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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: NED 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 CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES. RETAINING WALL WHICH TIE TO UPPER SLABS SHALL BE NOT BACKFILLED 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. EXISTING CONDITIONS: ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC 2009. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN: FLOOR CLASSROOM 40 PSF (2000 lbs CONCENTRATED LOAD) CORRIDOR 80 PSF STAIRS 100 PSF (2000 lbs CONCENTRATED LOAD) ASSEMBLY AREAS 100 PSF (2000 lbs CONCENTRATED LOAD) LIBRARY STACK 150 PSF (2000 lbs CONCENTRATED LOAD) ROOF 25 PSF & DRIFT GEOTECHNICAL CRITERIA Tram-nrgiciT-Rxgrir-air BY GEODSIGN, DATED SEPTEMBER 14, 2011. RETAINING WALLS- UNRESTRAINED 35 PSF RETAINING WALLS- RESTRAINED AT TOP 55 PSF ALLOWABLE SOIL BEARING PRESSURE 2500 PSF (DEAD + LIVE) ALLOWABLE SOIL BEARING PRESSURE 3750 PSF (DEAD + LIVE+ WIND OR SEISMIC) WIND CRITERIA WIND DESIGN WAS BASED UPON THE FOLLOWING: BASIC WIND SPEED (3-SECOND GUST) = 94.5 mph, WIND EXPOSURE B, I W = 1.15 SEISMIC CRITERIA IGN WAS BASED UPON THE FOLLOWING PER THE 2009 INTERNATIONAL BUILDING CODE (IBC): BASIC SEISMIC LOAD RESISTING SYSTEM: MASONRY SHEAR WALLS Ss = 0.94, S1 = 0.339 Fa = 1.124, Fv 1.722 • SITE CLASS : D; I =1.25 Sl RUC TURg4 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE -_p PROres NOW CRITERIA �V�S4c �1 S'%. DESIGN ROOF SNOW LOAD 25 psi MINIMUM IN ACCORDANCE WITH OSSC I 16953PE SNOW DRIFT PER OSSC AS SHOWN ON PLANS SNOW EXPOSURE FACTOR Ce - 1.0 THERMAL FACTOR Ct = 1.0 O � SNOW IMPORTANCE FACTOR I = 1.1 © t,404,. 16 TAMER EXPIRES: 6/30/12 S&T NBZ MET b Dale 731_2012 Consulting Consulting Community b 0 Engineers Engineers Center . Drawn By N-DIB SK- 13 6635 Skyline Road S. 21617 Susan Lane 10330 SW Scents Prod Number Seem,OR 97306 Beaverton.OR 97006 A.1l,,us'lim EJuc..tiundl Tnut /� ph.503.0311767 ph.971242.4380 ilge OR 97TI,i Muslim Educational Trust Plan Check Response/�\ fax 503.581.9700 fax 503 848.8748 7- N13Z Project h E.i Location: T/6/9kiL, C k Sheet# Consulting Engineers Client MET- Job# ph:971_222.4378 f:50.3.848.8748 _Date: 03{c2 V, 2- tVgy it BY: ; S01ø1,) )ei = . 7tc I q I f Tx Ix__Lfix 45 i I i ..1- .,-- 1./ 2-61fif Irl (2.0> // xi 2o :: 22 41 341 1. . ! LaaL0QLJ icA.L. E ', I, Isf„,14413 i 1J i i'Yp ' 1 1 , ! 414 ,_ • Li ‘i 3 foo _ 1.5 ; ! ' 55t 21:77fif F 4----1 CC/k7,-40A i 1 I i WL/11 Ck.A4L. 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Dude 731-2012 Consulting Consulting Community • Engineers Engineers Center Drawn Br. "-13113 SK-19 in. 0035 Sky1Y*Road S. 21017 Susan tar 10390 SW 9diaes Footed Plumber Salem,OR 97908 Baawilon,OR 177006 Forty RD Muslim£Duution.Al Trust P0.603.9919707 ph.e71.m.,300 °" Muslim Educational nisi Plan Check R°eD011ie A\ fax 600.681.9700 fax 603.&8.871° 4C- 40 '"Xz��j % X A7/ �k W10x12 W10x12 r N d N Wzoxi2 °x 'Y W 14x22 � ' W16x26 W 12x1 i ,• N (NJ x 4. HSS3X3X3/16 CHA VICAL D-2 s � REE N REE . SC/57.06 HSS3X3X3/16 <S6.02 NOW DRIFT 52 PSF TYP P L4X4X1/4 rl u— 1 6 S6.02 / _ ' ! HSS 5 3X4 A\01,1 a 7 ° � -- _ 13 — ` O S7.02 . 2 �„� �'0 '� HSS 5X3X-4' - -I ,150 LB. , p --OE-rIUMI IFIER i HANICAL N HSS 5X3X4> ME SC EEN --�._ 1 ry N RE . 8D/S7.06 !