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Plans 4LIA92e/01- 0461° 7 03 3 a .��h��o ��• r RECEIVED 111 MAY 23 2012 CITY OF TIGARD OE:Y:ICE COPY BUILD/NG DIVISION I MET Community Center I Structural Calculations Volume 2 March 07, 2012 1 Submitted to: OTAK Architects Inc. 17355 SW Boones Ferry Rd. Lake Oswego, OR 97035 Submitted by: ' S&T and NBZ Consulting Engineers 21617 SW Susan Lane Beaverton, OR 97006 1 I I I TABLE OF CONTENTS DESIGN CRITERIA AND SNOW DRIFT DC1-DC14 BEAMS DESIGN B1- B80 COLUMNS DESIGN C1 MINARET DESIGN M1- M36 DOME DESIGN Di- D196 LATERAL ANALYSIS L1 - L 28 CMU SHEAR WALLS DESIGN SW1 -SW52 FOUNDATIONS DESIGN F1- F65 MISCELLANEOUS MS1-MS28 I 1 „...0c-FuR44 PROFPs cAcs-:`;40N4-4,6/4 L`4. 441 6,9534n 1:r. 'NI 2 H OREGON z).5 5:3 0' ._ mnummill : — < 143 SF Lunchroom . ., o o o 186 S itche ' o 11 150 SF i + ken Pr 14. I I 0 SF(gym p) •F 1,140 SF 1,125 SF {7) C Lo y ■ N-.° 11 ch LO 0 , In 8 11 Cf) . cci Lo , F , .- N-- (3 03 22 i - _ i 2-Story Space • To 0, i in II c.) o 11 i.3 0 I' . . . c I -1 . , —1--1 -J -J = 1 -J . ; I ' • , II \ Iiiiiv p , • ...ar A 1_1 / - / StirStudent §4 • • I 1 i %I 671 SF / , 300 SF //Multipurpose / / Kindergarte • r ■ 6 7 _ II,280 sf(Court - 84x50) -_ __ - =II - ,y. 2-Story Space --_-_ /ot ___ Lobby Student Affairs/Admin Teachers Workroo , 1,626 SF 288 SF 290 SF IL / - 500 SF .300 SF 300 SF I I Principal's Office i ' . 155 SF • 150 SF 111 Exercis- 419 SF fir I IMINIMININ ...1 Preschool 1 676 SF , 450 SF 875 SF -1--- , ..... !1 -31,:- , i ‘,., ,, Muse ' P • , A II 264 -4:- i . 200 S 1 IINIMI Al .,, 0,. . 130 SF 3,231 SF O'clock) _ 1st Floor 22,236 2-Story&pace 2nd Floor 10,443 Basement (4/-) 1,703 Swimming Pool (Pool) • Total 34.382 1,463 SF (total appoved 32,896) (19'6"x75'pool) (32,896 x 110% = 36,185) 2-Story Space . ------..„................_,.......... / -.....\\--..„................_ — Plan . 1 .;ommunitv Center 0' 8' 16 32. o a MET President MET PR 251 SF 130 SF 300 SF 300 SF �. I. 1 w .•:. • ° II : 0 0 , i r.... :L.; a . . I - d 2 J J J J / lea ft,*p _ ' g r 411111 MI 1..... , 1 lassroom 308 SF Library Co t ar 300 SF 686 SF 522 SF x i = = 11 ' 575 SF 500 SF 1 N 4 UL Classr Corridor (N) 30 1,198 SF I - .�� E Not Rated(Tb! KIM IMMI IMO 1018.1) 4 .� UL Classroom, I 307 SF 300 SF • _ ' it tUdio l 333 SF Multi-Purpose 30o SF 1,144 SF II Multi-Purpo - -= ,. 1,500 SF "`" : • • • (subdividable) II 489 SF 1,500 SF - 'I 1 II (subdividable) _ ,. 150 SF I • Eie� _ 250 500 Mechanical 469 SF 500 SF r Plan Basement Floor Plan Community Center 0' 8' 16' 32' o a NBZ/S&T Consulting Engineers Project: MET Center by Sheet 21617 Susan Lane 6635 Skyline Road South Location:Scolls Ferry Road,Tigard Date Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No Tel: 917-222-4380 Tel:(503)931-2767 Date: Date tructural Summary: MET Community Center is approximately 34000 sqaure feet. It includes the following: 1. Two-story structure, on the south side of the building,which houses the classrooms,the administration and other accessories related to a functioning school. The luchroom/cafeteria is a single-story structure. 2. On the north side of the building, there is a mulipurpose gymnasium and the swimming pool structures. Both the pool and the gypnasium are single-story structures. 3. The structure between the gymnasium and the pool is two structure.The second floor will be used as classroom and meeting rooms. Gravity Load Resisting System The roof system consists of steel deck supported by steel joists which in turn are supported by steel wide flange beams and masonry bearing walls. The beams are supported by steel tubes.The second floor is a composite deck(steel deck and concrete topping)supported on steel wide flange joists. Lateral Load Resisting System The lateral system consists of special masonry shear walls. Foundation System The foundation will consists of continuous footing under the masonry walls and spread footings under the columns. Lateral Loads Distrubution The roof diaphragm consists of untopped steel decking. The distribution of the horizontal seismic design roof shear to vertical elements of the lateral force resisting system will be performed assuming the roof as a flexible diaphragm based on ASCE section12.3.1.1. The distibution will use the tributary area rules. However,the distribution of the horizontal seismic design story shear for the second floor will be performed assuming a rigid diaphragm per ASCE 12.3.1.2. Method of Analysis The equivalent lateral force procedure will be used to perform the lateral analysis per ASCE 12.8. • • • NBZ/S&T Consulting Engineers Project: MET Center by Sheet 21617 Susan Lane 6635 Skyline Road South Location:Scolls Ferry Road,Tigard Date 2-- Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No. Tel: 917-222-4380 Tel:(503)931-2767 Date: Date Structural Design Criteria ,uildinq Cide: 2010 Oregon Structural Specialty Code 2009 International Building Code Reference Documents: ACI-318-08 Building Requirements for Structural Concrete ACI-530-05 Building Code Requirements for Masonry Structures AISC Steel Construction Manual 2005, 13th Edition AISC 341-05 eismic Provisions for Structural Steil Buildings ASCE 7-05 Minimum Design Loads for Buildings and other Structures AWS D1.1-04, D1.3-98 Structural Weldin Codes Snow Load Analysis for Oregon 1971 by SEAO. Live Loads: Roof 25 psf+Drift Classrooms 40 psf Corridors 80 psf Stairs 100 psf Library Stack 150 psf Assembly Areas 100 psf Partition Load 15 psf Lateral Loads Seismic S5: 0.94 g Sot: 0.339 g Site Class- D Occupancy Category'ft! Importance Factor(1) 1.25 seismic Lateral Load Resisting System: Special Masonry Shear Walls Response Modification Factor(R): 5 Table 12.2-1 System Overstrength. 2.5 Table 12.2-1 ;d 3.5 Table 12.2-1 ;oefficient Fa(Table 1613.5.3(1): 1.124 Coefficient Fv(Table 1613.5.3(2). 1.122 Wind V „m• 94.5 mph Importance Factor � �.. � 1.1$ Exposure • Topographic Factor k_-, Wind Directional Factor: A-,, Enclosed Classification: Foundations Geotechnical Engineer Elliott C.Mecham, PE Report/Date: Geo-Desin Project: MuslimEdu-1-01/September 14, 2011 Foundation Bearing Material Spread Footing Allowable Bearing: Dead 4-Live 2500 psf Dead +Live+Wind or Seismic 3750 psf Lateral Pressure: Cantiliver Walls 35 pcf Restrained Walls 55 pcf Allowable Passive Pressure 2500 psf Aloowable sliding friction Coefficient 0.35 Seismic Soil Loads 6H` Location of Seismic Force 0.6H 1 BL/J&I onsulting Engineers Project: MET Center by Sheet 21617 Susan Lane 6635 Skyline Road South Location:Scolls Ferry Road,Tigard Date Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No Tel'917-222-4380 Tel:(503)931-2767 Date: Date a Structural Material oncrete:AC!318-05 Element f c at 28 days(psi) Fill on metal deck 3,000.00 All Users Unless Noted Otherwise 4,000.00 Reinforcing Steel #4 and Larger:ASTM A615,Grade 60 Structural Steel Element ASTM v(K,;) Beams, Girders, columns A36,A572 Grade 50 36/50 Tube Steel A500,Grade B 46 Pipe A53,Grade B _ 35 Plates A36 36 Anchor Bolts F1544,Grade 36 36 Connection Bolts A35-SC 93 Roof Loads Deck columns Roofing(gyp poured with insulation) 5.5 Decking (18/20 gage type N) 3.5 Roof Joist Ceiling Mechanical/Electrical — Fire sprinklers Girder Misc 1 Dead Load 10 20.25 Live Load 25 25 Total Load 35 4525 Floor Loads Deck Beam Girder Decking(2.5"topping over 3"20 gage type W) 53 Ploor Covering 1 Beams 4.5 Ceiling 3.75 Mechanical/Electrical 1.5 Fire sprinklers 1 Girder 1.5 Misc 1 1 1 Dead Load 55 11.75 6725 Live Load 40 40 40 Total Load 95 51.75 107.25 Wall weights: Location Wall Type WEIGHT Typical Interior Wall Non bearing metal stud wall 10 Ipical exterior wall 3-5/8"masonry vennerwith metal stud back up 45 Glass wall 8"Masonry Wall Fully Grouted/3-5/8"Venner 140 10"Masonry Wall Fully Grouted/3-5/8"Venner 160, 10"Masonry Wall Fully Grouted 104 8"Masonry Wall Fully Grouted 84 -LIJ&I onsuitingEngineers Project: MET Center by Sheet 21617 Susan Lane 6635 Skyline Road South Location:Sculls Ferry Road,Tigard Date Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No. Tel:917-222-4380 Tel:(503)931-2767 Date: Date Equivalent Lateral Force Procedure: Base shear V=C,W 0.1258 W E0.121.1 SQL,=F..Ss 1.057 Eq.11.4-1 SMI =Fv shn 0.504 Eq.11.44 2 `311S=3 Snn 0.704 Eq.1144 2 Srn =3 S,,rl 0.305 114-4 Eq. Approximate Fundamental Period: T� =Chx 0.28 sec C,: 0.02 h„: 34 feet x: 0.75 Table: 12.8-2 C = 'r' 0.18 +18 11E4 • R o.: . Working stress design 1 The maximum value of CS sail be C = S11 0 Eq.1E84 ... .. W o r k i n g stress design The maximum value of CS sail be Eq.12.414 C.. =0.01 Table 11.8-1 Value of Sds Occupancy Category I and II III IV Sds<.167 A A A 0.167<Sds<0.33 B B C 0.33<Sds<,50 C C D 0.5<Sds D D D Table 11.8-2 Value of Sd1 Occupancy Category I and li III IV Sds<.067 A A A 0.067<Sd1<0.133 B B C 0.133<Sd1<0.20 C C D 0.2<Sd1 D D D SD1 0.389 Seeimic Design Category: Sps 0.704 Seeimic Design Category: _►I Y4k T.1MConsulting Engineers Project: MET Center by Sheet 21617 Susan Lane 6635 Skyline Road South Location:Scolls Ferry Road,Tigard Date Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No Tel: 917-222-4380 Tel:(503)931-2767 Date: Date Vertical distribution of seismic forces. wxh;- Eq.12.S-12 s Ewht h,and hx height from the base to level I or x '=t wi and wx portion of the total effective seismic weight of the structure located or assigned to level I or x SECOND FLOOR AREA AREA AREA(SQ.FT) X(FT) Y(FT) AREA X X AREA X Y Al 242.60 211.50 88.40 51309.90 21445.84 A2 2248.50 169.00 85.25 379996.50 191684.63 A3 1189.00 198.37 37.67 235861.93 44789.63 A4 459.40 176.00 34.33 80854.40 15771.20 A5 2690.80 128.16 58.50 344852.93 157411.80 A6 645.80 103.16 75.80 66620.73 48951.64 A7 136.00 140.33 88,40 19084.88 12022.40 A8 59.50 92.75 83.58 5518.63 4973.01 A9 110.30 89.16 29.25 9834.35 3226.28 A 10 283.70 80.25 93.83 22766.93 26619.57 Al 1 446.50 48.17 101.83 21507.91 45467.10 Al2 412.00 57.25 92.25 23587.00 38007.00 A13 20.00 73.25 74.16 1465.00 1483.20 A14 82.30 68.50 51.33 5637.55 4224.46 Al5 465.50 80.60 39.83 37519.30 18540.87 A16 28.00 62.50 37.50 1750.00 1050.00 A17 84.41 69.67 31.00 5880.84 2616.71 A18 2365.60 39.33 15.25 93039.05 36075.40 TOTAL 11969.91 1407087.81 674360.72 X= 117.5520795 feet Y= 56.34 feet SECOND FLOOR AREA V= 127.99 AREA AREA(SQ.FT) X(FT) Y(FT) AREA X X Al 242.60 211.50 88.40 51309.90 A2 2248.50 169.00 85.25 • 379996.50 A3 1189.00 198.37 37.67 235861.93 A4 459.40 176.00 34.33 80854.40 A5 2690.80 128.16 58.50 344852.93 A6 645.80 103.16 75.80 66620.73 A7 136.00 140.33 88.40 19084.88 A8 59.50 92.75 83.58 5518.63 Al0 283.70 80.25 93.83 22766.93 Al 1 446.50 48.17 101.83 21507.91 Al2 412.00 57.25 92.25 23587.00 A13 20.00 73.25 74.16 1465.00 TOTAL 8833.80 1253426.72 X= 117.55 feet Y= 56.34 feet V= 94.46 kips SECOND FLOOR AREA(N-E AREA) AREA AREA(SQ.FT) X(FT) Y(FT) AREA X X A10 283.70 80.25 93.83 22766.93 All 446.50 48.17 101.83 21507.91 Al2 412.00 57.25 92.25 23587.00 TOTAL 1142.20 67861.83 X= 59.41326388 V= 12.21 kips Y= 96.38738049 SECOND FLOOR AREA(N-W AREA) AREA AREA(SQ.Fr)X(FT) Y(FT) AREA X X AREA XY A9 110.30 89.16 29.25 9834.35 3226.275 A15 465.50 80.60 39.83 37519.30 18540.865 A16 28.00 62.50 37.50 1750.00 1050 A17 84.41 69.67 31.00 5880.84 2616.71 A l 8 2365.60 39.33 15.25 93039.05 36075.4 TOTAL 3053.81 148023.54 61509.25 X= 48.47 Y= 20.14 V= 32.65 1 : /S&T Consulting Engineers Project MET Center by Sheet 21617 Susan Lane 6635 Skyline Road South Location:Scotts Ferry Road,Tigard Date L 6 Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No Tel. 917-222-4380 Tel.(503)931-2767 Date. Date ROOF AREA GYMNASIUM 6167 SQUARE FEET Roof Weight: 457058.20 lbs SWIMMING POOL 3534 SQUARE FEET Second Floor Weight: 1017442.35 lbs CAFETERIA 1182 SQUARE FEET 1474500.55 lbs OTHER 11969.91 SQUARE FEET Base Shear: 185.46 lbs 22852.91 SQUARE FEET Level Height Area wihi wihi/sumwihi Roof 26.67 8833.00 4711522.20 0.32 37.35 2nd 13.33 8833.00 10008230.65 0.68 79.33 17666.00 14719752.85 1.00 116.68 W= 927.465 V= 116.675097 Wall Wall Length Wall# Thickness(in) (feet) x(feet) y(feet) W1 8 20.00 210.40 14,50 W2 8 12.00 216.33 94.16 W3 8 23.58 176.40 58.83 • W4 8 23.58 157.00 58.83 W5 8 31.58 131.50 92.40 W6 8 8.67 98.25 50.33 W7 8 13.83 102.33 63.67 W8 10 13.50 57.00 26.00 ' W9 10 38.33 68.50 63.83 W10 8 23.25 86.40 98.08 W11 8 11.83 52.00 97.50 W12 8 7.67 23.00 101.83 W13 8 8.00 80.75 4.83 W14 8 8.67 80.75 21.75 W15 8 12.50 0.33 7.16 Wall Wall Length Wall# Thickness(in) (feet) x(feet) y(feet) W-a 16 8 14.00 202.40 4.83 W-b 17 8 20.00 166.75 47.08 W-c 18 8 24.75 208.4 70.00 W-d 19 8 4.00 212.67 99.83 W-e 20 8 5.33 198.50 99.83 W-f 21 8 4.00 184.67 99.83 W-g 22 8 5.33 170.67 99.83 W-h 23 8 4.00 157.00 99.83 W-I 24 8 4.00 127.25 83.08 W-j 25 8 14.00 117.83 81.33 W-k 26 8 9.00 100.50 86.50 W-I 27 8 24.40 80.16 58.50 W-m 28 10 54.67 47.5 89.33 W-n 29 8 62.00 55.33 105.83 W-o 30 10 47.25 33.16 27.16 W-p 31 10 93.00 36.50 0.33 IIIILIMUIIIIIIConsufllng Engineers Project: MET Center by RTMY,IN'Sheet 21617 Susan Lane 6635 Skyline Road South Location:Scolls Ferry Road,Tigard Date L 1 Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No, Tel:917-222-4380 Tel:(503)931-2767 Date: Date Vertical distribution of seismic forces. w hsk Eq.12.8-12 .r — „ s v k: 4 Dw,l;` hi and ti height from the base to level I or x wi and wx portion of the total effective seismic weight of R.00 1.--0A-0 the structure located or assigned to level I or x '. 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'r----, ".---- ---- 1(7-ff--7- 1 I Wu ll(1) 1 • 65.5 ... ...4,. .... ________.* . t I ".;-', ilw-1")7(7 7'1' -4 --fi I - I . 1 ; f b.o I ._i ),,, 12.A 'S \-9 I f -4i----; ----7--------...... . . . .....i.L..-.2-:-...-- . --.7.zz.:......-........1..u-....,. . 1.1 NBZ/S&T Consulting Engineers Project: MET Center by Rebel T Sheet L _ 21617 Susan Lane 8635 Skyline Road South Location:Boons Ferry Road,Tigard Date f Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised _Job No Tel: 917-222-4380 Tel:(503)931-2767 Date: Date P30 k C,0 V*Am: JtA 04 1( fL Ate C �....._ .j -�s" ( 1s- wci) ;s1'r I, 7s I 7= 1E2;36-11 clgl It, 7 ? •2 `331.71 • • ';t NBZ/S&T Consulting Engineers Project MET Center by Rebel T Sheet 21617 Susan Lane 8635 Skyline Road South Location:Scolls Ferry Road,Tigard Date Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No. Tel:917-222-4380 Tel:(503)931-2767 Date: Date L- v ~' - 1 I 1 tr7g9.-?,:i pi �' V. • _..� I -7-9 --� -> . ---4 --_ --4= =- t f"- ) k,__ 41{16 el' 1 _ 641,6 0., I ,it / . ..--ft i \ -../ - VI L- ' ... 1),A 1,1 Yp( YL Q �1J� 1.. 5'nq t&._____..._ 1V6 V"41` Vv Lt C.,e, (2 ) ''i .....1 .: 01 4,..1 Av5 :-..:,. 2 / , ('.....,- i-e-, 1/4,-1 ' . . 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I 0 ) • Y 1'01 f 7-1,1 f 33, c = 31-7.-C pI/ ( q7-6.1547/4) Consulting Engineers Project: MET Center by Rebai T Sheet i 7 21617 Susan Lane 6635 Skyline Road South Location:Scolls Ferry Road,Tigard Date Beaverton,Oregon 97006 Salem,Oregon 97306 Client:MET Revised Job No. Tel: 917-222-4380 Tel:(503)931-2767 Date: Date ?o ) *' qty i�1 , �_ .. 5 ._le _. } _.. _. Y_... _..V ._1 . q. . x ,) .6L._. _. h.. R d +� ,2 X C"S��a7 x 9t a Sao .6' .r� 0 4...-, 7S } IN 31,61 x InDo . R , ..: ( ,ici,2_. xxc- .6-7 - 57cc.it j) _ jp, U _ JO . . . 10 ova o 9 ,_ .. 1-1 I !, 14_, 570.e 1,14. %. _ -. _ . - .. . _.._ -- .. ..,._ .. _ ! . i's-, t. b • - . .---4A r .'fir - S 3 ) .. '',..;:"2.- r 0 1pa � 513? 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NBZIS&T Consulting Engineers Protect: MET Center by Reba T Sheet I I S— 21617 Susan Lane 6635 Skyline Road South Location:Scotia Feny Road,Tigard Date -- Beaverton,Oregon 97006 Salem,Oregon 97306 Client MET Revised Job No. Tel: 917-222-4380 Tel:(503)931-2767 Date: Date 59?-•• • ! i c\4.......i. . • . i i lk 1 t 11 S 10liotk b • 6 t ..„.., • gio (2'' gC, N..)r._ il 5 5 2. X' ;4, 31 — Li kA, . • 1„,c) , t 12 0 0 Cy .., ..... . -1 7 .,,__. 1-2. .5 x 72_. 6.) - 9 t:/.. 1, -7e) --- r • L —1-7 • S&T Consulting z, Engineers ......_____ . _ _ . . . . 11 1 a Os Oa s T O (� (-1-_, 18.5 ,9^114 Rya s Satan,04 91306 '.50J.93f.2761 SDSSBI.9]W NBZ �� Consulting v a E-_ lr,` r Engineers 2tswo Swan lane B,.v,ron,DR 970W ;.,971"22..310 ® .556X2%1/4 'at 503.3.18.87.8 T-O.S.,11J'-,' a.e- t 20_ „- W12a16[61 1. 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Q y 3,._L iol A .2 1 rL } 2r.• �J µ,�0v :v xl.va0 ll.l w14v3P a I- a. +n Ovlz l6l 12 .,,,, .-, } )1 1.4-4=,/:''..... .. \ N,0a1J - A 1P, 1 t F o.0 nLLS,a `PILASTEx ' n ELOw "' '" ..„..7 _ �' ns PPS as A;•1Ex12[3) /a"/ T / W7l \ 3 \`. ;/ ; h i4 .� ___-___ .I 193--{ , A r/,�x]ba..O ll[' W1.x12 -. N Nl0'1'.'S 3 Ms.i ; 6 i 1:1 1.= W1L+1'16] _ V ti' � N ` —/+__ 1 l MSS POS BELOW rc :"..' . w... ? i /R 1EX3P(6: ._ D 3 3 3 3 3 3 3 ' a Vii- ..66T'..s.w 6•,•A O �'r = 7 3�1 ; R 112yi l s\a ( WSW/ :. W8,1515) Z I S. .44Aa32•{6};^.i' II 7. ._. j 31 � �V 51x0:•_/16. NOTES: Second Floor P,1 - .»-.» . .................._...... • ..... o es: ■ Framing Plan • ' i A e - X, N1a.:ATE6 FOOTING,PPE.REF.;61.L1 r. ems-. (XX.XX') INMATES SOTTW OF FOOTING ELEVATION .�y,• K $ELit-xX' NpCATES TOP CP CONCRETE SLAB E_EVATION O .- ® INDICATES 10'CONCRETE WALL II S x INA � 4_ �. P6XUlES a-soup PRPIREn cLE,WALL A eCIC TEa STEP N EIEV<-IPr1 X P.2 1 'OCT. 450004XSi16 - 55 NOCATES STEP N WALL.00TNO REF 1.5,01 5- �� NCIGTES SPAN OWEC'IGI 1W 1-1 100.1'1PE WITH STEEL CECX N-.. �•�1 W/2 1$•CONCRETE TOP-AUG w/4X5-WI.,X-.s`AMS t� � -- 9- `, NCCATES OREEN ROOF X ' NC RTES PEDESTAL ROOF PAVERS e_ {\ Ti-T.C-S.P-,• NCCA-ES TOP OF STEEL ELE.AIION Iyl QP•5 i 1 -. - L.:: - - -. Mc51X4X5/16 l',. SECOND FLOOR FRAMING PLAN N- 1!8,=1,-0., N"▪ C NS'_'0X4X5/16 7.I I - '. 2 ..W,.,F L11..5_J -..u,& N 41 40 39, 36 37 36 35 34 O 32 31 30 o • A O �.r,N i II ? - a c2.02 t` w J L- /b • S&T ® Consulting IS F m 9 O lo 0 �� Engiers3. 1 s ,n.OZ 97766 V .R Srn,OR 767 4.60356t.plW NBZ ` =!� -I) nlf- ..+Y 7777 tTf il.f ,'-Y / 33`S• !♦101. Eng,neei'-'4 + 21817 Susan Lane • ■ / J 1 _ 1 6wvenon.DR 97006 Tit if r 0 'as 50184E974 %: +/ '-'--J w2�x21wli /r /.\ I A Community-77 iii i® T R LY " - ' -Nln.)7 - j ' ' --- �, /\ enter{ �. �� .� - __ _ _..-_ 1.d 1 SWSCInb Fern RD I((I 4%♦) `�. 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A •VITIP . tee- IDYL - —-� -� j.:.". r...o... _ © Roof Framing I II I ���..:..e ...._ r j_�__ _ — — !- r- (�/itilV IV IV METAL SCREEN Plan CPP If• VRlsoo D- lalOx I I Ilg �' .ti,.... WSOx27 26/1/(.4'r T,_ 27. I ]HIW�'- l Lanvl/a I 1 Q t.. I AROUND DeeY NOTES: 1 PERIMETER II 1 �� a i �.a �� M1 ex hall - w!071 _ ?C ® Mill - ' mini _L e Irf r .g1Oa E6 9P.r1 OAE.• OF x:OW 1PE N ROOF DECK t. ' ��/ .w+ TZ V _ � j w:xl' �1 IF �.T3b� st ., 1 A fy t► fi r Wij h >< litlira P.4 fiiL ", 1111111 wtoYt'�l .t j...�...�_.!'- - __.�,......_�.....�a--..i ` 4 �f t 1 ql I 9k tW 0— MINIM �f���� ��IIu k s70.1) v' viYP 93A31/4 OPP M 0E07 EO( L- EYO.IETET E0. ROOF FRAMING PLAN F 1- _1 sp- 3.s Fr aw ,v +-F- rr .v a.. w,.9• 1 w �'�!/ �f/ 1 1/8,x-�_0•, 11 _ - II 1 .+ f Q�� w ,,,, a 47 40 39 O 37 O O O O 32 31 ©i is - if ,,..,.,__... t. �. fttt1' D . _I► _£ S2.03 ant 11•011• To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 10:01PM, 29 DEC 11 main menu selection,choose the Description: , Printing&Title Block tab,and ent Scope your title block information. 550100 i KW-0602521,Ver 5.5.0,25-Sep-2001 Rigid Diaphragm Torsional Analysis Page 1 Liteev:r. 01983-2001 ENERCALC Engineering Software c:�docu =zand settin slrebai tamerhouletld marel r•ses.. Description [General Information Y-Y Axis Shear 128.00 k Min.X Axis Ecc 5.00 % X Axis Center of Mass 117.55 ft X-X Axis Shear 128.00 k Min.Y Axis Ecc 5.00 % Y Axis Center of Mass 56.34 ft ...Shears are applied on each axis separately Max X Dimension 192.00 ft Max Y Dimension 108.00 ft Wall Data mamsammignwinmemotamemoivagewmpzi Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E 1 in ft ft ft ft deg CCW Fixity j 1 8.000 20.000 13.330 210.400 14.500 90.0 Fix-Fix 1.0 J 2 8.000 12.000 13.330 216.330 94.160 90.0 Fix-Fix 1.0 3 8.000 23.580 13.330 176.400 58.830 90.0 Fix-Fix 1.0 4 8.000 23.580 13.330 157.000 58.830 90.0 Fix-Fix 1.0 5 8.000 31.580 13.440 131.500 92.400 90.0 Fix-Fix 1.0 6 8.000 8.670 13.330 98.250 50.330 73.0 Fix-Fix 1.0 7 8.000 13.830 13.440 102.330 63.670 73.0 Fix-Fix 1.0 8 10.000 13.500 13.330 57.000 26.000 73.0 Fix-Fix 1.0 9 10.000 38.330 13.330 68.500 63.830 73.0 Fix-Fix 1.0 10 8.000 23.250 19.330 86.400 98.080 90.0 Fix-Fix 1.0 11 8.000 11.830 13.330 52.000 97.500 75.0 Fix-Fix 1.0 12 8.000 7.670 13.330 23.000 101.830 75.0 Fix-Fix 1.0 13 8.000 8.000 13.330 80.750 4.830 90.0 Fix-Fix 1.0 14 8.000 8.670 13.330 80.750 21.750 90.0 Fix-Fix 1.0 15 8.000 12.500 13.330 0.330 7.160 90.0 Fix-Fix 1.0 16 8.000 14.000 13.330 202.400 4.830 0.0 Fix-Fix 1.0 17 8.000 20.000 13.330 166.750 47.080 0.0 Fix-Fix 1.0 18 8.000 25.670 13.330 208.400 70.000 0.0 Fix-Fix 1.0 19 8.000 4.000 13.330 212.670 99.830 0.0 Fix-Fix 1.0 20 8.000 5.330 13.330 198.500 99.830 0.0 Fix-Fix 1.0 21 8.000 4.000 13.330 184.670 99.830 0.0 Fix-Fix 1.0 22 8.000 5.330 13.330 170.670 99.830 0.0 Fix-Fix 1.0 23 8.000 4.000 13.330 157.000 99.830 0.0 Fix-Fix 1.0 24 8.000 4.000 13.330 127.250 83.080 163.0 Fix-Fix 1.0 25 8.000 14.000 13.330 117.830 81.330 163.0 Fix-Fix 1.0 26 8.000 9.000 13.330 100.500 86.500 163.0 Fix-Fix 1.0 27 8.000 24.400 13.440 80.160 58.500 163.0 Fix-Fix 1.0 28 10.000 54.670 13.330 47.500 89.330 163.0 Fix-Fix 1.0 29 8.000 62.000 13.330 55.330 105.830 0.0 Fix-Fix 1.0 30 10.000 47.250 13.330 33.160 27.160 163.0 Fix-Fix 1.0 31 10.000 93.000 13.440 36.500 0.330 0.0 Fix-Fix 1.0 ICalculated Wall Forces Load Location for Maximum Forces Direct Shears k Torsional Shears k Final Max. Label Wall Shear X ft Y Length Width Length Width k 1 15.477 0.000 9.948 -0.004 2.386 -0.006 12.334 2 15.477 0.000 4.752 -0.003 1.208 0.005 5.960 3 15.477 0.000 12.223 -0.005 1.922 0.003 14.145 4 15.477 0.000 12.223 -0.005 1.346 0.003 13.569 5 15.477 0.000 17.033 -0.007 0.820 0.013 17.853 6 -3.723 0.000 -2.560 8.465 -0.022 0.058 -2.582 To specify your title block on Title : Job# these five lines, use the SETTINGS Dsgnr: Date: 10•01PM, 29 DEC 11 main menu selection, choose the Description Printing&Title Block tab, and ent Scope: your title block information. Rev. 550100 Page 2j User. i 2OOl EN Ver 55.0,252, 200, Rigid Diaphragm Torsional Analysis g (81983-2001 ENERCALC Engineering Software cadocuments and settin�slrebai tamerhoulet�d miewesupatramemerr Description 7 -3.723 0.000 -5.671 18.691 -0.050 0.041 -5.721 8 -3.723 0.000 -6.888 22.809 -0.188 0.794 -7.076 9 -3.723 0.000 -25.675 84.772 -0.728 1.833 -26.403 10 -3.723 0.000 7.384 -0,002 0.109 -0.001 7.493 11 -3.723 0.000 -4.517 16.995 -0.196 0.449 -4.713 12 -3.723 0.000 -2.016 7.613 -0.124 0.324 -2.140 13 -3.723 0.000 2.266 -0.002 0.041 0.001 2.307 14 -3.723 0.000 2.658 -0.002 0.048 0.000 2.706 15 -3.723 0.000 5.077 -0.003 0.330 0.001 5.407 16 0.000 16.243 -3.451 0.003 0.628 -0.012 -3.451 17 0.000 16.243 -5.669 0.004 -0.040 -0.011 -5.709 18 0.000 16.243 -7.712 0.005 -0.846 -0.024 -8.558 19 0.000 16.243 -0.254 0.001 -0.062 -0.004 -0.316 20 0.000 16.243 -0.524 0.001 -0.127 -0.004 -0.651 21 0.000 16.243 -0.254 0.001 -0.062 -0.003 -0.316 22 0.000 16.243 -0.524 0.001 -0.127 -0.003 -0.651 23 0.000 16.243 -0.254 0.001 -0.062 -0.002 -0.316 24 0.000 16.243 0.237 0.069 0.046 -0.010 0.283 25 0.000 16.243 3.204 0.967 0.557 -0.151 3.761 26 0.000 16.243 1.512 0.454 0.262 -0.094 1.774 27 0.000 16.243 6.672 2.018 0.106 -0.219 6.778 28 0.000 16.243 20.552 6.186 2.316 -1.887 22.868 29 0.000 16.243 -20.176 0.013 -5.447 0.034 -25.623 30 0.000 16.243 17.631 5.306 -3.420 -0.213 17.631 31 0.000 16.243 -37.878 0.038 7.655 0.129 -37.878 X Distance to Center o Rigidity 111.673 ft Controlling Eccentricities&Forces from Applied Y-Y Shear Y Distance to Center of Rigidity 45.497 ft Xcm+(Min%*MaxX)-X-cr = 15.477 ft Torsion= 1,981.01 k-ft Xcm-(Min%*MaxX)-X-cr = -3.723 ft Torsion= -476.59 k-ft X Accidental Eccentricity 9.600 ft Controlling Eccentricities&Forces from Applied X-X Shear Y Accidental Eccentricity 5.400 ft Ycm+(Min%*MaxY)-Y-cr = 16.243 ft Torsion= 2,079.13 k-ft Ycm-(Min%*MaxY)-Y-cr = 5.443 ft Torsion= 696.73 k-ft / 1,5 - - — — — /S; Ai,: /Lid ibt C.R.:(111.67,.49) C.M.:(117.55,56.3.1 t7,G 7 12 ,`� To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 9:45PM, 29 DEC 11 main menu selection, choose the Description : . 2, t Printing &Title Block tab, and ent Scope your title block information. Rev. 550100 User KW-0602521,Ver 5.5.0.25-Sep-2001 Page 1 0 (c)1983-2001._ ,ENERCALCEngineenngSoftware Rigid Diaphragm Torsional Analysis c:Wocuments and settingslrebai tamerhouletld Description General Information AmasatimaiimicumbrimmaJ Y-Y Axis Shear 94.46 k Min.X Axis Ecc 5.00 % X Axis Center of Mass 117.55 ft X-X Axis Shear 94.46 k Min. Y Axis Ecc 5.00 % Y Axis Center of Mass 56.33 ft ...Shears are applied on each axis separately Max X Dimension 158.00 ft Max Y Dimension 103.50 ft Wall Data - Notibgaj Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E in ft ft ft ft deg CCW Fixity 1 8.000 20.000 13.330 210.400 14.500 90.0 Fix-Fix 1.0 2 8.000 12.000 13.330 216.330 94.160 90.0 Fix-Fix 10 3 8.000 23.580 13.330 176.400 58.830 90.0 Fix-Fix 10 4 8.000 23.580 13.330 157.000 58.830 90.0 Fix-Fix 1.0 5 8.000 31.580 13.440 131.500 92.400 90.0 Fix-Fix 1.0 6 8.000 8.670 13.330 98.250 50.330 73.0 Fix-Fix 1.0 7 8.000 13.830 13.440 102.330 63.670 73.0 Fix-Fix 1.0 9 10.000 38.330 13.330 68.500 63.830 73.0 Fix-Fix 1.0 10 8.000 23.250 19.330 86.400 98.080 90.0 Fix-Fix 1.0 16 8.000 14.000 13.330 202.400 4.830 0.0 Fix-Fix 1.0 17 8.000 20.000 13.330 166.750 47.080 0.0 Fix-Fix 1.0 18 8.000 25.670 13.330 208.400 70.000 0.0 Fix-Fix 1.0 19 8.000 4.000 13.330 212.670 99.830 0.0 Fix-Fix 1.0 20 8.000 5.330 13.330 198.500 99.830 0.0 Fix-Fix 1.0 21 8.000 4 000 13.330 184.670 99.830 0.0 Fix-Fix 1.0 22 8.000 5.330 13.330 170.670 99.830 0.0 Fix-Fix 1.0 23 8.000 4.000 13.330 157.000 99.830 0.0 Fix-Fix 1.0 24 8.000 4.000 13.330 127.250 83.080 163.0 Fix-Fix 1.0 25 8.000 14.000 13.330 117.830 81.330 163.0 Fix-Fix 1.0 26 8.000 9.000 13.330 100.500 86.500 163.0 Fix-Fix 1.0 27 8.000 24.400 13.440 80.160 58.500 163.0 Fix-Fix 1.0 Calculated Wall Forces ImardingammenNJ Load Location for Maximum Forces Direct Shears k Torsional Shearsk Final Max. Label Wall Shear X ft Y Length Width Length Width k 1 -21.148 - 0.000 9.601 0.005 -5.571 0.027 9.601 2 -21.148 0.000 4.586 0.003 -2.859 -0.009 4.586 3 -21.148 0.000 11.796 0.006 -3.921 0.004 11.796 4 -21.148 0.000 11.796 0.006 -2.253 0.004 11.796 5 -21.148 0.000 16.438 0.007 -0.084 -0.022 16.438 6 -21.148 0.000 -2.368 7.878 -0.482 2.169 -2.851 7 -21.148 0.000 -5.254 17.392 -1.094 3.742 -6.348 9 -21.148 0.000 -23.771 78.886 -10.953 36.783 -34.724 10 -21.148 0.000 7.126 0.002 2.306 -0.007 9.432 16 0.000 -14.083 -10.128 -0.003 -1.714 0.018 -11.842 17 0.000 -14.083 -16.637 -0.005 -0.846 0.013 -17.483 18 0.000 -3.733 -22.635 -0.006 0.080 0.009 -22.635 19 0.000 -3.733 -0.747 -0.001 0.019 0.002 -0.747 20 0.000 -3.733 -1.537 -0.001 0.039 0.002 -1.537 21 0.000 -3.733 -0.747 -0.001 0.019 0.001 -0.747 22 0.000 -3.733 -1.537 -0.001 0.039 0.001 -1.537 To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 9 45PM. 29 DEC 11 Description : main menu selection, choose the 1 -7:2-- Printing &Title Block tab, and ent Scope: your title block information. Rev: 550100 Pa e User.KW-0602521,Ver 550,25-Sep-2001 Rigid Diaphragm Torsional Analysis g (c)1983-2001 ENERCALC Engineering Software c\documents and settings\rebai tamerhoulet\d Description 23 0 000 -3.733 -0.747 -0.001 0.019 0.000 -0.747 24 0.000 -3.733 0.724 0.214 -0.009 0.003 0.724 25 0.000 -3.733 9.802 2.972 -0.088 0.045 9.802 26 0.000 -3.733 4.625 1.398 -0.041 0.033 4.625 27 0.000 -14.083 20.413 6.198 1.250 0.172 21.663 • 11==.1111 X Distance to enter of Rigidity 130.798 ft Controlling Eccentricities&Forces from Applied Y-Y Shear Y Distance to Center of Rigidity 65.238 ft Xcm+(Min%*MaxX)-X-cr = -5.348 ft Torsion= -505.19 k-ft Xcm-(Min%*MaxX)-X-cr = -21.148 ft Torsion = -1,997.66 k-ft X Accidental Eccentricity 7.900 ft Controlling Eccentricities&Forces from Applied X-X Shear Y Accidental Eccentricity 5.175 ft Ycm+(Min%*MaxY)-Y-cr = -3.733 ft Torsion= -352.64 k-ft Ycm-(Min%*MaxY)-Y-cr = -14.083 ft Torsion= -1,330.30 k-ft 49.43 k * k k-1.53-k-0.74 14-1.53-$44 5k8 k C.R.:(130.*65.23). iv 1.66 k A11.79 11.79 k -221 k -6. * r 4-2.85 k C.M.:(117.55 / 00' -17.48 k IA9.60 k V 017-4 -11.84 k To specify your title block on Title : Job# these five lines, use the SETTINGS Dsgnr: Date: 9:44PM, 29 DEC 11 main menu selection, choose the Description : Printing&Title Block tab, and ent ��ZL' Scope your title block information. Rev: 550100 User:KW-0602521,Ver5.5.0,25-Sep- 001 Rigid Diaphragm Torsional Analysis Page 1 _(c)19L8e2ware 3-2001 ENERCALC C:1doCUments and Settingslrebai tamerhOUletld Description General Information 1 Y-Y Axis Shear 12.21 k Min.X Axis Ecc 5.00 % X Axis Center of Mass 59.41 ft X-X Axis Shear 12.21 k Min. Y Axis Ecc 5.00 % Y Axis Center of Mass 96.40 ft ...Shears are applied on each axis separately Max X Dimension 62.00 ft Max Y Dimension 24.50 ft Wall Data wrieJ Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E l in ft ft ft ft deg CCW Fixity . 10 8.000 23.250 19.330 86.400 98.080 90.0 Fix-Fix 1.0 11 8.000 11.830 13.330 52.000 97.500 75.0 Fix-Fix 1.0 12 8.000 7.670 13.330 23.000 101.830 75.0 Fix-Fix 1.0 28 10.000 54.670 13.330 47.500 89.330 163.0 Fix-Fix 1.0 29 8.000 62.000 13.330 55.330 105.830 0.0 Fix-Fix 1.0 •Calculated Wall Load Wa L Forces ocation for Maximum Forces Direct Shears k Torsional Shearsk Final Max. label Wall Shear X ft Y Length Width Length Width k J 10 4.701 0.000 5.486 -(1003 0.775 0.000 6.261 11 -1.499 0.000 -3.428 12.862 -0.032 0.108 -3.460 12 -1.499 0.000 -1.532 5.761 -0.085 0.293 -1.617 28 0.000 -1.192 5.733 1.689 0.351 -0.037 6.084 29 0.000 1.258 -6.470 0.022 -0.329 0.001 -6.800 viaeiwror� Summary X Distance to Center of Rigidity 57.809 ft Controlling Eccentricities&Forces from Applied Y-Y Shear Y Distance to Center of Rigidity 96.367 ft Xcm+(Min%*MaxX)-X-cr = 4.701 ft Torsion= 57.40 k-ft Xcm-(Min%'MaxX)-X-cr = -1.499 ft Torsion= -18 31 k-ft X Accidental Eccentricity 3.100 ft Controlling Eccentricities&Forces from Applied X-X Shear Y Accidental Eccentricity 1.225 ft Ycm+(Min%*MaxY)-Y-cr = 1.258 ft Torsion= 15.36 k-ft Ycm-(Min%*MaxY)-Y cr = -1.192 ft Torsion= -14.55 k-ft NR .(57 80,96. ) ; 9 k ' 6.26 k • To specify your title block on Title: Job# these five lines, use the SETTINGS Dsgnr: Date: 9 42PM, 29 DEC 11 main menu selection, choose the Description 1 '� Printing&Title Block tab, and ent C. -- Scope: your title block information. Rev: 550100 --- - User:KW 0602521,Ver 5.5.0,25-Sep-2001 Rigid Diaphragm Torsional Analysis Page 1 ,wissimposumaimmossimowairmswart mosi (01983-2001 ENERCALC Engineering Software cAdocuments and settin gslrebai tamerhouleM Description General Information g. N. Y-Y Axis Shear 32.65 k Min.X Axis Ecc 5.00 % X Axis Center of Mass 48 47 ft X-X Axis Shear 32.65 k Min.Y Axis Ecc 5.00 % Y Axis Center of Mass 20.14 ft ...Shears are applied on each axis separately Max X Dimension 99.33 ft Max Y Dimension 46.75 ft Wall Data Label Thickness Length Height Wall Xcg Wall Ycg Wall Angle Wall End E in ft ft ft ft deg CCW Fixity 8 10.000 13.500 13.330 57.000 26.000 73.0 Fix-Fix 1.0 13 8.000 8.000 13.330 80.750 4.830 90.0 Fix-Fix 1.0 14 8.000 8.670 13.330 80.750 21.750 90.0 Fix-Fix 1.0 15 8.000 12.500 13.330 0.330 7.160 90.0 Fix-Fix 10 30 10.000 47.250 13.330 • 33.160 27.160 163.0 Fix-Fix 1.0 31 10.000 93.000 13.440 36.500 0.330 0.0 Fix-Fix 1.0 Calculated Wall Forces Load Location for Maximum Forces Direct Shears k Torsional Shearsk Final Max. Label Wall Shear L X ft Y Length Width Length Width k 8 -7.997 0.000 -11.392 37.689 -0.081 -2.403 -11.473 ; 13 1.936 0.000 3.724 -0.004 0.153 -0.000 3.878 14 1.936 0.000 4.369 -0.004 0.180 0.001 4.549 15 -7.997 0.000 8.345 -0.006 2.484 -0.000 10.829 30 0.000 15.423 9.763 2.902 8.564 -4.694 18.327 31 0.000 15.423 -22.794 0.082 8.243 0.186 -22.794 X Distance to enter o Rigidity 51.501 ft Controlling Eccentricities&Forces from Applied Y-Y Shear Y Distance to Center of Rigidity 7,055 ft Xcm+(Min%*MaxX)-X-cr = 1.936 ft Torsion= 63.20 k-ft Xcm-(Min%*MaxX)-X-cr = -7.997 ft Torsion= -261.11 k-ft X Accidental Eccentricity 4.967 ft Controlling Eccentricities&Forces from Applied X-X Shear Y Accidental Eccentricity 2.338 ft Ycm+(Min%*MaxY)-Y-cr = 15.423 ft Torsion= 503.55 k-ft Ycm-(Min%`MaxY)-Y-cr = 10.748 ft Torsion= 350.91 k-ft 18.32 k • 1141;47 k 4.54 k C.M. :(48.4T,20. C.R.:(51.50,7.05) 10.82 k A3.87 k V • -22.79 k 2 1 -7ii . • 11. ) 11 10 0 0 0 ® 00 00 ... 1 <` `��I 51•_6 5/B• II-6 1/2• 1+4 ® �` Z.l If `!`�6.s _x85 .7 7'�1 Q-13 •r ( 4.V}/ .- :.1.0 - tot/ EL X.-X. 1 f (8 / j' r 16'-10 3 8• . /s/gR ' _ T.0,CM• 2 '111/3,67 101,63) m / 6k. �� r/ _ ! J ., ,nom 4 ar —j - j— v , r .A0..4 .. .,L.I.E. I`/•• ..r ' , IL 0 1 (7 a I' `-��� - , ! t Al�! ,� ! / �'` ' isic LIB - 6, 1 z. , 1 , •r - ,e. " 2-lci- A •.r� j. . .-- ' Ai: t 2.6.J f „lls___: 3f,,,t k. il 4 xria t 4i337 _ _ -• 4 - g46,N (Mr 5/,;3 1�3'-S' ( ,\''''\ r G k O �,.� A DS$ `'.. INPEi , . 11f.O zi: J I i ( - 37P:7.5 ' AP■ i'0 (....„.........„1X, r-- '' .. ...• /410 ( 240,1 1 rl?..5 pc. . .? , , 6.4.q....--0/2---•? 1 4)/ 1 .t i mar.rib- • . 114._51/4. _ It siviiiii.L.. . ,i7 / 1 to MINARET / :� �� w �- . ---. ---- r - _I - - ^ I S `� / \ . 