; ; ;: ! ! 1 ; ;; ;• ! ; ; ;;, 1 H 11 ,. !, , ! • , ,Th , ; H : 1 ; i , ; , ! ! 1 :".! , H .;:_, 1:: , :•,\1.,, .....,..N)0:4---1, I., : ; , , I !, 1 • ! : : : ! . ; , , , , , , , , , , , ; . i : : , ! ! ! ' ; ; ; ; ; ;, ! ! ! : : : , : ; , : , ! , , , , ! ! ' : 1 ; ; ; ' '; ' ft- i • : •.- 1 : !• , • • : :1:•.-0,- - 1 ; ! ; i , : .1 : ; : !, , ', ; ; ; , . A 7--, ,2, C:75115 1 ••7-' TL-Yk, 3: 1 1 , 1 E ', ;:. 1 :: 1 , i '! i i I ; i. ,... ;,, 1 11 , 1H !. 1 ; 11 ! , ; ', •;: ; 1 , ..' ! ;. H , H : ',, H1 ,: ! ' HI :,. :;, ' 1 il ',. ',. ! 1 1H ; Hi , 11 : 1 ; . ; '; , 1 ! 1 ; i ;. , 1 : 1: : :;. !. 1111 ! H . i ; ' , E. 1 ! • 11 , i i : 0-1 1 , (. 1 ',.. ! , 1 ; 1 i ',, ,, 1 ; 7\z> F 1 :2-Li er."'?7: ' 11:::,,r 1,1 .,'Ft it_•1:\i.:„ 1 : :! : :' ; ! , , H ; i 1 . 1 1H ; :- • ; ; l ' i ! ; 1iH ' 1 ! : ; Hi i. 1 : 1 11 ;.. H11 i: ;. . 11W ; '•:. I 1 Hi : , 1 : 1 1 1 ; 1 1 i <-j.iC4 Yi(-. ;11.,3-1 :4- I.Li IA : :Ir"-'••11 : i• I ' I : • I• I I I ! 1 I I ', ; ' I 1 1 ; 1 , ! II ; :• ! ! ' 1 !• ; ! 1 !. 1 ; , ! : ' , , ! ! ! ! , , I. : ; ;; 1 , ; 1 ! . , , ; ; ;. , 1 , 111 , ; , ,, , , ,, , : : ! , i- „ „ • , , , , ,, , , ! :. , , ,. 1 , , , I . , , ! , 1 „ , , ii • : ; • , ,, , 1 1 : 1 ,: 1 1 : ! !: ! ! ; 1 , 1 ; 1 - ! : : 1 •p , : ' • ' :1 ;1 , ,e;?/ 1 ;.14-$ ; : 1 1 • ; •; ;.• 1 ; 1 ; I : : , 1 :: ; 1,_ .1: .1 .., :... 1,, 1 , i: ; ; ! ! , ,,, 1 , : : ., , ! : 1 • ! ,. , , 1 ! ; : , , ; ! i :. 1.. 1. : 1 ,:..1 ., !,•• i 1 , ,• ! 11 ; !: ! ! ; 1 ,,, : , ;:• :: ', 1 TM 11\ilK RIPPEY k CONSULTING ENGINEERS S DATE VC._ BY , , . • CHK BY DATE • 7650 S.W. Beveland St,Suite 100 JOB NO. Tigard,Oregon 97223 SHEET5.1 Phone(503) 443-3900 3 OF Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 FEB 2019, 1:25PM PO1 FOOtl�1 •Eirnbedded 111 SQI� File.1, Rock Creek Common\$TRUCTURALICALCS118023RockCreekec6l g Software copyright ENERCALC,INC.1983-2018,Build;1018.12,13 s .' Lic.# KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Screen Wall Post Ftg. Code References Calculations per IBC 2012 1807.3, CBC 2013,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 532.0 Pcf Max Passive 1,500.0 psf Controlling Values Point Load Governing Load Combination: +0,60W Lateral Load 0,3972 k o, Moment 1,887 k-ft v NO Ground Surface Restraint Soil Surface No lateral re traint Pressures at 1/3 Depth 'tef -. Actual 542.98 psf , Allowable 543,95 Psi 'tA3 11r y in 6f .a.eE� stili .s '. 5 91 m RegredDpfb 3.125 oft° Footing Base Area 1.767 ftA2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (kit) Vertical Load (k) D:Dead Load k k/ft k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind 0.6620 k k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 4.750 ft ft BOTTOM of Load above ground surface ft Load Combination Results a r 1.ir .M+' �...s. e >�e- �1n41 ati 1 4Q1 µ..' s - At� Behr k1101ea$0' t. oad 'blra4o r oma ' ( b (p � & +:o 'tea, , . ; -. N-4004.43.9.41-:Q. �� U ;� .,: ?'eG 0.000 0.000 0.13 0,0 0,0 1.000 +0.60W 0.397 1.887 3.13 543,0 543.9 1.000 +0,450W 0.298 1,415 2,88 484,7 489.1 1.000 5.14 . .. .