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Specifications (18) r- STRUCTURAL CALCULATIONS FOR RECEIVED MAY 18 2016 RED ROCK CENTER CI DING TIGARD USW 72nd AVE & SW DARTMOUTH ST TIGARD, OR 97223 -- BUILDING C -- PROFFio 12,187 o o fl . P2 brn(? - dO '&4„ 1 5, 195 ,%� \ OFFICE COPY tiN F. NOR0- /60 (21 EXPIRES:12/31/16 OFFICE COPY Contents Summary sl Plans P1 -P4 Gravity Calculations Gl -G30 Foundation Calculations Fl -F16 Lateral Calculations L1 -L12 Contact Person: John E Nordling,PE Steel Canopies SC1 -SC14 NORDLING Proj. No.: 15-308 RED ROCK STRUCTURAL BUILDING c ENGINEERS, ANDERSON/DABROWSKI ARCHITECTS LLC 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: COVER I 111 SUMMARY Roof': 25 psF + snow drift / mechanical 15 psF dead load IFloors: 100 psi* (include partition loads) 30 psF dead load Retaining Walls* Restrained Retaining Wall 55 pci (equivalent Fluid pressure) Non-Restrained Retaining Wall 35 pci (equivalent fluid pressure) I Soil Bearing Pressure' 2,000 psF (Total Load) * Geocon Northwest report / recommendation dated February l , 2001. I Wind 120 mph (3 sec gust, VULT) Exposure B I Seismic Occupancy Catagory II Site Class - D Seisimic Design Catagory - D Ss = 0.980 Si = 0A24 I SDs = 0.124 SDI = 0.445 These six steel canopies are designed to cantilever out I from the wall. The tie rods are For decoration. rini, 4,L „II., ) 1IIiII11ll1II Li i ' I !llhI ! 1 7ii\vi , ' !PI i` , i , ,. , I I The tie rods For the two large canopies are structural. I 1 NORDLING Proj. No.: 15-308 I v 1 STRUCTURAL Bu RED C ,<„ , ENGINEERS, LLC ANDERSON/DABROWSKr ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.: Si I I I 1 1 I I I ® [ m I 1 C I �. . a m® m LT ' '+ ' I CD I• �� z ' 9 1 _7 �1 I d �� � 1 m I I1._. I I SNOW DRIFT: •5 psi' x 5'-0" CO �� I 1 1I I iF I I Ia- I i I ROOF I IDL 15 psF OO MECN UNITS: LL 25 psi' 500 Ibs AT TRUSS 5'-0' FROM GRID C TL 40 pSF 1000 lbs AT GRID C BEAMS I NORDLING Proj. No.: 15-308 I STRUCTURAL RED ROCK E BUILDING C 1 , G iv , ' ENGINEERS LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No,:P1 I I I � I J Al dom �, B3 R6 0 CD 0 CD B -mm r7-- �� -'.esea Ba I I I I 1 ROOF IDL 15 psF MEGH UNITS: LL Z5 p&r 500 Ibs AT TRUSS 5'-0' FROM GRID G TL 40 psF 1000 lbs AT GRID G BEAMS 1 NORDLING Proj. No.: 15-308 ► STRUCTURAL RED ROCK T BUILDING C A` ENGINEER S, LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: P2 I I I 1 s 1 I I e I . I 9 ' I i , --, e i 0- ,, ___ i . o I 1 t � I i I : 1 s , gym- �> 1 0---- ....,...4.,...... i '-u 11 o I I I e I I 1 111 I ---- I I I I I I 1 1 1 1 I 2nd I 1 I i DL 30 psr 1i2'CONCRETE lJ LL 100 psP TL 130 ps r NORDLING Proj. No.: 15-308 STRUCTURAL BUILDING C . 04 '5- ENGINEERS,RSA LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.:P3 I e ,..`3' ' T4 i 0 F2 5'-IO' I ® I l'-t3' 1 F4 i 1_417 11 5'-I0' . ® -_ F5 , E + , - - CD 0 1 'ji Fl I 1 1 jI 0� F5 4'.0 1 I I i • F4 I 3'-6. I [ 1 . i -- 1 ' I I I M, 0 I I1 1 F3 1 1 I 0--- I I I I , ___ 1 1 I I: 0 F2 O_._--.-.- 1,,_, _J. F - ' I 1 I 1 I FOUNDAT(ONb SPB 1500 ps e I NORDLING Proj. No.: 15-308 IrSTRUCTURAL BUI DING C . ¢a, t ENGINEERS, LLC ANDERSON/DA.BROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.:P4 I0 ROOF TRUSS 0 ROOF TRUSS LW MEG- Q ROOF TRUSS IV DRIFT IP5F P5F PSF P5F P5F PSF DL LL TUJ DL LL TUJ DL LL TUJ 15 25 32' o/c 15 25 32" o/c 15 25 24" o/c II PM 500 It's I I I PM I5 psf r-,.., Lu 5psf 3psr', 1 iiiii> > iiiii [ iiIiI I 1111,1 111111 111111 MIMI 111111 111111 A d d@ di Q41 d A d 1 31'-0" 31'-0" / 31'-0" k I 1 22"Red-LTM @ 32"o.c. 22"Red-LTM @ 32"o.c. 22"Red-LTM @ 32"o.c. I I . 1 I I I NORDLING Proj. No.: 15-308 STRUCTURAL RED ROCK p ' BUILDING C ENGINEERS, LLC ANDERSON/DAaRowsKl ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: G1 IR4 ROOF TRUSS CB ROOF TRUSS W/ MECI-I Re ROOF TRUSS W/ DRIFT IP5F PSF PSF 1=5F PSF P5F DL LL TW DL LL TW DL LL TUJ 15 25 24" o/c 15 25 24" o/c 15 25 24" o/c PM 500 lbs I I I PM IN.. W 5psft W 3psftIImtiiii � iiiiiriiiririii 11 IIIIII HMI • 111111 111111 VIII VIII A d d d d d Iai e e f 33'-0" 33'-m" 33'-(l>" I I22"Red-WTM @ 24"o.c. I I I I I 111 NORDLING Proj. No.: 15-308 I W STRUCTURAL BUr DIINOG C a r '44 '4' ..,,,,,-,!,,;t' ‘ ENGINEERS, LLC ANDERSON;DABROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By:JEN Sheet No.: G2 1 0 ROOF TRUSS S ROOF TRUSS W/ MEG- ID ROOF TRUSS W/ DRIFT IPSF PSF P5F PSF PSF PSF DL LL TW DL LL TW DL LL TLU I5 25 24" o/c 15 25 24" o/c 15 25 5'-m" PM 500 lbs I 1 5psf D J, 5' 1 S plf 4 plf PM 5pet ITT1T._ lU LU 4pet liiIIIIIIMIIIIIIII ILII 111111 [11111 11111 111111111liii.11 11111 11111 I A A A A A A iq0 14'-6" f 20'-6' / 14'-6" I 11.875"Red-I45TM @ 24"o.c. 11.875"Red-I45TM @ 24"o.c. 11.875"Red-I45TM @ 24"o.c. I I I I I I NORDLING Proj. No.: 15-308 I STRUCTURAL RED ROCK , BUILDING C ENGINEERS, LLC ANDERSON/DAEROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No,: G3 I • Project: Project Type: RI. Location: Red Rock Building C FI Date: 3/14/16 11:22 AM RedspecT" by RedBuiltT" Designer: JHW v7.1.2 Comment: I22" Red—LTM @ 32" o.c. This product meets or exceeds the set design controls for the application and loads listed ' This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. IIDEFLECTIONS(in) % Design Allow. Design Allow, Pass/Fail Span Live 43% 0,642 1.508 L/564 L/240 PASS Span Total 51% 1.026 2.011 L/353 L/180 PASS I SUPPORTS Support 1 Support 2 Live Reaction(lb) (DOL%) 1052(115) 1031(115) Dead Reaction(Ib) 612 618 Total Reaction(Ib) (DOL%) 1665(115) 1649(115) Bearing Bottom Chord Top Chord I Support Wall Beam Bearing Clip U-Clip 6" No-Notch Clip Approx.Clip Height 0" 1.5" Approx.Clip Width 6.6875" 7.1875" IAssumed Bearing Width 3.5" 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Member Slope: 0/12 I L. 30'-2.0" I APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 32" Snow Roof Joist I ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 5 to 0 0 to 0 0'-0.0"to 5'-0.0" Adds To Snow Drift NOTES I • Building code and design methodology: 2012 IBC ASD(US). • No repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pricing Load(plf) = 108 I •Pricing Index(plf) = 108 I I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I 3/14/2016 11:22:15 AM Project: Roof: R1 Page 1 of 1 I The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuiltT'^recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT" RedSpec", Red-IT"°, Red-I45T"', Red-I45LT'", Red-I58T" Red-I65T"', Red-I65TT'",Red-I90T" Red-I90HT"',Red-I90HST'", Red-LT"', Red-LTT" Red- WT'" Red-ST"', Red-MT"', Red-HT'^, RedLamT", FloorChoice""'are trademarks of RedBuilt LLC, Boise ID, USA. Copyright©2010-2015 RedBuilt LLC.All rights G4 reserved. I Project: Project T e: R2 Location: Red Rock Building C yp Folder: Roof I Date: 3/14/16 11:24 AM RedSpecT" by RedBuiltT" Designer: JHW v7.1.2 Comment: Roof Truss w/ Mech Unit I22" Red-LTM @ 32" o.c. This product meets or exceeds the set design controls for the application and loads listed I This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. I DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 48% 0.719 1.508 L/503 L/240 PASS Span Total 54% 1.085 2.011 L/334 L/180 PASS I SUPPORTS Support 1 Support 2 Live Reaction(Ib) (DOL%) 1137(115) 1446(115) Dead Reaction (lb) 612 618 Total Reaction(Ib) (DOL%) 1750(115) 2064(115) Bearing Bottom Chord Top Chord I Support Wall Beam Bearing Clip U-Clip 6"No-Notch Clip Approx.Clip Height 0" 1.5" Approx.Clip Width 6.6875" 7.1875" IAssumed Bearing Width 3.5" 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Member Slope: 0/12 I I A A 30'-2.0" I APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 32" Snow Roof Joist ADDITIONAL LOADS IType Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 5 to 0 0 to 0 0'-0.0"to 5'-0.0" Adds To Snow Drift Point lb Floor(100%) 500 0 25'-0.0" Adds To Mechanical Unit NOTES ' • Building code and design methodology: 2012 IBC ASD(US). • No repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. I • Pricing Load(plf)= 124 • Pricing Index(plf) = 140 I I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I3/14/2016 11:24:26 AM Project: Roof: R2 Page 1 of 1 IThe products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt", RedSpec'", Red-IT", Red-I45", Red-I45LT", Red-I58"^ Red-I65",Red-I65TT",Red-I90" Red-I90HT", Red-I9OHST" Red-LT", Red-LIT", Red- ' WT" Red-ST",Red-MT", Red-HT", RedLamT",FloorChoice"'are trademarks of RedBuilt LLC,Boise ID, USA. Copyright©2010-2015 RedBuilt LLC.All rights G5 reserved. I41-KeriSPEC- Project: Project Type: R3 Location: Red Rock Building C Folder: Roof I Date: 3/14/16 11:26 AM RedSpec'" by RedBuilt'" Designer: JHW v7.1.2 Comment: Roof Truss Parallel to Drift I22" Red-LTM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed IThis truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. I DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 37% 0.554 1.508 L/653 L/240 PASS Span Total 42% 0.851 2.011 L/425 L/ 180 PASS I SUPPORTS Support 1 Support 2 Live Reaction(Ib) (DOL%) 856(115) 863(115) Dead Reaction(Ib) 459 463 Total Reaction(Ib) (DOL%) 1315(115) 1326(115) Bearing Bottom Chord Top Chord I Support Wall Beam Bearing Clip U-Clip 6" No-Notch Clip Approx.Clip Height 0" 1.5" Approx.Clip Width 6.6875" 7.1875" 1 Assumed Bearing Width 3.5" 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Member Slope: 0/12 I L 30'-2.0" I APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 24" Snow Roof Joist ADDITIONAL LOADS IType Units DOL Live Dead Location from left Application Comment Uniform psf Snow(115%) 3 0 0' 0.0"to 30' 2.0" Adds To Drift Parallel NOTES I • Building code and design methodology: 2012 IBC ASD(US). • Repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pricing Load(plf) = 86 1 • Pricing Index(plf) =86 I I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I3/14/2016 11:26:19 AM Project: Roof: R3 Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed Iin accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt",RedSpec'", Red-IT", Red-I45", Red-I45LT', Red-I58T", Red-I65T", Red-I65T"",Red-I90",Red-I90H", Red-I9OHST", Red-LT", Red-LT", Red- G6 IW", Red-ST", Red-MT", Red-H", RedLam", FloorChoice"are trademarks of RedBuilt LLC, Boise ID, USA. Copyright© 2010-2015 RedBuilt LLC.All rights reserved. IProject: Project Type: R4 Location: Red Rock Building C Folder: Roof Date: 3/14/16 11:35 AM RedSpecTM by RedBuiltTM Designer: JHW v7.1.2 Comment: Roof Truss I22" Red—LTM @ 32" o.c. This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom I designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. I DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 50% 0.796 1.608 L/485 L/240 PASS Span Total 59% 1.272 2.144 L/303 L/180 PASS l SUPPORTS Support 1 Support 2 Live Reaction (lb) (DOL%) 1119 (115) 1098(115) Dead Reaction (lb) 652 658 Total Reaction(Ib)(DOL%) 1772(115) 1755(115) Bearing Bottom Chord Top Chord I Support Wall Beam Bearing Clip U-Clip 6"No-Notch Clip Approx.Clip Height 0" 1.5" Approx.Clip Width 6.6875" 7.1875" IAssumed Bearing Width 3.5" 3.5" SPANS AND LOADS I Dimensions represent horizontal clear span. Member Slope: 0/12 I A 32'-2.0" I APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 32" Snow Roof Joist ADDITIONAL LOADS I Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 5 to 0 0 to 0 0'-0.0"to 5'-0.0" Adds To Snow Drift NOTES I • Building code and design methodology: 2012 IBC ASD(US). • No repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pricing Load(plf) = 108 1 • Pricing Index(plf) = 108 I I IC:\Users\JonathaH Walters\Documents\RedSpec\Red Rock Building C.red 3/14/2016 11:35:45 AM Project: Roof: R4 Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed Iin accordance with local building code requirements and RedBuilt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuiltT' associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT'", RedSpecT", Red-IT"', Red-I45T",Red-I45L"", Red-I58T", Red-I65T", Red-I65TT",Red-I90"", Red-I90H"", Red-I9OHST", Red-LT", Red-LTT",Red- I G� WT" Red-ST", Red-MT", Red-HT", RedLamT", FloorChoiceT"are trademarks of RedBuilt LLC, Boise ID, USA. Copyright©2010-2015 RedBuilt LLC.All rights reserved. IProject: Project Type: R5 Location: Red Rock Building C Folder: Roof Date: 3/14/16 11:43 AM RedSpecTM by RedBuiltT" Designer: JHW v7.1,2 Comment: Roof Truss I 22" Red-LTM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed IThis truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. I DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 44% 0.706 1.608 L/547 L/240 PASS Span Total 49% 1.058 2.144 L/365 L/180 PASS I SUPPORTS Support 1 Support 2 Live Reaction (Ib)(DOL%) 919 (115) 1244(115) Dead Reaction (Ib) 489 493 Total Reaction(Ib) (DOL%) 1408(115) 1737(115) Bearing Bottom Chord Top Chord I Support Wall Beam Bearing Clip U-Clip 6"No-Notch Clip Approx.Clip Height 0" 1.5" Approx.Clip Width 6.6875" 7.1875" IAssumed Bearing Width 3.5" 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Member Slope: 0/12 I b I n 32'-2.0" I APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 24" Snow Roof Joist ADDITIONAL LOADS I Type Units DOL Live Dead Location from left Application Comment Point lb Floor(100%) 500 0 27'-0.0" Adds To Mach Unit Tapered psf Snow(115%) 5 to 0 0 to 0 0'-0.0"to 5'-0.0" Adds To Snow Drift NOTES I • Building code and design methodology: 2012 IBC ASD(US). • Repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. I • Pricing Load(plf) =96 • Pricing Index(plf) = 111 I I C:\Users\Jonathan H Walters\Documents\Redspec\Red Rock Building C.red I 3/14/2016 11:43:15 AM Project : Roof: RS Page 1 of 1 I The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'", RedSpec", Red-I", Red-I45", Red-I45L", Red-I58",Red-165'", Red-I65T'",Red-I90", Red-I901-1",Red-I9OHS", Red-L", Red-LT", Red- G8 W'" Red-S", Red-M", Red-H", RedLam", FloorChoice"are trademarks of RedBuilt LLC, Boise ID,USA. Copyright© 2010-2015 RedBuilt LLC.All rights I reserved. I SPE, ,, Project: Project Type: R5 Location: Red Rock Building C Folder: Roof I Date: 3/14/16 11:43 AM RedSpec"" by RedBuilt"" Designer: JHW v7.1.2 Comment: Roof Truss I22" Red-WTM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom I designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. IDEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 37% 0.593 1.608 L/651 L/240 PASS Span Total 41% 0.886 2.144 L/436 L/ 180 PASS I SUPPORTS Support 1 Support 2 Live Reaction(Ib) (DOL%) 919(115) 1244(115) Dead Reaction(Pb) 489 493 Total Reaction(Ib) (DOL%) 1408(115) 1737(115) Bearing Bottom Chord Top Chord I Support Wall Beam Bearing Clip U-Clip 6" No-Notch Clip Approx.Clip Height 0" 1.5" Approx.Clip Width 7.9375" 8.4375" I Assumed Bearing Width 3.5" 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Member Slope: 0/12 I 0 32'-2.0" I APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 24" Snow Roof Joist ADDITIONAL LOADS I Type Units DOL Live Dead Location from left Application Comment Point lb Floor(100%) 500 0 27' 0.0" Adds To Mech Unit Tapered psf Snow(115%) 5 to 0 0 to 0 0'-0.0"to 5'-0.0" Adds To Snow Drift I NOTES • Building code and design methodology: 2012 IBC ASD(US). • Repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pricing Load(pif) = 96 • Pricing Index(plf) = 111 I 1 C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I 3/14/2016 11:43:38 AM Project: Roof: R5 Page 1 of 1 IThe products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ' RedBuilt", RedSpec", Red-I"'", Red-I45", Red-I45L", Red-I58", Red-I65", Red-165T",Red-I90", Red-190H", Red-I9OHS", Red-L"", Red-LT", Red- G9 WT", Red-S", Red-M"", Red-H", RedLam", FloorChoice"are trademarks of RedBuilt LLC, Boise ID,USA. Copyright© 2010-2015 RedBuilt LLC.All rights reserved. ' Project: Project Type: R6 Location: Red Rock Building G FI Date: 3/14/16 11:44 AM RedSpecT" by RedBuiltT" Designer: JHW v7.1.2 Comment: Roof Truss I22" Red-LTM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom I designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. I DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 42% 0.675 1.608 L/572 L/240 PASS Span Total 48% 1.036 2.144 L/372 L/180 PASS I SUPPORTS Support 1 Support 2 Live Reaction(Ib) (DOL%) 912(115) 919(115) Dead Reaction (lb) 489 493 Total Reaction(Ib) (DOL%) 1401(115) 1412(115) Bearing Bottom Chord Top Chord I Support Wall Beam Bearing Clip U-Clip 6"No-Notch Clip Approx.Clip Height 0" 1.5" Approx.Clip Width 6.6875" 7.1875" IAssumed Bearing Width 3.5" 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Member Slope: 0/12 I 32'-2.0" I APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 24" Snow Roof Joist I ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Snow(115%) 3 0 0' 0.0"to 32' 2.0" Adds To Parallel Drift NOTES • Building code and design methodology: 2012 IBC ASD (US). • Repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pricing Load(plf) = 86 1 • Pricing Index(plf) =86 I I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I 3/14/2016 11:44:46 AM Project: Roof: R6 Page 1 of 1 I The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt" RedSpec'", Red-I'", Red-145", Red-I45L", Red-I58T",Red-I65" Red-I65T" Red-I90" Red-I90H", Red-I9OHS" Red-L'", Red-LT", Red- ' W"^, Red-S"', Red-M"", Red-H'"', RedLam""', FloorChoice'"'are trademarks of RedBuilt LLC,Boise ID, USA. Copyright©2010-2015 RedBuilt LLC.All rights reserved. G10 1 Project: Project Te: R7 Location: Red Rock Building C yp Folder: Roof- I I Date: 3/14/16 11:50 AM RedSpecT" by RedBuilt"" Designer: JHW v7.1.2 Comment: I 11.875" Red—I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed IDESIGN CONTROLS % Design Allow, DOL Combination Pattern Pass/Fail Shear(Ib) 28% 582 2053 Snow(115%) 1.OD+1.OS All Spans P PASS Positive Moment(ft-lb) 37% 1981 5388 Snow(115%) 1.OD+1.0S All Spans PASS I DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 23% 0.158 0.700 L/999+ L/240 1.OD+1.0S All Spans PASS Span Total 27% 0.252 0.933 L/665 L/ 180 1.OD+1.0S All Spans PASS SUPPORTS Support 1 Support 2 I Live Reaction,Critical (Ib) (DOL%) 372(115) 353(115) Dead Reaction (lb) 210 210 Total Reaction(Ib) (DOL%) 582(115) 563(115) Bearing Bottom Flush Support Wall Beam I Req'd Bearing,No Stiffeners(in) 1,75 1.75 Req'd Bearing,Stiffeners(in) - HANGERS Model Top Face Member Header Size Right ITS1.81/11,88 4-10d 2-10d 2-Strong-Grip Glulam DF/SP 8.75x34.5 ISPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 I I AL A 14'-0.0" APPLICATION LOADS I Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment I Tapered psf Snow(115%) 5 to 0 0 to 0 0'-0.0"to 5'-0.0" Adds To Snow Drift NOTES • Building code and design methodology: 2012 IBC ASD(US). I • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. I I 1 IC:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red 3/14/2016 11:50:26 AM Project: -I : R7 Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed I in accordance with local building code requirements and RedBuiltT" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt'° associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'", RedSpec'', Red-I'°, Red-I45'°, Red-I45LT",Red-I58°° Red-I65'", Red-I65TT" Red-I90°' Red-I9OH'°,Red-I9OHS'" Red-LT", Red-LT'°, Red- 1 WT°, Red-ST"', Red-MT", Red-HT"', RedLam'"',FloorChoiceT"'are trademarks of RedBuilt LLC, Boise ID, USA. Copyright© 2010-2015 RedBuilt LLC.All rights Gll reserved, I I Project: Project Type: R8 Location: Red Rock Building C Folder: Roof- I Date: 3/14/16 1:39 PM I RedSpecTM by RedBuiltT" Designer: JHW v7.1.2 Comment: I11.875" Red-I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed I DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 47% -956 2053 Snow(115%) 1.OD+0.75L+0.755 All Spans PASS Positive Moment(ft-lb) 81% 4378 5388 Snow(115%) 1.OD+0.75L+0.755 All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail I Span Live 71% 0.706 1.000 L/340 L/240 1.0D+0.75L+0.755 All Spans PASS Span Total 80% 1.072 1.333 L/224 L/180 1.OD+0.75L+0.75S All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib) (DOL%) 500(115) 656(115) I Dead Reaction(Ib) 300 300 Total Reaction(Ib) (DOL%) 800(115) 956(115) Bearing Flush Flush Support Beam Beam Req'd Bearing,No Stiffeners(in) 1.75 1.75 I Req'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Left ITS1.81/11,88 4-10d 2-10d 2-Strong-Grip Glulam DF/SP 8,75x34.5 Right ITS1.81/11.88 4-10d 2-10d 2-Strong-Grip Glulam DF/SP 8.75x34.5 1 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 I '' In, 20' 0.0" A APPLICATION LOADS I Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 15 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment I .Point lb Floor(100%) 500 0 15'-0.0" Adds To Roof Mach Unit NOTES • Building code and design methodology: 2012 IBC ASD(US). • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. I I I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I3/14/2016 1:39:49 PM Project: Roof-I : R8 Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must Ibe approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt", RedSpec'", Red-IT", Red-I45", Red-I45LTM, Red-I58"^',Red-I65", Red-I65TT",Red-I90T", Red-I9OHT", Red-I9OHST'", Red-LT", Red-LTT",Red- I - Project: Project Type: R9 Location: Red Rock Building C Folder: Roof- I I Date: 3/14/16 1:41 PM RedSpecT" by RedBuiltT" Designer: JHW v7.1.2 Comment: I 11.875" Red-I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed IDESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(lb) 31% 638 2053 Snow(115%) 1.OD+1.0S All Spans PASS Positive Moment(ft-Ib) 40% 2177 5388 Snow(115%) 1.0D+1.OS All Spans PASS I DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 26% 0.183 0.700 L/917 L/240 1.OD+1.0S All Spans PASS Span Total 30% 0.278 0.933 L/605 L/180 1.OD+1.05 All Spans PASS SUPPORTS Support 1 Support 2 I Live Reaction,Critical(lb) (DOL%) 428(115) 409(115) Dead Reaction (lb) 210 210 Total Reaction(Ib) (DOL%) 638(115) 619(115) Bearing Bottom Flush Support Wall Wall I Req'd Bearing,No Stiffeners(in) 1.75 1.75 Req'd Bearing,Stiffeners(in) HANGERS Model Top Face Member Header Size Right ITS1.81/11.88 4-10d 2-10d 2-Strong-Grip Glulam DF/SP 8,75x34.5 ISPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12 I IA 14'-0.0" APPLICATION LOADS ' Type Units DOL Live Uniform psf Snow(115%) 25 Dead Partition 0 Tributary Member Type 15 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Tapered psf Snow(115%) 5 to 0 0 to 0 0'-0.0"to 5'-0.0" Adds To Snow Drift Uniform psf Snow(115%) 4 0 0'-0.0"to 14'-0.0" Adds To Parrallel Drift NOTES I • Building code and design methodology: 2012 IBC ASD(US). • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. I I I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I 3/14/2016 1:41:32 PM Project: Roof-I : R9 Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed • in accordance with local building code requirements and RedBuilt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt", RedSpec'",Red-I'", Red-I45",Red-I4512", Red-I58" Red-I65T", Red-I65T", Red-I90"^, Red-I901Red-I9OHS'"', Red-L'', Red-LT°", Red- G13 W'"', Red-S"", Red-M'"', Red-H'"', RedLam'"',FloorChoice""are trademarks of RedBuilt LLC, Boise ID, USA. Copyright© 2010-2015 RedBuilt LLC.All rights reserved. IlAl ROOF BEAM 42 ROOF BEAM A3 ROOF BEAM IPSF PSF PSF PSF PSF PSF DL LL TUJ DL LL TUJ DL LL TW 15 25+3 41' / 2 15 25 61' / 2 15 25 61' / 2 .3 FOR DRIFTING SNOW PM 1,000 lbs PM 1,000 Ibs I I 5 psi 61 12.2 plf 0.3 pif II IUJ UJ PM lU PM 111W 1 1 1 I d 11111 111111 111111 j 111111 A A A A A A 9'-0' / 22'-0' f ,, 20'-0 s I GL5'Ax9 DF24F GLS%x22.5 DF24F GL5%x22.5 DF24F I Ri R2 _____________ Ri R1 R2 R2 Ri R2 RDL37 1,437 RDL 5,356 5,356 4,869 4,869 LL 2,583 2,583 _ LL 8,888 8,888 LL 8,125 8,125 m 4,020 4,020 TL 14,243 14,243 TL 12,994 12,994 I brg L 1.12" 1.12" brgL 3.98" 3.98" brg L 3.63" 3.63" V MAX 4,020 lbs self Wt V MAX 14,243 lbs Self Wt V MAX 12,994 lbs Self Wt M MAX 9,044 ft-lbs 11.76 plf M MAX 81,088 ft-lbs 29.39 plf M MAX 67,470 fl-lbs 29.39 plf i V (d) 3,350 lbs V (d) 11,901 lbs `7 (d) 10,651 lbs fv 102 < 276 psi fv 144 < 276 psi fv 129 < 276 psi Ifb 1,462 < 2,760 psi fb 2,097 < 2,422 psi fb 1,745 < 2,445 psi S1Si Si A DL -0.08 A DL -0.27 A DL -0.19 I ALL -0.14 ALL -0.47 ALL 0.32 L/767 L/564 L/744 ok ok ok A TL -0.22 A m -0.74 A m -0.51 f L/493 L/3561.00 L/471 CR 1.001 CL 1.00 CR CL 1.00 CR 1.00 CL 1.00 CD 1.15 i Cv 1.00 CD 1.15 Cv 0.88 CD 1.15 Cv 0.89 NORDLING Proj. No.: 15-308 RED ROCK STRUCTURAL BUILDING C 1 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By: JEN Sheet No.: G14 1 44 ROOF BEAM 45 ROOF BEAM Atop HEADER IPSF PSF PSF PSF PSF PSF DL LL TUJ DL LL TW DL LL TW 15 25+3 61' / 2 15 25 32" o/c 15 25+12 31' / 2 I .3 FOR DRIFTING SNOW • 12 psr SNOW DRIFT - SEE 42 F 1000 Ibs I I I I P 5psrr �� LU w w 111111 111111 I11111 111111 111111 111111 A A A A A A re 22'-6" 2m'-8" 6'-3" / I GL5%x22.5 DF24F GL5%x12 DF24F 4x10 DF-LNo.2 R1 R2 ._ 626 626 RDL._ Rl R2 R1 R2 IR DL 5,478 5,478 R mmDL L 751 _751 LL 9,078 9,078 LL 762 751 Li. 1,792 1,792 mm TT, 14,556 14,556 m 1,388 1,377 TL 2,543 2,543 brg L 4.07" 4.07" TTbrg L 0.39" 0.39" brg L 1.16" 1.16" V MAX 14,556 lbs Self Wt V MAX 1,388 lbs Self Wt V MAX 2,543 lbs Self Wt M MAX 84,688 ft-lbs 29.39 plf M MAX 7,752 ft-lbs 15.68 plf M MAX 3,973 ft-lbs 7.69 plf IV (d) 12,213 lbs V (d) 1,261 lbs V (d) 1,916 lbs Lu-6.3' fv 148 < 276 psi fv 29 < 276 psi fv 89 < 207 psi fb 2,190 < 2,417 psi fb 705 < 2,574 psi fb 955 < 1,228 psi Si _ Si A DL -0.30 ...... ....4 DL -0.23 DL -0.02 Si __._____._,., .. ..........................�.m........m.�.. IALL -0.51 .ALL X0.27 A LL -0.05 L/528 L/998 L/+999 ok ok ok I A TL -0.81 --A-717-705 0.7_, -0.08 L/333 _ 1 L/545 L/992 �._ ... -,..._. _., E CR 1.00 CL 1.00 7 CR 1.00 CL 1.00 CR 1.00 _ CL ___ 0.99 CD 1.15 Cv 0.88 CD 1.15 Cv 0.93 Co 1.15 Cf 1.20 I NORDLING Proj. No.: 15-308 STRUCTURAL RED ROCK ` BUILDING C LNGINLLRS, LLC ANDERSON/DABROWSKI ARCHITECTS i6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: G15 IAI HEADER Ae, HEADER IPSF PSF PSF PSF DL LL TW DL LL TU./ I 15 25+12 33' / 2 15 25+12 14.5' / 2 +12 psi' SNOW DRIFT + 12 psF SNOW DRIFT I I I 1 LU w IIIA H111 111111 111111 I A A A n 1 4x10 DF-LNo.2 GL5%x13.5 DF24F _ R1 R2 R1 R2 . I R DL 797 _ 797 R DL 1,027 1,027 LL 1,908 1,908 LL 2,180 2,180 m 2,705 2,705 m 3,206 3,206 Ibrg L 1.24" 1.24" brgL 0.90" 0.90" V MAX 2,705 lbs Self Wt V MAX 3,206 lbs Self Wt M MAX 4,227 ft-lbs 7.69 plf M MAX 13,026 ft-lbs 17.64 plf I V (d) 2,038 lbs V (d) 2,762 lbs Lu=6.3' Lu=16.3' fv 94 < 207 psi fv 56 < 276 psi 1 lb 1,016 < 1,228 psi lb 936 < 2,628 psi Si Si A DL -0.02 A DL -0.10 I —A LL -0.06 ALL -0.21 L/+999 L/940 ok ok IA it -0.08 ATL -0.31 L/932 L/639 1 CR 1.00 CL 0.99 CR 1.00 CL 0.96 1 I CD 1.15 Cf 1.20 CD 1.15 Cv 0.95 1 NORDLING Proj. No.: 15-308 STRUCTURALRED ROCK BUILDING C N ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200'Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: G16 I51 ROOF BEAM 52 ROOF BEAM 53 ROOF BEAM BETWEEN SKYLIGHTS ELEVATOR IPSF PSF PSF PSF PSF PSF DL LL TW DL LL TW DL LL TW 15 25 T-O" 15 25 12' / 2 15 25 9' / 2 111 W DL 9m plr STUD WALL I I I 1 w w w 11111 11111 111111 111111 111111 111111 9'-8" 2m'-0' 1'-0" I (3) 2x12 DF-L No.2 GL 5%x 13.5 DF 24F (2) 2x12 DF-L No.2 R1 R2 �.� R1 m R2 R1 R2 RDLmm 1,001 1,001 RDL 1,076 1,076 RDL 264 264 LL 846 846 LL 1,500 1,500 LL 394 394 TL•,• 1,846 1,846 ,^•..^mm.