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Masonry Walls Design l I. i Typ Roof Dead Load= 20 psf 10"CMU Wall= 160 psf Canopy Dead Load= 20 psf Soil Dead Load= 120 psf reen Roof Dead Load 120 psf 8"CMU Wall = 140 psf Canopy Live Load= 25 psf Slab on Grade DL= 150 psf Roof Snow Load 25 psf 10 Concrete Wall= 125 psf Allowable Soil Pressure= 2500 psf Slab on Grade LL= 100 psf 2nd Floor Dead Load 65 psf Allowable Soil Pressure= 3750 psf 2nd Floor Live Load: (for seismic load) Class Rooms = 40 psf Corridors= 100 psf r= 2.77 for 10"CMU Masonry Compressive Strength:f'm= 2,500 psi Library Stack= 150 psf r= 2.2 for 8"CMU Allowable Compressive Strength=1/3*f'm= 833 psi Assembly Areas= 100 psf WALL ROOF SECOND FLOOR Seismic Trib Area Total DL Total LL Total Load Total Load Seismic 2nd Floor Roof 2nd Floor Overturning Wall# W(ft) T(in) H(ft) Wall(plf) (ft2) DL(plf) LL(plf) Trib Area(ft2) DL(plf) LL(plf) F DL(plf) (kips) 1 LL(plf) (kips) (plf) (kips) Roof(k) (k) Height(ft) Height(ft) Mt(k-ft) h/r W1 31.5 9.625 21 3360 _ 19 380 475 0 0 0 3740 117.81 475 14.96 4215 132.77 11 0 21 0 231.0 91 W2 93 9.625 28.68 4588.8 32 640 800 14 910 560 6138.8 570.91 1360 126.48 7498.8 697.39 18.4 38 26.68 13.33 997.5 124 W3 76 9.625 28.67 4587.2 33.5 670 837.5 14 _ 910 560 6167.2 468.71 1397.5 106.21 7564.7 574.92 49.9 18 26.67 13.33 1570.8 124 W4 95 9.625 28.67 4587.2 33.5 670 837.5 9 585 360 5842.2 555.01 1197.5 113.76 7039.7 668.77 39.2 25.6 26.67 13.33 1386.7 124 _ W5 13 7.625 13 2080 0 0 0 5.25 341.25 210 2421.25 31.48 210 2.73 2631.25 34.21 11.85 0 11 0 130.4 71 W6 20 7.625 28.68 4588.8 8 160 200 8 520 320 5268.8 105.38 520 10.4 5788.8 115.78 17.5 12.2 26.68 13.33 629.5 156 W7 24.5 7.625 26.67 4267.2 10 200 250 10 650 400 5117.2 125.37 650 15.93 _ 5767.2 141.3 22.6 ` 14 24.67 13.33 744.2 145 W8 4 7.625 28.68 4588.8 11.67 233.4 291.75 11.67 _ 758.55 466.8 5580.75 22.32 758.55 3.03 6339.3 25.35 0.75 0 26.68 13.33 20.0 156 W9 5.33 7.625 28.68 4588.8 60 1200 1500 60 3900 2400 9688.8 51.64 3900 20.79 13588.8 72.43 1.5 2 26.68 13.33 66.7 156 W10 4 7.625 28.68 4588.8 11.67 233.4 291.75 11.67 758.55 466.8 5580.75 22.32 758.55 3.03 6339.3 25.35 0.75 1 26.68 13.33 33.3 156 111 5.33 7.625 28.68 4588.8 60 1200 1500 60 3900 2400 9688.8 51.64 3900 20.79 13588.8 72.43 1.5 2 26.68 13.33 66.7 156 W12 4 7.625 28.68 4588.8 11.67 233.4 291.75 11.67 758.55 466.8 5580.75 22.32 758.55 3.03 63393 25.35 0.75 1 26.68 13.33 33.3 156 W13 4 9.625 28.68 4588.8 20 400 500 _ 0 0 0 4988.8 19.96 500 2 5488.8 21.96 0.1 0.1 26.68 13.33 4.0 124 W14 2.67 9.625 28.68 4588.8 50 _ 1000 1250 0 0 0 5588.8 14.92 1250 3.34 6838.8 18.26 0.1 0.1 26.68 13.33 4.0 124 W15 2.67 9.625 28.68 4588.8 50 1000 1250 _ 0 0 0 5588.8 14.92 1250 3.34 6838.8 18.26 0.1 0.1 26.68 13.33 4.0 124 W16 10.5 9.625 28.68 4588.8 20 400 500 0 0 0 4988.8 52.38 500 5.25 5488.8 57.63 6 0 26.68 13.33 160.1 124 W17 5.5 7.625 26.67 4267.2 40 800 1000 20 _ 1300 800 6367.2 35.02 1800 9.9 8167.2 44.92 4.6 6.5 24.67 13.33 200.1 145 W18 4 7.625 26.67 4267.2 26 520 650 5 325 200 5112.2 20.45 850 3.4 _ 5962.2 23.85 9.8 14 24.67 13.33 428A 145 W19 4 7.625 26.67 4267.2 30 600 750 5 325 200 5192.2 20.77 950 3.8 6142.2 24.57 0.7 1 24.67 13.33 30.6 145 W20 _ 2.67 7.625 26.67 4267.2 42 840 1050 42 2730 1680 7837.2 20.93 2730 7.29 10567.2 28.22 1 1 24.67 13.33 38.0 145 W21 62 7.625 13.25 2120 5 100 125 0 0 0 2220 137.64 125 7.75 2345 145.39 22.9 0 11.25 13.33 257.6 72 WA 38 9.625 21 3360 5 100 125 0 0 0 3460 131.48 125 4.75 3585 136.23 18.5 0 19 13.33 351.5 91 WA1 _ 9 7.625 26.67 4267.2 13.5 270 337.5 13.5 877.5 540 5414.7 48.73 877.5 7.9 6292.2 56.63 4.54 6.8 24.67 13.33 202.6 145 WA2 8.67 7.625 26.67 4267.2 13.5 270 337.5 13.5 877.5 540 5414.7 46.95 877.5 7.61 6292.2 54.56 3.9 6.8 24.67 13.33 186.9 145 WB 24 9.625 21 3360 5 100 125 5 325 200 3785 90.84 325 7.8 4110 98.64 13.5 18.5 19 13.33 503.1 91 WB1 14 9.625 26.67 4267.2 10 200 250 10 650 400 5117.2 71.64 650 9.1 5767.2 80.74 10.8 0 24.67 13.33 266.4 116 WC 32 9.625 28.67 4587.2 5 100 125 0 0 0 4687.2 149.99 125 4 4812.2 153.99 22 0 26.67 13.33 586.7 124 WD 26 9.625 28.67 4587.2 5 100 125 0 0 0 4687.2 121.87 125 3.25 4812.2 125.12 21.3 0 26.67 13.33 568.1 124 WE 39 9.625 28.67 4587.2 5 100 125 16 1040 640 5727.2 223.36 765 29.84 6492.2 253.2 34 51 26.67 13.33 1586.6 124 WE1 24 7.625 26.67 4267.2 5 100 125 5 325 200 4692.2 112.61 325 7.8 5017.2 120.41 _ 21.66 10 24.67 _ 13.33 667.7 145 WF 20 7.625 28.68 4588.8 12 240 300 12 780 480 _ 5608.8 112.18 780 15.6 6388.8 127.78 10.6 12.3 26.68 13.33 446.8 156 WG 23.5 7.625 26.67 4267.2 22.5 450 562.5 22.5 1462.5 900 6179.7 145.22 1462.5 34.37 7642.2 179.59 10.42 14.1 24.67 13.33 445.0 145 WH 23.5 7.625 26.67 4267.2 15 300 375 15 975 600 5542.2 130.24 975 22.91 6517.2 153.15 14.1 15.8 24.67 13.33 558.5 145 WI 12 7.625 28.67 4587.2 15 300 375 15 975 600 5862.2 70.35 975 11.7 6837.2 82.05 4 6 26.67 13.33 186.7 156 'NJ 31.5 7.625 28.68 4588.8 20 400 500 15 975 600 5963.8 187.86 1100 34.65 7063.8 _ 222.51 17.9 13.8 _ 26.68 13.33 661.5 156 NK 30 7.625 26.67 4267.2 32 640 800 32 2080 _ 1280 _ 6987.2 209.62 2080 62.4 9067.2 272.02 34 51 24.67 13.33 1518.6 145 WL 9 7.625 28.67 4587.2 7 140 175 6 390 240 5117.2 46.05 415 3.74 5532.2 49.79 16.4 10 26.67 13.33 570.7 156 WM 8.75 7.625 13.33 2132.8 0 0 0 10 650 400 2782.8 24.35 400 3.5 3182.8 27.85 1 1 11.33 13.33 24.7 73 WN 8.75 7.625 12.33 1972.8 0 0 0 5 325 200 2297.8 20.11 200 1.75 2497.8 21.86 2.1 0 10.33 13.33 21.7 67 Masonry Walls Design cW�o P= =(0.9-0.25ds/1.4)Pd =(0.9-0.2*0.704/1.4) Pd= 0.8 Pd 5= bt^2/6 Maximum Maximum Area of Allowable Allobwable Allowable Allobwable Shear Reinf. Shear Reinf. f=P/A- Reinforcement Reinf.Req. Reinf. Shear Stress Shear Stress Stress Shear Stress Stress Req.for Req.for M/S(psi) Required (in2) Used (psi) M/Vd Fv(M/Vd<1) Fv(M/Vd<1) Fv(M/Vd=>1) Fv(M/Vd=>1) M/Vd<1 M/Vd>1 14.3 No 0.0 2#6 4.5 0.68 55.3 49.4 NA NA No NA 36.8_ No 0.0 2#6 7.9_ 0.19 63.5 71.45 NA NA No NA 29.1 No 0.0 2#6 11.6 0.31 61.5 66.05 NA NA No NA 32.8 No 0.0 2#6 8.9 0.23 62.8 69.65 NA NA No NA -17.4 Yes -0.1 2#6 14.9 0.88 52 40.4 NA NA No NA -32.6 Yes -0.2 2#6 24.3 1.09 NA NA 50 35 NA No -17.2 Yes -0.1 2#6 24.5 0.85 52.5 41.75 NA NA No NA -13.7 Yes 0.0 2#6 3.1 7.62 NA NA 50 35 NA No -32.6 Yes 0.0 2#6 10.8 3.94 NA NA 50 35 NA No -55.4 Yes -0.1 2#6 7.2 5.44 NA NA 50 35 NA No -32.6 Yes 0.0 2#6 10.8 3.94 NA NA 50 35 NA No -55.4 Yes -0.1 2#6 7.2 5.44 NA NA 50 35 NA No 22.1 No 0.0 2#6 0.6 5.72 NA NA 50 35 NA No 10.6 No 0.0 2#6 1 9.22 NA NA 50 35 NA No • 10.6 No 0.0 2#6 1 9.22 NA NA 50 35 NA No -38 Yes -0.1 2#6 7.4 2.67 NA NA 50 35 NA No --� -275.1 Yes -0.4 2#6 33.1 3.61 NA NA 50 35 NA No -1294 Yes -1.3 4#6 97.5 5.14 NA NA 50 35 NA Yes -50.2 Yes -0.1 2#6 7 5.14 NA NA 50 35 NA No -198 Yes -0.1 2#6 12.3 8.76_ NA NA 50 35 NA No 16.1 No 0.0 2#6 6.1 0.18 63.7 71.9 NA NA No NA 11.8 No 0.0 2#6 6.3 0.51 58.2 57.05 NA NA No NA _ _ -77.8 Yes -0.2 2#6 20.7 2.1 NA NA 50 35 NA No - _ -76.9 Yes -0.2 2#6 20.2 2.14 NA NA 50 35 NA No _ -17.5 Yes -0.1 2#6 17.3 0.67 55.5 49.85 NA NA No NA ' -32.5 Yes -0.1 2#6 10 1.83 NA NA 50 35 NA No 3.8 No 0.0 2#6 8.9 0.85 52.5 41.75 NA NA No NA -9.6 Yes -0.1 2#6 10.6 1.05 NA NA 50 35 NA No -12.5 Yes -0.1 2#6 28.3 0.48 58.7 58.4 NA NA No NA -16.9 Yes -0.1 2#6 21.6 0.9 51.7 39.5 NA NA No NA -6.8 Yes 0.0 2#6 18.8 1 NA_ NA 50 35 NA No 13.7 No 0.0 2#6 17.1 0.79 53.5 44.45 NA NA No NA -2.1 Yes 0.0 2#6 20.9 0.81 53.2 43.55 NA NA No NA -13.6 Yes 0.0 2#6 13.7 1.62 NA NA 50 35 NA No 18.8 No 0.0 2#6 16.5 0.67 55.5 49.85 NA NA No NA -23.3 Yes -0.2 2#6 46.4 0.61 56.5 52.55 NA NA No NA -307.5 Yes -0.7 2#6 48.1 2.54 NA NA 50 35 NA Yes 8.2 No 0.0 2#6 3.7 1.49 NA NA 50 35 NA No 5.9 No 0.0 2#6 3.9 1.25 NA NA 50 35 NA No I Project Sheet#-7 Ntocatlon: S\J I Consulting Engineers ph:971.221.4378 Client: Job# fx:503.848.8748 Date: By: l • ' Ct ir► w h-[-. C).. t5t,(Z09_4 4 . 4444,Ay . _. I it -.-yea 4. _w c_ _ .. ..--::7^. - '41 3' ----4 ''' . 0‘5.; . i ..,(AA ._.. : -, . r . - - I .,- �.3,c �.e-.r: _378 - tat). WAN .. -. r . _ ... -L. i/ . ..I . • 1 _ : *1---__i___4 : ,- _t - _. . WiNe p- 54....u.R.e_ 'ow Pt 1, 15/ C -4 t4 - - __ •st ' lsS MR _. 9;°, ' ;.. jr=..L o• coq -4 fi:�.5' _. "�-- ' - _ ... _ ,_:: .,. '6.. ': ' 1 1+,..15 4/, '6.11.4. ...: Fli 11. 11.... ._'," ' . ' Psi (tt` 6�'1(I +_6" (25 � lbzi.- 10 . _, AI-k - . - . ' Inez' , •• 111 1" 410 &. _ E : : . , . . PI)L. r 604")..L . , )-(c,sir : ,..6.,k [ , ,, : : : : : : _ . D., . 1 Li"-. �J � . P, L_E tt ,D': -. �� ].. .. 'O 8 -.7.-.. 3 5/.. .- ■ Project: Sheet# N Location: lil)8 Consulting Engineers ■ ph:971.222.4378 Client Job# ft:503.848.8748 Date: By: 1•j . C—t-ei6 WiD1' _ IFT li 6 ./ r 'd` J p k_ : 2S x: '3 l' _. 87 5 ; I t� tiH P3.- ,,� 1 Pty F �__. , r_. 1)2_6t.:.: Xis , 6vo ' 13- _ _. � . . - .... ...._ti....ift....._._.[.. SP.A...3 t‘4 - - ' i --41-- ViS + 6 € 41F;Ci. C, PO?... t'--rr- A-ci44, ewirgcPt-t_t_ btemIT. : : MBA, a1 kt�S Syr C9 M , } - - -- Al. C-i . .g.. I'D.- zz ;. : i e' II 7 Tit-t..., 16'6; 1. 0 6t 1 45 .y .:Z 7_y P t _.- . - k. . .• . _ I _ L EI ._ `- :Ft* r... . . 1 ' N . , A ?-■b V1,1 o R. M:.� b; Wj I F T) . - _ li ._ 11 tt P.►bt... _ 4.7.7.4 ,e. su = 1,,,, f.1 . 1 -?,ck_ - VT/z-k z.5.----- 1 1> Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: Sw c and then using the"Printing& Project Notes Title Block"selection. Title Block Line 6 Printed: 11:20?61 Masonry Slender Wall File:C:\Documents and Settings\SlimlDesktoplhamoudi.ec6 ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid p.1 S4 General Information Calculations per ACI 530-08/MSJC 2009 Sec. 3.3.5, IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 10 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 9.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 4.813 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar. .. Max%of P bal. = 0.50 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 48 in Block Weight Normal Weight Upper Level Rebar. . . Wall Weight = 104.0 psf Bar Size # 6 Wall is Solid Grouted Bar Spacing 48.0 in Two-Story Wall Dimensions A 1st Story Height = 13.330 ft B 2nd Story Height = 13.40 ft C . Roof Attachment C Parapet height = 2.0 ft — Wall Support Condition Top& Bottom Pinned — Initial Lateral Disp.@ Top Support in B . 2nd Attachment A . Floor Attachment _ Vertical Loads — Vertical Uniform Loads... (Applied per foot of Stnp Width) DL:Dead Load Lr:Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentricity 6.813 in 0.70 0.8750 k/ft Concentric Load k/ft Mid-Height Vertical Uniform Loads. . . (Appiied per foot of snip Width, :Dead Load Lr:Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentncity 6.813 in 0.9750 0.60 k/ft Concentric Load k/ft Lateral Loads Full area WIND load 16.230 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 56.30 psf Seismic Wall Lateral Load 56.30 psf Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: SW to and then using the"Printing& Project Notes Title Block"selection. Title Block Line 6 Printed 28 FEB 2612.1 20AM Masonry Slender Wall File:C:IDocumentsand Settings\Slim\Desktoplhamoudi.ec6 ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver.6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid p.1 S4 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5536 1. +1.20D+0.50L+0.20S+E Max Mu -1.698 k-ft Phi'Mn 3.068 k-ft PASS Service Deflection Check Min.Defl.Ratio 641.68 Max Allow Ratio 150.0 D+0.5(L+Lr)+0.7E Max.Deflection 0.2493 in Max.Allow.Defl. 1.072 in PASS Axial Load Check Max Pu/Ag 27.777 psi 0.02*Pc 300.0 psi +1.20D+0.50L+0.50S+1.60W at 13.33 to 13.78 PASS Reinforcing Limit Check Controlling As/bd 0.001905 As/bd= 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 0.9419 k-ft Minimum Phi Mn 2.276 k-ft +1.40D Maximum Reactions... forLoad Combination.... Top Horizontal E Only 0.4065 k Base Horizontal E Only 0.2830 k Mid-Ht Horizontal E Only 0.9280 k Vertical Reaction D+L+S 6.174 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal 4 k k-ft k-ft k-ft rl'2 ::'..s:2 +1.40D at 26.28 to 26.73 1.336 34.560 0.94 0.56 0.88 4.07 0.110 0.188 0.0019 0.0053 +1.20D+0.50Lr+1.60L at 13.33 to 13.78 2.762 34.560 0.94 0.72 0.86 3.02 0.110 0.110 0.0019 0.0053 +1.20D+1.60L+0.50S at 13.33 to 13.78 3.200 34.560 0.94 0.78 0.85 3.13 0.110 0.110 0.0019 0.0053 +1.20D+1.60Lr+0.50L at 13.33 to 13.78 2.762 34.560 0.94 0.53 0.86 3.02 0.110 0.110 0.0019 0.0053 +1.20D+1.60Lr-0.80W at 13.33 to 13.78 2.762 34.560 0.94 0.71 0.86 3.02 0.110 0.110 0.0019 0.0053 +1.20D+0.50L+1.60S at 26.28 to 26.73 2.546 34.560 0.94 1.27 0.86 4.62 0.110 0.205 0.0019 0.0053 +1.20D+1.60S+0.80W at 26.28 to 26.73 2.546 34.560 0.94 1.25 0.86 4.53 0.110 0.200 0.0019 0.0053 +1.20D+0.50Lr+0.50L+1.60W at 13.33 to 13. 2.762 34.560 0.94 1.06 0.86 3.02 0.110 0.110 0.0019 0.0053 +1.20D+0.50L+0.50S+1.60W at 13.33 to 13.7 3.200 34.560 0.94 1.11 0.85 3.13 0.110 0.110 0.0019 0.0053 +1.200+0.50L+0.20S+E at 13.33 to 13.78 2.938 34.560 0.94 1.70 0.86 3.07 0.110 0.110 0.0019 0.0053 +0.900+1.60W at 13.33 to 13.78 2.072 34.560 0.94 0.86 0.87 2.85 0.110 0.110 0.0019 0.0053 111 +0.90D+E at 13.33 to 13.78 2.072 34.560 0.94 1.47 0.87 2.85 0.110 0.110 0.0019 0.0053 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft ':n"4 it?'4 ,n'4 h; D+L+Lr at 7.55 to 8.00 4.477 0.94 0.24 891.70 57.02 57.024 0.102 1,572.3 D+L+W at 6.22 to 6.67 4.616 0.94 0.41 891.70 57.57 57.573 0.169 946.2 D+L+W+S/2 at 6.22 to 6.67 5.053 0.94 0.38 891.70 59.29 59.290 0.149 1,075.0 i D+L+S+W/2 at 22.26 to 22.71 2.248 0.94 0.51 891.70 59.91 59.912 0.116 1,380.7 ' ti D+L+S+E/1.4 at 5.78 to 6.22 5.537 0.94 0.69 891.70 61.16 61.159 0.230 695.9 D+0.5(L+Lr)+0.7W at 6.67 to 7.11 4.270 0.94 0.30 891.70 56.20 56.198 0.125 1,274.8 D+0.5(L+Lr)+0.7E at 5.78 to 6.22 4.362 0.94 0.68 891.70 56.57 56.566 0.249 641.7 Reactions-Vertical&Horizontal t Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.045 k 0.06 k 4.699 k S Only 0.0 k 0.056 k 0.05 k 0.911 k W Only 0.1 k 0.268 k 0.12 k 0.036 l; E Only 0.3 k 0.928 K 0.41 k 0.036 k D+L+Lr 0.0 k 0.047 K 0.07 k 5.299 k Title Block Line 1 Title: Job# You can change this area Engineer: using the"settings"menu item Project Desc.: /\k"‘‘ and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 ?rote(20 FEB 2012.11?0Afi Mason Slender Wall File:C:1 Documents and Settings l Slim 1 Desktop lhamoudi.ec6 Masonry ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver 6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid p.1 S4 Reactions-Vertical&Horizontal Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical @ Wall Base D+L+S 0.0 i, 0.101 > 0.12 i, 6.174 D+L+W+S12 0.1 r: 0.342 r. 0.02 I, 5.736 k D+L+S+W/2 0.1 0.235 k 0.06 s 6.174 i< D+L+S+E11.4 0.2 k 0.766 k 0.17 y 6.174 rs ill "Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: �w and then using the"Printing& Project Notes Title Block"selection. Title Block Line 6 Printed 28 FEB 2012.1218PM Masonry Slender Wall File:C:1Documents and Settings\Slim\Desktoplharnoudi.ec6 ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid 22(10"CMU)s-4 General Information Calculations per ACI 530-08/MSJC 2009 Sec. 3.3.5, IBC 2009, CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 10 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 9.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 7.0 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar. . . Max%of P bal. = 0.50 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 16.0 in Block Weight Normal Weight Wall Weight = 104.0 psf Wall is Solid Grouted One-Story Wall Dimensions A. Clear Height = 26.80 ft B Parapet height = 2.0 ft B Wall Support Condition Top & Bottom Pinned RoofA#tachmeM I A Floor Attachment Vertical Loads Vertical Uniform Loads. . . (Applied per foot of Ship Width) DL:Dead Load Lr:Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentricity 6.813 in 0.20 0.2250 k/ft Concentric Load k/ft Lateral Loads Full area WIND load 16.230 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 56.30 Psf Seismic Wall Lateral Load 56.30 psf Title Block Line 1 Title: Job# You can change this area Engineer: `7w`� using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes: Title Block"selection, Title Block Line 6 Primed:28 FEB 2012.12:18P1.1 Mason Slender Wall rile:C:1Documents and Settings\Slim\Desktopthamoudi.ec6 ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver.6.12:01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid 22(10"CMU)s-4 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5060 +0.900+E Max Mu 5.328 k-ft Phi*Mn 10.530 k-ft PASS Service Deflection Check Min.Defl.Ratio 186.16 Max Allow Ratio 150.0 D+ L+S+ E/1.4 Max.Deflection 1.728 in Max.Allow.Defl. 2.144 in PASS Axial Load Check Max Pu/Ag 21.892 psi 0.02*fc 75.0 psi +1.20D+1.6OS+0.8OW at 13.40 to 14.29 PASS Reinforcing Limit Check Controlling As/bd 0.003929 As/bd= 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 0.9419 k-ft Minimum Phi Mn 9.434 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.8712 k Base Horizontal E Only 0.7503 k Vertical Reaction D+L+S+W/2 3.456 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal k-ii k k_ 2 -, +1.400 at 25.91 to 26.80 0.000 8.640 0.94 0.16 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.20D+0.50Lr+1.60L at 25.91 to 26.80 0.000 8.640 0.94 0.14 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.20D+1.60L+0.50S at 25.91 to 26.80 0.000 8.640 0.94 0.20 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.20D+1.60Lr+0.50L at 25.91 to 26.80 0.000 8.640 0.94 0.14 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.20D+1.60Lr+0.80W at 13.40 to 14.29 2.162 8.640 0.94 1.31 0.90 10.88 0.330 0.366 0.0039 0.0053 +1.20D+0.50L+1.60S at 25.91 to 26.80 0.000 8.640 0.94 0.34 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.200+1.605+0.80W at 13.40 to 14.29 2.522 8.640 0.94 1.45 0.90 11.12 0.330 0.372 0.0039 0.0053 +1.200+0.50Lr+0.50L+1.60W at 12.51 to 13. 2.273 8.640 0.94 2.56 0.90 10.96 0.330 0.368 0.0039 0.0053 +1.20D+0.50L+0.50S+1.60W at 12.51 to 13.4 2.386 8.640 0.94 2.60 0.90 11.03 0.330 0.370 0.0039 0.0053 +1.20D+0.50L+0.20S+E at 12.51 to 13.40 2.318 8.640 0.94 5.48 0.90 10.99 0.330 0.369 0.0039 0.0053 +0.900+1.60W at 12.51 to 13.40 1.705 8.640 0.94 2.49 0.90 10.59 0.330 0.358 0.0039 0.0053 40.90D+E at 12.51 to 13.40 1.705 8.640 0.94 5.34 0.90 10.59 0.330 0.358 0.0039 0.0053 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-:`i k ct m"4 !n'4 ^"4 ;ti D+L+Lr at 15.19 to 16.08 1.616 0.94 0.07 891.70 217.52 217.524 0.033 9,848.0 D+L+W at 13.40 to 14.29 1.802 0.94 1.60 891.70 218.92 218.917 0.702 458.4 D+L+W+S/2 at 13.40 to 14.29 1.914 0.94 1.64 891.70 219.76 219.758 0.720 446.8 D+L+S+W/2 at 13.40 to 14.29 2.027 0.94 0.91 891.70 220.60 220.598 0.403 797.6 D+L+S+E/1.4 at 13.40 to 14.29 2.027 0.94 3.97 891.70 220.60 220.598 1.728 186.2 D+0.5(L+Lr)+0.7W at 13.40 to 14.29 1.802 0.94 1.14 891.70 218.92 218.917 0.501 642.3 D+0.5(L+Lr)+0.7E at 13.40 to 14.29 1.802 0.94 3.79 891.70 218.92 218.917 1.658 194.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 x 3.231 k S Only 0.0 k 0.00 k 0.261 i< W Only 0.2 k 0.25 v 0.036 k E Only 0.8 k 0.87 k 0.036 k D+L+Lr 0.0 k 0.00 i, 3.231 k "Title Block Line 1 Title: Job# • You can change this area Engineer using the"Settings"menu item Project Desc.: LW lu and then using the"Printing& Title Block'selection. Project Notes Title Block Line 6 Primed:28 FEB 2012.12•18Pk1 Masonry Slender Wall File:c:IDocuments aid 5edin9stslimlDesldopUtamoudi.ec6 ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver.6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid 22(10"CMU)s-4 Reactions•Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D+L+S 0.01 k 3.456 k D+L+W+Sl2 0.2 r, 0.25 k 3.344 k D+L+S+W/2 0.1 F: 0.12 k 3.456 k D+L+S+El1.4 0.5 k 0.62 k 3,456 Title Block Line 1 Title: Job# You can change this area Engineer: Sw i(7 using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes: Title Block'selection. title Block Line 6 Panted:28 FEB 2012.1222PM File:Monuments and Settings\Slim\Desktoplhamoudi.ec6 Masonry Slender Wall ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid M11/2(10"CMU)s-4 General Information Calculations per ACI 530-08/MSJC 2009 Sec.3.3.5,IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 10 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 9.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Reber"d"distance 7.0 in Minimum Vertical Steel% = 0.0020 Em=f m' = 900.0 Lower Level Rebar... Max%of p bal. = 0.50 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 16.0 in Block Weight Normal Weight Wall Weight = 104.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 26.670 ft #o.,° ",.: , = t ' "' " _ i.t x s ^*fit+ 1 "' B Parapet height = 2.0 ft B _ ' `: V Wall Support Condition Top& Bottom Pinned � A "1 f t� Y x w d" ,^ . it J ' t r r 4 4 >Y r n . . y �4 q ,4;,,ifm ; FK V A . �iYY v A 4 az a r": .? ',,. 'na%� a '0 3 4 i :.t1 ,,,,,,,.1.,-5,7.:a. ..i,,,,w; .- . .'2,!:-...a.xTz. ,44,-,7v,,- iPf`Tyr:+t'R"+2ni': Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Load LT:Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentricity 6.810 in 0.670 0.8380 k/ft Concentric Load Lateral Loads Full area WIND load 16.230 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 56.30 psf Seismic Wall Lateral Load 56.30 psf Title Block Line 1 Title: Job# You can change this area Engineer: / 1 using the"Settings"menu item Project Desc.: 7 and then using the"Printing& Project Notes: Title Block"selection. rifle Block Line 6 Pr:ntec:28 FEB 2012.12 22PM File:C:1Documents and Settings\Slim\Desktoplhamoudi.ec6 Masonry Slender Wall ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver.6,1201.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid M1/12(10"CMU)s-4 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination.. . Actual Values.. . Allowable Values.. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5121 +1.20D+0.50L+0.20S+E Max Mu 5.894 k-ft Phi'Mn 11.508 k-ft PASS Service Deflection Check Min.Defl.Ratio 171.21 Max Allow Ratio 150.0 D+ L+ S+ E/1.4 Max.Deflection 1.869 in Max.Allow.Dell. 2.134 in PASS Axial Load Check Max Pu/Ag 27.229 psi 0.02*fc 75.0 psi +1.200+0.50L+0.20S+E at 13.34 to 14.22 PASS Reinforcing Limit Check Controlling As/bd 0.003929 As/bd= 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 0.9419 k-ft Minimum Phi Mn 9.434 k-ft +1.40D Maximum Reactions. .. for Load Combination.... Top Horizontal E Only 0.8676 k Base Horizontal E Only 0.7466 k Vertical Reaction D+L+W+S/2 4.526 k Des_ign Maximum Co mbinations-Moments Axial Load Moment Values 0.6' Load Combination Pu 0.06'fc•b't Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal k k k-ft ;-t! k_t1 inr2 in'2 +1.40D at 25.78 to 26.67 0.000 8.640 0.94 0.53 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.20D+0.50Lr+1.60L at 25.78 to 26.67 0.000 8.640 0.94 1.22 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.200+1.60L+0.50S at 25.78 to 26.67 0.000 8.640 0.94 1.22 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.20D+1.60Lr+0.50L at 25.78 to 26.67 0.000 8.640 0.94 0.69 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.200+1.60Lr+0.80W at 13.34 to 14.22 2.718 8.640 0.94 1.51 0.90 11.24 0.330 0.375 0.0039 0.0053 +1.20D+0.50L+1.60S at 25.78 to 26.67 0.000 8.640 0.94 0.69 0.90 9.43 0.330 0.330 0.0039 0.0053 +1.200+1.60S+0.80W at 13.34 to 14.22 2.718 8.640 0.94 1.51 0.90 11.24 0.330 0.375 0.0039 0.0053 +1.200+0.50Lr+0.50L+1.60W at 13.34 to 14. 3.137 8.640 0.94 2.94 0.90 11.51 0.330 0.382 0.0039 0.0053 +1.200+0.50L+0.50S+1.60W at 13.34 to 14.2 3.137 8.640 0.94 2.94 0.90 11.51 0.330 0.382 0.0039 0.0053 +1.20D+0.50L+0.20S+E at 13.34 to 14.22 3.137 8.640 0.94 5.89 0.90 11.51 0.330 0.382 0.0039 0.0053 +0.90D+1.60W at 13.34 to 14.22 2.038 8.640 0.94 2.63 0.90 10.80 0.330 0.364 0.0039 0.0053 +0.90D+E at 12.45 to 13.34 2.122 8.640 0.94 5.49 0.90 10.86 0.330 0.365 0.0039 0.0053 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft K-Pt - in'4 sn*4 in`4 in D+L+Lr at 15.11 to 16.00 2.918 0.94 0.56 891.70 227.18 227.184 0.244 1,312.5 D+L+W at 13.34 to 14.22 3.103 0.94 2.09 891.70 228.54 228.536 0.898 356.4 D+I_+W+S/2 at 13.34 to 14.22 3.103 0.94 2.09 891.70 228.54 228.536 0.898 356.4 D+L+S+Wl2 at 13.34 to 14.22 3.103 0.94 1.30 891.70 228.54 228.536 0.569 562.1 D+L+S+E/1.4 at 13.34 to 14.22 3.103 0.94 4.44 891.70 228.54 228.536 1.869 171.2 D+0.5(L+Lr)+0.7W at 13.34 to 14.22 2.684 0.94 1.45 891.70 225.46 225.465 0.633 505.3 D+0.5(L+Lr)+0.7E at 13.34 to 14.22 2.684 0.94 4.16 891.70 225.46 225.465 1.768 181.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 3.688 S Only 0.0 k 0.00 - 0.036 W Only 0.2 0.25 0.036 E Only 0.7 K 0.87 ; 0.036 D+L+Lr 0.0 0.03 4.526 Title Block Line 1 Title: Job# You can change this area Engineer: W,� using the"Settings"menu item Project Desc.: 7 and then using the"Printing& Project Notes: Title Block"selection. i itle Block Line 6 Printed:28 FEB 2012.12:22PM File:C:1Documents and Settings\Slim1Desktoplhamoudi.ec6 Masonry Slender Wall ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: At grid M1//2(10"CMU)s-4 Reactions"Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D+L+S 0.0 k 0.03 I, 4.526 k D+L+W+S/2 0.2 : 0.22 k 4.526 k D+L+S+W/2 0.1 0.10 k 4.526 k D+L+S+E/1.4 0.6 k 0.60 4.526 k NBZ Locat Project: . Sheet# 148 ion: Consulting Engineers _ Client: Job# ph:971.222.4378 I ft:503.848.8748 Date: 'By 1 , 1 7/ r1t-At— TLV c S PA-N,5 — i Di E jr 1FT) . ._Ff. ._ ,1 41.3 pli- • ..b, .J4 •• ( t" 1 1 I ,__?.. .,,e . _ a ..,.._.— .--.2- , --. .22.SI ): 1 ---ri- -- ki 'JD Poia, % 1. ..,1 -i-- I -) I 1 i .....t..-.1Lz--. __.4.9F. 4...A......_ ?..3- 5.12e)_=.,__ _4_19_rliF.. 1 1 - - i - I A t k.■ (1....;?..)tcc2 t t\-LL I StAIE- 7 ‘.,t t;.,... # 1 /4 I ___,:rtellikl._. '.0_.N F'ici•.) — V,I 1, C MU. \V h....q..__ V - , 1 --- •--11-1 vo. ( -rgi5 Lui'Dif= F J dirici- F.s I 1 I z 1 , 1 I 1 xr /VT F.:"F 1 ; ; , 1 F'ItL,..... 'Lo :. s. 1 ( -z-Si, ' 22 p 1 ) z--- 1 I , 1 i I _. . i 1 1 i 1 , 1 I , I i i 1 • 1 I- i ........... _. 1 I 1 I 1 I 1 ■ 1 I ! ■ . 1 i 1 i , Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: S W\CI, and then using the"Printing& Project Notes: Title Block"selection. Title Block Line ?rintec 24 FEf12012.12 43Ph,1 Mason Slender Wall File:C:1Documents and SettingsI Slim\Desktoplharnoudi.ec6 ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description : typical 2-span 8"cmu S-5 General Information Calculations per ACI 530-08/MSJC 2009 Sec.3.3.5, IBC 2009,CBC 2010,ASCE 7-05 Construction Type Grouted Hollow Concrete Masonry Pm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.810 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar.. . Max%of p bal. = 0.50 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 48.0 in Block Weight Normal Weight Upper Level Rebar.. , Wall Weight = 84.0 psf Bar Size # 6 Wall is Solid Grouted Bar Spacing 48.0 in Two-Story Wall Dimensions A 1st Story Height = 13.330 ft B 2nd Story Height = 13.330 ft C Roof t l C Parapet height = 2.0 ft I Wall Support Condition Top & Bottom Pinned Initial Lateral Disp.@ Top Support in tf w r _--- B r 4F fi.4r f,`�°=r 2nd Attachment r A I Floor Attachment F Vertical Loads _ Vertical Uniform Loads.. . (Applied per toot of Strip Width) DL:Dead Load Lr:Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentricity 5.813 in 0.7310 0.450 k/ft Concentric Load k/ft Mid-Height Vertical Uniform Loads. . . lappr;ea perfo t of Stop math) DL:Dead Load Lr.Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentricity 5.813 in 0.2250 0.2810 kilt Concentric Load k/ft Lateral Loads Full area WIND load 16.230 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 - 49.30 Psf Seismic Wall Lateral Load 49.30 psi Title'Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: SW 10 and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 Printed:25 FEB 2012.12 43PM Masonry Slender Wall ENFile:C:1Documents and Settings1Srim\Desktop\hamoudi.ec6 ERCALC,INC.1983-2011,Build:6.12.01.12,Ver6.12.01.12 Lic.#.KW-06009328 Licensee:AZH Consulting Engineers Description: typical 2-span 8"cmu S-5 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5404 +1.20D+0.50L+0.20S+E Max Mu -1.233 k-ft Phi*Mn 2.281 k-ft PASS Service Deflection Check Min.Defl.Ratio 398.21 Max Allow Ratio 150.0 D+L+S+ E/1.4 Max.Deflection 0.4017 in Max.Allow.Defl. 1.066 in PASS Axial Load Check Max Pu/Ag 29.027 psi 0.02*fc 300.0 psi +1.20D+0.50L+0.50S+1.60W at 13.33 to 13.77 PASS Reinforcing Limit Check Controlling As/bd 0.002403 As/bd= 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 0.5911 k-ft Minimum Phi Mn 1.782 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.3542 k Base Horizontal E Only 0.2483 k Mid-Ht Horizontal E Only 0.8104 k Vertical Reaction D+L+S+W/2 4.130 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6' Load Combination Pu 0.06`fc*b*t Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal +1.40D at 26.22 to 26.66 1.311 27.360 0.59 0.50 0.88 2.80 0.110 0.163 0.0024 0.0053 +1.200+0.50Lr+1.60L at 26.22 to 26.66 1.124 27.360 0.59 0.42 0.88 2.77 0.110 0.163 0.0024 0.0053 +1.20D+1.60L+0.505 at 26.22 to 26.66 1.349 27.360 0.59 0.53 0.88 2.85 0.110 0.167 0.0024 0.0053 ■ +1.200+1.60Lr+0.50L at 26.22 to 26.66 1.124 27.360 0.59 0.42 0.88 2.69 0.110 0.158 0.0024 0.0053 +1.20D+1.60Lr+0.80W at 13.33 to 13.77 2.422 27.360 0.59 0.43 0.86 2.26 0.110 0.110 0.0024 0.0053 +1.20D+0.50L+1.60S at 26.22 to 26.66 1.844 27.360 0.59 0.77 0.87 2.97 0.110 0.170 0.0024 0.0053 +1.200+1.60S+0.80W at 25.77 to 26.22 1.888 27.360 0.59 0.75 0.87 2.96 0.110 0.168 0.0024 0.0053 +1.200+0.50Lr+0.50L+1.60W at 13.33 to 13. 2.422 27.360 0.59 0.74 0.86 2.26 0.110 0.110 0.0024 0.0053 +1.20D+0.50L+0.50S+1.60W at 13.33 to 13.7 2.647 27.360 0.59 0.76 0.85 2.30 0.110 0.110 0.0024 0.0053 +1.20D+0.50L+0.20S+E at 13.33 to 13.77 2.512 27.360 0.59 1.23 0.85 2.28 0.110 0.110 0.0024 0.0053 +0.900+1.60W at 13.33 to 13.77 1.817 27.360 0.59 0.66 0.87 2.15 0.110 0.110 0.0024 0.0053 +0.90D+E at 13.33 to 13.77 1.816 27.360 0.59 1.14 0.87 2.15 0.110 0.110 0.0024 0.0053 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k ft in-4 'r."4 n'4 ht D+L+Lr at 22.22 to 22.66 1.272 0.59 0.18 443.30 30.16 30.162 0.091 1,755.1 D+L+W at 21.33 to 21.77 1.347 0.59 0.34 443.30 30.34 30.342 0.195 820.9 D+L+W+S/2 at 21.33 to 21.77 1.572 0.59 0.40 443.30 30.88 30.883 0.237 673.8 D+L+S+W/2 at 21.33 to 21.77 1.797 0.59 0.37 443.30 31.42 31.419 0.227 704.1 D+L+S+E/1.4 at 21.33 to 21.77 1.797 0.59 0.70 443.30 31.42 31.418 0.402 398.2 D+0.5(L+Lr)+0.7W at 21.33 to 21.77 1.347 0.59 0.30 443.30 30.00 30.002 0.181 884.3 D+0.5(L+Lr)+0.7E at 21.33 to 21.77 1.347 0.59 0.57 443.30 30.00 30.001 0.335 477.2 Reactions-Vertical&Horizontal Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.039 k 0.04 K 3.399 k S Only 0.0 k 0.025 K 0.02 •_ 0.486 k W Only 0.1 k 0.267 k 0.12 r• 0.036 k E Only 0.2 k 0.810 k 0.35 k 0.036 k D+L+Lr 0.0 a 0.040 k 0.04 k 3.680 k Title Block Line 1 Title: Job# . You can change this area Engineer: ;1..0 2,‘ using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 Printec:28FEB 2012 12•431-1•,1 Mason ry Slender Wall ENFEilReCA:CLDo c C,INume n C.19ts 8 3-an2d 0 15e1t tiBngniisdl:S6l.im 12\.Des 01.1kto2,pVVeramu2d.0i1e6 .12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: typical 2-span 8"cmu S-5 Reactions-Vertical&Horizontal Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical @ Wall Base D+L+S 0.0 k 0.064 I. 0.06 4.130 k D+L+W+S/2 0.1 I. 0.321 0.06 3.905 k D+L+S+W/2 0.0 0.199 0.00 k 4.130 k D+L+S+E11.4 0.2 k 0.648 k 0.19 'r 4.130 k • Title Block Line 1 Title: Job# You can change this area Engineer: L2 king the"Settings"menu item Project Desc.. 71A1 and then using the"Printing& Project Notes: .itle Block"selection. rifle Block Line 6 Printed:28 FEB 2012 12'd-IPM Masonry Slender Wall ENFile:C:\DocumentsandSettings'Slim\Desktoplhamoudi.ec6 ERCALC,INC.1983-2011,Build:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: typical 1-span 8"cmu S-5 General Information Calculations per ACI 530-08/MSJC 2009 Sec.3.3.5,IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.810 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar.. . Max%of p bal. = 0.50 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 48 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 13.330 ft B Parapet height = 2.0 ft B Roof Attachment Wall Support Condition Top& Bottom Pinned — � 3 A Floor Attachment Vertical Loads Vertical Uniform Loads. . . (Applied per foot of Strip Width) DL:Dead Load Lr:Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentricity 5.813 in 0.2250 0.0 0.2810 k/ft Concentric Load k/ft Lateral Loads Full area WIND load 16.230 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 49.30 psf Seismic Wall Lateral Load 49.30 psf Title Block Line 1 Title: Job# You can change this area Engineer: 7 W.?j using the"Settings"menu item Project Desc.: and then using the Printing& Project Notes: Title Block'selection. Title Block Line 6 Pnntet 26 FEB 2012.12.14PM File:C:1Docurnents and Settings\Slim0Desktoplhamoudi.ec6 Masonry Slender Wall ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver6 12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: typical 1-span 8"cmu S-5 DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values.. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5252 +0.90D+E Max Mu 1.160 k-ft Phi*Mn 2.210 k-ft PASS Service Deflection Check Min.Defl.Ratio 180.07 Max Allow Ratio 150.0 D+L+S+E/1.4 Max.Deflection 0.8883 in Max.Allow.Defl. 1.066 in PASS Axial Load Check Max Pu/Ag 15.994 psi 0.02*fc 300.0 psi +1.20D+1.60S+0.80W at 8.00 to 8.44 PASS Reinforcing Limit Check Controlling As/bd 0.002403 As/bd= 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 0.5911 k-ft Minimum Phi Mn 1.782 k-ft +1.400 Maximum Reactions. . . for Load Combination.... Top Horizontal E Only 0.4346 k Base Horizontal E Only 0.3212 k Vertical Reaction D+L+S 1.830 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal p ft . +1.40D at 12.89 to 13.33 0.000 27.360 0.59 0.15 0.90 1.78 0.110 0.110 0.0024 0.0053 +1.20D+0.50Lr+1.60L at 12.89 to 13.33 0.000 27.360 0.59 0.13 0.90 1.78 0.110 0.110 0.0024 0.0053 +1.20D+1.60L+0.50S at 12.89 to 13.33 0.000 27.360 0.59 0.20 0.90 1.78 0.110 0.110 0.0024 0.0053 +1.200+1.60Lr+0.50L at 12.89 to 13.33 0.000 27.360 0.59 0.13 0.90 1.78 0.110 0.110 0.0024 0.0053 +1.20D+1.60Lr+0.80W at 7.11 to 7.55 1.099 27.360 0.59 0.37 0.90 2.33 0.110 0.128 0.0024 0.0053 +1.200+0.50L+1.60S at 12.89 to 13.33 0.000 27.360 0.59 0.35 0.90 1.78 0.110 0.110 0.0024 0.0053 +1.20D+1.60S+0.80W at 8.00 to 8.44 1.459 27.360 0.59 0.52 0.90 2.50 0.110 0.134 0.0024 0.0053 +1.20D+0.50Lr+0.50L+1.60W at 6.67 to 7.11 1.143 27.360 0.59 0.67 0.90 2.35 0.110 0.129 0.0024 0.0053 +1.20D+0.50L+0.50S+1.60W at 6.67 to 7.11 1.284 27.360 0.59 0.71 0.90 2.42 0.110 0.131 0.0024 0.0053 +1.20D+0.50L+0.20S+E at 6.22 to 6.67 1.244 27.360 0.59 1.22 0.90 2.40 0.110 0.131 0.0024 0.0053 +0.90D+1.60W at 6.67 to 7.11 0.858 27.360 0.59 0.64 0.90 2,21 0.110 0.124 0.0024 0.0053 +0.90D+E at 6.22 to 6.67 0.891 27.360 0.59 1.16 0.90 2.23 0.110 0.125. 