„. , 1 I . 1 1 I 1 1: , 1 I :,.• i : 1 .,. : 1 .I 1 „-P, 1 I ' ' 1 1 1 1. 1 ! 1. H . ' I ! f' . 1 i t, 1.. . I 1. I 1 I i I I .: : I I ', i :',..1: ! : 1 , i 1..1 : I i ; I I• I ', ! I 1 I 1 [ . 1. I..I. : .I I I : 1. . I I 1 1 I , .1 !, I ,.. IL .: :: 1 I : : I i 1 1 I...I I 1 1 I ii '' .-, I ' ! ', [. I ;1 ! " i 1 i 1 i : i : I ; 1 II : III 1 ' 1 II I 1 ; ; I : : I I : • , ,. , , , „. ,. . . . . . , , , _ : ... 1 i '',— i: i '', „':. "..', — E,' i 1 ' '' 1• 1", , 1 ' ',• "„ ! ', „' .1 i 1 : , , ,,- , , , ,, • ,. . , , ,, , , , :,....1 \ : ? K7-- 1 I i 11 . , 1 , 1 ; : : , , , ,, , , , ,, , , I, „. .: ,• , 1 ,- , %,••• 1 21.t;:; : , , • . : , • „ , , :" ! ! ' , 1 ,! , 1 - , --- , ! , „„ , , , -,- 1 , „ -, , IF 1--0.!1 , iii - I Ilii ', 11 \ -1:..S. L ',. .. , , „. , , , , „... ,, ,, : ,• i , . ! ' : : • 7 1. I ! 'I, , , , 1 S')..6,-..._AL.r./..,',..-! 71.. ',,.0 ','...•/,...., . . . : . : , . : _ " 1 : 1HHEII.. .., i. I , H. . 1 ! Ili. i , :. 1 1 :. .,, I '1 1, 1 --, 1 '!„', ', i 1. 1. '. 1 ', 1 i .'1... '' ': ''. l;I ' ' : : : : . : . • " 1 : 1 : I 1 I ; I 1/\n ::' 11 0 I l'?1.:' ,1 II '5%! / :— til 71 0: I ; 1 ; , ! ; 1 : ;;; ; !:: : : , • , !: ! ! ; 4 : 1 - : : :, , , ! : : : : : :: „ 1 : , , , , : i , 11 ; ; : i , , , , , , , , , , , , ! : : , : : ; 1 ; : ; : . ; : : : ; , , , • 1 ; , , , , , : : : : ; : : : 1 ; : 11 , 1 : :: : : : :: : , 1 : !,, ,, ; :: 1 , !• , ! ; : ,• : ,• : : : : : :, , ,, : ;• .: , , , . :: : , : ; ! ! ! : : ;• : :: •1 . . {. • . .. • . , . . ... ,, , iii , , : ii ! ' ! ! ! if , " il 'i ! ',, ,i, ! ! , 1 fr,-- „,/,'IOrt...! '?„:-. , Ib' „i't .r #Z-", 'AT :21-61 1 1/4,11 I ! : I i. ! : 1 I. 1 !. I I : 1 I 1 1• 1 1 I I ; 1 ::- i I : ,. I : •1 : I E. 1 I I I I ,!; • : : I I 1 I. II. I I I I. I .. : I 1 1 . I • 1 I ! : 1 , ! ', :. : .::: I : ,. I 1 ; ; : I :. I ; : : : : i. .1.. I ; 1 L;?,ki-i: Irl,--L, ; : , I I : I ! 1. : I I. : 1. I I : I • 1 , ; ! , , ,, , : : ; ; ! : ; : : ; :. :. : : 1 : ! , : i. , ,. 1 , -; ; ;!. : , ! ! ! ! , •, , ,t : : : :: : : !; : ; i : : :, !; : ;;;; ;;; U, -_-_-, .,z.g.,c›Js -›, "E";-0 i 7,- „, ,, . :, ",. ":„. '., ;:". ":, ". ".. , ", ;. H . .. :.: H. ' "; . , : : ' ' " : 1., ' ' ! ! ' „: 1 ,. ' : I ; .4 ,,, : ; ; 1 ,14_•1 ; ; ; ; ,; ; 1 ."! :: '' ! i ': ! ; i ', ! '-, ! i• :: : , ', :. ', :. '-, ; ',, ; '. PAI-:-'; V-3 1°\-iz,„' 9,,,,1 .5,/,' m" 1:1-1-6 'r-.-- ' I !I I ' ;;:i 1 I ; ; : ,I I 1 : ; : I; :: ; : I : I: I ; ; : :: I ; : ; ; ; I :: :: : : : ; : ; 1 I I : :: : ; : '-I• I II: 1 .: 1 I ; ; I I I ! 1 1 : II ! ! ! !