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Specifications 1 OCT 1 02016 Ci3 OF TIG A RD STRUCTURAL CALCULATIOI FOR RED ROCK CENTER SW 72nd AVE & SW DARTMOUTH ST TIGARD, OR 97223 -- TRASH ENCLOSURES -- 0.DPROF8 1 187 R 9 ,r1 - d O' ON ,, ✓ <y 75, rya C7 OyN � NOR°�\ EXPIRES:12/31/16 A5 October 2016 FIELD ORDER *2 TRASH ENCLOSURES ADDED CALCULATIONS CI - CII • Contents Contact Person: John E Nordling,PE Calculations Cl -C11 NORDLING Proj. No.: 15-308 STRUCTURAL RED C r - BUILDING C , ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: COVER SUMMARY Retaining Walls' Non-Restrained Retaining Wall 35 pcf (equivalent fluid pressure) Passive Resistance. ... 300 pcf Coefficient of Friction. 0.40 Soil Bearing Pressure' 2,000 per (Total Load) s Geocon Northwest report / recommendation dated February Igo, 2001. Wind. 120 mph (3 sec gust, VuLT) Exposure B Seismic. Occupancy Catagory II Site Class - D Seisimic Design Catagory - D Ss = 0.980 Si = 0.424 SiDs = 0.124 SDI = 0.445 The trash enclosure For building C is new construction. The trash enclosure For building B needs to be increased in height by three CMU courses. The back wall of the exisitng trash enclosure is braced by the two side walls. The two side walls are braced at the back wall, at the Free end of the side wall is supported both by the cantilevered wall and the additional CMU courses will work as cantilevered beams From the back wall. ASCE7`1O VVmdForce•Standard Wind Speed : 120 mph Exposure : B Wall Height(h): 10'-0" Damping 5% Wall Length(b): 15'-0" b/s : 1.50 Wall Depth(L): 8" la: 0.70 qz: 21.95 psf Topographic Feature: Homogeneous Gust: 0.891 Height of Hill(h) 0 ft Cf: 1.43 CrestLength(Lh) 0 ft Crest to Structure Dist(x) 0 ft Ka: 0.85 Ki : 0.00 WP: 16.7 psf-ASD Kzt : 1.00 K2 : 0.00 K3 : 0.00 NORDLING Proj. No.: 15-308 STRUCTURAL RED ROCK —cl" BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: Cl USGS : - Earthquake Hazards Program 2005 ASCE 7 Standard Location 45°25'57.85"N Ss and Si =Mapped Spectral Acceleration Values 122°45'0.8"W SW 72nd Ave&SW Dartmouth St,Tigard,OR 97223 Ground Motion Ss 0.980 Si 0.423 Occupancy Category 11 Site Coefficients Fa 1.11 Site Class 1.58 Importance Factor 1.0 Height of Structure 30.0 ft SMs Fa* Ss 1.086 SMI F * Si 0.667 Design Category(SDC) D SDs (2/3)SMS 0.724 SDI (2/3)SM1 0.445 Masonry Fences over 6'-0" Eq= 0.171W+0.2 SDS W at, 1.00 Rp 3.00 = 0.171W+0.20* 0.724 W = 0.171W+0.145 W 0.4aP •SDs •IP /1+2• z •W W :Weight of Unit FP R h n P z= 30.0ft ASD Fp= 0.29 WP->* 0.7 0.203 z= 23.0 ft FP= 0.24 WP->* 0.7 0.171 FP MIN= 0.3 SDs IP WP = 0.217 Wp->* 0.7 0.152 FP MAX= 1.6 SDS IP WP = 1.16 WP->* 0.7 0.811 NORDLING Proj. No.: 15-308 RED ROCK STRUCTURAL BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C2 .