� 1 • — I 1 \IrL M 1M �S7.02- -I -I HSS 5X3X- N N i /, IN N ■ ■ I , IV 1 SZRUCTURq Ep PROppS 3 ROOF FRAMING PLAN ;� _ �°"�< 1s2.03 Scale: 1/8":1' /oit - fie' c9 µ; µ MR, I EXPIRES: 6/30/12 I Consulting NCoonnsulting immunity • Date '3' 12 Engineers Engineers Center Qllib Damn "-DIB SK-20 8835 6iryi s Rood S. 21817 Sum Lane 10330 Sw Sant. Ruled Number SNum,OR 97306 B �'OR 97006 F.ey RD Mws�lhill.tb,,�.,ci,,iiiun,.,J�Tr�wi /� rex 303.83,2767 ph 977222.8360 Musl""EduC8uonai Trust Response '� tot 600.9312760 fox STl m.67ee T OR 97723 Plan Check I I Go Br7/UA , / 1 s.I W16x31 [14] I v I N W16x31 [14] to •,,-, 5 6 11'-9" NI 57.01 ,--1 W 16x31 [14] . _-1- L r -' C NP ,_41 N i i = 13 j o x 57. 06 I s6.o2 11 x I r zo„,,.,,,,,,,,,,,,,,, - D - +- 2 SECOND FLOOR FRAMING PLAN 2.0 ' Scale: 1/8"=1'-0” SS RUC -URAI <4,,,v PR Ores s . / 16953PE //44ORE 'P� 16. _..4_ ti TAMERN EXPIRES: 6/30/12 S&T NBZ MET s i Date 7-31-2012 Consulting Consulting Community Q Community Engineers Center a Drawn By N-DIB SK- 17 6635 Skyrne Reed S. 21617 Susan Lane 103130 SW Sctwlls Project Number Salem,OR 97306 Beaverton,OR 67006 Fury RD Muslin.,EJucatiu..el 7n.at � ph.503.9312767 ph.9712224380 Ted,OR 87223 Plan Educational Trust Plan Check Response/°\ tax 503561.9700 Lx 503.616.6748 � . Title �ET �b# 11�2O 1 en����B Center /4 Project~~. Steel Beams Design . ' -�°�� `— '� ^ -� �~^^r� '- , m�~�^�s.` `,^ �=^"qp��"»��bte=» ^�ea��'^ , , ���.-«.�`��.��r��^��' ` '~��'�� �x��~� • u�w� mxvwsmo�nom r. ,---L��*^�°�A3� —�' , er-- Description Second Floor G5 Consulting - CODE-' - '''''' Calculations per A|SC3OO-]5. IBC 200G.CBC2OO7.ASOE7-25 — — —'---------'---' Load Combination Se : 20O6 IBC&ASCE7-05 Material ' ��/|,� � � �;;. ` ‘~,- "� Analysis Mothod: Allowable Stress Dosign osFR Beam Bracing: Beam is Fully Braced against lateral-torsion buckling by attached sla Load Combination 2OO5 IBC&ASCE7'05 ~ Fy:Steel Yield: 50.0 ksi E:Modulus: 29.000.0 ksi | °'°= �� Composite Beam Section Dat Beam is UNSHORED for Concrete Placement Total Slab Thkkness 5.50 in Concrete fc 3.0 ksi Stud Diameter 3/4"in Effective Width 0.50 ft Concrete Density 145.0 Pcf On:Stud Capacity 11 O� �om|oo��� Veroo. PLYY3Form|ok Riowo�m 8�Oin Tvv�mm 4'Oin nio, Parallel �/bSno�w 12Ui o�m�mm — _______ �� n 0.0 in ct(pmem) 0/0328S) oO zff)) o(3 047) D(0.293)L(0.18) . | * ■ • * ` * | ^~~. � ' ,� � ` ~ . �' ���� 7����'•. �e� i ' 0 � wMmw*o ! I ■ --I. 23.250 ft �� .e.':-._....''.: :7!':' '': ^ �nY�x&����� �� � � - , Service loads entered Load Factors will ue applied hvouwvu�vno. Beam�0*�oh oabu��d�dadded��ads ---' Load(s)for Spa Number 1 Point Load D=5.688 k(a 3.O ft,Applied before curing¬ removed Point Load. D=5281kQ8750 ft,Applied before curing¬ removed Point Load. L=8.12Sk(a875Q ft,Applied after curing Point Load: D=1.26Dk(a1O.25O ft,Applied before curing¬ removed Point Load: L=O775Okp1U25O ft,Applied after curing Point Load. D~5.88Dk0>15J50 ft,Applied before curing¬ removed Point Load: L~8.75Qka1575O ft,Applied after curing Point Load. D=3.O47k A2275O ft,Applied before curing¬ removed Uniform Load: D=0.2930, L=O.10U kit Extent`8.O-'>10250ft, Tributary Width 1.0 It,Applied after curing Point Load: L~O75Ok6'1,JD ft,Applied after curing r,:��\ Deai"n{]K 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 mK16x40 Percent Composite Action 25 % Vu :Applied 31.043 k Construction After Curing «n/Omogo:Allowable 87.60 k Mu :Applied 62.225 106.809 k-ft Load Combination span 1 Mn I Omega :Allowable 182.136 191.478 k-ft Location of maximum on span 0.0 ft Load Combination A0e/Cuhng:~D~L~H SPan#wheemoximum000um Spun#� Location of maximum on span 8835ft 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 '—.77�'����- 'LW-- Shear Stud-Requirements •From-Support 1 ft to 8.84 ft use 2 studs. Title: MET Community Center Job# 11-020 Project:MET Community Center Engineer: NBZ Consulting Engineers t Project Desc.: Steel Beams Design Prow 26 JUL 202 354r'r y`?