- I :• ; ;; : : II :: : : I : IIIIII I ; ; ; ;;; ; ; ;I :. Il.n14 : (r44-; : ,!„) ; III ii : I. 1 ; ;; ; ; II : . IXIL-- 1 ; . I7...L3I‘:, rzt HI ; II : : 17511 -6,10, 11 ;"; ;; I ; H : III :: :;: ::: II I : III IIIII : : 1H. : : : 1 : 1 ; ; ; ; ;- :: : : :: : : : : :: !„.... I„: ,II:,;„, ;_ ! ..1 : II. ; I: ,:-',,;,.1,„; ••••;, „!...:,. 1.,.:,„ : I ; : I I . 1 I I I : I: ! ; : ; '1 , , , : , : iI : i . . , : : :: : :::: , ; : , , I , ; : , , : : , : : ; ; ; ; : : 1 . :: : : : : : : ,: • :: : : : : : : : : : 1 : ! : : ! : : :: : ! ! :: : : : : : ; ; : ! 1 ; ; ; : : : : : : ; : : : : ; ;; ; , : ; : : :: : • : : : : :, ; ; : : : : , - ; ; I : , : ! - ;; ; :: : : : :, :: : : : : : ; : , : : : : ; : ! : : , . ; : : : , ;; ;; , ! ! ! ! : • ; : : !. , : : :: ; . : :: : :: , , , , , ! : : : : : ; ; ;; I : , , , , ,, ; : ; :, : : I ; 1. „,. , , ,. , ..,..: .: . ..„:„ , : ,.. 1„:„. 1. ,. ., : : • : ! .1 ! , , : , ! : 1 : : : : :. : , : : : : : : : , 1 ; : :. ; ; ! ; 1 ,.....!!... ;. ( , : .:.„ 1 ;• ;; ; ! !-1 ; 1 : : ! ! !! ! - I ! ! ; ! ! ; ! : ; : : : • : ! : ;• : ; •;! ; : 1 : :: :; ; : : : 1 ; : ; ; ; : ; 11 : 1 ; ; ;: ; ; f , ,,, ! ; I ; -, -i ; : ! ! •,, t ;, ; , . 1 ; ; .; ,.. ,:, .',, ,, . 1 ;: i1 : ! ; ; :. i ! i ',. .! ! ! : ; ;. ; ,„ . . i . ; .. . - [ , ; -. 1 . ! i .. •; ; : li ', , .; ii .i1 :-' 11 ', .: i Ii ; 1 ! II [ '-. i ] il, • ! ' '. , '-• ' 1 : : :: ! ' I .. ';. ,, J :! ;:, -: I ,,. ,. i I I i -, .-1 i !' i. ! I 1 ., .:. -.. ! •; ' 1 i .; ! i., ',. ! i i: . :, :•, i. 1 'i. I i 1 ! I HI :, 1 i '1 1 •; .i 'il.. iillii .:, .j !.. : . 1 , 1, .. :.. . 1 ! li ' : ! i .,, '',. i •!...! :.• -! '' i I, , i. 1 1 'I L 1 ' i i 1 :., i i.. '1. 1. 11 1 -: 11i ! , : . ;. i , ; ; 1 ;. ! ; HHHRi ; 11 ; 11 , : -.! 'i ii :11 :', ..; '; '', IH :, •. ': ! Ilii : ; ; ; . .; '' ' ''' '! 1 '11 .1i ; IIIL.I 'riHH 'HI 1 1 : . 1 ; ! ' : ' ; ' 1 .; ' ' : ; ; : . ; I i ! ; , •; I , 1 : , , : : ! :.. ; ::. I. - ,..-.:.---I.. , i - i i .1 1. i ,.. : ',... .; Hi ! •,. 1 ;. 1 , ! , ;, 1 , 1 ; ; ;,. . .. , , i_ il.. ; ! ;: i ! l. : 1 ; ! ,; ! !. li ,.. .,: ii. : Iii ,.. ! 1 , 1 i , . i , I : •- ; • l : , I . i i : . • i , ; -: - : . 1 , :. i ': • ! : I ILA? . TM RIPPEY CONSULTING ENGINEERS BY 1"‹V"..-.C..... DATE CHK BY DATE 7650 S.W. Beveland St, Suite 100 • JOB NO Tigard,Oregon 97223 SHEET 5.15 Phone(503) 443-3900 OF 1 I : ! : : : ; Hi !: 1 i Hi ! ! -,-!' -'il • .[ ;. 1 , 11 1 1. „.1i Hi . I. !,,,•---\ ! 11...11 i 1 !, 1. 0 Hi Hlil I • - :Iill !! ! ! i - i ii ! !- ii !. I i'. ! I i II ••; • Iiiii lit , i I J ; 11111 ! ! ! iii ! 1 . 1. .,.! 1111ii .. .!-! .! • ! L1 , 111 ! ! ! 1 ]• • , 1 . 1 ! , 1 , , ilri. :",! " ! ! ! 1 , , i I . ! ', I ' . 1 ' i iIIII ! ! ! HIIIHI III . ILIIIIIIIII, I III! ! ! III• i! IIIiii II IIIII I HI. I . ItHI ! IIHHI .I. LIII • I IIIIIIIHIIiI MI IIII-11- 1- III LI I; II ! I I Ilil-IIIHWILI-11. ': i . IIII . 