�� �o/i //ice/ai . P ', 3.m 4. T4 T3 :,., :.,.. 1 :71 60 r J T3 ., ,.: .„..: .;:: ,.. o :. ,.. ,:... ,_ T2 L i r J ,,0' i i I 8" Medium Weight Em 1,125,000 psi fm 1,500 psi 0.003 p #5 32" o/c Centered Es 29,000 ksi Fa 356 psi 0.301 k Special Inspection Required n 25.8 Fb 500 psi 0.900 j Not Solid Grouted Wall WT 55.0 psf Fs 24,000 psi stress increase 1.00 Equivelant Solid Thickness 4.9 in Ix 118 in4 As 0.115 in2 r 1.4 in d 3.81 in Seismic Factor 0.171 W A WL -0.22" Wind 16.7 psf A EL -0.28" Wall Height 3.75 ft Bending Stress Moment Shear Axial Steel Masonry Axial ft-lbs lbs lbs psi psi psi Unity D+W 117 63 206 3,569 60 4 0.13 D+E 66 351 2066 2,010 34 4 0.08 3'-S" MASONRY SCREEN WALL ON TOP OF THE CONCRETE RETAINING WALL. NORDLING Proj. No.: 15-308 P STRUCTURAL11 BUILDING c � ENI- INEvRS, LLC ANDERSON!DA>3ROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C3 y •• Tl SOIL BEARING PRESSURE: 2000 per EQ. ACTIVE FLUID: 35 per PASSIVE PRESSURE: 300 per UJEIGNT OF SOIL: 110 pd WEIGHT OF CONCRETE: 145 per COEFFICIENT OF FRICTION: 0.40 :1...9 , 7 i a WIND: 63 p11 - i G M = Ill It-lbs ,,.. ',y - - 1'1 = 35pcF • N2 �\ __. p Ill Ft-lbs/Ft = 35 cF • 1.42 <t' •,x," '-i":! it ' :_. N = 1.83' _ V - 35 per • 1.53' — = 64 pIF • '�:: N c I \9 k .';'''..-.'t — -. ' •o ib.h..SPZ'i+1P , e- q aq• \ 1. \ I . `- �itl 5NORDLING Proj. No.: 15-308 �' STRUCTURAL RED ROCK BUILDING C ENGINEERS LLC ANDERSON!DABRO��SKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.: C4 ' 0 " --.,i---, , ° i" r #te ,' �- ' 4, a-� € ��+ }' {p �14, ':,4'?'. -, 4} 4ItW _ Wall Height 10'-0" 10.00' Allowable S.B.P. 2,000 psf Resulant 3,810 lbs Retained Height 8.2' 8.20' Active Lateral 35 pcf result eccentricity 9.75 in Base Wall Width 8" 0.67' Passive Lateral 300 pcf Pressure @Toe 1.935 psf Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 12" 1.00' Friction Coefficient 0.40 0.97 Heel Width 3'-3" 3.25' Bacldill Slope 0 :1-Level Pressure @Toe Face 1,444 psf Width 4'-3" 4.25' Soil To Neglect 0.007 Pressure @Heel Face 1,116 psf Eq ALP 35.0 pcf Footing Depth I0" 0.83' Internal Friction Ang 31.1' za3i.,i0. .-- ^� Height 0.00' 4.10' 8.20' Key Width 0.00' Key Depth 0.00' Bar #5 #5 #5 Key Location 0.00' Spacing 12" o/c 12" o/c 12"o/c Key Loc+Key Width 0'-0" dev len 6.44" req'd d 9.44" Soil Cover over Toe 0.00' 3f, ay ,2r� ,-,e4 Area(int) 0.307 0.307 0.307 fc 3,000 psi Bar Depth 6.19" 6.19" 6.19" xli i- 1:, t� +x " ? 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) 2,000 500 0 Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-lbs) 5,468 683 0 Seismic Load Rebar Cover @ Heel 2.00 in Earth Earth inside Mn(ft-lbs) 8,132 8,132 8,132 0.67 0.08 0.00 Vertical Force Dist Vu(psi) 26.9 6.7 0.0 lbs feet Vn(psi) 93.1 93.1 93.1 Wall 967 1.33 0.29 0.07 0.00 Footing 514 2.13 I{ey 0 0.00 i,' 'a t-v-?1 i.1 : a kw 1 lx� : � �'• Soil over Heel 2330 2.96 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing1 #5 #4 Soil over Toe 0 0.50 Spacing! 