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Specifications (5)Fir /0330 5ci„ W'La �� k&-tdv„Zo 42 - /07 GENERAL STRUCTURAL NOTES STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS INTO THEIR SHOP DRAWINGS AND WORK. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. CODE REQUIREMENTS: CONFORM TO THE 2009 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE STATE OF OREGON AS 2010 OREGON STRUCTURAL SPECIALTY CODE (2010 OSSC, ACI 318-08, ASCE 7-05, EXCEPT WHERE NOTED OTHERWISE BELOW. TEMPORARY CONDITIONS: TRE-STRIXTOWITTESITINED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTORS CONSTRUCTION METHODS AND/OR SEQUENCES. RETAINING WALL WHICH TIE TO UPPER SLABS SHALL BE NOT BACKF!Lt ED UNTIL THE UPPER SLABS REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED AT THE TOP OF THE SLABS CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. NS, DIMENSIONS AND ELEVATIONS SH.ALL BE FIELD VERIFIED. THE CONTRACTOR :...`FALL NOTIFY THE tlFf,H:.Lt,f ... ANY 5 Gt'ii!tiEift ivlr5 ST•.=f a ON THE DRAWINGS. nrcir.N rarTFRI,A- IJESIL;N WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC 2009. IN ADDITION TO i Ti 11 c'�:u av LOA THE FO i/uNA'ND f OADS AND ALLIWUABLGQ WERE USED FOR DESIGN: FLOOR CLASSROOM 4-0 PSF (2000 be CONCENTRATED LOAD) CORRIDOR 50 PSF STAIRS 100 PSF (2000 lbs CONCENTRATED LOAD) ASSEMBLY AREAS Inn REF 2000 uw CONCENTRATED L OAn) LIBRARY SIACK ISO PSF (2000 ibs CONCENTRATED LOAD) ROOF 25 PSF & DRIFT GEOTECHNICAL CRITERIA OFFICE COPY .__t _N T BY EOOcu..w, DATED SEPTEMBER 14, 2011. RETAINING WALLS- UNRESTRAINED RAINED 35 REF RETAINING WALLS- RESTRAINED AT TOP 55 PSF ALLOWABLE SOIL BEAHINCi PRESSUMt :!3U0 PSF (DEAD + LIVE) ALLOWABLE SOIL BEARING PRESSURE 3750 PSF (DEAD + LIVE+ WIND OR SEISMIC) '4WD CRITEMA AIRMTETTUFTIVAS BASED UPON THE FOLLOWING: EASEL VINE) S tci.! l3-btl,V^!L% = Jam.] mph, Vii ND EXPOSURE $ I .H - 1.IS SEISMIC CRITERIA _.... _.-__ ---..N WAS BASED UPON THE FOLLOWING PER THE 2009 INTERNATIONAL BUILDING CODE (IBC): n� SASIC SEISMIC LOAD SISTmc SYSTEM; MASONRY SHE..9 WALLS I Sg - 0.99, $t = U.339 Fa - 1.I24, Fv = 1.722 ; 41:t CLASS v; i ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE (SNNOW CRITERIA •'••v v v v v—r. /tGg t �S•r.\ i DESIGN ROOF SNOW LOAD 25 p5! MINIMUM IN dr-;[_�f1RDANcF YyT!-! ,_RS.tiC. �' �iJ E e °.^52P1� itSNOW DRIFT SNOW v - PER OSSC AS SHOWN ON PLANS 1 ` //.�1,y,_� SNOW EX OGURE rAC .n; Ca 1.0 '--Fdf�%--�-- i 1 HEHMAL FAC:I OR Ci = 1_0 / ! SNOW IMPORTANCE FACTOR F = 1.1 `~/ - -N-7' TA liFIVOJ.V EXPI ES: 8/30/12 I I SST i NBZ MET : 31-�1F2 I I Cansudim i Cinnsilui - ! CORIUM A i ! 1 Engineers I Engineers Center N I S K- fry SRAM MOO S. 2 ib iT b,iG:uI i,aA: sinr suvcAnnul Tn.si 1 ;q:3tt4.K+t.2757 iri 971222 7i8a � Tigard.OR fsx 50.3.581 WOO fax�.��� ti Eductional Trust Phan Chace Response As, l Project J)')E Y ISheet# NBZ Location: 1 6 f}et)r Q 2 Consulting Engineers ph:971.222.4378 Client: /WET Job# h:503.848.8748 Date: 03/6 7/, s2 j88%L- By: I S 1 — . 7x x./X !4 . . _f.,t�.L .:_..__ ■ I _ (2.0> I./xl 2 Lt- su fi s? r ...4 , � `o I laukutcl laAisg 71.4 � _. _ . 1, 1% IO _ 1.5 , 55fai=i7 �Q j - . 390 �y 1 6,2�'ai dnA. t i 1 ` Y ; f j 1-i--------- _ 4 i r { ► i 1 • W , 4 _ to 3,lam._ '__ X �I --g)n.c., - X = s ' Use 3° I . f f 1 i y t^ e\A,1,t i 1 i 15 .r.- ,--\ tt, +WI +.- , A3 x 2,5 t+-1-11 i , 15-q—", - - Pa, _ 1. 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StA ecJ E 1 Lia. 4 ciLif : i 1 I ,,,t112._ ,A3 .67rWr_ i, ,_ .z (2 ,C , , _ wC 4 cJ 1 ,Tit 4go' . l _ . 433 35 ' _ 1.5 % _ 2.2.61 , Corz , 6 = 3. 21 5x / 7.2 Si _ 39' �t;c I 4 ________i 4:412;321=cimr - — - ` 1 f NBZ Project me 7- Sheet# Consulting Engineers �O`� T16/��1S D 2 pb:971.222.4378 Client f 1'iT Job# fx:SO3.848.8748 _Date: o 3,/0 7/12- By: W at AcceliBA 1 ccvtaciri 0 taa-u"°Lia c\Aqk I r 44, ,./eei f le b) td Eouvg . * # 99 I 3 ! 3 � 18 ta —r 1.53 Ic4 , a. , 1_{ 5, < 16 1 1 I U _ 4 4, g-te.1 = 4X4.$ = lit` --„ w= /8' f • 4ij' S h. r1 Pd, = Cam -' _ • 1 ' fat t14 1 = 13x2 + 44 = rl, 2-s e c_S_ ill JL 5.. _ .77 P s i Q 1 S�c a wat ° �Ir } .ii 3 A Prim —!.5 i lid z. 3, 361 d--- ' b. __ ca_ Act . 4 tr11,5� i5+t0 i _( 5 Y4 6iiI c\Aiit ``^'%c 1 = 3.36' l< Xe_ Icfr 4'4-58 - 0f --j _ y �a � x �3s_ .rte �3 - _-_ ___.__ 3��`� mix 6 _ 54-6 ! 1 IIiii ' i 1 .; .i31i'$ A- 14 , '3xt_5 -j« 7--Al,?-5 . I t\ z! , 6x " 9-5 5* ti i • 1 i i 4 _ t, 4A- 22 ) e' v k 1 DER SUPPORT REF. NO • y a 4 co c 4. A ripriii.. il_ ik tv � � GYM. • ' • ' SUPPORT r , p 0 I��`` REF. NOTE 9, LI a. it•, di iiiiiii/Ap.4 i 1 i 0 it 0 I 0 Dr 2* 1 , ;�arteivw, h as p5 I0x�2 DL=2. ki , LL=1.8 ki. _ Its PE ) DLL=2.0 lkp <- qkz/4 I�/ O /— DL ( rir, I/9 P2(CLOSED) ti �"ti 3 / .z; . -11.----1.OxI, \- - 4x4 B(� } /,\< 2 i xl,/4 1 y / ev ' 0 D 1.8Iddp+ i /Y�i, 0 _. LL2.1 +p P P2 {CLOSED) to �" E I kI /:It ' - 3� DL=2.5 ki y §• A 4 i P 10 L.'Ett P "� `- w1pk12 WYDx1 ELEVATC ��s1/: 510 '51M T�kl/� ��BSE�L NI FI P PI xj �� "' `l // P■i?/l 07(UCTUA 1p PROS 1 ROOF FRAMING PLAN , 1 i / r; 2.03 ' Scale: 1/8":1' oR€cii, ., *el • 16, 4/ TAMERa',� WIRES: 6/30/12 S&T NBZ MET i 1 Date 7-312012 Consulting Consulting Community Engineers Engineers Center � D By N-°16 SK-18 6/338 Skyrr Raid S 21617 Sinai i La 10390 SW Scheib Noise waaba7 9alkn OR 07806 Bowwwke'OR T 7 MwsIm ra.,ratiaPul Tn t ph 503431.2767 pd,OR 97223 fir^,\ ra 9094.14799 tac 30344&8740 l Ed�ica60(r�Tn�.t �R w,- TYP, 13_ I I S7.04 / P B, `_ _ ---�-_- ti / W �PS YO — Ii� k DL-2.0 M w! k12 �2 LL=1.0 g•3/ � (4 2 *PET x4 10 2,12) / 1/4 P2(CLOSED) $'/ ial k12 co lit lin k u 14 r 2 Ty -S7.04 -47 P ,, D 1.0 kips+ /' \ 4 !kv2oxi2 •• ' LI • 3 • HSS 3X3X - �`����Ob �O A..41144♦ 1i p<, Pi 4k4 i , io _,s, TYP k1/. ; `57.03 14 � GYP S7.02 - - Illh P! /o /1-\":: If4; IGHT c/i\--=-------- :......, Al 56.01:, / a / © � -- TYP/ f a S I 4 ROOF FRAMING PLAN s.,r < 203 1/ c scale: ids° - T I EXPIRES: 6/30/12 I ConsultingNCoonnsul ing Community • °"° 7-31-2012 Engineers Engineers a 217 °'e" "On SK-1 9 6416 640vir Road a 21617 Susan lam 10330 SW Sda. Pi jed Number Wm OR 97300 BrrrYm.OR 97006 F.m Ro MwpIhn sa..cano...r 7rwt Plan prat Fteepoire Oh 50319312767 ph.971272..380 .ipsd.OR 97223 Maim Educ tional T�st In 503 66+9700 fax 903 616.6748 \ � �"x1�\� X �; �V W10x12 W10x12 IN U k1? � W 14x22 0 W16x26 W 12x 16 � ' �O ° tV N N N Nr. HSS3X3X3/16 RE CHA N'VICAL r� s :. 8C/S7.06 HSS3X3X3/16 3 NOW DRIFT x,02 52 PSF TYP L4X4X1/4 S6.02 HSS 5X3X4 OF I ° L_ _.._- 413 ""13 1 S7.02 1 1r>VI d o ' S6 HSS 5X3X4 _ 11 E..H-HUMI IFIER " HANIQAL 1-1 HSS 5X3X EEN II �--1. 8D/S7.06±H1 1 - l S7.02 `8° 1 N 1 N • _ 1= HSS 5X3X4 N \ /\ cr Id- I S_jQ�RUCTtii, D PRopES 3 ROOF FRAMING PLAN ;�6 : �< ,� c_ 2.03 Scale: 1/8":1' c , ,, - - wow- 1 EXPIRES: 6/30/12 1 Consulting Consulting MET Consulting Consultinng Canmunity . • . 0.e. 7-3120,2• Engineers Engineers Cer>tier Q Oman Br 6'°O S K-20 6636 roper Rae S. 21617 Susan tans 10330 Sri sacs Ruled Number Wont OR 67!06 6r wtlua.OR 67006 Fwy RD Mvsk.n EDucaloaal Trust fox ,.9 00 602646 'b'°•°R°''2� Minim Educational Trust Plan Check Response I 5 -- -, - A 9 BD B W16x31 [14] i q in W16x31 [14] j N I 11—I kO 5 1 -9 N a .7. 01 W16x31 [14] 7,— l T{ N 1 `} 56.02! X 1 .%' .$____..1 .,.,,.,,,,,,,,,.,,,,, o - -A. D 2 SECOND FLOOR FRAMING PLAN 2.0 Scale: 1/8"=1'-0" 5..0 TURq _..to PROFESS 16953PE -12,6RWit.i- a41 A ryu- D(PIRES: 6/30/12 S&T NBZ MET - Consulting Consulting Community Q Date 73'20'2 Engineers Engineers Center 1 iPliki Drawn BY N-DIB SK- 17 6635 Skyd,e woad S. 21617 Susan Lane 10330 SW Schots Project Number Semen.OR 97306 Beaverton.OR 97006 Ferry RD Muslim EJa•catinnni Tn.