1 IIIIIIIIII 'iI WI • I• 11• PI- H .1 ! ! ! 11: ! : t 1 , iii • 1 HIHI, .IIIIHIH '!, 1 I III. TI ',, ! Ii ! ! I ,: !! iIIIII11• 11 H, IHL1 ' ' ' ' ! 11 ' ! III III ' IIII! ! 1 i iiiI IiiiiIi. 1 ; ! I ! IIIII ! ! ; ':. I I IIII !• I l ' ! , I , I Ii,,,i.. : • ] : :vt_i ,---rivr_be-l___, )11 : ii ; 11 1 • :: IiIIIIi.. t I ', II ! ! I I i I. ! i. i !, i I t1.Acji,!,..,A/Q,SW: f>107...\...'7,r,,t , : ; L.),,....1.5,,r--",-1- ,, , ,_i •, , ; E , ; !, 1 , 1 IH i i i j ! ! i i . 1 I i •i• , : ! i ; ; Hh ' ili HH : ;, . 1 , 11i : i 111 : ,H , . 11 .1 , 1HH111...HE 1H i. i .l. .i .1 , , ,, ,, ! ki, : i6, •:-Itt_; , ,, 1 .1.,, , , ILI . v ,-,i , :1 , 1, r-! 1 ,: . , ,,,,,I,,, ,,, ,-, 1 ', , , ," ,• 1 ! , , , Ilii I ', i 1 H i . ',... H i ! : ', 1 ; 'P-', OiLf.1/4z.v1 v 1 1 1 , ; I Hi• i ! ,;' 1 ', , ! ! ,, ! • , ' - ; • !.. ! -,,.. ! 1 lil• LiHliii. 1 , 1 ! ! ;, ! ii , H 1 1 [ 1 . , , , .s.. iiiHTH: 11,. 11, 1i: ! Hic, I ! 11Iii, H !' ! 1 •:[ , ' 1 ', H :il : 1 .1. 1 , , il ! ! 1 : i i 1 ! ) ! ! 1 , , ! ! ! ' . ', 1 ', ! ! ! ! , 1 H , Hii . iiHilHi il !. 11 , HH, , ,,, I, li ,,, . i. i,4,!.,_,J 1 J• ;•• 1 , ; ; - ; ; :: J !,' ; v; ;... J-e7J1.4 - L..1; JoJrisr-.1 , v 0, A, .4 9-,4,1 .i. r,c):•17 1 .1 .f k .N'••Li.) 1 1, 1 i 1 1 IHI HI ! Hi ,•• •• !, • (--' h `,:- '‘ ' 11 ' ' ! ,..11 ! , 1• -: , Im ', 1 :, ! Hiii ii 0 , Ii ! ,E ,, ! 1 ,, ,, ', 1 ! •II, , ! , !, ! ,1, 1 !-H • ,, , 11 , ! ,„ ;• ii. , •!•• 1 : ' 1H I :, ; ! ! , . , , , i: i. !. i 1 i i .! 1 ',.. H i 1 , : 1 ,, ,,.I. i 1.. ! I. 1 1,H. !, !: 1 i 1, ,:, 1, i 1 , • ! . : I , ' I ! IIIIiii ! -! A.v:, /,:tvok, I Cri--• !P6 -Is 1 'IT6 ! F-64.-1.7 I 4-W17..rrtill'N:Lr! ' 1 I 1 !! 1 ! ! I I • I! 1 1• L i I :'. ! 1 ! I i.. ! ! i xl/, . ! :'i. ! ;;. 1 a2.? '', ,L. 11‘ . 4, !I,1-1f 147i41:- I !. i I 'I I .!,. ; I, 1 i :. I I . [H,H I 11H . 1 ' I, Hil IH .INVPg-H7H1.--I '!''''il, ! THI ,, . IIHW,. [HI IIHH H. I. IiIi II IiI! IHIIHH JII ; : W .',, ' HII, I1. ! .1 Ii. HILIII, I. I. Ili. H. I . h II ! I .I I I• 1 I I I .' 1 I ! 'i T : I. I ', ! -: : 171. 1 -.r14t i 1 1 '' i* il 1 1 I. 1. " 1 t41/i ! 1 !. H. q- 'Z'l ti ilt (k1 6 , , , ! ,, ,,,,,. , , , , „ , ,- , , , , , ,! ! ! •,, : , , ,, ,, :. , ,-,,.. i 171 S i 1 '',, 1 !-:---r !8e,> :-:.-: ' 1. Lf-1-H)',.‘ ,,,'T''",... i i- .,--04,t '' , , , , ; , , , , ,, , , , , , ! , , , ! , , ,• , ; •, , , , . 4_, ..._ -4,., t. c ,,,,...,,,1 , i• ll i 1: 1 -,, • I, , iHIE , li,11 I ! I .1 ! ! . !. II. III '! ! ! Hi ! ! !!! ! ! LIiI! iiIf ! Ii ! II ! ; !!! I ! :1 i•-!!! iII ; III ; HI !• II ! II !! III ! !! 11 . ! III• I! ! ! HIIII 1 ! III ! IIII ! ! ! ! ! W ! I •• HI• I !! ! •• •I ! I! 'ili ! !! Ii ;,,,i! ,iI 1 1 H/ ! 1 ! !! I • !! ! !