12"o/c 18" o/c in o/c Vertical Component 0 0.00 Area 0.307 0.131 Total 3,810 lbs Depth d 6.69 7.75 Horizontal(base-top) lbs lbs M<SFr:Toe ReinfNot Regd Active Pressure 1,428 0 Passive Pressure 104 -x Longit. (4) #4 , As 0.784 > 0.714 inz Lateral Force @ Base 1,324 lbs Factored Pressures 2,709 0 psf at Face of 2,021 1,563 psf Mu :Upward 1,240 1,344 ft-lbs Slab Resists Sliding 1.50 Mu:Downward 431 4,778 ft-lbs Mu :Design 808 3,434 ft-lbs 4)Mn : 8;823 4;482 ft-lbs Resisting Moment 9,331 ft-lbs Overturning Moment 4,329 ft-lbs Actual Vu 18.3 16.0 psi - Factor of Safety 2.16 Allowalbe(1)Vn 93.1 93.1_ psi NORDLING STRUCTURAL 1---------- Proj. No.: 15-308 z; _77,:f,r RED ROCK BUILDING C ENGIN ELRS, LLC, ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By: JEN Sheet No.: C5 ., .. „� T2 -- \��� ';"""����% SOIL BEARING PRESSURE: 2000 psr `1' EQ. ACTIVE FLUID: 35 pct. PASSIVE PRESSURE: 300 per T4 WEIGHT OF SOIL: 110 per WEIGHT OF CONCRETE: 145 per U COEFFICIENT OF FRICTION: 0.40 L 1 ,'-, J r 0 • 0 —0 .,..,,; , .k.,sel i FL J _ I i I r- I SLIDING RESISTED BY 'C° oI SHAPE OF MONOLITHIC i ! 1 FOOTING : +. i I .± :,..,,,,:4. GI. , Q.•:.,: ... ::..,,, 00 .,... , .: ,....,:. :: ,...._;:::::::,.. oe :,;..:1 7,,:, 'e: • ►'.T N. 1.0' /0'1'f 4.3' / NORDLING Proj. No.: 15-308 RED ROCK r 5 r STRUCTURAL BUILDING C ENGINEERS LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C6 . . T2 ar s,, .,tea ..,',..... 's?�i, _, � r„ �- .,... - '-ki r_ 4.} . /, .r . ' r, Wall Height 8'-0" 8.00' Allowable S.B.P. 2,000 psf Resulant 3,261 lbs Retained Height 7-8" 7.67' Active Lateral 35 pcf result eccentricity 8.96 in Base Wall Width 8" 0.67' Passive Lateral 300 pcf Pressure @Toe 1,734 psf Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 12" 1.00' Friction Coefficient 0.40 0.87 Heel Width 3'-0" 3.00' Backfill Slope 0 :1-Level Pressure @Toe Face 1,273 psf Width 4'-0" 4.00' Soil To Neglect 4" 0.33' Pres sure @Heel Face 966 psf Eq ALP 35.0 pcf Footing Depth 10" 0.83' Internal Friction Ang 31.1° , b, `` , , Height 0.00' 3.83' 7.67' Key Width 0.00' Key Depth 0.00' Bar #4 4 4 4 4 Key Location 0.00' , Spacing 12" o/c 12" o/c 12" o/c Key Loc+Key Width 0'-0" dev len 6.41" req'dd 9.41" Soil Cover over Toe 8" 0.67it„r €� j Area(int) 0.196 0.196 0.196 fc 3,000 psi Bar Depth 6.25" 6.25" 6.25" licit�.n1 `sr ,!.. ; ,-. ;kF* „ � , ,.izi, 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) 1,721) 437 0 Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-lbs) 4,466 559 0 Seismic Load Rebar Cover @ Heel 2.00 in Earth Earth Earth (1)Mn(ft-lbs) 5,343 5,343 5,343 3°; .