�''17:.9''"'ti av::m '+, , t ^"''`r"tirp4. . . r "'ri; •.' }r , 9 -s • c• ry '! of 6 • � rY.'!.;� F 9,� r �t _ :< ..aia71; c� <:,�� s - _�:.. h,.,, ..'rr�. ,�'��,Mc.18�$011,$u�ti:12 6,P Ver.6126.12 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Second Floor G5 S .t .k.e'° Lisi.i..�r..3aK?i' ; 71,:1 fit. :".. From 8.84 ft to Support 2 use 2 studs. AitftrieggekOMMAISIMMOK Load Comb&Design Length Max Stress Ratios Bending Summary Shear Summary Span it M V Ma-Const MnStt 1 Omega Ma-NonConst MnTr/Omega Va Vn 1 Omega 1 DL on SIBm 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:+0 Span L=23.25 ft 1 0.403 0.140 62.24 182.14 11.82 191.48 13.66 97.60 After Curing:+D+L+H Span L=23.25 ft 1 0.898 0.318 62.23 182.14 106,61 191.48 31.04 97.60 After Curing:+0+0.750Lr+0.750L+1-1 Span L=23.25 ft 1 0.775 0.274 62.23 182.14 82.91 191.48 26.70 97.60 After Curing:+0+0.750L+0.750S41 Span L=23.25 ft 1 0.775 0274 62.23 182.14 82.91 191.48 26.70 97.60 After Curing:+O+0.750Lr+0.750L+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:+0+0.750L+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)+0.750Lr+0.750L+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:+D+0.750L+0.750S+0.5 Span L=23.25 ft 1 0.775 0.274 62.23 182.14 82.91 191.48 26.70 97.60 Location Dead Load Defl Dead Load Defl Const Loads Non-Dead Total Load Combination Span in Span Before Curing After Curing Net Defl 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 Alone AFTER Curing Downward 1 11.470 0.4187 0.047 0.466 0.000 0.466 566.27 DL on Steel Alone AFTER Curing 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 1.019 566.27 After Curing:0 after+ Lr+L Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 566.27 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+ L+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 0.000 566.27 After Curing.D after+ L+S+E Downward 1 11.470 0.4187 0.047 0.466 0.554 1.019 566.27 After Curing:D after+ L+S+E Upward 1 0.000 0.0000 0.000 0.000 0.000 0.000 566.27 ,~ 3"3rf s4 SS Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 31.043 22.103 DL Applied Before Curing 1t319 10.578 Lr+L+S 17.382 10.863 (Dbc-Dra+Dac)+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+W/2 31.043 22.103 (Dbc-Dra+Dac)+L+S+El1.4 31.043 22.103 Title : MET Community Center Job#11-020 Project'•MET Community Center Engineer: NBZ Consulting Engineers Project Desc.:Steel Beams Design t,• Multiple Simple Beam an- 4 5'?R h� : -42w..,„.r S� . t {tt`i t7dtd�CSU7BtCC6 ;+:-{ Ss ; : ;:t t,t,„ . ;92 s t 2;Ver 6.12.6.12 Lie.#:.KW-06009328 Licensee :AZH Consulting Engineers Steel Beam Design . Huist beam ,.. �._....,_ ... ,,........ .._ ..n. , .._.. ._...�, ��•..�...... _. _ a tk .�: � 0 ; ' r ASCE 705 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 Mu:Applied 8.564 k-ft at 7.000 ft in Span# 1 0 0 1501S 0.1875 Mn/Omega:Allow 31.207 k-ft 1 Load Comb: +D+S+H .r5, . . . ,_-`4 r-1...1".'h'' '7'":1::1”` x e • .- •Max fv/FvRatio= 0.065: 1 4 Vu :Applied 2.447 k at 0.000 ft in Span#1 Vn/Omega :Allow 37.506 k 14 n Load Comb: +D+S+H Max Reactions (k) D L LE W t= B1 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 Defl Ratio 1608 Total Defl Ratio 862 , Title: MET Community Center Job# 11-020 Project:MET Community Center Engineer: NBZ Consulting Engineers • Project Desc.: Steel Beams Design Prr ;.26 JnJL 2i):2,`_•251-M .