\'!! ! ! !! H •i ,\LL 1, ,,, i ...,:,: 1.tpc:; 6 (0'01../! Yu !-13! '1"! I I 1 I• I I L7.4ii-ci : h11 ! 11 ,Hi ,, I..1 .1 .. . . ! ': ! ! i : ! ',:, 1 ,• !. H 11 ',, •, ; ', , ii H11 1 , , : , : ! •,: i . 1i , ! , i , ii :, i11 ; i1 ,! .! : ! .,, I ; ,! ! i ; ; . , ,I. .. , ,, : . .: : i 1L 11 ' H :, ! ': 1, ' H,Hr •! •::• ! : •iH 1 --1 . ; ], l, HiiiIii : H '; ! ' ' ' '. ' ' ' ' ' ' i . " ' ' ' ' • i : I ' ' ili. ! iH , 1 `" 1 !- 1 : .1 1 .1 i ;.F"cCi?,s!.. , IA \:\. -1C.-i::. ''i . i! i .1 . 1 !!. ! i ! ! ! i 1 : . ! !! ! !.. !. . ' ; ! ! ; ! 1. ! ! ! 1 ! ! III ! 1 ! : ! ; !..• ! ! H !, I , HH !!! !' ! ! !! ! ! ! IiIiII .! HI 1 ! ! !! 1! ! ! 1 ! !! '!! ! ! ! I "I ! ! !p 1 ' ! : ,:i 1.;;\;cy,..; !0 ,,,,--, x :, :s•Jx; r: (-1 : ::-.. [ Z4:;,V e$F-.- i Ct4t.",r) ! 1, i ! I. 11 ! !: ! '', ! 1 i 'i ! ! ! ' I ,1 1 -, L !- ?, ' ,0' !-,•-•--bie !xi Z%,:, k ',-/--! It. , i ,. H , , , I , Hi .. , , , 1 ! : 1 ,`,1-•, , 1 ; ili, : , ', J, ! ,. , ; ,, , ,• ! , ! ! , , ,' 1 , , ' , , ; , 1 , ,, IL :, '1. 1H , H , 1 , , I , , ,.. , , , , , , , i , , i1 , 11H , IH .11 .,, ;, :! 1 , 1 , LIIA‘. ',,• 1 :, ',, ,, ! I t0 , 1 ! 1 . 1:. ,, , ,t,2, , ,. , 1 :,• 1 ! ! 1 ! ! : . 1 ., ' '1 ' Jr--7-ric.. Lv..L! z, 111111.‘q t , !X .,571 ! lit.r.!.)4 r ! .ri I! 1111(- I ; 1 ! ! ! ! I I ! '! IHHI ' !! !! !! 1 !! !!1 ! II ! '! W !!! ! I I HI !! I ! ! ! III !! 1 ! Hp,! !;•1!!! .: !., !! !! !!i4LI ! II I I i I I !! 1 I : ! ! ! ' ! ! ! i ' !R(-7->12:- 0 ii...! :-.. , O \,;. /..:.• >;;. '1'01, ! - \6,t,z,; ‘ -71._%; ''' '• !1;:631 ••••• ; :1 : 1 , ! J [ 1 : , ; , ! '; Jii . 1 ', J [ 1• [ •, , •; [ 1 : 1 : 1 : 1 , , , H; JIH " J1 , :l !,: ! : H1 , ! . ii l ! ',. . 11 ;. 1 -,m1 , 1 ; , : ! , 11 :• : '• ! :: HI 1 , 1 !, H . J ! !: ; --- : 1 ; ! :: : ' 1 ! ; :i , • , 1 ' J• " 1 ; ' J ; ' ; ! - ' ; ..01-uz-s-‘0-1.=-', I uALI, - : ! : ; ': i • ; ; , ; • 1 : ; ' ; 1 1 • : , , J „ 1 ••• !• , , , ; • !.• : ,,, 1 ,; I J : :: H i : , • , 1 ; Hi , : J. J. J 1 : ! I it ,.... ! 2_, ,rr,, 1`,%! V, --1- ; 1:2 ,.,C! '71,.-. 1 , ! ,, JJ ',, I , JJ ". 1 [ ; 1 ! ! J ; ; H ! ! ! : ! : ;, : : ! ;, ! •J ;; I ' !, : , : 11 ! ; ! '; 1 ! i. H , J , [ ! 1 ; i ; : 1 i• W i , ?tc-s5-.)v.'f-\:AN;;- IJJ , J , J , 1 , 1i ; ; ; ; ; .; .;. ; ; ; ; ; ; ; ; ,. :,. , ; , ; : ;• ; [ 1 '1, ;:• :, ;. [, , ,,1 .! : ! :-,• ,,, ., : • .6L_ •• 1 IH : , 1 , ! ,1 : ::: ; ! ; , HHH. ; : ;, IJI ,1:7/2_ !--,--, :ly,,... J , 7 ',' H !• T' ! ! 1 ! H 1 , • I I I '"-!'' I ! ! Ii I IIII. HI : IIHIHkik_!! '! ; ! 11 4; r" ; 1!0 ".' 7 I 1-12iti : t L i-'2:6 ,4' '', le.)it. -ti . 1 ..., ,5 ! X . :$17- , !•'17 , : , ii !' ! , : ! ! -- . : 1 i ! ' ! ! i ! ' :-,. ii ! '•. ! ' ! ' ! ; 1 , ! I i i ! ! , ! 1, :i ! ',11,...i. :!.....L.H! I ! ! 1 1 ! ! ! ! ! ,1 1 1LAK TM RIPPEY DATE CONSULTING ENGINEERS By <\..2-.