0.0024 0.0053 Design Maximum Combinations•Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ti k-ft r"4 ,n^4 in-'4 n D+L+Lr at 7.55 to 8.00 0.878 0.59 0.07 443.30 25.06 25.060 0.068 2,350.8 D+L+W at 6.67 to 7.11 0.953 0.59 0.43 443.30 25.26 25.256 0.410 389.9 D+L+W+S/2 at 6.67 to 7.11 1.093 0.59 0.47 443.30 25.62 25.624 0.450 355.2 D+L+S+W/2 at 6.67 to 7.11 1.234 0.59 0.33 443.30 25.99 25.990 0.320 500.2 D+L+S+E/1.4 at 6.67 to 7.11 1.234 0.59 0.96 443.30 25.99 25.990 0.888 180.1 D+0.5(L+Lr)+0.7W at 6.67 to 7.11 0.953 0.59 0.32 443.30 25.26 25.256 0.307 520.5 D+0.5(L+Lr)+0.7E at 6.67 to 7.11 0.953 0.59 0.85 443.30 25.26 25.256 0.797 200.7 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 1.549 k S Only 0.0 k 0.01 -. 0.317 k W Only 0.1 k 0.14 k 0.036 k E Only 0.3 k 0.43 F. 0.036 D+L+Lr 0.0 k 0.01 i, 1.549 k Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: iii and then using the"Printing& Project Notes 'itle Block"selection. f itle Block Line 6 Printed:28 FEB 2012.12 44PM File:C:1Documents and Settings\SCm\Desktoplhamoudi.ec6 Masonry Slender Wall ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver.6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: typical 1-span 8"cmu S-5 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D+L+S 0.0 k. 0.02 k 1.830 k D+L+W+Sl2 0.1 ,, 0.13 k 1.689 k D+L+S+Wl2 0.1 K 0.05 k 1.830 k D+L+S+El1.4 0.2 k 0.30 I, 1.830 k NBZ Project: Sheet# Location: 5W Zr; Consulting Engineers ph:971122.4378 Client: Job# fir:503.848.8748 Date: By: • at'l4, O u`C- H Pty :E �e41:c,�v : ry .. 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P.5 Title: Job# Project:MET Community Center Dsgnr: Project Desc.: (-)W Z rr� Project Notes: Primed:3 MAR 2012.1110AM Ntao 4 Lic.II : KW-06009328 Licensee:AZH Consulting Engineers Description: 10'cmu WALLS AT POOL S-3 ',',AbllritlrijeafgMZ.aEIMIEIIIIM Calculations per ACI 530-08/MSJC 2009 Sec.3.3.5,IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm = 2.0 ksi Nom.Wall Thickness 10 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 9.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar'd"distance 4.813 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... Max%of P bal. = 0.50 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 16.0 in Block Weight Normal Weight Wall Weight = 104.0 psf Wall is Solid Grouted A Clear Height = 21.0 ft 7 I B Parapet height = ft B Wall Support Condition Top&Bottom Pinned I I A r'',,471.1 am+- µ r Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Load Lr:Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentricity 6.813 in 0.3780 0.4720 k/ft Concentric Load lc/ft n,1 ^t MA.*2 w Yxro-Ha+ 4#. •If_'iit' 4.4 r:.i I/ Full area WIND load 16.230 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight FP 1.0 56.30 psf Seismic Wall Lateral Load 56.30 psf I I I I I Title: Job# Project:MET Community Center Dsgnr. 9w Ll Project Desc.: Project Notes Printed: 3 MAR 2012.11.'CAM s a ..r rq 't.T. "gaT at n . af4 -x--- i P.� ,e 7 ,ax -,,.t i k } P'.''..1-41''-' ry Slender 1w!if ', , >- c s Masonry .- � `_� ����nh�.z >r� �t � a � '','L'....-:. .�,� . � ': Cis.#:KW-06009328 Licensee:AZH Consulting Engineers Description: 10"emu WALLS AT POOL S-3 ` ° � ' x Results reported for "Strip Width" of 12.0 in Governing Load Combination.. . Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4761 +1.20D+0.50L+0.20S+E Max Mu 3.557 k-ft Phi*Mn 7.472 k-ft PASS Service Deflection Check Min.Defl.Ratio 158.16 Max Allow Ratio 150.0 D + L+ S + E/1.4 Max.Deflection 1.593 in Max.Allow.Defl, 1.680 in I PASS Axial Load Check Max Pu/Ag 20.351 psi 0.06'fc 400.0 psi +1.20D+1.60S+0.80W at 11.90 to 12.60 PASS Reinforcing Limit Check Controlling As/bd 0.005714 As/bd= 0.50 rho bal 0.007127 +1.40D PASS Minimum Moment Check Mcracking 0.9419 k-ft Minimum Phi Mn 6.427 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.5911 k Base Horizontal E Only 0.5912 k Vertical Reaction D+L+S+W/2 3.034 k Axial Load Moment Values 0.6* i' Load Combination Pu 0 06*fc*b*t Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal --._.. ^..... k k.._.__ k-ft __.... k-ft - - k in A2 in ft +1.40D at 20.30 to 21.00 0.000 46.080 0.94 0.30 0.90 6.43 0.330 0.330 0.0057 0.0071 +1.20D+0.50Lr+1.60L at 20.30 to 21.00 0.000 46.080 0.94 0.26 0.90 6.43 0.330 0.330 0.0057 0.0071 20D+1.60L+0.50S at 20.30 to 21.00 0.000 46.080 0.94 0.39 0.90 6.43 0.330 0.330 0.0057 0.0071 +1.200+1.60Lr+0.50L at 20.30 to 21.00 0.000 46.080 0.94 0.26 0.90 6.43 0.330 0.330 0,0057 0.0071 +1.20D+1.60Lr+0.80W at 10.50 to 11.20 1.764 46.080 0.94 0.92 0.90 7.42 0.330 0.359 0.0057 0.0071 I +1.20D+0.50L+1.609 at 20.30 to 21.00 0.000 46.080 0.94 0.69 0.90 6.43 0.330 0.330 0.0057 0.0071 +1.20D+1.60S+0.80W at 11.90 to 12.60 2.344 46.080 0.94 1.23 0.90 7.74 0.330 0.369 0.0057 0.0071 +1.20D+0.50Lr+0.50L+1.60W at 10.50 to 11. 1.764 46.080 0.94 1.70 0.90 7.42 0.330 0.359 0.0057 0.0071 II +1.200+0.50L+0.509+1.60W at 10.50 to 11.2 2.000 46.080 0.94 1.79 0.90 7.55 0.330 0.363 0.0057 0.0071 +1.20D+0.50L+0.20S+E at 10.50 to 11.20 1.858 46.080 0.94 3.56 0.90 7.47 0.330 0.361 0.0057 0.0071 +0.900+1.60W at 10.50 to 11.20 1.323 46.080 0.94 1.63 0.90 7.18 0.330 0.352 0.0057 0.0071 +0.90D+E at 9.80 to 10.50 1.388 46.080 0.94 3.40 0.90 7.21 0.330 0.353 0.0057 0.0071 Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft in"4 in'4 '11'4 in D+L+Lr at 11.90 to 12.60 1.324 0.94 0.13 891.70 74.62 74.617 0.083 3,024.4 D+L+W at 10.50 to 11.20 1.470 0.94 1.08 891.70 74.99 74.992 0.646 390.0 ID+L+W+S/2 at 10.50 to 11.20 1.706 0.94 1.17 891.70 75.60 75.598 0.700 360.1 D+L+S+W/2 at 10.50 to 11.20 1.942 0.94 0.77 891.70 76.20 76.202 0.470 536.1 D+L+S+E/1.4 at 10.50 to 11.20 1.942 0.94 2.71 891.70 76.20 76.202 1.593 158.2 1 D+0.5(L-4.J)+0.7W at 10.50 to 11.20 1.470 0.94 0.79 891.70 74.99 74.992 0.477 528.4 D+0.5(L+Lr)+0.7E at 10.50 to 11.20 1.470 0.94 2.45 891.70 74.99 74.992 1.452 173.6 Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base__ ID Only 0.0 k 0.01 k 2.562 k Only 0.0 k 0.01 k 0.472 k S Only 0.2 k 0.17 k 0.000 k E Only 0.6 k 0.59 k 0.000 k D+L+Lr 0.0 k 0.01 k 2.562 k I Title: Job# Dsgnr: Project Desc.: SW 28 Project Notes: s . are . . _ , ... e . R N i s k a� 4TG fnFEdb.rA3M212.11r?e0AM 1 a sonry slender V1tl 198 3-2R11,Bud6.21.830,Ver6.11.9.33 1 Lic. #: KW-06009328 Licensee:AZH Consulting Engineers Description: 10"cmu WALLS AT POOL S-3 Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D+L+S 0.0 k 0.02 k 3.034 k D+L+W+S/2 0.2 k 0.16 k 2.798 k D+L+S+W/2 0.1 k 0.06 k 3.034 k D+L+S+E/1.4 0.4 k 0.41 k 3.034 k I' I' I' 1' I! ii 1i 1t 11 Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: W 2Ct and then using the"Printing& Title Block"selection. Project Notes Title Block Line 6 Printed 28 FEB 2012. 1 i)PMt Masonry Slender Wall File:C:IDocuments and Settings\Slim\Desktoplhamoudi.ec6 ENERCALC,INC.1983-2011,Buiid:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-05009328 Licensee :AZH Consulting Engineers Description: 10"cmu P-5 BTWN 39&41 S-3 General Information Calculations per ACI 530-08/MSJC 2009 Sec.3.3.5, IBC 2009,CBC 2010,ASCE 7-05 Construction Type Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 10 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 9.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 4.813 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar .. Max%of p bal. = 0.50 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 48.0 in Block Weight Normal Weight Wall Weight = 104.0 psf Wall is Solid Grouted One-Story Wall Dimensions - - I A Clear Height = 14.0 ft B Parapet height = ft B Wall Support Condition Top& Bottom Pinned Roof Attachment-- { A FloorAttachment Vertical Loads Lateral Loads Full area WIND load 16.230 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 56.30 Psf Seismic Wall Lateral Load 56.30 psf Endpoints from Base (Applied to full"STRIP Width") D Lr L E W top —tottom Distributed Lateral Load 0.09370 k/ft 14.0 7.50 k/ft Title Block Line 1 Title: Job# You can change this area Engineer: SW d using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 Printed.28 FEB 2012. 1.06PM Mason Slender Wall File:C:1Documentsand Settings\SlimlDesktoplhamoudi.ec6 ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: 10"cmu P-5 BTWN 39&41 S-3 DESIGN SUMMARY Results reported for"Strip Width"of 62.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6050 +0.90D+E Max Mu 8.359 k-ft Phi*Mn 13.815 k-ft PASS Service Deflection Check Min.Defl.Ratio 226.67 Max Allow Ratio 150.0 D+L+S+ E/1.4 Max.Deflection 0.7412 in Max.Allow.Defl. 1.120 in PASS Axial Load Check Max Pu/Ag 11.206 psi 0.02`fc 300.0 psi +1.40D at 5.13 to 5.60 PASS Reinforcing Limit Check Controlling As/bd 0.001905 As/bd= 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 4.866 k-ft Minimum Phi Mn 11.758 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal E Only 2.461 k Base Horizontal E Only 2.177 k Vertical Reaction 0+L+S+E/1.4 7.709 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6* Load Combination Pu 0.061'0b1 Mcr Mu , Phi Phi Mn As As Eff As Ratio rho bal I< k k-f1 kit 8-11 in^2 i,.., +1.40D at 5.13 to 5.60 1.291 34.560 0.94 0.00 0.90 3.11 0.110 0,132 0.0019 0.0053 +1.20D+0.50Lr+1.60L at 5.13 to 5.60 1.107 34.560 0.94 0.00 0.90 2.99 0.110 0.128 0.0019 0.0053 +1.200+1.60L+0.50S at 5.13 to 5.60 1.107 34.560 0.94 0.00 0.90 2.99 0.110 0.128 0.0019 0.0053 +1.20D+1.60Lr+0.50L at 5.13 to 5.60 1.107 34.560 0.94 0.00 0.90 2.99 0.110 0,128 0.0019 0.0053 +1.20D+1.60Lr+0.80W at 6.53 to 7.00 0.932 34.560 0.94 0.33 0.90 2.88 0.110 0.126 0.0019 0.0053 +1.200+0.50L+1.60S at 5.13 to 5.60 1.107 34.560 0.94 0.00 0.90 2.99 0.110 0.128 0.0019 0.0053 +1.20D+1.60S+0,80W at 6.53 to 7.00 0.932 34.560 0.94 0.33 0.90 2.88 0.110 0.126 0.0019 0.0053 +1.200+0.50Lr+0.50L+1.60W at 6.53 to 7.00 0.932 34.560 0.94 0.66 0.90 2.88 0.110 0.126 0.0019 0.0053 +1.20D+0.50L+0.50S+1.60W at 6.53 to 7.00 0.932 34.560 0.94 0.66 0.90 2.88 0.110 0.126 0.0019 0.0053 +1.20D+0.50L+0.20S+E at 7.00 to 7.47 0.874 34.560 0.94 1.64 0.90 2.84 0.110 0.125 0.0019 0.0053 +0.90D+1.60W at 6.53 to 7.00 0.699 34.560 0.94 0.65 0.90 2.73 0.110 0.122 0.0019 0.0053 +0.9004E at 7.00 to 7.47 0.655 34.560 0.94 1.62 0.90 2.70 0.110 0.121 0.0019 0.0053 Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-fi k-8 ir'4 n`'4 irr`4 - in D+L+Lr at 6.07 to 6.53 0.825 0.94 0.00 891.70 41.56 41.560 0.000 0.0 D+L+W at 7.00 to 7.47 0.728 0.94 0.41 891.70 41.12 41.119 0.262 642.3 D+L+W+S/2 at 7.00 to 7.47 0.728 0.94 0.41 891.70 41.12 41.119 0.262 642.3 D+L+S+W/2 at 7.00 to 7.47 0.728 0.94 0.21 891.70 41.12 41.119 0.131 1284.7 D+L+S+E/1.4 at 7.00 to 7.47 0.728 0.94 1.17 891.70 41.12 41.119 0.741 226.7 D+0.5(L+Lr)+0.7W at 7.00 to 7.47 0.728 0.94 0.29 891.70 41.12 41.119 0.183 917.6 D+0.5(L+Lr)+0.7E at 7.00 to 7.47 0.728 0.94 1.14 891.70 41.12 41.119 0.726 231.3 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 r•. 0.00 k 7.709 k S Only 0.0 r. 0.00 k -0.186 k W Only 0.6 k 0.59 k. 0.186 k E Only 2.2 k 2.46 k 0.186 k D+L+Lr 0.0 k 0.00 k 7.709 k Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: U�! and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 Paned:28 FEB 2012. 106Ptt Mason Slender Wall File:C:1 Documents and SetlingslSlim\Desktoplhamoudi.ec6 Masonry ENERCALC,INC.1983-2011,Build:6.12.01.12,Ver:6.12.01.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: 10'cmu P-5 BTWN 39&41 S-3 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D+L+S 0.0 0.00 i, 7.709 D+L+W+S/2 0.6 0.59 I< 7.709 D+L+S+Wl2 0.3 0.30 k 7.709 D+L+S+El1.4 1.5 1.78 r 7.709 I NBZ Project Sheet Consulting Engineers Location: ph:971122.4378 Client Job# fx:503.848.8748 Date: By: I 1( 19in -t- CX c>boo M 4 of 't6 �Ul►'L f-N)lot : I Art I f--(IS •A'.: c:M U w 41 ' ' T+. _ pew 10 L.4'r i Slit Lo/Cs� y m -7,-, . .�. S:4.. -3X2 `ec, 150 174 tt) - -, ., i . �•, r _ 3. . . Ii ri, ., 5C,. ,c �-3._ �1-$ � i l ( p - ? . _ . i i vUI►i1p t.ok0 • . . _' `"/ / I- 1 Pr H2\ "k. 0 1,L 4 (aN ,ow : iI C zq'C l U,r j ss u tt on) PIER- /Z g"_ '7 �.i.' "� -_ �+ tiers.);11 LJo'koS I + i 1` —. 131 7,Q s} x11'.A. � "--0.k i -- ��.5 1! 111 ii: _ 3' y, -.2S_r4i1 ,)';.;t .3.-°k . 1 � ; t;snOu ) . ._ f ! "1: D Vo w 3,04.1 SS ;� '(4) to k, 11L41‘G Pi�� tvl'jn-r4=2'--$- • _._____L_ j _. . �. � I : 1- . - Title: Job# . Dsgnr: Project Desc.: (- W. 2) Project Notes Printed 1 MAR 20!2,6:06PM Masonry Slender � .6; Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: 10"CMU AT GRID A S-1 M , r4: r ,: .r' Calculations per ACI 530-08/MSJC 2009 Sec.3.3.5,IBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 10 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 9.625 in Min Allow Out-of-plane Defl Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar"d"distance 6.50 in Minimum Vertical Steel% = 0.0020 Em=fm' = 900.0 Lower Level Rebar. .. Max%of p bal. = 0.50 Bar Size # 6 Grout Density = 140 pcf Bar Spacing 24.0 in Block Weight Normal Weight Wall Weight = 104.0 psf Wall is Solid Grouted•* ., s 'x w� r z - .0.3' d ....ss: .»A �? b ; "s4 frY A Clear Height = 26.667 ft B Parapet height = 2.0 ft B Wall Support Condition Top&Bottom Pinned — - A ertical oncentrated Loads... (Applied to full"Strip Width") DL:Dead Load Lr:Roof Live Load Lf:Floor Live Load S:Snow Load Beam Load#1 Eccentricity 6.813 in 10.650 3.70 k Dist.from Base ft Bearing Width 6.0 in Base Width 1.0 ft `‘.-5:',--.0'!:4)16.,bkst..; .c .. "'(1r 3114.'.i': :.s Full area WIND load 45.70 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 56.30 Psf Seismic Wall Lateral Load 56.30 pst Endpoints from Base (Applied to full"STRIP Wiolh') D Lr L E W — top 'ottom Distributed Lateral Load 0.2440 k/ft 28.660 23.167 k/ft Distributed Lateral Load 0.2440 k/ft 2.50 0.10 k/ft Title: Job# Project:MET Community Center Dsgnr: �� Project Desc.: Project Notes Pn 1ed 1 MAR 2012,6 06P!.1 Masonry Slender avail.x r ,,,,,,..,,,-4- . _. . A :K . ■it .; 1, ;. Lic.#:KW-06009328 Licensee :AZH Consulting Engineers Description. 10"CMU AT GRID A S-1 w b` �. : : , 7C':?„*0...,t.,,,;. Results reported for"Strip Width" of 32.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8275 +0.90D+1.60W Max Mu 15.362 k-ft Phi'Mn 18.566 k-ft PASS Service Deflection Check Min.Defl.Ratio 163.22 Max Allow Ratio 150.0 D+ L+W Max.Deflection 1.961 in Max.Allow.Defl. 2.133 in PASS Axial Load Check Max Pu/Ag 35.122 psi 0.06*fc 75.0 psi +1.40D at 0.89 to 1.78 PASS Reinforcing Limit Check Controlling As/bd 0.002821 As/bd= 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 2.512 k-ft Minimum Phi Mn 16.021 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal E Only 3.415 k Base Horizontal E Only 2.598 k Vertical Reaction D+L+S 22.30 k Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal +1.40D at 0.89 to 1.78 4.046 8.640 0.94 3.01 0.90 8.76 0.220 0.287 0.0028 0.0053 +1.200+0.50Lr+1.60L at 0.89 to 1.78 3.468 8.640 0.94 2.58 0.90 8.38 0.220 0.278 0.0028 0.0053 .20D+1.60L+0.50S at 0.89 to 1.78 3.468 8.640 0.94 2.95 0.90 8.38 0.220 0.278 0.0028 0.0053 +1.20D+1.60Lr+0.50L at 0.89 to 1.78 3.468 8.640 0.94 2.58 0.90 8.38 0.220 0.278 0.0028 0.0053 +1.20D+1.60Lr+0.80W at 15.11 to 16.00 1.692 8.640 0.94 2.11 0.90 7.20 0.220 0.248 0.0028 0.0053 +1.200+0.50L+1.60S at 0.89 to 1.78 3.469 8.640 0.94 3.74 0.90 8.38 0.220 0.278 0.0028 0.0053 +1.200+1.60S+0.80W at 0.89 to 1.78 3.467 8.640 0.94 3.17 0.90 8.38 0.220 0.278 0.0028 0.0053 +1.20D+0.50Lr+0.50L+1.60A at 14.22 to 15. 1.803 8.640 0.94 5.53 0.90 7.27 0.220 0.250 0.0028 0.0053 +1.200+0.50L+0.505+1.60W at 14.22 to 15.1 1.803 8.640 0.94 5.33 0.90 7.27 0.220 0.250 0.0028 0.0053 +1.20D+0.50L+0.20S+E at 14.22 to 15.11 1.803 8.640 0.94 4.31 0.90 7.27 0.220 0.250 0.0028 0.0053 +0.90D+1.60W at 13.33 to 14.22 1.435 8.640 0.94 5.77 0.90 7.02 0.220 0.244 0.0028 0.0053 +0.90D+E at 14.22 to 15.11 1.352 8.640 0.94 4.64 0.90 6.96 0.220 0.243 0.0028 0.0053 Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft In"4 in'4 1n"4 in D+L+Lr at 10.67 to 11.56 1.872 0.94 1.45 891.70 141.27 141.270 1.004 318.9 D+L+W at 13.33 to 14.22 1.595 0.94 3.13 891.70 139.26 139.260 1.961 163.2 D+L+W+S/2 at 14.22 to 15.11 1.502 0.94 2.96 891.70 138.59 138.588 1.792 178.6 D+L+S+0/12 at 17.78 to 18.67 1.132 0.94 0.78 891.70 135.88 135.882 0.223 1,432.2 D+L+S+E/1.4 at 14.22 to 15.11 1.502 0.94 2.57 891.70 138.59 138.588 1.523 210.1 D+0.5(L+Lr)+0.7W at 14.22 to 15.11 1.502 0.94 1.87 891.70 138.59 138.588 1.088 294.2 D+0.5(L+Lr)+0.7E at 14.22 to 15.11 1.502 0.94 2.88 891.70 138.59 138.588 1.800 177.8 immaimmoimimum Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.2 k 0.24 k 18.600 k Only 0.1 k 0.08 k 3.700 k W Only 1.6 k 1.88 k 0.000 k E Only 2.6 k 3.41 k 0.000 k D+L+Lr 0.2 k 0.24 k 18.600 k Title: Job# Project:MET Community Center Dsgnr: Project Desc.: SW Project Notes: Prirded: 1 MAR 2012,6:06PM Masonry .: Y, OICKERVEMO, v ���•' • �ERCA�G,INC 1983-2011.bui,a o 11' ,Vero 1 5 tic.#r KW-06009328 Licensee:AZH Consulting Engineers Description: 10'CMU AT GRID A S-1 Load Combination Base Horizontal Top Horizontal Vertical Q Wall Base D+L+S 0.3 k 0.32 k 22.300 k D+L+W+S/2 1.9 k 1.63 k 20.450 k D+L+S+W/2 1.1 k 0.64 k 22.300 k D+L+S+E/1.4 2.1 k 2.15 k 22.300 k Green Roof Dead Load=120 psf Roof Dead Load= 20 psf Pavers/Pedestal Deck Deal Load=85 psf Roof Live Load= 25 psf Floor Dead Load= 65 psf Floor Live Load= 40 psf Corridor&Comp.lab L 80 psf Assembly Area LL= 100 psf Library Stack= 150 psf ROOF 2nd FLOOR Dead Load Total Live Load Dead Load Total Live Load Total HSS Trib.Area Dead Surcharge Dead Live Load Surcharge Total Live Total DL& Mb-Area Dead Surcharge Dead Live Load Surcharge Total Live Total Dl& Gravity Column Footing Column Grid (ftz) Load(Lbs) (Lbs) Load(Lbs) (Lbs) (Lbs) Load(Lbs) LL(Lbs) (ftz) Load(Lbs) (Lbs) Load(Lbs) (Lbs) (Lbs) Load(Lbs) LL(Lbs) Load(Lbs) Size Type A-7.8 34 680 0 680 850 0 850 1530 34 2210 0 2210 1360 1360 3570 5100 6x6x1/4 A C-1 176 3520 0 3520 4400 0 4400 7920 176 11440_ 0 11440 7040 7040 18480 26400 6X6X1/4 B C-3 418 8360 0 8360 10450 0 10450 18810 418 27170 0 27170 16720 3640 20360 47530 66340 6X6X1/4 D C-6 418 8360 0 8360 10450 1618 12068 20428 418 27170 0 27170 16720 3640 20360 47530 67958 6X6X1/4 D C-8 180 3600 0 3600 4500 1250 5750 9350 180 11700 0 11700 7200 3640 10840 22540 31890 6X6X1/4 C D-4 250 5000 0 5000 6250 620 6870 11870 250 16250 0 16250 10000 700 10700 26950 38820 6X6X1/4 D D-9 398 7960 0 7960 9950 2000 11950 19910 398 25870 0 25870 15920 3315 19235 45105 65015 6X6X1/4 D E-8 291 5820 0 5820 7275 0 7275 13095 291 18915 0 18915 11640 11640 30555 43650 6X6X1/4 C E-9 206 4120 0 4120 5150 0 5150 9270 206 13390 0 13390 8240 8240 21630 30900 6X6X1/4 B F-2 270 5400 0 5400 6750 0 6750 12150 270 17550 0 17550 10800 10800 28350 40500 6X6X1/4 C F-4 460 9200 0 9200 11500 300 11800 21000 460 29900 0 29900 18400 4992 23392 53292 74292 6X6X1/4 D F-5 110 2200 0 2200 2750 0 2750 4950 110 7150 0 7150 4400 2800 7200 14350 19300 4X4X5/16 B F-5.5 55 1100 0 1100 1375 0 1375 2475 55 3575 0 3575 2200 2200 5775 8250 4X4X5/16 A F.6-5 60 1200 0 1200 1500 0 1500 2700 60 3900 0 3900 2400 1800 4200 8100 10800 6X6X1/4 B F.6-5.5 30 600 0 600 750 0 750 1350 30 1950 0 1950 1200 1200 3150 4500 6X6X1/4 B 6-4 245 4900 0 4900 6125 0 6125 11025 245 15925 1200 17125 9800 4542 14342 31467 42492 6X6X1/4 C TYPE A:3ftx3ft TYPE B:4ftx4ft TYPE C:Sftxsft TYPE D:6ftx6ft t/ • W Title: Job# Project:MET Community Center Dsgnr: 5W 31 Project Desc.: Project Notes: Pnnted:10 MAR 2C12, 47PM A: . ~ . it• -';ket;$11.9: Lic.# . KW-06009328 Licensee : AZH Consulting Engineers Description: Footing Type A bd Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 q Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.50 : 1 Min.Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= 0.0 ksf Use ftg wt for stability,moments&shears: Yes when maximum length or width is greater4 0.0 ft Include Pedestal Weight as DL : No II.C�-'n .'iR . a Width parallel to X-X Axis = 3 ft z Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 12.0 in Load location offset from footing center... ex:Prll to X-X Axis = 0.25 in Pedestal dimensions... "' X px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis = 0.0 in Height - 0.0 in rri Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in 9 Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 4.0 :�.. ,. Reinforcing Bar Sizr = # 6 r''h" `` ' h� .4.''i 4' .E. b Bandwidth Distribution Check (ACI 15.4.4.2) "" " ` "' Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 5.775 0.0 2.20 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k /-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title: Job# Project:MET Community Center Dsgnr: Q Project Desc.: S�)3 Project Notes: Punted 70 MAR 2012 10 47PM i .a� 5..'� �t�< a s`t.qt,.� s �sf r R 1 -'1 .. . w a 11:9't`:. Lic.#: KW-06009328 Licensee : AZH Consulting Engineers Description: Footing Type A lI S .W ' 14 4 i.1'.I Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.4292 Soil Bearing 1.073 ksf 2.50 ksf +D+L+H PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0,0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05772 Z Flexure(+X) 1.306 k-ft 22.621 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05772 Z Flexure(-X) 1.306 k-ft 22.621 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05773 X Flexure(+Z) 1.306 k-ft 22.621 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05773 X Flexure(-Z) 1.306 k-ft 22.621 k-ft +1.20D+0.50Lr•1.60L+1.60H PASS 0.08160 1-way Shear(+X) 7.741 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08613 1-way Shear(-X) 8.171 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08613 1-way Shear(+Z) 8.171 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.08613 1-way Shear(-Z) 8.171 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1597 2-way Punching 30.292 psi 189.74 psi +120D+0.50Lr+1.60L+1.60H Title: Job# Project:MET Community Center Dsgnr: SW 9 Project Desc.: 1 Project Notes: Printed:10 MAR 2012.11:29PM i.5 `^ - ..—..A,—;. ii....,._..., .......,w..,,t„a-- ....... iiii.44 '.""yia l,.iti .U. . :::Z:'•a,';.•,.�.-; ..w+A:'..: :.w.” ., .5:. ..A:.,'..: Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Footing Type B 7yx.aswh n� sae ,1 Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf, = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 : 1 Min.Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears: Yes when maximum length or width is greater4 ft Include Pedestal Weight as DL No Width parallel to X-X Axis = 4.0 ft z Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 12.0 in • Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete.. m at Bottom of footing = 3.0 in o Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Siz1 = # 6 ` �..,. 6! u s Mi Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a , #Bars required on each side of zone n/a a D Lr L S W E H P:Column Load = 21.630 8.240 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title: Job# Project:MET Community Center Dsgnr: 7W 4Q Project Desc.: 7 Project Notes: Pnnted:10 MAR 2012 1 I:29P.9 "rr'' '44 non"- 0) r a�,{ .� F,� .�`n'+ ' r" � a s ,,.� ,5 +r 1 : t -..- a -s k = 1 ,� �+'"�tG�W�w;a ..� �':in v�. ��.�:L�i.r�u�,':s, �.�., A.x 1,� .� r<�,� .e , � E'.'v�t. ..«. .:'Y.+.ar: Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Footing Type B > ;, - Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8048 Soil Bearing 2.012 ksf 2.50 ksf +D+L+H PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2299 Z Flexure(+X) 4.892 k-ft 21.274 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2299 Z Flexure(-X) 4.892 k-ft 21.274 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0.2299 X Flexure(+Z) 4.892 k-ft 21.274 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2299 X Flexure(-Z) 4.892 k-ft 21.274 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2929 1-way Shear(+X) 27.785 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2929 1-way Shear(-X) 27.785 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2929 1-way Shear(+Z) 27.785 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2929 1-way Shear(-Z) 27.785 psi 94,868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.6112 2-way Punching 115.97 psi 189.74 psi +1.20D+0.50Lr+1.60L+1.60H MI Title: Job# Project:MET Community Center Dsgnr: �w , Project Desc.: Project Notes: �,y� Printed 10 MAR 2012 11 30PM 70 + .;4444A -.t' u +"ri w .w.sf";:,:-y. ,,i.g w lam:ws,.t ... -. '<3 .c 77'.41 t ,,,t ;. ,- .:' Lic.#�:KW-06009328 Licensee :AZH Consulting Engineers Description: Footing Type C — c a a` �; ? .`+, 'c "' Ao. , Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values Pc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 :1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= ksf Use ftg wt for stability,moments&shears: Yes when maximum length or width is greater4 ft Include Pedestal Weight as DL : No Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft ____ Footing Thicknes = 16.0 in Pedestal dimensions... i. px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. I at Bottom of footing = 3.0 in II y v " r e' e Aa .1 t$ w t":...01-)1..".1.4.44.44--1: r:..w.. a M+,,11.'k. :s elg _a,::. + 'A 5,.'• Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Sizt = # 6 w Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a ,� D LT _ L S W E H P:Column Load = 31.50 14.340 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title: Job# Project:MET Community Center Dsgnr: Project Desc.: W A'L Project Notes: .s�� M Pnnted�10 AR 2012.1136PP,1 ,.• rn8.1ij1)Gel'SjlV3 di21f10CU^fP.hfeENG12(ikte NtiSffttetftiiG!KJdetti.2C6 General . . . , - ._� !mow.1:.Bu6a6.11 .3Q.1ter.6.11.s.3O Lic.•:KW-06009328 Licensee . AZH Consulting Engineers Description: Footing Type C Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8108 Soil Bearing 2.027 ksf 2.50 ksf +D+L+H PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3025 Z Flexure(+X) 7.592 k-ft 25.099 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3025 Z Flexure(-X) 7.592 k-ft 25.099 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3025 X Flexure(+Z) 7.592 k-ft 25.099 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3025 X Flexure(-Z) 7.592 k-ft 25.099 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2299 1-way Shear(+X) 21,806 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2299 1-way Shear(-X) 21.806 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2299 1-way Shear(+Z) 21.806 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2299 1-way Shear(-Z) 21.806 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4493 2-way Punching 85.241 psi 189.74 psi +1.200+0.50Lr+1.60L+1.60H Title: Job# Project:MET Community Center Dsgnr: Swtek'� Project Desc.: Project Notes: Punted'10 MAR 2012.11:42PP.1 Lic.#: KW-06009329 Licensee:AZH Consulting Engineers Description: Footing Type D Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.50 : 1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears: Yes when maximum length or width is greater4 ft Include Pedestal Weight as DL : No tKd .. .. _ .. _ . Kr/''wN1•;c. J. da.s s"y?+rs+tl4f' Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thicknes = 18.0 in Pedestal dimensions... x px:parallel to X-X Axis = in ' pz:parallel to Z-Z Axis = in Height = in n Rebar Centerline to Edge of Concrete.. 0. at Bottom of footing = 3.0 in o a><N II ..'7.,,-7.,,,,-,, i t Bars parallel to X-X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Sizi = # 6 ' ;°'• 1.444.''Y'"`"". $, a.o..N■Oio.i4.1 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a — #Bars required within zone n/a #Bars required on each side of zone n/a D Lr L S W E H P:Column Load = 53.30 23.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k /-z = k Title Job# Dsgnr: Project Desc.: w 4 Project Notes: Pinted 10 MAR 2012.11 42PM Genera! Footing ,C,, . ;r.s p�. ! : R Ct � t•9 ENERCALC,9 0.1983,2011.Butld.fi.'G'`..µ, _` Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Footing Type D DEStie �,� 6,-,^; '` ,•.4 Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9348 Soil Bearing 2.337 ksf 2.50 ksf +D+L+H PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3728 Z Flexure(+X) 12.593 k-ft 33.778 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3728 Z Flexure(-X) 12.593 k-ft 33.778 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3728 X Flexure(+Z) 12.593 k-ft 33.778 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3728 X Flexure(-Z) 12.593 k-ft 33.778 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2885 1-way Shear(+X) 27.367 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2885 1-way Shear(-X) 27.367 psi 94.868 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.2885 1-way Shear(+Z) 27.367 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2885 1-way Shear(-Z) 27.367 psi 94.868 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5665 2-way Punching 107.48 psi 189.74 psi +1.20D+0.50Lr+1.60L+1.60H Title: Job# Project:MET Community Center Dsgnr: Project Desc.: C?W45 Project Notes: Printed 18 APR 2012,d21PM Masonry Lintel FJe:E:iHAMOUD I MET CALLS PERMIT SET 04-17-20121 met footing deli 03_'F1-2/11.ed ENERCALC,INC.19B3-2011,Build:6.11.9.30,Ver.6.11.9.30 Lie.