•, 3f`4 k"'('4�'�F7�?75�'f rrr tt 9_il Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Roof girder VW O,- Calculations per AISC 360-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set : 2006 IBC&ASCE 7-05 Material ?roperties •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 0(1.95)S(2.44) D(1.8)S(2.25) • W14x22 Span=21.50 ft a W t 4x22 • liedload5 — ° • 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=1.950. S=2.440k(a 8.Oft Point Load: D=1.80, S=2.250k(a 16.0 ft •DESIGN'Sfld'ARY 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 +D+S+H Load Combination +D+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 -"' ill I009 . � .. Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span D+S 1 0.4454 10.858 0.0000 0.000 ve ***WC:1J . 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 10 ` 1■■11`TI 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: Specifiers comments: Minaret Anchorage 1.Input data Anchor type and diameter: Heavy Square Head ASTM F 1654 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 stand-off);t=0.500 in. Anchor plate: I x ly 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,D,E,or F): yes(D.3.3.6) Geometry[in.] &Loading[Ib,in.-lb] Z 2°« �► 1 2 ' } \gR 1 X Input data and results must be checked for agreement with the existing conditions and for plausibility PROFIS Anchor(c)20032009 Hilb AG.FL.9494 Schwan Hitti is a registered Trademarks of Hilti AG.Schwan i • N11..Tl www.hlltl.us PROFIS Anchor 2.2.1 Company: Page: 2 Specifier: Project: MET Address: Sub-Project 1 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) Anchor Tension force Shear force Shear force x Shear force y 1 8167 1096 -925 588 $ y 2 4667 1020 -925 430 3 1167 964 -925 272 Tension 4 8167 885 -662 588 E x 5 4667 789 -662 430 6 1167 715 -662 272 max.concrete compressive strain[%0]: 0.00 i 3 § max.concrete compressive stress[psi]:0 resulting tension force in(x/y)=(-2.99210.000)[Ib]:28011 resulting compression force in(x/y)=(0/0)[Ib]:0 3.Tension load Proof Load N.[Ib] Capacity 4N,[Ib] Utilization pw[%]=Nw/0„ 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] 0 •N.[Ib] N.[Ib] 45450 0.750 34088 8167 Pullout Strength N.[1b] W<.. A 4,...m Q.,,,_ $N,.[Ib] N.[Ib] 44520 1.000 0.700 0.750 1.000 23373 8167 Concrete Breakout Strength A,,[in'] A,,,[in'] c[in.] c.< W,.. hw[in.] 2208.00 1296.00 24.000 - 1.000 12.000 e<,.[in.] W e«.[in.] Ww11 ',Iv. Wes. k<. 3.000 0.857 0.000 1.000 1.000 1.000 16.000 N.[Ib] iji COMM m„oM„<m. •N.,[Ib] N.[Ib] 55121 0.700 0.750 1.000 42259 28000 Input data and results must be checked for agreement with the existing Condtons and for plausibility! PROFIS Anchor(c)2003-2009 Hitti AG,FL-9494 Schaan Hitt is a registered Trademark of Hllli AG,Schaan r 1■■111L.T'1 www.hiltLus PROFIS Anchor 2.2.1 Company: Page: 3 Specifier: Project: MET Address: Sub-Project I Pos.No.: Phone I Fax: -l- Date: 7/27/2012 E-Mail: 4.Shear load Proof Load V.[lb] Capacity IV,[lb] Utilization p„[%)=V,./IV, 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-.a "anchor having the highest loading **anchor group(relevant anchors) Steel Strength V.[lb] 1 •V.[lb] V.[lb) 27270 0.850 17728 1096 Pryout Strength A..line] A..(in2] c[in.] k. W..M 2208.00 1296.00 24.000 2.000 1.000 e...v[in•] W.r,a ea„[MI W..,H W.r W.w k. -0.681 0.964 1257 0.935 1.000 1.000 16.000 N,[lb] / 0.w.. 1....... •V,,[lb] V.[lb] 55121 0.700 0.750 1.000 88809 5414 Concrete edge failure in direction x- i.fn.] d.[n.] c,[in.] A fn'] A.fns 8.000 1.000 16.000 1392.00 1152.00 W...v W..v e..,[in•] W...v W..v Wav 1.000 1.000 1257 0.950 1.000 1.000 V.[lb] 1 4..... C..e.. 4.w Pb] V.lib] 37192 0.700 0.750 1.000 22420 5572 5.Combined tension and shear loads p.