-\r-s.. CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO t b01.--.5 Tigard, Oregon 97223 SHEET 5.16 Phone(503) 443-3900 OF Connection Calculator https://www.awc.org/codes-standards/calculators-software/connect... Design Method I Allowable Stress Design(ASD) Connection Type I Lateral loading Fastener Type I Bolt Loading Scenario I Double Shear-Steel Main Member Submit Initial Values 1 Main Member Type I Steel Main Member Thickness I.1/4 in. Main Member:Angle of Load to Grain I _ Side Member Type I Western Cedars Side Member Thickness 12.5 In. Side Member:Angle of Load to Grain I90 Fastener Diameter 13/4 In. Load Duration Factor I C_D= 1.6 Wet Service Factor I C_M = 1.0 Temperature Factor I C_t= 1.0 Calculate Connection Capacity I . ConnectionYield Mode Descriptions .' I Limits of Use +II Diaphragm Factor Help I Load:Duration Factor Help .I 'Technical Help I Show Printable View Connection Yield Modes Im 5220 lbs. Is 1920 lbs. IIIs 2190 lbs. IV 3089 lbs. Adjusted ASD Capacity 1920 lbs. • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance,edge distance and spacing per ND • ASTM A36 Steel is assumed for 1/4 in.and thicker steel main members,and ASTM A653 Grade 33 Steel is assumed: less than 1/4 in.thick While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assur reflects the state-of-the-art,neither the American Wood Council nor its members assume any responsibility for any particular di on-line Connection Calculator.Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washingtor Support for development of the Connection Calculator was provided by American Wood Council. 5.17 2 of 3 2/8/2019,9:31 AM Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 8 FEB 2019, 1:24 PM Pole Footin Embedded in Soil File=PA2018Projects118023-Red Rock Creek CommonsISTRUCTURALICALCS118023Rock Creek.ec6'i. g Software copyright ENERCALC,INC,1983-20i8,131111d10.18.12.13 i. i Lic.#:KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: smoke shelter ftg Code References Calculations per IBC 2012 1807,3, CBC 2013,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 532.0 pcf Max Passive 1,500.0 psf Point Load Controlling Values Governing Load Combination: +0.60W Lateral Load 0.1524 k Moment 1.067 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 420,565 Psf Soil Surface No lateral re traint Allowablesf 421.809 P --Minmum Requ1h w iire D ` tt ` :s l ', 21!: r �4 b vL x Footing Base Area 1.767 ft^2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D:Dead Load k k/ft k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind 0.2540 k k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 7.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results i r � .x�rz'- t= 0° -Q(7 f,'l o !