^•,� TL 2,576 2,576 m 658 658 brgL 0.66" 0.66" brgL 0.72" 0.72" brgL 0.35" 0.35" V MAX 1,846 lbs Self wt V MAX 2,576 lbs Self Wt V MAX 658 lbs Self Wt M MAX 4,462 ft-lbs 12.02 plf M MAX 12,882 ft-lbs 17.64 plf M MAX 1,152 ft-lbs 8.02 plf I V (d) 1,488 lbs V (d) 2,287 lbs V (d) 482 lbs Lu=9.7' fv 44 < 207 psi fv 46 < 276 psi fv 21 < 207 psi Ifb 564 < 1,026 psi fb 925 < 2,574 psi fb 218 < 1,035 psi Si Si Si A DL -0.05 A DL -0.19 ADL -0.01 I ALL -0.04 ALL -0.27 ALL -0.01 mm ,�._� . L/+999 L/902 L/+999 ok ok ok A TL -0.09 A TL -0.46 A m -0.02 L/+999 L/525 L/+999 CR 1.00, CL 0.99 CR 1.00 CL 1.00 CR 1.00 CL 1.00 CD 1.15, Cf 1.00 CD 1.15 Cv 0.93 CD 1.15 Cf 1.00 111 NORDLING Proj. No.: 15 308 �' STRUCTURAL RED ROCK BUILDING C L ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By: JEN Sheet No.: G17 I54 ROOF BEAM 55 ROOF BEAM ELEVATOR LIFT BEAM ELEVATOR IPSF PSF P5F PSF PE 1,500 lbs DL LL TW DL LL 1U I WI 15 25 24" WI 15 0 24" W2 15 25 5'-0' W2 15 0 5'-0' 1 PDL 265 lbs BEAM 53 PDL 265 lbs BEAM 53 LL 400 lbs LL 0 lbs IONE TIME INSTALLATION USE PE 1,500 lbs / 2 I I P P P P PE P i E W2 MITI wz 1 I WI :�!.,1111111111111 WI I A A d A b 01 0) 21_21 `,Q 'et" m / 1 -0 / 20'-0' / / 20'-0' / IW10x12 GL5%x13.5 DF24F GL5'/:x15 DF24F R1 R2 R1 R2 RI R2 RDL 42 42 RDL 1,049 871 RDL 1,069 890 I LL 3,750 3,750 LL 1,406 1,123 LL 2,156 1,594 Tl 3,792 3,792 Tl 2,455 1,994 m 3,225 2,484 A36 brgL 0.69" 0.56" brgL 0.90" 0.69" V MAX 3,792 lbs Self wt: V MAX 2,455 lbs Self Wt V MAX 3,225 lbs Self wt M MAX 13,199 ft-lbs 12,00 OfM MAX 12,524 ft-lbs 17.64 plf M MAX 23,409 ft-lbs 19.60 plf Lu=7.0' fv 2.0 < 14.4 ksi V (d) 2,345 lbs V (d) 3,163 lbs I fb 14.5 < 18.6 ksi fv 47 < 276 psi fv 58 < 276 psi S1 fb 900 < 2,574 psi fb 1,362 < 2,547 psi ADL 0.00 I 1 A LL -0.06 S1 S1 r L/+999 ADL -0.19 A DL -0.14 1 ok A LL -0.25 A LL -0.38 L/943 L/638 I L/+999 ok ok �' __ A m -0.44 A m -0.52 L/541 L/465 I CR 1.00 CL 1.00 CR 1.00 CL 1.00 Co 1.15 Cv 0.93 Co 1.15 Cv 0.92 I NORDLING Proj. No.: 15-308 I rSTRUCTURAL RED ROCK BUILDING C ENGINEERS, LLC r,, ciir ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: G18 I56 ROOF BEAM 81 ROOF BEAM 58 ROOF BEAM I PSF PSF PSF PSF PSF PSF DL LL TW DL LL TW DL LL TW 1 WI 15 25 14.5' / 2 15 25 24" 15 25 24" W2 15 25 34' / 2 W DL' 90 pl1 STUD WALL W DL 90 pl1 STUD WALL W3 15 25 18' / 2 LL 16 pl1 S.D. - SEE RS LL 16 p11 S.D. - SEE RS I FDL 1,016 lbs BEAM 152 PDL 3,150 lbs BEAM 56 ILL 1,500 lbs LL 5,180 Ibs PDL 1,010 lbs BEAM B5 LL 2,160 lbs 1 B2 B5 P I5 ps F t I1v S.D.11 .......... .. WS.D. WI W2 W3 uj..• u. w I 1 1, , , , , i , � , i i i i i i1,1,1,1 1) iumIIIIIMIlim ...., 11111 111111 AA A A A A I 8 mm Ili Oi 8ao 0I ir idid 25'-(0' 14'-0" f 30'-(0" / 1 GL5%x22.5 DF24F GL5%x15 DF24F GL5%x15 DF24F R1 R2 Ri R2 R1 R2 RDL 3,309 3,751 RDL 1,960 3,744 RDL 1,678 2,084 I LL 4,933 5,893 LL 1,977 4,727 LL 926 999 TL 8,243 9,644 n 3,937 8,471 z1. 2,605 3,083 brgL 2.31" 2.70" brgL 1.10" 2.37" brgL 0.73" 0.86" l V MAX 9,644 lbs Self wt V MAX 8,471 lbs Self wt V MAX 3,083 lbs Self wt M MAX 68,783 fl-lbs 29.39 plf M MAX 29,472 ft-lbs 19.60 plf M MAX 23,105 ft-lbs 19.60 plf V (d) 8,846 lbs V (d) 8,214 lbs V (d) 2,826 lbs Ifv 107 < 276 psi fv 149 < 276 psi fv 51 < 276 psi fb 1,779 < 2,387 psi fb 1,715 < 2,639 psi fb 1,344 < 2,441 psi I 51 S1 S1 A DL -0.33 ADL 0.14 A DL -0.93 A LL -0.51 ALL -0.17 ALL -0.45 I . L/600 L/995 L/808 ok ok ok A m -0.84 A it -0.31 A it -1.38 L/363 L/545 L/265 ICR 1.00 CL -,-mm-1.00 CR 1.00 CL 1.00 CR 1.00 CL 1.00 :.::::. :::::::::mm:mml . .m:_. •_ . - E. .. f CD 115 Cv 0.86 CD 1.15 Cv 0.96 CD 1.15 Cv 0.88 I I NORDLING Proj, No.: 15-308 I STRUCTURALRED ROCK BUILDING C ENGINEERS,_ :,,,:: '''4., LLC ANDERSON/DABROW SKI ARCHITECTS i6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By:JEN Sheet No.: G19 I5s ROOF SEAM IPSF PSF DL LL 1W I WI 15 25 14,5' / 2 Luz 15 25 34' / 2 W3 15 25 18' / 2 IPDL 1,016 lbs BEAM 52 LL 1,500 lbs 11PDL 890 Ibs BEAM 55 LL 1,600 lbs IPM 1000 lbs B2 B5 Ii W� W2 W3 e I `A P M 25'-6' ^ IGL5%x22.5 DF24F R1 R2 IIIRDL mm 3,256 3,624 7.. LL 5,269 5,998 T[. 8,525 9,622 brgL 2.38" 2.69" lv MAX 9,622 lbs Self Wt M MAX 72,300 ft-lbs 29.39 plf V (d) 8,823 lbs Ifv 107 < 276 psi fb 1,870 < 2,387 psi I Si ADL -0.32 A LL -0.55 IL/561 ok A n 0.87 L/352 1 CR 1.00 CL 1.00 j CD 1.15 Cv 0.86 I I NORDLING Proj. No.: 15-308 1 i STRUCTURAL BUILDIRNOG C 4 W Y :' k°1 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200.Beaverton OR,97008 Date:AUG 2015 By:JEN Sheet No.: G20 Im FLOOR TRUSS ® FLOOR TRUSS 0 FLOOR TRUSS IPSF P5F PSF PSF PSF PSF DL LL TU1 DL LL TW DL LL TUU ' 30 100 16" 30 100 16' 30 100 16' I I I I w w w (11111 111111 111111 111111 (11111 111111 A A A A A A 31'-0' / 33'-0" I4'-6" / 30'-2' CLR 32'-2' CLR 13'-9' CLR I I 32"Red-LTM @ 16"o.c. 32"Red-WTM @ 16"o.c. 11.875"Red-I65TM @ 16"o.c. For all spans Tess than 15', I use II'/B" 165 f016" o/c • I I I I NORDLING Proj. No.: 15-308 I .. BUILSTRUCTURAL ULDING C ROCK 4 4 IV ,--',,t:,'' ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS i6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: G21 IC4 FLOOR TRUSS m FLOOR BEAM Cl', FLOOR BEAM IPSF PSF P5F PSF PSF PSF DL LL TUJ DL LL TW DL LL TW 30 100 16" 30 100 21' / 2 30 100 61' / 2 I Reduction Dead 30 I Live 100 Area 663. r 008 I RLIMTT 30.0 R 030 LLR 700 USE 15 psF LIVE LOAD I U1 W UJ 11111 11111 111111 111111 111111 111111 A A A A A A I 20'-5" S'-0, , 21'-9" 19'-5'CLR I GL5%x12 DF24F GL6'/4x33 DF24F I Rl R2 R1 R2 RDL 1,683 1,683 RDL 10,526 10,526 LL 5,400 5,400 LL 24,877 24,877 18"Red-I65TM @ 16"o.c. Ti. 7,083 7,083 m 35,403 35,403 brgL 1.98" 1.98" brgL 8.07" 8.07" V MAX 7,083 lbs Self Wt V MAX 35,403 lbs Self Wt M MAX 14,165 ft-lbs 15.68 plf M MAX 192,501 ft-lbs 52.91 plf For all Spans area ter than 15', I use IS" 165 616" o/c V (d) 5,312 lbs V (d) 26,450 lbs fv 121 < 240 psi fv 178 < 240 psi Ifb 1,288 < 2,400 psi fb 1,886 < 1,988 psi S1 S1 A DL -0.03 A DL -0.13 I A LL -0.09 ALL -0.32 L/+999 L/825 ok ok A TL -0.11 A m -0.45 L/839 L/579 CR 1.00, CL 1.00 I CR 1.00 CL 1.00 CD _ 1.00 _ Cv 1.00 CD 1.00 Cv 0.83 NORDLING Proj. No.: 15-308 ' ASTRUCTURAL RED ROCK BUILDING C LNGINLR , LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: G22 PEC- I itioif oris Project: Project Type: Cl Location: Red Rock Building C Folder: Second I Date: 3/16/16 8:20 AM RedSpec"" by RedBuilt"" Designer: JHW v7.1.2 Comment: Typical Floor Truss I 32" Red-LT"' @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed I This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to Iresist the specific loads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 74% 0.562 0.754 L/644 L/480 PASS Span Total 48% 0.730 1.508 L/496 L/240 PASS IFloorChoice""Rating: 5.4 Performance rating is based on: 1 1/8"Panels, glued and nailed, no ceiling, 1 1/2"Lightweight,simple span,flexible support. RedSpec has not performed a structural analysis of the sheathing. I SUPPORTS Support 1 Support 2 Live Reaction(Ib) (DOL%) 2050 (100) 2050(100) I Dead Reaction(Ib) 615 615 Total Reaction(Ib) (DOL%) 2665(100) 2665(100) Bearing Top Chord Top Chord Support Wall Beam Bearing Clip 6" No-Notch 6"No-Notch I Clip Clip Approx.Clip Height 1.5" 1.5" Approx.Clip Width 7.1875" 7.1875" Assumed Bearing Width 3.5" 3.5" I SPANS AND LOADS Dimensions represent horizontal clear span. 1 U A I30'-2.0" APPLICATION LOADS I Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 100 30 0 16" Glued Floor Joist NOTES • Building code and design methodology: 2012 IBC ASD(US). • Repetitive member increase applied in design. I •Truss design includes consideration for a 2000.0 lbs load distributed over a 30"square area and all live loads removed. • Deflection analysis is based on composite action with single layer of 48 oc(1 1/8")span-rated sheathing,glued and nailed. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pricing Load(plf) = 173 • Pricing Index(plf) = 173 I I IC:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C,red 3/16/2016 8:20:54 AM Project: Second : Cl Page 1 of 1 I The products noted are intended for interior, untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt'" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuilt"" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. I RedBuilt"" RedSpec"", Red-I"", Red-I45T", Red-I45LT",Red-I58T", Red-I65T", Red-I65TT" Red-I90"", Red-I90H", Red-I9OHST" Red-LT", Red-LT"" Red- W"" Red-ST", Red-MT", Red-HT", RedLamT", FloorChoiceT"are trademarks of RedBuilt LLC, Boise ID, USA. Copyright©2010-2015 RedBuilt LLC.All rights Ci23 reserved. I Project: Project Type: C2 ielt*NeeeSPEC- Location: Red Rock Building C Folder: Second I Date: 3/16/16 8:22 AM RedSpecT" by RedBuiltT" Designer: JHW v7.1.2 Comment: Typical Floor Truss 1 32" Red—WTM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed IThis truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. IDEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 72% 0.577 0.804 L/669 L/480 PASS Span Total 47% 0.750 1.608 L/515 L/240 PASS I FloorChoiceT"Rating: 5.3 Performance rating is based on: 1 1/8"Panels,glued and nailed, no ' ceiling, 1 1/2" Lightweight,simple span,flexible support. RedSpec has not performed a structural analysis of the sheathing. ISUPPORTS Support 1 Su ort 2 Live Reaction(Ib) (DOL%) 2183 (100) 2183(100) I Dead Reaction(Ib) 655 655 Total Reaction(Ib) (DOL%) 2838(100) 2838(100) Bearing Top Chord Top Chord Support Wall Beam Bearing Clip 6"No-Notch 6"No-Notch, I Clip Clip Approx.Clip Height 1.5" 1.5" Approx.Clip Width 8.4375" 8.4375" Assumed Bearing Width 3.5" 3.5" I SPANS AND LOADS Dimensions represent horizontal clear span. 1 I32'-2.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type I Uniform psf Floor(100%) 100 30 0 16" Glued Floor Joist NOTES • Building code and design methodology: 2012 IBC ASD(US). • Repetitive member increase applied in design. I •Truss design includes consideration for a 2000.0 lbs load distributed over a 30"square area and all live loads removed. • Deflection analysis is based on composite action with single layer of 48 oc(1 1/8")span-rated sheathing,glued and nailed. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Pricing Load(plf) = 173 • Pricing Index(plf) = 173 I I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I3/16/2016 8:22:11 AM Project: Second : C2 Page 1 of 1 I The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in accordance with local building code requirements and RedBuilt'"recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuiltT' associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT", RedSpecT", Red-IT", Red-I45T", Red-I45LT", Red-I58T" Red-I65T", Red-I65TT",Red-I90T", Red-I90HT', Red-I9OHST", Red-LT', Red-LT'',Red- ' WT" Red-ST", Red-MT", Red-HT", RedLamT", FloorChoice'"are trademarks of RedBuilt LLC, Boise ID, USA. Copyright©2010-2015 RedBuilt LLC.All rights G24 reserved. IProject: Project Type: C2 Location: Red Rock Building C Folder: Second I RedSpec°" by RedBuilt°" Date: 3/16/16 8:25 AM Designer: JHW v7.1.2 Comment: Floor Joists - Short Spans I 11.875" Red-I65TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loas listed IDESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 53% 1192 2255 Floor(100%) 1.0D+1.OL All Spans PASS Positive Moment(ft-lb) 65% 4383 6750 Floor(100%) Concentrated Load Middle Span 1 PASS I DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 68% 0.235 0,344 L/703 L/480 1.OD+1.OL All Spans PASS Span Total 44% 0.305 0.688 L/541 L J 240 1.OD+1.OL All Spans PASS I FloorChoiceT"'Rating: 9.2 Performance rating is based on: 48 oc(1 1/8")sheathing,glued and nailed, 1 1/2"Lightweight Concrete topping,simple span,flexible support. RedSpec has not performed a structural analysis of the sheathing. I SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib) (DOL%) 917(100) 917(100) Dead Reaction (Ib) 275 275 ' Total Reaction(lb) (DOL%) 1192(100) 1192(100) Bearing Bottom Flush Support Wall Beam Req'd Bearing,No Stiffeners(in) 1.75 1.75 IReq'd Bearing,Stiffeners(in) - - HANGERS Model Top Face Member Header Size Right ITS2.56/11,88 4-10d 2-10d 2-Strong-Grip Glulam DF/SP 5.125x15 I SPANS AND LOADS Dimensions represent horizontal design spans. I ' I13'-9.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type IUniform psf Floor(100%) 100 30 0 16" Glued Floor Joist NOTES • Building code and design methodology: 2012 IBC ASD(US). • Deflection analysis is based on composite action with 48 oc(1 1/8")sheathing,glued and nailed. I • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Joist design includes consideration for a 2000 lb load distributed over a 30"square area and all live loads removed. I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I3/16/2016 8:25:27 AM Project: Second : C2 Page 1 of 1 The products noted are intended for interior,untreated, non-corrosive applications with normal temperatures and dry conditions of use, and must be installed I in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt°" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ' RedBuilt'" RedSpec", Red-IT", Red-I45""', Red-I45LT", Red-I58°", Red-I65°",Red-I65T"",Red-190"", Red-I90H"", Red-I90HST" Red-LT"", Red-LT"" Red- W°", Red-ST", Red-MT", Red-HT", RedLam"", FloorChoice""are trademarks of RedBuilt LLC,Boise ID, USA. Copyright©2010-2015 RedBuilt LLC.All rights G25 reserved. I .fiNedSPEC: Project: Project Type: C4 Location: Red Rock Building C Folder: Second I Date: 3/16/16 8:27 AM RedSpec'" by RedBuilt'" Designer: JHW v7.1.2 Comment: Floor Joists - Short Spans I 18" Red-I65TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed IDESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 56% 1733 3080 Floor(100%) 1.OD+1.OL All Spans PASS Positive Moment(ft-lb) 83% 8667 10380 Floor(100%) 1.OD+1.OL All Spans PASS I DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 78% 0.390 0.500 L/615 L/480 1,OD+1.0L All Spans PASS Span Total 51% 0.507 1.000 L/473 L/240 1.OD+1.OL All Spans PASS I FloorChoiceT"Rating: 7.5 Performance rating is based on: 48 oc(1 1/8")sheathing,glued and y nailed, 1 1/2" Lightweight Concrete topping,simple span,flexible support. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(lb) (DOL%) 1333 (100) 1333(100) I Dead Reaction(lb) 400 400 Total Reaction(Ib) (DOL%) 1733(100) 1733(100) Bearing Bottom Flush Support Wall Beam Req'd Bearing, No Stiffeners(in) 2.97 2.97 I Req'd Bearing,Stiffeners(in) 1.75 1.75 HANGERS Model Top Face Member Header Size Right MIT318* 4-16d 4-16d 2-lOdx1.5" Glulam DF/SP S.125x15 (* =Web stiffeners required) ISPANS AND LOADS Dimensions represent horizontal design spans, I I20'-0.0" APPLICATION LOADS I Type Units DOL Live Uniform psf Floor(100%) 100 Dead Partition 0 Tributary Member Type 30 16" Glued Floor Joist NOTES • Building code and design methodology: 2012 IBC ASD(US). I • Deflection analysis is based on composite action with 48 oc(1 1/8")sheathing,glued and nailed. • • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Joist design includes consideration for a 2000 lb load distributed over a 30"square area and all live loads removed. I I C:\Users\Jonathan H Walters\Documents\RedSpec\Red Rock Building C.red I 3/16/2016 8:27:04 AM Project:Second : C4 Page 1 of 1 The products noted are intended for interior, untreated, non-corrosive applications with normal temperatures and dry conditions of use,and must be installed I in accordance with local building code requirements and RedBuilt" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project.Unless otherwise noted,this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. ' RedBuilt",RedSpec",Red-I", Red-I45'", Red-I45L", Red-I58",Red-I65",Red-I65T", Red-I90" Red-I90H°°, Red-MONS", Red-L", Red-LT" Red- W", Red-S", Red-M'", Red-H", RedLam", FloorChoiceT"are trademarks of RedBuilt LLC, Boise ID, USA. Copyright©2010-2015 RedBuilt LLC.All rights G26 reserved. 