#:KW-06009328 Licensee:.AZH Consulting Engineers Description: LINTEL L1 General Information Calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-05 fm 2,500.0 psi Clear Span 20.0 ft Rebar Size 5 Fs 24,000.0 psi Lintel Depth 11.0 ft #Bars E/F 1 Em=fm* 750.0 Thickness 10 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Fix-Fix Btm Clear 6.0 in Block Type Normal Wt Equiv.Solid Thickness 9.60 in #Bar Sets 4 Lateral Wind Load 30.0 psf Wall Weight 104.0 psf Bar Spacing 6.0 in Lateral Wall Weiight Seismic Factor 0.560 E 1,875.0 ksi Shear Reinf Bar Size # 4 Calculate&include vertical lintel weight? Yes n 15.467 Shear Reinf Bar Spacing 16.0 in Left Edge Load Pt Load Right Edge ^ It Right 1 -f$5 bars e/f,4 sets used e . t 2011 scan Length _ I Point Loads Distance Dead Load Lf:Floor Live Lr:Roof Live S: now W:Wind E:Earthquake #1 3.0 ft 6.750 8.40 k #2 12.0 ft 6.750 8.40 k #3 ft k #4 ft k DESIGN SUMMARY Design OK Maximum Stress Ratios... vertical Lateral Combined Maximum Moment Actual Allowable k-ft fb/Fb 0.6916 0.8194 1.072 :1.00 Vertical Loads 103.81 k-ft 150.09 k-ft for Load Combination:+D+S+H fv/Fv 0.5278 0.08697 0.5349 :1.00 Lateral Loads 14.948 k-ft 18.244 for Load Combination: +D+0.70E+H Maximum Shear Actual Allowable Vertical Loads 32.90 psi 62.338 psi for Load Combination: +D+S+H Lateral Loads 4.349 psi 50.0 psi for Load Combination: +D+0.70E+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 inA2 As 1.240 in^2 rho 0.000511 rho 0.001202 np 0.007907 np 0.01860 - k:((np)^2+2np)^.5-np 0.1181 k:(np^2+2np)^.5-np 0.1752 j=1 -W3 0.9606 j=1 -k/3 0.9416 M:mas=Fb k j b d^2l2 595.91 k-ft M:mas=Fb k j b d"2/2 45.677 k-ft M:Stl=Fs As j d 150.09 k-ft M:Stl=Fs As j d 18.244 k-ft Detailed Load Combination Results 'oad Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D 67.39 150.09 19.89 62.34 0.00 18.24 0.00 50.00 +D+S+1-1 103.81 150.09 32.90 62.34 0.00 18.24 0.00 50.00 Title: Job# Project: MET Community Center Dsgnr: Project Desc.: sw 4b Project Notes: Printed:18 APR 2012.6.21 PM Masonry Lintel File:EAHAMOUDI MET CALLS PERMIT SET 04-17-201 footing design 03-1 -2011.ee6 y ENERCALC,INC.1983-2011,Buitd:6.11,9.30,Ver6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: LINTEL L1 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+0.750L+0.750S+H 94.71 150.09 29.65 62.34 0.00 18.24 0.00 50.00 +D+W+H 67.39 150.09 19.89 62.34 11.00 18.24 3.20 50.00 +D-1.0W+H 67.39 150.09 19.89 62.34 11.00 18.24 3.20 50.00 +D+0.70E+H 67.39 150.09 19.89 62.34 14.95 18.24 4.35 50.00 +D-0.70E+H 67.39 150.09 19.89 62.34 14.95 18.24 4.35 50.00 +D+0.750Lr+0.750L+0.750W+H 67.39 150.09 19.89 62.34 8.25 18.24 2.40 50.00 +D+0.750Lr+0.750L-0.750W+H 67.39 150.09 19.89 62.34 8.25 18.24 2.40 50.00 +D+0.750L+0.750S+0.750W+H 94.71 150.09 29.65 62.34 8.25 18.24 2.40 50.00 +0+0.750L+0.750S-0.750W+H 94.71 150.09 29.65 62.34 8.25 18.24 2.40 50.00 +D+0.750Lr+0.750L+0.5250E+H 67.39 150.09 19.89 62.34 11.21 18.24 3.26 50.00 +D+0.750Lr+0.750L-0.5250E+H 67.39 150.09 19.89 62.34 11.21 18.24 3.26 50.00 +D+0.750L+0.750S+0.5250E+H 94.71 150.09 29.65 62.34 11.21 18.24 3.26 50.00 +D+0.750L+0.750S-0.5250E+H 94.71 150.09 29.65 62.34 11.21 18.24 3.26 50.00 +0.600+W+1-I 40.44 150.09 11.93 62.34 11.00 18.24 3.20 50.00 1.60D-1.0W+H 40.44 150,09 11.93 62.34 11.00 18.24 3.20 50.00 +0.60D+0.70E+H 40.44 150.09 11.93 62.34 14.95 18.24 4.35 50.00 +0.60D-0.70E+H 40.44 150.09 11.93 62.34 14.95 18.24 4.35 50.00 Title: Job# Project:MET Community Center Dsgnr: Project Desc.: SW 41 Project Notes: Printed:18 APR 2012,6:21 PM Masonry Lintel ' File:t lf1AM0UDl MET CALCS PERMIT SET 04-17-20121mef footing design 03-11-2011.ec6 ENERCALC,INC.1983-2011,Build:6,11,9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: LINTEL L2 General Information Calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7.05 fm 2,500.0 psi Clear Span 12.0 ft Rebar Size 5 Fs 24,000.0 psi Lintel Depth 11.0 ft #Bars E/F 1 Em=fm* 750.0 Thickness 10 in Top Clear 6.0 in Wall Wt Mult 1.0 End Fixity Fix-Fix Btm Clear 6.0 in Block Type Normal Wt Equiv.Solid Thickness 9.60 in #Bar Sets 4 Lateral Wind Load 30.0 psf Wall Weight 104.0 psf Bar Spacing 6.0 in Lateral Wall Weiight Seismic Factor 0.560 E 1,875.0 ksi Shear Reinf Bar Size # 4 Calculate&include vertical lintel weight? Yes n 15.467 Shear Reinf Bar Spacing 16.0 in Left Edge Load Right Edge 1 Sc -#5 bars e/f,4 sets use - 12"s.. _ . . I 'Joint Loads Distance Dead Load Lf:Floor Live Lr:Roof Live S:Snow W:Wind E.Earthquake #1 6.0 ft 6.750 8.40 k #2 ft k #3 ft k #4 ft k DESIGN SUMMARY Design OK Maximum Stress Ratios... vertical Lateral Combined Maximum Moment Actual Allowable k-ft fb/Fb 0.2429 0.2950 0.3821 :1.00 Vertical Loads 36.453 k-ft 150.09 k-ft for Load Combination:+D+Sill fv/Fv 0.1910 0.05218 0.1980 :1.00 Lateral Loads 5.381 k-ft 18.244 for Load Combination: +0+0.70E+H Maximum Shear Actual Allowable Vertical Loads 11.906 psi 62.338 psi for Load Combination: +D+S+H Lateral Loads 2.609 psi 50.0 psi for Load Combination: +13+0.70E+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.620 in^2 As 1.240102 rho 0.000511 rho 0.001202 np 0.007907 np 0.01860 k:((np)^2+2np)".5-np 0.1181 k:(np"2+2np)^.5-np 0.1752 j=1 -k/3 0.9606 j=1 -k/3 0.9416 M:mas=Fb k j b d^2/2 595.91 k-ft M:mas=Fb k j b d^2/2 45.677 k-ft M:Stl=Fs As j d 150.09 k-ft M:Stl=Fs As j d 18.244 k-ft Detailed Load Combination Results 'oad Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D 23.85 150.09 8.44 62.34 0.00 18.24 0.00 50.00 +D+S+H 36.45 150.09 11.91 62.34 0.00 18.24 0.00 50.00 Title: Job# Project:MET Community Center Dsgnr: tt 4 Project Desc. Project Notes Printed:18 APR 2012,6 21P Masonry Lintel Fite:E:IHAMOUDI MET CALCS PERMIT SET 04-17-20121net footing design 03.11-2011.ec6 ENERCALC,INC.1983-2011,Buid:6.11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: LINTEL L2 Detailed Load Combination Results _ Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+0.750L+0.750S+H 33.30 150.09 11.04 62.34 0.00 18.24 0.00 50.00 +D+W+H 23.85 150.09 8.44 62.34 3.96 18.24 1.92 50.00 +0-1.0W+H 23.85 150.09 8.44 62.34 3.96 18.24 1.92 50.00 +D+0.70E+H 23.85 150.09 8.44 62.34 5.38 18.24 2.61 50.00 +D-0.70E+H 23.85 150.09 8.44 62.34 5.38 18.24 2.61 50.00 +D+0.750Lr+0.750L+0.750W+H 23.85 150.09 8.44 62.34 2.97 18.24 1.44 50.00 +D+0.750Lr+0.750L-0.750W+H 23.85 150.09 8.44 62.34 2.97 18.24 1.44 50.00 +D+0.750L+0.750S+0.750W+H 33.30 150.09 11.04 62.34 2.97 18.24 1.44 50.00 +0+0.750L+0.750S-0.750W+H 33.30 150.09 11.04 62.34 2.97 18.24 1.44 50.00 +D+0.750Lr+0.750L+0.5250E+H 23.85 150.09 8.44 62.34 4.04 18.24 1.96 50.00 +0+0.750Lr+0.750L-0.5250E+H 23.85 150.09 8.44 62.34 4.04 18.24 1.96 50.00 +D+0.750L+0.750S+0.5250E+H 33.30 150.09 11.04 62.34 4.04 18.24 1.96 50.00 +0+0.750L+0.750S-0.5250E+H 33.30 150.09 11.04 62.34 4.04 18.24 1.96 50.00 +0.60D+W+H 14.31 150.09 5.07 62.34 3.96 18.24 1.92 50.00 ),60D-1.0W+H 14.31 150.09 5.07 62.34 3.96 18.24 1.92 50.00 +0.60D+0.70E+H 14.31 150.09 5.07 62.34 5.38 18.24 2.61 50.00 +0.60D-0.70E+H 14.31 150.09 5.07 62.34 5.38 18.24 2.61 50.00 Title: Job# Project:MET Community Center Dsgnr: Project Desc.: �jwd p i Project Notes: Printed.18 APR 2012.6:22P1.1 Masonry Lintel Tile,E:IH 17-?A AMOUDI MET CALCS PERMIT SET Od- 121met fooling design 0311.2011,ec6 y ENERCALC,INC.1983-2011,Build:6.11,9.30,Ver..6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: LINTEL L3 General Information Calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-05 fm 2,500.0 psi Clear Span 9.0 ft Rebar Size 4.0 Fs 24,000.0 psi Lintel Depth 6.0 ft #Bars E/F 1 Em=fm* 750.0 Thickness 8 in Top Clear 3.0 in Wall Wt Mult 1.0 End Fixity Fix-Fix Btm Clear 6.0 in Block Type Normal Wt Equiv.Solid Thickness 7.60 in #Bar Sets 3 Lateral Wind Load 30.0 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Lateral Wall Weiight Seismic Factor 0.490 E 1,875.0 ksi Shear Reinf Bar Size # 4 Calculate&include vertical lintel weight? Yes n 15.467 Shear Reinf Bar Spacing 16.0 in • • Ld#1 • • Left Edge + + + Right Edge . 1 -k 4 bars elf,3 sets used • • fill • 4_ 9M Sp L,q, _ ♦ • 1 Uniform Loads Start X End X Dead Load Lf:Floor Live Lr:Roof Live S:Snow W:Wind E:Earthquake #1 ft 9.0 ft 0.260 0.160 k/ft #2 ft ft k/ft #3 ft ft k/ft #4 ft ft k/ft DESIGN SUMMARY Design OK Maximum Stress Ratios... Vertical Lae I Combined Maximum Moment Actual Allowable k-ft fb/Fb 0.1241 01708 0.2111 :1.00 Vertical Loads 6,237 k-ft 50.248 k-ft for Load Combination:+D+L+H fv/Fv 0.1050 0.03564 0.1109 :1.00 Lateral Loads 1.215 k-ft 7.114 for Load Combination: +D+W+H Maximum Shear Actual Allowable Vertical Loads 8.262 psi 78.689 psi for Load Combination: +D+L+H Lateral Loads 1.782 psi 50.0 psi for Load Combination: +D+W+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.40 inA2 As 0.60 inA2 rho 0.000795 rho 0.001320 np 0.01229 np 0.02042 k:((np)"2+2np)".5-np 0.1450 k:(np^2+2np)^.5-np 0.1827 j=1 -k/3 0.9517 j=1 -k/3 0.9391 M:mas=Fb k j b d"2/2 157.54 k-ft M:mas=Fb k j b d02/2 16.920 k-ft M:Stl=Fs As j d 50.248 k-ft M:Stl=Fs As j d 7.114 k-ft Detailed Load Combination Results lad Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D 5.16 50.25 6.83 78.69 0.00 7.11 0.00 50.00 +D+L+H 6.24 50.25 8.26 78.69 0.00 7.11 0.00 50.00 Title: Job# Project:MET Community Center Dsgnr: Project Desc.: '7U3 Project Notes: Printed:18 APR 2017,6 22PM Mason Lintel E,WAMOU©I MET CALCS PERNIT SET fl417-20121inet footing desi�©3.112011.ec6 . ENERCALC,INC.1983-2011 Odd:6.11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: LINTEL L3 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+0.750Lr+0.750L+H 5.97 50.25 7.90 78.69 0.00 7.11 0.00 50.00 +D+0.750L+0.750S+H 5.97 50.25 7.90 78.69 0.00 7.11 0.00 50.00 +D+W+H 5.16 50.25 6.83 78.69 1.21 7.11 1.78 50.00 +D-1.0W+H 5.16 50.25 6.83 78.69 1.21 7.11 1.78 50.00 +D+0.70E+H 5.16 50.25 6.83 78.69 1.17 7.11 1.71 50.00 +0-0.70E+1-1 5.16 50.25 6.83 78.69 1,17 7.11 1.71 50.00 +D+0.750Lr+0.750L+0.750W+H 5.97 50.25 7.90 78.69 0.91 7.11 1.34 50.00 +D+0.750Lr+0.750L-0.750W+H 5.97 50.25 7.90 78.69 0.91 7.11 1.34 50.00 +D+0.750L+0.750S+0.750W+H 5.97 50.25 7.90 78.69 0.91 7.11 1.34 50.00 +D+0.750L+0.750S-0.750W+H 5.97 50.25 7.90 78.69 0.91 7.11 1.34 50.00 +D+0.750Lr+0.750L+0.5250E+H 5.97 50.25 7.90 78.69 0.88 7.11 1.28 50.00 +D+0.750Lr+0.750L-0.5250E+H 5.97 50.25 7.90 78.69 0.88 7.11 1.28 50.00 +D+0.750L+0.750S+0.5250E+H 5.97 50.25 7.90 78.69 0.88 7.11 1.28 50.00 +D+0.750L+0.750S-0.5250E+H 5.97 50.25 7.90 78.69 0.88 7.11 1.28 50.00 ).600+W+H 3.09 50.25 4.10 78.69 1.21 7.11 1.78 50.00 +0.60D-1.0W+H 3.09 50.25 4.10 78.69 1.21 7.11 1.78 50.00 +0.60D+0.70E+H 3.09 50.25 4.10 78.69 1.17 7.11 1.71 50.00 +0.60D-0.70E+H 3.09 50.25 4.10 78.69 1.17 7.11 1.71 50.00 Title: Job# Project:MET Community Center Dsgnr: Project Desc.: S1U5I Project Notes: Posed'18 APR 2012,6 22PM --- Fle:£:WAMOUDI MET CALLS PERMIT SET 04-17-2012Unet footing design 0311-2011.ec6 Masonry Lintel ENERCALC,INC.1933-2011,Bend:6.11.9.30,Ver:6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: LINTEL L4 General Information Calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-05 fm 2,500.0 psi Clear Span 8.670 ft Rebar Size 4.0 Fs 24,000.0 psi Lintel Depth 6.0 ft #Bars E/F 1 Em=fm* 750.0 Thickness 8 in Top Clear 3.0 in Wall Wt Mult 1.0 End Fixity Fix-Fix Btm Clear 6.0 in Block Type Normal Wt Equiv.Solid Thickness 7.60 in #Bar Sets 3 Lateral Wind Load 30.0 psf Wall Weight 84.0 psf Bar Spacing 5.0 in Lateral Wall Weiight Seismic Factor 0.490 E 1,875.0 ksi Shear Reinf Bar Size # 4 Calculate&include vertical lintel weight? Yes n 15.467 Shear Reinf Bar Spacing 16.0 in Ld ff 1 ' • Left Edge + + +Right Edge 1: 'a. , :sets : • • miromenomernemor • • 1 Uniform Loads Start X End X Dead Load Lf:Floor Live Lr:Roof Live S:Snow W:Wind E:Earthquake #1 ft 9.0 ft 0.260 0.160 k/ft #2 ft ft let #3 ft ft k/ft #4 ft ft k/ft DESIGN SUMMARY Design OK Maximum Stress Ratios... vertical Lateral Combined Maximum Moment Actual Allowable k-ft fb/Fb 0.1152 0,1585 0.1959 :1.00 Vertical Loads 5.788 k-ft 50.248 k-ft for Load Combination:+D+L+H fv/Fv 0.1012 0.03434 0.1068 :1.00 Lateral Loads 1.128 k-ft 7.114 for Load Combination: +D+W+H Maximum Shear Actual Allowable Vertical Loads 7.959 psi 78.689 psi for Load Combination: +D+L+H Lateral Loads 1.717 psi 50.0 psi for Load Combination: +D+W+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0.40 in^2 As 0.60 in^2 rho 0.000795 rho 0.001320 np 0.01229 np 0.02042 k:((np)^2+2np)".5-np 0.1450 k:(np"2+2np)".5-np 0.1827 j=1-k/3 0.9517 j=1 -k13 0.9391 M:mas=Fb k j b d^212 157.54 k-ft M:mas=Fb k j b d^212 16.920 k-ft M:Stl=Fs As j d 50.248 k-ft M:Stl=Fs As j d 7114 k-ft Detailed Load Combination Results '.oad Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D 4.79 50.25 6.58 78.69 0.00 7.11 0.00 50.00 +D+L+H 5.79 50.25 7.96 78.69 0.00 7.11 0.00 50.00 Title: Job# Project:MET Community Center Dsgnr: Project Desc.: 9d15 Project Notes: Printed.18 APR 2012.5:22P1.1 Masonry Lintel "lie:E.II4AMO00I MET CALCS PERM1 T SET 04-17-20121met fooling design 03-11-2011.ec6 ENERCALC,INC.1983-2011,Build:6.11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description : LINTEL L4 Detailed Load Combination Results Load Combination Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi +D+0.750Lr+0.750L+H 5.54 50.25 7.61 78.69 0.00 7.11 0.00 50.00 +D+0.750L+0.750S+H 5.54 50.25 7.61 78.69 0.00 7.11 0.00 50.00 +D+W+H 4.79 50.25 6.58 78.69 1.13 7.11 1.72 50.00 +D-1.0W+H 4.79 50.25 6.58 78.69 1.13 7.11 1.72 50.00 +D+0.70E+H 4.79 50.25 6.58 78.69 1.08 7.11 1.65 50.00 +D-0.70E+H 4.79 50.25 6.58 78.69 1.08 7.11 1.65 50.00 +D+0.750Lr+0.750L+0,750W+H 5.54 50.25 7.61 78.69 0.85 7.11 1.29 50.00 +D+0.750Lr+0.750L-0.750W+H 5.54 50.25 7.61 78.69 0.85 7.11 1.29 50.00 +D+0.750L+0.750S+0.750W+H 5.54 50.25 7.61 78.69 0.85 7.11 1.29 50.00 +D+0.750L+0.750S-0.750W+H 5.54 50.25 7.61 78.69 0.85 7.11 1.29 50.00 +D+0.750Lr+0.750L+0.5250E+H 5.54 50.25 7.61 78.69 0.81 7.11 1.24 50.00 +D+0,750Lr+0.750L-0.5250E+H 5.54 50.25 7.61 78.69 0.81 7.11 1.24 50.00 +D+0.750L+0.750S+0.5250E+H 5.54 50.25 7.61 78.69 0.81 7.11 1.24 50.00 +D+0.750L+0.750S-0.5250E+H 5.54 50.25 7.61 78.69 0.81 7.11 1.24 50.00 0.60D+W+H 2.87 50.25 3.95 78.69 1.13 7.11 1.72 50.00 00.60D-1.0W+H 2.87 50.25 3.95 78.69 1.13 7.11 1.72 50.00 +0.60D+0.70E+H 2.87 50.25 3.95 78.69 1.08 7.11 1.65 50.00 +0,60D-0.70E+H 2.87 50.25 3.95 78.69 1.08 7.11 1.65 50.00 NBZ Project: sheet# Nte,I Location: "V IA A-Igo 102 -Ft Consulting Engineers ' Client: Job# ph:971.222.4378 fx:503.848.8748 Date: qlol f 'Lott, By: AA-2- I 1 l.x..;,<H, -roc-7i i0(. pr__ ((.4\t,) 1 ____, t q "c vu v \i,j <-.-t-■.. i f ..---"" [ , / 10//CP-14.4 WA-Ll. 1 :c. rx. 2-cov. r$ . c 14... p....Q0E- .1,L. 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I I 3 ; i QI O D DES WAY AT K>o- m In *' I ++ I I I i m 6• ___ri i , .,' /— — 1 "i®i�i .--1 - R ,I I Q FIRST FLOOR - i t -- + y s J I Q I I ••I ;1W T�°—°1 I NOTES: � p _ FRAMING/ r aNOIlAOE. 5(99607 perrq `� O i I . w :A ATMI I coal �y�,, g' 6D 00 I c;4r I I .I I[I E”°� I a FOUNDATION ft' �y� (- ® INDICATES FOOTING TYPE,REF a/55.01 i V< 'y I '"i / I 9i" 2- (XXX(*) INDICATES BOTTOM OF FOOTING ELEVATION PLAN• /I' I I I I I I I 3-SE1 10C-AX' INDICATES TOP OF CONCRETE SLAB ELEVATION — 0______ ---------il i- Div,---r----j-----rt----- -----r-----j-- i ,/ 4_ 6� INDICATES IO•CONCRETE WALL p t e / I I I I I I .•.1 i J /2k s- ® INDICATES 6•SOLID GROUTED CPU WALL ,- b �' I ELME LORAWM1 I 7T-S' I i j j 1°. E 1:1 `•.�i' •- ' INDICATES STEP IN ELEVATION (�P.3 ----- ---• I(- r j -- T I I TM 7- 6 $ B CN156 STEP BI WALL POO11NO REF 9/65.01 ----- I� I - —I-----�---- -----1 --h----I-- - ---- I a- �I+ SC4CATE6 SPAN 06ECT10N OF r-200A TYPE WTI STEEL DEC( I : W/2 14•CONCRETE TOPPING W/O(6-WI.4 X 1.4 WSW �i I hI I I •I i I 9 - TAC — — — — — — — ` _ / 7 TO,°*' 1 a y�+4/ I r 9- a a->«• W ICATE9 TOP OF CONCRETE SPOT ELEVATION i _ a —'e y/ 16- f '::� INDICATES EXTEND OF STEEL DECK W/219'ATE TOPPM------� -----.--- '—a It 2 — • — - I I I 100(99.0071 T.O.CHU 13 1 .' I 0(96.00') u•-c wr 1 — Iil\ I I I 1alaw • IS I(� 1 1; Am__ I W I , wr I ( I ITT 1 56'01 I ~Irk I or I c-r I 4141 I Fr TO ra I r-r ! ra i ! Mr 0071/r I 1 i I I I I I I l i ! I i I i I I • I I • I I I I I I I © FIRST FLOOR / FOUNDATION PLAN a■ OMNI 0 0 * * * * * * J 31 * 1/85=1'-cr ■°1= I— . W owe GO o■ery neM S2■01A 032 a I Masonary Walls Continuous Footings Design ITyp Roof Dead Load= 20 psf 10"CMU Wall= 160 psf Canopy Dead Load= 20 psf Soil Dead Load= 120 psf Green Roof Dead Load 120 psf 8"CMU Wall= 140 psf Canopy Live Load= 25 psf Slab on Grade DL= 150 psf Roof Snow Load 25 psf 10 Concrete Wall= 125 psf Allowable Soil Pressure= 2500 psf Slab on Grade LL= 100 psf I2nd Floor Dead Load 65 psf Allowable Soil Pressure= 3750 psf 2nd Floor Live Load: (for seismic load) Class Rooms = 40 psf Corridors= 100 psf I Library Stack= 150 psf Assembly Areas= 100 psf IWALL CONCRETE WALL BELOW SLAB ON GRADE&SOIL SURCHARGE ROOF SECOND FLOOR Seismic Calculated Trib Area Trib Area Total Load Seismic 2nd Floor Roof 2nd Floor Overturning FTG width Final FTG FTG Area Walla W(ft) T(in) H(ft) Wall(plf) T(in) H(ft) Wall(plf) (ft2) DL(Ibs) LL(Ibs) (ft2) DL(Ibs) LL(Ibs) Trib Area(ft2) DL(Ibs) LL(Ibs) F DL(plf) F LL(plf) (plf) Roof(k) (k) Height(ft) Height(ft) Mt(k-ft) (ft) width(ft) (ft2) W 1 31.5 10 21 3360 0 _ 0 0 3 405 300 19 380 475 0 0 0 4145 775 4920 11 0 19 0 209 2 3.5 117.25 W2 93 10 28.68 4588.8 10 10 1250 3 405 _ 300 32 640 800 14 910 560 7793.8 1660 9453.8 18.4 38 26.68 13.33 _ 997.452 3.8 4 380 W3 76 10 28.67 4587.2 10 10 1250 3 405 300 33.5 670 837.5 14 910 560 7822.2 1697.5 9519.7 49.9 18 26.67 13.33 1570.773 3.8 4 312 W4 95 10 28.67 4587.2 10 10 1250 3 405 300 33.5 670 837.5 9 585 360 7497.2 1497.5 8994.7 39.2 25.6 26.67 13.33 1386.712 3.6 3.5 339.5 WS 13 8 13 2080 0 0 0 3 405 300 0 0 0 5.25 341.25 210 2826.25 510 3336.25 11.85 0 11 0 130.35 1.3 2.5 37.5 W6 20 8 28.68 4588.8 0 0 0 3 405 300 8 160 200 8 520 320 5673.8 820 6493.8 17.5 _ 12.2 26.68 13.33 _ 629.526 2.6 4 96 W7 24.5 8 26.67 4267.2 0 0 0 3 405 300 10 200 250 10 650 400 5522.2 950 6472.2 22.6 14 24.67 13.33 744.162 2.6 4 106 I W8 4 8 28.68 4588.8 0 0 0 3 405 300 11.67 233.4 291.75 11.67 758.55 466.8 5985.75 1058.55 7044.3 0.75 0 26.68 13.33 _ 20.01 2.8 4 24 W9 5.33 8 28.68 4588.8 0 0 0 3 405 300 60 1200 1500 60 3900 2400 10093.8 4200 14293.8 1.5 2 26.68 13.33 66.68 5.7 4 45.32 W10 4 8 28.68 4588.8 0 0 0 3 405 300 11.67 233.4 291.75 11.67 758.55 466.8 5985.75 1058.55 7044.3 0.75 1 26.68 13.33 33.34 2.8 4 40 W11 5.33 8 28.68 4588.8 0 0 0 3 405 300 60 1200 1500 60 3900 2400 10093.8 4200 14293.8 1.5 2 26.68 13.33 66.68 5.7 4 45.32 I W12 4 8 28.68 4588.8 0 0 0 3 3 405 300 11.67 233.4 291.75 11.67 758.55 466.8 5985.75 1058.55 7044.3 0.75 1 26.68 13.33 33.34 2.8 4 24 W13 4 10 28.68 4588.8 D 0 0 405 300 20 400 500 0 0 0 5393.8 _ 800 6193.8 0.1 0.1 26.68 13.33 4.001 2.5 3.S 21 W14 2.67 10 28.68 4588.8 0 0 0 3 405 300 50 1000 1250 0 0 0 5993.8 1550 7543.8 0.1 0.1 26.68 13.33 4.001 3 3.5 16.345 W15 2.67 10 28.68 4588.8 0 0 0 3 405 300 50 1000 1250 0 0 0 5993.8 1550 7543.8 0.1 0.1 26.68 13.33 4.001 3 3.5 16.345 W16 10.5 10 28.68 4588.8 0 0 0 3 405 300 20 400 500 0 0 0 5393.8 800 6193.8 6 0 26.68 13.33 160.08 2.5 3.5 43.75 W17 5.5 8 26.67 4267.2 0 0 0 3 405 300 40 800 1000 20 1300 800 6772.2 2100 8872.2 4.6 6.5 24.67 13.33 200.127 3.5 4 46 W18 4 R 26.67 4267.2 0 0 0 3 405 300 26 520 650 5 325 200 5517.2 1150 6667.2 9.8 14 24.67 13.33 428.386 2.7 _ 4 24 W19 4 8 26.67 4267.2 0 0 0 3 405 300 30 600 750 5 325 200 5597.2 1250 6847.2 0.7 1 24.67 13.33 30.599 2.7 4 24 W20 2.67 8 26.67 4267.2 0 0 0 3 405 300 42 840 1050 42 2730 1680 8242.2 3030 11272.2 1 1 24.67 13.33 38 4.5 4 26.68 W21 62 8 _ 13.25 2120 0 0 0 3 405 300 5 100 125 0 0 0 2625 425 3050 22.9 0 11.25 13.33 257.625 1.2 3 192 WA 38 8 21 3360 10 10 1250 3 405 300 5 100 125 0 0 0 5115 425 5540 18.5 0 19 13.33 351.5 2.2 3.5 140 WA1 9 8 26.67 4267.2 10 10 1250 3 405 300 13.5 270 337.5 13.5 877.5 540 7069.7 1177.5 8247.2 4.54 6.8 24.67 13.33 202.6458 3.3 4 60 WA2 8.67 8 26.67 4267.2 10 10 1250 3 405 300 13.5 270 337.5 13.5 877.5 540 7069.7 1177.5 8247.2 3.9 6.8 24.67 13.33 186.857 3.3 4 74.68 WB 24 8 21 3360 0 0 0 3 405 300 5 100 125 5 325 200 4190 625 4815 13.5 18.5 19 13.33 503.105 1.9 3.5 91 WB1 14 10 26.67 4267.2 0 0 0 3 405 300 10 200 250 10 650 400 5522.2 950 6472.2 10.8 0 24.67 13.33 266.436 2.6 3.5 56 WC 32 8 28.67 4587.2 0 0 0 3 405 300 5 100 125 0 0 0 5092.2 425 5517.2 22 0 26.67 13.33 _ 586.74 2.2 3.5 119 WD 26 8 28.67 4587.2 0 0 0 _ 3 405 300 5 100 125 0 0 0 5092.2 425 5517.2 21.3 0 26.67 13.33 568.071 2.2 3.5 98 WE 39 8 28.67 4587.2 10 10 1250 3 405 300 5 100 125 16 1040 640 7382.2 1065 8447.2 34 51 26.67 13.33 1586.61 3.4 4 164 WE1 24 8 26.67 4267.2 10 10 1250 3 405 300 5 100 125 S 325 _ 200 6347.2 625 6972.2 21.66 10 24.67 13.33 667.6522 2.8 4 104 WF 20 8 28.68 4588.8 0 0 0 3 405 300 12 240 300 12 780 480 6013.8 1080 7093.8 10.6 12.3 26.68 13.33 446.767 2.8 4 88 WG 23.5 8 26.67 4267.2 0 0 0 3 405 300 22.5 450 562.5 22.5 1462.5 900 6584.7 1762.5 8347.2 10.42 14.1 24.67 13.33 445.0144 3.3 4 102 WH 23.5 8 26.67 4267.2 0 0 0 3 405 300 15 300 375 15 975 600 5947.2 1275 7222.2 14.1 15.8 24.67 13.33 558.461 2.9 4 102 WI 12 8 28.67 4587.2 0 0 0 3 405 300 15 300 375 15 975 600 6267.2 1275 7542.2 4 6 26.67 13.33 186.66 3 4 56 Wi 31.5 8 28.68 4588.8 0 0 0 3 405 300 20 _ 400 500 _ 15 975 600 6368.8 1400 7768.8 17.9 13.8 26.68 13.33 661.526 3.1 4 134 WK 30 8 26.67 4267.2 0 0 0 3 405 300 32 640 800 32 2080 1280 7392.2 2380 9772.2 34 51 24.67 13.33 1518.61 3.9 4 360 WL 9 8 28.67 4587.2 0 0 0 3 405 300 7 140 175 6 390 240 5522.2 715 6237.2 16.4 10 26.67 13.33 570.688 2.5 4 44 WM 8.75 8 13.33 2132.8 0 0 0 3 405 300 0 0 0 10 650 400 3187.8 700 3887.8 1 1 11.33 13.33 24.66 1.6 2.5 26.875 WN 8.75 8 12.33 1972.8 0 0 0 3 405 300 0 0 0 5 325 200 2702.8 500 3202.8 2.1 0 10.33 13.33 21.693 1.3 2.5 26.875 Masonary Walls Continuous Footings Design r".5 i M qsmax= gmax<qa= qsmin= gmin<qa= resisting .9•Mres/ Static Mt P/A+M/S 3750(psf) P/A-M/S 3333(psf) (k-ft) Mt Observation 654.6 1641.1 OK 1002.5 OK 1968.75 9.4 OK 6016.7 2479.5 OK 2147.9 OK 30987.6 31.1 OK 4056 2706.2 OK 1931.6 OK 20869.6 13.3 OK 5488.6 2769.6 OK 2264.3 OK 31093.5 22.4 OK 93.8 2546.2 OK -233.1 OK 248.3 1.9 OK 322.7 3303.7 OK -597.9 OK 1124 1.8 OK 468.2 3085.3 OK -93.5 OK 1614.55 2.2 OK 24 2007.8 OK 340.3 OK 64.8 3.2 OK 35.8 3543.6 OK -181.5 OK 177.489 2.7 OK 24 2093.6 OK -684.7 OK 64.8 1.9 OK 35.8 3543.6 OK _ -181.5 OK 177.489 2.7 OK 24 2563.2 OK -215.1 OK _ 64.8 1.9 OK 21 1370.3 OK 989.2 OK 58.4 14.6 OK 12.7 1547.3 OK _ 917.3 OK 33.642 8.4 OK 12.7 1547.3 OK 917.3 OK 33.642 8.4 OK 91.1 3243.7 OK -270.7 OK 318.15 2 OK 37.5 6397.5 Revise _ -4275.9 OK 125.95 0.6 NG 24 18960.6 Revise -16738.2 OK 59.6 0.1 NG 24 2416.2 OK _ -133,8 OK 60.4 2 OK 14.5 3748.8 OK _ -1492.6 OK 46.191 1.2 NG 2048 1110.7 OK 859.1 OK 4687.2 18.2 OK 933.3 1880.3 OK 1127.1 OK 3499.8 10 OK 80.7 3748.2 OK -1274 OK 315 1.6 OK 75.9 3419.3 OK -1504.4 OK 293.913 1.6 OK 394.3 2545.8 OK -6.1 OK 1176 2.3 OK 149.3 3402.6 OK -166.5 OK 557.2 2.1 OK 674.3 2353.8 OK 613.5 OK 2492.8 4.2 OK 457.3 2706 OK 221.5 OK 1669.2 2.9 OK 1120.7 3424.5 OK 593.1 OK 5311.8 3.3 OK 450.7 3090.3 OK 127.6 OK 1783.2 2.7 OK 322.7 2996.7 OK 227.8 OK 1190 2.7 OK 433.5 2949.7 OK 896.6 OK 1776.6 4 OK 433.5 2952.2 OK 375.7 OK 1602.7 2.9 OK 130.7 3044.3 OK 188 OK 474 2.5 OK 748.2 2710.4 OK 942.1 OK 3024 4.6 OK 682.7 3038.8 OK -1410.1 OK 3192 2.1 OK 80.7 8347.5 Revise -5795.9 OK 245.7 0.4 NG 48.2 1777.4 OK 754.2 OK 134.75 5.5 OK 48.2 1492.8 OK 592.7 OK 114.625 5.3 OK Title: Job# Project:MET Community Center Dsgnr: Project Desc.: F(f) Project Notes: Prinked-11 NAAR 2012 12541'.• .c.m + •:rz T- . h...s ..;i,,t:u. ?- J.,,, N,„&- ::$�ikf 6.t1:$�3fJ filer6.0t9.3i1- Lic.#: KW-06009328 Licensee . AZH Consulting Engineers Description: Wall Footing Type W1 tviriiiiTSPSOMEMMINIMMINE Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 (pi Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Footing Widtl = 3.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in !�ail S;.a .M'iw fir ka{ai:. Z �A�L.: f- ,4 . x- x SKF. E ... D Lr I. S W E H P:Column Load = 4.145 0.7750 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing x �" -s i, Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6223 Soil Bearing 1.556 ksf 2.50 ksf +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03461 Z Flexure(+X) 1.898 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.03461 Z Flexure(-X) 1.898 k-ft 54.826 k-ft +1.200+0.50Lr+1.60L+ PASS 0.1167 1-way Shear(+X) 11.073 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.1167 1-way Shear(-X) 11.073 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: Fl Project Desc.: f Project Notes: Printed'11 MAR 2012 12:54P".1 S +! k:- ,,RR• [-" _. ti `,. ,t. -:r f"`r..Xw.A "3, r,� ';:"fir ` Ati"F.79? t• ;j 4i=• `5 q$4.44.;;41.x± . , w . 311 ; -;.6::rwe..4 ' ry� P . > 4 „:c` T451.,,s..s,.t,,. .f.., ,:t „ lai ..sa.:, i Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type W1 Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 0.0 in 1.334 ksf 1.334 ksf 0.534 .+D+L+H 2.50 ksf 0.0 in 1.556 ksf 1.556 ksf 0.622 .+D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 1.50 ksf 1.50 ksf 0.600 .+D+0.750L+0.750S+H 2.50 ksf 0.0 in 1.50 ksf 1.50 ksf 0.600 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 1.50 ksf 1.50 ksf 0.600 +D+0.750L+0.750S+0.750W+H 2.50 ksf 0.0 in 1.50 ksf 1.50 ksf 0.600 +D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 1.50 ksf 1.50 ksf 0.600 r + ; 111 jx 2.50 ksf 0.0 in 1.50 ksf 1.50 ksf 0.600 Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO OvertuminI Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Slidm• Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 in"2 in^2 k-ft Status +1.40D 1.847 -X Bottom 0.0609 Calc'd Bendina 1.55 54.826 OK .+1.40D 1.847 +X Bottom 0.0609 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 1.898 -X Bottom 0.0626 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 1.898 +X Bottom 0.0626 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 1.898 -X Bottom 0.0626 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 1.898 +X Bottom 0.0626 Calc'd Bendina 1.55 54.826 OK +1.200+1.60Lr+0.50L 1.681 -X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60Lr+0.50L 1.681 +X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK .+1.200+0.50L+1.60S 1.681 -X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 1.681 +X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+0.50L+1.60W 1.681 -X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 1.681 +X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.50S+1.60W 1.681 -X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 1.681 +X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.20S+E 1.681 -X Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK + + Bottom 0.0554 Calc'd Bendina 1.55 54.826 OK Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu!Phi*Vn S tatus +1.400 10.775 osi 10.775 osi 10.775 osi 94.868 osi 0.1136 OK +1.20D+0.50Lr+1.60L+1.60H 11.073 osi 11.073 osi 11.073 osi 94.868 osi 0.1167 OK +1.200+1.60L+0.50S+1.60H 11.073 osi 11.073 osi 11.073 osi 94.868 osi 0,1167 OK +1.20D+1.60Lr+0.50L 9.81 osi 9.81 osi 9.81 osi 94.868 osi 0.1034 OK +1.200+0.50L+1.60S 9.81 osi 9.81 osi 9.81 osi 94.868 osi 0.1034 OK +1.20D+0.50Lr+0.50L+1.60W 9.81 osi 9.81 osi 9.81 osi 94.868 osi 0.1034 OK +1.20D+0.50L+0.50S+1.60W 9.81 osi 9.81 osi 9.81 osi 94.868 osi 0.1034 OK +1.20D+0.50L+0.20S+E 9.81 osi 9.81 osi 9.81 osi 94.868 osi 0.1034 OK Title: Job# Project:MET Community Center Dsgnr: F� Project Desc.: Project Notes: Rimed'11 MAR 2012.10 366AM Ilk :,'It F r x �:*71C 'd2d S,ie 1tiOFNERCAi c 07ati S c AG. 111, .1s.a er;5.t. •30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Walt Footing Type W2 i - . ,k:It;• t y ,::',2.$...,..,:„ Calculations per ACl 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 0.0 ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = 0.0 ksf AutoCalc Footing Weight as D,,�J,L : Yes when footing is wider than = 0.0 ft ,; p Footing Widt = 4.10 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in i AI 1 Co ACC-1`?T','-E C sl ::..' ���,X 1 -0 4 Foo-[i►.1 G Pit.. SIMINSWEIMMIIME D Lr L S W E H P:Column Load = 7.793 0.0 1.660 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k - M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft Vx applied = 0.0 in above top of footing `^a "'" Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9822 Soil Bearing 2.456 ksf 2.50 ksf +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08001 Z Flexure(+X) 4.387 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.08001 Z Flexure(-X) 4.387 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.2808 1-way Shear(+X) 26.634 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.2808 1-way Shear(-X) 26.634 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: Project Desc.: ci Project Notes: Pnnted 11 MAR 2012.10:36AM s rt r 7 ,-1: -s*4 ¢aM.+. v r4- rn '';','"44-t r"' * r:3 z ?� .t y a rrn Lic.#:KW-06009328 �-Licensee :AZH Consulting Engineers Description: Wall Footing Type W2 Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 0.0 in 2.051 ksf 2.051 ksf 0.820 .+D+L+H 2.50 ksf 0.0 in 2.456 ksf 2.456 ksf 0.982 .+D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 2.354 ksf 2.354 ksf 0.942 .+D+0.750L+0.750S+H 2.50 ksf 0.0 in 2.354 ksf 2.354 ksf 0.942 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 2.354 ksf 2.354 ksf 0.942 +D+0.750L+0.750S+0.750W+H 2.50 ksf 0.0 in 2.354 ksf 2.354 ksf 0.942 +D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 2.354 ksf 2.354 ksf 0.942 IIIIII I +H 2.50 ksf 0.0 in 2.354 ksf 2.354 ksf 0.942 '514, >t�' .,:.{ Units:k ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footin•Has NO Overtumin• Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Slidin Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side 1 or Top? in^2 in^2 in^2 k-ft Status .+1.400 4.11 -X Bottom 0.1361 Calc'd Bendina 1.55 54.826 OK .+1.40D 4.11 +X Bottom 0.1361 Calc'd Bendina 1.55 54.826 OK •+1.20D+0.50Lr+1.60L+1.60H 4.387 -X Bottom 0.1454 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 4.387 +X Bottom 0.1454 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 4.387 -X Bottom 0.1454 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 4.387 +X Bottom 0.1454 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 3.793 -X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK +1.200+1.60Lr+0.50L 3.793 +X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+1.60S 3.793 -X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+1.60S 3793 +X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+0.50L+1.60W 3.793 -X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 3.793 +X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 3.793 -X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1,60W 3.793 +X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.20S+E 3.793 -X Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK a + Bottom 0.1255 Calc'd Bendina 1.55 54.826 OK Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 24.952 osi 24.952 osi 24.952 osi 94.868 osi 0.263 OK +1.20D+0.50Lr+1.60L+1.60H 26.634 osi 26.634 osi 26.634 osi 94.868 osi 0.2808 OK +1.200+1.60L+0.50S+1.60H 26.634 osi 26.634 osi 26.634 osi 94.868 osi 0.2808 OK +1.200+1.60Lr+0.50L 23.027 osi 23.027 osi 23.027 osi 94.868 osi 0.2427 OK +1.20D+0.50L+1.60S 23.027 osi 23.027 osi 23.027 osi 94.868 osi 0.2427 OK +1.20D+0.50Lr+0.50L+1.60W 23.027 osi 23.027 osi 23.027 osi 94.868 osi 0.2427 OK +1.20D+0.50L+0.50S+1.60W 23.027 osi 23.027 osi 23.027 osi 94.868 osi 0.2427 OK +1.20D+0.50L+0.20S+E 23.027 osi 23.027 osi 23.027 osi 94.868 osi 0.2427 OK Title: Job# Project:MET Community Center Dsgnr: Flo Project Desc.: Project Notes: Pnnted-11 MAR 2012.12 13P _kJ„ ,�,. r ».. ..• s.d, xa*,x,". a-^ ,.Fr-.a7 a T441r71"gR.virfa ..T+ ;)4410= ix.". r.,2:a. . . ra v'riv.g.. `*Y. a ra {L,.s ;w ' 1 ''..,`26:*. +.. Lic.#: KW-06009328 Licensee AZH Consulting Engineers Description: Wall Footing Type W3 Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values ft:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min,Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft .. a :; Ems. Footing Widt = 4.10 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12'Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in 1 r- - w ,.. 1 roab :cam= r e s 1 D Lr L S W E H P:Column Load = 7.822 1.697 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9887 Soil Bearing 2.472 ksf 2.50 ksf +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0,0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08057 Z Flexure(+X) 4.417 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.08057 Z Flexure(-X) 4.417 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.2827 1-way Shear(+X) 26.820 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.2827 1-way Shear(-X) 26.820 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Dsgnr: 11 Project Desc.: Project Notes: Printed•11 MAR 2012.12:1 3PM r 1 5Erst �d a DOC2mnnt NER`At C rlafa Filet rfuitaafo,cni n�il/�d�e rsi'e�:'' K .9.3Oi'�. 30 �i Fort �.� ... •` `''" .`�. �,_ _ �_..,,. s...a_,...-.�..�.:a.�a:.!. �11 11.9. Uc. g KW-o6009328 Licensee : AZH Consulting Engineers Description: Wait Footing Type W3 (}eta Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 0.0 in 2.058 ksf 2.058 ksf 0.823 +D+L+H 2.50 ksf 0.0 in 2.472 ksf 2.472 ksf 0.989 +D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 2.368 ksf 2.368 ksf 0.947 .+D+0.750L+0.750S+H 2.50 ksf 0.0 in 2.368 ksf 2.368 ksf 0.947 +D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 2.368 ksf 2.368 ksf 0.947 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 0.0 in 2.368 ksf 2.368 ksf 0.947 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 2.368 ksf 2.368 ksf 0.947 1,,,� .1 • .1 11 I 2.50 ksf 0.0 in 2.368 ksf 2.368 ksf 0,947 . Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footin•Has NO Overtumin• r - :0, .ti-. ` ` 45 40r'a`at �Y$ ' Y Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footi • Has NO Sliding Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status +1.40D 4.123 -X Bottom 0.1365 Calc'd Bendina 1.55 54.826 OK ,+1.40D 4.123 +X Bottom 0.1365 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50Lr+1.60L+1.60H 4.417 -X Bottom 0.1464 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+1,60L+1.60H 4.417 +X Bottom 0.1464 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60L+0.50S+1.60H 4.417 -X Bottom 0.1464 Calc'd Bendina 1.55 54.826 OK ,+1.20D+1.60L+0.50S+1.60H 4.417 +X Bottom 0.1464 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60Lr+0.50L 3.81 -X Bottom 0.1261 Calc'd Bendino 1.55 54.826 OK ,+1.20D+1.60Lr+0.50L 3.81 +X Bottom 0.1261 Calc'd Bendino 1.55 54.826 OK ,+1.20D+0.50L+1.60S 3.81 -X Bottom 0.1261 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 3.81 +X Bottom 0.1261 Calc'd Bendino 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 3.81 -X Bottom 0.1261 Calc'd Bendina 1.55 54.826 OK +1,20D+0.50Lr+0.50L+1.60W 3.81 +X Bottom 0.1261 Calc'd Bendino 1.55 54.826 OK .+1,20D+0.50L+0.50S+1.60W 3.81 -X Bottom 0.1261 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50L+0.50S+1.60W 3.81 +X Bottom 0.1261 Calc'd Bendino 1.55 54.826 OK ,+1.20D+0.50L+0.20S+E 3.81 -X Bottom 0.1261 Calc'd Bendina 1.55 54.826 OK + I I I I I I +* Bottom 0.1261 Calc'd Bendina 1.55 54.826 OK 1 W ti Units k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 25.033 osi 25.033 DSi 25.033 osi 94.868 osi 0.2639 OK +1.20D+0.50Lr+1.60L+1.60H 26.82 osi 26.82 osi 26.82 osi 94.868 osi 0.2827 OK +1.200+1.60L+0.50S+1.60H 26.82 osi 26.82 osi 26.82 osi 94.868 osi 0.2827 OK +1.20D+1.60Lr+0.50L 23.133 osi 23.133 osi 23.133 osi 94.868 osi 0.2438 OK +1.20D+0.50L+1.60S 23.133 osi 23.133 osi 23.133 osi 94.868 DSi 0.2438 OK +1.20D+0.50Lr+0.50L+1.60W 23.133 osi 23.133 osi 23.133 osi 94.868 osi 0.2438 OK +1.20D+0.50L+0.50S+1.60W 23.133 osi 23.133 osi 23.133 osi 94.868 osi 0.2438 OK +1.20D+0.50L+0.20S+E 23.133 osi 23.133 osi 23.133 osi 94.868 osi 0.2438 OK Title: Job# I' Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Printed 11 MAR 2012.12!5PM ...-+.t Y:'' 4-S „'' T'4str yef, ,'::"^ s r�..A t4`x et "'4.,.A., s b" 7 a , f - fi ! x N �,. t. �:ry n,: te A+> *w• ` , " t+3 . r d4 as :t; 4 °.r _f . » n..., �t :. .a.. �d;� Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type W4 .;'< , .- "$ 4.4 Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values Pc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Footing Widt = 4.10 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in 4.H.. sr. .»r rlo r. . ro. iPl':iw• x 8 1'a w i2.-0-5/13 e y s 'k '` * `...144.2:M4414.+i.. . D Lr L S W E H P:Column Load = 7.497 1.497 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing .. °. , ` b3 .. ':,:-. - tr" ..N'=.7:4 Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9375 Soil Bearing 2.344 ksf 2.50 ksf +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07636 Z Flexure(+X) 4.186 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.07636 Z Flexure(-X) 4.186 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.2679 1-way Shear(+X) 25.417 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.2679 1-way Shear(-X) 25.417 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# C,Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Printed-11 MAP 2912 12'5Pb1 Wall `oo#% acaLC O rt ea�;as Lic.#:KW-06009328 Licensee :AZH Consulting Engineers Description: Wall Footing Type W4 p Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 0.0 in 1.979 ksf 1.979 ksf 0.791 .+D+L+H 2.50 ksf 0.0 in 2.344 ksf 2.344 ksf 0.938 .+D+0.750Lr+0.750L+H 2,50 ksf 0.0 in 2.252 ksf 2.252 ksf 0.901 .