$Ge ri - o-orerl r Pre s-p a /3 e l wpai ee mtlfpaflog }w S `" '` '� "_�8. SD ` ' e R tt M; Actua i p ® gleFactO , :A t 0.000 0.000 0.13 0,0 0.0 1.000 +0.60W 0.152 1.067 2.50 420,6 421.8 1.000 +0.450W 0.114 0.800 2,25 379.3 380.1 1.000 5.18 I --„, • -• 1 . . H, .1 1 i i 1 y '-, '• ! ! "; 1 ! , ; 1 i , ; ,i ,, ! 1E ,; , i H. ::. ! ; ; i .. E, ,• 1, . ! i , ! II 1"i ! III ! ! 1 •1 ; ; ; ; ,, ,, ; 11.. I !, 1 'fl ! . . i. I. I. 1 .! ; IIII !...11 „1„ 1 jiLi ; 1 II L'HH; ; I ' WliI" lii ! II , ! !, ,iii ; LILL ! ! ! ! ; ; i !. 111 , 1 !..i. ; l '! ! ! ! .; ! 1 ,..!, !. HI 1 ! •,- ! H !„ ; , ! III ! Iii ! Ii ! i IH .; iiiiI. ; 11 ; ,1 !... 1 ,!. ; ;; ;; ; 11. 1 1, ! ! ' 1 ! ! ' iiii ! iliii„„I 11 ! :. , , I . , 1 ! , ! 1 ! ,.• ! :1, 1 ! , , !,:l , 1 r r ; i i , , , i .„ , , 1 , , , , ., 1 . ,. ,. , , . I i , ! .1 , , 1 i1 I. ri .! i !: ! ! II !, :,, !:: ! ,! ! ! , ,, , ,,• !, ! ! 1 ! i , r"i '! ! iE •,„ I , E i 1 1 , i i i I 1 E 1 1 ! i i ! I 4 i H 1 1 J, [ i 1 ! I 1. i 1 ', i,i 1 ;...,. 1 71,.....!, !... 1 ! ! A'I I 1 1 I 1 ; I I 1 1 : I 1 1 1 I 1 I 1 1 1 1 : : 1 1 ! 1 f-ri I.:3-0 • 11>1/4: 017114:0 Xj1t1..c?* .1117. /1- 1.-1 1 1 17X.47 1 ii -11 1 ' 1 1 :1 .1: : 1 1 1 1 1., 1 1 1 1 1 1 1 1 1 1 ' 1 1 1 1 •! '1 :• 1 : ,'", :1 ":! : ! ! , , : , , i1 , 1 , ,, , , , ir , , ,, , : i „ .1r,„ , 11 11 „ : , i , , H : H , , , ,. , ., , ,,,,. 1 ,. . !. . 1.0 , . , !. , !. !. i :„ , ,, , , ,..., i. , , :....11 i. , 1 f„. !, , i , 1 , ! , H . !, 1. 1. , LI i i 1,1 : 1 i 1 ! :, ! ! i !• ! , 1 1, rl ! z6.to,f ,„, . ii-. 1 1:• i 1 ' : : ;: I 1: 1: :i : : : : '• 11 II:: f : ! 1 I 1 I 1 I 1 eY\Ill,Ai 1 I I 1 1 (70 : 1 : 1 i 1 1 : : I. : 1 1 " 1 ::: ' ' : - 1 : I i• :1: , 1 I ' : : : 1 i ! I I : I 1 I 1 1 1 I : i : : 1 1 1 ./ ' 1 ! 1 ! 1• 1 i : ' ' ' ' : : 1 1 ! : !"; -1 1 1 : ! 1 I ; ; ; LL, ' ; , I I,.....,,,-.-pr-, /,........ , ! : , ; ; ; ; : , i , '; ' , , , ' I ; , ! ; . 111\1'2.-, ri k': T Si -. k L --a ill z- . c.),e..-o i /1--T -•• i / 1 i ; 1 ,.. 1 ! „,: li .! „ ;: i, i 1 .- •-• :• : :: 11 , ,' ' ) 1 , „ „ ! ,L, ! , 1 -, , , ; i : 1 ;, i , i li ' l ', ! .;:•• i ! lii ,, ,. , : ! ', :: , i , :. d. , Hm, ik I''*. e,,1•• •2, (,,, IH,H1 , 1 , 1 iii ! , li I ' ' ! ' ' ' ' ' " ! ' .". ! '' I. •'' I ' 1 ! I '! ; I .I. ! !'.e;:' ,17.44';')t!, Z.-,4747 I ' ! , : ' 1,-- ! ! „ ' ! H. .: ', „ :! ; : ', H ! ; : „ ! , .•Hi -,.. , , H ,'":, " i" H-H H ! , ili .:;: !. 1',. 1 !. 1HIIHI k : ', 1 -F ', H ! i ! HRH 'i ; 1 '• 1 ! 1 IH ', , HH H . i. ',. . L ,1 t il !. ,, H ! , Ii1 , ;- !• ! ! : •, : l ' : , 6 , i ; i , ', , t ! Hli •; '. 1 , !--'it-- .., ',s,‘\I ; -. , :z.- 1 ; ;„„ ! •; , , , , , , , ; . ; „ . „ ,,. \i„,; I :ri, v. , I 1 .! . ! . , ! ; , !,• ! ! ! , , ; • I , , , 3 ' 1X. 0-; , ; ; ; ;; ; ; . ; ! , 1 ! I ! ! „ I, !„„1 .k. ,, • ! , ! -,. '-. H ,, i..: ! ,: ! ,: ! , ,,. 1 ! : T ! ! '- , ' ,: H ! .:, , ,. 