- i g'ti W 4-. _,,. , , 0.84 0.10 0.00 Vertical Force Dist Vu(psi) 22.9 5.8 0.0 lbs feet 4,Vn(psi) 93.1 93.1 93.1 Wall 773 1.33 0.25 0.06 0.00 Footing 483 2.00 ter ' Key 0 0.00 gA�i 1�ti1i -1 Soil over Heel 1968 2.83 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing! #4 #4 Soil over Toe 37 0.50 Spacing; 12" o/c 18" o/c in o/c Vertical Component 0 0.00 Area 0.196 0.131 Total 3,261 lbs Depth d 6.75 7.75 Horizontal(base-top) lbs lbs M<S Fr: Toe Rein!Not Req'd Active Pressure 1,264 0 Passive Pressure 204 -x- Longit. (4) #4 y14 ` ter- As 0.784 > 0.672 in' Lateral Force ct Base 1,060 lbs Factored Pressures 2,428 0 psf at Face of 1,782 1,352 psf Mu:Upward 1,106 988 ft-lbs Slab Resists Sliding 1.50 Mu :Downward 432 3,675 ft-lbs Mu :Design 675 2,686 ft-lbs Y -r.w i W 1?1r„ _ � , 4)Mn: 5,784 4,482 ft-lbs Resisting Moment 7,750 ft-lbs Overturning Moment 3,662 ft-lbs Actual Vu 15.7 14.4 psi Factor of Safety 2.12 Allowalbe0 Vn 93.1 93.1 psi 1NORDLING Proj. No.: 15-308 STRUCTURAL RED ROCK ° ' BUILDING C :, 1 ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200.Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C7 _. ' T3 ,__,,-ii-iiiii,:zimil.,-;, -.:_.,,.,..41,144,1..f4x._ ,::29m1-4,,,,:„..,, ,.. .,•:: :•,:.-_,- ;:.44 ,,44,01...:A2tvw;_:,.:::,,„*.!.. ..v...__,. ._4.v .„. ..,_„. ..., .'&.'",--',,,.'-'-', 37,- ,-f,_rl. 7",f,-,--Ii!, ,,',1,.-k..,.AT.,,, ', '.' ,,,,S,64,1 '71'31'1---',''''''''' V:17:-,C.,...,7' -.-:: Per&-lAi- .....-i-A,..--_,'-'-'-:---.--.'-k. "11-- ---- _:,,:_:- Wall Height 7-0" 7.00' Allowable S.B.P. 2,000 psf Resulant 2,655 lbs Retained Height 6'-8" 6.67' Active Lateral 35 pcf result eccentricity 8.08 in Base Wall Width 8" 0.67' Passive Lateral 300 pcf Pressure @Toe 1,644 psf Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 9" 0.75' Friction Coefficient 0.40 0.82 Heel Width 2'-9" 2.75' Backfill Slope 0 :1 -Level Pressure @Toe Face 1,262 psf Width 3'-6" 3.50' Soil To Neglect 4" 0.33' Pressure cr,Heel Face 923 psf Eq ALP 35.0 pcf Footing Depth 10" 0.83' Internal Friction Ang 31.1' te„ �, - Height 0.00' 3.33' 6.67' 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 Key Loc+Key Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 8" 0.67 , $€_ w � i N Area(in') 0.196 0.196 0.196 fc 3,000 psi Bar Depth 6.25" 6.25" 6.25" ,. to 8 t" r tr_ , i_ z- #', 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) 1,294 331 0 Surchage Load Rebar Cover @ Toe 3.00 in Mu(ft-lbs) 2,935 367 0 Seismic Load Rebar Cover ct,Heel 2.00 in Earth Earth inside Mn(ft-lbs) 5,343 5,343 5,343 l .`' ` ,4 40" , f ' 0.55 0.07 0.00 Vertical Force Dist Vu(psi) 17.3 4.4 0.0 lbs feet 4 Vn(psi) 93.1 93.1 93.1 Wall 677 1.08 0.19 0.05 0.00 Footing 423 1.75 Key 0 0.00 4767147077-'7-11'i-,1q N. "}. `R ,. 