=N./IN. p„=V.V. S Utilization p.,,f%] Status 0.663 0.249 5/3 60 OK ((��N+ R.= 13;",<=1 Input data and results must be checked for agreement with the existing conditions and for plauaiblityl PROFIS Anchor(c)2003-2000 Falb AG,FL-0464 Schoen Hilt is e ngiatered Trademark of Hthi AG,Schoen ) • 1 I■■IIi111,"i www.hilti.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. Ay 3.0000 0 0 0 0 0 O of 4 5 6 x s ; yL s o O O O • 2 3 N 2.0000 2.0000 • 8.0000 8.0000 Coordinates Anchor[in.] Anchor x y c c„ c c, 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 existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 Hilb AG.FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Sataan Title: Job# ` Project:MET Community Center Engineer: � , Project Desc.: _ c,L 2 12 u:�:: Wall Footing r s .',,•:-.4-?,, 'ry r,-;,,,„ '1' YYJJ zaa i C 1983- feud&deCtg 1Z i1 0116 6 ,-� . fys - iri,.,;;,� a, •Gi}tC,NC.1983-201 t,Buikk6.1i6.12,Ver,&126.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WC Code References " ; 4:, Calculations per,ASCE 7-05 Load Combinations Used: 2006 IBC&ASCE 7-05 General Information F` 0 � tr fi-. 1A 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. r 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 _° rciing 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 l j 7 4. . t., -W1-1"11,-„.,...n....-.7 t 5-Y 5 Baia P 4'. 9lpplied°toadii' )'4..Ti it? =: - ! 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 Gf 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 +1.400 PASS 0.1228 1-way Shear(-X) 11.650 psi 94.868 psi +1.40D J I-M .JM Si NV Id '14,1IWVM 2KXYi-■ f]NI I I. F•� I I I (98.00') C NOTES: 53.01 1- X, INDICATES FOOTING TYPE, REF 4/S5.01 2- (XX.XX') INDICATES BOTTOM OF FOOTING ELEVATION . - . : i . i a ON 5 4- k ' 4 INDICATES 10" SOLID GROUTED CMU WALL 5... ;Wild ' P A E 8 •L l 'O T D CMU WALL 6- 1 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'-XX" INDICATES TOP OF CONCRETE SPOT ELEVATION 10- INDICATES EXTEND OF STEEL DECK W/ 2 Yz" CONCRETE TOPPING 1 FIRST FLOOR / FOUNDATION PLAN Z.U1 Scale: 1/8"=1'-0" Rucrc,Rq� RcA PROFESS 434 OG I NE ipy9 16953PE / `- 16 '4/ TAMERN�` EXPIRES: 6/30/12 I S&T NBZ MET Consulting Consulting Community u " Date '-3-2012 Engineers Engineers Center � � BY. N-0113 SK- 15 6635 Skylin.Reed 5 21617 Susan Lane 10330 SW Sdnl� Project Number Salem.OR 97306 Beaverton.OR 97006 Feny PO 503.9312767 p6 971 ' r�� 97�.� Mu4liv1{O cAtto.AI'Blot tax 581 9700 X11 8746 Muslim Educational Trust Plan Check ResP°n6e s/.U4 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- • _ •' • . - • % • _ _ , ,f. • ON 5- b. INDICATES 10" SOLID GROUTED CMU WALL 5 •- rAti;% 1 P A E 8 •L II '0 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- EM INDICATES PEDESTAL ROOF PAVERS 11- T.O.S=XX'-XX" INDICATES TOP OF STEEL ELEVATION 12- REF 2/S7.01 FOR TYPICAL BEAM CONNECTION 1 SECOND FLOOR FRAMING PLAN 2.0 Scale: 1/8"=1'-0° S�RUC7URq( �yc.D PROFESS O l NN£1p "3 J 16953PE oR(c 1eq/� 16. 1�` TAMERN p EXPIRES: 6/30/12 S&T NBZ MET i Date 7-31-2012 Consulting Consulting Community Engineers Engineers Center By: N-DIB S K- 16 6635 Skyline Road S. 21617 Susan Lane 10330 SW Schott a ihk Project Number Salem.OR 97306 Beaverton,OR 97006 Ferry RD Muslim{Du utiunal 7n.?t /5\ ph.503 9312767 pats 97,278.4380 Tpard,OR 97223 Muslim Educational Trust Plan Check Response ,ax 503.58,.9700 fax 563.848.6748 • r 0 0 = �, .; 3 4 �. ;4-, _ ___ __(„4,_ .___4 .___Ct_ _ _—_--4. J F h. li I I Ili I 11 I �' - it 1 I L. I of I N N i N CD �. e 1 I z 9 O 1I I 3 -L,,.