>t fax503.581.2761 fax 50 222 4330 71°1.1°R 97273 Muslim Educational Trust fax 503.58,.9100 fax sm.6ae.87{6 Plan Check Response 5 r ' Title: MET Community Center Job# 11-020 Project:MET Community Center Engineer: NBZ Consulting Engineers Project Desc.: Steel Beams Design :Y:: 1;3p.; r' tG : opocu tmENERCALc Data Fiesynetee6 zy. . RQ `4 ' 19832014.Build:6:12.612,Ver6.12.612 Lic,0: KW-06009328 Licensee:AZH Consulting Engineers, Desciipgon: Second Floor G5 Calculations per AI SC 360-05,IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:2006 IBC&ASCE 7-05 Analysis Method: Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral-torsion buckling by attached sla Load Combination 2006 IBC&ASCE 7-05 1 Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi wimwo Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.50 in Concrete Pc 3.0 ksi Stud Diameter 3/4"in Effective Width 0.50 ft Concrete Density 145.0 pcf On:Stud Capacity 11.0 k Metal Deck .. Verco, PLW3 Formlok Rib Height 3.0 in Top Width 4.50 in Ribs: Parallel Rib Spacing 12.0 in Btm Width 6.0 in 04 ) 01(8.28$) 04 036130) D(3.047) D(0.293)L(0.18) v t i i • • W16300 • 41- 23250 ft — — — — — Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s)for Span Number 1 Point Load: D=5.688 k oA 3.0 ft,Applied before curing&not removed Point Load: D=5.281 k 0 8.750 ft,Applied before curing&not removed Point Load: L=8.125 k(a)8.750 ft,Applied after curing Point Load: D=1.260 k a 10.250 ft,Applied before curing&not removed Point Load: L=0.7750 k p 10.250 ft,Applied after curing Point Load: D=5.688 k x015.750 ft,Applied before curing&not removed Point Load: L=8.750 k()x.15.750 ft,Applied after curing Point Load: D=3.047 k Cx?22.750 ft,Applied before curing&not removed Uniform Load: D=0.2930, L=0.180 k/ft,Extent=0.0-»10.250 ft, Tributary Width=1.0 ft,Applied after curing Point Load: L=8.750 k 3.0 ft,Applied after curing Desi•n OK Maximum Bending Stress Ratio = 0.898: 1 Maximum Shear Stress Ratio= 0.318 : 1 Section used for this span W16x40 Section used for this span W16x40 Percent Composite Action 25 % Vu :Applied 31.043 k Construction After Curing Vn/Omega:Allowable 97.60 k Mu :Applied 62.225 106.609 k-ft Load Combination span 1 Mn/Omega:Allowable 182.136 191.478 k-ft Location of maximum on span 0.0 ft Load Combination After Curing:+D+L+H Span#where maximum occurs Span#1 Location of maximum on span 8.835ft Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.554 in Max Upward L+Lr+S Deflection 0.000 in Live Load Deflection Ratio 503 Max Downward Total Deflection 1.019 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 273 Shear Stud RegorilleNSEMIIIIM From Support 1 A to 8.84 ft use 2 studs. g Title: MET Community Center Job# 11-020 Project:MET Community Center Engineer. NBZ Consulting Engineers Project Desc.. Steel Beams Design ....„..._.. Composite Steel Be- t! ---'1 ,,,..--• _ ----:--:,- . . :-,,,ez•.:;.,_ .-fA,---: .,- -, .,,, „ . ..-""-- - ' -• '" i's*.:--,'--2... .:',.,i,7-, 4i*f ,..1,t.., ENERCALC,INC.1983-2011,Be1d612.612,Ver616 12 Lic.4:KW-06009328 Licensee:AZH Consulting Engineers Description: Second Floor 05 From 8.84 ft to Support 2 use 2 studs. ,ltwdiniilasses foctlitton *64:________ Load Comb&Design Length Max Stress Ratios Bending Summary Shear Summary Span# H V Ma-Const MnSt1/Omega Ma-NonConst MnTr/Omega Va Vn/Omega 1 DL on StIBm Before Curing Span L=23.25 ft 1 0.356 0.116 64.80 182.14 191.48 11.32 97.60 1 DL on StlBm After Curing Span L=23.25 ft 1 0.342 0.111 62 24 182.14 191.48 10.85 97.60 After Curing:+D Span L=23.25 ft 1 0.403 0.140 62.24 182.14 11.82 191.48 13.66 97.60 After Curing: Span L=23.25 ft 1 0.898 0.318 62.23 182.14 106.61 191,48 31.04 97.60 After Curing:+6+0.750Lr+0.750L+H Span L=23.25 ft 1 0.775 0.274 62.23 16214 82.91 191.48 26.70 97.60 After Curing:+D+0.7501.40.750S+H Span L=23.25 fl 1 0.775 0274 62.23 182 14 82.91 191.48 26.70 97.50 After Curing:+D+0.750Lr40.750L+0. Span L=23.25 ft 1 0.775 0.274 62.23 182.14 82.91 191.48 26.70 97.60 After Curing 1+040.750L+0.750S+0.7 Span L=23.25 ft 1 0.775 0.274 62.23 182.14 82.91 191.48 26.70 97.60 After Curing:+1/03.750Lr+43.750L+0. Span L=23.25 ft 1 0.775 0.274 62.23 182.14 82.91 191.48 26.70 97.60 After Curing:+040.750L+43.750S+0.5 Span L=23 25 ft . 0.775 0.274 62.23 182.14 82.91 191.48 26.70 97.60 MatodintOittOetrioit'S for Load ColViCIW Location Dead Load Dell Dead Load Dell Const Loads Non-Dead Total Load Combination Span in Span Before Curing After Curing Net Del Load Dell Deflection lxx-Used DL on Steel Alone BEFORE Curing Downward 1 11.470 0.4187 0.000 0.000 0.000 0.419 518.00 DL on Steel Alone BEFORE Curing Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 518.00 DL on Steel Ahone AFTER Curing Downward 1 11.470 0.4187 0.047 0.466 0.000 0.466 566.27 OL on Steer Alone AFTER Cunng Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 566.27 After Curing:D after+Lr+L+S Downward 1 11.470 0.4187 0.047 0.466 0.554 1.019 566.27 After Curing:D after+Lr+L+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 566.27 After Curing:D after+ Lr+L Downward 1 11.470 0.4187 0.047 0.466 0.554 1.019 556.27 After Curing:D after+Lr+L Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 556.27 After Curing:D after+ L+S Downward 1 11.470 0.4187 0.047 0.466 0.554 1.019 566.27 After Curing.D after+ 1.+S Upward 1 0.000 0.0000 0 000 0.000 0.000 0.000 566.27 After Curing:D after+ L+W+S Downward 1 11.470 0.4187 0 047 0.466 0.554 1.019 566.27 After Curing:D after+L+W+S Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 566.27 After Curing:D after+ L+S+W Downward 1 11.470 0.4187 0 047 0.466 0.554 1.019 566.27 After Curing:D after+ L+S+W Upward 1 0.000 0.0000 0 000 0.000 0.000 0.000 556.27 After Curing.0 after+ L+S+E Downward 1 11.470 0.4187 0.047 0.466 0.554 1.019 566.27 After Curing.0 alter+ L+S+E Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 556.27 itaiininiiiiititifiktioarkeli4ila Support notation:Far'eft s#1 Load Combination Support 1 Support 2 Overall MAXimum 31.043 22.103 DL Applied Before Curing 11.319 10.578 Lr4t+S 17.382 10.863 (Dbc-)ra+Dao)+Lr+L 31.043 22.103 (Dbc-Dra+Dac)+L+S 31.043 22.103 (Dbc-Dra+Dac)+L+W+S/2 31.043 22.103 (Dbc-Dra+Dac)+L+S+W12 31.043 22.103 (Dbo-Dra+Dac)+L+S+E.11.4 31.043 22.103 1 ' Title: MET Community Center Job#11-020 C1 Project:MET Community Center Engineer: NBZ Consulting Engineers v Project Desc.:Steel Beams Design ?nmRd.:*AuL 2;212 ,•6Fi r1Ie:C;u 4Tri ianVettieAt5itiFtie/Ti ece Mu(#i le Simple Beam ENERCALC,INC.1983-2011,Build:6.12.6 12,Ver`6.12.6.12 Lic.#:.KW-06009328 Licensee:AZH Consulting Engineers Steel Beam Design : Hoist beam _ -:-- ; - Calculations per AISC 360-OS,18000.10160M4041X4,4.k STEEL Section: W10x12, Fully Braced Using Allowable Stress Design with 2006 IBC&ASCE 7-05 Load Combinations,Major Axis Bending Fy= 50.0 ksi E= 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.020, S=0.0250 k/ft,Trib=7.50 ft Design Summary Max fb/Fb Ratio = 0.274: 1 o .,so1 s o.,s�s Mu:Applied 8.564 k-ft at 7.000 ft in Span#1 Mn/Omega:Allow 31207 k-ft Load Comb: 713+S+H Max fv/FvRatio= 0.065: 1 h' Vu:Applied 2.447 k at 0.000 ft in Span#1 I 14.0 ft Vn/Omega:Allow 37.506 k Load Comb: +D+S+H Max Reactions (k) Q L td a IN E H Max Deflections Left Support 1.13 1.31 Downward L+Lr+S 0.104 in Downward Total 0.195 in Right Support 1.13 1.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 1608 Total Deft Ratio 862 Title: MET Community Center Job# 11-020 Project:MET Community Center Engineer: NBZ Consulting Engineers Project Desc.: Steel Beams Design Data F4&inet.ec6 A6 1983-2t#1i" -7'12.612,Ver 6.126 12 Lic. # : KW-06009328 Licensee:AZH Consulting Engineers Description: Roof girder VW. M CODE REFERENCES, Calculations per AISC 360-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:2006 IBC&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 Load Combination 2006 IBC&ASCE 7-05 D(1.95)S(2.44) D(1.8)S(2.25) VV 14x22 • Span=21.50ft W 14x22 Service loads entered.Load Factors will be applied for calculations. Beam self weight ceictdated and added to loads Load(s)for Span Number 1 Point Load: D=1.950, S=2.440 k(a)8.0 ft Point Load: D=1.80, S=2.250k o(�16.0ft Desi•n OK Maximum Bending Stress Ratio = 0.380: 1 Maximum Shear Stress Ratio= 0.078 : 1 Section used for this span W14x22 Section used for this span W14x22 Mu:Applied 31.500 k-ft Vu:Applied 4.885 k Mn/Omega Allowable 82.834 k-ft Vn/Omega:Allowable 63.020 k Load Combination +O+S+H Load Combination +0+S+H Location of maximum on span 8.063ft Location of maximum on span 21.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.237 in Ratio= 1,087 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.445 in Ratio= 579 Max Upward Total Deflection 0.000 in Ratio= 0<180 Load Combiiation Span Max.-'Defl Location in Span Load Combinal'on Max.'+•Defl Location in Span D+S 1 0.4454 10.858 0.0000 0.000 . 01!S r �h; r°= art Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.030 4.885 D Only 1.922 2.303 S Only 2.108 2.582 D+S 4.030 4.885 I N11`T1 www.hilti.us _ PROFIS Anchor 2.2.1 Company: Page: 1 Specifier: Project: MET Address: Sub-Project I Pos.No: Phone I Fax: -I- Date: 7/27/2012 E-Mail: Specifier's comments: Minaret Anchorage 1.Input data Anchor type and diameter: Heavy Square Head ASTM F 1554 GR.55,1 Effective embedment depth h„=12.000 in. Material: ASTM F 1554 Proof: design method ACI 318/CIP Stand-off installation: e,=0.000 in.(no standoff);t=0.500 in. Anchor plate: I x I,x t=16.000 x 14.000 x 0.500 in.