3 Soil over Heel 1528 2.46 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing #4 #4 Soil over Toe 28 0.38 Spacings 12"o/c 18" o/c in o/c Vertical Component 0 0.00 Area 0.196 0.131 Total 2,655 lbs Depth d 6.75 7,75 Horizontal(base-top) lbs lbs M<S Fr: Toe Reinf Not Reg'd Active Pressure 984 0 Passive Pressure 204 -x- Longit. (4) #4 As 0.784 > 0.588 in2 Lateral Force cr Base 780 lbs Factored Pressures 2,302 0 psf at Face of 1.767 1,292 psf Mu:Upward 597 708 ft-lbs Slab Resists Sliding 1.50 Mu :Downward 214 2,595 ft-lbs Mu :Design 383 1,888 ft-lbs g€a 11;t. 'b W i _-� .. cliMn: 5,784 4,482 ft-lbs Resisting Moment 5,398 ft-lbs • Overturning Moment 2,540 ft-11)s Actual Vu 11.3 11.0 psi Factor of Safety 2.12 Allowalbe Ito Vn 93.1 93.1 psi I I NORDLING Proj. No.: 15-308 F STRUCTURAL RED ROCK ,..'qBUILDING C ENGINEERS, LLC ANDERSON!DABRO�VSKI ARCHITECTS 6775 SW 111th,Suite 200'Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C8 .. , . . T4 ,...,,,,..„„,„:„,,„,...,.„,.,_...„,„,,:,,,,,„.,,#.„,..„,,;,,, ..„,,,,„..m.„,_,,,,..„.„,„.„,,.„.„.„:4;'7--:-!' ic---V-1-viz44, ---.4,-, -4,2-,--',1,7'-i::::n7: 4 Wall Height 5'-0" 5.00' Allowable S.B.P. 2,000 psf Resulant 1,488 lbs Retained Height 4'-8" 4.67' Active Lateral 35 pcf result eccentricity 5.74 in Base Wall Width 8" 0.67' Passive Lateral 300 pcf Pressure @Toe 1,285 psf Weight of Soil 110 pcf Pressure @Heel 0 psf Toe Width 6" 0.50' Friction Coefficient 0.40 0.64 Heel Width 2'-0" 2.00' Backfill Slope 0 :1-Level Pressure @Toe Face 1,008 psf Width 2'-6" 2.50' Soil To Neglect 4" 0.33' Pressure @Heel Face 638 psf Eq ALP 35.0 pcf Footing Depth 10" 0.83' Internal Friction Ang 31.1" ,-,`t. Y .41 ax3. '.,- - ;.x4; Height 0.00' 2.33' 4.67' 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 Key Loc+Key Width 0'-0" dev len 6.00" req'd d 9.00" Soil Cover over Toe 8" 0.67' ,1 =l 4•- Vi Area(int) 0.196 0.196 0.196 fc 3,000 psi Bar Depth 6.25" 6.25" 6.25" --'-,:::!v OA P , O j.4. � -SA 4 "4 Fy 60000 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) 620 162 0 Surchage Load Rebar Cover @ Toe 3.00. in Mu(ft-lbs) 1,005 126 0 Seismic Load Rebar Cover a,Heel 2.00 in Earth Earth Earth (kMn(ft-lbs) 5,343 5,343 5,343 sL ° L.3 ' °�. s 9W, a£Ρ 0.19 0.02 0.00 Vertical Force Dist Vu(psi) 8.3 2.2 0.0 lbs feet Vn(psi) 93.1 93.1 93.1 Wall 483 0.83 0.09 0.02 0.00 Footing 302 1.25 Key 0 0.00 'tk 'eo1 `` ;`- g-tr ,. Soil over Heel 684 1.83 Toe Heel Sloped Soil over Heel 0 0.00 Reinforcing€ #4 #4 Soil over Toe 18 0.25 Spacingl 12" o/c 18" o/c in o% Vertical Component 0 0.00 Area 0.196 0.131 Total 1,488 lbs Depth d 6,75 7.75 Horizontal(base-top) lbs lbs M<S Fr: Toe Rein!Not Reg'd Active Pressure 529 0 Passive Pressure 204 -x- Longit. (3) #4 As 0.588 > 0.420 in2 Active Soil Pressure 529 lbs Factored Pressures 1,800 0 psf Passive Soil Pressure 