-,,... . .. ,,,,, i 0 ...........i , i_f____ f �i .,. s a �/ 1 Sj FtUC TUR1 I a iI Qco PROF, P-, Cs� i r"iy. , a t69S3PE y< •1 i r` o 1sY0P cs,N t^� ) EXPIRES: 6/30/12 S&T NBZ MET +++"', Consulting Consulting Community : Data 7-31-2012 Engineers Engineers Center Drawn By: N-DIB SK- 24 Susan 6635 Skyfne Road S 21817 San lane 10330 SW SchoRs Project Number Sabin.OR 97306 Beaverton OR 97006 Ferny RD Mv$1•.n EJwcwtionwl Trust tax 503.531 9700 fax 971.222.8748 rd OR°R 97223 Muslim Educational Trust feu 503.5812700 fax 503.848.8788 Plan Check Response 5 TYPICAL SPREAD FOOTING SCHEDULE MARK SIZE REINFORCING O 3'-0" x 3'-0" x 12" (4)#6 EA WAY. BOT BO 4'-0" x 4'-0" x 12" (5)#6 EA WAY. BOT O 5'-0" x 5'-0" x 16" (6)#6 EA WAY. BOT DO 6'-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 (4)#6 #5@ 16"O.0 NONE NONE O3'-0" 1'-0" (4)#6 #5@ 12"O.0 NONE NONE 3O 3'-6" 1'-0" (4)#6 #5@ 12"O.0 NONE NONE O 4'-0" 1'-0" (5)#6 #5@ 12"O.0 NONE NONE 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" 0RUCruRgz ,0 PROFESS i 16953PE /off to y 16. R' TAUS EXPIRES: 6/30/12 S&T NBZ - MET , Consulting Consulting Community I Date 532012 Engineers Engineers Center � Drawn By: N-0D113 SK- 03 &k its Skylma Rnan 5 21617 Susan Lane 10390 SW c Project Number Salem,OR 97306 Baavwtm,OR 97006 Ferry R➢ A1"flom Euucabo"al Trw>l ph 5039312767 ph.871 222 4300 MI'''.OR 97223 tax 6033812700 fu 603.646d716 Muslim Eronal Trust ADDENDUM .> - / 32,,2„ 2o. t20 - O (87.5 H r b, ►T kir / © . . . 56.01 \ Illitre. 24'_ „6e \ - 3 , � / , a 55.02 / `` ;• i ,, S5.02' F � r •/ ,���i'/���i����� �/ 12 Q \N _ � S6.01 / 2 ''� ELEVA •R PIT 3 " S5.02 / y\ 3 /8 9'.91 I -,/q„ lA v S5.02 © 6" S.O.G W/ #4 @ 12" O.0 irk EACH WAY AT MID-DEPTH.. / S5.02 S5.02 L- / __ TYP 000 2—. BASEMENT / FOUNDATION PLAN Scale: 1/8"=1'-0" S.RUCru ,Ep PROFf S 16953PE -r,, ta' • 1°1161:7"-.0 EXPIRES: 6/30/12 S8&T NBZ MET 09l. 7-31-2012 ■Consulting Consulting Community Engineers Engineers Center gal 211 Draw l By. N-DIB SK- 14 035 Sig*.Road S. 21617 Sc &ih Susan Lane 10330 SW ola Potted Number Salon,OR 97906 Benverlon,OR 67006 Farr/RD et,609.9912767 ph.971222.4390 Tard,OR 97229 1M�,w�sl�inr[DwuOOnwl Trwt hoc 603.681-9700 to 603.646.6748 l'Aus10n Educational Trust Plan Check R9600069 3Q ca 1 r -� + ' v1 11 r in --- )I I.- ' L(975d t_l (97.67) I i 8 an WPM I iv / �AYATMID- i '-- I I- +b+� h+ti S3.06 67') ' S� •y� i (97.67' i I 56.01 M I I b 1YP I ' I• ' O i_1 -I r- II ---� -- >L H '• 1 1 (98.00') I 1 C `S3.01, ' 7_ ' S5.01 cFIRST FLOOR / FOUNDATION PLAN 0 Scale: 1/8•=i'-0" S.c RUC TUf 4,0 PR Opts.. 16653PE e 4/ TAREWP. EXPIRES: 6/30/12 SST MET Dal. 5-3-2012 Er � -"�''""l Conti� Engineers Damn By" SK- 01 OMB Wire Rant S. f,M.�lr 10bO5W 9v�a. Piolsd M.M.. smirk Oft 477:4 `' �"" w OR 81223 7l ADDENDUM Q iiiihnumaiftwational ati 6630912747 4c 6o9.6e1270D �Nw 1 • Title: Job# Project:MET Community Center Engineer: `'r 2,„. Project Desc.: Naked'2? U 2D1_.!2.5IF'.1 _ » . .,' - .cAu wa;a toptr a +03t zua.0s 1 Wall Footing j a .: p °,�. __ ,» �4 .� '. a.;.� • E IERCALt.,iNG19ti3.201 -1 •41Z-.- 612 .. Lie.#:KW-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 General orn ation , _' '- .. 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 _pons Ieiy yd ring 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 1--- - - ---._-1 I I 1.• R u. i . I b x = ' IMEMII. ,a ; 5-15 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 . ,, ;1 '- _ 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 +1.200+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 40D Title: Job# Project:MET Community Center Engineer: , , Project Desc.: Prinw,2?JUL 2ct_ a•,r.