(Recommended plate thickness:not calculated) Profile Square HSS(AISC);(L x W x T)=6.000 in.x 6.000 in.x 0.250 in. Base material: cracked concrete,3000,f,'=3000 psi;h=24.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C.0,E,or F): yes(D.3.3.6) Geometry[in.]&Loading[lb,in.-lb] 11111111 0 z ;Z+�1 \-1% $J x Input data and results must be checked for agreement with the existing o mcblo is and for pausibidyl PROFIS Anchor(c)20033200B Hith AG,FL-9494 Schaal Hit is a registei1d Trademark at Hie AG,Sthaan \ www.hitti.us PROFIS Anchor 2.2.1 Company: Page: 2 Specifier: Project MET Address: Sub-Project I Pos.No.: Phone I Fax: -I- Date: 7/27/2012 E-Mail: 2. Load case/Resulting anchor forces Load case(governing): Anchor reactions[Ib] Tension force:(+Tension,-Compression) 1 Anchor Tension force Shear force Shear force x Shear force y $ y 1 8167 1096 -925 588 2 4667 1020 -925 430 3 1167 964 -925 272 Tension 4 8167 885 -662 588 0 x 5 4667 789 -662 430 6 1167 715 -662 272 max.concrete compressive strain[%o]: 0.00 1 2 5 I max.concrete compressive stress[psi]:0 I resulting tension force in(x/y)=(-2.992/0.000)[Ib]:28011 resulting compression force in(x/y)=(0/0)[Ib]:0 3.Tension load Proof Load N.[Ib] Capacity 4N,[Ib] Utilization p„[%]=Nom,/,N, Status Steel Strength' 8167 34088 24 OK Pullout Strength* 8167 23373 35 OK Concrete Breakout Strength" 28000 42259 66 OK Concrete Side-Face Blowout, N/A N/A N/A N/A direction" *anchor having the highest loading "anchor group(anchors in tension) Steel Strength N.[Ib] . oNu[Ib] N.[Ibj 45450 0750 34088 8167 Pullout Strength N,[lb] W,> 0 0...,. $ro •N_[Ib] NW[lb] 44520 1.000 0.700 0.750 1.000 23373 8167 Concrete Breakout Strength A,.[inl A,,[in'] c[in.] c. Wq h„[in.] 2208.00 1296.00 24.000 - 1.000 12.000 e,.,„[in.] W..,. a„.[in.] W.a,r W..H W . k. 3.000 0.857 0.000 1.000 1.000 1.000 16.000 Ne[lb] 4 e_ 0,,,,,a„m. •N,..[lb] N.[Ib] 55121 0.700 0.750 1.000 42259 28000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hitt is a registered Trademark of Hilt AG.Schaan www.hilti.us PROFIS Anchor 2.2.1 Company: Page: 3 Specifier: Project: MET Address: Sub-Project I Pos.No.: Phone I Fax: -I- Date: 7/27/2012 E-Mail: 4. Shear load Proof Load V„.[Ib) Capacity 0V,,[IN Utilization (3„[%]=V./0V, Status Steel Strength' 1096 17726 6 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength" 5414 88809 6 OK Concrete edge failure in direction 5572 22420 25 OK x-" •anchor having the highest loading "anchor group(relevant anchors) Steel Strength Vu[lb) 0 0V„[lb] V.[lb] 27270 0.650 17726 1096 Pryout Strength A,k[in2] A„o,final c[in.] ku Wq.„ 2208.00 1296.00 24.000 2.000 1.000 e.,,[in.] W..,. ea,,[in.] W.a. W..x W... k, -0.681 0.964 1.257 0.935 1.000 1.000 16.000 N,[lb] 0 0....„ ,. w •V.„,[lb] Vw lib] 55121 0.700 0.750 1.000 88809 5414 Concrete edge failure in direction a- 1,[in.] d,[in.) c,[in.] Aw[in2] A,.[in2] 8.000 1.000 16.000 1392.00 1152.00 W.. W.v eta[in.] W.., W.. W.. 1.000 1.000 1.257 0.950 1.000 1.000 V,,[lb] 0 0....,. 0V..[lb] V.[lb] 37192 0.700 0.750 1.000 22420 5572 5.Combined tension and shear loads p„=N./qN Ov=V/pV -, Utilization fi„„[%] Status 0.663 0.249 5/3 60 OK R.,=P;+R;,<=1 Input data and results must be checked for agreement with the existing condtions and for plausibility! PROFIS Anchor(c)2003-2009 Hitti AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilb AG,Schaan • i . 11.4111611111.1 www.hitti.us PROFIS Anchor 2.2.1 Company: Page: 5 Specifier: Project: MET Address: Sub-Project I Pos.No.: Phone I Fax: -I- Date: 7/27/2012 E-Mail: 7. Installation data Anchor plate,steel:- Anchor type and diameter.Heavy Square Head ASTM F 1554 GR.55,1 Profile:Square HSS(AISC),6.000 in.x 6.000 in.x 0.250 in Installation torque:0.000 in.-lb Hole diameter in the fixture:d,=1.063 in. Hole diameter in the base material:- Plate thickness(input):0.500 in. Hole depth in the base material:- Recommended plate thickness:not calculated Minimum thickness of the base material: 14.172 in. y 3.0000 0 0 0 0 0 O N 4 5 6 00 0 0 x > / 0 0 0 ( o 1"-: 1 2 3 0 0 c•i 2.0000 2.0000 + • 8.0000 8.0000 Coordinates Anchor[in.] Anchor x y c c, c c,r Anchor x y c_, c„ c c 1 -6.000 -5.000 24.000 36.000 24.000 34.000 4 -6.000 5.000 24.000 36.000 34.000 24.000 2 0.000 -5.000 30.000 30.000 24.000 34.000 5 0.000 5.000 30.000 30.000 34.000 24.000 3 6.000 -5.000 36.000 24.000 24.000 34.000 6 6.000 5.000 36.000 24.000 34.000 24.000 Input data and results must be Checked for agreement with the existng Conditions and for plausibiity! PROFIS Anchor(c)20032009 Hitt,AG,FL-9494 Schaan Hitt,is a registered Trademark of Him AG,Schaan Title: Job# ` Project.MET Community Center Engineer: Project Desc.: --- ---- File:CaUse*Oa1Desktop1metfoolig,tt n{)3=it_24ff.ec6 '. Wail Footing ENERCALC,tNC.1983-2011,Bui1d:6.12.6.12,Verb 12.6.12 Lie.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WC Code Refere�y K Calculations per,ASCE 7-05 Load Combinations Used : 2006 IBC&ASCE 7-05 General Infonmatiot1 1,4';. o- : 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 /�.AutoCaic/�Fyo�oting Weight as DL : Yes when footing is wider than = ft ' AI 1hr11ei1510nS 4iff 1,hy4' 41 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 x � s ill __ s-asews D Lr L S---- W - —E H P:Column Load = 5.092 0.4250 • k OB:Overburden = ksf Vx = k M-zz = 0.80 k-ft Vx applied = in above top of footing DESIGN SU RY;, ;�, _ a Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8452 Soil Bearing 2.113 ksf 2.50 ksf +D+L+H PASS 12.287 Overtuming-Z-Z 0.80 k-ft 9.830 k-ft D PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS Na Uplift 0.0 k 0.0 k No Uplift PASS 0.03789 Z Flexure(+X) 2.077 k-ft 54.826 k-ft +1.20D+0.50L+0.20S+E PASS 0.02652 Z Flexure(-X) 1.454 k-ft 54.826 k-ft +1.20D+0.50L+0.20S+E PASS 0.1228 1-way Shear(+X) 11.650 psi 94.868 psi +1.400 PASS 0.1228 1-way Shear(-X) 11.650 psi 94.868 psi +1.40D rIarca e— . I s L z8 W ur OP ! I Ira- t eigillik ,Aft 4 z , . 1 _}....:. e lap , et• ,. . 0 _ r t Itto 0 _ -. IN, . Od, u� � W-2. y # 27 q - �' % n Pi' `" ' . M1.G w if-b ‘.4 • gp , ■ . .. (5 0 'tl V 11 — ...iic,- 4, tihif 4:9 41,0 ' ti ,r 40 I i.3' ' iftlailidIZI 0 . 4111) 41I 6,1 .. 0 41 ../– , • 0, e---- t K _ r+-�-- rno tOOR FRAMING PLAN _ 4t., , (2 )- �., %'---..---''' . =-./ ' - Is w I.-a •- .-r 1/41A... n 1 O (98.00') C NOTES: S3.01 1- OX INDICATES FOOTING TYPE, REF 4/S5.01 2— (XX.XX') INDICATES BOTTOM OF FOOTING ELEVATION ON 5 4_ 11, INDICATES 10" SOLID GROUTED CMU WALL 5_ :MIA ID AE 8 •L • 'OTDCMU WALL 6— INDICATES STEP IN ELEVATION 7— S S INDICATES STEP IN WALL FOOTING REF 9/S5.01 8— INDICATES SPAN DIRECTION OF 3"-20GA TYPE WITH STEEL DECK W/ 2 Y2" CONCRETE TOPPING W/ 6X6 — W1.4 X 1.4 WWF T.O.0 9— EL XX'—)0 " INDICATES TOP OF CONCRETE SPOT ELEVATION 10— INDICATES EXTEND OF STEEL DECK W/ 2 Y" CONCRETE TOPPING FIRST FLOOR / FOUNDATION PLAN 2.01 Scale: 1/8"=l'-0" PROFes, ,Rc S / 1695,3E t- / -8-F4( . , _. 16, �� rAIw— p l EXPIRES: 6/30/12 l S&T NBZ MET c5 Date 7-31-2012 Engineers Engineers Center ��� Engineers Engineers Center °'a""'B'` "� SK— 1 5 6635 Skyline Rose S. 21617 Susan Lane 10330 SW Scholia Project slumber Salem,OR 973E6 Beaverton.an ph O T�1 OR MosIM,SJU.ce,t.on I rust Muslin Educational Trust fax 503 561.e700 rax 503.648 6748 Plan Check Recaanse 5 I1 _. ._� I \ NOTES: �. 1- REF S1.00 OR GENERAL STRUCTURAL NOTES 2- VERIFY ALL DIMENSIONS, ELEVATIONS, FINISH SURFACE SLOPES, DRAINS, ETC. WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. 3- VERIFY ALL MECHANICAL LOCATIONS, OPENNINGS AND MOUNTING DETAILS WITH MECHANICAL DRAWINGS. 4- • • :- • • • - _ ' ON 5- ►�.A INDICATES 10° SOLID GROUTED CMU WALL s •- 7.rWili • A E 8 •L P 'O TED CMU WALL 7- INDICATES STEP IN ELEVATION 8- INDICATES SPAN DIRECTION OF 3"X 20GA TYPE W STEEL DECK W/ 2 Y2" CONCRETE TOPPING W/ 6X6 - W1.4 X 1.4 WWF 9- INDICATES SPAN DIRECTION OF 1 1/2"X 20GA TYPE N ROOF DECK 10- ►I_i INDICATES PEDESTAL ROOF PAVERS 11- T.O.S=XX-XX" INDICATES TOP OF STEEL ELEVATION 12- REF 2/S7.01 FOR TYPICAL BEAM CONNECTION SECOND FLOOR FRAMING PLAN • Scale: 1/8"=1 t-0" STRUCTURAL icp PROFfs 1695347E s Se, - 16. TAME EXPIRES. 6/30/12 I S&T NBZ MET Consulting Consulting Community 6 7-31,2012 Engineers Engineers Center ��� °'a""By µ°B SK- 16 6635 Skyfne Rool S. 21617 Susan late 10330 SW Scrolls Pmjsd Number Seim,OR 97306 Beaverton,OR 97006 Fern/RD A(utli Fu:atlun,1 Trutt pr.fax 503 9312767 ph 971122.6788 OR 97227 Muslim Educational Trust Plan Check Respmsa 5 fax 503.581.9700 tax 503.808.87.8 t 12) a = s ` s d i, -_ _ _re_ _ _I _ - - I is 9 p 1 .L l� f o ¢ I h SH. Li a � . 