+D+0.750L+0.750S+H 2.50 ksf 0.0 in 2.252 ksf 2.252 ksf 0.901 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 2.252 ksf 2.252 ksf 0.901 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 0.0 in 2.252 ksf 2.252 ksf 0.901 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 2.252 ksf 2.252 ksf 0.901 + 2.50 ksf 0.0 in 2.252 ksf 2.252 ksf 0.901 Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footin Has NO Overtumin• f 4 , X44,, 1 IP ,..'.,r A ;;u.�,, Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footin Has NO Slidin Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status •+1.40D 3.975 -X Bottom 0.1316 Calc'd Bending 1.55 54.826 OK +1.40D 3.975 +X Bottom 0.1316 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 4.186 -X Bottom 01387 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 4.186 +X Bottom 0.1387 Calc'd Bending 1.55 54.826 OK +1.20D+1.60L+0.505+1.60H 4.186 -X Bottom 0.1387 Calc'd Bending 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 4.186 +X Bottom 0.1387 Calc'd Bending 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 3.651 -X Bottom 0.1208 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60Lr+0.50L 3.651 +X Bottom 0.1208 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 3.651 -X Bottom 0.1208 Calc'd Bending 1.55 54.826 OK +1.20D+0.50L+1.60S 3.651 +X Bottom 0.1208 Calc'd Bending 1.55 54.826 OK _ ,+1.20D+0.50Lr+0.50L+1.60W 3.651 -X Bottom 0.1208 Calc'd Bending 1.55 54.826 OK +1.20D+0.50Lr+0.50L+1.60W 3.651 +X Bottom 0.1208 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 3.651 -X Bottom 0.1208 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 3.651 +X Bottom 0.1208 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 3.651 -X Bottom 0.1208 Calc'd Bending 1.55 54.826 OK +1 ,ii !1 1 la.... .. • Y +t Bottom 0.1208 Calc'd Bending 1.55 54.826 OK Units. Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 24.134 osi 24.134 osi 24.134 osi 94.868 osi 0.2544 OK +1.20D+0.50Lr+1.60L+1.60H 25.417 osi 25.417 osi 25.417 osi 94.868 osi 0.2679 OK +1.20D+1.60L+0.50S+1,60H 25.417 osi 25.417 osi 25.417 osi 94.868 osi 0.2679 OK +1.200+1.60Lr+0.50L 22.165 osi 22.165 osi 22.165 osi 94.868 osi 0.2336 OK +1.20D+0.50L+1.60S 22.165 osi 22.165 osi 22.165 osi 94.868 osi 0.2336 OK +1.200+0.50Lr+0.50L+1.60W 22.165 osi 22.165 osi 22.165 osi 94.868 osi 0.2336 OK +1.200+0.50L+0.505+1.60W 22.165 osi 22.165 osi 22.165 osi 94.868 osi 0.2336 OK +1.200+0.50L+0.20S+E 22.165 osi 22.165 osi 22.165 osi 94.868 osi 0.2336 OK Title: Job# F l 4 Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Panted 11 MAR 2012.12 33P'.1 7 . 9 s " ° r C 68 s tt 9 e ,ter el.:S t.t igiiIeif001tFT01isig'1.8Et �r$ : �., ,L ,-„...,,;.,1;.-: .., ... v‘,;„8,1,.1.::, ANC,f R0-11,au 641..9:30 Vv.:8,11,9,30 Lic. #: KW-06009328 Licensee : AZH Consulting Engineers Description: Wall Footing Type W5 - :111,1".....: � Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft 1:01(..,:'1 J z> apt f .a-,:�ecu.+�"��':`,. •3'� ,.0: $.Ad�K'+" -4r.'d± h,.. Footing Widt. = 2.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12'Width = 4 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in l x X . 3 kaki iRi.3 0 Lr L S W E H P:Column Load = 2.826 0.510 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5938 Soil Bearing 1.484 ksf 2.50 ksf +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01572 Z Flexure(+X) 0.7093 k-ft 45.132 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.01572 Z Flexure(-X) 0.7093 k-ft 45.132 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.01329 1-way Shear(+X) 1.261 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.01994 1-way Shear(-X) 1.892 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: �=1 Project Desc.: Project Notes Panted 11 MAR 2012 12;3P^1 Wait F4DI 11 Ct3atay+lesGrretitootlo8<decf�pl.ec6. • _ ,. <� _ ,_,.._. - a „. . `E KA,C,KC.1983-201,Bwlt:o 11.9.3e,vere tt.9.30 Lic. #: KW-06009328 Licensee:AZH Consulting Engineers Description: Wal Footing Type W5•4 :- - _ -;-:' _ Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc _ +Z +Z -X -X Ratio .+D 2.50 ksf 0.0 in 1.280 ksf 1,280 ksf 0.512 .+D+L+H 2.50 ksf 0.0 in 1.484 ksf 1.484 ksf 0.594 .+D+0,750Lr+0,750L+H 2.50 ksf 0.0 in 1.433 ksf 1.433 ksf 0.573 .+D+0.750L+0.750S+H 2.50 ksf 0.0 in 1.433 ksf 1.433 ksf 0.573 .+D+0.750Lr+0,750L+0.750W+H 2.50 ksf 0.0 in 1.433 ksf 1.433 ksf 0.573 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 0.0 in 1.433 ksf 1.433 ksf 0.573 +D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 1.433 ksf 1.433 ksf 0.573 I I I I. I I, I 2.50 ksf 0.0 in 1.433 ksf 1.433 ksf 0.573 - : , t -1 : k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footin• Has NO Overtumin. eaa�s�s.,.s+�...:. Alt.VAA%':rit4a�6''.fitt)ce c*,.YanL: ,,� -- - -- - ---Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status FootingHas NO Slidin Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status +1.400 0.6953 -X Bottom 0.0229 Calc'd Bendina 1.24 45,132 OK +1.400 0.6953 +X Bottom 0.0229 Calc'd Bendina 1.24 45,132 OK +120D+0.50Lr+1.60L+1.60H 0.7093 -X Bottom 0.0233 Calc'd Bending 1.24 45.132 OK .+1.20D+0.50Lr+1.60L+1.60H 0.7093 +X Bottom 0.0233 Calc'd Bendina 1.24 45.132 OK .+1.20D+1,60L+0.50S+1.60H 0.7093 -X Bottom 0.0233 Calc'd Bendina 1.24 45.132 OK +1.20D+1.60L+0.503+1.60H 0.7093 +X Bottom 0.0233 Calc'd Bendina 1.24 45.132 OK .+1.20D+1.60Lr+0.50L 0.6314 -X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK +1.200+1.60Lr+0.50L 0.6314 +X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK +1.20D+0.50L+1.60S 0.6314 -X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+1.60S 0.6314 +X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK .+1,20D+0.50Lr+0.50L+1.60W 0.6314 -X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK +1.20D+0.50Lr+0,50L+1.60W 0.6314 +X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK .+120D+0.50L+0.505+1.60W 0.6314 -X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+0.50S+1,60W 0.6314 +X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+0.20S+E 0.6314 -X Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK + + Bottom 0.0208 Calc'd Bendina 1.24 45.132 OK Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 1.854 osi 1.236 osi 1.854 osi 94.868 osi 0.01955 OK +1.20D+0.50Lr+1.60L+1.60H 1.892 osi 1.261 psi 1.892 osi 94.868 osi 0.01994 OK +1.200+1.60L+0.50S+1.60H 1.892 psi 1.261 osi 1.892 psi 94.868 osi 0.01994 OK +1.200+1.60Lr+0.50L 1.684 osi 1.123 osi 1.684 osi 94.868 psi 0.01775 OK +1.20D+0.50L+1.60S 1.684 osi 1.123 psi 1.684 osi 94.868 osi 0.01775 OK +1.20D+0.50Lr+0.50L+1.60W 1,684 osi 1.123 osi 1.684 osi 94.868 psi 0.01775 OK +1.20D+0.50L+0.505+1.60W 1.684 psi 1.123 psi 1.684 psi 94.868 psi 0.01775 OK +1.20D+0.50L+0.20S+E 1.684 psi 1.123 psi 1.684 psi 94,868 psi 0.01775 OK Title: Job# CI b Project: MET Community Center Dsgnr: 1 Project Desc.: Project Notes: Printed.18 APR 2012,6'4P"_7 Wail FOOti Fie:EARAMOU[N MET CALCS PERMIT SET 04-17-20121met footing design 03-11-2011.ec6 ENERCALC,INC,1983-2011,Build:6.11.9.30,Ver.6-11.9.30 Lic.#:KW-06009320 Licensee:AZH Consulting Engineers Description: Wall Footing Type W6 General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 1 50.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface _ ft Min Steel%Bend ng Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0 : 1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 : 1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : No when footing is wider than = ft Dimensions Reinforcing - Footing Widt = 3.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 4 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in �yy 2 m x47 w ca. x • x 7 - N 9' ..,._..,4..,#5aars II Applied Loads D Lr L S W E H P:Column Load = 5.673 0.820 k ' OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7421 Soil Bearing 1.855 ksf 2.50 ksf +D+L-•-H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04568 Z Flexure(+X) 2.062 k-ft 45.132 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.04568 Z Flexure(-X) 2.062 k-ft 45.132 k-ft +1.20D+0.50Lr+1 60L+ PASS 0.1268 1-way Shear(+X) 12.029 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.1268 1-way Shear(-X) 12.029 psi 94.868 psi +1.200+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: F ri Project Desc.: Project Notes: Printed 18 APR 2012,6:14PM Wall Footing de:Eu1AMOt1Al MET CALCS PERMIT SET 0411-2012Unetf ng design 0311-2011.ec6 9 ENERCALC,INC.1983-2011,Budd:6.11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wal Footing Type W6 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 0.0 in 1.621 ksf 1.621 ksf 0.648 +D+L+H 2.50 ksf 0.0 in 1.855 ksf 1.855 ksf 0.742 +D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 1.797 ksf 1.797 ksf 0.719 .+D+0.750L+0.750S+H 2.50 ksf 0.0 in 1.797 ksf 1.797 ksf 0.719 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 1.797 ksf 1.797 ksf 0.719 .+D+0.750L+0.7505+0.750W+H 2.50 ksf 0.0 in 1.797 ksf 1.797 ksf 0.719 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 1.797 ksf 1.797 ksf 0.719 . ,+D+0.750L+0.750S+0.5250E+H 2.50 ksf 0.0 in 1.797 ksf 1.797 ksf 0.719 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure 'tlt` Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Ginn.As Actual As Phi*Mn - k-ft Side? or Top? inA2 inA2 inA2 k-ft Status ,+1.40D 2.017 -X Bottom 0.0665 Calc'd Bendina 1.24 45.132 OK ,+1.400 2.017 +X Bottom 0.0665 Calc'd Bendina 1.24 45.132 OK ,+1.20D+0.50Lr+1.60L+1,60H 2.062 -X Bottom 0.068 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50Lr+1.60L+1.60H 2.062 +X Bottom 0.068 Calc'd Bendina 1.24 45.132 OK +1.20D+1.60L+0.50S+1.60H 2.062 -X Bottom 0.068 Calc'd Bendina 1.24 45.132 OK +1.20D+1.60L+0.50S+1.60H 2.062 +X Bottom 0.068 Calc'd Bendina 1.24 45.132 OK +1,20D+1.60Lr+0.50L 1.833 -X Bottom 0.0604 Calc'd Bendina 1.24 45.132 OK - ,+1.20D+1.60Lr+0.50L 1.833 +X Bottom 0.0604 Calc'd Bendina 1.24 45.132 OK ,+1.20D+0.50L+1.605 1.833 -X Bottom 0.0604 Calc'd Bendina 1.24 45.132 OK .+1.200+0.50L+1.605 1.833 +X Bottom 0.0604 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50Lr+0.50L+1.60W 1.833 -X Bottom 0.0604 Calc'd Bendina 1.24 45.132 OK .+1.200+0.50Lr+0.50L+1.60W 1.833 +X Bottom 0.0604 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+0.50S+1.60W 1.833 -X Bottom 0.0604 Calc'd Bendina 1.24 45.132 OK ,+1.20D+0.50L+0.50S+1.60W 1.833 +X Bottom 0.0604 Calc'd Bendina 1.24 45.132 OK ,+1.20D+0.50L+0.20S+E 1.833 -X Bottom 0.0604 Calc'd Bendina 1.24 45,132 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu!Phi*Vn Status +1.40D 11.766 osi 11.766 osi 11.766 osi 94.868 osi 0.124 OK +1.20D+0.50Lr+1.60L+1.60H 12.029 osi 12.029 osi 12.029 osi 94.868 osi 0.1268 OK +1.200+1.60L+0.505+1.60H 12.029 osi 12.029 osi 12.029 osi 94.868 osi 0.1268 OK +1.20D+1.60Lr+0.50L 10.693 osi 10.693 osi 10.693 osi 94.868 osi 0.1127 OK +1.20D+0.50L+1.605 10.693 osi 10.693 osi 10.693 osi 94.868 osi 0.1127 OK +1.20D+0.50Lr+0.50L+1.60W 10.693 osi 10.693 osi 10.693 osi 94.868 osi 0.1127 OK +1.20D+0.50L+0.50S+1.60W 10.693 osi 10.693 osi 10.693 osi 94.868 osi 0.1127 OK +1.20D+0.50L+0.20S+E 10.693 osi 10.693 osi 10.693 osi 94.868 osi 0.1127 OK Title: Job# Fla Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Printed'19 APR 2012 6:17P^a Wall Footing Fle:E HAMOUDi MET CALCS PERMIT SET 08-17-2d12Vnetfoofing design 03-112011.ec6 9 ENERCALC,INC.1983-2011,BuR:6,11.9.3O,VerE11.9.30 Lic.#:KW-06009328 Licensee AZH Consulting Engineers Description: Wall Footing Type W7 General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL No when footing is wider than = ft DIrnerifitolts. . _ Reinforcing Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 4 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in • IF r-0* N v S 4-15 Bars _ . T Applied Loads 0 Lr L S W E H P:Column Load = 5.522 0.950 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6472 Soil Bearing 1.618 ksf 2.50 ksf +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05656 Z Flexure(+X) 2.553 k-ft 45.132 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.05656 Z Flexure(-X) 2.553 k-ft 45.132 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.1696 1-way Shear(+X) 16.092 psi 94.868 psi +1.20D+0.50Lr+1,60L+ PASS 0.1696 1-way Shear(-X) 16.092 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: F i'l Project Desc.: Project Notes: Printed:18 APR 2012,6:17PM Watt Footing r File:E:w OUr MET CALLS PEW SET 04-17-2O1 m t fbott g design 03-11-2tn Lacs 9 'EN ALC,INC.1983-2011,Build:6.1 x4.30,Ver.6.11.9:30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type W7 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 0.0 in 1.381 ksf 1.381 ksf 0.552 .+D+L+H 2.50 ksf 0.0 in 1.618 ksf 1.618 ksf 0.647 .+D+0,750Lr+0.750L+H 2.50 ksf 0.0 in 1.559 ksf 1.559 ksf 0.624 .+D+0,750L+0.750S+H 2.50 ksf 0.0 in 1.559 ksf 1.559 ksf 0.624 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 1.559 ksf 1.559 ksf 0.624 ,+D+0.750L+0.750S+0.750W+H 2.50 ksf 0.0 in 1.559 ksf 1.559 ksf 0.624 .+D+0,750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 1.559 ksf 1.559 ksf 0.624 .+D+0.750L+0.750S+0.5250E+H 2.50 ksf 0.0 in 1.559 ksf 1.559 ksf 0.624 * - . Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning may. Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flee Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd 'Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status .+1.40D 2.422 -X Bottom 0.0799 Calc'd Bendina 1.24 45.132 OK .+1.40D 2.422 +X Bottom 0.0799 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50Lr+1.60L+1.60H 2.553 -X Bottom 0.0843 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50Lr+1.60L+1.60H 2.553 +X Bottom 0.0843 Calc'd Bendina 1.24 45.132 OK .+1.20D+1.60L+0.50S+1.60H 2.553 -X Bottom 0.0843 Calc'd Bendina 1.24 45.132 OK .+1.20D+1.60L+0.50S+1.60H 2.553 +X Bottom 0.0843 Calc'd Bendina 1.24 45.132 OK .+1.20D+1.60Lr+0.50L 2.225 -X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK .+1.20D+1.60Lr+0.50L 2.225 +X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+1.60S 2.225 -X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+1.60S 2.225 +X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50Lr+0.50L+1.60W 2.225 -X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50Lr+0.50L+1.60W 2.225 +X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+0.50S+1.60W 2.225 -X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+0.50S+1.60W 2.225 +X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK .+1.20D+0.50L+0.20S+E 2.225 -X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK +1.20D+0,59L+0 205+)= .2,225 _.. +X Bottom 0.0734 Calc'd Bendina 1.24 45.132 OK z' Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 15.271 osi 15.271 osi 15.271 osi 94.868 osi 0.161 OK +1.20D+0.50Lr+1.60L+1.60H 16.092 osi 16.092 osi 16.092 osi 94.868 osi 0.1696 OK +1.20D+1.60L+0.50S+1.60H 16.092 osi 16.092 osi 16.092 osi 94.868 osi 0.1696 OK +1.20D+1.60Lr+0.50L 14.027 osi 14.027 osi 14.027 osi 94.868 osi 0.1479 OK +1.20D+0.50L+1.605 14.027 osi 14.027 osi 14.027 osi 94.868 osi 0.1479 OK +1.20D+0.50Lr+0.50L+1.60W 14.027 osi 14.027 osi 14.027 osi 94.868 osi 0.1479 OK +1.20D+0.50L+0.50S+1.60W 14.027 osi 14.027 osi 14.027 osi 94.868 osi 0.1479 OK +1.20D+0.50L+0.20S+E 14.027 osi 14.027 osi 14.027 osi 94.868 osi 0.1479 OK Title: Job# Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Rrinted:18 APR 2012,6 17P x 4 r I te:EItfAMOUDi MET CALCS PERMIT SET 04-17-20121met tooting design t)3-11-2011.ec6 Beam on Elastic Foundation .57.E ' 4 '"1.- '. ENERCALC,INC.1983-2011,Butd:6.11.9.30,Ver..6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: W8 W9 W10 W11 W12 FOOTINGS Material Properties - Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc 1�2 4.0 ksi 4) Phi Values Flexure: 0.90 fr= fc * 7.50 = 474.34 psi Shear: 0.750 -- yr Density = 145.0 pcf p 1 = 0.850 . a. Lt Wt Factor = 1.0 • Elastic Modulus = 3,122.0 ksi . Load Combination 2006 IBC &ASCE 7-05 = fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi ;- E-Main Rebar = 29,000.0 ksi E-Stirrups = 29,000.0 ksi ' ' Stirrup Bar Size#= # 3 t ,• s ..' ar '" " ." Number of Resisting Legs Per Stirrup - +e M -- --- Beam is supported on an elastic foundation, D(5.985)L(1.085) D(5.985)L(1.085) D(10.094)L(4.2) D(5.985)L(1.085) D(10.094)L(4.2) D(5.985)L(1.085) D(5.985)L(1.085) Cross Section&Reinforcing Details Rectangular Section, Width=48.0 in, Height=18.0 in Span#1 Reinforcing.... 546 at 3.0 in from Bottom,from 0.0 to 88.0 ft in this span 545 at 3.0 in from Top,from 0.0 to 88.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=5,985, L=1.085 k(@,4.0 ft Point Load: D=5.985, L=1.085k an)16.0ft Point Load: D=10.094, L=4.20k aa30.0ft Point Load: D=5.985, L=1.085 k an,46.0 ft Point Load: D=10.094, L=4.20k(1.60.0ft Point Load: D=5.985, L=1.085k a(,,73.0ft Point Load: D=5.985, L=1.085 k an,84.50 ft Moment: E=20.0 k-ft,Location=4.0 ft from left end of this span Moment: E=20.0 k-ft,Location=16.0 ft from left end of this span Moment: E=67.0 k-ft,Location=30.0 ft from left end of this span Moment: E=33.0 k-ft,Location=46.0 ft from left end of this span Moment: E=67.0 k-ft,Location=60.0 ft from left end of this span Moment: E=33.0 k-ft,Location=73.0 ft from left end of this span Moment: E=20.0 k-ft,Location=84.0 ft from left end of this span DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.339: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu:Applied 53.462 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn*Phi :Allowable 157.79 k-ft Max Downward Total Deflection 0.026 in Load Combination +1.20D+0,50L+0.20S+E Max Upward Total Deflection 0.010 in Location of maximum on span 30.024 ft Span#where maximum occurs Span#1 Maximum Soil Pressure = 0.566 ksf at 88.00 ft Vertical Reactions Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.619 2.213 D Only 1.501 1.591 D+L 1.619 1.722 D+E 0.887 2.213 Title: Job# Project:MET Community Center Dsgnr: r-Z` Project Desc.: Project Notes: Printed.18 APR 2012,6 17P1.1 Beam on Elastic Foundation z erb E:wAMOUDIMETCALCSPERMiTSET0417-201 2Smettoodngdesign03i1.2D11.ec6, ENERCALC,INC.19843-2011,Bw1d:6.11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee AZH Consulting Engineers Description: W8 W9 W10 W11 W12 FOOTINGS Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 30.024 53.46 157.79 0.34 +1,40D Span#1 1 30.024 19.37 157.79 0.12 +1.20D+0.50Lr+1.60L+1,60H Span#1 1 30.024 26.91 157.79 0.17 +1.20 D+1.60 L+0.50 S+1.60 H Span#1 1 30.024 26.91 157.79 0.17 +1.20D+1.60Lr+0.50L Span#1 1 30.024 19.82 157.79 0.13 +1.20D+0.50L+1.60S Span#1 1 30.024 19.82 157.79 0.13 ' +1.20D+0.50Lr+0.50L+1.60W Span#1 1 30.024 19.82 157.79 0.13 +1.20 D+0.50 L+0.50 S+1.60 W Span#1 1 30.024 19.82 157.79 0.13 +1.20D+0.50L+0.20S+E Span#1 1 30.024 53.46 157.79 0.34 +0.90D+E+1.6011 Span#1 1 30.024 46.07 157.79 0.29 Dverall Maximum Deflections-Unfactored Loads Load Combination Span Max."=Defl Location in Span Load Combination Max.'+'Defl Location in Span Span 1 1 0.0262 88.000 0.0000 0.000 Title: Job# Project:MET Community Center Dsgnr: FL7` Project Desc.: Project Notes: Pre fed 18 uPR 2012,6.'8F11:1 Beam On Elastic Foundation File:E:lt-IAMOUDI MET CALCS PERMIT SET 04-17-2012timetfooting design 03-11-2011.ec6 ENERCALC,INC.1983-2011,Buid:611.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: W13 W14 W15 W16 FOOTINGS Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc 1/2 = 4.0 ksi i Phi Values Flexure: 0.90 fr= fc * 7.50 = 474.34 psi Shear: 0.750 tV Density = 145.0 pcf R 1 = 0.850 -.., h , �„ X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC&ASCE 7-05 fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi _. E-Main Rebar = 29,000.0 ksi E-Stirrups = 29,000.0 ksi _ Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup 48„ Beam is supported on an elastic foundation, D(5.394)L(0.8) D(5.994)L(1.55) D(5.994)L(1.55) D(5.394)L(0.8) 4�8g t 5panx480 h ft Cross Section&Reinforcing Details Rectangular Section, Width=48.0 in, Height=18.0 in Span#1 Reinforcing.... 546 at 3.0 in from Bottom,from 0.0 to 48.0 ft in this span 545 at 3.0 in from Top,from 0.0 to 48.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=5.394, L=0.80k(a,4.0ft Point Load: D=5.994, L=1.550 k A ft Pant Load: D=5.994, L=1.550k 27.0 ft Point Load: D=5.394, L=0.80 k(a,42.0 ft Moment: E=4.0 k-ft,Location=4.0 ft from left end of this span Moment: E=4.0 k-ft,Location=16.0 ft from left end of this span Moment: E=4.0 k-ft,Location=27.0 ft from left end of this span Moment: E=160.0 k-ft,Location=42.0 ft from left end of this span Desi•n OK DESIGN SUMMARY "" _......._......__.___......._.__._. 1 Maximum Bending Stress Ratio = 0.793: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu:Applied -97.250 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn*Phi:Allowable 122.69 k-ft Max Downward Total Deflection 0.055 in Load Combination +0.90D+E+1.60H Max Upward Total Deflection -0.050 in • 1 Location of maximum on span 41.788 ft Span#where maximum occurs Span#1 Maximum Soil Pressure = 1.197 ksf at 48.00 ft ': Vertical Reactions Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 0.356 2.554 D Only 0.317 0.178 D+L 0.356 0.200 D+E 0.264 2.554 Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) _ Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio maximum RFNnIN(,Fnvalnna Title: Job# Project:MET Community Center Dsgnr: F13 Project Desc.: Project Notes: Printed:16 ASP.20:2 ,,,'BF,,, Beam on Elastic Foundation Ale:E:1HAM�MET CALCS PERMIT SET 04-17-2012trnetfooth design 03-11-2011.ec6 ENERCALC,INC.1983-2011,Bu6d:8.11.9.30,Ver:6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: W13 W14 W15 W16 FOOTINGS Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio Span#1 1 42.353 56.66 157.79 0.36 +1.40D Span#1 1 41.788 8.75 157.79 0.06 +1.20D+0.50Lr+1.60L+1.60 H Span#1 1 27.106 10.12 157.79 0.06 +1.200+1.60 L+0.50 S+1.60 H Span#1 1 27.106 10.12 157.79 0.06 +1.20D+1.60Lr+0.50L Span#1 1 27.106 8.21 157.79 0.05 +1.20D+0.50L+1.60S Span#1 1 27.106 8.21 157.79 0.05 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 27.106 8.21 157.79 0.05 +1.20D+0.50L+0.50S+1.60W Span#1 1 27.106 8.21 157.79 0.05 +1.20 D+0.50 L+0.2 0 S+E Span#1 1 42.353 56.66 157.79 0.36 +0.90D+E+1.60H Span#1 1 42.353 54.45 157.79 0.35 overall Maximum Deflections-Unfactored Loads' Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Del Location in Span Span 1 1 0.0554 48.000 Span 1 -0.0504 34.667 • Title: Job# Project:MET Community Center Dsgnr: F 2k Project Desc.: Project Notes: Printed:18 APR 2012,6:19P!d Beam on Elastic Foundation File:E\+tA E.11 -17-20121metfootingdest 0011-2011.ec8 ENERCALC,INC.1983-2011,Build:6,11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: W17 W18 FOOTING Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 ft #n = 4.0 ksi Phi Values Flexure: 0.90 fr= fc * 7.50 = 474.34 psi Shear: 0.750 y7 Density = 145.0 pcf 13 1 = 0.850 * A, Lt Wt Factor = 1.0 :,.:: , Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC&ASCE 7-05 I " fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi E-Main Rebar = 29,000.0 ksi E-Stirrups = 29,000.0 ksi P I j Stirrup Bar Size#= # 3 '°" Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, 0(6.772)L(0.8) D(5.517)L(1.15) i 48"wx12"h Span=22.0 ft Cross Section&Reinforcing Details _ . Rectangular Section, Width=48.0 in, Height=12.0 in Span#1 Reinforcing.... 5-#6 at 3,0 in from Bottom,from 0.0 to 22.0 ft in this span 545 at 2.50 in from Top,from 0.0 to 22.0 ft in this span Applied Loads , Service loads entered.Load Factors will be applied for calculations. Point Load: D=6.772, L=0.80k on,4.0ft Point Load: D=5.517, L=1.150kna,16.0ft Moment: E=4.0 k-ft,Location=4.0 ft from left end of this span Moment: E=4.0 k-ft,Location=16.0 ft from left end of this span DESf6N SHAY Desi•n OK Maximum Bending Stress Ratio = 0.106: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu:Applied 9.974 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn*Phi:Allowable 94.026 k-ft Max Downward Total Deflection 0.010 in Load Combination +1.20D+0.50L+0.20S+E Max Upward Total Deflection 0.002 in Location of maximum on span 4.141 ft Span#where maximum occurs Span#1 Maximum Soil Pressure = 0.225 ksf at 3.18 ft _ Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 0.202 0.068 D Only 0.183 0.042 D+L 0.202 0.051 D+E 0.136 0.068 Shear Stirrup Requirements =ntire Beam Span Length:Vu<PhiVc-2. Reqd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations ----- ------------ Load Combination Bending Stress Results (k-ft) Location(ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 4.141 9.97 94.03 0.11 +1.400 Span#1 1 3.882 8.22 94.03 0.09 +1.20D+0.50Lr+1.60L+1.60H Title: Job# �� Project:MET Community Center Dsgnr: F Project Desc.: Project Notes: Printed.18=PR 2012,6'9P'.1 Beam on Elastic Foundation File,E:u► D MET CALCS PERMIT SET 04-17-2012\mettooling design 03-11-2011.ec6 ENERCALC,INC.1983.2011,80d:8 11.9.30,Ver.&11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: W17 W18 FOOTING Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio Span#1 1 16.047 9.05 94.03 0.10 +1.20D+1.60L+0.50S+1.60H Span#1 1 16.047 9.05 94.03 0.10 +1.20D+1.60Lr+0.50L Span#1 1 16.047 7.63 94.03 0.08 +1.20D+0.50L+1.60S Span#1 1 16.047 7.63 94.03 0.08 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 16.047 7.63 94.03 0.08 +1.20D+0.50L+0.50S+1.60W Span#1 1 16.047 7.63 94.03 0.08 +1.20 D+0.50 L+0.20 S+E Span#1 1 4.141 9.97 94.03 0.11 +0.90D+E+1.60H Span#1 1 4.141 7.94 94.03 0.08 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span Span 1 1 0.0104 3.178 0.0000 0.000 Title: Job# Project:MET Community Center Dsgnr: f 2 Project Desc.: Project Notes: Printed:18 APR 2012,6:20PM Beam On Elastic Foundation " :ENHAMOUDI MET CAWS PERMIT SE 04-17.20121metfotingdesign 43.1;-29f1.ec6 ENERCALC,INC.1983-201,Build:6.11.9.30,Ver6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: W19 W20 FOOTING Material Properties • , Calculations per ACI 318-08, IBC 2009,CBC 2010,ASCE 7-05 • fc 112 4.0 ksi d Phi Values Flexure: 0.90 fr= fc 1/2 7.50 = 474.34 psi Shear: 0.750 y! Density = 145.0 pcf R = 0.850 Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Load Combination 2006 IBC &ASCE 7-05 fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi E-Main Rebar = 29,000.0 ksi E-Stirrups = 29,000.0 ksi Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, D(5.597)L(1.25) D(8.242'L(3.03) 48"wx12"h Span=20.0 ft Cross Section&Reinforcing Details • Rectangular Section, Width=48.0 in, Height=12.0 in Span#1 Reinforcing.... 5-#6 at 3.0 in from Bottom,from 0.0 to 20.0 ft in this span 5-#5 at 2.50 in from Top,from 0.0 to 20.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D=5.597, L=1.250k(a 4,0 ft Point Load: D=8.242, L=3.030 k(a,16.0 ft Moment: E=4.0 k-ft,Location=4.0 ft from left end of this span Moment: E=4.0 k-ft,Location=16.0 ft from left end of this span DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.148: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu :Applied 13.893 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn*Phi :Allowable 94.026 k-ft Max Downward Total Deflection 0.016 in Max Upward Total Deflection 0.004 in Load Combination +1.20D+0.50Lr+1.60L+1.60 Location of maximum on span 16.000 ft Span#where maximum occurs Span#1 Maximum Soil Pressure = 0.340 ksf at 17.11 ft Vertical Reactions• Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 0.150 0.286 D Only 0.126 0.207 D+L 0.150 0.286 D+E 0.083 0.249 Shear Stirrup Requirements - Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 16.000 13.89 94.03 0.15 +1.40D Span#1 1 16.000 10.78 94.03 0.11 +1.20D+0.50Lr+1.60L+1.60H Title: Job# Project:MET Community Center Dsgnr: FR-1 Project Desc.: Project Notes: Printed.18 APR 2012,6.20P'. •Beam on Elastic Foundation File:E:\HAMOUDI MET CALLS PERMIT SET 0417-2912\met tooting design 03-11-2011.ec6 ENERCALC,MC.1983-2011,Build:6.11.9.30,Ver6.11.9,30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: W19 W20 FOOTING Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio Span#1 1 16.000 13.89 94.03 0.15 +1.20 D+1.60 L+0.50 S+1.60 H Span#1 1 16.000 13.89 94.03 0.15 +1.20D+1.60Lr+0.50L Span#1 1 16.000 10.69 94.03 0.11 +1.20D+0.50L+1.60S Span#1 1 16.000 10.69 94.03 0.11 +1.20 D+0.50 L r+0.50 L+1.60 W Span#1 1 16.000 10.69 94.03 0.11 +1.20 D+0.50L+0.50S+1.60W Span#1 1 16.000 10.69 94.03 0.11 +1.20 D+0.50 L+0.20 S+E Span#1 1 16.235 10.51 94.03 0.11 +0.90D+E+1.60H Span#1 1 16.235 7.18 94.03 0.08 Overall Maximum Deflections-Unfactored loads Load Combination Span Max.""Del Location in Span Load Combination Max.'+'Defl Location in Span Span 1 1 0.0157 17.111 0.0000 0.000 Title: Job# OR' Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Printed:18 APR 2012,5.44P±4 � �} := . ,t,.. , 1, -E' °. , ' ' ry,.",' I* fet +9t gr03-11-201t.ea II1C=1983-2011,Bw7d6.t1.3.30,Vet&11.9.30 Lic.#:KW-06009328 Licensee qZH Consu :_ = Engineers Description: Wall Footing Type WA C4 " `"iZT:' "`*7' �%, Calculations per ACI 318.08,IBC 2009,CBC 2010,ASCE 7.05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.3G ' cp Values Flexure = 0.90 Shear = 0.750 Increases based or.f,-.(,-;: „ • , 1 Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth - ksf fi Min Allow%Temp Reinf. = 0.00180 when base footing is below _ Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = it Footing Widt = 3.50 ft Footing Thicknes = 12.0 in Bars along,X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. 4 ui Dais in 12''Vviuo - 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in I m w x i I a wswitsiE 5 . D Lr L S tfd -r- - P:Column Load = 5.115 0.4250 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing .. 7ntj ,xae-,f*i"" .Yr.rUki DqSie .i. Min.Ratio Item Applied Capacity Governing Load Combtre::.:n PASS 0.8478 Soil Bearing 2.119 ksf 2.50 ksf +^*:-+H PASS 12.338 Overturning-Z-Z 0.80 k-ft 9.870 k-ft 0 PASS n/a Slidin -X-X 0.0 k 0.0 k Nc Siiding PASS n/a Upli?` T t tt: ;. 0.0 k 0.0 k No Ualift PASS 0.04661 Z Flexure(+X) ' 2.555 k-ft 54.826 k-ft +1.40D PASS 0.03334 Z Flexure(-X) 1.828 k-ft 54.826 k-ft +1.40D PASS 0.1348 1-way Shear(+X) 12.787 psi 94.868 ps `' "n PASS 0.1348 1-way Shear(-X) 12.787 psi 94.868 psi Title: Job A Project:MET Community Center Dsgnr: Project Desc.: Project Notes: =-.-teJ.1E.APR 2012 5 44r4 V. , RJet i y 1, '� ,, c w"' , `a }'r .k! 1 `4`s i6 a1,74.'77','. I' 04-17- ms,_tfoatirl deign 03-tt-21s6 :°:.:-"¢ p _4s` ' '' "46k' �`. � rT..�r � 1-"° z7 c i.F ' -. RE LC,ft4c..196&'N'11,Bud-6.11.9:30:1aacett.9.30 . Lic.#':KW-06009328 License,- i;,;;,r:;;, Description: Wall Footing Type WA Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X_ Ratio .+D 2.50 ksf 1.702 in 1.225 ksf 1.9951 't ^799 .+D+L+H 2.50 ksf 1.583 in 1 346 ksf 2.119 0 848 +D+0.750Lr+0.750L+H 2.50 ksf 1.611 in 1c 1•j 1336 .+D+0.750L+0.750S+H 2.50 ksf 1.611 in 'i.31ib Kst c.ut$b nsi u_6 3b .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.611 in 1.316 ksf 2.089 ksf 0.836 +D+0.750L+0.750S+0.750W+H 2.50 ksf 1.611 in 1.316 ksf 2.089 ksf 0.836 .+O+0,750Lr+0.750L+0.5250E+H 2.50 ksf 1.611 in 1.316 ksf 2.089 ksf 0.836 11 I I I d I ,I +- 2.50 ksf 1.611 in 1.316 ksf 2.089 ksf 0.836 �`% Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio -_ Status - ,D 0.80 k-ft 9.370 k-n i:'..::3' OK • 0.80 k-ft 10.814 k-f' I' - OK Force Application Axis Load Combination... Sliding Force Resisting Force Sliding Sefe_ itai,o_____ Status Footin• Has NO Slidin• Flexure Axis&Load Combination Mu Which Tension @ Bot As Req'd Gym.As Actual As Phi'Mn k-ft Side? or Top? in 42 in"2 in^i _ ___k_R -_-Status +1.40D 1.828 -X Bottom 0.0602 Calc'd Bencina 1 55 54 826 OK +1.40D 2.555 +X Bottom 0.0843 Calc'd Ben;:ina ' `r ':1 826 OK +1.20D+0.50Lr+1.60L+1.60H 1.739 -X Bottom 0.0573 Calc'd Bendina 1.:,:. ,4.326 OK +1.20D+0.50Lr+1.60L+1.60H 2.363 +X Bottom 0.078 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60L+0.50S+1.60H 1.739 -X Bottom 0.0573 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 2.363 +X Bottom 0.078 Calc'd Benaina 1.55 54.826 OK +1.200+1.60Lr+0.50L 1.621 -X Bottom 0.0534 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 2.244 +X Bottom 0.074 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+1.60S 1.621 -X Bottom 0.0534 Calc'd Bendina ':.55 5i 826 OK .+1.200+0.50L+1.60S 2.244 +X Bottom 0.074 Calc'd Benaina 1.55 54.&26 OK .+1.20D+0.50Lr+0.50L+1.60W 1,621 -X Bottom 0.0534 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.244 +X Bottom 0.074 Calc'd Benc'i^a '.x226 OK .+1.20D+0.50L+0.50S+1.60W 1.621 -X Bottom 0.0534 Calc'd Bene"^^- • ` j "%. OK .+1.20D+0.50L+0.50S+1.60W 2.244 +X Bottom 0.074 Calc'd Ber i'c '? OK +1.20D+0.50L+0.20S+E 1.621 -X Bottom 0.0534 Calc'd Bendino '.55 `/826 OK + + Bottom 0.074 Calc'd Bendino '.5: .%•.1326 OK Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu f Pl1i•Vn Status__ _ +1.40D 12.787 osi 12.787 osi 12.787 osi 94.868 osi 0.1348 OK +1.20D+0.50Lr+1.60L+1.60H 11.967 osi 11.967 osi 11.967 osi 94.868 osi 0.1261 OK +1.20D+1.60L+0.50S+1.60H 11.967 osi 11.967 osi 11.967 osi 94.868 osi 0.1261 OK +1.200+1.60Lr+0.50L 11.275 osi 11.275 osi 11.275 osi 94.868 osi G.'"82• OK +1.20D+0.50L+1.60S 11.275 osi 11.275 osi 11.275 osi 94 868 NI !i,"1'..1 OK +1.20D+0.50Lr+0.50L+1.60W 11.275 osi 11.275 osi 11.275 osi 94.868 osi 88 OK +1,20D+0.50L+0.50S+1.60W 11.275 osi 11.275 osi 11.275 osi 94.868 osi 0.1188 OK +1.20D+0.50L+0.20S+E 11.275 osi 11.275 osi 11.275 osi 94.868 osi 0.1188 OK Title: Job# r3a Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Printed.11 AN 2012,5.15PM . � V irk i '4 : .0'" . nA i`"`'s€P"3r,N -r. n',' `,: O4-t7-2012trriet footing design 0-11-2011.ec6 .-,: ,.. y, j -° rtg,a- '^Jri'" 1 , _ X `' , 't:1983.2011,BuSd:6:11.9.30,Vert 11.9.30 Lic.#: KW-06009328 Licensee:-AZH Cons •::::‘,..:.,E •inears Description: Wall Footing Type WA1 `1 ffir-r' ti Calculations per AC1318.08,IBC 2009,CBC 2010,ASCE 7.05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pct. Concrete Density = 150.0 pcf Soil/Concrete Friction Cceff. - 3.