1 0 FLOOR BEAM Ca FLOOR BEAM ' STAIR BEAM PSF PSF I PSF PSF PSF PSF DL LL TW DL LL TW DL LL TW 30 100 61' / 2 30 100 61' / 2 30 100 22' / 2 I Reduction Reduction Dead 30 Dead 30 I Live 100 Live 100 Area 592 Area 671 r 0.08 r _ 0.08 • RLIMIT 30.0 RLIMIT 30.0 R 030 R 030 LLR 70.0 LLR 70.0. tUSE 15 psf LIVE LOAD USE 15 psi' LIVE LOAD I w w w 11111 11111 111 1 1 11111 1111 11 111 1 11 A A A A A A I 19'-5' � 22'-0' f 8'-0' f I GL6%x33 DF24F GL6%x33 DF24F GL5%x12 DF24F I R1 R2 _ R1 R2 R1 R2 RDI. RDL 9,397 9,397 RDL 9,397 9,397 1,383 1,383 LL 22,208 22,208 LL 22,208 22,208 LL 4,400 4,400 7L 31,605 31,605 TlL, 31,605 31,605 TL 5,783 5,783 I brg L 7.20" 7.20" brg L 7.20" 7.20" brg L 1.62" 1.62" V MAX 31,605 lbs Self Wt V MAX 31,605 lbs self Wt V MAX 5,783 lbs Self Wt M MAX 153,414 ft-lbs 52.91 plf M MAX 153,414 ft-lbs 52.91 plf M MAX 11,565 ft-lbs 15.68 plf V (d) 22,652 lbs V (d) 22,652 lbs V (d) 4,337 lbs fv 153 < 240 psi fv 153 < 240 psi fir 99 < 240 psi fb 1,503 < 2,011 psi fb 1,503 < 1,986 psi fb 1,051 < 2,400 psi Si Si Si A DL -0.09 A DL -0.09 A DL -0.02 I A LL -0.20 ALL -0.20 A LL -0.07 L/+999 L/+999 L/+999 ok ok ok m -0.29 A TL -0.29 A TL -0.09 IA L/814 L/814 L/+999 CR 1.00 1 CL 1.00' CR 1.00 CL 1.00 CR 1.00 CL 1.00 CD 1.00 Cv 0.84 CD 1.00 Cv 0.83 CD 1.00 Cv 1.00 I NORDLING Proj. No.: 15-308 REDLROCK STRUCTURAL BUILDING C '14, ‘..4'. t k ENGINEERS, LLC ANDERSON DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By:JEN Sheet No.: G27 ICIO FLOOR BEAM eSTAIR ® FLOOR BEAM ® FLOOR BEAM 1 PSF PSF PSF P5F F'5F PSF DL LL TU) DL LL TW DL LL TU) I 30 100 14' / 2 0- .5 30 100 33' / 2 0-e.5 30 100 I6.' 30 100 34' / 2 9.5-18.5 30 100 53' / 2 9.5-18.5 30 100 18' / 2 1a5-25.5 30 100 40' / 2 18.5-25.5 PDL 4,450 lbs BEAM C10 I LL 11,8(,0 lbs Reduction Reduction Dead 30 Dead 30 I Live 100 Live 100 Area 290 Area 535 r 0.08 r 0.08 Rum 30.0 RLIMIT 30.0 I R 0,11 R 030 LLR 88,8 LLR 70.0 USE 90 psi' LIVE LOAD USE 15 psi' LIVE LOAD P I W W W , , , , , ,, „ IIIIIIII , , , , , , , ,, , , , , . , . aIIIIIIII ,-,--, liii. •1111111 A A A A A - A o ezi 25'-(0' 25'-(0" ,, 14'-!�" /I GL5'%x31.5 DF24F GL6'/ax33 DF24F GL5%x19.5 DF24F I R1 R2 Ri R2 R1 R2 RDL 4,477 5,047 RDL 5,668 8,221 RDL 1,865 3,564 LL 11,858 13,567 • LL 12,483 18,867 LL 4,647 9,146 TT. 16,336 18,614 TL 18,151 27,088 it 6,512 12,710 IL brg L 4.57" 5.21" brg L 4.14" 6.17" brg L 1.82" 3.56" V MAX 18,614 lbs Self Wt V MAX 25,303 lbs Self Wt V MAX 12,710 lbs Self Wt M MAX 130,666 ft-lbs 41.15 plf M MAX 158,966 ft-lbs 52.91 plf M MAX 54,548 ft-lbs 25.47 plf 1 V (d) 15,670 lbs V (d) 20,249 lbs V (d) 12,387 lbs fv 136 < 240 psi fv 136 < 240 psi fv 173 < 240 psi fb 1,724 < 2,007 psi fb 1,557 < 1,957 psi fb 1,878 < 2,228 psi Si 51 Si A DL -0.15 ADL -0.15 A DL -0.08 I A LL -0.42 A LL -0.34 ALL -0.20 L/731 �m_---_ L/894 L/887 - ok ok ok ��� A m -0.57 A TL -0.49 A m -0.27 I L/534 L/621 _ L/638 CR 1.001 CL 1.00 CR 1.00' CL 1.00 CR 1.00 CL 1.00 ff CD 1.001 Cv 0.84 CD 1.00 Cv 0.82 CD 1.00 Cv 0.93 I NORDLING+ Proj. No.: 15-308 I 4 STRUCTURAL BRED ROCK UI DING C ENGINEERS, LLQ ANDERSON/DABROWSKT ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By: JEN Sheet No.: G28 i 0 FLOOR BEAM 014 FLOOR BEAM - DRAG TIE FLOOR BEAM - DRAG TIE IP5F PSF PSF PSF PSF P5F DL LL 1W DL LL TW DL LL 1W ' 30 100 16 30 100 16' 30 100 16' PDL 5,050 lbs BEAM C10 ILL 13,510 lbs I I P 11111111111111111111•11111111111 IIIII 11111 11111 I I I I 1 AI I A A A A A e 14'-6" / i 30'-6' 20'-6' 1 GL5%x19.5 DF24F GL5'%x18 DF24F GL5%x12 DF24F I _T^mmmn RDL _Rl R2 Rl R2 Ri R2 2,042 3,957 RDL 969 969 RDL 571 571 LL 5,178 10,325 mmLL 2,033 2,033 LL 1,367 1,367 L 7,220 _14,283 TL 3,002 3,002 m 1,937 1,937 I br......L g L 2.02" 4.00" brgL 0.84" 0.84" brg L 0.54" 0.54" V MAX 14,283 lbs self wt V MAX 3,002 lbs Self wt V MAX 1,937 lbs Self Wt M MAX 61,525 ft-lbs 25.47 plf M MAX 22,890 ft-lbs 23.51 plf M MAX 9,929 ft-lbs 15.68 plf IV (d) 13,960 lbs V (d) 2,707 lbs V (d) 1,748 lbs fv 195 < 240 psi fv 41 < 240 psi fv 40 < 240 psi I fb 2,118 < 2,228 psi fb 925 < 2,085 psi fb 903 < 2,259 psi S1 S1 S1 A DL -0.08 ADL -0.26 ADL -0.16 _... - _- .... I A LL -0.22 ALL -0.54 A LL -0.37 L/786 L/678 L/662 ok ok ok I A Ti. -0.31 --"X"-•;L ..�A m -0.80 . _ .m.m.. .�-..._ 4 n 0.53. L/568 L/459 L/467 CR 1.00 CL 1.00 CR 1.00 CL 1.00CR 1.00 1.00 II I CD 1.00 Cv 0.93 CD ._.....1:00 Cv 0.87 k CL CD 1.00 Cv 0.94 III I NORDLING Proj. No.: 15-308 STRUCTURAL RED ROCK BUILDING C L.- -" ENGINEERS, LLI.r ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200'Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: G29 ICie HEADER ® READER C18 ` HEADER IPSF PSF PSF PSF PSF PSF DL LL TUl DL LL TUJ DL LL TUJ 30 100 14' / 2 30 100 33' / 2 30 100 31' / 2 I I 1 I w w w 11 111 11 111 11111 11 111 Il111 11111 IA A A a A A / 167'-3' ^� / - 67'-3" -¢ i 6 -3 / I GL5%x16.5 DF24F PSL 3%x11.25 PSL2.OE (2) LVL 13/x11.25 LVL1.9E I _ R1 R2 R1 R2 R1 R2 RDL 1,881 1,881 RDL 1,585 1,585 RDL 1,489 1,489 LL 5,688 5,688 LL 5,156 5,156 LL 4,844 4,844 7,569 7,569TL 6,742 6,742 TJ. 6,333 6,333 Iii. brgL 2.12" 2.12" �brgL _ 2.57" 2.57" brgL 2.41" 2.41" ✓ MAX 7,569 lbs Self Wt V MAX 6,742 lbs Self Wt V MAX 6,333 lbs Self Wt M MAX 30,749 ft-lbs 21.56 plf M MAX 10,534 ft-lbs 12.30 plf M MAX 9,895 ft-lbs 11.48 plf ✓ (d) 6,288 lbs V (d) 4,719 lbs V (d) 4,433 lbs Lu=16.3' Lu=6.3' Lu=6.3' fv 104 < 240 psi fv 180 < 290 psi fv 169 < 285 psi Ifb 1,479 < 2,239 psi fb 1,712 < 2,792 psi fb 1,608 < 2,511 psi S1 S1 S1 A DL -0.10 A DL -0.02 . A DL -0.02 I A LL -0.30 LL -0.07 ALL -0.07 _... .. _........ A L/658 L/+999 L/+999 ok ok ok I A TL -0.39 A TL -0.09 A TL -0.09 L/494 _--_.-... _...m.-.... L/841 . �..�_ L/851 -m ...... CR 1.00 CL 0.97 CR 1.00 CL 0.96 CR 1.00 CL 0.97 CD 1.00 CV 0.93 CD 1.00 I Cf 1.00 CD 1.00 Cf 1.00 I NORDLING Proj. No.: 15-308 STRUCTURAL BRED ROCK UI DING C LNGINLI+ R 9 LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No,: G30 1 0 POST / FOOTING ® COLUMN / FOOTING 411) COLUMN / FOOTING I P Al DL 1,431 lbs P Al DL 1,431 lbs P A2 DL 5,356 lbs LL 2,583 lbs 1 LL 2,583 lbs LL SSSS lbs C5 DL 1,683 Ibs A2 DL 5,356 lbs 1 A3 DL 4,869 lbs LL 5,400 lbs \ 1 LL 8,888 lbs ,, LL 8,125 lbs I11, C5 DL 1,683 lbs 1 C6 DL 10,526 lbs - LL 5,400 lbs = LL 24,811 lbs Cil Ce' DL 10,526 lbs Cl DL 9,391 lbs I = LL 24,811 lbs _ LL 22,208 lbs I I Dead Load 3.120 k Dead Load 19.002 k Dead Load 30.148 k Live Load 7.983 k Live Load 41.748 k Live Load 64.098 lc I Total Load 11.10 k Total Load 60.750 k Total Load 94.246 k Moment 0.00 k-ft Moment 0.00 k-ft . .. &ti DFI.No_1 H K -; S 7x5 'i i SSS r M �.�1x714250, b 5.50 l3'4.8" 1.0 H(ft) K H(ft) K d 5.50 13'4.8" 1.0 b x 5.00 11'-0" 1.0 b x 7.00 1P-0" 1.0 d y 7.00 11'-0" 1.0 d y 7.00 11'-0" 1.0 I fc 367 < 491 psi fa 11.6 < 20.5 ksi fa 15.3 < 23.0 ksi Fc 11 1,000 psi Cr 0.49 fl) 0.0 < 30.4 ksi fb 0.0 < 30.4 ksi E 1,600 ksi CD 1.00 I C", 1.00 Fy 46 ksi rx 2.62 Fy 46 ksi rx 2.75 CF 1.00 E 29,000 ksi ry 2.02 E 29,000 ksi ty 2.75 Cc 112 ksi kI/r x 50.4 Cc 112 ksi kl/r x 48.0 GG 4i„3nx1-6' xl ,r iNA 524 int kl/ry 65.3 A 6.17 in2 ld/ry 48.0 I Bars (3) #4 Cover 3" As 0.588 sq.in As Req 0.324 Fe 58.81 35.01 ksi 35.0 Fe 64.81 64.81 ksi 64.8 d 6.75" in H1-1 0.566 < 1.0 Hl-1 0.665 < 1.0 H1-2 0.420 < 1.0 Hl-2 0.553 < 1.0 ISBP 1,851 < 2,000 psf H1-3 0.000 < 1.0 H1-3 0.000 < y� 1.0 fc 3,000 Fy 60,000 psi . .-�~�"��-6_`;iE�,.46'-t2�',;;��_4t.` �.. ,..._..,a ,__,�:�_. '�K ., . _.. Vu-1 44.6 < 93.1 psi Bars (7) #5 Cover 3" Bars (9) #5 Cover 3" Vtt-2 44.8 < 186.2 psi As 2.149 sq.in As Req 1.814 As 2.763 sq.in As Req 2.592 I Mu 1,622 < 16,844 ft-lbs d 10.6875' in d 12.6875" in SBP 1,688 < 2,000 psf SBP 1,675 < 2,000 psf Ifc 3,000 Fy 60,000 psi fc 3,000 Fy 60,000 psi Vu-1 40.2 < 93.1 psi Vu-1 42.4 < 93.1 psi Vu-2 138.6 < 186.2 psi Vu-2 144.1 < 186.2 psi 1 Mu 63,370 < 99,958 ft-lbs Mu 120,537 < 153,259 ft-lbs I I NORDLING Proj. No.: 15-308 1 STRUCTURAL BUILDING RED C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200'Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No,:Fl 8 COLUMN / FOOTING ® COLUMN / FOOTING F6 POST / FOOTING I P A3 DL 4,869 lbs P A4 DL 5418 lbs P AS DL 1,021 lbs LL 8,125 lbs LL 9018 lbs LL 2,180 lbs A4 DL 5418 lbs 59 DL 3251 lbs C I6 DL 1,881 lbs • y LL 9018 lbs 1LL 5998 lbs ., ,� LL 5,688 lbs IC1 DL 9,391 lbs CS DL 10,641 lbs LL 22,208 lbs = LL 25,163 lbs ill CS DL 10,641 lbs CII DL 8,221 lbs N I = LL 25,163 lbs = LL 18,861 lbs I I Dead Load 30.391 k Dead Load 27.603 k Dead Load 2.907 Ic I Live Load 64.574 Ic Live Load 59.106 k Live Load 7.868 k Total Load 94.965 k Total Load 86.709 k Total Load 10.78 k Moment 0.00 k-ft Moment 0.00 k-ft t ,6x4', IJSS.'1z7x0250. , 4; ... . �. ...: ,..flSS x7 }.2SO H, D I H(£t) IC H(ft) K b 5.50 12'-3.6" 1.0 b x 7.00 11'-0" 1.0 b x 7.00 11'-0" 1.0 d 5.50 12'-3.6" 1.0 d y 7.00 11'-0" 1.0 d y 7.00 11'-0" 1.0 fa 15.4 < 23.0 ksi fa 14.1 < 23.0 ksi fc 356 < 560 psi fb 0.0 < 30.4 ksi fb 0.0 < 30.4 ksi Fc 11 1,000 psi Cr 0.56 E 1,600 ksi CD 1.00 I Fy 46 ksi rx 2.75 Fy 46 Ics i rx 2.75 C", 1.00 E 29,000 ksi ry 2.75 E 29,000 ksi iy 2.75 Cr 1.00 Cc 112 ksi kir x 48.0 Cc 112 ksi kir x 48.0 A 6.17 in2 kiry 48.0 A 6.17 int kI/r y 48.0 'G 2L x2'-6*_x10'.... Bars (3) #4 Cover 3" Fe[ 64.81 64.8 ksi I 64.8 Fe 64.8 64.8 ksi 64.8 As 0.588 sq.in As Req 0.540 HI-1 0.670 < 1.0 H1-1 0.612 < 1.0 d 6.75" in H1-2 0.558 < 1.0 H1-2 0.509 < 1.0 I H13 0.000 < 1.0 H1-3 0.000 < 1.0 SBP 1,724 < 2,000 psf 0:07'ft` itAVAl:6" , gg,itg '.,. t:`i'. rfr` '74040"s.,.a> ,.. fc 3,000 Fy 60,000 psi Bars (9) #5 Cover 3" Bars (9) #5 Cover 3" Vu-1 15.8 < 93.1 psi I As 2.763 sq.in As Req 2.599 As 2.763 sq.in As Req 2.592 d 12.6875" in Vu-2 44.0 < 186.2 psi d 12.6875" in Mu 3,636 < 17,250 ft-lbs SBP 1,688 < 2,000 psf SBP 1,541 < 2,000 psf Ifc 3,000 Fy 60,000 psi fc 3,000 Fy 60,000 psi Vu-1 42.7 < 93.1 psi Vu-1 39.0 < 93.1 psi Vu-2 145.2 < 186.2 psi Vu-2 132.6 < 186.2 psi IMu 121,453 < 153,259 ft-lbs Mu 110,929 < 153,259 ft-lbs I I 1 NORDLING Pro;. No.: 15-308 1STRUCTURAL UROCK BUILDING C 40 4' ,--:,T1 1 ENGINEERS, LLC ANDERSON/DABROWSKI tiRCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F2 I ® STUDS / FOOTING FS STUDS / FOOTING I P Al LDLL 1,908 Ibs 1 1 lbs P R 15 .25 x 31'/2 916' o/c P A6, DL 151 lbs 2nd 30 . 100 x 31'/2 ml6'o/c LL 1,192 lbs C 11 DL 1,585 lbs CIS DL 1,489 lbs 1 LL 5,156 lbs \ I \ 1 LL 4,844 lbs ICONTINUOUS FTG m m iP I \ I 2nd FLOOR Dead Load 0.797 k Dead Load 0.930 k Live Load 1.908 k Live Load 2.583 k Total Load 2.71 lc Total Load 3.51 k " , - ... R040.6a H K H K Dead Load 2.240 k b 1.50 0'-6" 1.0 b 1.50 0'-6" 1.0 Live Load 6.636 k id 5.50 9'-0" 1.0 d 5.50 13'-6" 1.0 Total Load 8.88 k fc 328 < 971 psi fc 426 < 513 psi 4"f H K I Fc II 1,350 psi CP 0.65 Fc II 1,350 psi Cr 0.35 b 3.00 0'-6" 1.0 E 1,600 Icsi CD 1.00 E 1,600 ksi CD 1.00 d 5.50 9'-0" 1.0 Cm 1.00 Cu, 1.00 CF 1.10 CF 1.10 fc 538 < 971 psi I1st FLOOR . 2nd FLOOR -, • - '*"' 4t f4"6t- 0n m Fc II 1,350 psi Cp 0.65 Dead Load 2.383 k Bars (2) #4 Cover 3" E 1,600 ksi CD 1.00 ILive Load 7.064 k As 0.392 sq.in As Req 0.324 Co, 1.00 Total Load 9.45 k d 6.75" in CF 1.10 (Z) .2$G.. , . . SBP 1,757 < 2,000 psf 3?=04 'k410rx I H I{ Bars (3) #4 Cover 3" fc 3,000 Fy 60,000 psi As 0.588 s in As Req0.324 b 3.00 0'-6" 1.0 q• d 5.50 9'-0" 1.0 Vu-1 4.4 < 93.1 psi d 6.75" in Vu-2 19.5 < 186.2 psi Mu 897 < 11,455 ft-lbs SBP 1,578 < 2,000 psf fc 573 < 971 psi Fell 1,350 psi Cp 0:65 fc 3,000 Fy 60,000 psi E 1,600 lcsi CD 1.00 Vu-1 37.6 < 93.1 psi I C,,, 1.00 CF 1.10 Vu-2 48.3 < 186.2 psi Mu 1,877 < 16,844 ft-lbs I Bars #4 Cov " As 0.588(3) sq.in As Rereq 0.3243 d 6.75" in ISBP 1,575 < 2,000 psf fc 3,000 Fy 60,000 psi Vu-1 41.4 < 93.1 psi • I Vu-Mu 12 5998 1.9 << 16,18846.24 psi , ft-Ibs } NORDLING a Proj. No.: 15-308 RED ROCK STRUCTURAL BUILDING C -' k ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F3 I0 POST / FOOTING F10 POST / FOOTING ® COLUMN / FOOTING Up A5 DL 626 lbs P 51 DL 1,960 lbs P 51 DL 3,144 lbs LL 162 lbs LL 1,911 lbs ,121 CI DL 511 lbs C13 DL 2,042 lbs C13 LL DL 34,951 lbs LL 1361 lbs • LL 5,118 lbs LL 10,325 lbs • I r ry N N :1 I 1 Dead Load 1.197 k Dead Load 4.002 k Dead Load 7.701 k Live Load 2.129 k Live Load 7.155 k Live Load 15.052 k I Total Load 3.33 k Total Load 11.16 k Total Load 22.753 k Moment 0.00 k-ft 6x6 DFL.No:.1 ......,.05 ,,.::E, D1+"LNo j H K H K . , eN, $S43x0125(1 - I b 5.50 12'-8.4" 1.0 b 5.50 12'-0" 1.0 H(ft) K d 5.50 12'-8.4" 1.0 d 5.50 12'-0" 1.0 b x 3.00 12'-0" 1.0 d y 5.00 12'-0" 1.0 fc 110 < 534 psi fc 369 < 580 psi I fa 6.8 < 10.2 ksi Fc II 1,000 psi Cr 0.53 Fc II 1,000 psi Cr 0.58 fb 0.0 < 30.4 ksi E 1,600 ksi Co 1.00 E 1,600 ksi CD 1.00 . Cm 1.00 Cm 1.00 Fy 46 ksi rx 1.78 I CF 1.00 CF 1.00 E 29,000 ksi ty 1.19 Cc 112 lcs i kllr x 80.9 rr. n ' " _ x ' . t tt`�' - 2 ��.� »6;..;x1-4...a �.� .. .A_. C,..4-9 x.�� l.U...,.,;._,..� � A 3.37 in kllry 121.0 III Bars (3) #4 Cover 3" Bars (3) #4 Cover 3" As 0.588 sq.in As Req 0.324 As 0.588 sq.in As Req 0.324 Fe 22.8j 10.2 ksi 10.2' d 6.75" in d 6.75" in H1-1 0.662 < 1.0 H1-2 0.245 < 1.0 I SBP 1,478 < 2,000 psf SBP 1,860 < 2,000 psf Hl 3 0 000 < 10 fc 3,000 Fy 60,000 psi fc 3,000 Fy 60,000 psi Fit 8' "x,4'.