1 __1 ■I N I G-1 , l I W I I - Le`, 1111111 . 1--.._1 _ '8'-8.T J i I L.. i1 to PRO L ;I I .r.. 4,am /J i, 1 1" L , _ �e �,1 �,• ' €I?— - T — � — _ 1 T� EXPIRES: 6/30/12 Consultingµ� NBZ Community Consulting Consulting Community 0 V Ode 7-31-2012 Engineers Engineers Center ��a Drawn By. N-DIB SK- 24 6635 Skyline Road S. 21617 S�Lan. 10330 SW Scholia Project Number Seism OR 87306 Beaverton.OR 970066 Ferry RD Mush.,Eaucetienel Trust �/r,�� ph.fax 503 9312767 ph.871172.4380 TbO".°ft 3 Muslim Educational Trust �"Check Response/\ fax 503.58,.8700 ha Sa{.en6.e7,6 11 TYPICAL SPREAD FOOTING SCHEDULE MARK SIZE REINFORCING O 3'-0" x 3'-0" x 12" (4)#6 EA WAY. BOT O 4'-0" x 4'-0" x 12" (5)#6 EA WAY. BOT O5'-0" x 5'-0" x 16" (6)#6 EA WAY. BOT O6'-0" x 6'-0" x 18" (7)#6 EA WAY. BOT TYP. WALL FOOTING SCHEDULE BOTTOM REINFORCING TOP REINFORCING MARK WIDTH "W" DEPTH "W" LONG BARS TRANS BARS LONG BARS TRANS BARS O 2'-6" 1'-O" (4)#6 #5@ 16"O.0 NONE NONE O 3'-0" 1'-0" (4)#6 #5@ 12"O.0 NONE NONE O3-6" 1'-0" (4)#6 #5@ 12"O.0 NONE NONE O 4'-0" 1'-0" (5)#6 #5@ 12"O.0 NONE NONE OS 4'-0" 1'-6" (5)#6 #5@ 12"O.0 (5) # 5 #5@ 12"O.0 3 TYPICAL FOOTINGS SCHEDULE S5.01 Scale: 1"=1'-0" s..0, (/R+q, 4y.c PROFfS !c ' E 1 '1 i 3PE a/ 0R y *e4/ TAYERµW- EXPIRES: 6/30/12 , S&T NBZ MET Consulting Consulting Community Doha Engineers Engineers Center ��� Dawn By:►'•D1° SK- 03 6635 Skylnv Rood 5 21617 6usai Lane 10335 5W&Pas Project Number 54Mn,OR 97306 Boowbn,OR 97006 Far RD Ph 503 871 27 97 ph.871222436D 1d OR 67352 �M,ww,sliw.[E4...atiu. I Tn.e1 tax 603.5919790 fax 503.8482778 h X11 I NSl ADDENDUM 32,2�.. _ . . .�0" 20 ) iii,. . i__ . _ _ joy • ...• o (8?SO.) y killy D 56.01 S5.02 -•. , 241-'6* e ------- �_______ 4,,, ,, „...... . / ______ . -"7---:– ;;C:•: tit .1 \I I. rSi5L......‘71 ..t....L 4.. Age" / / -:�'-- 3 ` / ''T, 55.02 I ' r fl TYP h N co ��i ���� S6.01 / I 2` ELEVA R PIT S5.02 / 4 :%33/8h in ■ 919 z/4" a S5.02 © 1 6" S.O.GW/ #4@ 12" O.C. / EACH WAY AT MID-DEPTH. S5.02 S5.02_ 1 / TYP 1 BASEMENT / FOUNDATION PLAN S2.00 Scale: 1/8"=1'-0" 5j ft ErUR4 PROF •ii 16653PE f` // C' • r•' A) �� • 16 tirA I �+ NBZ E>O 6/30/12 I S&T NBZ ME'CT DMe 7-31-2012 Consulting Consulting Community • Engineers Engineers Center Pam B1r. 1+-D1B SK- 14 9636 S *.R•etl S. 21017 s...lane 10930 SW amp . lh Project Number Sidon.OR 97306 Berve0on,OR 97009 For/RD Alwslim ED..wlonal Trost vR 602/91.9197 pR 971.12..999 ,bent 4 Mu E& onal Trust lien Check Reepome Lt, ,a 669ae1xl6o r«303.84015/40 2- , 1 67-• I r--j 1 in L_ __I __ _ _ __ ___ _ __Ls _ _I\ F ) , \ i ...---. 1--- I ...__. L-- Li I . ..--.. I (9,4571? Ei (97.67') , I \tf‘ h .'. , 8" 41' S.O.G. A../. .. i 0., WAIK• 16"0.0 I r:4 ! I , EACH WAY AT MID- I , rap I 1 DEPTH F 1 , N i I <4.r '') .L., S 3.0 6 i 6, 1 67') ■2•6' 1 II I i. ' l I i • i , (97..11 — i ,.._ I I I 1 Igc ' TYP b -4 1 II_ 1 ci ... _, 11111111111WX17710.5121.777;i77,0 NIA. . ..""' - -i-- ---- H i 1 C 1 'S3.01'' 7 S5.01 1 i 1 FIRST FLOOR / FOUNDATION PLAN ' 0 - Sasle: liffs■T-O• 1 ,eito pRoNt , cp---4,-.1".f,.. i • 1E gf- i / -, (----- •tiki," • 16 .'k1/4 4 T41100,' EXPIRES: 6/30/12 _- 1 S&T .., MET , Dole 5-3-21N2 i Consulting ,.4. Community Engineers .. :1 Center ta. Drawn Fir was SK- 01 =m ..=s .,,, ,........ 10:130 SW&hob FMY RD Pniect Menem Ma IMMIII.S7M re.i.on enzi, riairrialEbweadiadida ilia IlmMIUMMIle &MOMS ADDENDUM ki, , ; Title: Job# Project:MET Community Center Engineer: - _ Project Desc.: ' I " F : imet Prrn et 29 JUL 2012 125:1'. 'iv� F? , { , - ' 0..1, s tt r e G! Wi3eskbp : 66� a`� 1.e " r ..:4,-- °,°' 1 - ENERAL£JNC.1983-2O1t; 12 tic.#: Kif-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type W C. Code References Calculations per,ASCE 7-05 Load Combinations Used : 2006 IBC&ASCE 7-05 eilthillial Infornia ion 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 s _.._.l 4:;It; ", w ..fir. ,...., ii"3 ��__.__. "1-✓- u.. ,`i 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 t i ,i- _ I Li_ 5-e 5 Bars i Applied Loads s �" 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 OE. S!GN:SITMARY „ Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8452 Soil Bearing 2.113 ksf 2.50 ksf +D+L+H PASS 12.287 Overturning-Z-Z 0.80 k-ft 9.830 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 0.03789 Z Flexure(+X) 2.077 k-ft 54.826 k-ft +1.20D+0.50L+0.20S+E PASS 0.02652 Z Flexure(-X) 1.454 k-ft 54.826 k-ft +1.20D+0.50L+0.20S+E PASS 0.1228 1-way Shear(+X) 11.650 psi 94,868 psi +1.40D PASS 0.1228 1-way Shear(-X) 11.650 psi 94.868 psi +1.400 Title: Job# Project:MET Community Center Engineer: 2 Project Desc.: WmL..2;:J'L 2G"_ .. _ = a ?s .`.'F. , • -- i4 X - Rus ` l a UserslNagia 1 03-11-2011ec6 Wall Footing ' } T,FRCAL NC1 ,s .12,64zVe6126_;2 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WC s;9q 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 1.709 in 1.218 ksf 1.991 ksf 0.797 .+D+L+H 2.50 ksf 1.589 in 1.340 ksf 2.113 ksf 0.845 .+D+0.750Lr+0.750L+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0 833 .+D+0.750L+0.750S+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 .+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf Overturning ►" Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 9.830 k-ft 12.287 OK .D+L t 0.80 k-ft 10.574 k-ft 13.217 OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Foafing Remte 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 Stan .+1.40D 1.633 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.40D 2.36 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50Lr+1.60L+1.60H 1.572 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 2.196 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 1.572 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.200+1.60L+0.50S+1.60H 2.196 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.200+1.60Lr+0.50L 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.200+1.60Lr+0.50L 2.077 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50L+1.60S 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50L+1.60S 2.077 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.077 +X Bottom 0.2592 Min Temo% 1.55 54.826 -OK .+1.20D+0.50L+0.50S+1.60W 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.200-0.50L+0.50S+1.60W 2.077 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK +1.20D+0.50L+0 20S-.4 ., Bottom 0.2592 Min Temo% 1.55 54.826 OK S.....One Way Shear ,,` "... li Units:k Load Combination... Vu -X Vu®+X Vu:Max Phi Vn Vu I Phi'Vn Status__ +1.400 11.65 osi 11.65 osi 11.65 osi 94.868 osi 0.1228 OK +1.20D+0.50Lr+1.60L+1.60H 10.993 osi 10.993 osi 10.993 osi 94.868 osi 0.1159 OK +1.200+1.60L+0.50S+1.60H 10.993 osi 10.993 osi 10.993 osi 94.868 osi 0.1159 OK +1.20D+1.60Lr+0.50L 10.301 osi 10.301 osi 10.301 osi 94.868 osi 0.1086 OK +1.200+0.50L+1.60S 10.301 osi 10.301 osi 10.301 osi 94.868 osi 0.1086 OK +1.20D+0.50Lr+0.50L+1.60W 10.301 osi 10.301 osi 10.301 osi 94.868 osi 0.1086 OK +1.20D+0.50L+0.50S+1.60W 10.301 osi 10.301 osi 10.301 osi 94.868 osi 0.1086 OK +1.200+0.50L+0.20S+E 10.301 osi 10.301 osi 10.301 osi 94.868 osi 0.1086 OK Title: Job# Project:MET Community Center Engineer: Z G= Project Desc.: Primed:F JUL 2 1' ;2�1 F-. 7 „ i 1L` .r of. ".fix ., N �WT '(t*a*r1Et .040)1 t ecs ..H_ yz s �' ` .-. .. ...., r. . - C INC 1983?A41,Build6 i2 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wail Footing Type WD 7 >j . .. Calculations per,ASCE 7-05 Load Combinations Used:2006 IBC&ASCE 7-05 Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Reber 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 AutoCwallc,�Footing Weight as DL Yes when footing is wider than = ft 1'f1ERC4i� K�'--" �' `• ti 1 ���Ol'4ftl�. .ro»: fi�"..a' c'�.�.�`',�''".alb`#,`-._: 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 i O 1 = y: ill 5-•5Bars 111 D Lr L S W E H P:Column Load = 5.092 0.4250 k 013:Overburden = ksf V-x = k M-zz ix 0.80 k-ft Vx applied = in adeve top of footing DEN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8452 Soil Bearing 2.113 ksf 2.50 ksf +D+L+H PASS 12287 Overturning-Z-Z 0.80 k-ft 9.830 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 0.03789 Z Flexure(+X) 2.077 k-ft 54.826 k-ft +1.20D+0.50L+0.20S+E PASS 0.02652 Z Flexure(-X) 1.454 k-ft 54.826 k-ft +1.20D+0.50L+0.20S+E PASS 0.1228 1-way Shear(+X) 11.650 psi 94.868 psi +1.400 PASS 0.1228 1-way Shear(-X) 11.650 psi 94.868 psi +1.40D ' Title Job w Project MET Community Center Engineer: 2 [" Project Desc.: V iE ling Fite: C AUsersUdadia k 0311-2011.ec6 - 1DeskPOplrrrel footing design..z , - ENERCAiC,INC.1983-20U'Bc�d 6.12612.Verb t26.t2 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WD Detailed Results 7!.4:ii:2-....':illfig, Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual l Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .+D 2.50 ksf 1.709 in 1.218 ksf 1.991 led 0.797 .+0414-1 2.50 ksf 1.589 in 1.340 ksf 2.113 ksf 0.845 .+0+0.750Lr+0.750L+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 .+0+0.750L+0.750S+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 ..D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 .+0+0.750L+0.750S+0.750W+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 .+0+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 .+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.617 in 1.309 ksf 2.083 ksf 0.833 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D 0.80 k-ft 9.830 k-ft 12.287 OK .D+L 0.80 k-ft 10.574 k-ft 13.217 OK Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status _ Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination MB Midi Tension @ Sot As Req'd Gym.As Actual As Phf Mn ki Side? or Top? m"2 n"2 in"2 k-ft Status .+1.40D 1.633 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.40D 2.36 +X Bottom 0.2592 Min Temp% 1.55 54.826 OK . -1.20D+0.50Lr+1.60L+1.60H 1.572 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK +1.20D+0.50Lr+1.60L+1.60H 2.196 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+1.60L+0.50S+1.60H 1.572 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK +1.20D+1.60L+0.50S+1.60H 2.196 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+1.60Lr+0.50L 1.454 -X Bottom 0.2592 Min Temp% 1.55 54.826 OK +1.200+1.60Lr+0.50L 2.077 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50L+1.60S 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50L+1.60S 2.077 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.077 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 2.077 +X Bottom 0.2592 Min Temo% 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 1.454 -X Bottom 0.2592 Min Temo% 1.55 54.826 OK +14D*0.50L+0 20S+E t 177 +. Bottom 0.2592 Min Temo%° 1.55 54.826 OK ;. M .� ..4k: - Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 11.65 osi 11.65 psi 11.65 osi 94.868 osi 0.1228 0K +1.20D+0.50Lr+1.60L+1.60H 10.993 osi 10.993 osi 10.993 osi 94.868 Dsi 0.1159 OK +1.20D•1.60L+0.50S+1.60H 10.993 psi 10.993 psi 10.993 osi 94.868 osi 0.1159 OK +1.20D+1.60Lr+0.50L 10.301 psi 10.301 osi 10.301 psi 94.868 osi 0.1086 OK +1.20D+0.50L+1.60S 10.301 osi 10.301 psi 10.301 osi 94.868 psi 0.1086 OK +1.20D+0.50Lr+0.50L+1.60W 10.301061 10.301 osi 10.301 osi 94.868 osi 0.1086 OK +1.20D+0.50L+0.50S+1.60W 10.301 osi 10.301 osi 10.301 osi 94.868 osi 0.1086 OK +1.20D+0.50L+020S+E 10.301 osi 10.301 asi 10.301 osi 94.868 osi 0.1086 OK • Title: Job# Z f2 Project:MET Community Center Engineer: Project Desc.: Par 4.:It.,..h.612.. I.2;PM+ File:C1UsersLUao+a .:zfp".ft,r ,ff is .2fttt,ac6 vva�� Footing ENERCALC,iNC.1983261t Bat:6.12612,Ver6.12.6.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WJ Code Re '_ ,y Calculations per,ASCE 7-05 Load Combinations Used :2006 IBC&ASCE 7-05 General informatioWASIIII 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 (p 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 AutoCac Footing Weight as DL : Yes when footing is wider than = ft Dimensions ;,'s ,`,"' $ r Nt . ' •s. " .___ rv ,:?y.�.�P Footing Widt = 4.0 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 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 = # 6 from center of footing = 0 in t x _I. 1 -I N 3 III 5...". 111 D Lr L S W E H _ P:Column Load = 3.635 1.051 k OB.Overburden = ksf V-x = k M-zz = 0.0 k-ft Vx applied = in above top of footing Design OK Min.Ratio kern Applied Capacity Governing Load Combination PASS 0.5286 Soil Bearing 1.322 ksf 2.50 ksf +D+L+H PASS n/a Overturning-2-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 0.02664 Z Flexure(+X) 1.947 k-ft 73.085 k-ft +1.20D+0.50L+0.20S+E PASS 0.02664 Z Flexure(-X) 1.947 k-ft 73.085 k-ft +1.20D+0.50L+0.20S+E PASS 0.1496 1-way Shear(+X) 14.195 psi 94.868 psi +1.20D+0.50Lr+1.60L+ PASS 0.1496 1-way Shear(-X) 14.195 psi 94.868 psi +1.20D+0.50Lr+1.60L+ Title: Job# Project:MET Community Center Engineer: 7--I Project Desc.: Panted.29 JEL 2412 - . • 4f s.._ Lie.#: KW-06009328 Licensee :,.H Consulting Engineers Description: Wall Footing Type WJ 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 1.059 ksf 1.059 ksf 0.424 .+D+L+FI 2.50 ksf 0.0 in 1.322 ksf 1.322 ksf 0.529 .+D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 1.256 ksf 1.256 ksf 0.502 .+D+0.750L+0.750S•H 2.50 ksf 0.0 in 1.256 ksf 1.256 ksf 0.502 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 1.256 ksf 1.256 ksf 0.502 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 0.0 in 1.256 ksf 1.256 ksf 0.502 .+0+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 1.256 ksf 1.256 ksf 0.502 +D+O 750L+Q,750S+ 5250E+H, 2.50 ksf 0.0 in 1.256 ksf 1256 ksf 0.502 .,-., ., r Units k-ft Rotation Axis& Load Combination... Overturning Moment Resisting_Moment Stability Ratio Status Footing Has NO Overturning Slung ae _ Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Slidi Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi Mn k-ft Side? or Top? 0'2 in"2 inA2 k-ft Status .+1.400 2.059 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.40D 2.059 +X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.20D+0.50Lr+1.60L+1.60H 2.348 -X Bottom 0.2592 Min Temp% 2.2 73.085 OK .+1.20D+0.50Lr+1.60L+1.60H 2.348 +X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.20D+1.60L+0.50S+1.60H 2.348 -X Bottom 02592 Min Temp% 2.2 73.085 OK .+1.20D+1.60L+0.50S+1.60H 2.348 +X Bottom 0.2592 Min Temp% 2.2 73.085 OK +1.20D+1.60Lr+0.50L 1.947 -X Bottom 0.2592 Min Temp% 2.2 73.085 OK +1.20D+1.60Lr+0.50L 1.947 +X Bottom 0.2592 Min Temp% 2.2 73.085 OK .+1.20D+0.50L+1.60S 1.947 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK +1.200+0.50L+1.605 1.947 +X Bottom 0.2592 Min Temp% 2.2 73.085 OK .+1.20D+0.50Lr+0.50L+1.60W 1.947 -X Bottom 0.2592 Min Temp% 2.2 73.085 OK .+1.200+0.50Lr+0.50L+1.60W 1.947 +X Bottom 02592 Min Temo% 2.2 73.085 OK .+1.200+0.50L+0.50S+1.60W 1.947 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.200+0.50L+0.50S+1.60W 1.947 +X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.20D+0.50L+0.20S+E 1.947 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK +1. 111.,l !, I ,r, M «7 +.. ` Bottom 0.2592 Min Temo% 2.2 73.085 OK One. *t = •k ate"' Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu!Phi`Vn Status +1.400 12.444 psi 12.444 psi 12.444 osi 94.868 osi 0.1312 OK +1.20D+0.50Lr+1.60L+1.60H 14.195 osi 14.195 psi 14.195 osi 94.868 osi 0.1496 OK +1.20D+1.60L+0.505+1.60H 14.195 psi 14.195 osi 14.195 osi 94.868 osi 0.1496 OK +1.20D+1.60Lr+0.50L 11.769 psi 11.769 psi 11.769 osi 94.868 osi 0.1241 OK +1.20D+0.50L+1.605 11.769 osi 11.769 psi 11.769 osi 94.868 osi 0.1241 OK +120D+0.50Lr+0.50L+1.60W 11.769 osi 11.769 psi 11.769 osi 94.868 osi 0.1241 OK +1.20D+0.50L+0.50S+1.60W 11.769 osi 11.769 osi 11.769 osi 94.868 osi 0.1241 OK +1.20D+0.50L+0.20S+E 11.769 osi 11.769 osi 11.769 osi 94.868 osi 0.1241 OK 2_43. 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E III : ft i i ! , i i . . 1 . 1 PL}X6"XO'-8" PL 1"X 9 i"X 1'-1/2" W/(4)}"0 NELSON DBA X 2'-6"0 5"O.0 • us -7 BEAM - )SIDE T.O.CMU (2) #5 X COUNT REF. PLAN EL:REF. WALL IN BOND BEAM , ELEVATION 3" 3" / $" 1'-1/2" I I PL}"X9}"X1'-0" ---------.A.' I (2) #5 X COUNT W/(4)}"0 f X2'-0" IN BOND BEAM DOWELS(1) 5"O.C. — 3"-..5"- 2'-6" -- 0" CMU WALL, REF. PLAN (2) #4 5" HAIRPIN M RY JOINT CMU SHEAR WALL BOUNDARY ZONE REINF. REF WALL ELEVATION �, 0 DRAG STRUT CONNECTION DETAIL 1"= 1'-0" SSRUCTURq C itsstp PROres / 16953PE /OREeI , VBq�• 16. � <` TAMERH EXPIRES: 6/30/12 S&T NBZ MET . Consulting Consulting Community • Date 7-31-2012 Engineers Engineers Center ��� Drawn By: N-UIB SK- 22 6635 Skylne Road S 21817 S L . 