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on fi_, _ - , 1 Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below - Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ii Footing Widti = 4.050 ft Footing Thicknes = 12.0 in Bars»long X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete,. *ut odfs in i."'vviuu I - 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in f F r.Ix � x F. r I 1 MIIIIIIIrMrMMIP!MIIIIMIIIIIMII ,, �. ,.=. D Li L S 41 _---- P:Column Load = 7.069 1.177 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing _ Dejg t. Min.Ratio Item Applied Capacity Governing Load Co:no:na.:xt PASS 0.9899 Soil Bearing 2.475 ksf 2.50 ksf *I.N.+H PASS 19.431 Overturning-Z-Z 0.80 k-ft 15.545 k-ft IJ PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07496 Z Flexure(+X) 4.110 k-ft 54.826 +1.20D+0.50Lr+1 PASS 0.06278 Z Flexure(-X) 3.442 k-ft 54.826 +1.20D+0.50Lr+1 PASS 0.2462 1-way Shear(+X) 23.356 psi 94.868 -3 �1 20!)+‘,5r".7.:-.1{'': • PASS 0.2462 1-way Shear(-X) 23.356 psi 94.868 psi +1.20. .c Title: vuO 4 Project:MET Community Center Dsgnr: Project Desc.: Project Notes: 'rimed.181';:2412.5 45PM s ,��� 4 r 'r t., , 9 a e,5"3t 3" , : grr ,CAGE P`'ERIV vet 0417-201 t mei fcc:1 1sigf 133112011 ,M Wiz, r -r" 4,104 r <a ' 1., 4t€:«,K pit' '2` . '.,E RGkLC INr'. 1cB;-))11 B L 9 3 Ver 5,1f: 0. Lrc.#:KW-06109328 Lice.==. ! ,x, Engineers Description: Wall Footing Type WA1 Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual!Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X -. Ratio .+D 2.50 ksf 1.251 in 1.607kFf "•,1R4'sf ^.574 +D+L+H 2.50 ksf 1.084 in 1 897 ksf 2.A75 0 990 .+D+0.750Lr+0.750L+H 2.50 ksf 1,122 in " r2':;. .:i'j . 2.`.81 .+D+0.750L+0.750S+H 2.50 ksf 1.122 in i.o25 KST /.4U/-Kst 0.',iti1 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.122 in 1.825 ksf _.µI 2 k:' 951 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.122 in 1.825 ksf 2.402 ksf 0.961 .+D+0,750Lr+0.750L+0.5250E+H 2.50 ksf 1.122 in 1.825 ksf 2.402 ksf 0.961 aliallaiiiill 2.50 ksf 1.122 in 1.825 ksf 2.402 ksf 0.961 Units:k R Rotation Axis& Load Combination... Overturning Moment Resisting Moment S tability Ratio Status .D 0.80 k-ft 1E.545 k-.' i:),•'c OK +L 0.80 k-ft '7a2RI, )'• C'i' Force Application Axis Load Combination... Sliding Force Resisting Force Sliding Sa e‘!-riatia__- Status __ Footin Has NO Slidi ..; 't':; Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mr k-ft Side? or Top? in"2 ie2 in''_ 1,.-5 Status +1.400 3.314 -X Bottom 0.1096 Calc'd Bendino 1 5f 54.1226 OK .+1.40D 4.093 +X Bottom 0.1355 Calc'd B,=ridin,' ". i' OK .+1.20D+0.50Lr+1.60L+1.608 3.442 -X Bottom 0.1138 Calc'd Bendinu ?.al. a4 Lo OK .+1.20D+0.50Lr+1.60L+1.60H 4.11 +X Bottom 0.1361 Calc'd Bendina 1.5: c...1:;26 OK +1.200+1.60L+0.50S+1.60H 3.442 -X Bottom 0.1138 Calc'd Bendina 1.55 54.826 OK +1.200+1.60L+0.50S+1.60H 4.11 +X Bottom 0.1361 Calc'd Benaina i.5:; 54.626 OK .+1.200+1.60Lr+0.50L 3.028 -X Bottom 0.1001 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 3.696 +X Bottom 0.1223 Calc'd Bendina 1.55 9.126 OK .+1.20D+0.50L+1.60S 3.028 -X Bottom 0.1001 Calc'd Bendina 1.55 E<:826 OK .+1.20D+0.50L+1.60S 3.696 +X Bottom 0.1223 Calc'd Bendina 1 55 54.0.6 OK .+1.200+0.50Lr+0.50L+1.60W 3.028 -X Bottom 0.1001 Calc'o Bendina ''5;' 54.b26 OK .+1.20D+0.50Lr+0.50L+1.60W 3.696 +X Bottom 0.1223 Calc'd Bend',c . 23 OK .+1.20D+0.50L+0.50S+1.60W 3.028 -X Bottom 0.1001 Calc'd Bendina • '•'" OK ,+1.20D+0.50L+0,50S+1.60W 3.696 +X Bottom 0.1223 Calc'd£end,^c - • '. OK .+1.20D+0.50L+0.20S+E 3.028 -X Bottom 0.1001 Calc'd Bendina -- .•'`2S OK + As I ,r r r [�¢ , C c ..••�. +.. Bottom 0.1223 Calc'd Bendina 'r,� ".r OK Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu i P'',i"Ws Status +1.400 22.909 osi 22.909 osi 22.909 osi 94.868 osi 0.2415 OK +1.20D+0.50Lr+1.60L+1,60H 23.356 osi 23.356 osi 23.356 osi 94.868 osi 0.2462 OK +1.20D+1.60L+0.50S+1.60H 23.356 osi 23.356 osi 23.356 osi 94.868 osi 1.2'4 OK +1.200+1.60Lr+0.50L 20.799 osi 20.799 osi 20.799 osi 94 868 osi OK +1.20D+0.50L+1.60S 20.799 osi 20.799 osi 20.799 osi 94.868 osi , ' . OK •+1.20D+0.50Lr+0.50L+1.60W 20.799 osi 20.799 osi 20.799 osi 94.868 osi .'' OK +1,20D+0.50L+0.50S+1.60W 20.799 osi 20.799 osi 20.799 osi 94.868 osi :.•!. OK +1.20D+0.50L+0.20S+E 20.799 osi 20.799 osi 20.799 osi 94.868 osi _'.2',u2 OK Title: Job# Project:MET Community Center Dsgnr: F32'' Project Desc.: Project Notes: Printed: Fs 2012,5 ceFii•, # .'_`,' ,, , ter, -"" R P gut ",, n - - - t l# P TOET04=17-20t2met!ooQ design 03-11-2011.ec6 'a.,,.1., : ". . + 'e•*.;re I z7 ' .' t 'f y : , ALC INC.1983-201 ,B Ild:6.1ff .30,Ver.6.11.9.30 x .,$ rte: , ; Lic.#:KW-06009328 Licensee r, 371. insets Description: Wall Footing Type WA2 y , ,.1 c"''r ?' ,1Th: '�Rr; laN Calculations per ACI 318-08,iBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pd Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. - cp Values Flexure = 0.90 Shear = 0.750 Increases based on c,otir;,,„ L_,_ 1 Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below Min.Overturning Safety Factor = 1.0 : 1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than ng_ 4l Footing Widt: = 4.050 ft Footing Thicknes = 12.0 in Bars aiong X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete. w ut bars in i2''vvait:l - 6 Wall center offset `.> .Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in -------- - -----.1 f I • i x. x . "• 5-k5Bais r. f j - - J D Lr L S iti r_ - P:Column Load = 7.069 1.177 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing Menn . ii=mss •"`""f` iii rF ''+i ,.ktl%k' -- - -°-- De. ig , ' ( - _ Min.Ratio Item Applied Capacity Governing Load_Comb:nu:in PASS 0.9899 Soil Bearing 2.475 ksf 2.50 ksf 4.--....I.4-1-1 - PASS 19.431 Overturning-Z-Z 0.80 k-ft 15.545 k-ft f; PASS n/a Sliding-X-X 0.0 k 0.0 k N.Sliding PASS n/a Uplift ;;j,° r • 0.0 k 0.0 k No L' sift PASS 0.07496 Z Flexure+X) 4.110 k-ft 54.826 k-ft +1.20D+0.50Lr+1. :. PASS 0.06278 Z Flexure(-X) 3,442 k-ft 54.826 'c-ft +1.20D+0.501_rt1.1 .: - PASS 0.2462 1-way Shear(+X) 23.356 psi 94.868 psi +1.T l4 ^'-r,+ • . PASS 0.2462 1-way Shear(-X) 23.356 psi 94.868 psi +1.20 ', .. Title: Jot,T F3 Project:MET Community Center Dsgnr: Project Desc.: - Project Notes: o..a APR 0012,5:4eP1.1 r- ' ^i's �I a< '� ' ` a " .i r c Q 1'2012 rtetfoe ' a o T03-11-2011A:6 Wa{t g",;;;•":1'. � ' z r-, :> ? I CMG 1993 Iii g, 9H Q11,: " Lie.#:KW Licit, , 4 .':Y,. _' Description: Wall Footing Type WA2 Soil Bearing - _ - _ __- Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 1.251 in 1.607 ksf ?.1g4 - 'r 371 - +D+L+H 2.50 ksf 1.084 in 1.897 kst -5 0 990 .+D+0.750Lr+0.750L+H 2.50 ksf 1.122 in ' 827 -. .+D+0.750L+0.750S+H 2.50 ksf 1.122 in 1.823 km , 't,,;, .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.122 in 1.825 ksf 2.4C2 ref 0.961 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.122 in 1.825 ksf 2.402 KS; 0.961 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.122 in 1.825 ksf 2.02 ksf 0.961 S, 0 0 41 I ( +H 2.50 ksf 1.122 in 1.825 ksf 2.402 ksf 0.961 ' -. -nits k A .. ., .,- Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status_ .D 0.80 k-ft 15.545 k 1' '. OK 41111. �r 0.80 k-ft 17.9 78k ?' .. ,11! Force Application Axis Load Combination... Sliding Force Resisting Force Sliding Sa e+,i_2h_ir_s_ Status ,__ _ Footin• Has NO Slidin• .x. '7,-.o .ea,•yi. rte' n :r Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phr anti k-ft Side? or Top? in"2 inA2 - in : '-! _ Status .+1.40D 3.314 -X Bottom 0.1096 Calc'd Bending 5: i4 r26 OK .+1.40D 4.093 +X Bottom 0.1355 Calc'd Bendi'c .•'.!".t.: OK .+1.20D+0.50Lr+1.60L+1.60H 3.442 -X Bottom 0.1138 Calc'd Bending + iK .+1.20D+0.50Lr+1.60L+1.60H 4.11 +X Bottom 0.1361 Calc'd Bendina 1.55 64 626 OK .+1.20D+1.60L+0.505+1.60H 3.442 -X Bottom 0.1138 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 4.11 +X Bottom 0.1361 Calc'd Benaina :.5" 84 626 OK +1.20D+1.60Lr+0.50L 3.028 -X Bottom 0.1001 Calc'd Bendina 1.55 54.826 OK +1,200+1.60Lr+0.50L 3.696 +X Bottom 0.1223 Calc'd Bendina 1.55 5e.,826 OK +1.20D+0.50L+1.60S 3.028 -X Bottom 0.1001 Calc'd Bendinc 'i 55 OK A6 OK +1.20D+0.50L+1.605 3.696 +X Bottom 0.1223 Calc'd Benaina 1.5F, 54.t 2..-: OK +1.200+0.50Lr+0.50L+1.60W 3.028 -X Bottom 0.1001 Calc'a Bendina 1.5t ,4.826 OK +1.20D+0.50Lr+0.50L+1.60W 3.696 +X Bottom 0.1223 Calc'd Bence..,, 2 OK +1.20D+0.50L+0.50S+1.60W 3.028 -X Bottom 0.1001 Calc'd Bend?'o " OK •+1.20D+0.50L+0.50S+1.60W 3.696 +X Bottom 0.1223 Calc'd Bend•,c - :'K .+1.20D+0.50L+0.20S+E 3.028 -X Bottom 0.1001 Calc'd Bendine •5 =2': OK + r• I I I I .••. +„ Bottom 0.1223 Calc'd Bending :.E '25 OK Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Ktti*'fin - status +1.400 22.909 osi 22.909 osi 22.909 osi 94.868 osi 0.2415 OK +1.20D+0.50Lr+1.60L+1.60H 23.356 osi 23.356 osi 23.356 osi 94.868 osi 3.2452 OK +1.200+1.60L+0.50S+1.60H 23.356 osi 23.356 osi 23.356 osi 94.868 osi 1.24v,. Lk +1.20D+1.60Lr+0.50L 20.799 osi 20.799 osi 20.799 osi 94.868 tGi , .. OK +1.20D+0.50L+1.60S 20.799 osi 20.799 osi 20.799 osi 94 PFB NI . Oft +1.20D+0.50Lr+0.50L+1.60W 20.799 osi 20.799 osi 20.799 osi 94.869 csi ' z.. +1.20D+0.50L+0.505+1.60W 20,799 osi 20.799 osi 20.799 os' 94.868 osi ,..:'e:i .i-s +1.20D+0.50L+0.20S+E 20.799 osi 20.799 osi 20.799 osi 94.868 osi '-.�:9i OK Title: Job# r-3 A' Project:MET Community Center Dsgnr: Project Desc.: Project Notes r Primed 18 APO 2012,5 44PM :',4i.,_ "°9 'f; ~a" W taxrR 1,:sreiroor'ra yttsPE€tt T SO'04-17-201Metfoof design 03-11-201 06 ,�,, ,::-° ;� : ,._ -1NERCALC,INC.19832011,Buih!6.1i.S.30 Ver611,9.30 Lic.# : KW-06009328 Licensee:AZH CQnsu;i -_.En•ineers Description: Wall Footing Type WB ,,,, ,, ,. ��,_... --- s .I '4 Calculations per ACI 318-08,IBC 2009,CBC 2810,ASCE 7.05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 kst fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. - 0.31: cp Values Flexure = 0.90 Shear = 0.750 Increases based on fr.:ti y Ji.,:,:1 Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below - Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = it e .wo-.-:.,:::,..,.,.. . IdG 1r - t Footing Widt = 3.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = ' 10.0 in Rebar Centerline to Edge of Concrete.. N ui oars in 12'vviuu I = Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in tii ,.� . X C mom . r 3 i'i S.-Af 5 Bars 3` D Lr L S IN E ti P:Column Load = 4.190 0.6250 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing Min.Ratio Item Applied Capacity Governing Load Com_b_:nai:rar PASS 0.7649 Soil Bearing 1.912 ksf 2.50 ksf +;-,-L-li PASS 10.314 Overtuming-Z-Z 0.80 k-ft 8.251 k-ft 0 PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04061 Z Flexure(+X) 2.226 k-ft 54.826 k-ft +1.40D PASS 0.02807 Z Flexure(-X) 1.539 k-ft 54.826 k-ft +1.20Di0.50LN + PASS 0.1146 1-way Shear(+X) 10.868 psi 94.868 ps! -' 0.11 PASS 0.1146 1-way Shear(-X) 10.868 psi 94.868 psi Title: ,,ot# Project:MET Community Center Dsgnr: FIC. Project Desc.: Project Notes: '"Intel:10 AP 2012,5 44PM•'* ■,' ,, 5 4} ;�y ? ' ‘",`!07'1_ �IV t 20-121met'ua` n 03112011a6.wall FQt [t1 tic.# : KW-06009328 Licens 0 • W•j _ Description: Wall Footing Type WB Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual i Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio +D 2.50 ksf 2.036 in 9605 ksf. 1.T.= - 0.694 .+D+L+H 2.50 ksf 1.798 in 1 139 ksf ''...9' 0.765 +D+0.750Lr+0.750L+H 2.50 ksf 1.852 in i , i ^,.747 .+D+0.750L+0.750S+H 2.50 ksf 1.852 in 1.U4 KST Liao E.,. i.r47 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.852 in 1.094 ksf 1.668 ksf 0.747 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.852 in 1.094 ksf 1.868 ksf 0.747 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.852 in 1.094 ksf 1.868 ksf 0.747 + 2.50 ksf 1.852 in 1.094 ksf 1.868 ksf 0.747 Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stabiiity Reeit:� _- Status .D 0.80 k-ft 8.251 k-ri 1.. • OK liarimini 0.80 k-ft 9 34 k-ff ! Ov Force Application Axis Load Combination... Sliding Force Resisting Force _-Silding Sa_felvtdatio_ _ Status Footing Has NO Slk i .... :':. ,...iii. Flexure Axis Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi'Mn k-ft Side? or Top? inA2 inA2 in^2 k-ft Status .+1.40D 1.499 -X Bottom 0.0494 Calc'd Benuina 1 55 54.826 OK +1.40D 2.226 +X Bottom 0.0734 Calc'd Een i a _ 51.22.6 OK +1.20D+0.50Lr+1.60L+1.60H 1.539 -X Bottom 0.0507 Calc'd Benaina :14.l126 OK .+1.200+0.50Lr+1.60L+1.60H 2.162 +X Bottom 0.0713 Calc'd Bending 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 1.539 -X Bottom 0.0507 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 2.162 +X Bottom 0.0713 Calc'd Bernina 54.626 OK ,+1.20D+1.60Lr+0.50L 1.364 -X Bottom 0.0449 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 1.988 +X Bottom 0.0655 Calc'd Bendina 1.55 54.126 OK .+1.20D+0.50L+1.605 1.364 -X Bottom 0.0449 Calc'd Berdinu 4.55 54 326 OK ,+1.200+0.50L+1.60S 1.988 +X Bottom 0.0655 Calc'd Benaina 1.55 54.06 OK .+1.20D+0.50Lr+0.50L+1.60W 1.364 -X Bottom 0,0449 Calc'd Bendina 1.5b 54.626 OK +1.20D+0.50Lr+0.50L+1.60W 1.988 +X Bottom 0.0655 Calc'd Benc 'a 5::5 OK +1.20D+0.50L+0.50S+1.60W 1.364 -X Bottom 0.0449 Calc'd Be^''mac "%`. OK ,+1.20D+0.50L+0.50S+1.60W 1.988 +X Bottom 0.0655 Calc'd E.er%:A :' 'r. OK .+1.20D+0.50L+0.20S+E 1.364 -X Bottom 0.0449 Calc'd Bendino '.5.1 v.. '''f OK + Bottom 0.0655 Calc'd Bendinc `.55 51."25 OK ljn;t.,: I. Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn_ Vu 1 Minn _ Status +1.40D 10.868 osi 10.868 osi 10.868 osi 94 868 Gsi 0.1146 OK +1.20D+0.50Lr+1.60L+1.60H 10.797 osi 10.797 osi 10.797 osi 94.868 osi 0.1138 OK +1.20D+1.60L+0.50S+1.60H 10.797 osi 10.797 osi 10.797 osi 94.868 osi 1,1 --c OK +1.20D+1.60Lr+0.50L 9.779 osi 9.779 osi 9.779 osi 94.868 osi c.1c'' OK. +1.20D+0.50L+1.60S 9.779 osi 9.779 osi 9.779 osi 94.8F8 o.at ',':f , OK +1.20D+0.50Lr+0.50L+1.60W 9.779 osi 9.779 osi 9.779 osi 94.868 usi OK +1.20D+0.50L-'0.50S+1.60W 9.779 osi 9.779 osi 9.779 osi 94.868 osi U. r:'.11 OK +1.20D+0.50L+0.20S+E 9.779 osi 9.779 osi 9.779 osi 94.868 osi 0.10;21 OK Title: Job# Project:MET Community Center Dsgnr: F36 Project Desc.: Project Notes: Printed.18 APR 2012,5 52P I--- Fite:EIHAMOUDl MET CALCS PERMIT SET 04-17-20121rnet footing design 03-11-2011.ec6 Wail Footing . ENERCALC,INC.1983-2011,Build:6.11-9.30,Ver,6.11.9.30 Lic.#:KW-06009328 Licensee AZH Consulting Engineers Description: Wall Footing Type WB1 General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 3.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in tii f ... . 3 x m N 5-R5 Bars e . Applied Loads D Lr L S W E H P:Column Load = 5.522 0.950 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9543 Soil Bearing 2.386 ksf 2.50 ksf +D+L+H PASS 13.228 Overturning-Z-Z 0.80 k-ft 10.582 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04925 Z Flexure(+X) 2.70 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.03788 Z Flexure(-X) 2.077 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.1469 1-way Shear(+X) 13.935 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.1469 1-way Shear(-X) 13.935 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: F.C1 Project Desc.: Project Notes: Printed:18 APR 2012,5.52P".1 Wall Footing 1 Fde:DRAMO0Di CAl.cs f'ERP..T SET Oil-17-2012k met meting design 0 1 t-2011.ec6 9 ENERCALC,INC.1983.2011,Butd:6,11.9.30,Ver6.11.9.30 Lic.#:KW-06009328 Licensee :AZH Consulting Engineers Description: Wall Footing Type WB1 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 1.588 in 1,341 ksf 2.114 ksf 0.846 .+D+L+H 2.50 ksf 1.372 in 1.613 ksf 2.386 ksf 0.954 .+D+0.750Lr+0.750L+H 2.50 ksf 1.420 in 1.545 ksf 2.318 ksf 0.927 .+D+0.750L+0.750S+H 2.50 ksf 1.420 in 1.545 ksf 2.318 ksf 0.927 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.420 in 1.545 ksf 2.318 ksf 0.927 .+D+0,750L+0.750S+0.750W+H 2.50 ksf 1.420 in 1.545 ksf 2.318 ksf 0.927 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.420 in 1.545 ksf 2.318 ksf 0.927 .+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.420 in 1.545 ksf 2.318 ksf 0.927 Overturning Stalky Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 10.582 k-ft 13.228 OK D+L 0.80 k-ft 12.245 k-ft 15.306 OK Stability Stab . - Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure . . -7"..,t,.-., Flexure Axis&Load Combination Mu Which Tension @ Sot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status +1.40D 1.973 -X Bottom 0.065 Calc'd Bendina 1.55 54.826 OK +1.40D 2.7 +X Bottom 0.0892 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 2.077 -X Bottom 0.0685 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 2.7 +X Bottom 0.0892 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 2.077 -X Bottom 0.0685 Calc'd Bending 1.55 54.826 OK .+1.20D+1.60L+0.50S+1.60H 2.7 +X Bottom 0.0892 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 1.811 -X Bottom 0.0597 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60Lr+0.50L 2.435 +X Bottom 0.0804 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+1.60S 1.811 -X Bottom 0.0597 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50L+1.605 2.435 +X Bottom 0.0804 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 1.811 -X Bottom 0.0597 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.435 +X Bottom 0.0804 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 1.811 -X Bottom 0.0597 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 2.435 +X Bottom 0.0804 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.20S+E 1.811 -X Bottom 0.0597 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0 20S+E 2.435 +X Bottom 0.0804 Calc'd Bendina 1.55 54.826 OK One Way Shear: Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 13.631 osi 13.631 osi 13.631 osi 94.868 osi 0.1437 OK +1.20D+0.50Lr+1.60L+1.60H 13.935 osi 13.935 osi 13.935 osi 94.868 osi 0.1469 OK +1.20D+1.60L+0.505+1.60H 13.935 osi 13.935 osi 13.935 osi 94.868 osi 0.1469 OK +1.20D+1.60Lr+0.50L 12.387 osi 12.387 osi 12.387 osi 94.868 osi 0.1306 OK +1.20D+0.50L+1.605 12.387 osi 12.387 osi 12.387 osi 94.868 osi 0.1306 OK +1.20D+0.50Lr+0.50L+1.60W 12.387 osi 12.387 osi 12.387 osi 94.868 osi 0.1306 OK +1.20D+0.50L+0.505+1.60W 12.387 osi 12.387 osi 12.387 osi 94.868 osi 0.1306 OK +1.20D+0.50L+0.20S+E 12.387 osi 12.387 osi 12.387 osi 94.868 osi 0.1306 OK Title: Job# Project:MET Community Center Dsgnr: �$ Project Desc.: Project Notes: Printed:18 APR 2012,5:50P'l F :Ef{AMOD MT AtCS PERMIT SET 04.17-2012Vnetfooting design 03-11-2011.ec6 WaII Footing ENERCALC,INC.1983-2011,BuIld:6.11.9.30,Ver.6.11.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WC General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 W Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12'Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in 'Q- xo: a.6, 1 x fe 5-#5 Bars E Applied Loads D Lr L S W E H P:Column Load = 5.092 0.4250 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7301 Soil Bearing 1.825 ksf 2.50 ksf +D+L+H PASS 14.230 Overturning-Z-Z 0.80 k-ft 11.384 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05741 Z Flexure(+X) 3.148 k-ft 54.826 k-ft +1.40D PASS 0.04328 Z Flexure(-X) 2.373 k-ft 54.826 k-ft +1.40D PASS 0.1834 1-way Shear(+X) 17.40 psi 94.868 psi +1.40D PASS 0.1834 1-way Shear(-X) 17.40 psi 94.868 psi +1.40D Title: Job# Project:MET Community Center Dsgnr: ci Project Desc.: t 1 I Project Notes: Prirted.t,AP;2012,5 50F1d Wall Footing File:C HAMOUPI MET CALCS PERMIT SET 04-17-2012brietfooling design 03-11-2011.ec6 9 ENERCALC,1NC.1983-2011,Budd:6.11.9.30,Ver6.11.9.30 Lie.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WC Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 1.687 in 1.127 ksf 1.719 ksf 0.688 .+D+L+H 2.50 ksf 1.569 in 1.233 ksf 1.825 ksf 0.730 .+D+0.750Lr+0.750L+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750L+0.750S+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 +D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 11.384 k-ft 14.230 OK ,D+L 0.80 k-ft 12.234 k-ft 15.293 OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 in^2 k-ft Status •+1.400 2.373 -X Bottom 0.0783 Calc'd Bending 1.55 54.826 OK ,+1.400 3.148 +X Bottom 0.104 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 2.247 -X Bottom 0.0741 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.601-1 2.911 +X Bottom 0.0962 Calc'd Bending 1.55 54.826 OK +1.200+1.60L+0.50S+1.60H 2.247 -X Bottom 0.0741 Calc'd Bending 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 2.911 +X Bottom 0.0962 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60Lr+0.50L 2.1 -X Bottom 0.0693 Calc'd Bending 1.55 54.826 OK +1.20D+1.60Lr+0.50L 2.764 +X Bottom 0.0913 Calc'd Bendina 1.55 54.826 OK .+1.200+0.50L+1.60S 2.1 -X Bottom 0.0693 Calc'd Bending 1.55 54.826 OK +1.20D+0.50L+1.60S 2.764 +X Bottom 0.0913 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.1 -X Bottom 0.0693 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.764 +X Bottom 0.0913 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 2.1 -X Bottom 0.0693 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 2.764 +X Bottom 0.0913 Calc'd Bending 1.55 54.826 OK +1,20D+0.50L+0.20S+E 2.1 -X Bottom 0.0693 Calc'd Bending 1.55 54.826 OK +1.20D+0,50L+0,20S+F 2.764 +X Bottom 0.0913 Calc'd Bending 1.55 54.826 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu!Phi*Vn Status +1.40D 17.4 osi 17.4 psi 17.4 osi 94.868 osi 0.1834 OK +1.20D+0.50Lr+1.60L+1.60H 16.258 psi 16.258 psi 16.258 psi 94.868 osi 0.1714 OK +1.200+1.60L+0.505+1.60H 16.258 psi 16.258 osi 16.258 osi 94.868 osi 0.1714 OK +1.200+1.60Lr+0.50L 15.334 osi 15.334 osi 15.334 osi 94.868 osi 0.1616 OK +1.20D+0.50L+1.60S 15.334 osi 15.334 osi 15.334 psi 94.868 psi 0.1616 OK +1.20D+0.50Lr+0.50L+1,60W 15.334 psi 15.334 psi 15.334 psi 94.868 psi 0.1616 OK +1.20D+0.50L+0.50S+1.60W 15.334 osi 15.334 psi 15.334 psi 94.868 psi 0.1616 OK +1.20D+0.50L+0.20S+E 15.334 psi 15.334 psi 15.334 psi 94.868 psi 0.1616 OK Title: Job# F� Project:MET Community Center Dsgnr: 1 Project Desc.: Project Notes: Printea 18 AP:i 2012,5.52P?:1 Wail Footing File:E:1HAMOUDI MET CALLS PERMIT SET 04-17-2012\met footing design 03-11-2011.ec6 g ENERCALC,INC 1983.2011,Buld:6.11.9.30,Ver6.11.9.30 Lie.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WD General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12'Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in IF x9i y� - x w • S 5-n53ir5 e Applied Loads _ D Lr L S W E H P:Column Load = 5.092 0.4250 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Desi.n OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7301 Soil Bearing 1.825 ksf 2.50 ksf +D+L+H PASS 14.230 Overturning-Z-Z 0.80 k-ft 11.384 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05741 Z Flexure(+X) 3.148 k-ft 54.826 k-ft +1.40D PASS 0.04328 Z Flexure(-X) 2.373 k-ft 54.826 k-ft +1.40D PASS 0.1834 1-way Shear(+X) 17.40 psi 94.868 psi +1.40D PASS 0.1834 1-way Shear(-X) 17.40 psi 94.868 psi +1.40D Title: Job# Project:MET Community Center Dsgnr: (1 Project Desc.: Project Notes: Printed:18 APR 2012,5 52P Well Foofin Cr CS T SET t 44172012ir 10 design 03-1,20h1.ec6 >aue>rufintw+ot taEr ` , _ :,"'ENEFRCALC,INC.1983-2011,Buf.6.11.9.t,Ver.6.11.9.30 Lie.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wait Footing Type WD Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 1.687 in 1.127 ksf 1.719 ksf 0,688 .+D+L+H 2.50 ksf 1.569 in 1.233 ksf 1.825 ksf 0.730 .+D+0.750Lr+0.750L+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750L+0.750S+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 .+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.597 in 1.207 ksf 1.799 ksf 0.720 Overturning Stability , Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 11.384 k-ft 14.230 OK D+L 0.80 k-ft 12.234 k-ft 15.293 OK Sliding Stabi�by Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure �' ' P t Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? in^2 inA2 in^2 k-ft Status .+1.40D 2.373 -X Bottom 0.0783 Calc'd Bendina 1.55 54.826 OK .+1.40D 3.148 +X Bottom 0.104 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 2.247 -X Bottom 0.0741 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 2.911 +X Bottom 0.0962 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 2.247 -X Bottom 0.0741 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 2.911 +X Bottom 0.0962 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60Lr+0.50L 2.1 -X Bottom 0.0693 Calc'd Bendina 1.55 54.826 OK +1.200+1.60Lr+0.50L 2.764 +X Bottom 0.0913 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 2.1 -X Bottom 0.0693 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 2764 +X Bottom 0.0913 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.1 -X Bottom 0.0693 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.764 +X Bottom 0.0913 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.50S+1.60W 2.1 -X Bottom 0.0693 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.505+1.60W 2.764 +X Bottom 0.0913 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 2.1 -X Bottom 0.0693 Calc'd Bendina 1.55 54.826 OK .+1.200i0,50L+0.205+E 2.764 +X Bottom 0.0913 Calc'd Bendina 1.55 54.826 OK One Way Shy Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 17.4 osi 17.4 osi 17.4 DSi 94.868 osi 0.1834 OK +1.20D+0.50Lr+1.60L+1,60H 16.258 osi 16.258 osi 16.258 DSi 94.868 osi 0.1714 OK +1.20D+1.60L+0.505+1.60H 16.258 osi 16.258 osi 16.258 osi 94.868 osi 0.1714 OK +1.20D+1.60Lr+0.50L 15.334 osi 15.334 osi 15.334 osi 94.868 osi 0.1616 OK +1.20D+0.50L+1.60S 15.334 osi 15.334 osi 15.334 osi 94.868 osi 0.1616 OK +1.20D+0.50Lr+0.50L+1.60W 15.334 osi 15.334 osi 15.334 osi 94.868 osi 0.1616 OK +1.20D+0.50L+0.50S+1.60W 15.334 osi 15.334 osi 15.334 DSi 94.868 osi 0.1616 OK +1.20D+0.50L+0.20S+E 15.334 osi 15.334 osi 15.334 osi 94.868 osi 0.1616 OK Title: Job# Project:MET Community Center Dsgnr: Project Desc.: T-AL Project Notes: Prrted-1r, PR 2012,r01P"'. Wall Footing File:E:�MOUDt ETCALOsPE`MTSET 0�ciss121m tfo d:61ssiignG3-111-2011 ec6 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WE General htbl ion Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min,Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft .Dimensions k:h :Reinforcing Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in Iii x 15_ sseint IN Applied Loads . D Lr L S W E H P:Column Load = 7.082 1.085 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9951 Soil Bearing 2.488 ksf 2.50 ksf +D+L+H PASS 19.205 Overturning-Z-Z 0,80 k-ft 15.364 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07333 Z Flexure(+X) 4.020 k-ft 54.826 k-ft +1.400 PASS 0.06066 Z Flexure(-X) 3.326 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.2431 1-way Shear(+X) 23.061 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.2431 1-way Shear(-X) 23.061 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: Qja7 Project Desc.: Project Notes: Printed:18 APR 2012,6:01 Phi Fde EVIAMOlflA MET CALLS PERtil"SET p4-17-20121met bating design 03-11-2011.e6 Wall FCO�liti9 „ ., ,. . ENEKALC,'INC.1983-2011,eil!d:6.11.9.30.Ver6.1t9.30 Li c.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WE Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 1.250 in 1.625 ksf 2.217 ksf 0.887 .+D+L+H 2.50 ksf 1.095 in 1.896 ksf 2.488 ksf 0.995 .+D+0.750Lr+0.750L+H 2.50 ksf 1.130 in 1.828 ksf 2.420 ksf 0.968 ,+D+0.750L+0.750S+H 2.50 ksf 1.130 in 1.828 ksf 2.420 ksf 0.968 ,+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.130 in 1.828 ksf 2.420 ksf 0.968 ,+D+0.750L+0.750S+0.750W+H 2.50 ksf 1,130 in 1.828 ksf 2.420 ksf 0.968 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.130 in 1.828 ksf 2.420 ksf 0.968 +P+0.750L+0.750S+0,5250E+H 2.50 ksf 1.130 in 1.828 ksf 2.420 ksf 0.968 i� t Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 15.364 k-ft 19.205 OK D+L 0.80 k-ft 17.534 k-ft 21.918 OK Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Fkxare . - Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status +1.40D 3.246 -X Bottom 0.1073 Calc'd Bendina 1.55 54.826 OK .+1.400 4.02 +X Bottom 0.1331 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 3.326 -X Bottom 0.11 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 3.99 +X Bottom 0.1321 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 3.326 -X Bottom 0.11 Calc'd Bendina 1.55 54.826 OK +1.200+1.60L+0.505+1.60H 3.99 +X Bottom 0.1321 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60Lr+0.50L 2.952 -X Bottom 0.0975 Calc'd Bendina 1.55 54.826 OK +1.200+1.60Lr+0.50L 3.616 +X Bottom 0.1196 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 2.952 -X Bottom 0.0975 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50L+1.60S 3.616 +X Bottom 0.1196 Calc'd Bendina 1.55 54.826 OK .+1.20D+0,50Lr+0.50L+1.60W 2.952 -X Bottom 0.0975 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50Lr+0.50L+1,60W 3.616 +X Bottom 0.1196 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50L+0.50S+1.60W 2.952 -X Bottom 0.0975 Calc'd Bendina 1.55 54.826 OK .+1.200+0.50L+0.505+1.60W 3.616 +X Bottom 0.1196 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50L+0.20S+E 2.952 -X Bottom 0.0975 Calc'd Bendina 1.55 54.826 OK .+1.20D+0,50L+0.205+E 3.616 +X Bottom 0.1196 Calc'd Bendina 1.55 54.826 OK Otto Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1,400 22.903 osi 22.903 osi 22.903 osi 94.868 osi 0.2414 OK +1.20D+0.50Lr+1.60L+1.60H 23.061 osi 23.061 osi 23.061 osi 94.868 osi 0.2431 OK +1.200+1.60L+0.50S+1.60H 23.061 osi 23.061 osi 23.061 osi 94.868 osi 0.2431 OK +1.200+1.60Lr+0.50L 20.703 osi 20.703 osi 20.703 osi 94.868 osi 0.2182 OK +1.20D+0.50L+1.60S 20.703 osi 20.703 psi 20.703 osi 94.868 osi 0.2182 OK +1.20D+0.50Lr+0.50L+1.60W 20.703 osi 20.703 psi 20.703 psi 94.868 osi 0.2182 OK +1.20D+0.50L+0.505+1.60W 20.703 osi 20.703 osi 20.703 osi 94.868 psi 0.2182 OK +1.20D+0.50L+0.20S+E 20.703 osi 20.703 osi 20.703 osi 94.868 psi 0.2182 OK Title: Job# Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Prirted.16 APR 2012,6:02P:1 W al Footing :E:tIAMOUDI MET CALCS PERMIT SET 04-17-2012Unet tang design 03-11-2011.ec6 ENERCALC,NC 1983-2011,Buid:6.11.9.30,Ver6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WE1 General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Dimensions .; Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12'Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in 1,. t t_�j 5 Ai 5-Si 5 Bars .:® Applied Loads D Lr L S W E H P:Column Load = 6.347 0.6250 k OB:Overburden = ksf V-x M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY ,., Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8756 Soil Bearing 2.189 ksf 2.50 ksf +D+L+H PASS 17.368 Overturning-Z-Z 0.80 k-ft 13.894 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06745 Z Flexure(+X) 3.698 k-ft 54.826 k-ft +1.40D PASS 0.05332 Z Flexure(-X) 2.923 k-ft 54.826 k-ft +1.40D PASS 0.220 1-way Shear(+X) 20.871 psi 94.868 psi +1.40D PASS 0.220 1-way Shear(-X) 20.871 psi 94.868 psi +1.40D Title: Job# Project:MET Community Center Dsgnr: �� Project Desc.: Project Notes: Pr rted.10 APR 2012,6 02PM WaH F4atif! , + ' tk?1 F -. , f 1YC AtCA_ ` . S (`94-17,74 ti i r s063i fled � ,�"t_ ass T--1"";?° 5_Y ,4-',4-i ; " -.: " . C;1NC_113 i 201T. t6.119:3D.Ver..6.11.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WE1 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio +D 2.50 ksf 1,382 in 1.441 ksf 2.033 ksf 0.813 +D+L+H 2.50 ksf 1.268 in 1.597 ksf 2.189 ksf 0.876 ,+D+0.750Lr+0.750L+H 2.50 ksf 1.295 in 1.558 ksf 2.150 ksf 0.860 .+D+0.750L+0.750S+H 2.50 ksf 1.295 in 1.558 ksf 2.150 ksf 0.860 +D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.295 in 1.558 ksf 2.150 ksf 0.860 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.295 in 1.558 ksf 2.150 ksf 0.860 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.295 in 1.558 ksf 2.150 ksf 0.860 •+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.295 in 1.558 ksf 2.150 ksf 0.860 *interning Stablety Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status D 0.80 k-ft 13.894 k-ft 17.368 OK D+- 0.80 k-ft 15.144 k-ft 18.930 OK Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing texure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? 1n 42 1n"2 inA2 k-ft Status .+1.40D 2.923 -X Bottom 0.0966 Calc'd Bending 1.55 54.826 OK .+1.40D 3.698 +X Bottom 0.1224 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 2.819 -X Bottom 0.0931 Calc'd Bending 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 3.483 +X Bottom 0.1152 Calc'd Bending 1.55 54.826 OK .+1.20D+1.60L+0.50S+1,60H 2.819 -X Bottom 0.0931 Calc'd Bending 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 3.483 +X Bottom 0.1152 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60Lr+0.50L 2.604 -X Bottom 0.086 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60Lr+0.50L 3.268 +X Bottom 0.108 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 2.604 -X Bottom 0.086 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1,60S 3.268 +X Bottom 0.108 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.604 -X Bottom 0.086 Calc'd Bending 1.55 54.826 OK +1.20D+0.50Lr+0.50L+1.60W 3.268 +X Bottom 0.108 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.50S+1.60W 2.604 -X Bottom 0.086 Calc'd Bending 1.55 54.826 OK +1.20D+0.50L+0.505+1,60W 3.268 +X Bottom 0.108 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50L+0.205+E 2.604 -X Bottom 0.086 Calc'd Bending 1.55 54.826 OK +1.20D+0.50L+0,20S+E 3.268 +X Bottom 0.108 Calc'd Bending 1.55 54.826 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 20.871 osi 20.871 osi 20.871 osi 94.868 osi 0.22 OK +1.20D+0.50Lr+1.60L+1.60H 19.864 osi 19.864 osi 19.864 osi 94.868 osi 0.2094 OK +1.20D+1.60L+0.505+1.60H 19.864 osi 19.864 osi 19.864 osi 94.868 osi 0.2094 OK +1.20D+1.60Lr+0.50L 18.506 osi 18.506 osi 18.506 osi 94.868 osi 0.1951 OK +1.20D+0.50L+1,605 18.506 osi 18.506 osi 18.506 osi 94.868 osi 0.1951 OK +1.20D+0.50Lr+0.50L+1,60W 18.506 osi 18.506 osi 18.506 osi 94.868 osi 0.1951 OK +1.20D+0.50L+0.505+1.60W 18.506 osi 18.506 osi 18.506 osi 94.868 osi 0.1951 OK +1.20D+0.50L+0.20S+E 18.506 osi 18.506 osi 18.506 osi 94.868 osi 0.1951 OK Title: Job# Project:MET Community Center Dsgnr: A b Project Desc.: Project Notes: Printed.18 APR 2012 5:5-0P:; Wall Footing -- File:E 0 U D t ME C A L M SET 04.17-20121met footing design 03-1 t-2011.ec6 ENERGALC,1NC.198,32011,8u8d:6.11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WF General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL . Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 3.750 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in • 'i - X IF )( 7--- 1- .':,.0,..:-:?.. yi 4. ill . .5....B. 1 __ . ._, _ Applied Loads '' P"4" APP �,;;�. ��'�� � � F;-: D Lr L S W E H P:Column Load = 6.013 1.080 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied =' in above top of footing :,' • Design OK DESIGN SUMMARY ,, " 9 Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9513 Soil Bearing 2.378 ksf 2.50 ksf +D+L+H PASS 15.411 Overturning-Z-Z 0.80 k-ft 12.329 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05912 Z Flexure(+X) 3.241 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.04736 Z Flexure(-X) • 2.596 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.1875 1-way Shear(+X) 17.791 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.1875 1-way Shear(-X) 17.791 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: 41 Project Desc.: Project Notes: Printed:18 APR 2012,5:54PM M T a sTS -17-212 f de 03-11-�tteeWali Footing IH E ' N _ ._. . . , ''.'EERCALC, INC.19812011;B lid:6.11.9.30.Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WF Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio ,+D 2.50 ksf 1.460 in 1.417 ksf 2.090 ksf 0.836 ,+D+L+H 2.50 ksf 1.254 in 1.705 ksf 2.378 ksf 0.951 .+D+0.750Lr+0,750L+H 2.50 ksf 1.30 in 1.633 ksf 2.306 ksf 0.923 ,+D+0.750L+0.750S+H 2.50 ksf 1.30 in 1.633 ksf 2.306 ksf 0.923 +D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.30 in 1.633 ksf 2.306 ksf 0.923 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.30 in 1.633 ksf 2.306 ksf 0.923 +0+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.30 in 1.633 ksf 2.306 ksf 0.923 ,+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.30 in 1.633 ksf 2.306 ksf 0.923 . Oveatning. y Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 12.329 k-ft 15.411 OK ,D+L 0.80 k-ft 14,354 k-ft 17.943 OK Sliding Stab irlyr Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 in"2 inA2 k-ft Status ,+1.40D 2.457 -X Bottom 0.0811 Calc'd Bendina 1.55 54.826 OK .+1.40D 3.21 +X Bottom 0.1061 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50Lr+1.60L+1.60H 2.596 -X Bottom 0.0857 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1,60H 3.241 +X Bottom 0.1072 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60L+0.50S+1.60H 2.596 -X Bottom 0.0857 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 3.241 +X Bottom 0.1072 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 2.259 -X Bottom 0.0745 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 2.905 +X Bottom 0.0959 Calc'd Bendina 1.55 54,826 OK +1.20D+0.50L+1.60S 2.259 -X Bottom 0.0745 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 2.905 +X Bottom 0.0959 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50Lr+0.50L+1.60W 2.259 -X Bottom 0.0745 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50Lr+0.50L+1.60W 2.905 +X Bottom 0.0959 Calc'd Bendina 1.55 54.826 OK .+1.20D+0,50L+0.50S+1.60W 2.259 -X Bottom 0.0745 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50L+0.50S+1.60W 2.905 +X Bottom 0.0959 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 2.259 -X Bottom 0.0745 Calc'd Bendina 1.55 54.826 OK .+1.20D+0,50L+0,20S+E 2.905 +X Bottom 0.0959 Calc'd Bendina 1.55 54.826 OK One WayShear .. -' . Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 17.272 osi 17.272 osi 17.272 osi 94.868 osi 0.1821 OK +1.20D+0.50Lr+1.60L+1.60H 17.791 osi 17.791 osi 17.791 osi 94.868 osi 0.1875 OK +1.20D+1.60L+0.50S+1.60H 17.791 osi 17.791 osi 17.791 osi 94.868 osi 0.1875 OK +1.20D+1.60Lr+0.50L 15.738 osi 15.738 psi 15.738 osi 94.868 osi 0.1659 OK +1.20D+0.50L+1.60S 15.738 osi 15.738 osi 15.738 osi 94.868 osi 0.1659 OK +1.20D+0.50Lr+0.50L+1.60W 15.738 osi 15.738 osi 15.738 osi 94.868 osi 0.1659 OK +1.20D+0.50L+0.50S+1.60W 15.738 osi 15.738 osi 15.738 osi 94.868 osi 0.1659 OK +1.20D+0.50L+0.20S+E 15.738 osi 15.738 Ds' 15.738 osi 94.868 osi 0.1659 OK Title: Job# Project:MET Community Center Dsgnr: a O e Project Desc.: Project Notes Printed.18 APR 2012,5:55P61 Wall I Footi n File EIHAMOUDI MET CALCS PERMIT SET 04-17-20121 met footing design Q3-11-2011.ec6 g ENERCALC,INC.1983-2011,BsHd:6.11.9.30,Ver.6.11.9.30 Lie#:KW-06009328 Licensee AZH Consulting Engineers Description: Wall Footing Type WG General Information Calculations per ACI 318.08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 : 1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 : 1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : No when footing is wider than = ft Dimensions Reinforcing Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12'Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in Mb - lit:. r 5 P 5 3ars P. . Applied Loads D Lr L S W E H P:Column Load = 6.584 1.720 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Rem Applied Capacity Governing Load Combination PASS 0.9488 Soil Bearing 2.372 ksf 2.50 ksf +D+L+H PASS 16.460 Overturning-Z-Z 0.80 k-ft 13.168 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06694 Z Flexure(+X) 3.670 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.05483 Z Flexure(-X) 3.006 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.2218 1-way Shear(+X) 21.043 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.2218 1-way Shear(-X) 21.043 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: A� Project Desc.: Project Notes: Printed.1E APR 2012,5:55PP,1 Wall Footing Fife EIHANOtiDI f 1 CALM PERMIT SET 04-17-20121metfo©tiny design 03114011.s* �:> . .::.ENEEtCALC,INC,.1983-X11,811kd:B.11.9.30,Yer.&11.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WG Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 1.458 in 1.350 ksf 1.942 ksf 0.777 .+D+L+H 2.50 ksf 1.156 in 1.780 ksf 2.372 ksf 0.949 ,+D+0.750Lr+0.750L+H 2.50 ksf 1.219 in 1.673 ksf 2.265 ksf 0.906 .+D+0.750L+0.750S+H 2.50 ksf 1.219 in 1.673 ksf 2.265 ksf 0.906 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.219 in 1.673 ksf 2.265 ksf 0.906 ,+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.219 in 1.673 ksf 2.265 ksf 0.906 ,+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.219 in 1.673 ksf 2.265 ksf 0.906 +D+0.750L+0.7505+0.5250E+H 2.50 ksf 1.219 in 1.673 ksf 2.265 ksf 0.906 Overturning Sf ity Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 13.168 k-ft 16.460 OK ,D+L 0.80 k-ft 16.608 k-ft 20.760 OK . Sliding Stability ' Force Application Axis Load Combination,.. Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status ,+1.400 2.501 -X Bottom 0.0825 Calc'd Bendina 1.55 54.826 OK +1.400 3.276 +X Bottom 0.1083 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 3.006 -X Bottom 0.0993 Calc'd Bendina 1.55 54.826 OK •+1.20D+0.50Lr+1.60L+1.60H 3.67 +X Bottom 0.1214 Calc'd Bendina 1.55 54.826 OK ,+1.200+1.60L+0.50S+1.60H 3.006 -X Bottom 0.0993 Calc'd Bendina 1.55 54.826 OK ,+1.20D+1.60L+0.50S+1.60H 3.67 +X Bottom 0.1214 Calc'd Bendina 1.55 54.826 OK ,+1.200+1.60Lr+0.50L 2.413 -X Bottom 0.0796 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60Lr+0.50L 3.077 +X Bottom 0.1017 Calc'd Bendina 1.55 54.826 OK ,+1.200+0.50L+1.605 2.413 -X Bottom 0.0796 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50L+1.605 3.077 +X Bottom 0.1017 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0,50Lr+0.50L+1.60W 2.413 -X Bottom 0.0796 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+0.50L+1.60W 3.077 +X Bottom 0.1017 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.50S+1.60W 2.413 -X Bottom 0.0796 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 3,077 +X Bottom 0.1017 Calc'd Bendina 1.55 54.826 OK •+1.20D+0.50L+0.205+E 2.413 -X Bottom 0.0796 Calc'd Bendina 1.55 54.826 OK +1.20D+0,50L+0.20S+E 3.077, +X Bottom 0.1017 Calc'd Bendina 1.55 54.826 OK One Way Spar Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 18.208 osi 18.208 osi 18.208 osi 94.868 DSi 0.1919 OK +1.20D+0.50Lr+1.60L+1.60H 21,043 osi 21.043 osi 21.043 osi 94.868 osi 0.2218 OK +1.200+1.60L+0,50S+1.60K 21.043 osi 21.043 osi 21.043 osi 94.868 osi 0.2218 OK +1.200+1.60Lr+0.50L 17.305 osi 17.305 osi 17.305 DSi 94.868 osi 0,1824 OK +1.200+0.50L+1.605 17.305 osi 17.305 osi 17.305 osi 94.868 osi 0.1824 OK +1.20D+0.50Lr+0.50L+1.60W 17.305 osi 17.305 osi 17.305 osi 94.868 osi 0.1824 OK +1.20D+0.50L+0.505+1.60W 17.305 osi 17.305 osi 17.305 osi 94.868 osi 0.1824 OK +1.20D+0.50L+0.20S+E 17.305 osi 17.305 osi 17.305 osi 94.868 osi 0.1824 OK Title: Job# Project:MET Community Center Dsgnr: Project Desc.: 7.0 Project Notes: Printed:18 APR 20'2 5 5€F., wail Footing Fite:E:tHAMOUDl MET CALLS PERMIT SET 0417-2012Unetfooting design 03-11.2011,ec6 ,.; ENERCALC,INC_1983-2011,Budd:6.11.9.30.Ver6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description Wall Footing Type WH General Information ;. ,..y_ , , ., ", r Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values f"c:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth _ ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in ,a. 4 .. ,7 2-0 N ji ,...„,,,.. , ii . ...... _ Applied Loads D Lr L S W E H P:Column Load = 5.947 1.275 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9006 Soil Bearing 2.252 ksf 2.50 ksf +0+L41 PASS 16.368 Overturning-Z-Z 0.80 k-ft 13.094 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06673 Z Flexure(+X) 3.659 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.05462 Z Flexure(-X) 2.994 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.2211 1-way Shear(+X) 20.971 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.2211 1-way Shear(-X) 20.971 psi 94.868 psi +1.200+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: Project Desc.: F5 I Project Notes: Printed,18 APR 2012,5:58PM Wall Footing ► CAWS PERMIT SET 04.17-2012teetteang design 03-11-2011.e6 ENERCALC,INC.1903-2011,Buad:6.11.9.30,Ver:6.11.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WH Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 1.466 in 1.341 ksf 1.933 ksf 0.773 +D+L+H 2.50 ksf 1.227 in 1.660 ksf 2.252 ksf 0.901 .+D+0.750Lr+0.750L+H 2.50 ksf 1.279 in 1.580 ksf 2.172 ksf 0.869 .+D+0.750L+0.750S+H 2.50 ksf 1.279 in 1.580 ksf 2.172 ksf 0.869 .+0+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.279 in 1.580 ksf 2.172 ksf 0.869 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.279 in 1.580 ksf 2.172 ksf 0.869 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.279 in 1.580 ksf 2.172 ksf 0.869 ,+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.279 in 1.580 ksf 2.172 ksf 0.869 Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status D 0.80 k-ft 13.094 k-ft 16.368 OK D+L 0.80 k-ft 15.644 k-ft 19.555 OK Ming bab y ' . . Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding !a fin Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 in^2 k-ft Status ,+1,40D 2.748 -X Bottom 0.0907 Calc'd Bendina 1.55 54.826 OK .+1.40D 3.523 +X Bottom 0.1165 Calc'd Bendina 1.55 54.826 OK +1.20D+0,50Lr+1.60L+1.601-1 2.994 -X Bottom 0.0989 Calc'd Bendina 1.55 54.826 OK .+1.200+0.50Lr+1.60L+1.60H 3.659 +X Bottom 0.121 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60L+0.50S+1.601-1 2.994 -X Bottom 0.0989 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 3.659 +X Bottom 0.121 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 2.555 -X Bottom 0.0843 Calc'd Bendina 1.55 54.826 OK ,+1.20D+1.60Lr+0.50L 3.219 +X Bottom 0.1064 Calc'd Bendina 1.55 54.826 OK ,+1.20D+0.50L+1.605 2.555 -X Bottom 0.0843 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 3.219 +X Bottom 0.1064 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+0.50L+1.60W 2.555 -X Bottom 0.0843 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+0.50L+1.60W 3.219 +X Bottom 0.1064 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.50S+1.60W 2.555 -X Bottom 0.0843 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 3.219 +X Bottom 0.1064 Calc'd Bendina 1.55 54.826 OK .+1,20D+0.50L+0.20S+E 2.555 -X Bottom 0.0843 Calc'd Bendina 1.55 54.826 OK +1.200+Q,50L+0.20S+E n19 +X Bottom 0.1064 Calc'd Bendina 1.55 54.826 OK .One Way ', Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 19.765 osi 19.765 osi 19.765 osi 94.868 osi 0.2083 OK +1.20D+0.50Lr+1.60L+1.60H 20.971 osi 20.971 osi 20.971 osi 94.868 osi 0.2211 OK +1.20D+1.60L+0.50S+1.60H 20.971 osi 20.971 osi 20.971 osi 94.868 osi 0.2211 OK +1.20D+1.60Lr+0.50L 18.2 osi 18.2 osi 18.2 osi 94.868 osi 0.1918 OK +120D+0.50L+1.60S 18.2 osi 18.2 osi 18.2 osi 94.868 osi 0.1918 OK +1.20D+0.50Lr+0.50L+1.60W 18.2 osi 18.2 osi 18.2 osi 94.868 osi 0.1918 OK +1.20D+0.50L+0.50S+1.60W 18.2 osi 18.2 osi 18.2 osi 94.868 osi 0.1918 OK +1.20D+0.50L+0,20S+E 18.2 osi 18.2 osi 18.2 osi 94.868 osi 0.1918 OK Title: Job# Project:MET Community Center Dsgnr: Project Desc.: F5.2-- Project Notes: t Punter; , APR 202,5 57Pd Wall FOOtI(19 FikrE:H MOVb1 MET CALCS PERMIT SET 04-17-2012Vnet footing design 03-11-2011.ec6 ENERCALC,INC 1983-2011,Bugd:6.11.9.30,Ver.6.11.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WI General Information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft '' �Dimensions Reinforcing .V ro-_ Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 1?Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in I x , 5-#S Bars P, Applied Loads D Lr L S W E H P:Column Load = 6.368 1.275 k OB:Overburden = ksf x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY - Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9427 Soil Bearing 2.357 ksf 2.50 ksf +D+L+H PASS 17.420 Overturning-Z-Z 0.80 k-ft 13.936 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06962 Z Flexure(+X) 3.817 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.05750 Z Flexure(-X) 3.153 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.2316 1-way Shear(+X) 21.969 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.2316 1-way Shear(-X) 21.969 psi 94,868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project MET Community Center Dsgnr: Project Desc.: F53 Project Notes: Printed:18 APR 2012,5.57PM �, -; 144V z ` '-. * * T-4‘141* Y 14lt�r. E044 R ttET 041 2012 fetk otini g fl31124f 1.ec8 Wall Footing' *. - , . . :, vr .; *-1-:,,..4--. .-.',:---,*---. ,u`, C,INC.t9812011.X1:6.11.9X,V8t6.11.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WI Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual i Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio +D 2.50 ksf 1.378 in 1.446 ksf 2.038 ksf 0.815 +D+L+H 2.50 ksf 1.165 in 1.765 ksf 2.357 ksf 0.943 +D+0.750Lr+0.750L+H 2.50 ksf 1.211 in 1.685 ksf 2.277 ksf 0.911 +D+0.750L+0.750S+H 2.50 ksf 1.211 in 1.685 ksf 2.277 ksf 0.911 +D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.211 in 1.685 ksf 2.277 ksf 0.911 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.211 in 1.685 ksf 2.277 ksf 0.911 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.211 in 1.685 ksf 2.277 ksf 0.911 ,+0+4.750L+0.750S+0.5250E+H 2.50 ksf 1.211 in 1.685 ksf 2.277 ksf 0.911 Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status D 0.80 k-ft 13.936 k-ft 17.420 OK 0.80 k-ft 16.486 k-ft 20.608 OK Raft -Sliding `` Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn Flexure Axis Load Combination k-ft Side? or Top? inA2 inA2 in"2 k-ft Status ,+1.40D 2.932 -X Bottom 0.0969 Calc'd Bendina 1.55 54.826 OK +1.400 3.707 +X Bottom 0.1227 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 3.153 -X Bottom 0.1042 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 3.817 +X Bottom 0.1263 Calc'd Bendina 1.55 54.826 OK +120D+1.60L+0.50S+1.60H 3.153 -X Bottom 0.1042 Calc'd Bendina 1.55 54.826 OK .+1200+1.60L+0.50S+1.60H 3.817 +X Bottom 0.1263 Calc'd Bending 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 2.713 -X Bottom 0.0896 Calc'd Bendina 1.55 54.826 OK +1.200+1.60Lr+0.50L 3,377 +X Bottom 0.1117 Calc'd Bending 1.55 54.826 OK ,+1.200+0.50L+1.605 2.713 -X Bottom 0.0896 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.605 3.377 +X Bottom 0.1117 Calc'd Bendina 1.55 54.826 OK +1.200+0.50Lr+0.50L+1.60W 2.713 -X Bottom 0.0896 Calc'd Bendina 1.55 54.826 OK +1,20D+0.50Lr+0.50L+1.60W 3.377 +X Bottom 0.1117 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.50S+1.60W 2.713 -X Bottom 0.0896 Calc'd Bendina 1.55 54.826 OK +1200+0.50L+0.50S+1.60W 3.377 +X Bottom 0.1117 Calc'd Bendina 1.55 54.826 OK +1.200+0.50L+0.20S+E 2.713 -X Bottom 0.0896 Calc'd Bendina 1.55 54.826 OK +1.200+0,50L+0,20S+E 3,377 Bottom 0.1117 Calc'd Bendina 1.55 54,826 OK One Way shear --Ir.'. 'K`'1" Units:k Load Combination... Vu©-X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.400 20.929 osi 20.929 osi 20.929 osi 94.868 osi 0.2206 OK +1.200+0.50Lr+1.60L+1.60H 21.969 osi 21,969 osi 21.969 osi 94.868 osi 0.2316 OK +1.20D+1.60L+0.50S+1.60H 21.969 osi 21.969 osi 21,969 osi 94.868 osi 0.2316 OK +1,20D+1.60Lr+0.50L 19.198 osi 19.198 osi 19.198 psi 94.868 osi 0.2024 OK +120D+0.50L+1.605 19.198 osi 19.198 osi 19.198 psi 94.868 osi 0.2024 OK +1.20D+0.50Lr+0.50L+1.60W 19.198 osi 19.198 osi 19.198 osi 94.868 osi 0.2024 OK +1.20D+0.50L+0.50S+1.60W 19.198 osi 19.198 psi 19.198 osi 94.868 osi 0.2024 OK +1.20D+0.50L+0.20S+E 19.198 osi 19.198 osi 19.198 osi 94.868 osi 0.2024 OK Title: Job# Project:MET Community Center Dsgnr: 4 Project Desc.: GJ Project Notes: Printed.18 APR 2012,5:58P?.1 Wall Footing Fae:EIWAMOUD1 MET CALLS PERMIT SET 34-17-20124met footing desist 03-11-2011.ec6 ENERCALC,INC 1983-2011,Build:6.11 9.30,Ver-5.11.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WK _ General Information Calculations perACI318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 q Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft ' V' Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : No when footing is wider than = ft Dimension* Footing Widt' = 4.350 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in ^ �� x I .-__._...- Ire' J. 5-I5 Bars II , _I Applied Loads D Lr L S W E H P:Column Load = 7.392 2.380 k OB:Overburden = ksf V-x M-zz = 0.80 k-ft Vx applied = in above top of footing - DESIGN SUMMARY Desi•n OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9987 Soil Bearing 2.497 ksf 2.50 ksf +D+L+H PASS 20.097 Overturning-Z-Z 0.80 k-ft 16.078 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08844 Z Flexure(+X) 4.849 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.07590 Z Flexure(-X) 4.161 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.2805 1-way Shear(+X) 26.609 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.2805 1-way Shear(-X) 26.609 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Jab# Project:MET Community Center Dsgnr: Project Desc.: FC7 cj Project Notes: Printed 18 APR 2012, 5 58K Wail Footing ode:E'1 Vi01181 MET CALCS PERMIT SETO4-17.2o121met footing design 03-11.2011.ec6 `ENERCALC,INC,1983-2011,Bi id:6.11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WK Detailed Results ` . ./ - Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio +D 2.50 ksf 1.299 in 1.449 ksf 1.950 ksf 0.780 +D+L+H 2.50 ksf 0.9824 in 1.996 ksf 2.497 ksf 0.999 +D+0.750Lr+0.750L+H 2.50 ksf 1.046 in 1.859 ksf 2.360 ksf 0.944 .+D+0.750L+0.750S+H 2.50 ksf 1.046 in 1.859 ksf 2.360 ksf 0.944 +D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.046 in 1.859 ksf 2.360 ksf 0.944 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.046 in 1.859 ksf 2.360 ksf 0.944 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.046 in 1.859 ksf 2.360 ksf 0.944 +D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.046 in 1.859 ksf 2.360 ksf 0.944 Overturning Stability : Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status •D 0.80 k-ft 16.078 k-ft 20.097 OK D+L 0.80 k-ft 21.254 k-ft 26.568 OK : � Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Fad Wexerre Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gvm.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status +1,400 3.276 -X Bottom 0.1083 Calc'd Bendina 1.55 54.826 OK +1.40D 4.078 +X Bottom 0.135 Calc'd Bendina 1.55 54.826 OK .+1.20D+0,50Lr+1.60L+1.60H 4.161 -X Bottom 0.1378 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 4.849 +X Bottom 0.1608 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60L+0.505+1.60H 4.161 -X Bottom 0.1378 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 4.849 +X Bottom 0.1608 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60Lr+0.50L 3.231 -X Bottom 0.1068 Calc'd Bendina 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 3.918 +X Bottom 0.1297 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.605 3.231 -X Bottom 0.1068 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50L+1.60S 3.918 +X Bottom 0.1297 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 3.231 -X Bottom 0.1068 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+0,50L+1.60W 3.918 +X Bottom 0.1297 Calc'd Bendina 1.55 54.826 OK +1,20D+0.50L+0.50S+1.60W 3.231 -X Bottom 0.1068 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.505+1.60W 3.918 +X Bottom 0.1297 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 3.231 -X Bottom 0.1068 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.205+E 3,918 +X Bottom 0.1297 Calc'd Bendina 1.55 54.826 OK One s-Way Shear : _ ' Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.400 21.72 Dsi 21.72 Dsi 21.72 osi 94.868 osi 0.2289 OK +1.20D+0.50Lr+1.60L+1.601-1 26.609 osi 26.609 osi 26.609 psi 94.868 DSi 0.2805 OK +1.20D+1.60L+0.50S+1.60H 26.609 psi 26.609 osi 26.609 osi 94.868 osi 0.2805 OK +1.200+1.60Lr+0.50L 21.114 osi 21.114 psi 21.114 osi 94.868 osi 0.2226 OK +1.200+0.50L+1.60S 21.114 osi 21.114 osi 21.114 osi 94.868 osi 0.2226 OK +1.20D+0.50Lr+0.50L+1,60W 21.114 Dsi 21.114 osi 21.114 osi 94.868 osi 0.2226 OK +1.20D+0.50L+0.505+1.60W 21.114 osi 21.114 Dsi 21.114 osi 94.868 osi 0.2226 OK +1.20D+0.50L+0.20S+E 21.114 osi 21.114 osi 21.114 osi 94.868 osi 0.2226 OK Title: Job# Project:MET Community Center Dsgnr: b Project Desc.: sj Project Notes: Printed:18 APR 2012,5 58K Wail Footing EIHAMOUDI MET CALCS PERMIT SET 04-17-2012 footing design 03-11-2011.ec6 ENERCALC,INC.1983-2011,6und:6.11.9.30,Ver.6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WL General information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values Pc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : No when footing is wider than = ft Dirinseli�ia� . ng Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in yI4' l� 5-,se� . .. _ _ 111 D Lr L S W E H P:Column Load = 5.522 0.7150 k OB:Overburden = ksf V-x M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Desi.n OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7421 Soil Bearing 1.855 ksf 2.50 ksf +D+L+H PASS 13.805 Overturning-Z-Z 0.80 k-ft 11.044 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.05125 Z Flexure(+X) 2.810 k-ft 54.826 k-ft +1.40D PASS 0.03835 Z Flexure(-X) 2.103 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.1618 1-way Shear(+X) 15.349 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.1618 1-way Shear(-X) 15.349 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: Project Desc.: 7 Project Notes: Printed:18 APR 2012,5.58P t Wall Footing ' File'EIMMOUtt MET CALCS PERMIT SET 04-17-2012kmet fooling die*03-1 t-20t 1.ec6 ENERCALC,INC.1S83-2011,BuiM:6.11.9.30,Yer.6.11.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WL Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio •+D 2.50 ksf 1.739 in 1.085 ksf 1.677 ksf 0.671 +D+L+H 2.50 ksf 1.539 in 1.263 ksf 1.855 ksf 0.742 .+D+0,750Lr+0.750L+H 2.50 ksf 1.585 in 1.219 ksf 1.811 ksf 0.724 +D+0,750L+0.750S+H 2.50 ksf 1.585 in 1.219 ksf 1.811 ksf 0.724 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.585 in 1.219 ksf 1.811 ksf 0.724 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.585 in 1.219 ksf 1.811 ksf 0.724 +D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.585 in 1.219 ksf 1.811 ksf 0.724 +D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.585 in 1.219 ksf 1.811 ksf 0.724 Overturning t Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status D 0.80 k-ft 11.044 k-ft 13.805 OK D+L 0.80 k-ft 12.474 k-ft 15.593 OK Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure - Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 inA2 inA2 k-ft Status +1.40D 2.035 -X Bottom 0.0671 Calc'd Bending 1.55 54.826 OK +1.400 2.81 +X Bottom 0.0928 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 2.103 -X Bottom 0.0693 Calc'd Bendina 1.55 54,826 OK +1.20D+0.50Lr+1.60L+1.60H 2.767 +X Bottom 0.0914 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60L+0.505+1.60H 2.103 -X Bottom 0.0693 Calc'd Bendina 1.55 54.826 OK +1.200+1.60L+0.505+1.60H 2.767 +X Bottom 0.0914 Calc'd Bendina 1.55 54.826 OK +1.200+1.60Lr+0.50L 1.856 -X Bottom 0.0612 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60Lr+0.50L 2.52 +X Bottom 0.0832 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+1,60S 1.856 -X Bottom 0.0612 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+1.605 2.52 +X Bottom 0.0832 Calc'd Bendina 1.55 54,826 OK .+1.20D+0.50Lr+0.50L+1.60W 1.856 -X Bottom 0.0612 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.52 +X Bottom 0.0832 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.505+1.60W 1.856 -X Bottom 0.0612 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 2.52 +X Bottom 0.0832 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.205+E 1.856 -X Bottom 0.0612 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0,20S+E 2.52 .,_ +X Bottom 0.0832 Calc'd Bendina 1.55 54.826 OK On i Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 15.271 osi 15.271 osi 15.271 osi 94.868 osi 0.161 OK +1.200+0.50Lr+1.60L+1.60H 15.349 osi 15.349 osi 15.349 osi 94.868 osi 0.1618 OK +1,200+1.60L+0.505+1.60H 15.349 osi 15.349 osi 15.349 osi 94.868 osi 0.1618 OK +1.20D+1.60Lr+0.50L 13.795 osi 13.795 osi 13.795 osi 94.868 osi 0.1454 OK +1.20D+0.50L+1.60S 13.795 osi 13.795 DSi 13.795 osi 94.868 DSi 0.1454 OK +1.20D+0.50Lr+0.50L+1.60W 13.795 osi 13.795 osi 13.795 osi 94.868 osi 0.1454 OK +1.20D+0.50L+0.50S+1.60W 13.795 osi 13.795 osi 13.795 osi 94.868 osi 0.1454 OK +1.20D+0.50L+0.20S+E 13.795 osi 13.795 osi 13.795 osi 94.868 osi 0.1454 OK Title: Job# Project:MET Community Center Dsgnr: Project Desc.: f 5 15 Project Notes: Printed:16.APP 2012,5.59PA Wall Footing Fi :EAHAM tME.C+LCSPERMITSETOd-17-20121mettodingi'deslg[103-11:1tt11.ec6 ENERCALC,INC.1983-2011,8,Md:6.11.9.30,Vere 11,9,30 Lic.# KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WM General Intormation Calculations per AC1318.08,IBC 2009,CBC 2010,ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel%Bending Reinf, = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Dimensions >s Footing Widt = 2.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12'Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in r. 'y. 1 . if N I. 1,3' IL 5-it 5 early . Applied Loads D Lr L S W E H P:Column Load = 3.187 0.70 k 08:Overburden = ksf ..... ...___._............ _-.____.._......._._.___............. V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9850 Soil Bearing 2.463 ksf 2.50 ksf +D+L+H PASS 5.566 Overturning-Z-Z 0.80 k-ft 4.453 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01934 Z Flexure(+X) 1.061 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.01027 Z Flexure(-X) 0.5629 k-ft 54.826 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.01521 1-way Shear(+X) 1.443 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.02282 1-way Shear(-X) 2.165 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: Q�1 Project Desc.: F5 Project Notes: Piirted.15*R 2012, 5:50P0.1 Wait Footing Flte:r ±ptatlTCnlf,Si�ERA1l1T;sv�»z0, tootm9 design o 1120116 t �: ,. r . . : ".ENERG41C,1NE.1983-241 t:6ugd:6.11.9.34 VCt:6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WM Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 2.695 in 0.6670 ksf 2.183 ksf 0.873 .+D+L+H 2.50 ksf 2.252 in 0.9470 ksf 2.463 ksf 0.985 .+D+0.750Lr+0.750L+H 2.50 ksf 2.349 in 0.8770 ksf 2.393 ksf 0.957 .+D+0.750L+0.750S+H 2.50 ksf 2.349 in 0.8770 ksf 2.393 ksf 0.957 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 2.349 in 0.8770 ksf 2.393 ksf 0.957 +D+0.750L+0.7505+0.750W+H 2.50 ksf 2.349 in 0.8770 ksf 2.393 ksf 0.957 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 2.349 in 0.8770 ksf 2.393 ksf 0.957 +D+0.750L+0.750S+0.5250E+H 2.50 ksf 2.349 in 0.8770 ksf 2.393 ksf 0.957 Dierbuning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status D 0.80 k-ft 4.453 k-ft 5.566 OK D-L 0.80 k-ft 5.328 k-ft 6.659 OK Sliding Sf Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Foedng Fleos r ,., Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Side? or Top? in"2 in"2 in"2 k-ft Status +1.40D 0.4752 -X Bottom 0.0156 Calc'd Bendina 1.55 54.826 OK .+1,40D 1.056 +X Bottom 0.0347 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 0.5629 -X Bottom 0.0185 Calc'd Bending 1,55 54.826 OK ,+1.20D+0.50Lr+1.60L+1.60H 1.061 +X Bottom 0.0349 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60L+0.505+1,60H 0.5629 -X Bottom 0.0185 Calc'd Bendina 1.55 54.826 OK .+1.200+1.60L+0.505+1.60H 1.061 +X Bottom 0.0349 Calc'd Bendina 1.55 54.826 OK •+1.20D+1.60Lr+0.50L 0.4559 -X Bottom 0.015 Calc'd Bending 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 0.9536 +X Bottom 0.0314 Calc'd Bendina 1.55 54.826 OK .+1.200+0.50L+1.60S 0.4559 -X Bottom 0.015 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+1.60S 0.9536 +X Bottom 0.0314 Calc'd Bendina 1.55 54,826 OK ,+1.20D+0,50Lr+0.50L+1.60W 0.4559 -X Bottom 0.015 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 0.9536 +X Bottom 0.0314 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 0.4559 -X Bottom 0.015 Calc'd Bendina 1.55 54.826 OK .+1,200+0.50L+0.505+1,60W 0.9536 +X Bottom 0.0314 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 0.4559 -X Bottom 0.015 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.20S+E 0.9536 +X, Bottom 0.0314 Calc'd Bendina 1.55 54.826 OK 0neway Shear .. . °,:. Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 2.041 osi 1.361 osi 2.041 osi 94.868 osi 0.02152 OK +1.20D+0.50Lr+1.60L+1.60H 2.165 osi 1.443 osi 2.165 osi 94.868 osi 0.02282 OK +1.20D+1.60L+0.505+1.60H 2.165 osi 1.443 osi 2.165 osi 94.868 osi 0.02282 OK +1,200+1.60Lr+0.50L 1.879 osi 1,253 osi 1.879 osi 94.868 osi 0.01981 OK +1.20D+0.50L+1.60S 1.879 osi 1.253 osi 1.879 osi 94.868 osi 0.01981 OK +1.20D+0.50Lr+0,50L+1.60W 1.879 osi 1.253 osi 1,879 osi 94.868 osi 0.01981 OK +1.20D+0.50L+0.50S+1.60W 1.879 osi 1,253 osi 1.879 osi 94.868 osi 0.01981 OK +1.20D+0.50L+0.20S+E 1.879 osi 1.253 osi 1.879 osi 94.868 osi 0.01981 OK Title: Job# Project:MET Community Center Dsgnr: Project Desc.: F&(7 Project Notes: Printed.18 APR 2012,6:00P.1 wall Footing ile:E9 4MMOUDI NET CALCSPERMI T SET 4417-24121rnet footing design 03.11-2011.er6 9 ENERCALC,NC.1983-2011,Build:6.11.9,30,Ver:6.11.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WN i ' %y.;'4 : '.,f Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 General Information � � -�.�.. �- Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel°/o Bending Reinf. = 0.00140 Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 2.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 10.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width = 5 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in 9 ..= . '' 11 _. ... ...... N 2 E' 5 P.i. �...�.,^..1_. .., .. Applied Loads D Lr L S W E H P:Column Load = 2.702 0.50 k OB:Overburden = ksf V-x = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8754 Soil Bearing 2.189 ksf 2.50 ksf +D+L+H PASS 4.808 Overturning-Z-Z 0.80 k-ft 3.846 k-ft D PASS n/a Sliding-X-X 0,0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01754 Z Flexure(+X) 0.9615 k-ft 54.826 k-ft +1.400 PASS 0.007982 Z Flexure(-X) 0.4376 k-ft 54.826 k-ft +1.20D+1.60L+0.50S+1 PASS 0.01286 1-way Shear(+X) 1.220 psi 94.868 psi +1,20D+0.50Lr+1.60L+ PASS 0.01930 1-way Shear(-X) 1.831 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Dsgnr: Project Desc.: Project Notes: Ported.12 APR 2012,6 06P^, Well Footing s + > I GALCSPE mxSEia4»-20.12 tr ,d design' 9 E[ C.ALc,itits.tsg3.2011,8utiti:6.tt_fl.34,Ner6.11.9.30 lie.#:KW-06009328 Licensee :AZH Consulting Engineers Description: Wall Footing Type WN Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 3.120 in 0.4730 ksf 1.989 ksf 0.795 .+D+L+H 2.50 ksf 2.684 in 0.6730 ksf 2.189 ksf 0.875 .+D+0.750Lr+0.750L+H 2.50 ksf 2.781 in 0.6230 ksf 2.139 ksf 0.855 .+D+0.750L+0.750S+H 2.50 ksf 2.781 in 0.6230 ksf 2.139 ksf 0.855 +D+0.750Lr+0.750L+0.750W+H 2.50 ksf 2.781 in 0.6230 ksf 2.139 ksf 0.855 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 2.781 in 0.6230 ksf 2.139 ksf 0.855 .+D+0,750Lr+0.750L+0.5250E+H 2.50 ksf 2.781 in 0.6230 ksf 2.139 ksf 0.855 +D+0.75QL+0,750S+0.5250E+H 2.50 ksf 2.781 in 0.6230 ksf 2.139 ksf 0.855 Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 3.846 k-ft 4.808 OK D+L 0.80 k-ft 4.471 k-ft 5.589 OK Sliding Stability , Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Feothg Rexure . . Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? inA2 in"2 inA2 k-ft Status .+1,400 0.3809 -X Bottom 0.0125 Calc'd Bendina 1.55 54.826 OK .+1.40D 0.9615 +X Bottom 0.0316 Calc'd Bending 1.55 54.826 OK +1.20D+0.50Lr+1,60L+1,60H 0.4376 -X Bottom 0.0144 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 0.9353 +X Bottom 0.0308 Calc'd Bendina 1.55 54,826 OK +1.200+1.60L+0.50S+1.60H 0.4376 -X Bottom 0.0144 Calc'd Bendina 1.55 54.826 OK .