204 lbs at Face of 1,411 893 psf Resisting Force 595 lbs Mu:Upward 209 196 ft-lbs Factor of Safety 1.51 Mu:Downward 70 789 ft-lbs Mu :Design 139 593 ft-lbs }x � �� .MW � 4 - tliMn: 5,784 1,482 ft-lbs Resisting Moment 2,199 ft-lbs Overturning Moment 1,050 ft-lbs Actual Vu 5.8 5.6 psi Factor of Safety 2.09 Allowalbe/)Vn 93.1 93.1 psi I I NORDLING Proj. No.: 15-308 '_ STRUCTURAL BUILDING C ENGINEANDERSON/DABROWSKJ ARCHITECTS ERSLLC , 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C9 , ...,, . • . , 8 . ,, - t r •F , ,ci 6_ THt:: T 2.0' i I 1 NORDLING Proj. No.: 15-308 STRUCTURAL BUILDINGRED C '- ✓ ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200.Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C10 8" Medium Weight Em 1,125,000 psi fm1,500 psi 0.003 p 0 #5 32"o/c Centered Es 29,000 ksi Fa 314 psi 0.301 k Special Inspection Required n 25.8 Fb 500 psi 0.900 j Not Solid Grouted Wall WT 55.0 psf Fs 24,000 psi stress increase 1.00 Equivelant Solid Thickness 4.9 in lx 118 in4 As 0.115 in2 r 1.4 in d 3.81 in Seismic Factor 0.171 W 1 A WL -0.22" Wind 16.7 psf A EL -0.28" Wall Height 6.667 ft Bending Stress Moment Shear Axial Steel Masonry Axial ft-lbs lbs lbs psi psi psi Unity D+W 371111_ 367 11,2791 189 6 0.40 D+E 209 63 367 6,3521 106 6 0.23 -±=t:a11 1041,f 1w3�P'�r,Iii x __M _.=�``> "`E,. SI_l €€ptt .i •,� 4 '_, _ -...._ _ .�� �-,-�s.. _ - �' r _Wim- ,._ ? �,-.�. Left Dim "t" 0.68 ft Horizontal Force 111 lbs Right Dim "h" 0.68 ft Resisting Force 213 lbs Center Dimension 0.64 ft Factor of Safety 1.91 Width "W" 2.00 ft Footing Depth "D" 10.00 in Overturning M 371 ft-lbs Resisting M 608 ft-lbs ';ei- igiaaFactor of Safety 1.64 Allowable Bearing Pressure 2,000 psf e ' r f 7 '4 Passive Lateral Pressure 150 pcf Resulant 608 lbs Weight of Soil 110 pcf result eccentricity 7.32 in Coefficient of Friction 0.35 Pressure @Toe 1,040 psf Vr Vit_ - . . , Pressure @Heel 0 psf +se€lr� ��: �"l � ��. "� �`:.. N"I` 0.52 fc 3,000 psi Pressure Toe Face 433 psf Fy 60,000 psi Pressure Heel Face 0 psf Min.As Percent 0.00146iL€ KI , P TM 'k Unit Weight of Concrete 145 pcf Overturning M 371 ft-lbs Rebar Cover @ Toe 3.00 in Resisting M 608 ft-lbs Rebar Cover @ Heel 2.00 in Factor of Safety 1.64 i= 1„3,� ri AT; Resulant 608 lbs Vertical Force Dist Dist result eccentricity 7.32 in lbs LR RL Pressure @Toe 1,040 psf Wall 366.7 1.00 ft 1.00 ft Pressure @Heel 0 psf Footing 241.7 1.00 ft 1.00 ft 0.52 Pressure Toe Face 433 psf Pressure Heel Face 0 psf 1 I NORDLING Prof. No.: 15-308 STRUCTURAL BUILDING C ENGINEERS, LLC ENGINEERS ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200 Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C11 0 _ = 0 = I I I I I 1 `4.`m I i L4—TWOUJA1' CANTILEVERED I i i II in WALL. DISTRIBUTE Sia G ' : LOAD VERT / .IORIZ. 