103 0 SW schuss Project Number Salem OR 91308 8o 4 OR F�RD Mwnli.n Ebucntiu.uI Tru.1 ph 00 503.846.8748 °s°.OR 97223 Muslim Educational Trust Plan Check Response fax 2- NEON NELSON STUD WELDING y/Ckeck St andard Stag SPECIFICATON: D2L Deformed Bar Anchors (DBA) Nelson deformed bar anchors deliver full tension capacity when embedded D2L according to code requirements and provide specified shear strength when -"!0' embedded at proper edge distances and spacing between bars. Nelson deformed bar anchors are used for deep embedment anchors in such applications as precast •= columns,tee and beam connections,seismic shear walls and securing steel plates b° to concrete structures.Nelson deformed bars meet requirements of the following o codes and are also USNRC approved: :o c2 AWS D1.1 Structural Welding Code-Steel �- _ o ° o a ASTM A-496 Steel Wire,Deformed,For Concrete le nfo ment �-1-s:� L'"°"' ACI-318 Building Code Requirements for Structural Concrete -' a o Precast/Prestresssed Concrete Institute st H T Sn o o, Canadian Standards Association o g International Building Code Sicti o 0 o n o See ICBO Evaluation Report E,R 521 - o i io For similar function studs,see Nelson B4L Reinforcing Standoff Support studs. is ' - 'OW A/191 H4L Headed Concrete Anchors,J2L"J"Bolt studs,and S3L Shear Connectors. 1. 1 t When ordering,specify Type,Dia Teter,Before Weld Length,Material,Quantity,and Pitt Number Exam 1e:D2L lit", Mild Steel;5000 pieces;#101064765 Stud Burn Recontrenclied Standard Accessories >i Diameter Off ChuekT- c ' Ferrule Foot . 3/8 s,I 0.125 .` �°" 10 mm_` _3 mm 500001D'Yi 1 1p010 $02002001' 112 " 0.125 r;4,i.3010 100 502002002' 13 mm 500001014' 3mm A', .1 mm, .. 4.mm 5170e011 ! 4 10010187�?_=^p02002002' r . , _ 0.187 19 m ' 4 mm 500001018 810030 r0" 52 502002009 . ' .02* Feet 502002001 and 502002002 are with Nelson's heavy duty : i Feet 502002045 and 502002046 is us .'' 11 Nelsons standard, "' ,.,..,.,, Nelson deformed bar anchors are also available on special order bent fo the t '--0 ' g s ° =, 1> nimum bend diameter on the standard hooks shown is 6 x Bar Diameter and on 135°tie hooks 4 x Bar Diameter except for 3/4"bar which should be 6 x Bar Diameter. See ACI-318 Chapter-Details of Reinforcement for additional requirements. D ' ,N.1tVy,�, 't.t t+14.1,,, 1 t4-t44%t 4 -1,,, D ' 0 lff _ c D Z ANGLE BEAD DOUBLE BEN) SINGLE 8E40 J NOON MATERIALS: Studs are available in Low Carbon Mild Steel and Stainless Steel.For specific grade information and physical and chemical properties,and conforming standards,please see General Material Specifications.Certified Material Test Reports(CMTR)and Certificates of Compliance(COC)are available and must be requested at time of order. For special ferrules and grips used in welding at an angle to plate,welding to angles,and welding to a vertical base plate,see the Special Applications section of the Ferrule Specifications. FLUX:All Nelson deformed bar anchors have a solid flux load_ Visit our website www.NelsonStudWelding.com for a list of our standard stock products. Nelson Stud Welding,Inc. PH 1-800-NEL-WELD E-mail:Nelson,sales@NelsonStua.com 7900 West Ridge Road 1-800-635-9353 Elyria,Ohio 44035 1104 , 27 3 ' N L R Fro�ecProject Sheet# z Location: Consulting Engineers pb:971222.4378 Client li f.503.848.8748 Date: By:b Pc S vr,.)T W kV._ De ei t Cyr., t T4 10 1p� pCMk � LA-1- 1,4\-t.- �r i D1L. SM i c_ �' -T t� P(t"S k e.f< : 1 g S II .. . p.s. G..,....qk-r -t. T 0-Co 4..1 = Co 'FT C.i O il,��= ( 55 )(ko) ( 2150 I � � ..e. 3. 3 y 1 ---� 0.0 bit • 6) Q'h'V 1 11 Lo/r ■S d N 14 . R S6,h+br►,.,T tk.)A-U,. : C 104c,0•.;c R-c C2.3 1 (wcesT LA-s P bt•Ite CA,XLA. p.A0t DL-- o `PoL_ 1ox ''L- rsim -Lac' rit 1 R.,,F SL '. per ; ‘,oxIs- z5o r.ki c .2Av u f,.voe b■L : P b L,.. t h x Co 5 ,_ 104-c) r.1 (i2-t-) ° F1 0o iz L . : 'Pt c. _ 16 x 4 o = G 4 i>1 . L T0, GMu w m_L p L o Z 4.1 &"X )04 7,1`16 -k j 1-b ' .... DL= O- Zt k •O4 + Z.l5b _ 4-.O k 1 (A. C %- wI X= �SOP1 �' \ I sse sM;c. \o GTO pl4 ("14".''',) LA- a-+c-k_ I:"[ sung : ?Li 50 k I f.. L--N?) Vo'' W F4■\. 1 S to k. Pty h TT!r-CoAM ' he CA-LC et./T' e.ter. • I I. ' Title: Job -, Project:MET Community Center Engineer: Project Desc.: ` ot� wa ,wails Slend - > Z,f.-� a .tic.#: KW-06009328 Licensee:AZH Consulting Engineers Despipdon: 10'BASEMENT WALL DESIGN-10 FT MAXIMUM SPAN eRefereilpgsr Calculations per ACI 318-05 Sec 14.8,IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:2006 IBC&ASCE 7-05 ___li feral ltrfior14 ',ft:Concrete 28 day strength = 4.0 ksi Wall Thickness 10 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L I 175.0 Ec:Concrete Elastic Modulus = 3,605.0 ksi Rebar'd'distance 9.0 in Minimum Vertical Steel% = 0.00330 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar. Using Stiffness Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 316.228 psi Bar Size # 6 Max%of p balanced = 1.919 Bar Spacing 12.0 in Max Pu/Ag=fc• = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensi A Clear Height = 10.0 it --n—lit 6 Parapet height = A 8 Wall Support Condition Top&Bottom Pinned A Vertical E.tiat 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 0.0 in 4.0 0.640 0.20 k/ft Concentric Load kift Latest Lam; A __ Full area WIND load 15.0 Psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 25.0 Psf Seismic Wall Lateral Load 25.0 psf D Lr L E W Height ;Applied to full'STRIP Width? Point Lateral Load 0.0 0.60 k 6 ft Point Lateral Load 2.750 k 6 ft ._., ....-- Title: Job# -, •Project:MET Community Center Engineer: Project Desc P,.Terl 2';.ILL 2012 4 5;F.: 1 I Concrete ' '44;- '''''''''''''17:'‘-;'.'1,1 .‘,,,A4.,P22.,..,M:,,‘,"'',,k...;4i.44;4,:,:fAi410eFailsei'MarftalDocutnentsIENERGALC Data Filestbasement waIls,K5 ,; . A - . .• •.• . ... 5, . . , . Ii - iv Lie.4:KW-06009328 Licensee :AZH Consulting Engineers Description- 10'BASEMENT WALL DESIGN-10 FT MAXIMUM SPAN DESIGN:SUMMARY; - -,V-:',.:„... • Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values. PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5158 +1.20D+0.50Lr+1.60L Max Mu 9.598 k-ft Phi*Mn 18.610 k-ft PASS Service Deflection Check Min.Defl.Ratio 998.24 Max Allow Ratio 175.0 D + L+S + E/1.4 Max.Deflection 0.1202 in Max.Allow Defl 0.6857 in PASS Axial Load Check Max Pu/Ag 61.352 psi 0.06*ft 240.0 psi +1.20D+1.60L+0.50S Location 0.04167 ft PASS Reinforcing Limit Check Controlling As/bd 0.004074 As/bd= 0.0 rho bal 1.919 PASS Minimum Moment Check Mcracking 5.270 k-ft Minimum Phi Mn 17.281 k-ft +1.400 Maximum Reactions... for Load Combination.... Top Horizontal D+L+S+E/1.4 1.263 k Base Horizontal D+L+S+E/1.4 2.094 k Vertical Reaction D+L+S+W/2 6.090 k DPstgn Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio me bal k k k-ft k-ft k-ft in'2 0.000 0.000 0.00 0.00 0.00 000 0.000 0.0000 0.0000 +1.20D+0.50Lr+1.60L at 3.33 to 3.67 6.826 28.800 5.27 9.60 0.86 18.61 0.440 0.0041 1.9188 +1.20D+1.60L-40.505 at 3.33 to 3.67 6.926 28.800 5.27 9.60 0.86 18.63 0.440 0.0041 1.9188 +1.200+1.60Lr+0,50L at 3.33 to 3.67 6.120 28.800 5.27 3.00 0.87 18.48 0.440 0.0041 1.9188 +1.200+1.60Lr+0.80W at 4,67 to 5.00 5.600 28.800 5.27 0.15 0.87 18.38 0.440 0 0041 1 9188 +1.20D+0.50L+1.60S at 333 to 3.67 6.440 28.800 5.27 3.00 0.87 18.54 0.440 0.0041 1.9188 +1.200+1.60S+0.80W at 4.67 to 5.00 5.920 28.800 5.27 0.15 0.87 18.44 0.440 0 0041 1.9188 +1 200+0 50Lr40.50L+1.60W at 333 to 3.67 6.120 28.800 5.27 3.27 0 87 18.48 0.440 00041 1 9188 +1.200+0 50L+0 50S+1.60W at 3.33 to 3.67 6.220 28.800 5.27 3.27 0.87 18.50 0.440 0 0041 1.9188 +1.200+0.501.443.203+E at 3.33 to 3.67 6.160 28.800 527 4.13 0.87 18.49 0.440 0.0041 1.9188 +0.900+1.60W at 4.67 to 5.00 4.200 28.800 5.27 0.30 0.88 18.12 0.440 0.0041 1.9188 40.90D+E at 5.67 to 6.00 4.088 28.800 5.27 1.71 0.88 18.10 0.440 0.0041 1.9188 Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Deft.Ratio k k-ft k-'1. [r.,"4 ,-,-4 ,-,4 ---- D+L-1-Lr at 4.33 to 4.67 5.348 5.27 5.08 1,000.00 239.49 239.495 0.099 1,208.5 D+L+W at 4.33 to 4.67 5.348 5.27 5.27 1,000.00 239.49 239.495 0.103 1,162.9 D+L+W+S/2 at 4.33 to 4.67 54.48 5.27 5.27 1,000.00 239.88 239.881 0.103 1,164.6 D+L+S+W/2 at 4.33 to 4.67 5.548 5.27 5.18 1,000.00 240.27 240.267 0.101 1,188.8 D+L+S+E/14 at 4.67 to 5.00 5.507 5.27 5.84 1,00000 240.10 240.099 0.120 998 2 D+0.5(L4.r)+0.7W at 4.33 to 4.67 5.028 5.27 2.67 1,000 00 238.23 238.234 0.053 2,280.4 D+0 5(L+Lr)+0 7E at 467 to 500 4.987 5.27 3.43 1,000.00 238.07 238 066 0.071 1,690.4 Reactions-VerticatAkifrillatall11111111.2 Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 5.250 r, S Only 0.0 k 0.00 k 0.200 % W Only 0.1 ii 0.07 k 0 000 E Only 0.4 k 0.48 k 0.000 D+L+Lr 1.8 k 0.92 k 5.890 k D+L+S 1.8 k 0.92 k 6.090 • ' • Title. Job# -(p r L— r r , t y e Engineer: Project Desc.: Concrete Slender Wall i ,y Lie.#;KW-06009328 Licensee:AZH Consulting Engineers Desorption 10 BASEMENT WALL DESIGN-10 FT MAXIMUM SPAN Ho. Rams -. ca1&---- .. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D+L+W+SR 11 k 0.99 x 5.990 r D+L+S+W/2 11 k 0.95 6.090 k D+L+S 4-E/14 2.1 1.26 K 6.090 k . i1 N B Z Project: Sheet# Location: Consulting Engineers ph:971122.4378 Client: Job# fz:503.848.8748 Date: By: 6 A Tog__ .P. ► _wa_ �?- :._. ._ III - 0 ! ___ . : 1 : : S f 1 1" '1 a t it i 1 .i W"'"� t i t-r- --1-- - -t- i gums 04. T } 1 1 E. i } i. 1 i i.. _ - . _. t f i , i •S ,_11-- 3 j.. _t •. i( _. t • i i F ; 1 'C9, Y d �-t r. ••f----1-i- - ! -- .3. ----�—t—i- -!-- -7-'-! t—; —� , 1 Tt .1- ...f_ ---4. i-•' 4.-7 _-} r.- �_ i. .t-. f , I _..L. i ---t4,7-; : i . If t � i• • I I t. : Z -r- : f I 1 1 , ! . y 1. 11. . r: 7 . �s 1 ; . a 1 L._ . 1 , , i it ; " 1 i i ..-.1-444•04--.-1- 1 .�^. ., . , •,..l_-J----r. ./1 .}. i -.-----:_..-. r1u (1.b)( ls ) (71 1 _r, 9' ,'� �_ ! . i ,-- --r f-- ; -` t -�--{ t- 1 _ i _--- __ . , -4-- ........ .0-1A---.r.e.Fi.I k k. 1.-trlsb ......*.V.t:.k..4...113:101...c 7__...:._,.. Title: Job# Z Project:MET Community Center Engineer: ) Project Desc.. ... .' ? "N1477. t tu�eslNai D cuments1ENERCALC Data Fites'basement walls ecfi Concrete Slender W-1 t ,:„.„ _r. Wiz.,. _,.:�A �w�� .�, ,., -, C,INC t983-2011,BuAd:6.12 6 tz Ver612 6.12 tic.#:KW-06009328 Licensee:AZH Consulting£n.ineers. Description: Walls and footing elevatorplt deign Code References A�- I Calculations per ACI 318-05 Sec 14.8,IBC 2008,CBC 2007,ASCE 7-05 Load Combinations Used:2006 IBC&ASCE 7-05 GeneraIInformation , f c:Concrete 28 day strength = 4.0 ksi Wall Thickness 8.0 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Deft Ratio = L/ 175.0 Ec:Concrete Elastic Modulus = 3,605.0 ksi Rebar'd'distance 4.0 in Minimum Vertical Steel% = 0.00330 1. :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiffness Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 316.228 psi Bar Size # 5 Max%of p balanced = 0.3790 Bar Spacing 12.0 in Max Pu/Ag=fc• = 0.060 Concrete Density = 150.0 pci Width of Design Strip = 12.0 in One-6tslons: A Clear Height = 6.0 ft B Parapet height = ft B Wall Support Condition Top&Bottom Pinned __.._. . A Vertical Loads 7 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 0.0 in 3.885 0.750 0.250 kit Concentric Load kilt LateralrItoads , ;`-1- r .. z Full area WIND load 0.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 25.0 psf Seismic Wall Lateral Load 25.0 psf D Lr L E W Height i Applied to full'STRIP Width') Point Lateral Load 0.0 0.2160 k 4.0 ft Point Lateral Load 0.990 k 4.0 ft . • ' • Title. Job# Project:MET Community Center Engineer: Project Desc.: I t Concrete Slender Waif �-7e }n -4 ` �,� '''.k� ; . t. ua a aeALCaam rna ,t«®l�. s rte 1-4-4, `,'::,.'...; , 'L u,F.,_:1.-k..Y '.-ti.;: r,. :, .'1..:c:.r 1,BeatlS.426.12,Ver$.126.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Walls and footing elevator pd design DESIGN SUMMARY ,. r _ 3' Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... _ Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.1929 +1.20D+0.50Lr+1.60L Max Mu 2.083 k-ft Phi'Mn 10.801 k-ft PASS Service Deflection Check Min.Defl.Ratio 1,630.01 Max Allow Ratio 175.0 D +L+S + E/1.4 Max.Deflection 0.04417 in Max.Allow.Dell. 0.4114 in PASS Axial Load Check Max Pu I Ag 69.589 psi 0.06*fc 240.0 psi +1.20D+1.60L+0.50S Location 0.0250 ft PASS Reinforcing Limit Check Controlling As/bd 0.006458 Aslbd= 0.0 rho bal 0.3790 PASS Minimum Moment Check Mcracking 3.373 k-ft Minimum Phi Mn 9.888 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal D+L+S+E11.4 0.4867 k Base Horizontal D+L+S+E/1.4 0.7648 k Vertical Reaction D+L-1-S+E/1.4 5.485 k __ _ Maxim C9 Rs Design fn �e irfi Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k ft k k-ft en'2. 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+0.50Lr+1.60L at 2.00 to 2.20 6.342 23.040 3.37 2.08 0.86 10.80 0.310 0.0065 0.3790 +1.200+1.601_+0.50S at 2.00 to 2.20 6.467 23.040 3.37 2.08 0.86 10.82 0.310 0.0065 0.3790 +1.20D+1.60Lr+0.50L at 2.00 to 2.20 5.517 23.040 3.37 0.65 0.86 10.69 0.310 0.0065 0.3790 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.200+0.50L+1.60S at 2.00 to 2.20 5.917 23.040 3.37 0.65 0.86 10.75 0.310 0.0065 0.3790 0.000 0.000 000 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.200+0.50Lr+0.50L+1.60W at 2.00 to 2.20 5.517 23.040 3.37 0.65 0.86 10.69 0.310 0.0065 0.3790 +1.20D+0.50L+0.50S+1.60W at 2.00 to 2.20 5.642 23.040 3.37 0.65 0.86 10.71 0.310 0.0065 0.3790 +1.200+0.50L+0.20S+E at 2.00 to 2.20 5.567 23.040 3.37 0.91 0.86 10.70 0.310 0.0065 0.3790 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.90D+E at 3.80 to 4.00 3.695 23.040 3.37 0.39 0.88 10.44 0.310 0.0065 0.3790 Design Maximum Combinations DW s<= Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Deft.Ratio k ;,..ft i<-= ^.'4 in`d 1'4 D+L+Lr at 2.60 to 2.80 4.975 3.37 1.10 512.00 51.52 51.523 0.036 1,994.9 D+L+VV at 2.60 to 2.80 4.975 3.37 1.10 512.00 51.52 51.523 0.036 1,994.9 D+L+W+S/2 at 2.60 to 2.80 5.100 3.37 1.10 512.00 51.64 51.639 0.036 1,998 7 D+L+S+W/2 at 2.60 to 2.80 5.225 3.37 1.10 512.00 51.76 51.756 0.036 2,002.6 D+L+S+E/1.4 at 2.80 to 3.00 5.205 3.37 1.27 512.00 51.74 51.744 0.044 1,630.0 0+0.5(L+Lr)+0.7W at 2.60 to 2.80 4.600 3.37 0.55 512.00 51.17 51.172 0.018 3,965.9 D+0.5(L4r)+0.7E at 2.80 to 3.00 4.580 3.37 0.75 512.00 51.14 51.139 0.026 2,732.9 Reactions•Vertic aI XHocizot _ Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 4.485 S Only 0.0 k 0.00 k 0.250 k W Only 0.0 k 0.00 k 0.000 k E Only 0.1 k 0.22 K 0.000 k D+L+Lr 0.7 k 0.33 k 5.235 ,, D+L+S 0.7 'r. 0.33 5.485 i•. Title: Job# AO Project:MET Community Center Engineer: Project Desc.: Prnesc.25 At.2112.$.2 8PM Concrete Slender : n _. Lie.#:KW 06009320 License: : AZH Consulting Engineers Description: Walls and footing elevator pit design Rea ; Load Combination g83e Horizontal Top Horizontal Vertical @ Wall Base D+L+W+S12 0.7 k 0.33 k 5.360 k D+I+S+W12 0.7 k 0.33 k 5.485 D+L+S+E/1.4 0.8 is 0.49 k 5.485 k . - • A , if 8" CMU WALL, TYP )0"^ I ."./..12.././ oxicA ., .... T.O.SLAB __________A , EL:REF. PLAN . , ... 5.-9" (VERIFY) - ' - ,...& 8" TYP. *4 @ 2" O.C. EA WAY, YP (VERIFY) • I 2.-0"X2.-0" L -F.7.- -t I I I _____ ._____ I ...„ .. . 1 1 ,,. -D=0- *i-----: V-0", rinr..:., .1 % ,. L i *5 0 '12":Cker' ''''' 7. -'. .!' • •'- TOP & BOT •• . GALVANIZED L4X3X01.-11" LLV W/ (2) 3"0X3 r EMBEDDED SS EXPANSION ANCHORS @ 1'-6" 0.C. . • -iii- TYP. EACH SIDE I 13" GALVANIZED STEEL BAR 1 1 GRATING I i •_____ • - • qz5fiF • 't,,,"'"7-':,—.,"'., It.\%- A■i)' ' ' '.: ( 5 0 12" 0.C. . #4 @ 12" 0.C. UNDISTURBED S011 ,.N.,...._.\\,....... TOP & BOT EACH WAY TYP. SECTION AT ELEVATOR PIT P /t 5 ".. ‘.....s R■J0 1•01- op PROFts_ csic., ov're. lip -r • ' 10963P£ < - - ,-. -- EXPIRE& 6/313/12 S&T NBZ MET . Data 7-31,2012 Consulting Consulting Community • ocm,,a • Engineers Engineers Center Drawn By: N-DE SK- 23 6635 Skyline Rood S. 21617 Susan Lane 10330 SW Scaoas a ii all P7_6Ct?Arnim Salem,OR 973)6 Beaseidon.OR 97006 Ferry RD M.A.,Eber.allanal Trust Ph 5035312W pa 971.222 4360 Tame,OR 9722:3 fax 503.561 9703 tea 503 648 8745 Mush Educational Trust pt.,Chock Response/5\ Data: 1. 3"deck with 2.5"concrete topping. 2. Slab equivalent thickness:4" 3. Based on details 1,7 and 13#4 @ 16"o.c 0.2 _ =0.003133 P 1.334, 4. The nominal shear strength of the diaphragm is: r- =A,(2Aff + P1.fy)= 15100 plf Ate,=48 in2•,A =1,f c =4000 psi,fy=60000 psi $V =0.65x15100=9800 plf The capacity of the diaphragm provides adequate connection and the transfer of the loads to the walls. 1 NBZProject: f11E7- Sheet# Location: Consulting Engineers ph:971.222.4378 Client: Job# Ix:503.848.8748 Date: !BY. .l I t?.74 'A ; 1 +. r i„ �_ 1 . 1 i. i 1 i � T•1 ' �_.._1 1 ; 1 ' .� I t 4 I ' 4 :,. - �_ k N' Vii- P I _ - 1'$4! , . . .t. it ' . 1 . ; 1 ,• • . ,_ , 4 j r._ .yq.. i i _ 1 I 1 . ' I Nir 1 d b = !t-t---..}-1319.;-$ irs►= ; 1 ' • • - I t {' T" � !� . I i. t "'- f i r t T 4. i . } � ! . ' • ! -1 , - 1- r �. t t -!-- f ; : .. i 1' , ! — i ! �;-- . .. I.. ,t.-_.. . ..J_.I .,._. .. - " - 1 _ y{ k _...-._-_._.,...._h - -r • • I i � t -----�----� ... .- _. --r-----r -1.-- �..� ..._. i _....' _1 .- III -�'-. ..... t.. ..-. -__."-.._ ..-. --1—!---"-+E 1 1 1�ti 1_� I f r• fr -F- i---•-•.- —1-4-1 4..±.4._-• s L -t } i f : ; ! �• i1 j 1 I L ; I ' 1 ; • _.. -_..-.—...._....._. ._.._ - __'- -- -------s•-t I • — V� i , 1j i 1t _�.. 1 rt. I ! 1 E I .!_1--4. ; ! 1 • -r--- - ! }.- '_. f [[ 1 i } .-I 1 • ' r---- -� r I _ t _ f ! I -}- ' • j ; i 1} �- • f J 1 - i r , 1' i I , - 11 • , III _ _... NBZProject inns Sheet# Consulting Engineers Location: _ ph:971.222.4378 Client Job# fr:503.848.8748 Date: I By: • t•.