=0"x10".'wg i Vu-1 -1.2 < 93.1 psi Vu-1 44.2 < 93.1 psi Bars (5) #5 Cover 3" IIIVu-2 8.6 < 186.2 psi Vu-2 44.4 < 186.2 psi As 1.535 sq.in As Req 0.864 Mu 479 < 16,844 ft-lbs Mu 1,606 < 16,844 ft-lbs d 6.6875" in SBP 711 < 2,000 psf Ife 3,000 Fy 60,000 psi Vu-1 47.0 < 93.1 psi Vu-2 137.5 < 186.2 psi IMu 15,983 < 43,595 ft-lbs I III r NORDLING Proj. No.: 15-308 RED ROCK I 4!41v , STRUCTURAL BUILDING� C °`s 1 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I5775 SW 111th,Suite 200'Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.:F4 leRETAINING WALL I I SOIL BEARING PRESSURE: 2,000 psr EQ. ACTIVE FLUID: 35 per WEIGHT OF SOIL: 110 per WEIGHT OF CONCRETE: 145 per I °v.O•G.RESISTS SLIDING,FRICTION 4 PASSIVE PRESSURE N/A I . e .11 i \ ,\\\ i . . ii "4 6I2" O/C . 35CF ki r p I . i I 0 �� 4:; w 0 • (5) "4 LONGIT * �—M4 6'24' o/c TRANSV I ISEP: 1,115 psr----/s I'-O. s f3" s 2'-1" s 4'-3' I i NORDLING Proj. No.: 15-308 I STRUCTURALRED ROCK BUILDING C T ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS i6775 SW 111th,Suite 200 Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F5 I ® RETAINING WALL I l a1,1' a .,.,• r. ,..,. _ ` �a; eY,• ., ..,. ff' !**,4 Wall Height 8'-6" 8.50' Allowable S.B.P. 2,000 psf Resulant 3.803 lbs Retained Height 8'-0" 8.00' Active Lateral 35 pcf result eccentricity 9.15 in I Base Wall Width 8" 0.67' Passive Lateral 250 pcf Pressure @Toe 1,861 psf Weight of Soil l 10 pcf Pressure @Heel 0 psf Toe Width 1'-0" 1.00' Friction Coefficient 0.35 0.93 I Heel Width 3'-3" 3.25' Backfill Slope Width 4'-3" 4.25' Soil To Neglect 0 :1 -Level Pressure @Toe Face 1,406 psf 0 0.00' Pressure @Heel Face 1,102 psf Eq ALP 35.0 pcf Footing Depth 12" 1.00' Internal Friction Ang 31.1° i7:'`Ott - , :•fr e" I Height 0.00' 4.00' 8.00' Key Width 0.00' Key Depth 0.00' Bar #4 #4 #4 Key Location 0.00' Spacing 12" o/c 12" o/c 12" o/c 1 111 Key Loc+Key Width O'-0" dev len 7.23" req'd d 10.23" Soil Cover over Toe 10" 0.83' i461705PNEWNERFOR Area(int) 0.196 0.196 0.196 fc 3,000 psi Bar Depth 625" 6.25" 6.25" *c t � o °a gT r Fy 60,000 psi Cover 1.50" 1.50" 1.50" Vertical Dead Load plf Min.As Percent 0.0014 I Vertical Live Load plf Unit Weight 145 pcf Force(lbs) 1,756 476 0 Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-lbs) 5,036 635 0 Seismic Load Rebar Cover @ Heel 2.00 in Earth Earth inside 4Mn(ft-lbs) 5,343 5,343 ilkviAllWMOYOtTAR04"1*' ag ...fgagitie 0.94 0.12 0.00 Vertical Force Dist Vu(psi) 23.4 6.3 0.0 lbs feet Vn(psi) 93.1 93.1 93.1 Wall 822 1.33 0.25 0.07 0.00 Footing 616 2.13 Key0 0.00a; 4 :' I Soil over Heel 2273 2.96 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing #4 #4 Soil over Toe 92 0.50 Spacing 12" o/c 24" o/c in o/c I Vertical Component Total 3,803° ,803 0 lbs 0.00 Depth Aread 0.196 0.098 8.75 9.75 Horizontal(base-top) lbs lbs M<S Fr: Toe Reinf Not Req'd IActive Pressure 1,418 0 _--#-4----1 Passive Pressure 420 -x- Longit. (5) #4� As 0.980 > 0.857 in2 Lateral Force ct Base 997 lbs Factored Pressures 2,606 0 psf at Face of 1,968 1,543 psf Mu:Upward 1,197 1,506 ft-lbs I Slab Resists Sliding 1.50 Mu:Downward 496 4,788 ft-lbs Mu :Design 701 3,282 ft-lbs ; N Nl ,?t ,41,14 lifilt 3 4" .:. 4,Mu : 7,548 4,257 ft-lbs I Resisting Moment 9,690 ft-lbs Overturning Moment 4,509 ft-lbs Actual Vu 13.6 12.8 psi Factor of Safety 2.15 Allowalbe Vn 93.1 93.1 psi I NORDLING Prof. No.: 15-308 STRUCTURAL LRED ROCK ongit. C - 1 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F6 1 0 RETAINING WALL I I SOIL BEARING PRESSURE: 2,000 psr EQ. ACTIVE FLUID: 35 per WEIGHT OF SOIL: 110 per WEIGHT OF CONCRETE: 145 per I S.O.G.RESISTS SLIDING,FRICTION a PASSIVE PRESSURE N/A I I 1 I "4 612' o/c ' ' I -35 par 1 P: :.1 I 1 1 I e . I. 61 (4) "4 LONGIT Ii. "4 624' o/c TRANSV I SEP: 1,132 ps f 1 Is 1' f 8" / I' / s 3 -3' / I I NORDLING Proj. No.: 15-308 ' RED ROCK ISTRUCTURAL BUILDING C .,, ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 16775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.:F7 I 41) RETAINING WALL Wall Height 7'-6" 7.50' Allowable S.B.P. 2,000 psf Resulant 2,429 lbs Retained Height 7'-0" 7.00' Active Lateral 35 pcf result eccentricity 9.44 in I Base Wall Width 8" 0.67' Passive Lateral 250 pcf Pressure @Toe 1,930 psf Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 1'-0" 1.00' Friction Coefficient 0.35 0.97 I Heel Width 2'-3" 2.25' Backfill Slope Soil To Neglect 0 :1-Level Pressure @Toe Face 1,163 psf Width 3'-3" 3.25 0 0.00' Pressure @Heel Face 652 psf Eq ALP 35.0 pcf Footing Depth 10" 0.83' Internal Friction Ang 31.1° �, ', Tom: ,1 IHeight 0.00' 3.50' 7.00' Key Width 0.00' Key Depth 0.00' Bar #4 #4 #4 II Key Location 0.00' Spacing 12(1,1.0o0/c, 12" o/c 12" o/c Key Loc+Key Width 0'-0" dev len req'd d 9.00" Soil Cover over Toe 10" 0.83' 74iiattoibititggqmviratArea(int) 0.196 0.196 0.196 fc 3,000 psi Bar Depth 6.25" 6.25" 6.25" ,.1 $ �� . � .. , .t t- Fy 60,000 psi Cover 1.50" 1.50" 1.50.. Vertical Dead Load plf Min.As Percent 0.0014 I Vertical Live Load plf Unit Weight 145 pcf Force(lbs) 1,310 364 0 Surchage Load Rebar Cover @Toe 3.00 in Mu(ft-lbs) 3,360 425 0 Seismic Load Rebar Cover @ Heel 2.00 in Earth Earth Inside Mn(ft-lbs) 5,343 5,343 5,343 '` _, 1 a ii:..I-.k., _. .._ l 0.63 0.08 0.00 Vertical Force Dist Vu(psi) 17.5 4.9 0.0 lbs feet Vn(psi) 93.1 93.1 93.1. Wall 725 1.33 0.19 0.05 0.00 Footing 393 1.63 Key 0 0.00 Itg t , K� �1, 14,,w! st ,...f I Soil over Heel 1219 2.46 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing #4 #4 Soil over Toe 92 0.50 Spacing 12" o/c 24" o/c in o/c I Vertical Component 0 0.00 Area 0.196 0.098 Total 2,429 lbs Depth d 6.75 7.75 Horizontal(base-top) lbs lbs M<SFr:Toe Reinf Not Req'd IActive Pressure 1,074 0 -x- mm Passive Pressure 347 Longit. (4) #4 As 0.784 > 0.546 in2 '';';ii--: &+ _ Lateral Force @ Base 727 lbs Factored Pressures 2,703 0 psf at Face of 1,628 912 psf Mu:Upward 1,172 110 ft-lbs I Slab Resists Sliding 1.50 Mu:Downward 394 1,563 ft-lbs Mu:Design 778 1,454 ft-lbs t fn "' 4r,-,':., D44 Mn: 5,784 3,375 ft-lbs IResisting Moment 5,034 ft-lbs Overturning Moment 2,997 ft-lbs Actual Vu 15.6 13? psi Factor of Safety 1.68 Allowalbe E Vn 93.1 93.1 psi I NORDLING Proj, No.: 15-308 1 STRUCTURAL BUi DIROG C N ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By: JEN Sheet No.: F8 IF14 RETAINING WALL I I SOIL BEARING PRESSURE: 2,000 per EQ. ACTIVE FLUID: 35 par WEIGHT OF SOIL: 110 par WEIGHT OF CONCRETE: 145 par IS.O.G.RESISTS SLIDING,FRICTION 4 PASSIVE PRESSURE N/A I I ' .• i.,/ ',/ K ,,,,,,„,‘," 4, ,,,, . .> ,,, . >\K' III • . ? I II "4612" o/c ,H135per . I <• � I — 1 0 .• (3) "4 LONGIT "4 X24 o/c TRANSV ISEP: I,6)12 r---'I-------j------ I 9' / S" / 1 _4' 2,_g. 'C I NORDLING Proj. No.: 15-308 I „, _; nu RED ROCK STRUCTURAL BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F9 F14 RETAINING WALL Wall Height 6'-0" 6.00' Allowable S.B.P. 2,000 psf Resulant 1,861 lbs Retained Height 6'-0" 6.00' Active Lateral 35 pcf result eccentricity 8.27 in I Base Wall Width 8" 0.67' Passive Lateral 250 pcf Pressure @Toe 1,810 psf Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 9" 0.75' Friction Coefficient 0.35 0.90 Heel Width 2'-0" 2.00' Backfill Slope 0 :1-Level Pressure @Toe Face 1,150 psf IWidth 2'--9" 2.75' Soil To Neglect 0 0.00' Pressure @Heel Face 563 psf Eq ALP 35.0 pcf Footing Depth 10" 0.83' Internal Friction Ang 31.1° ,` ,": 4„., I Height 0.003.00' 6.00' Key Width 0.00' Key Depth 0.00' Bar #4 #4 #4 I Key Location Key Loc+Key Width 0'-0" 0.00' Spacing 12" o/c 12" o/c 12" o/c dev len 6.00" req'd d 9.00" Soil Cover over Toe 10" 0.83' :311141ittiggiliZaliatalZi Area(int) 0.196 0.196 0.196 titlfc 3,000 psi Bar Depth 6.25" 6.25" 6.25" lafrwi * r Fy 60,000 psi Cover 1.50" 1.50" 1.50.. Vertical Dead Load plf Min.As Percent 0.0014 I Vertical Live Load plf Unit Weight 145 pcf Force(lbs) 923 268 0 Surchage Load Rebar Cover @Toe 3.00 in Mu(ft-lbs) 2,101 268 0 Seismic Load Rebar Cover @ Heel 2.00 in Earth Earth Earth Mn(ft-lbs) 5,343 5,343 5,343 -,, « f, 1.., t 1 x+ �. .4 - 0.39 0.05 0.00 Vertical Force Dist Vu(psi) 12.3 3.6 0.0 lbs feet Vn(psi) 93.1 93.1 93.1 I Wall 580 1.08 0.13 0.04 0.00 Footing 332 1.38 Key 0 0.00 4.4001« � L i f `` ,; �� ' �4 . ., _ Soil over Heel 880 2.08 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing #4 #4 Soil over Toe 69 0.38 Spacing 12" o/c 24" o/c in o/c I Vertical Component 0 0.00 Area 0.196 0.098 Total 1,861 lbs Depth d 6.75 7.75 Horizontal(base-top) lbs lbs M<S Fr:Toe Reinf Not Req'd I Active Pressure 817 0 Passive Pressure 347 -x Longit. (3) #4 As 0.588 > 0.462 in' Lateral Force @ Base 470 lbs Factored Pressures 2,533 0 psf at Face of 1,610 789 psf Mu :Upward 626 54 ft-lbs I Slab Resists Sliding 1.50 Mu :Downward 193 972 ft-lbs Mu :Design 433 918 ft-lbs 0 atl„ s;„ ,'>... Mn: 5,784 3,375 ft-lbs Resisting Moment 3,330 ft-lbs Overturning Moment 2,054 ft-lbs Actual Vu 11.1 10.0 psi Factor of Safety 1.62 Allowalbe Vn 93.1 93.1 psi r NORDLING Proj. No.: 15-308 I STRUCTURAL BUILDING c ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F10 1 0 RETAINING WALL I I SOIL BEARING PRESSURE: 2,000 p51 EQ. ACTIVE FLUID: 35 per WEIGHT OF SOIL: 110 per WEIGHT OF CONCRETE: 145 per 1 S.O.G.RESISTS SLIDING,FRICTION I PASSIVE PRESSURE N/A I I I c 1 r 4) I "46I2" o/cam : 35 par ;n I .I. 1 0 •1. 8 —. . ', (3) *4 LONGIT 4 624' o/c TRANSV SBP: 1,139 psi I9' / 8" / 1'-4" 2'-g. s I 1 NORDLING Proj. No.: 15-308 W RED ROCK i - ;- 4.. ., s 4 STRUCTURAL BUILDING C ENGINEERS,Li RSA LLC ANDERSON/DABROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: Fl 1 I el RETAINING WALL Wall Height 5'-6" 5.50' Allowable S.B.P. 2,000 psf Resulant 1,331 lbs Retained Height 5'-0" 5.00' Active Lateral 35 pcf result eccentricity 6.44 in Base Wall Width 8" 0.67' Passive Lateral 250 pcf Pressure @Toe 1,508 psf I Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 9" 0.75' Friction Coefficient 0.35 0.75 Heel Width 1'-6" 1.50' Backfill Slope 0 :1-Level Pressure @Toe Face 867 psf I Width 2'-3" 2.25' Soil To Neglect 0 0.00' Pressure @Heel Face 298 psf Eq ALP 35.0 pcf fir. t * ILFooting Depth 10" 0.83' Internal Friction Ang 31.1° .n. k a ,; " t . I Height 0.00' 2.50' 5.00' Key Width 0.00' Key Depth 0.00' Bar #4 #4 #4 I Key Location 0.00' Spacing 12"ole 12" o/c 12" o/c Key Loc+Key Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 10" 0.83' , 6 s-• D 1 " , .,y _ Area(in-) 0.196 0.196 0.196 ,;V,'5.0s .vim . fc 3,000 psi Bar Depth 6.25" 6.25" 6.25" I 1.111151111111, 0 ,96: Fy 60.000 psi Cover 1.50" 1.50" 1.50" Vertical Dead Load plf Min.As Percent 0.0014 Vertical Live Load plf Unit Weight 145 pcf Force(lbs) 596 186 0 I Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-lbs) 1,199 155 0 Seismic Load Rebar Cover @Heel 2.00 in Earth Earth Inside 4)Mn(ft-lbs) 5,343 5,343 5,343 0.22 0.03 0.00 Vertical Force Dist Vu(psi) 7.9 2.5 0.0 lbs feet Vn(psi) 93.1 93.1 93.1 Wall 532 1.08 0.09 0.03 0.00 Footing 272 1.13 Key 0 0.00 �`f V ,. n. . . ISoil over Heel 458 1.83 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing[- #4 #4 Soil over Toe 69 0.38 Spacing' 12"o/c 24" o/c in o/c I Vertical Component 0 0.00 Area 0.196 0.098 Total 1,331 lbs Depth d 6.75 7.75 Horizontal(base-top) lbs lbs M<SFr: Toe ReinfNot Regd Active Pressure 595 0 IPassive Pressure 347 -x- Longit. (2) #4 e,e As 0.392 > 0.378 in2 ILateral Force @ Base 248 lbs Factored Pressures 2.111 0 psf at Face of 1,214 417 psf Mu:Upward 510 8 ft-lbs I Slab Resists Sliding 1.50 Mu:Downward 1.65 326 ft-lbs Mu:Design 345 318 ft-lbs 4t11 ,40:i ii d C h vit-0 ,, 5,784 3,375 ft lbs ,., ,. . rFes , , s_�_. �. 4 (1)Mn I Resisting Moment 2.134 ft-lbs Overturning Moment 1,351 ft-lbs Actual Vu 8.5 5.9 psi Factor of Safety 1.58 Allowalbe 4l Vn 93.1 93.1 psi 1 NORDLING Proj. No.: 15-308 I � STRUCTURAL RED ROCK ‘„, .„, ,::, ,,„.„ ,„„ ,.„. ‘ BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I 6775 SW IIIth,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F12 IF1e. RETAINING WALL I I SOIL BEARING PRESSURE; 2,000 psr EQ. ACTIVE FLUID: 35 par WEIGHT OF SOIL: 110 par WEIGHT OF CONCRETE: 145 par i S.OG.RESISTS SLIDING,FRICTION 4 PASSIVE PRESSURE N/A I I I I • .. q I *4 gig' 0/c------T;_: a „,/,----35 per f I 0 (2) *4 LONGIT SEP: 1,090 per- I /5"/ 8" f 11" f 2'-0"-0, f I I NORDLING Proj. No.: 15-308 :fx STRUCTURAL Bu 4D1NG C .4 ,,,tkj*14 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By:JEN Sheet No.: F13 IFI& RETAINING WALL Wall Height 4'-6" 4.50' Allowable S.B.P. 2,000 psf Resulant 1,118 lbs Retained Height 4'-0" 4.00' Active Lateral 35 pcf result eccentricity 4.15 in I Base Wall Width 8" 0.67' Passive Lateral 250 pcf Pressure @Toe 1,139 psf Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 5" 0.42' Friction Coefficient 0.35 0.57 I Heel Width 1'-7" 1.58' Backfill Slope 0 :1 Level Pressure @Toe Face 897 psf Width 2'-0" 2.00' Soil To Neglect 0 0.00' Pres sure @Heel Face 511 psf Eq ALP 35 0 pcf Footing Depth 10" 0.83' Internal Friction Ang 31.1° ; Height 0.00' 2.00' 4.00' Key Width 0.00' Key Depth 0.00' Bar #4 #4 #4 Key Location 0.00' Spacing 12" o/c 12" o/c 12" o/c I{ey Loc+I{ey Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 10" 0.83' ,`irlraitirONPINORPON131 Area(inz) 0.196 0.196 0.196 fc 3,000 psi Bar Depth 6.25" 6.25" 6.25" ,� - �, �': Fy 60,000 psi Cover 1.50" 1.50" 1.50" 1°u Vertical Dead Load plf Min.As Percent 0.0014 I Vertical Live Load plf Unit Weight 145 pcf Force(lbs) 328 119 0 Surchage Load Rebar Cover @Toe 3.00 in Mu(ft-lbs) 594 79 0 Seismic Load Rebar Cover @ Heel 2.00 in Earth Earth Inside 4 Mn(ft-lbs) 5,343 5,343 5,343 I 'i .t<i t ,. ..tfirMIPRK:.,704; 0.11 0.01 0.00 Vertical Force Dist Vu(psi) 4.4 1.6 0.0 lbs feet el)Vn(psi) 93,1 93.1 93.1 I Wall 435 0,75 0.05 0.02 0.00 Footing 242 1.00 Key 0 0.00 /520-'6741 ' 'M :le:]•12410VSSittelifiX l Soil over Heel 403 1.54 Toe Heel Sloped Soil over Heel l) 0.00 Reinforcing #4 #4 Soil over Toe 38 0.21 Spacing' 12" o/c 24" o/c in o/c I Vertical Component 0 0.00 Area 0.196 0.098 Total 1,118 lbs Depth d 6.75 7.75 Horizontal(base-top) lbs lbs M<S Fr: Toe Reinf Not Req'd I Active Pressure 409 0 Passive Pressure 347 -x- Longit. j3) #•.4 As 0.588 > 0.336 in2 CI '11,glillAti&i:444,4044143 Lateral Force ct Base 62 lbs Factored Pressures 1,594 0 psf at Face of 1,256 715 psf Mu :Upward 129 92 ft-lbs I Slab Resists Sliding 1.50 Mu:Downward Mu:Design 46 330 ft-lbs 82 238 ft-lbs .J. �c9 e '° � A Mn: 5,784 3,375 ft-lbs Resisting Moment 1,583 ft-lbs Overturning Moment 852 ft-lbs Actual Vu 3.9 3.4 psi Factor of Safety 1.86 Allowalbe 4 Vn 93.1 93.1 psi I NORDLING Proj. No.: 15-308 STRUCTURALBUi DIINOG C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F14 1 Fie RETAINING WALL I ' SOIL BEARING PRESSURE: 2,000 psr EQ. ACTIVE FLUID: 35 par WEIGNT OF SOIL: 110 par WEIGHT OF CONCRETE: 145 par ' S.O.G.RESISTS SLIDING,FRICTION 4 PASSIVE PRESSURE N/A i I I I �V • *4 012' o/c ( /\//\�//, 35 per 0 *4 LONGIT SEP: 1,090 psi /5"/ '5" /5"/ 1'-6 i NORDLING Proj. No,: 15-308 STRUCTURAL RED ROCK BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: F15 IFlo RETAINING WALL I t e t41 °''.; 45 . ,`, AtadtWda'iefAail ° ,r. ,. Tri ,.:t� Wall Height 3-6" 3.50 Allowable S.B.P. 2,000 psf Resulant 695 lbs Retained Height 3'-0" 3.00' Active Lateral 35 pcf result eccentricity 1.41 in I Base Wall Width 8" 0.67' Passive Lateral 250 pcf Pressure @Toe 682 psf Weight of Soil 110 pcf Pressure @Heel 245 psf Toe Width 5" 0.42' Friction Coefficient 0.35 0.34 I Heel Width 1'-1" 1,08' Backfill Slope Soil To Neglect 0 : 1 -Level Pressure @Toe Face 561 psf Width 1'6" 1.50' 0 0.00' Pressure @Heel Face 366 psf Eq ALP 35.0 pcf Footing Depth 10" 0.83' Internal Friction An 31.1° • _ '" '� g '.11 - :. rr 't Key Width 0.00' Height 0.00' 1.50' 3.00' Key Depth 0.00' Bar #4 #4 #4 IKey Location 0.00' Spacing 12" o/c 12" o/c 12" o/c Key Loc+Key Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 10" 0.83' .0 _ A Area(int) 0.196 0.196 0.196 x f c 3,000 psi Bar Depth 4.00" 4.00" 4.00" Fy 60,000 psi Bars Center Vertical Dead Load plf Min.As Percent 0.0014 Vertical Live Load plf Unit Weight 145 pcf Force(lbs) 120 67 0 Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-lbs) 227 33 0 Seismic Load Rebar Cover CO,Heel 2.00 in Earth Earth Earth I 1 4 Mn(ft-lbs) 3,359 3,359 3,359 a'.,� 1 .