+1.200+1,60L+0.50S+1.60H 0.9353 +X Bottom 0.0308 Calc'd Bendina 1.55 54.826 OK +1.20D+1.60Lr+0.50L 0.3612 -X Bottom 0.0119 Calc'd Bendina 1.55 54.826 OK +1.200+1.60Lr+0.50L 0.8589 +X Bottom 0.0283 Calc'd Bending 1.55 54.826 OK .+1.20D+0.50L+1.60S 0.3612 -X Bottom 0.0119 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+1.60S 0.8589 +X Bottom 0.0283 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 0.3612 -X Bottom 0.0119 Calc'd Bendina 1.55 54.826 OK +1.200+0.50Lr+0.50L+1.60W 0.8589 +X Bottom 0.0283 Calc'd Bendina 1.55 54.826 OK +1.20D+0.50L+0.50S+1.60W 0.3612 -X Bottom 0.0119 Calc'd Bendina 1.55 54.826 OK .+1.20040.50L+0.50S+1.60W 0.8589 +X Bottom 0.0283 Calc'd Bendina 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 0.3612 -X Bottom 0.0119 Calc'd Bending 1.55 54.826 OK +1,200+Q,50L+0,20S+E 0.8589 . +X Bottom 0.0283 Calc'd Bendina 1.55 54.826 OK 'One.Way Slur : , - Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu i Phi*Vn Status +1.40D 1.79 Dsi 1.193 Dsi 1.79 osi 94.868 DSi 0.01887 OK +1.20D+0.50Lr+1.60L+1.60H 1.831 osi 1.22 osi 1.831 osi 94.868 osi 0.0193 OK +1.200+1.60L+0.50S+1.60H 1.831 osi 1.22 psi 1.831 osi 94.868 osi 0.0193 OK +1.20D+1.60Lr+0.50L 1.627 osi 1.085 osi 1.627 osi 94.868 osi 0.01715 OK +1.20D+0.50L+1.60S 1,627!psi 1.085 Dsi 1.627 osi 94.868 osi 0.01715 OK +1.20D+0.50Lr+0.50L+1.60W 1.627 osi 1.085 osi 1.627 osi 94.868 osi 0.01715 OK +1.20D+0.50L+0.50S+1.60W 1.627 osi 1.085 osi 1.627 osi 94.868 osi 0.01715 OK +1.20D+0.50L+0.20S+E 1.627 psi 1.085 psi 1.627 osi 94.868 osi 0.01715 OK Title: Job# Project:MET Community Center Dsgnr: V I>y Project Desc.: 111 Project Notes: Prnled 14 1'1 ^i MAP 20 12 e 1 �Ck; Pore'Footing Embedded,in Soil Lic.#:KW-06009328 • Licensee :AZH Consulting Engineers Description: -None- .:.J ', m �A, ' ,'; . y"r".., Calculations per IBC 2009 18073,CBC 2010,ASCE 7-05 I Pole Footing Shape Circular Footing Diameter 14.0 in Find Lateral Pressure for Given Death No Lateral Restraint at Ground Surface Allow Passive 250.0 Pcf Max Passive 1,500.0 psf Embedment Depth of Footing 4.0 ft • Controlling Values I I Governing Load Combination: +D Lateral Load 0.0 k Moment 0.0 k-ft t _ NO Ground Surface Restraint Pressures at 1/3 Depth Actual 1.0 Psi A dl Allowable 333.33 Psi 1 Footing Base Area 1.069 ft"2 Maximum Soil Pressure 8.194 ksf I [ assumes boring is square Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load 0.0 k 0.0 k/ft 0.0 k-ft 0.960 k Lr:Roof Live 0.0 k 0.0 k/ft 0.0 k-ft 0.0 k L:Live 0.0 k 0.0 k/ft 0.0 k-ft 0.0 k S:Snow 0.0 k 0.0 klft 0.0 k-ft 7.80 k W:Wind 0.0 k 0.0 k/ft 0.0 k-ft 0.0 k E:Earthquake 0.960 k 0.0 k/ft 0.0 k-ft 1.660 k H:Lateral Earth 0.0 k 0.0 k/ft 0.0 k-ft 0.0 k Load distance above TOP of Load above ground surface ground surface 0.0 ft 0.0 ft III BOTTOM of Load above ground surface 0.0 ft 1`,.. �: +D 0.000 0.000 1.0 333.3 1,000 +D+5+H 0.000 0.000 1.0 333.3 1.000 +0-0.750L+0.750S+H 0.000 0.000 1.0 333.3 1.000 +D+0.70E+H 0.000 0.000 1.0 333.3 1.000 +D+0.750L+0.750S+0.750W+H 0.000 0.000 1.0 333.3 1.000 I +D+0.750Lr+0.750L+0.5250E+H 0.000 0.000 1.0 333.3 1.000 +D+0.750L+0.750S+0.5250E+H 0.000 0.000 1.0 333.3 1.000 +0.600+0.-10E+H 0.000 0.000 1.0 333.3 1.000 I I F.-6 Project: Sheet# NBZ Location: Consulting Engineers ph:971.222.4378 Client: Job# fx:503.848.8748 Date: By: •-1-":7--EMErialEalinaluIrmen: ummistmrdra- --f-: 1-i ' ,4i,. -H- J-.7,mirr-mrannimil71!1-1,_ rimpr_161 ".. .Firi: - ,_,.....,..._ ,,..._ ......, ..,, L -h--i---- --'-- _ , i . liaballil OM L-1- irl.,: -4-1 7—1■14111— Alai Mt .,411 i sonum• inialairati...: -, - -4- 1._:,,:tt.._,..r. 1 _i_. .. .,__ ________ :. 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G,G83 6i 1 i - ----------- - ; --;-:, -- ;;ITG-3 t _ -T, c _ 6,683x1 _ 1 (1Qai,. _- _v _ 1? = gi Keil. <stAulas X 3_ _ ` HssSvcs �I *---- .__- - -1�4.�+ X51- -- - f ,� 1 1X14 1 I ! . . 1.11)..7_ _.. . ___ z--- 1tib 11b01-1 1 1( I ( y R.AS-Gn = 1!0. o i_ K ! 1 Title: MET Community Center Job# 11-020 Project:MET Community Center Dsgnr: NBZ Consulting Engineers 4')S2 Project Desc.: Steel Beams Design Project Notes: �E�� Pnnted� 9 MAR 2012,5 41P1.1 } "1*Y i.GrJ''17 F,,-' s^"tl 'e'3•t zj -."-.'^^ t,- ,-'1,,eme ��K_' 3 r 'C. '1 x s 44.".f'& .8 a' �V '.,,r g,,,,!,,,, Pr..,R'716xvtx.,iG�«:wa .as�.;4:�a.iti%,:4>�a,� . Y. ,, :. !'., tyLV ..,.«.. ..• " yi.:. 7_.,... n � =�,' '.c '¢•lsp�a't: ap , Lic.#: KW-06009328 + Licensee :AZH Consulting Engineers Description: Canopy beam " # ,'- "` " ° ,a ' Calculations per AISC 360-05,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 + D(0.0861 S(0.299) + i i D(0.043)S(0.15) +n(n n'z)+ TT ■ I S(0.288) ' Span=21.0ft Span=8.0ft W8X21 W8X21 Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0860, S=0.2990 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.0430, S=0.150 k/ft, Tributary Width=1.0 ft Point Load: D=0.1730, S=0.2880 k a 8.0 ft Design OK Maximum Bending Stress Ratio = 0.703: 1 Maximum Shear Stress Ratio= 0.115 : 1 u Section used for this span W8X21 Section used for this span W8X21 Mu :Applied 17.421 k-ft Vu :Applied 4.764 k i Mn/Omega:Allowable 24.796 k-ft Vn/Omega:Allowable 41.40 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.208ft Location of maximum on span 21.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.451 in Ratio= 558 Max Upward L+Lr+S Deflection -0.316 in Ratio= 606 Max Downward Total Deflection 0.593 in Ratio= 424 ! Max Upward Total Deflection -0.377 in Ratio= 508 i J Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+L+H,LL Comb Run("L) Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+L+H,LL Comb Run(L') Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +0+L+H,LL Comb Run(LL) Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+Lr+H,LL Comb Run(*L) Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +O+Lr+H,LL Comb Run(L`) Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62,10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+Lr+H,LL Comb Run(LL) Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4,31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+S+H Dsgn.L= 21.00 ft 1 0.703 0.115 17.42 -10.53 17.42 41.41 24.80 1.21 1.00 4.76 62.10 41.40 Dsgn.L= 8.00 ft 2 0.238 0.052 -10.53 10.53 74.00 44.31 1.00 1.00 2.17 62.10 41.40 Title: MET Community Center Job# 11-020 A S y Project:MET Community Center Dsgnr: NBZ Consulting Engineers Project Desc.: Steel Beams Design Project Notes: Pnnted•8 MAR 2012.5 41P Steel Beam " ., 1 i. " . c ... .:ecs , r •_ .. :�•, ... .:- � �.- �°`�.-�<� . . �- � a ;. n,.�.��"' ��.,�.�� a .,.201,ls.t1.' I 15.9.1.130 Lic. # : KW-06009328 Licensee: AZH Consulting Engineers Description: Canopy beam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega +0+0.750Lr+0.750L4j,LL Comb Run(* Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.750Lr+0.750L+H,LL Comb Run(L Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.750Lr+0.750L+H,LL Comb Run(L Dsgn.L= 21.00 ft 1 0,170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.750L+0.750S+H,LL Comb Run(1. Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8 76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +D+0.750L+0.750S+-1,LL Comb Run(L' Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8.76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +0+0.750L+0.750S+H,LL Comb Run(LI Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8.76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +0+W4H Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.70E+H Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 '+0.750Lr+0.750L+0.750W+11,LL Corr Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +0+0.750Lr4Q.750L+0.750W+H,LL Con Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.750Lr+0.750L+0.750W+H,LL Corr Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.750L+0.750S+0.750W+H,LL Com Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8.76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +D+0.750L+0.750S+0.750W+H,LL Com Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8.76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +D40.750L+0.750S+0.750W+H,LL Com Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8.76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.750Lr+0.750L+0.5250E+11,LL Cor Dsgn.L= 21.00 ft 1 0.170 0.031 4.31 -3.43 4.31 42.40 25.39 1.24 1.00 1.29 62.10 41.40 Dsgn.L= 8.00 ft 2 0.077 0.017 -3.43 3.43 74.00 44.31 1.00 1.00 0.68 62.10 41.40 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8.76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8.76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 21.00 ft 1 0.569 0.094 14.14 -8.76 14.14 41.51 24.86 1.21 1.00 3.89 62.10 41.40 Dsgn.L= 8.00 ft 2 0.198 0.043 -8.76 8.76 74.00 44.31 1.00 1.00 1.80 62.10 41.40 +0.60D+W+H Dsgn.L= 21.00 ft 1 0.102 0.019 2.58 -2.06 2.58 42.40 25.39 1.24 1.00 0.77 62.10 41.40 Dsgn.L= 8.00 ft 2 0.046 0.010 -2.06 2.06 74.00 44.31 1.00 1.00 0.41 62.10 41.40 +0.60D+0.70E+H Dsgn.L= 21.00 ft 1 0.102 0.019 2.58 -2.06 2.58 42.40 25.39 1.24 1.00 0.77 62.10 41.40 Dsgn.L= 8.00 ft 2 0.046 0.010 -2.06 2.06 74.00 44.31 1.00 1.00 0.41 62.10 41.40 ITitle: MET Community Center Job# 11-020 5 S Project:MET Community Center Dsgnr: NBZ Consulting Engineers Project Desc.: Steel Beams Design IProject Notes: Printed 8 MAR 2012,5:41 PA1 Steel Beam 4t .4 , ,.i.� fig, Lic.#:KW-06009328 Licensee :AZH Consulting Engineers Description: Canopy beam Load Combination Span Max.''Defl Location in Span Load Combination Max.'+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 I Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.761 6.937 I D Only 0.960 1.971 S Only 2.801 4,966 D+5 3.761 6.937 I I I I I I I I I I I I I415E IL. 1 I I 1.91k ` M3 IN2 N4 I I I I E a I I I I N 1 `N3 I I I I Loads: BLC 3, E ISolution: Envelope I h'i51 Company : I Designer : Job Number : Checked By: Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(11E5 F) Density[k/ft^3] Yield[ksi] 1 A36 29000 11154 .3 .65 .49 36 2 A572Grade50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 _ .3 .65 .49 50 4 A50042 29000 11154 .3 .65 .49 42 I5 A500_46 29000 11154 .3 .65 .49 46 I Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules A[in2] I(90.270)[1..I(0.180)[in4J 1 HR1A W8X21 Wide Flange Beam A572Grade50 Typical 6.16 9.77 75.3 2 HR2 HSS5X5X4) Tube Beam A500_46 Typical 4.295 _. 15.997 15.997 I Joint Coordinates and Temperatures Label X[ft] Y ti Temp[F) 1 N1 0 0 0 2 _ N2 0 10 0 3 _ N3 _ 11.5 0 0 I4 N4 11.5 10 0 I Joint Boundary Conditions Joint Label X[kiln] Y m Rotation[k-ft/rad] 1 I N 1 Reaction Reaction 2 -_- N3 Reaction Reaction , I Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Design List Type Material Design Rules 1 M1 N1 N2 HR2 Tube Beam A500_46 ' Typical j 2 M2 - N3 N4 HR2 Tube Beam A500 46 Typical 3 M3 N2 N4 HR1A Wide Flange Beam A572Grade50 Typical I Basic Load Cases I 1 2 BLC Description Category X Gravity - Y Gravity Joint Point Distributed DL DL SL 2 2 2 2 SL _ 3 E EL 1 I Joint Loads and Enforced Displacements (BLC 1 : DL) I Joint Label L,D,M Direction _ Magnitude[k.k-ft in.rad k's^2/ft] I 1 N2 L Y -1.2 2 N4 L Y -1.2 I Joint Loads and Enforced Displacements (BLC 2 : SL) Joint Label - L.D,M _ - Direction Magnitude[k.k-ft in.rad k*s^2/ft] 1 , N2 _ L Y -4.15 1 [ 2 J. N4 L Y -4.15 Joint Loads and Enforced Displacements (BLC 3 : E) I Joint 01 l L D M Dirftrtinn .• .-� - ,' A u RISA-2D Version 6.0 [C:\RISA2d\canopyframe.r2d] Page 1 I MS ,E Company . Designer IJob Number : Checked By: Joint Loads and Enforced Displacements (BLC 3 : E) (Continued) IJoint Label L,D.M Direction Magnitudejk,k-ft in,rad k`s^2tftl 1 N2 L X 1.91 { IMember Point Loads (BLC 1 : DL) Member Label Direction Magnitude[k,k-"] Location[ft.%J • 1 M3 y _ -.863 4 2 M3 y -.863 10 Member Point Loads (BLC 2 : SL) I Member Label Direction Magnitudejk.k-ftI Location[ft,%J 1 M3 y -2.99 10 2 M3 I y -2.99 4 IMember Distributed Loads Member Label Direction Start Magnitude[lc/ .d...End Magnitude[ktft.degl Start Location[ft.%1 End Location[ft.%J IL No Data to Print... I Load Combinations Description IVe PD...SR... BLC Factor BLC Factor BLC factoLBLC f actor_BLC factor BLE Factor BLC Factor BLC f actor. 1 DL+SL Yes _ 1 _ 1 , 2 _ 1 _ _ . 2 DL+.7E Yes 1 1 3 .7 _ _ I 3 DL+.525E+.75.. Yes - 1 1 r 2 .75 3 .525_ _ 4 .6DL+.7E Yes 1 , .6 3 .7 IEnvelope Joint Reactions Joint X Ik! Ic _ Y jk1 Ic Moment[k-% Ic 1 N1 max .201 1 8.365 1 0 1 I 2 min -.642 4 -.037 4 0 1 3 N3 max -.201 1 10.041 1 0 1 4 . min -.713 2 _ 2.513 , 4 0 1 5 Totals: max 0 1 _ 18.406 _ 1 I6 min -1.337 2 2.476 4 I Envelope Member Section Forces a h L , • i-ni - 1 M1f _ 1 max 8.365 1 .642 4 0 1 2 _ min -.037 _ 4 -.201 1 0 1 I 3 2 max 8.365 1 .642 4 504 1 4 min -.037 4 -.201 1 -1.604 4 5 _ 3 max _ 8.365 1 .642 4 1.007 1 I 6 min -.037 4 -.201 1 -3.208 4 1 7 4 max 8.365 1 .642 4 1.511 8 min -.037 4 -.201 1 -4.812 4 9 5 max 8.365 1 .642 4 2.015 , 1 I 10 min -.037 4 -.201 1 , -6.416 , 4 11 M2 1 max 10.041 1 .713 2 0 1 MI 12 min 2.513 4 .201 1 0 1 13 2 max 10.041 1 , .713 2 -.504 1 I 14 min 2.513 4 .201 1 -1.784 2 15 3 max 10.041 1 .713 2 -1.007 1 RISA-2D Version 6.0 [C:IRISA2d1canopyframe.r2d] Page 2 n15 9 Company : Designer Job Number : Checked By: Envelope Member Section Forces (Continued) Member Sec Axialiki Ic _ ShearC lc Momengk-ftj Ic 16 min 2.513 4 .201 1 -3.567 2 17 4 max 10.041 1 .713 2 -1.511 1 18 min 2.513 4 .201 1 -5.351 2 19 5 max 10.041 1 .713 2 -2.015 1 20 min 2.513 4 .201 1 -7.135 2 21 M3 1 max .713 _ 2 3.015 1 2.015 1 22 min .201 _ 1 -.757 4 -6.416 4 23 2 max .713 2 3.015 1 -4.238 4 24 min .201 1 -.757 4 -7.871 3 25 3 max .713 2 _ -.838 1 -1.155 4 26 min .201 1 -1.547 3 -8.581 1 27 4 max .713 2 -.838 1 2.511 4 28 min .201 1 -1.547 3 -6.173 1 29 5 max .713 2 -1.793 4 7.135 2 _AO_ min .201 _ 1 -4.691 1 2.015 1 Envelope Member Section Stresses Member Sec Axial[ksi] _ Ic Shear[ksiL Ic Top Bendi... Ic Bottom Bendingjksi] Ic 1 M1 1 max 1.948 1 .276 4 0 1 0 1 2 min -.009 4 -.087 1 . 0 1 0 1 3 2 max 1.948 1 .276 4 3.008 4 .945 , 1 4 min -.009 4 -.087 1 -.945 1 -3.008 4 5 3 max 1.948 1 .276 4 6.016 4 1.889 1 6 min -.009 4 -.087 1 -1.889 1 -6.016 4 7 4 max 1.948 1 .276 4 9.024 4 2.834 1 8 min -.009 4 -.087 1 , -2.834 1 , -9.024 4 9 5 _max 1.948 _ 1 .276 4 12.032 _4 3.779 1 10 min -.009 4 -.087 1 -3.779 1 -12.032 4 11 M2 1 _max 2.338 1 _ .307 2 0 1 _ 0 1 12 _ min .585 4 .087 1 0 1 , 0 1 13 2 max 2.338 1 .307 2 3.345 2 -.945 1 14 ' min .585 4 .087 1 .945 1 -3.345 2 15 3 max 2.338 1 .307 2 6.69 2 -1.889 1 16 min .585 4 .087 1 1.889 1 -6.69 2 17 4 max 2.338 1 .307 2 _ 10.035 2 _ -2.834 1 18 min .585 4 _ .087 _ 1 2.834 1 -10.035 2 19 5 max 2.338 1 .307 2 13.38 2 -3.779 , 1 20 min .585 4 .087 1 3.779 1 -13.38 2 21 M3 1 max .116 2 1.457 1 4.233 4 1.329 1 22 min .033 1 -.366 4 _ -1.329 1 -4.233 4 , 23 2 max .116 2 1.457 1 5.193 3 -2.796 4 24 min .033 1 -.366 4 2.796 4 -5.193 3 25 3 max .116 2 _ -.405 1 _ 5.661 1 -.762 4 26 min .033 1 -.747 3 .762 4 -5.661 1 27 4 max .116 2 -.405 . 1 _ 4.073 1 1.657 4 28 min .033 , 1 _ -.747 3 -1.657 _ 4 -4.073 1 29 5 max .116 2 -.866 4 . -1.329 1 4.707 2 30 min .033 1 -2.266 1 -4.707 2 1.329 1 Envelope Member Section Deflections Member Sec x[in] Ic y[in] Ic Uy Ratio Ic 1 _M 1 1 i max 0 1 0 1 NC 1 2 min 0 1 0 1 NC 1 3 2 max 0 4 .03 1 4093.271 1 RISA-2D Version 6.0 [C:IRISA2d1canopyframe.r2d] Page 3 Company Designer Job Number : Checked By: Envelope Member Section Deflections (Continued) Member _ Sec x[ini Ic y[ini Ic IJy Ratio Ic 4 _ min I -.002 _ 1 -.329 4 1285.456 4 II 5 3 max 0 4 .049 1 2558.295 1 4 6 _ min -.004 1 -.621 4 803.41 7 4 max 0 4 .044 1 2923.765 1 8 min -.006 1 -.838 4 918.183 4 9 5 max 0 4 .004 1 NC 1 4 10 min -.008 1 -.943 4 NC 11 M2 1 max 0 1 0 1 NC 1 12 min 0 1 0 1 1 NC 1 13 2 max 0 4 -.028 1 4093.271 1 1155.913 2 �4_ min -.002 1 -.339 2 15 3 max -.001 4 -.045 1 2558.295 1 16 min , -.005 1 -.637 2 722.445 2 17 4 max -.002 4 -.038 1 2923.765 1 2 18 min -.007 1 -.852 2 _ 825.652 19 5 max -.002 4 .004 1 NC 1 20 min -.01 1 -.943 4 NC 4 21 M3 1 max .943 4 0 4 NC 4 22 min -.004 1 -.008 1 NC 1 23 2 max .943 4 -.021 4 6872.476 4 24 min . -.004 1 -.076 1 2030.394 1 I . 25 3 , max .943 4 , -.014 4 NC 4 26 min -.004 1 , -.104 1 1450.605 1 27 4 max .943 4 0 4 NC 4 28 min -.004 1 -.076 1 2062.897 1 - 29 5 max .943 , 4 -.002 4 NC 4 309 min -.004 1 -.01 1 NC 1 IEnvelope Joint Displacements Joint X[in] ►c Y[in] Ic Rotation[rad] Ic 1 N 1 max 0 4 0 _ 4 1.065e-3 1 2 min 0 1 0 1 -1.115e-2 4 3 N2 max .943 4 0 4 -1.195e-3 4 4 min -.004 1 -.008 1 -2.35e-3 3 il II 5 N3 max 0 2 0 4 -1.e-3 1 min • 1 0 1 -1.151e-2 2 7 N4 max .943 4 -.002 4 2.127e-3 1 8 min -.004 1 -.01 ' 1 -6.306e-4 4 IEnvelope ASD Steel Code Checks Member Shape Code Check Loditi Ic Shear C... Loc[ftl Ic Fa[ksi] Ft[k$i] Fb[Mil Cb_Cm ASD Eqn 1 M1 HSS5X5X4 .397 _ 10 4 .015 , 0 _ 4 .20.957 _ 27.6 30.36 1.... .6 H2-1 2 M2 HSS5X5X4 .486 10 3 .017 0 2 20.957 27.6 30.36 1.... .6 H1-2 3 M3 W8X21 , .299 4.073 1 .113 10.062 1 , 12.437 , 30 , 22.138 1 .85 H1-2 111 I 1 RISA-20 Version 6.0 [C:IRISA2d1canopyframe.r2d] Page 4 I i I or N B Z Project: rnE'T S /l Consulting Engineers Location: �l 6 612-1), 0 A. Sheet#et ph:971222.4378 Client ME`T Job# Ifz:503.848.8748 Date: 0-5/v 7//f By: /J/i !/-0 20 om� ' i 43 �c.7\k tt 1'l, Ccvn() I ! w0� _ 15X I///8 5 5 PL , �,o,, 8' ,4 it It I (1,124 W-s-t-- - 1144. - (nvm WSJ x ; 38 4 f 38 1711 _2s2.4 I I 4 t I cc C c Ex c bo 45 S ! p o _Z.82- PL i t\mctx 4- 1, id le• RD, 148 =55'P ,b ,r }k 3 Gxlo.5 3 !3 x 3/g ok ( e EmwII I 4,-31...j = 1'L� L_ o7/ _ 3�i6 ' — per. 1304'`4_130` i `=65*d.I f itia.„ --- -0. ? __, 1,21 x i '2._ 72.11/0; 1 6,--ta{ 3, i 2x3+4 D -� s6 . Tip r,,= r7----r-4. ,17e-- ., 72 "t''-°';) x I f„, , /4.cPx At, z 2,?ki i' R=1 A i :g15 0 68° 1-0 liZi- m = (ex13 = g, 6 �tk " (S s..�c s) 4 x.65 b � � ,� = 16X36 _ l,,6 k5.... -1--- -- -_ -- 1 = ,71 Oyikast ,k4i- z . . S 'f,0 P//() - ; . -Viz tAiLQ, .=.-- ---',-__---,_.. ,-__1,61 k. _____ _ • tit-4 Cce645 ' °� a I I i a �-�4., 1 „,w" _ 4 X may ' � K/ 1, //1 I . . --.34r-it'I 1)4/111. - . �, _ _ , t i I '/ F,�=1y,s x%b= 4,6 f< , 'R. , t = 51 ( 4. = a k'r g _ s x:6 = 7. 1 ks < F - 36A-. = 2), ~SAS„ I Project Al e---r Sheet# • NBZ MS I L • Consulting Engineers Location: 7764-K40, 0/Z. ph:971.222.4378 Client /91e-r Job# I fx:503.848.8748 Date: 03/0 7/i2_ By: Nigma 1/- 02_,D 1 , 6010/7 t c.4-vrteclio-.114.- . 54 y47 I -Atj I P-X 4 1 11 /3 192 1- I Ii- - --- - T -- I 0 7 lirMik 1, K- I 4,4 14424— 4 = . 5,6 pk/11. ..i a 14 1 . l'o 4 i A, 4-v.), _-- ___IL0.---1--- - .067A/in . --I I C X 61T . ___0, ,... u., 17.. Ica_ t 19_11-at- -....-: • 6 7 M47 _____.1 , ,x3 _ 1 - I I DitQCN, lk$CNtSA u,0- c7,(- Cc),A);_c>t1 : • p- 15 119x1,6x . `05 I 1p =.2.4 7p4 , I ke3' 7 X ___ ___ _.1 ,-: ,__ 11_, 4.. H. i . X I S 2 /17 .1}sP J 1 -') jrac.4., r.tte 4'11 rl U,NACNVZ-V CCsestri-tr+CY-I- : Pit,i 4) i I TA:(13 Cratet. i 15 x 47)1 1- 2 x 11_ 5,1 = /44.25 2- I si)hc - .4- \45x 11 = /67 Zits IVc_,,,,D 1 _ ■gl _____.- -..; 2_ 36 Llos 1-414, = 41 3.X 2, .. 4, 7 1 I I /.__ _ _ 172-X12-i „ /30 c, t.- ''iLez_ - /.2.6. rly - iet3 , r - 1 < -4i I _ lt-7 1 1-2'712-F = ‘ ekse • > - 4-11= • -----7-7.--7 4- I ; ; k.., rj.. j 0 A ■ 1 I1 i I NBZ Project ma-7 Location: TJGAR'o, OFL Sheet 1L4 Consulting Engineers ph:971.222.4378 Client: ME T Job# /1_ 0± o fx:503.848.8748 Date: 0 3/o7 j)2_____ By: /V6' - j I //i 31Na Cr,-l{vsNect;e\ ,L cnv ff : 1 .)c • ' -���, // „ ,,� � k fah- -% -- - -- --.-_.6 -- 111111t -xt cp iA 307 0 K ,...... 'Ass 8 x 3 x X..-M I m i,2.1 x /3,31 An I I I . b /.3,31 / 42 K o k 9ti I i . - - ti-,,, — I 9_x64. ,fix 3 -- 3 > � = s 3 l k 4 < F�, _ fit �X 4d -4iq _ , 13.31 - , 3k/ = 4, 7cP'FA, 3)(8.r 83 P= Ti 13.31 i.66, * • K • 13 I - ---- - ---�--- ----- x -- 4- -- ---- - . . .._ l9x,7 ,r36 - ' 2a uset m ` ! . , ,• , • _ 121— _ . .L K L -5.4_�� 74 as I 1 3 X 3 , 2 � 4 k 1,-4, _ ,94 as - ; 6 I 1)Sk- C .) -Ai0 i-alt.-- f<16-- it-j7 II'"-e4;4kid I . ` . . � . . . .. . .. . . ... . . . - _ . _ _ .. j � f I r ' I ITitle: MET Community Center Job# 11-020 "t-'/5 Project:MET Community Center Dsgnr: NBZ Consulting Engineers Project Desc.: Steel Beams Design 1 Project Notes: �}!}� �+pPnnfed 19 EB 20,2 2 .,.,5t2,9PP5' +r r .� 4, • I r+»*..�.c ,,.. � i4,,.... +e•. s T�.....w ,. ...., ,.. ..7-.:.:. .. .. -‘.:-.4,-'.- -,t "-' �'..Y-%I.r.�±� � >-.,; 1 :._'-r, re,-..'.aYv`..z... Lre #: KW-06009328 Licensee AZH Consulting Engineers Description: Canopy angle IL. .A , 1, !}~ '., .--;*. z....', "y` <x; Calculations per AISC 360-05,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I Load Combination 2006 IBC&ASCE 7-05 - -- D(0.055)S(0.282) + V i I Span=4.750 ft I . L3X3X3/8 Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0550, S=0.2820 k/ft, Tributary Width=1.0 ft IMaximum Bending Stress Ratio = 0.314: 1 Maximum Shear Stress Ratio = Desi•n OK 0.040 1 Section used for this span L3X3X3/8 Section used for this span L3X3X3/8 Mu:Applied 0.971 k-ft Vu :Applied 0.8175 k I Mn/Omega:Allowable 3.095 k-ft Vn/Omega:Allowable 20.210 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 2.375ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.064 in Ratio= 888 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.078 in Ratio= 727 Max Upward Total Deflection 0.000 in Ratio= 0 <240 _I AiSMEIMEMEMINIMIN Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0 Dsgn.L= 4.75 ft 1 0.057 0.007 0.18 0,18 5.17 3.10 1.00 1.00 0.15 33.75 20.21 I +D+S+H Dsgn.L= 4.75 ft 1 0.314 0.040 0.97 0.97 5.17 3.10 1.00 1.00 0.82 33.75 20.21 +D+0.750L+0.750S+H Dsgn.L= 4.75 ft 1 0.249 0.032 0.77 0.77 5.17 3.10 1.00 1.00 0.65 33.75 20.21 +D+0.750L+0.750S+0.750W+H IDsgn.L= 4.75 ft 1 0.249 0.032 0.77 0.77 5.17 3.10 1.00 1.00 0.65 33.75 20.21 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 4.75 ft 1 0.249 0.032 0.77 0.77 5.17 3.10 1.00 1.00 0.65 33.75 20.21 ';:ry Load Combination Span Max.''Defl Location in Span Load Combination Max."+'Deft Location in Span 1 0.0000 0.000 0.0000 0.000 Support notation:Far left is#1 Values in KIPS ILoad Combination Support 1 Support 2 Overall MAXimum 0.817 0.817 D Only 0.148 0.148 S Only 0.670 0.670 iD+S 0.817 0.817 I Title: MET Community Center Job# 11-020 7)75 1� Project:MET Community Center Dsgnr: NBZ Consulting Engineers Project Desc.: Steel Beams Design IProject Notes: t �y Beam �.y�y i +�� �+ .Pinted-19 FEB By201�2,,66:14PM Steel 7�CJi€1 3 'i 'a ��`. ' fir• 0tlta1DOCLlff{ tikReAt HISt'WiViltl�:t pro a ,=uu.l X33 2c11.avkkd.0 1.9.3o.v s 11.e.� I Lic.#:KW-06009328 • Licensee:AZH Consulting Engineers Description: Canopy angle I Calculations per AISC 360-05,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fy:Steel Yield: Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus 50.0 ksi 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 D(0.065)S(0.422) D(0.13)S(0.67) D(0.13)S(0.505) D(0.065)S(0.166) I / . , Span=1.0 Span=8.0 ft Span=2.0 ft C8X11.5 C8X11.5 C8X11.5 1 1,..,,':'''::".':.; `", ? ;i 4 a :!., Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s)for Span Number 1 I Point Load: D=0.0650, S=0.4220 k 0.0 ft Load(s)for Span Number 2 Point Load: D=0.130, S=0.670 k an,2.670 ft Point Load: D=0.130, S=0.5050 k as 6.330 ft Load(s)for Span Number 3 I Point Load: D=0.0650, S=0.1660kc5)2.0ft Desi.n OK Maximum Bending Stress Ratio = 0.057: 1 Maximum Shear Stress Ratio = 0.026: 1 1 Section used for this span C8X11.5 Section used for this span C8X11.5 Mu :Applied 1.361 k-ft Vu :Applied 0.8145 k I Mn!Omega:Allowable 24.027 k-ft Vn/Omega:Allowable 31.617 k Load Combination +D+S+H Load Combination +D+S+H I1 Location of maximum on span 2.734ft Location of maximum on span 8.000 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.012 in Ratio= 8224 I Max Upward L+Lr+S Deflection in Ratio= 6396 Max Downward Total Deflection 0.015 in Ratio= 6448 Max Upward Total Deflection -0.005 in Ratio= 4970 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 40 I Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +0+1.+H,LL Comb Run(""L) 1 Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+L+H,LL Comb Run("L") Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 I Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 '+L+11,LL Comb Run("LL) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 I Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+L+H,LL Comb Run(L**) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 IDsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+L44i,LL Comb Run(L'L) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 I /)15,Title: MET Community Center Job# 11-020 Project:MET Community Center Dsgnr: NBZ Consulting Engineers Project Desc.: Steel Beams Design IProject Notes: Printed 19 FEB 2012,6:14PM Steel Beam 1 1 - ,�W 7 " `Fite C1Iaa1Plau;atbacuments\ENERaCt liniti e£btB . i, •.r.> r,,. i i";:i;.a.,ING,168 ir'• .r Y,9*Ver 6.11.;: Lic.#:KW-06009328 Licensee : AZH Consulting Engineers Description: Canopy angle ' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 1 +D+L+H,LL Comb Run(LL') Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +O+1+H,LL Comb Run(LLL) I Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+Lr+H,LL Comb Run("L) 1 Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +O+Lr+H,LL Comb Run(*L*) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 ' Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+Lr+H,LL Comb Run(*LL) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 I Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 It 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+Lr+H,LL Comb Run(L**) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52,80 31.62 IDsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 ,-J+Lr+H,LL Comb Run(L*L) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 i Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +O+Lr+H,LL Comb Run(LL*) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 I +D+Lr+H,LL Comb Run(LLL) Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+S+H Dsgn.L= 1.00 ft 1 0.021 0.023 -0.49 0.49 40.13 24.03 1.00 1.00 0.71 52.80 31.62 Dsgn.L= 8.00 ft 2 0.057 0.026 1.36 -0.49 1.36 40.13 24.03 1.00 1.00 0.81 52.80 31.62 Dsgn.L= 2.00 ft 3 0.020 0.008 -0.48 0.48 40.13 24.03 1.00 1.00 0.25 52.80 31.62 +0+0.750Lr+0.750L+H,LL Comb Run(' II Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +0+0.750Lr+0.750L+H,LL Comb Run(' i Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +O+0.750Lr+0.750L+H,LL Comb Run(' Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 111 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +O+0.7501r+0.750L+H,LL Comb Run(L Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 '1+0.750Lr+0.750L+H,LL Comb Run(L Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 IDsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +O+0.750Lr+0.750L+H,LL Comb Run(L Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 ' Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+H,LL Comb Run(L Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 ITitle: MET Community Center Job# 11-020 /)/.57c7 Project:MET Community Center Dsgnr: NBZ Consulting Engineers Project Desc.: Steel Beams Design i ' Project Notes: �p {� Printed'19 FEB 2012,6 1,4,P�M t ,. R "s,:./.'� ._. ey .ff rr'>5 . ,y"..�.,a+ i w r�C rye `7�lat0C` S bocu S1Gt ll:[1 Ytie:cw. __ ,r., - . .t w , ) .. -LC INC.1983201 ,8 ukt6,1,130,Ver.611.9.30 Lic. it: KW-06009328 licensee:AZH Consulting Engineers Description: Canopy angle Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750L+0.750S+H,LL Comb Run(" Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0,40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +0+0.750L+0.750S++1,LL Comb Run('L Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +0+0.750L+0.750S++1,LL Comb Run(1. Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+H,LL Comb Run(L' Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 ' Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+H,LL Comb Run(L' Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+1i,LL Comb Run(LI Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 I Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 )+0.750L+0.750S+H,LL Comb Run(LI Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 1 +D+W+H Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.750W+11,LL Corr ' Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.750W+H,LL Corr ' Dsgn.L= 1.00 It 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +0+0.750Lr+0.750L+0.750W+11,LL Corr Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 I Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.750W+H,LL Corr Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 I Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.750W+H,LL Corr Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.750W+H,LL Corr Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.750W+H,LL Con Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 I +0+0.750L+0.750S+0.750W+1-1,LL Com Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 I Title: MET Community Center Job# 11-020 `��SJ9 Dsgnr: NBZ Consulting Engineers Project Desc.: Steel Beams Design IProject Notes: aimed'19 FEB 2012,6 14FM AEr IT 5 Nadia+DOCuiredt5�ENER dbifFlt 'e e St @ @l Beam FNERCALO *4C.19n-2011,Butte 11.9.30,Ver.&11.9.30 I Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Canopy angle ' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega +0+0.750L+0.750S+0.750W+H,LL Corn Dsgn.L= 1,00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 i Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+0.750W+H,LL Corn Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40,13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+0.750W+H,LL Corn Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+0.750W+H,LL Corn Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 I +D+0.750L+0.750S+0.750W+H,LL Corn Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+0.750W+H,LL Corn Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1,09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31,62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 r)+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 ' Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.5250E+1-1,LL Cor Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 029 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 I Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 ' Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.5250E++i,LL Cor Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 029 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 ' Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 +D+0.750Lr+0.750L+0.5250E+H,LL Cor Dsgn.L= 1.00 ft 1 0.003 0.005 -0.07 0.07 40.13 24.03 1.00 1.00 0.15 52.80 31.62 Dsgn.L= 8.00 ft 2 0.012 0.006 0.29 -0.15 0.29 40.13 24.03 1.00 1.00 0.20 52.80 31.62 Dsgn.L= 2.00 ft 3 0.006 0.003 -0.15 0.15 40.13 24.03 1.00 1.00 0.09 52.80 31.62 I +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 I +D+0.750L+0.7505+0.5250E+1,LL Con Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.0 0 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+0.5250E+H,LL Con I Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+0.5250E+H,LL Con ITitle: MET Community Center Job# 11-020 M--51-0 Project:MET Community Center Dsgnr: NBZ Consulting Engineers Project Desc.: Steel Beams Design IProject Notes: Printed 19 FEB 2012,6.14PM l B + '4 ; c+r.,y . q e, dl .i a y t� r 4 AiNSw a A#rY .ei ifY"Y, r+04 ';d Stee eam ,*� 4,� ,, -a e, d I . Lic.#: KW-06009328 Licensee :AZH Consulting Engineers Description: Canopy angle ' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 I Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 I +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 1.00 ft 1 0.016 0.018 -0.39 0.39 40.13 24.03 1.00 1.00 0.57 52.80 31.62 Dsgn.L= 8.00 ft 2 0.045 0.021 1.09 -0.40 1.09 40.13 24.03 1.00 1.00 0.66 52.80 31.62 Dsgn.L= 2.00 ft 3 0.017 0.007 -0.40 0.40 40.13 24.03 1.00 1.00 0.21 52.80 31.62 I +0.60D+W+H Dsgn.L= 1,00 ft 1 0.002 0.003 -0.04 0.04 40.13 24.03 1.00 1.00 0.09 52.80 31.62 Dsgn.L= 8.00 ft 2 0.007 0.004 0.17 -0.09 0.17 40.13 24.03 1.00 1.00 0.12 52.80 31.62 Dsgn.L= 2.00 ft 3 0.004 0.002 -0.09 0.09 40.13 24.03 1.00 1.00 0.05 52.80 31.62 +0.600+0.70E+41 I Dsgn.L= 1.00 ft 1 0.002 0.003 -0.04 0.04 40.13 24.03 1.00 1.00 0.09 52.80 31.62 Dsgn.L= 8.00 ft 2 0.007 0.004 0.17 -0.09 0.17 40.13 24.03 1.00 1.00 0.12 52.80 31.62 Dsgn.L= 2.00 ft 3 0.004 0.002 -0.09 0.09 40.13 24.03 1.00 1.00 0.05 52.80 31.62 I Load Combination Span Max."Dell Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 3 0.0000 0.000 0.0000 0.000 I .e' £ ': A ' r' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.211 1.068 I D Only 0.226 0.291 S Only 0.985 0.778 D+S 1.211 1.068 I I I 1 I I I I I Project Me-7- Sheet# NBZ Location: T 6 t3R), oia /))52. 1 I Consulting Engineers ph:971.222.4378 Client: 47 ET Job# I fx:503.848.8748 _Date: 0 5/0 7/ I Z- By: /V6 iI 020 I iSur,vtArd, . 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' 6.5.12.4.1 Low-rise building and building with h <_ 60ft �5�� Velocity pressure qz= .00256 KZ Kn Kd V21,, Eq. 6-15 Kn= 1.00 Kd = 0.85 V= 94.5 IN, = 1.15 ' qZ= 22.35 KZ at mean roof high h = 27.0 ft OK Kr, = 0.70 Exp= B ' velocity at mean roof height, qh= 15.64 p = gh(GCP -GCP;) (Eq. 6-22) External pressure, + GCP= 1 = -1.2 Figure 6.11 through 6-16 Internal pressure, Gp,= ± 0.18 Enclosed Building Figure 6-5 p = 15.64[1 - (±0.18)] psf 15.64[-1.2 - (±0.18)] psf 111 p = 18.46 psf psf -21.58 psf psf I I r 1 I I I I U I I Project: M D A. S4he2eSt# 1 NBZ Location: n 611 A ti,Consulting Engineers 2 _3 Client: MET Job# ph:971222.4378 I fx:503.848.8748 Date:03/0 7//2,... By: /V6 a if_ozo 1 . I1 rc iiiiP , ,Q.J442Als )5-wil ci,cil aAert,ern' ' : ,R04 Zv/0 eikeipin4, lt( , - , 1 _ ___ \A)krft8 r..e2zz)-vsz4._ z-._. 2.1. 4 /4_X_i v.' _ .7.: 41 i . T416 = /0' __, W14) ft i7i i x /0 4/011f - - - . -- - 111 2. I 3 2.2? R' 41 II HSS 2( x VA6 - Y ' I El ' te L = 408e 0. ex2.rf000xqe,51s. 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