17pG I LI I I -- @_ rL.1. Ji zG I I I I �� — 43_= ti_-_-is I I I I 1 u-1 — — hi li" 10.0' / - R - 1 UA — fi l - I I.8' 1 Screen Wall 8" CMU Bottom Bars HORIZONTAL SPAN b 12.00 in Bar# #4 RDL 0 0 WT 78.0 psf #Bars 1 LL 167 0 Depth 7.63 in As (in2) 0.196 rt, 167 0 Bot Bar Cover 3.5 in d(in) 4.1 Top Bar Cover 3.5 in p 0.004 V MAX 167 lbs As Req'd k 0.361 M MAX BOTTOM 0 ft-lbs 0.081 fm 1,500 psi j 0.880 M MAX TOP 835 ft-lbs Em 1,125,000 psi Top Bars V (d) 161 lbs AsRegd 0.078 Fs 24,000 psi Bar# #4 Es 29,000 ksi #Bars 1 fv 3 < 116 psi As(in2) 0.196 Masonry n 25.78 d(in) 4.1 BOT fb 0 < 500 psi Shear Reinforcing p 0.004 TOP fb 309 < 500 psi Bar# #4 k 0.361 Steel Bar Area 0.196 in j 0.880 BUT fb 0 < 24,000 psi #Bars 2 TOP fb 14,089 < 24,000 psi Spacing 48 in As 0.098 in2 - As Req'd 0.078 in2 NORDLING Proj. No.: 15-308 RED ROCK .& STRUCTURAL BUILDING C ENGINEERS, LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C12 , • 8" Medium Weight Em 1,125,000 psi fin 1,500 psi 0.003 p #5 32"o/c Centered Es 29,000 ksi Fa 287 psi 0.301 k Special Inspection Required n 25.8 Fb 500 psi 0.900 j Not Solid Grouted Wall WT 55.0 psf Fs 24,000 psi stress increase 1.00 Equivelant Solid Thickness 4.9 in Ix 118 in4 As 0.115 int r 1.4 in d 3.81 in Seismic Factor 0.107 W A wL -0.22" Wind 10.4 psf A EL -0.28" Wall Height 8 ft Bending Stress Moment Shear Axial Steel Masonry Axial ft-lbs lbs lbs psi psi psi Unity D+W 334 84 4401 10,150 170 7 0.37 D+E 188 47 4401 5,716 96 7 0.22 Left Dim "t" 0.56 ft Horizontal Force 84 lbs Right Dim "h" 0.56 ft Resisting Force 228 lbs Center Dimension 0.64 ft Factor of Safety 2.73 Width "W" 1.75 ft Footing Depth "D" 10.00 in Overturning M 334 ft-lbs • • Resisting M 570 ft-lbs 0 'a "` .,. £'' Factor of Safety 1.71 Allowable Bearing Pressure 2,000 psf § llt e', F :' , 'y. Passive Lateral Pressure 150 pcf Resulant 651 lbs Weight of Soil 110 pcf result eccentricity 6.15 in Coefficient of Friction 0.35 Pressure @Toe 1,199 psf Pressure @Heel 0 psf Ft (9V-01 't&; ‘ -' ;;X 2:4` S0.60 fc 3,000 psi Pressure Toe Face 584 psf Fy 60,000 psi Pressure Heel Face 0 psf Min.As Percent 0.0014 5 ``im §: =' i Or- Unit Weight of Concrete 145 pcf Overturning M 334 ft-lbs Rebar Cover @ Toe 3.00 in Resisting M 570 ft-lbs Rebar Cover @ Heel 2.00 in Factor of Safety 1.71 p ; M ',;� 7; �, _4 Resulant 651 lbs Vertical Force Dist Dist result eccentricity 6.15 in lbs LR RL Pressure @Toe 1,199 psf Wall 440.0 0.88 ft 0.88 ft Pressure @Heel 0 psf Footing 211.5 0.88 ft 0.88 fl 0.60 Pressure Toe Face 584 psf Pres Sure Heel Face 0 psf I NORDLING Proj. No.: 15-308 RESTRUCTURAL BUIL ROCK BUILDING C ti‘ 40 , ..,: ENGINEERS� LLC ANDERSON/DABROWSKI ARCHITECTS 6775 SW llith,Suite 200.Beaverton OR,97008 Date:MAR 2016 By:JEN Sheet No.: C13