('. bby, 0.07 0.01 0.00 Vertical Force Dist Vu(psi) 2.5 1.4 0.0 lbs feet (I)Vn(psi) 93,1 93.1 93.1 Wall 338 0.75 0.03 0.01 0.00 Footing 181 0.75 Key 0 0.00 _ Soil over Heel 138 1.29 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing, #4 #4 Soil over Toe 38 0.21 Spacing, 12" o/c� 24" o/c in o/c Vertical Component 0 0.00 Area 0.196 0.098 Total 695 lbs Depth d 6.75 7.75 Horizontal(base-top) lbs lbs M<SFr: Toe Reinf Not Req'd Active Pressure 257 0 Passive Pressure 347 -x- Longit. ( 2 #4 .., As 0.392 > 0.252 int Lateral Force @ Base -90 lbs Factored Pressures 955 343 psf at Face of 785 513 psf Mu :Upward 78 35 ft-lbs Slab Resists Sliding 1.50 Mu:Downward 38 55 ft-lbs Mu:Design 40 20 ft-lbs r''.e. . 4Mn: 5,784 3,375 ft-lbs Resisting Moment 961 ft-lbs Overturning Moment 521 ft-lbs Actual Vu 2.0 0.7 psi Factor of Safety 1.84 Allowalbe Vn 93.1 93.1 psi I NORDLING Proj. No.: 15-308 RED ROCK STRUCTURAL BUILDING C , >c�.NGINLLRS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.:F16 I 91 9 61.9' W: 124 pplf 11111 111111 I 1111111111111111111111111111111 II E4: 318 plr O- _ -- -- r , 640 �— —� = �,---.�-— — 360 m e - , O_\--- . - ��_�® -• - __ ------- 5,840 ' - 4,030 I II! 6. S- N_ si 1!U _ 1 I 1 I. �\ II=I- - - - mA -- ---- _8.150 • V�&1 5.490 � � NII Q- - _mom� i si N 3= W_ 1 �I'.� _= trowswarmnnenow 0— — G8,150 rommiramosi =KG 5,490 I In ��� nns nn G di -6-_,=_" m_ s, 0- N- lowl. - _ �_ 5,840 �/ 0 --. I 1 - r� 4.030 I _ I O * ..- - W c _l_ . l_ ..— 1- I -- -- -- 360 00 00 I l0®F DL 15 psi w1ND ISEISMIC NORDLING Proj. No.: 15-308 STRUCTURALBu LDINROG C LLC ANDERSON/DABROWSKI ARCHITECTS ENGINEERS, �,L 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: MAR 2016 By: JEN Sheet No.: L1 I QC? f 61.9' UJ: 140 pH' 11J II1 11111I II 11lii11l111111PII Ill iI E8.�663 pir — 0r 1 T 1 r ,314 1` ,30 6 0 _ ———,i-. _ -- -----— '600 ii 0' 4.0' 3 0 3 0 61 cp W I 6.680 _ _ —6 1--- — --- ��——— 6.940 — . m• i( 22.1,.. 1 6 I _ • I in , . bi I a W G e j e di 6 • - • II — • 16.5' I iq O4 N------I - I - —q —— 8.330 — { 9,060 inal M. 0 9_- 6,W s m— Nn o _ N ,. --__ E — m_(_ I''=-- 8.330 _ I —._15.6 I 9.060 • I G 1.3111111111 r - G n5 - NI G I 6 . ... G G a l11.8 I a I 0- IT ii II> Pn — ---0 IIII? 1L �,,� —� --- — -- 130 0'y 16.0'i M 600 I211V1 aA eQ v0 v @ WINDDL 30 psF 11/2' CONCRETE `� H SEISMIC I NORDLING Proj. No.: 15-308 I STRUCTURAL BUILDING C V/_-:1:-- RED ROCK ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.: L2 1 Q Q I I I I II � y 41.9' O-- ---.—. ] 31.T x - - 21.3'F 5 L ` ini Q I 1 m di ti 1 @� o I 1 --- — — 16.5— — --- v 1 ::iiiziiz.iiz I,�, I_ � -- -- v,_ 1 15.6' 1 I o di Q 1 as-- 1 19.3' 1 I, 1- IITI . —1 ---- 16.3' 6 I FOUNDATION 1 NORDLING Proj. No.: 15-308 ISTRUCTURALBUi DIINOG C ,]. k ,ltr ,,te,, :i:Ja.7 , /, 1 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 16775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.: L3 ASCE 7. 0 Wl00or S fii4 lyd Wind Speed : 120 mph Exposure: B 1 Mean Height(h): 30'-0" Width(x): 172'-0" Topographic Feature: Homogeneous 1 Length(y): 62'-0" Height of Hill(h) 0 ft Crest Length(Lh) 0 ft qh: 21.95 psf-LRFD Crest to Structure Dist(x) 0 ft I --o. 1 IIX IIY Kd: 0.85 Ki : 0.00 Cp: 0.80 0.80 windward Int: 1.00 K2 : 0.00 1 Cp: -0.26 -0.50 leeward K3 : 0.00 Gust: 0.81 0.84 1 Walt Loads -► LI x IIx 1 1 Leeward qh* Cp * Gust = -2.8 psf qh* Cp * Gust = -5.6 psf Windward kz qz* Cp * Gust Total qz* Cp * Gust Total 36'-0" 0.738 9.0 psf 11.7 psf 9.4 psf 14.9 psf 31'-0" 0.707 8.6 psf 11.4 psf 9.0 psf 14.6 psf 27-0" 0.680 8.3 psf 11.0 psf 8.6 psf 14.2 psf I _ 15'-0" 0.575 7.0 psf 9.8 psf 7.3 psf 12.9 psf 1 el 5 Itr `_t E 160 p11 oi il i 011 .213 plf 'V ='1_' 124 plf I ,-2li 0li 2 1 183 plf _ 183 plf m X140 plf 1 E 4 I 111111 cp pi 1.1 1 NORDLING Proj. No.: 15-308 1 -� STRUCTURAL Bu BUILDRING C '-'....;-?: ,,,- „fij / k. IJj NGINLLR � LLC ANDERSON/DABROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200,Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: L4 1 SS IEarthquake Hazards and Program I ASCE 7-10 Standard Lat: 45°25'59.44"N Ss and S1=Mapped Spectral Acceleration Values Long: 122°45'4.39"W SW 72nd Ave&SW Dartmouth St,Tigard,OR 97223 1 Ground Motion Ss 0.980 Si 0.424 I Occupancy Category II Light Framed walls with wood shear panels Site Class D R 6.5 Importance Factor 1.00 I Height of Structure 30.0 ft Structural Period T 0.256 Site Coefficients Ct 0.020 I Fa 1.11 x 0.75 Fv 1.58 Cs SDsI/R 0.111 I SMS Fa* Ss 1.086 Cs MAX SDS I/T R 0 267 SMI Fv * Si 0.668 CS MIN 0.044 SDS I 0.032 1 SDs (2/3)SMS 0.724 V Cs* Wr 0.111 WP SDI (2/3)SMI 0.445 ASD =V* 0.7 0.078 WP 1 Seismic Design Category SDC D I El Wall 0.078 * 25 psf * 13'-0" * 2 / 2 = 25 plf Special Reinforced Concrete Shear Walls Wall 0,078 * 25psf * 4'-0" * 2 / 1 = 16 plf R 5.0 Roof 0.078 * 15 psf * 42-0" = 49 plf 1 = 90 plf E2 Wall 0.078 * 25 psf * 13'-0" * 2 / 2 = 25 plf E5 Wall 0.078 * 25 psf * 27'-0" * 2 / 2 = 53 plf Wall 0.078 * 25 psf * 4-0" * 2 / 1 = 16 plf Floor 0.078 * 30 psf * 41'-0" = 96 plf I Roof 0.078 * 15 psf * 62-0" = 73 plf = 149 plf 113 plf E6 Wall 0.078 * 25 psf * 27-0" * 2 / 2 = 53 plf E3 Wall 0.078 * 25psf * 13'-0" * 2 / 2 = 25 plf Floor 0.078 * 30 psf * 61'-0" = 143 plf I Wall 0.078 * 25 psf * 9'-0" * 2 / 1 = 35 plf = 195 plf Roof 0.078 * 15psf * 68'-0" = 80plf = 140plf E7 Wall 0.078 * 25psf * 27-0" * 2 / 2 = 53p1f I Floor 0.078 * 30psf * 67-0" = 157p1f PA Wall 0.078 * 25psf * 13'-0" * 4 / 2 = 51 plf 209pif Wall 0.078 * 75 psf * 13'-0" * 2 / 2 = 76 plf Wall 0.078 * 25 psf * 4 ft * 2 / 1 = 16 plf Es Wall 0.078 * 25 psf * 27'-0" * 4 / 2 = 105 plf I Wall 0.078 * 25 psf * 9'-0" * 2 / 1 = 35 plf Roof 0.073 * 15 psf * 172'-0" = 201 plf Wall 0.078 * 75 psf * 27-0" * 2 / 2 = 158 plf Floor 0.078 * 30 psf * 171'-0" = 400 plf = 378 plf = 663 plf NORDLING Proj. No.: 15-308 I RED ROCK STRUCTURAL BUILDING C 4,, / ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.: L5 INails 8d 5/80 A.Bolt 1424 lbs IAnchor Bolts Capacity A.Bolt Capacity IA plf io/c 260 6/12 n 48 Of plf 356 260 B 380 4/12 36 475 380 I C D 490 3/12 24 760 4/12 E.F 16 712 490 1068 760 E 980 3/12 E.F 9 1899 980 I Wall Wind Seismic VWIND VSEISMIC L VW VS Line Load Load Wall Panel Lengths(ft) lbs lbs ft plf plf lbs lbs I Roof Loads 1 640 360 3.0 3,0 6.0 3M 3.0 640 360 18 36 20 A 2 5,840 4,030 17.8 5,840 4,030 17.8 328 226 A 1 3 8,750 5,490 15.0 8,750 5,490 15.6 561 352 CmU. 4 8,750 5,490 16.5 8,750 5,490 16.5 ---30 333 CMU 5 5,840 4,030 22.7 ._... 5,840 4,030 22.7 257 178 A 6 640 360 3.0 3.0 4.0 3.0 33) 640 360 16 40 23 A I 7 3,840 11,700 5.0 5,0 5.0 4.8 5.2 5.2 4.8 5m 5.0 5.0 _..........3?840 11,700 8 3,840 11,700 5.0 5.0 5.0 4.8 4.8 5.0 5.0 5,0 50 77 234 A 3,840 11,700 39.6 ..,.. 97 295 B S econd Fl oor Loads I 1 730 600 10.3 2 6,680 6,940 17.5 ,_,..1,370 960 16.3 84 59 A 12,520 10,970 17.8 703 616 D 3 8,330 9,060 15.6 17,080 14,550 15.6 1095 933 CMU ..._ 4 8,330 9,060 16.5 17,080 14,550 16.5 1035 882 CMU I 5 6,680 6,940 11.7 27.3 12,520 6 730 600 41.9 ..... 10,970960 1,370 415212 186 A .99 33 23 A 7 4,330 20,520 5.0 5.0 5.0 4.8 5.2 5.2 4.8 5.0 5.0 5.0 ..._...,...8?170 32,220 50 163 644 D I8 4,330 20,520 5.0 5.0 5.0 1.8 4.8 45.0 8,170 32,220 69.6 t 117 463 C I I I ' I I I NORDLING Proj. No.: 15-308 :-:-, ..i ':EP.,-, ..-: .:fr STRUCTURAL 4 RED ROCK BUILDING C ANDERSON/DABROWSKI ARCHITECTS I 0 K vi: ENGINEERS LLC 9 I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.: L6 ILine 01-Panel-6 2nd Floor Walls I Panel Height =11.1 ft Aspect Ratio =1.85: 1 Panel Width =6.0 ft Seismic Capacity 100% wind seismic I Vn 640 lbs 360 lbs.._ P v 36 plf 20 plf Type-A� V ' WN : 15 psf* 2.Oft • 30plf z � �' � W WALL :25psf* 17.0 ft 425p1f L" Pi : 15psf* 2.Oft*2.5ft w +25psf* 8.Oft* 2.5ft 5751bs ;;Vij P2 : 15 psf* 2.0 ft* 2.5 ft +25 psf* 8.0 ft*2.5 ft 575 lbs 1 WIDTH 4 IRM :(30 p if+425 ph)* (6.0 ft^2)/2 +575 lbs * 6.0 ft : 11,640 ft-lbs IOTM :36 plf* 6.0 ft* 11.1 ft : 2,368 ft-lbs T=(2 k-ft-0.6* 12k-ft)/6.Oft -769lbs I Holdown Not Req'd : Not Req'd I Line 02-Panel-17.8 2nd Floor Walls Line 05-Panel-22.7 2nd Floor Walls IPanel Height =11.1 ft Aspect Ratio =0.62: 1 Panel Height =11.1 ft Aspect Ratio =0.49: 1 Panel Width =17.8 ft Seismic Capacity 100% Panel Width =22.7 ft Seismic Capacity 100% I wind seismic wind seismic Vn 5,840 lbs 4,030 lbs Vn 5,840 lbs 4,030lbs v 328 plf 226 plf Type-A v 257 plf 178 plf Type-A I WN : 15 psf* 4.Oft 60plf WN : 15psf*4.Oft 6Oplf W WALL :25 psf* 17.0 ft 425 plf W WALL :25 psf* 17.0 ft 425 plf Pt : 15psf* 4.Oft*2.5ft Pi : 15psf*4.Oft*2.5ft I +25psf*4.0 ft* 2.5 ft 400 lbs +25psf* 4.0 ft* 2.5 ft 400 lbs P2 : 15psf* 4.Oft* 2.5ft P2 : 15 psf*4.Oft*2.5ft +25psf* 4.Oft* 2.5ft 400lbs +25psf* 4.Oft* 2.5ft 400lbs 1 RM :(60 plf+425 plf)* (17.8 ft^2)/2 RM :(60 plf+425 plf)* (22.7 ft^2)/2 +400 lbs * 17.8 ft : 83,954 ft-lbs +400lbs * 22.7 ft : 34,038 ft-lbs IOTM :328 plf* 17.8 ft* 11.1 ft : 64,824 ft-lbs OTM :257 plf* 22.7 ft* 11.1 ft : 64,824 ft-lbs I T=(651c-ft-0.6* 84k-ft)/ 17.8 ft 8121bs T=(65 k-ft-0.6* 134 k-ft)/22.7 ft : -687 lbs Simpson "MSTC28" : 1,335 lbs Holdown Not Req'd : Not Req'd (16) lOd@DblStud I NORDLING Proj. No.: 15-308 I 6,25 �� STRUCTURAL RED ROCK `" BUILDING C tk. J ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.: L7 1 Line 06-Panel-4 2nd Floor Walls Line 07-Panel-4.8 2nd Floor Walls I Panel Height =11.1 ft Aspect Ratio =2.78: 1 Panel Height =11.1 ft Aspect Ratio =2.31 : 1 Panel Width =4.0 ft Seismic Capacity 72% Panel Width =4.8 ft Seismic Capacity 86% wind seismic wind seismic I Vn 640 lbs 360 lbs Vn 3,840 lbs 11,700 lbs v 40 plf 23 plf Type-A v 77 plf) 234 plf Type-B WN : 15psf* 4.Oft • . 240p1f I W WALL :25psf* 17.0 ft 425plf W WALL :25psf* 17.0ft 425 plf Pi : 15 psf* 4.0 ft* 2.5 ft Pi : 15 psf* 16.0 ft* 3.0 ft +25psf* 4.Oft* 2.5ft 400 lbs +25psf* 8.Oft* 3.Oft 1,320 lbs 1 P2 : 15psf* 4.Oft* 2.5ft P2 : 15psf* 16.Oft* 3.Oft +25psf* 4.Oft* 2.5ft 400lbs +25psf* 8.Oft* 3.Oft 1,320 lbs 1 RM :(60 plf+425 plf)* (4.0 ft^2)/2 RM :(240 plf+425 plf)* (4.8 ft^2)/2 +400 lbs * 4.0 ft : 5,480 ft-lbs +1,320 lbs * 4.8 ft : 13,997 ft-lbs 1 OTM :40 plf* 4.0 ft* 11.1 ft : 1,776 ft-lbs OTM :234 plf* 4.8 ft* 11.1 ft : 12,468 ft-lbs T=(2 k-ft-0.6* 5k-ft)/4.Oft -378lbs T=(12 k-ft-0.6* 14k-ft)/4.8ft 848lbs I HoldownNot Req'd : NotReq'd Simpson"MSTC28" : 1,335 lbs (16) 10d @Dbl Stud 1 Line 08-Panel-4.8 2nd Floor Walls IPanel Height =11.1 ft Aspect Ratio =2.31 : 1 Panel Width =4.8 ft Seismic Capacity 86% wind seismic I Vn 3,840 lbs ,11,700 lbs v 97 plf 295 plf Type-B1 I W N : 15psf* 16.Oft :• 240plf Pi : 15psf* 16.Oft*3.Oft I +25psf* 8.Oft* 3.Oft 1,320 lbs P2 : 15psf* 16.0ft* 3.0ft +25psf* 8.0 ft* 3.0 ft 1,320 lbs 1 RM :(240 plf+425 plf)* (4.8 ft^2)/2 +1,320 lbs *4.8 ft : 13,997 ft-lbs 1 OTM :295 plf* 4.8 ft* 11.1 ft : 15,742 ft-lbs T=(16k-ft-0.6* 14 k-ft)/4.8 ft : 1,530 lbs Simpson"MSTC40" : 2,665 lbs (32) 10d @Dbl Stud 111 NORDLING Proj. No.: 15-308 1 STRUCTURAL RED ROCK BUILDING C LNGINLLRS� LLC ANDERSON/DABROWSKI ARCHITECTS 1 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.:L8 ILine 01-Panel-16.3 1st Floor Walls Panel Height =13.8 ft Aspect Ratio =0.85:I I Panel Width =16.3 ft Total Wall Length=16.3 ft Seismic Capacity 100% w wind seismic height Type-A Vii 640 lbs 360 lbs 27.0 ft 84 plf w P VROOF Vn-1 730160 6001601 13.8 ft 59 If s x Eq.vw =(640lbs*27.0')/13.8'+730 O =1,982 lbs %16.3'= 122 plf o3E Equivalent Unit Shearfo rHoldown Development x I ei > s T� Eq.vs =(360160*27.0')/13.8'+600 VFLOOR =1,304160 %16.3' 80 plf Equivalent Unit Shear for Holdown Development I- P a � C a � t z�€ W ry :15 psf*2.0 ft 30 plf 111 Ll! W N-I :30 psf*1.0 ft • 30 plf a T W WALL :25 psf*31.0 ft 775 plf Pt :(not used) I a, WIDTH 1 :(not used) • Pz :(not used) :(not used) RM :(30 plf+30 plf+775 plf)*(16.3ft^2)/2 I (point loads not used) : 10,926 ft-lbs OTM :122 plf*16.3 ft*13.8 ft : 27,354 ft-lbs T=(27 k-ft-0.6*111 k-ft)/16.3 ft : -2,405 lbs Holdown Not Req'd: Not Req'd ILine 02-Panel-19.3 1st Floor Walls Line 05-Panel-31.7 1st Floor Walls I Panel Height =13.8 ft Aspect Ratio =0.72:1 Panel Height =13.8 ft Aspect Ratio =0.44:1 Panel Width =19.3 ft Total Wall Length=17.8 ft Panel Width =31.7 ft Total Wall Length=59.0 ft Seismic Capacity 100% Seismic Capacity 1:10% wind seismic height Type-D ....._.....................................�._m.,...,.�....,,._....._...,.,,.