'Hil .... ! H. HHI , IiHI, 1 1 , - -- - H ., , ! : ! '_-.' ! i, ii .. HH ! '-,• ! '•, H ! ! i : Hi ! : ' ; Hi ! , ii : ill, ,. Hii ,.... , 1 1 1 ! ! '!: H ' 1 ' ':• ! ; 1 '• ! , ! '' ', ; 1 ' " !' ! 1 ',. ;\-.• :-.,.:. :z.,.-1 I -, :13 •::-.. :,'I vol ! i i 1 i i 1 : I.. ! H = " i ii ',. , IiIII ! il- ' H •li. ill, i• ! ', :: ! 1-', IEH '-' .: 1 :, 1 ! • ; :. hl ' Iiil 'IiH '' l I . 11i ; ',.. ; 1 , i ! ! 1. 1 .,. H -1 ,: H1- ': : ;, 1, !• H ! ' : ! H• 1 ! . :r., !: H :• 1111 ! 1 ;li .: ii , i 1 , i. :,. •; .! . I i , : ; ', , ,' , : ; i i. , I ! LH- i i ', ! ',, ,: 1 • 1 ! H -; 1 !' ! ! i ; 1 ,• 1 ',• I ! , i i • , ; ; ', ] 1 ,. ! '. i. i 1 '.. •,. ':__ 1 . , 1 i ! - , !- . .: ] ! 1 , :- , , , • , '. ! ' q IL- I 1 ..p.,,5 Ix:FPO 1-'4 V *... ,1O i x L,',L-t9 .2.•:,0,61;!il 1 , ,• , , , ,„ , , , , , , . , , , , , ,„ , „ : , „ , , , , , „ , „ „ ,.,,,,,,..,,,,..., , , , „ , , ! , ., , , ! , , , „ , ,. „ ! ! ! , ! , , , , , , ,, , , , , , , , ,, ! , , , , ,• ! 1 ! .:!, ! -D, ',,!co, , i1H. i !, !! !. ! il ! Hli, 1 - 1 , 1 ! 1 , ! .1 ! ! , , ,, , , , 1 ! , ! , , , , , , , , , • , , , , , , , , ,„ , , , , ,„ -, , Hi ! ! ! ! !! ! ,,. ! , , , , , , , . , , , , , ,, I , , , • ! , , , , ,; , , , , • , , , , , ,, , , , , , , ,,• •, , , , , , , „ , „ , , , , , ! ii ! „ : • , , , i !, ! !. ; 1 ! ! ! , ,. , ; ! :, , . , ! , , , , , ,1.1,...,,,,,_ , , , , „ , , , , •. , , ; :. ,, , , , , , , ,. , , , , , H._ , ,- , oit • :, ;X, , , : , I: , ; '-! ; ! . i! , 1 . „ -..- , " . ; . . . .. 1 . i' lli ' I i ! ! ' !!' '' ' ' ' '' • II ' ' ' ' . ' ! : ! '7 ' • ' ' ' /-',5! 0 ' ' ' ts-k— ',-6q."!-Ye... ! ', k, ' , , , , !, , ; , , ;. , , , , , 11 , , • , , , I , , , ,, ; , , \ Nr2,.e. olakz-,,, ,, • , „ , , , , ,. , : , ,,,, , , , ; , , , ,, , ; ; 1 , !, ,,. 1 , 11 , 1 , ; , , , , , , „ 1 , 1 , :. ! ,, , J , ! , ; , , , , , , , , , , ,, ,i , ; !.. 1 ,, ,, ,•••; , , ,, , E •,, , 1 . 1, ,,, , , , , , , , , , „, , • , , , , , „ 1 , , ,, ; , , ,. :„.. , : , ; , , . 1 , ' , , ,. ;, ... 1 , , ! ; , 1 ! !• ! , 1 ,, H; 1, , : !; ; 1 • 1 ! ! ! „, ; ,• I , , , „ Ill , , , ; , , , „ „, ., , i „ , i , „ , „ , ,, l , „ , , , , 1 , , , , ; : : , , , , , , , ! , , , , , , H ,• ,, , , , „ 1 , ,, , ,, , ,,, -,.. , , , , : , , I , , , , , I , , ; , , ,, , , , , , , , , , ,, , , ,. , „ 1. , , , , ,. , , , ! , , i , ,, , , , ; , , 1 , 1• , ! , ,, ,, i ! , „ 1 : ,, ,, ; : , , , : ', , ill ! ,, ', , , ,, !„ ; ; ; , , i , , ; , , „ :, ! '„ , ! ; ; ; ; ; ! ; , , . ; .1 , ,, , ,.. , ,, w .,• ; : •r, ;• 1 •!„, ! ; ; Hi IHI ! , ! ,, i , • : ! 1 , !, 1 :• : ! ,•• 1 ! ; H : 1 ! ! '„ H ! ! ! Wi.' ' ' , ! ! '1 ", ' ':' ! ! '! ! ; ! : :- !: ' ' '' i TIN/RIPPEY LAP . CONSULTING ENGINEERS BY IkT11,..A.1----DATE CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard,Oregon 97223 5.19 Phone(503)443-3900 SHEET OF