• r Ae 9 a 41;:l ay y " esiOn03-11-2011.ec6 Wall Footing ��'-4 - : `. sta -,',,'-'"),6`'-:. - - - f:CAC-;9832Q11.8i d:s.t2.612,Ve 5.12612 Lic.#;KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WC 'i r'< i 3etaieResuItS. .. � � , 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 .218 ksf 1.991 ksf 0.797 +D+L+H 2.50 ksf 1.589 in .340 ksf 2.113 ksf 0.845 .+D+0.750Lr+0.750L+H 2.50 ksf 1.617 in .309 ksf 2.083 ksf 0.833 .+D+0.750L+0.750S+H 2.50 ksf 1,617 in .309 ksf 2.083 ksf 0.833 .+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 1.617 in 309 ksf 2.083 ksf 0.833 .+D+0.750L+0.750S+0.750W+H 2.50 ksf 1.617 in .309 ksf 2.083 ksf 0.833 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 1.617 in .309 ksf 2.083 ksf 0.833 .+D+0.750L+0.750S+0.5250E+H 2.50 ksf 1.617 in .309 ksf 2.083 ksf 0.833 Overturning Stability_ :`4 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 .DA. 0.80 k-ft 10.574 k-ft 13.217 OK Sliding StabiRty _'.) :: Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status - Footing Has NO Sliding Footing Fexuii@ ' . i ,, , Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? in^2 in^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 Temp% 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 Temo% 1.55 54.826 OK +1.20D+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 Temp% 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 Temp% 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.077 +X Bottom 0.2592 Min Temp% 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 Temp% 1.55 54.826 OK +1, 50L+0.20S+E 2.077 - +X _ Bottom 0.2592 Min Temo% 1.55 54.826 OK Azle' `SJtear ,.; , Units:k Load Combination... - Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phl*Vn Status _ -I-1.40D 11.65 psi 11.65 osi 11.65 psi 94.868 osi 0.1228 OK +1.20D+0.50Lr+1.60L+1.60H 10.993 DSi 10.993 osi 10.993 osi 94.868 psi 0.1159 OK +1.20D+1.60L+0.50S+1.60H 10.993 osi 10.993 osi 10.993 osi 94.868 osi 0.1159 OK +1.200+1.60Lr--0.50L 10.301 osi 10.301 psi 10.301 osi 94.868 osi 0.1086 OK +1.20D+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 DSi 10.301 osi 10.301 DSi 94.868 osi 0.1086 OK +1.20D+0.50L+0.505+1.60W 10.301 osi 10.301 psi 10.301 osi 94.868 osi 0.1086 OK +1.20D+0.50L+0.20S+E 10.301 osi 10.301 osi 10.301 osi 94.868 osi 0.1086 OK • Title: Job# W:bject:MET Community Center Engineer: Z Project Desc.: ,tI ,�± y� Fiinie 2P JUL 2512.12.f,1 �n .. ..,M (� n . ....i... Lie.tl :KW-06009328 RLicensee :AZH Consulting Engineers Description: Wall Footing Type WD Gels ltti t , . , Calculations per,ASCE 7-05 Load Combinations Used : 2006 IBC&ASCE 7-05 General Information k 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 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 AutoCale Footing Weight as DL : Yes when tooting is wider than = ft 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 1 , 1•_ x I oS L1-_ i'JJ.rtL•. :. lt,.."fir — 5 w 5-lSBat$ E D Lr L S W E H P.Column Load = 5.092 0.4250 k 013:Overburden = ksf Vx = k M-zz = 0.80 k-ft Vx applied = in above top of footing POSNOOPAPY ---_.3' "!&-44250k4 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 +1.200+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# Project:MET Community Center Engineer: Project Desc: , Poled:29 JUL 2012.12.51PL a $ r , 'T. ' }, it ° 1 atesktopraettooMilesy gn2tec' Wall footing r s a £.. �� '�.?' M p. c f.Y .. `P.1. 1 "ul"612�12.vE[6.f26.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Wall Footing Type WD Detailed Results A71 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 1.709 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 .