-...._ wind seismic height Type-A Vn 5,840 lbs i4,030 lbs 27.0 ft .177031)1f w VII 5,840 lbs 4,030 lbs 27.0 ft 212 plf w Vn-1 6,680 lbs, 6,940 lbs 13.8 ft616 plf s Vn-1 6,680 lbs 6,9401bs 13.8 ft 186 plf s Eq.vw =(5,8401bs*27.0')/13.8'+6,680 Eq.vw =(5,840lbs*27.0')/13.8'+6,680 =18,106 lbs %17.8'= 1,017 p1f =18,106 lbs %59.0'= 307 plf I Equivalent Unil Shear for Ho[down Development Equivalent Unit Shear for Ho ldown Development Fq.v s =(4,030 lbs*27.0')/13.8'+6,940 Eq.vs =(4,030 lbs*27.0)/13.8'+6,940 =14,825 lbs %17.8'= 833 plf =14,825 lbs %59.0'= 251 plf Equivalent Unit Shearfor Holdown Development Equivalent Unit Shear for Holdown Development I W N :15 psf*4.0ft • 60plf W N :15 psf*30ft 45 plf Wu.i :30 psf*2.Oft 60plf W1.1-1 ;30 psf*2.0ft 60plf W WALL :25 psf*31.0 ft 775 plf W WALL :25 psf*31.0 ft 775 plf PI :15 psf*2.0 ft*3.0 ft Pt :(not used) I +25 psf*22.0 ft*3.0 ft 1,740160 :(not used) Pz :15 psf*4.Oft*2.5ft P2 :(notused) +30 psf*4.0 ft*2.5 ft 450160 :(not used) •• I RM :(60p1f+60plf+775p1f)*(19.3ft^2)/2 +450 lbs*19.3 ft 75,374 ft-lbs RM :(45p1f+60plf+775plf)*(31.7ft^2)/2 (point loads not used) : 42,152 ft-lbs OTM :1,017 plf*19.3 ft*13.8 ft : 70,920 ft-lbs OTM :307 plf*31.7 ft*13.8 ft : 34,249 ft-lbs I T=(271 k-ft-0.6*175 k-ft)/19.3 ft : 8,585160 Simpson"HDU1I-SDS2S-5" : 9,53511a T=(134k-ft-0.6*442k-ft)/31.7ft : 4,134 lbs Holdown Not Req'd: Not Reg'd (30)SDS1/4x2''/,a6x Stud W/t"D Anchor I I NORDLING Proj. No.: 15-308 ID ROCK , / STRUCTURAL BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I 6775 SW 111th,Suite 200•Beaverton OR,07008 Date:MAR 2016 By: JEN Sheet No.: L9 Line 06-Panel-41.9 1st Floor Walls Line 07-Panel-4.8 1st Floor Walls Panel Height =13.8 ft Aspect Ratio =0.33:1 Panel Height=13.8 ft Aspect Ratio =2.88:1 I Panel Width =41.9 ft Total Wall Length=41.9 ft Panel Width =4.8 ft Total Wall Length=50.0 ft Seismic Capacity'n0% Seismic Capacity 70% wind seismic height Type-A wind seismic height Type-E Vn I 64016 si. 360Ibs 27.0 ft EMI Vs I3,840 lbs 11,700 lbs 27.0 ft 163 plfw Vn-1 730 lbs 600 lbs 13.8 ft 23.1f s Vn-1 4,330165 20,520165 13.8 ft 644 if s Eq.vw =(640lbs*27.0')/13.8'+730 Eq.vw =(3,840lbs*27.0')/13.8'+4,330 =1,982 lbs %41.9'= 47 plf =11,843lbs %50.0'= 237 plf Equivalent Unit Shear for Holdown Development Equivalent Unit Shear for Holdown Development IEq.v s =(3601bs*27.0)/13.8'+600 Eq.v s =(11,700165*27.0')/13.8'+20,520 =1,304lbs %41.9'= 31 plf =43,411 lbs %50.0'= 868 plf Equivalent Unit Shear fo r Ho ldown Development Equivalent Unit Shear for Ho ldown Development I W :15 psf*3.Oft • 45plf Wx 15 psf*16.Oft 240p1f W 14.130 psf*2.0 ft 6Oplf W N.t :30psf*16.0ft 480plf W WALL :25psf*31.0 R 775 plf W WALL :25psf*31.0 ft 775 plf Pt :(not used) Pt :15 psf*16.0 ft*3.0 ft :(not used) +30 psf*16.0 ft*3.0 ft 2,160 lbs I P2 :(not used) P2 :1,960 lbs-Beam(B7) (not used) +2,042 lbs-Beam(C13) 4,002 lbs RM :(45plf+60plf+775pIf)*(41.9ft^2)/2 RM :(240plf+480plf+775pIf)*(4.8ft^2)/2 I (point loads not used) : 72,468 ft-lbs +2,160 lbs*4.8 ft : 27,590 ft-lbs OTM :47 plf*41.9 ft*13.8 ft : 27,354 ft-lbs OTM :868 plf*4.8 ft*13.8 ft : 57,511 ft-lbs I T=(27 k-ft-0.6 0 772 k-ft)/41.9 ft : -10,409 lbs Holdown Not Req'd: Not Req'd T=(58 k-ft-0.6*28 k-ft)/4.8 ft 8,533165 Simpson"HDU11-SDS25-5" : 9,535 11w (30)SDS''/<x2',@6x Stud W/1"0 Anchor I Line 07-Panel-5 1st Floor Walls Line 08-Panel-4.8 1st Floor Walls I Panel Height=13.8 ft Aspect Ratio =2.76:1 Panel Height =13.8 ft Aspect Ratio =2.88:I Panel Width =5.0 ft Total Wall Length=50.0ft Panel Width =4.8 ft Total Wall Length=69.6 ft Seismic Capacity 72% Seismic Capacity70% - wind seismic height Type-E wind seismic height Type-D I Vn 3,8401bsi. 11,700 lbs___ 27.0 ft _ 163 plfw Vn 3,840165 11,700 lbs 27.0 ft 117 plfw Vn-1 4,330 lbs 20,520165 I 13.8 ft 644.lf s Vn-1 ,4,330 lbs, 20,520 lbs 13.8 ft 463 plf s Eq.vw =(3,840lbs*27.0')/13.8'+4,330 Eq.vw =(3,8401bs*27.0')/13.8'+4,330 11,843 lbs %50.0'= 237 plf =11,843 lbs %69.6'= 170 plf I Equivalent Unit Shear for Holdown Development Equivalent Unit Shear forHo!down Deve1opment Eq.vs =(11,700lbs*27.0')/13.8'+20,520 Eq.v s =(11,700 lbs*27.0')/13.8'+20,520 =43,411 lbs %50.0'= 868 plf =43,411 lbs %69.6'= 624 plf Equivalent Unit Shear for Ho!down Development Equivalent Unit Shear fo r Ho'down Development I W IS psf*16.Oft • 240plf W :15 psf*I6.Oft 240ptf WN-i 30 psf*16.Oft 480plf WN-t :30 psf*16.0ft 480 plf W HALL :25psf*31.0 ft 775 plf W WALL :25 psf*31.0 ft 775 plf Pt :45 psf*16.0ft*3.0ft Pt :45 psf*16.0ft*3.O ft I +25psf*16.0ft*3.Oft 3,360165 +25psf*16.0 ft*3.0ft 3,360 lbs Pz 45 psf*16.0ft*3.0ft P2 :2,084 lbs-Beam(B8) +25 psf*16.0ft*3.0ft 3,360 lbs +969 lbs-Beam(C14) 3,053 lbs I RM :(240plf+480plf+775pIf)*(5.0ft^2)/2 +3,360 lbs*5.0 ft 35,488 ft-lbs RM :(240plf+480plf+775p16)*(4.8ft^2)/2 +3,053 lbs*4.8 ft : 31,877 ft-lbs OTM :868 plf*5.0 ft*13.8 ft : 59,908 ft-lbs OTM :624 plf*4.8 ft*13.8 ft : 41,316 ft-lbs I T=(60 k-ft-0.6*35 k-ft)/5.0 ft : 7,723165 Simpson"HDU8-SDS25-4" : 7,870 lbs T=(4l k-ft-0.6 0 32 k-ft)/4.8 ft 4,623165 Simpson"HDU5-SDS25" : 5,645 lbs (20)SDSSx21/4@5x Stud W/7/8"0 Anchor (14)SDS1/4x21/2@Dbl Bud W/SSTB24-5/8"0 Anchor I NORDLING Proj. No.: 15-308 I RED ROCK STRUCTURAL BUILDING C '''''' Alsj‘'' ENGINEER , LLC ANDERSON/DABROWSKI ARCHITECTS I 6775 SW 111th,Suite 200•Beaverton 0R,97008 Date:MAR 2016 By: JEN Sheet No.: L10 ILine 08-Panel-45 1st Floor Walls Panel Height =13.8 ft Aspect Ratio =0.31:1 I Panel Width =45.0ft Total Wall Length=69.6 ft Seismic Capacity 130% mind seismic height Type-C Vs I 3,8401bs 11,700 lbs 27.0 ft 117 plf w Vn-1 4,330 lbs( 20,520 lbs 13.8 ft 463 plf s I Eq.vw =(3,840lbs*27.0')/13.8'+4,330 =11,843 lbs %69.0= 170 plf Equivalent Unit Shear for Holdown Development I Eq.vs =(11,700lbs*27.0')/13.8'+20,520 =43,411 lbs %69.6'= 624 plf Equivalent Unit Shear for Holdown Development I W N :15psf*16.0 ft Wn.i :30 psf*16.0 ft • 480 plf WWALL :25 psf*31.0 ft 775plf Pt :(not used) :(not used) • P2 :(not used) :(not used) I RM :(240plf+480plf+775pIf)*(45.0ft^2)/2 (point loads not used) : 13,688 ft-lbs OTM :624 plf*45.0 ft*13.8 ft : 87,334 ft-lbs T=(387 k-ft-0.6*1,514 k-ft)/45.0 ft : -11,575 lbs Holdown Not Req'd: Not Req'd 1 NORDLING Proj. No.: 15-308 614 iitI k7,',dij STRUCTURAL ENGINEERSRED ROCK BUILDING C , LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: L11 I g�O mm Wind(lbs) 17,080 , RI 15.60 PR2 Seismic(lbs) 18,915 Pier 1 IW: S,15(I� I u II E: 5,49(4 Height ft 14'-0" Length ft 15-6" I Width in 8 Fixed? FALSE ® �® Grout Spacing 48 58 psf' Fs p s 24,000 N' P.I P.2 Es ksi 29,000 W: 8,330ti W: 11,080 fm psi 1,500 1 E: 9,0000 E: 18,915 Em psi 1,125,000 INCREASED BY 16.5 /5) Ev Si 450,000 FOR AN 'R' = 5.0 h est int 4.6 Q d in 167.4 I R / Height/Length 0.90 (H/L)3 0.74 r 4 r +- Rel Deflections 0.47 Ii_ `."; i; i:1 Rigidity(1/Def) 2.12 i4.3' 1 15.(0' /3.8' I, Rigidity Summation 2.12 k%force to peir 1.00 Panel W 15'-6" k Summation 1.00 Veq k 17.08 V H M Roof 7,137 lbs 29'-0" 207 k-ft Second 11,778 lbs 16'-0" 188 k-ft M k-ft 239.12 M/Vd 1.00 Footing Length 23.58 ft pcf Width Left Right Depth =1.5V/b*jd psi 33.27 Fv w/o reinf psi 35.00 _ 150 60"I 51" 46" 16" Fv w/reinf psi 58.09 x m Bar Spacing in o/c 48 WcMu 26,071 lbs 12.0 ft 312.9 k-ft Av Req'd in2 not req'd WR 930 lbs 12.0 ft 11.2 k-ft Bar# 2#4 W2ND 1,860 lbs 12.0 ft 22.3 k-ft Bar Area in2 0.392 WFTG 23,583 lbs 11.8 ft 278.1 k-ft check ok PRI 3,744 lbs 4.3 ft 15.9 k-ft Pm 8,735 lbs 4.3 ft 37.1 k ft P2.i 3,957 lbs 19.8 ft 78.2 k-ft P2.2 18,868 lbs 19.8 ft 372.6 k-ft FTG: 5'-0" x 16' CONT R 88 k M OT 395 k-ft M R 1,128 k-ft xMoT 4.5 ft xR 12.86 ft L-xR 10.73 ft e 5.57 ft e 3.44 ft SBP 1,881 psf SBP 1,395 psf NORDLING Proj. No.: 15-308 STRUCTURAL RED ROCK BUILDING C : f �__.. r4ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: L12 I264.5' l9.m" 122.3' , 122.3' l9.+a' I I . • • . . . . I / i3O ® co e • • A4 • A5 . 0 I 0 fir., I m - r I / DL 2.m PSF I wL 15.4 P&P Illllllllllllll ( IIIIII IIIIIIIIIIfI SL iD 42 PSF I r (3� I5F XI r I � 2 I 11'- I , 4.5' 4' 4.9' I rAI ASC STEEL DECK 'Bi 35', 20 gauge SINGLE SPAN = 5'-O" ill ALLOWABLE UNIFORM TOTAL LOADS w 141 PSF > 45 par MAx ASD STRESS w 114 P5F > 45 ps r MAx L/240 DEFLECTION ROL 5 pir 5 pH' r 5L 66 pir SO plr wL -41 pir -41 pir 111 NORDLING Proj. No.: 15-308 RED ROCK I i STRUCTURAL BUILDING C 44:''': k",41J I ENGINEERS, LLC ENGINEERS, ANDERSON/DABROWSKI ARCHITECTS r6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By: JEN Sheet No.: SC1 I42 DECK SUPPORT - REAR A3 TRANSVERSE BEAM 44 TRANSVERSE BEAM IW DL 5 pir PDL 121 lbs PDL 65 lbs 5L 80 pif SL 81(0 lbs 5L 441 lbs IWL -41 pIF WL -418 lbs WL -226 lbs P R3 P R2 I w I11ii1 Will A A A A 1- 10.2' / 10.2' f / 5'-0. / , 5'-0' f I HSS 4 x 2 x0.1875 HSS 2 x2 x 0.1875 HSS 2 x 2 x 0.1875 Rl R2 R3 R4 R5 R1 Rz R1 R2 RDL LL 5 0 0 65 121 650 50 RDL 23 120 RDL_ 17 69 -6--- SL 33 441 816 441 33 _ LL 0 0 LL �0 0 _ __ __ WL -17 -226 -418 -226 -17SL 82 -734 - _ mm SL 44 397 I A500 Gade B fy V M Self Wt WL -42 -376 WL -23 -203 ms ft-lbs 68 plf A500 Grade B fy V M Self Wt A500 Grade B fy V M Self Wt. D+S 60 154 D+L 468 1,195 lbs ft-lbs 4.30 plf lbs ft-lbs 4.30 plf D+W 149 379 D+S 120 59 D+S 69 35 I D1-3/4L-PA S+%W 210 535 D+L 854 426 D+L 466 233 D+W 258 129 D+W 136 68 D+3AL+/S+=iW 388 194 D+/aL+=%S+%W 214 107 fv 0.4 < 18.4 ksiI fb 7.8 < 30.4 ksi Si S2 S3 S4 fv 1.6 < 18.4 ksi fy 0.9 < 18.4 ksi A DL 0.00 0.03 0.03 0.00 fb 8.0 < 30.4 ksi fb 4.4 < 30.4 ksi I ALL 0.00 0.00 0.00 0.00 A SL 0.00 -0.18 -0.18 0.00 S1 S1 L/+999 L/667 L/667 L/+999 A DL -0.01 A DL -0.01 A tvL 0.00 0.09 0.09 0.00 A LL 0.00 A LL 0.00 I L/+999 L/+999 L/+999 L/+999 • "' A D+L 0.00 -0.03 -0.03 0.00 --- L/+999 L/+999 L/+999 L/+999 ASL -0.06 A SL -0.03 A D+s 0.00 -0.21 -0.21 0.00 L/+999 L/+999 L/+999 L/581 L/581 L/+999 AWL 0.03 AWL 0.02 L/ I AD+w 0.00 0.07 0.07 0.00 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 A D+L -0.01 A D+L -0.01 D+3/4 L-PA S+3/4 W j A rt. 0.00 -0.09 -0.09 0.00 L/+999 L/+999 I L/+999 L/+999 L/+999 L/+999 A D+S -0.07 A D+S -0.04 L/834 L/+999 A D+w 0.02 4..D+ w 0.01 _.--,_-_m_..-..-.................._-........_. . L/+999 r L/+999 D+'/a L+3/,S+'/a W D+%L+3/'S+3A W A m -0.03 A m -0.02 L/+999 L/+999 I I I NORDLING Proj. No.: 15-308 STRUCTURAL RED ROCK ui Pi v BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: SC2 1 45 END CHANNEL AC7 FRONT CHANNEL A"( BACK CHANNEL I PDL 5 lbsIll DL 5 p1 sL 33 lbs sL 66 pit I WL -11 lbs WL -41p11 P R2 P PI A4 F' F'PA4 11114 P PA4 PA3 PA4 I , A5 1111 11 / i /i A d o 0 8 o II 5'-0' / / 20.4 s 1 20.4 I I C12x20.7 C12x20.7 C12x20.7 I R1 R2 Rl R2 R3 R4 Rl R2 R3` R4 RDL 52 56 RDL 0 364 364 0 R DL 0 413 413 0 mm LL .,.,0 ......,..LL 0 0 0 0 ...........Ti":-- L- -_O._...._.. 0--""b"---7 Si_ 3 30 SL 0 816 816 0 SL 0 794 794 0 WL -2 -15 WL 0 -498 -498 0 WL 0 -406 -406 0 I A36 V M Self Wt A36 V M Self Wt A36 V M Self Wt lbs ft-lbs 20.70 plf' lbs ft-lbs 20.70 plf, lbs ft-lbs 20.70 plf D+S 56 66 D+S 291 1,402 D+S 340 1,635 I D+L 86 75 D+L 1,049 5,228 D+L 1,104 5,353 D+W 51 62 D+W 172 929 D+W 128 270 Di 3A L+3/S+=/a W 67 69 D+%L+3h S+3I4 W 513 2,523 D+3/4 L+%S+'/4W 620 2,995 fv 0.0 < 14.4 ksi < < fv 0.3 14.4 ksi fv 0.3 14.4 ksi fb 0.0 < 23.8 ksi fb 2.9 < 23.8 ksi fb 3.0 < 23.8 ksi IS1 S1 S2 S3 S1 S2 S3 A DL 0.00 A DL 0.00 -0.03 0.00A DL 0.00 -0.03 0.00 A LL 0.00 A LL 0.00 0.00 0.00 ALL 0.00 0.00 0.00 IA sL 0.00 A Si. 0.01 -0.07 0.01 A Si. 0.01 -0.06 0.01 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 A WL 0.00 A wL -0.01 0.05 -0.01 A wL 0.00 0.03 0.00 L/+999 L-1+999 L/+999 L/+999 L/+999 L/+999 L/+999 A D+L 0.00 A D+L 0.00 -0.03 0.00 A D+L 0.00 -0.03 0.00 L/+999 L/+999 L/+999 L/+999 __ L/+999 L/+999 L/+999 mm IA D+S 0.00 A D+S 0.01 -0.10 0.01 -A D+s 0.01 -0.09 0.01 L/+999 L/756 L/+999 L/756 L/905 L/+999 L/905 AD+W 0.00 A D+W 0.00 0.02 0.00 A D+W 0.00 0.00 0.00 II L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 D+�/4 L+3/4 S+3/4 W D+3/,L+%S+%4 W D+3/4L+�/a S+�/4 W A 0.60A 0.01 -0.05 0.01 A ii. 0.01 -0.05 0.01 L/+999 L/+999 L/+999 L/+999 mm L/+999 L/+999 L/+999 1 NORDLING Proj. No.: 15-308 RED ROCK (>4 . STRUCTURAL BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date: AUG 2015 By: JEN Sheet No.: SC3 I P46, DL 364 lbs FY Ds 1,180 I D,w -134 SL 816 lbs WL -498 lbs FX D'S 1,180 lbs D+w -134 lbs �v I T 1,669 lbs Grade A36 C 190 lbs Fy 36.0 ksi 0.1 L 71.5" Fu 58.0 ksi 3/4'it, ROD I K 1.0 E 29,000 ksi Cc 126 ksi RDs 1,669 0 lbs Da) -190 lbs Se IRod 4 in 1/2" 5/8" 3/4" 7/8" n Ft ksi 19.1 19.1 19.1 19.1 x Fa ksi 0.5 0.7 1.0 1.4 FAS Fx D'S 1,180 lbs \I ` Rod Area ins 0.196 0.307 0.442 0.601 D.w -134 lbs �� `\. • r in 0.125 0.156 0.188 0.219 `\. KL'r 572 458 381 327 - - --- 0 Ed I ft ksi 8.5 5.4 3.8 2.8 fa ksi 1.0 0.6 0.4 0.3 ng ng ok ok .' 1,180 lbs 1,180 lbs M = 1,180 lbs • 8' AS M (___L_A = 190 ft-lbs M = P • L /4 P = 190 ft-lbs • 4 / 11'-0" I / 0 e = 290 lbs o CENTER SPAN 12'-6' f / ll'-0' f I HSS 5 x3 x 0.1875 Axial Load T V No.:2 Rl R2 DL 0.36 IL 0.82 kips 0 1,030 R DL 273 91 0.000 0.962 0.962 LL 757 349 b d IIL 1,030 440 Lu 11.0 11.0 ft 12,272 1,071 A500 Grade B fy=46 K 1.0 1.0 (2) 515'47 M. BOLTS V MAX 1,030 lbs r{ 1.82 1.22, in 19 BASE fe M MAX 2,816 ft-lbs KUr �73 108 I Fe� 28.4 12:81" ksi -1-"--28.4 .mm 28.4 fr 0.6 < 18.4 ksi fb 9.9 < 30.4 ksi fa 0.46 < 12.7 ksi SiI H1-1 0.318 < 1.0 A DL -0.05 H1-2 0.343 < 1.0 ALL -0.17 H1-3 0.362 < 1.0 l L/796 ole A.m -0.22 I L/614 NORDLING Proj. No.: 15-308 ,3RED ROCK �` STRUCTURAL BUILDING C -' ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200,Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No,: SC4 1 r I Bolt Main Member Side Member ISize 5/8" 0Member (2)2x6 Member 1/4" Steel Plate Root Diameter 0.526 Species DF-L#2 VLDL Species Steel A36 Fyb 45,000 Load Angle 90° Load Angle 0° I #in Row (1) Thickness 3 Thickness 0.25 Spacing in Row 4" Width 5.5 Width 12 Row Spacing 4" E 1,600,000 E 29,000,000 IRe 0.05 Fe II 5,600 Fe II 58,000 Rt 12.00 F0_i_ 3;079 Fe j_ 58,000 1.25 Fe�m 3,079 Fels 58,000 kt 0.27 k2 0.56 k310.32 Spacing Distance Row Spacing Edge Distance minimum 2.50" minimum I� 0.94" 1/D 0.40 minimum j_ 0.94" minimum 0.94" IEnd Distance T'= 6,136 lbs minimum I I 4.38" Z'= 536 lbs minimum_i_ 2.50" Yeild Mode Mode Im (11.3-1) Z= 972 lbs Adjustment Factors Mode Is (11.3-2) Z= 1,525 lbs CD 1.15 Snow Mode II (11.3-3) Z= 466 lbs CM 1.00 Thy TIT (11.3-4) Z= 616 lbs Ct 1.00 T<=100° Mode Ills (1L3•5) Z= 509 lbs C6 1.00 Group Action Mode IV (11.3-6) Z= 648 lbs Co 1.00 Distance&Spacing ; .. NORDLING Pro;. No.: 15-308 STRUCTURAL RED ROCK BUILDING C ENGINEERS GINELRS, LLC ANDERSON/DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: SC5 I ‘— I JI ..w. I/ li. .