• -1-4-4 I - i • - �- _ j-- ;-1 _� +_L.. __ .; s J 1� �(� • _. • A, r. F ,4ir ir �. '` •a ,4.I.1 . i • ! I { =MELEES! i t...r i } { I (10 1 . i{ e !. M _ . . .... . : i.p, ‘ _ . ; .r.._ b . ' E - � ` I Ea 1 1 . _ i . i•1 . _. . ,.. r I ' . f i • 1 1 1 . ! - 'rl�� N t r • i : I I — II 11 . t �-- }- 4 t , 0 ; __ {— �'- — �� ;- it ;_Y -1 _. :.. • i ii# T _.-i'_. } _.S-"---- ,_ -�.__- .-_ ___.. .._. ._._•,i t + _!.---,--r---,-1-1-1,i f Tom• 1 �- ( � i:i i 1 1 i, , , , T,_ i : ___;...1 i 1^ L til : no , i: , , ,.._...J-j _ i r —7 ! k ' • 1 ■ I i i 1 rr 1 i ,.. ' •I. ' 1 ' 1 I . k k -•r ` _ t { 1_ ' 1 I 1 1 1 T - -I- • f 4 rt 7 � I • l ( 1 ( I ' i .1 i E � —i_� k I i i i 1 } 1 t t , — - 1 1 :--1--i- ----r . : : { I 1 _.. . ' t f r i I I i L 4 c- TYP. GRAVITY COLUMN BASE PLATE SCHEDULE A307 HEADED COLUMN SIZE N (IN.) B (IN.) T (IN.) X (IN.) ANCHOR BOLTS (NO.) DIAMETER HSS4x4 10 10 3/4 1 1/2 (4) 3/4"0 HSS5x5 11 11 3/4 1 1/2 (4) 3/4"0 HSS6x6 12 12 j 5`\ 1 1/2 (4) 3/4"0 1 TYPICAL GRAVITY COLUMN BASE PLATE DETAIL (..-1...0,"! 1^= 1t-o" SSRUCTUR,4 055) PROFESS 16953PE - i t-. ORfa,1 ti t, • 16.6 � jAMER EXPIRES: 6/30/12 S&T NBZ MET 1 Consulting Consulting Community 1 . 7-31-2012 Engineers Engineers Center cite mow,By. N-DIB SK- 21 6635 Skyfne e,S. 21617 Steen Lane 10330 SW Solves Project Number Salem.OR 97306 Beaverton,OR 97006 Ferry RD 1.4t.sli..,Eat.c Jional Trott Pk 50033.5588;.9100 9503 84116746 T4"rd.OR 97223 Muslim Educational Trust Plan Check Response A • ' • Title: Job# Project:MET Community Center Engineer: 44 Project Desc.: awed:10 AUG 2012.11.50 2.1 Masonry Slend illt. `r zo_ - - t �+ir = �' °, i WC.'`-t9632Qt4;�u _fl`S��t2;,Vee6t26.t2 Lic.#:KW-06009328 Licensee :AZH Consulting Engineers Description• TRASH ENCLOSURE WALL Code References_ P ' Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used : 2006 IBC&ASCE 7-05 Genes Information, ;.-1...,...,.: • . a Calculations per ACI 530-05/MSJC 2005 Sec.3.3.5,IBC 2006,CBC 2007,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonry Fm = 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 Deft Ratio= 150.0 Fr-Rupture = 61.0 psi Rebar'd'distance 3.750 in Minimum Vertical Steel% = 0,0020 Em=Pm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.1182 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 48.0 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is Solid Grouted flrre•StofyiWal:� A Clear Height = 3.0 ft B Parapet height = 6.0 ft B Wall Support Condition Top&Bottom Pinned __ A•Lateral Low 4 '"i4 ' Full area WIND load 16.610 psi Wall Weight Seismic Load Input Method: Factor applied to wall weight entered Fp=Wall Wt.• 0.3520 = 29.568 psf Seismic factor to be applied to wall weight 0.3520 __DESIGN WAtitk -Y • -ft r . ,,,.' Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.4099 +0.90D+E Max Mu -0.5322 k-ft Phi•Mn 1.298 k-ft PASS Service Deflection Check Min.Defl.Ratio 63,070.3 Max Allow Ratio 150.0 D+ L+S+ E/1.4 Max.Deflection -0.000571 in Max.Allow.Dell. 0.240 in PASS Axial Load Check Max Pu/Ag 11.476 psi 0.02*ft 300.0 psi +1.40D Location 0.01250 ft PASS Reinforcing Limit Check Controlling As/bd 0.001667 As/bd®.1182 rho bal 0.1182 PASS Minimum Moment Check Mcracking 0.5911 k-ft Minimum Phi Mn 1.688 k-ft +1.40D Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.3992 k Base Horizontal E Only 0.1331 k Vertical Reaction D+L+S+E/1.4 0.7560 k Title: Job# 4'1 Protect Mr m CcmLr'ty Cen!er Engineer. Project Desc.: -'r rri&: 10 ALA";211'2 ■1 5,'■: ,a, ) 'while;C,1UseislP ape ktopl0 altf;1 tLkSI StGNec6 -' Masonry Slender Wall ENERC.ALC,INC.1983-2011.)304:&f26.12,Vec.;2.6.12 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: TRASH ENCLOSURE WALL Design Maximum Cartabk 3-o- :' Axial Load Moment Values 0.6* Load Combination Pu 0.06*Pc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-it k-ft k-ft in`2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.80W at 2.90 to 3.00 0.000 27.360 0.59 0.24 0.90 1.30 0.078 0.0017 0.1182 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.200+1.60S+0.80W at 2.90 to 3.00 0.000 27.360 0.59 0.24 0.90 1.30 0.078 0.0017 0.1182 +1.200+0.50Lr+0.50L+1.60W at 2.90 to 3.00 0.000 27.360 0.59 0.48 0.90 1.30 0.078 0.0017 0.1182 +120D+0.50L+0.505+1.60W at 2.90 to 3.00 0.000 27.360 0.59 0.48 0.90 1.30 0.078 0.0017 0.1182 +1.20D+0.50L+0.20S+E at 2.90 to 3.00 0.000 27.360 0.59 0.53 0.90 1.30 0.078 0.0017 0.1182 +0.90D+1.60W at 2.90 to 3.00 0.000 27.360 0.59 0.48 0.90 1.30 0.078 0.0017 0.1182 +0.90D+E at 290 to 3.00 0.000 27.360 0.59 0.53 0.9d 1.30 0.078 0.0017 0.1182 Design Max t ,, > 4-• Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Dell. Ratio K k-ft k•ft in"4 in"4 In"4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 D+L+W at 1.70 to 1.80 0.613 0.59 0.16 443.30 19.55 443.300 0.000 80,195.4 0+L+W+S/2 at 1.70 to 1.80 0.613 0.59 0.16 443.30 19.55 443.300 0.000 80,195.4 D+L+S+W/2 at 1.70 to 1.80 0.613 0.59 0.08 443.30 19.55 443.300 0.000 160390.8 D+L+S+E/1.4 at 1.70 to 1.80 0.613 0.59 0.20 443.30 19.55 443.300 0.001 63,070.3 D+0.5(L+Lr)+0.7W at 1.70 to 1.80 0.613 0.59 0.11 443.30 19.55 443.300 0.000 114564.8 D+0.5(L+t.r)+0.7E at 1.70 to 1.80 0.613 0.59 0.19 443.30 19.55 443.300 0.001 64,357.5 Rea =H ak >- '. t'k Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 0.758 k S Only 0.0 k 0.00 k 0.000 k W Only 0.1 k 0.22 k 0.000 k E Only 0.1 Ic 0.40 k 0.000 k D+L+Lr 0.0 k 0.00 k 0.756 k D+L+S 0.0 k 0.00 k 0.756 k o+L+W+S/2 0.1 k 0.22 k 0.756 k D+L+S+W/2 0.0 k 0.11 k 0.756 k D+L+S+E/1.4 0.1 k 0.29 k 0.756 k ° • Title. Job# Project:MET Community Center Engineer: Project Desc.: Printed.10 AUG 2012.12.28P..1 '4 . T ( v.. ---.-,r-:-,k �' � S ' 1 -.. 44 t +. ' : r ' "'. , Ywalk , , j :'' s , r 34 0:+a. x . - .,-1:_ t :,..1.a 4..-, . ` . < :. ?,. yl 4Y 1QI Lic.k : KW-06009328 Licensee:AZH Consulting Engineers Description: TRASH ENCLOSURE FOOTING DESIGN Code.R8f8(6ltG8S � . Calculations per ACI 318-05,IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:2006 IBC &ASCE 7-05 ... E3m pA Material Properties Soil Design Values f c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes 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 DL No when footing is wider than = 0.0 ft Footing Widt = 2.0 ft Footing Thidcnes = 12.0 in Bars along X-X AxiE Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12°Width = 3 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in r i ii r r' E Eiii3 D Lr L S W E H P:Column Load = 0.7560 0.0 0.0 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 0.380 0.0 k-ft Vx applied = 0.0 in above top of footing DESxGK "' Designn OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.2914 Soil Bearing 0.7723 ksf 2.650 ksf +040.70E+H PASS 1.705 Overturning-Z-Z 0.2660 k-ft 0.4536 k-ft 0.6D-0.7E 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 0.008365 Z Flexure(+X) 0.190 k-ft 22.712 k-ft +0.90D+E+1.60H PASS 0.0 Z Flexure(-X) 0.0 k-ft 22.712 k-ft No Moment PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Job# 41 ?rtrHe..'OA 2 1[.12 26P..# .F,i�„Gtuser axa Des . ' -.':,,:`1.1 r. a^C'�,- Wall Footing _ NSREAC NC.1 r �iis.r,V rs s �2 Lic.H:KW-06009328 Licensee:AZH Consulting Engineers Description: TRASH ENCLOSURE FOOTING DESIGN 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 2.650 ksf 0.0 in 0.3780 ksf 0.3780 ksf 0-143 .+D+0.70E+H 2.650 ksf 4.222 in 0.0 ksf 0.7723 ksf 0.291 .40+0.750Lr+0.750L+0.5250E+1-1 2.650 ksf 3.167 in 0.08274 ksf 0.6733 ksf 0.254 .+D+0.750L+0.750S+0.5250E+H 2.650 ksf 3.167 in 0.08274 ksf 0.6733 ksf 0.254 +0,60D+0 70 +H 2.650 ksf 7.037 in 0.0 ksf 0.7233 ksf 0.273 __OYerft# ) Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status .D None 0.0 k-ft Infinity OK 0, , 0.2660 k-ft 0.4536 k-ft 1.705 OK SII •'", Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status F Ihs NO ' Flexure Axis&Load Combination Mu Which Tension Q Bot. As Req'd Gvm.As Actual As Phi*Mn k-ft Side? or Top? roil in"2 in"2 k-ft Status •+1.400 0.1176 -X Bottom 0.2592 Min Temo% 0.6 22.712 OK .+1.40D 0.1176 +X Bottom 0.2592 Min Temo% 0.6 22.712 OK +1.20D+0.50L+0.20S+E 0.006862 -X Bottom 0.2592 Min Temo% 0.6 22.712 OK +1.20D+0.50L+0.20S+E 0.2018 +X Bottom 0.2592 Min Temp% 0.6 22.712 OK +0.90D+E+1.60H 0 -X Bottom 0.2592 Min Temp% 0.6 22.712 OK +0.90D+ +1.50H µD91 , +X Bottom 0.2592 Min Temo% 0.6 22.712 OK One lAfay Sh$r . ' -ti _' - - Units:k Load Combination... Vu©-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 0 osi 0 psi 0 osi 82.158 osi 0 OK +1.20D+0.50L+0.20S+E 0 osi 0 osi 0 osi 82.158 osi 0 OK +0.90D+E+1.60H 0 osi 0 osi 0 osi 82.158 DSI 0 OK