—ice' I (06 ID CD . CD o . - . cst al CD i . t f t; 0 ,.3; 90.1" r 59.1" 90.1' 13.3; 1 , .04) DL 2.0 PSF I UJ.. 15.4 PSF IMMIIIIIIIIIIIIIMIMIIIIIII , 1 1 . _1 _. 1 SLED J 42 PSF I C Nt 1N. 31115F � � r I . Ut 1 4h' 9.3; 4.9' f AI ASC STEEL DECK °B-aro", 20 gauge ' SINGLE SPAN = 5'-0" ALLOWABLE UNIFORM TOTAL LOADS 1 IU 141 PSF > 45 ps r MAx ASD STRESS lU H4 PSF > 45 ps r MAX L/240 DEFLECTION IRDL 5 pir 5 plr SL CSC plr SO plr IWL -41 plr -41 plr I NORDLING Proj. No.: 15-308 ISTRUCTURAL RED ROCK 7,;4:1 BUILDING C —. -' ENGINEERS, LLC ANDERSON;DABROWSKI ARCHITECTS I6775 SW 111th,Suite 200 Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: SC6 I BI DECK SUPPORT - REAR 52 TRANSVERSE BEAM 53 TRANSVERSE BEAM IW DL 5 plr P DL 19 Ibs P DL 44 lbs SL SO p I r Si. 600 lbs 9L 333 lbs IWL -41 plr U.IL -308 lbs WL -I11 lbs PR3 FD R2 I W . r 11111 11111 A A A A I [ •-1-1 1.5' / 1.5' 5'-0' , 5'-O' IHSS 3 x2 x0.1875 HSS 2 x2 x0.1875 HSS 2 x2 x 0.1875 R1 R2 _ R3 R4 R1 R2 R1 R2 RDL 4 44 79 40 RDL 19 82 RDL 15 50 I LL SL 0 0 0 0 LL 0 0 LL 0 0 33 333 600 300 SL 60 _540 SL 33 300 WL -17 -171 -308 -154 WL -31 --277 WL -17 -154 _ A500 Grade B fy V M Self Wt A500 Grade B fy V M Self Wt' A500 Grade B fy V M Self Wt lbs ft-lbs 5.57 plf lbs ft-lbs -4.30 plf lbs ft-lbs l 4.30 plf D+S 40 74 D+S 82 40 D+S 50 27 D+L 340 637 D+L 622 310 D+L 350 174 I D+W 114 214 s+ L+ W 279 139 D+D+W 197 98 D+WW 105 52 D+/4 L+=/<s+=/W 149 280 D+=/4 L+=/S+=/< =/< =/< =/< 160 79 I fu 0.4 < 18.4 ksi fir 1.2 < 18.4 ksi fv 0.6 < 18.4 ksi fb 6.5 < 30.4 ksi fb 5.8 < 30.4 ksi fb 3.3 < 30.4 ksi S1 ..__,..S2_.....�. S3 S1 S1 111 4 DL 0.00 -0.01 -0.01 A DL -0.01 A 9L -0.01 M ALL 0.00 0.00 0.00 A LL 0.00 A LL 0.00 It A Si. 0.00 -0.11 -0.11 Sr. -0.04 ASL -0.02 L/+999 L/811 L/811 L/+999 L/+999 A WL 0.00 0.06 0.06 A WL 0.02 A WL 0.01 L/+999 L/+999 L/+999 L/+999 L/+999 11 A D+L 0.00 0.01 -0.01 A D+L -0.01 _ _ mm� A D+L -0.01 L/+999 L/+999 L/+999 L/+999L/ A D+s 0.00 -0.13 -0.13 A D+S -0.05 A D+s -0.03 • IL/+999 L/716 L/716 L/+999 L/+999 A n+w 0.00 0.04 0.04 A D+W 0.01 A D+W 0.01 L/+999 L/+999 L/+999 L/+999 L/+999 D+=/L+/4 S+=/4 W D+=/4 L+%S+%W D+h L+3/4 S+%W A TL 0.00 -0.06 -0.06 A m -0.03 A rL -0.02 L/+999 L/+999 L/+999 L/+999 L/+999 .mm.. _ . I I � NORDLING Proj. No.: 15-308 I STRUCTURALRED ROCK BUILDING C 1 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS i6775 SW 111th,Suite 200 Beaverton OR,97008 Date: AUG 2015 By:JEN Sheet No.: SC7 I54 END CHANNEL 55 FRONT CHANNEL 156 BACK CHANNEL P DL 4 lbs U) DL 5 plr SL 33 lbs SL 66 plr WL -11 lbs UJL -41 pi I F'R2 P FD B3 B2 F. B2 B4 I W B4 111111 ! 1 1 1 111 i1 1111 I 1 [111 A t + A o o o o a, I 5'-e. 1.5' / 1.5' 1/ / .5' 1.5' / IC12x20.7 C12x20.7 C12x20.7 R1 R2 R1 R2 R3 R4 R1 R2 R3 R4 RDL 52 55 RDL 0 174 220 234 RDL 0 193 239 254- ' LL 0. LL 0 0 0 0 LL 0 0 0 0 SL 3 30 SL 0 293 599 606 SL 0 334 535 541 WL -2 -15 WL 0 -179 -366 -370 WL 0 -171 -274 -278 A36 V M Self Wt A36 V M Self Wt A36 ' V` M mm Self Wt lbs ft-lbs' 20.70 plf lbs ft-lbs 20,70 plf lbs ft-lbs 20.70 plf D+S 55 66 D+S 135 148 D+S 174 120 D+L 85 74 D+L 492 521 D+L 714 122 D+W 50 61 D+W 81 96 D+W 121 119 I D+/L+=/<s+=/<W 66 69 D+%L+%S+/W 241 254 D+%L+=4 S+%W 371 121 fv 0.0 < 14.4 ksi fv 0.1 < 14.4 ksi fv 0.2 < 14.4 ksi I fb 0.0 < 23.8 ksi fb 0.3 < 23.8 ksi fb 0.1 < 23.8 ksi Si Si S2 S3 S4 S1 S2 S3 S4 A DL 0.00 A DL 0.00 0.00 0.00 0.00 A DL 0.00 0.00 0.00 0.00 A LL 0.00 A LL 0.00 0.00 0.00 0.00 A LL 0.00 0.00 0.00 0.00 A SL 0.00 A SL 0.00 0.00 0.00 0.00A SL 0.00 0.00 0.00 0.00 L/+999 L/+999 L/+_999 L/+999 L/4-999 L/+999 L/+999 L/+999 L/+999 A WL 0.00 AWL 0.00 0.00 0.00 0.00 AWL 0.00 0.00 0.00 0.00 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 A D+L 0.00 A D+L 0.00 0.00 0.00 0.00 A D+L 0.00 0.00 0.00 0.00 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 A D+S 0.00 A D+s 0.00 0.00 0.00 0.00 A D+s 0.00 0.00 0.00 0.00 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 A D+W 0.00 . A D+W 0.00 0.00 0.00 0.00 A D+W 0.00 0.00 0.00 0.00 L/+999 I L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 D+%L+3/a S+=/a W D+=/<L+3/<S+%W D+%L+%S+%W I A m 0.00 A m 0.00 0.00 0.00 0.00 A m 0.00 0.00 0.00 0.00 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 L/+999 NORDLING Proj. No.: 15-308 STRUCTURAL BRED U LDIRNOGC ‘ 1‘...1J ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:AUG 2015 By:JEN Sheet No.: SC8 I P55 DL 234 lbs FY D.5 840 I D.w -l3r' SL 606 lbs F D.,840 lbs WL -310 lbsD.w-136 nos T 1,188 lbs Grade A36 �, C 192 lbs Fy 36.0 ksi 0--1 111 L 71.5" Fu 58.0 ksi K 1.0 E 29,000 ksi 3/4 `;1 ( .. cc 126 ksi '4) ROD F so u 5111117 Rod 4) in 1/2" 5/8' 3/4" 7/8" R D.S 1,188 lbs 111 D41.1 -192 lbs , Ft ksi 19.1 19.1 19.1 19.1 0Fa ksi 0.5 0.7 1.0 1.4 PB5 Rod Area ill 2 0.196 0.307 0.442 0.601 F x Ds 840 lbs / r in 0.125 0.156 0.188 0.219 D•w-136. lbs i. 64 KM- 572 458 381 327 '"' - ... --_- '-_ li 1 ft ksi 6.1 3.9 2.7 2.0 fa ksi 1.0 0.6 0.4 0.3 m- rng ng ok ok I840 lbs 840 lbs M 840 lbs • 8' B1 �1M = 500 rt-lbs I d o - P - 560 It-lbs / 2' mo�l I � 12'-0' / 2'/ = 280 lbs HSS 5 x 4 x 0.250 Axial Load Ri R2 R3 DL 0.50 LL 1.20 kips Rig, 91 -91 0 LL 376.......................___........................ ___..._._a.._ 469 0 b d TL 467 -560 0 _ Lu 1 11.01 11.0 ft I A500 Grade B fy=46 K 1 1.0 1.0 V MAX 1,120 lbs r: 1.87 1.57 in M MAX 3,718 ft-lbs KUr I 71 84 I Fel _ 30.0 21.1 ksi f 30.0 fv 0.5 < 18.4 ksi fb 8.3 < 30.4 ksi fa 0.44 < 17.4 ksi ISl 52 H1-1 0.262 < 1.0 A DL -0.04 0.03 H1-2 0.291 < 1.0 A LL -0.16 0.13 H1-3 0.300 < 1.0 I L/880 L/187 ok ok A'n. -0.21 0.16 L/697 L/147 I NORDLING Proj. No.: 15-308 I s „.,,I STRUCTURALISTRUCTURALRED ROCK BUILDING C 4 r, NGINE r, rRSLLC ANDERSON I DABROWSKI ARCHITECTS h , I6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: SC9 I / 204.0" / / 1(02.0' / 102.0' I . .. I -,?, . •. . db ._ . . — m 0 I DL 2.0 P5F I WL l8.4 P5F 11111111111111111111111 SL.D 42 PSF 30P52 �j__, I d _i _ a:_ I N / A 0 'r- � ------ ---' -- -'rte IT—. ae-- I 2.(0' i' / I / 2.9' f AI ASC STEEL DECK 15-36", 20 gauge ISINGLE SPAN = 5'-0" ALLOWABLE UNIFORM TOTAL LOADS IUJ 141 PSF > 45 ps r MAx 450 5TRE55 UJ 114 P&P > 45 psrMAx L/240 DEFLECTION IRDL 3 p11 3 p11 SL 51 plr 51 plr IWL -28 pir -28 p'1 I NORDLING Proj. No.: 15-308 STRUCTURAL15RED ROCK -36", 2 C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By:JEN Sheet No.: SC10 0 DECK SUPPORT - REAR m FRONT CHANNEL 0 END CHANNEL ' !.0 DL 5 plf 11J DL 5 OF SL So plf SL 8(d plr P DL 45 lbs P DL 53 lbs &L 340 lbs sL 255 lbs WL -4I plf WL -41 plr I WL -114 lbs WL -131 lbs PCI Pct Iw w 111111 111111 1 ( 1111 111111 A a A A a 8.5' 8.5' [ I 8.5' 8.5' Q 3'-®' I IISS 3 x 2 x 0.1875 C8x11.5 C8x11.5 R1 R2 R3 R1 R2 R3 R1. R2 I RDL 45 90 45 RDL 53 175 53 RDL 133 0 LL 0 0 0. - LL 0 0 0 .. LL 0 -0-------- __ sL 340 680 340 SL 255 850 255 sr, 595 0 wt. -174 -349 -174 WL -131 -436 -131 wL -305 0 1 A500 Grade B fy V M Self Wt A36 V M Self Wt A36 V M Self Wt lbs ft-lbs 5.57 plf lbs ft-lbs 11.50 plf lbs ft-lbs 71.50 plf D+S 45 95 D+S 88 149 D+S 133 233 D+L 385 818 D+L 513 872 D+L 728 1,168 D+W 129 275 D+W 130 221 D+W 178 247 D+3/,L+%S+3/4 W 169 360 D+/4 L+%S+%<W 243 413 D+3/4 L+%4 S+%W 350 575 fv 0.4 < 18.4 ksi fv 0.3 < 14.4 ksi fv 0.4 < 14.4 ksi fb 8.3 < 30.4 ksi fb 1.3 < 23:8 ksi fb 1.7 < 23.8 ksi 'Si S2 S1 S2 Si A DL -0.02 -0.02 A DL 0.00 0.00 A DL 0.00 A LL 0.00 0.00 - A LL 0.00 0.00 A LL 0.00 A SL -0.18 -0.18 -A SL 0.00 0.00 A SL 0.00 L/557 L/557 L/+999 L/+999 L/+999 A WL 0.09 0.09 A WL 0.00 0.00 A WL 0.00 L/+999 L/+999 - L/+999 L/+999 L/+999 A D+L -0.02 -0.02 '""" m,.,,....,........................._._.._..._...._........_.m.............-......,. ......_ ........ A D+L O.00 0.00 A D+L 0.00 L/+999 L/+999 ___ L/+999 L/+999 L/+999 A D+S -0.21 -0.21 A D+S 0.01 -0.01 mm m A D+S -0.01 L/492 L/492 L/+999 L/+999 L/+999 A D+W 0.07 0.07 A D+w 0.00 0.00 A D+W 0.00 f L/+999 L/+999 L/+999 L/+999 W I L +999 D+1/4 L+3�4.5+1/4 W D+N L'F1/4 S+3/4 W -15";%1"7/4 S+'>4"7-------- A TL -0.09 -0.09 A'n. 0.00 0.00 A•rc. 0.00 i L/+999 L/+999 L/+999 L/+999 L/+999 NORDLING Proj. No.: 15-308 � STRUCTURAL BUILDING C RED C f ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: SC11 i0 CENTER SUPPORT C4 SUPPORT COLUMN 291 lbs I P DL 9O lbs P DL 115 lbs P C3 DLL 1,530 lbs SL 6 B lbs SL 850 lbs \ 1 WL-349 lbs WL-436 Ibs MDs 3,50O lbs CO H: 9.2' Pcl Pct 0 , / ,.. Id Q 3'-0" s 111 D.S HSS 4x2x0.250 HSS 5 x3 x0.1875 I R1 R2 R1 R2 RDL 291 0 RDL 0 0 LL 0 0 LL -326 326 Si, 1,530 0 m -326 326 I -785 wt. 0 A500 Grade B fy=46 A500 Grade B fy V M Self Wt V MAX - 326 lbs lbs ft-lbs 8,78 plf M MAX 2,940 ftlbs l D+S 291 610 D+L 1,821 3,500 fv 0.2 < 18.4 ksi D+W 498 873 fb 10.3 < 30.4 ksi D+%<L+/4 S+%<W 850 1,665 I _ S1 A DL 0.00 mm fv 1.1 < 18.4 ksi ALL 0.16 fb 18.7 < 30.4 ksi L/784 1 S1 ok A m 0.16 A DL -0.02 L/784 I ALL 0.00 Axial Load A St -0.10 DL 0.29 LL 1.53 kips L/344 I AWL 0.05 b d L/670 Lu 10.81 10.8 ft A D+L -0.02 K 1.01 1.0 +999 r 1.82, 1.22 in ILI A D+s -0.13 KL/r 7111 106 L/283 Fe 29.71 13.4 ksi 29.7 A D+W 0.03 I L/+999 fa 0.71 < 13.2 ksi D+1/4 L+1/4 S+1/4 W A m -0.06 H1-1 0.350 < 1.0 1 L/593 H1-2 0.366 < 1.0 I H1-3 0.394 < 1.0 I NORDLING Proj. No.: 15-308 I STRUCTURALBUt DIROG C N S i ENGINEERS LLC ANDERSON/DABROWSKI ARCHITECTS J T` 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:AUG 2015 By: JEN Sheet No.: SC12 I ASC Steel Deck DG B-36, B-36 & BN-36 2. 1 I Inward Allowable (fb/S2) and Factored (chfb) Distributed Load (lbs/ft2) Limit Panel Span(Support Spacing) Gage Span Condition 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" fb/f2 177 113 79 58 44 35 28 23 20 6)fb 281 180 125 92 70 56 45 37 31 I SS L/360 120 61 35 22 15 11 8 6 4 L1240 92 53 34 22 16 11 9 7 L/180 71 45 30 21 15 12 9 L/120 - - - - - 32 23 17 13 fb/f2 185 118 82 60 46 37 30 24 21 ' 22 DS fb 293 188 130 96 73 58 47 39 33 11 L1360 54 36 25 18 14 LI240 28 21 16 L/180 - - - _ - - _ - L1120 - - - - - - - - - 111 fb/f2 231 148 103 75 58 46 37 31 26 fb 367 235 163 120 92 72 59 48 41 1-S L/360 135 78 49 33 23 17 13 10 L/240 - - - 74 50 35 25 19 15 I L/180 _ - - -_ _ 34 25 - L/120 -- fb/f2 221 141 98 72 55 44 3- 5 29 25 cl)fb 350 224 156 114 88 69 56 46 39 SS L/360 149 76 44 28 19 13 10 7 6 IL/240 - 114 66 42 28 20 14 11 8 [/180 - 88 56 37 26 19 14 11 L/120 39 29 21 17 fb/f2 233 149 104 76 58 46 37 31 26 cl)fb 370 237 164 121 93 73 59 49 41 I L1360 - - 67 45 31 23 17 13 20 DS L/24034 26 20 L/180 .. - - - - _ _ - L/120 - - - - _ _ - - - fb/1•2 292 187 130 95 73 58 47 39 32 cG fb 463 296 206 151 116 91 74 61 51 12 TS L/360 168 97 61 41 29 21 16 L/240 92 62 43 32 24 18 L/180 - - - - - - 42 32 24 I L/120 - - - - - fb/f2 300 192 133 98 75 59 48 40 33 fb 475 304 211 155 119 94 76 63 53 SS L/360 208 106 62 39 26 18 13 10 8 0240 160 92 58 39 27 20 15 12 I U180 _ _ 123 78 52 36 27 20 15 23 L/120 55 40 30 fb/f2 312 200 139 102 78 62 50 41 35 (.1)fb 495 317 220 162 124 98 79 65 55 I 18 DS U360 - 93 63 44 32 24 19 [/240 48 36 28 - - [/180 - - U120 - fb/f2 390 250 173 127 97 77 62 52 43 I 6)fb 619 396 275 202 155 122 99 82 69 17 1-S U360 235 136 86 57 40 29 22 L/240 86 60 44 33 25 L/180 - - - - - 59 44 34 U120 - - _ - - - - - - ' fb/4 376 241 167 123 94 74 60 50 42 fb 597 382 265 195 149 118 96 79 66 10 SS L1360 262 134 78 49 33 23 ' 17 13 L/240 201 116 73 49 34 25 19 15 U180 - - 155 98 65 46 33 25 19 I L/12069 50 38 29 - - 43 fb/f1 383 245 170 125 96 76 61 51 fb 608 389 270 198 152 120 97 80 68 16 DS L1360 - 118 79 55 40 30 23 L/240 61 45 35 I L/180 - - - L/120 - - fb/E2 479 306 213 156 120 95 77 63 53 6)fb 760 486 338 248 190 150 122 100 84 I TS L/360 - 171 108 72 51 37 28 21 LI240 108 76 55 42 32 LI180 74 56 43 L/120 - - - - - - - _ - I www.ascsd.com ASC Steel Deck Catalog • February 2011 37 t 2. 1 DGB-36, B-36 & BN-36 AECK Lennigtleo A BlueScope Steel Company IDGB-36 & B-36 x2.3/8" 3-5/8" 6" L r Atthchment Patterns I 12 r 1 1-3/4• Mechanical Fastener Mechanical Fastener Mechanical Fastener or 3/8"x 1 Weld or 1/2"0 Weld or 3/8"x 1"Weld I 36" 1 , Z 1 1/4 l BN-36 Nestable I 2.3/8,. •3.5/8„ ` 6,. • •• •i •• • •• ••'36/9 I r • • • • • • • 36/7 I- • • • b e 36/5 1a/z" • • • • 36/4 T -I 1 A I 1-3/4"" Note:WS D1.3 Weldfor sizes additareional effective welding quirements. Note:B 35 1/4"-Sacramento IPanel Properties Gross Section Properties Distance to I Base Metal Tensile Moment of N.A.from Section Radius of Gage Weight Thickness Yield Strength Strength Area Inertia Bottom Modulus Gyration w t Fy F8 A9 I9 yb Sgbet r psf in ksi ksi int/ft in4/ft in in3/ft in I 22 1.67 0.0299 38 52 0.514 0.200 0.94 0.213 0.625 20 1.99 0.0359 38 52 0.615 0.240 0.94 0.253 0.623 18 2.63 0.0478 38 52 0.814 0,313 0.95 0.340 0.619 I16 3.27 0.0598 38 52 1.012 0.383 0.95 0.404 0.615 Effective Section Modulus for Bending Effective Moment of Inertia for Deflection at Fy at Service Load Distance to Distance to Uniform Load Only Section N.A.from Section N.A.from Moment of Moment of Gage Area Modulus Bottom Modulus Bottom Inertia Inertia la=(21e+I9)/3 ' Ae+ Se+ Yb Se Yb le+ le 1+ I- in2/ft in3/ft in in3lft in in4lft in4lft in4/ft in l- 22 0.397 0.187 0.77 0.195 0.97 0.163 0.200 0.175 0.200 20 0.522 0.233 0.80 0.246 0.95 0.207 0.240 0.218 0.240 18 0,720 0.316 0.87 0.329 0.94 0.300 0.313 0.304 0.313 16 0.936 0.397 0.91 0.404 0.95 0.383 0.383 0.383 0.383 I Reactions at Supports (plf) Based on Web Crippling I Bearing Length of Webs Allowable(Rn/i2) Factored RR") Gage Condition 1" 1.5" 2" 3" 1" 1.5" 2" 3" I 22' End 586 664 .730 840 897 1016 1117 1285 Interior 934 1038 1126 1273 1390 1544 1675 1894 20 End 822 927 1016 1164 1258 1418 1554 1781 I Interior 1320 1461 1579 1778 1964 2173 2349 2644 18 End 1393 1561 1701 1938 2132 2388 2603 2965 Interior 2268 2491 2679 2994 3374 3705 3985 4454 I 16 End 2106 2345 2547 2885 3222 3588 3897 4415 Interior 3462 3781 4050 4501 5150 5624 6065 6696 Web Crippling Constraints h=1.32" r=0.125" 0=78,3° I36 ASC Steel Roof Deck • February 2011 www.ascsd.com S C H-1