+0+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 0.833 Overturning S tability 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 Sliding Stability -- ` �{ t ;r 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? in^2 in^2 in^2 k-ft Status .+1.400 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 Temp% 1.55 54.826 OK +1.23D+0.50Lr+1.60L+1.60H 2.196 +X Bottom 0.2592 Min Temp% 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 .+1.200+1.60L+0.50S+1.60H 2.196 +X Bottom 0.2592 Min Temp% 1.55 54.826 OK .+1.200+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 Temp% 1.55 54.826 OK .+1.20D+0.50L+1.60S 1.454 -X Bottom 0.2592 Min Temp% 1.55 54.826 OK .+1.20D+0.50L+1.60S 2.077 +X Bottom 0.2592 Min Temp% 1.55 54.826 OK .+1.20D+0.50Lr-0.50L+1.60W 1.454 -X Bottom 0.2592 Min Temp% 1.55 54.826 OK .+1.20D+0.50Lr+0.50L+1.60W 2.077 +X Bottom 0.2592 Min Temp% 1.55 54.826 OK .+1.20D+0.50L-0.50S+1.60W 1.454 -X Bottom 0.2592 Min Temp% 1.55 54.826 OK .+1.20D+0.50L+0.50S+1.60W 2.077 +X Bottom 0.2592 Min Temp% 1.55 54.826 OK .+1.20D+0.50L+0.20S+E 1.454 -X Bottom 0.2592 Min Temp% 1.55 54.826 OK .+1.20D+0.50L+0.20S+E ) 7 + Bottom 0.2592 Min Temp% 1.55 54.826 OK _!ne Way Shear ___` �' _., Units:k Load Combination.., Vu @•X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.400 11.65 psi 11.65 psi 11.65 osi 94.868 psi 0.1228 OK +1.20D+0.50Lr+1.60L+1.60H 10.993 psi 10.993 psi 10.993 psi 94.868 osi 0.1159 OK +1.20D+1.60L+0.50S+1.60H 10.993 osi 10.993 psi 10.993 osi 94.868 Dsi 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+1.603 10.301 psi 10.301 psi 10.301 osi 94.868 osi 0.1086 OK +1.200+0.50Lr+0.50L+1.60W 10.301 osi 10.301 psi 10.301 osi 94.868 psi 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+0.20S+E 10.301 osi 10.301 osi 10.301 osi 94.868 psi 0.1086 OK Title: Job# Z &' Project:MET Community Center Engineer: Project Desc.: ( .+�] Prizes.20 JUL 2012. 121F�' fl !. o. gnu ai .k:.y;}§< r V .`..i(a4t� .:4 V& `,-. {y .0 ,xv..6 s 8 1d-': a , ..:X �Oar 4.#. '„3 a ', I'�r� ., N,1,,`�.'t- r<n �.•7. - ''.t- Y ,.1i *;yr. +° ie�-"..' ' i;,;-.::4 'A:xsxg` ..,,,, ",,, ''.1 ^4,k, ..:1!,t,;,!,441,.4,.. „ , ,_ +... $,L:.'..r. E �2,,, il'.5:12 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description! Wall Footing Type WJ Calculations per,ASCE 7-05 Load Combinations Used: 2006 IBC&ASCE 7-05 Gen>ISrai t nfbtl J#1 ` , 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 Dimensions .A>trinfeioing ' 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 co e i , , 1 r.r a ...bars .. ApistooLoads - - --:. „ ,:..ii1.4.tarzo,viii.t:.,,-,4",i-:, D Lr _ L 5 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 ,._,_ . �;�� a. . � .�s<� ': : Design OK Mm.Ratio Item Applied Capacity Governing Load Combination PASS 0.5286 Soil Bearing 1.322 ksf 2.50 ksf +D+L+}i 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 0.02664 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: I Project Desc.• P.in;e°29 2W 2012, 127F1., • 5y t ifiR ` ,-.i xf±rl V N " * .;*r r 0.. 5�t ''*•14-- . }+¢-', = --4_,„,,,,„,.M r '�y,,.y 'S�"6� ..:t ,n0..i ,21: *6 ' '. . `F".x ? r u4.xr._. .,£w t M;ix ., � r:`W,k-voFtf-f2.5.12 Lic.#: KW-06009328 V Licensee :AZH Consulting Engineers Description: Wall Footing Type W 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+H 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 .+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 1.256 ksf 1.256 ksf 0.502 +D+0.750L+Q,750S+0.5250E+H 2.50 ksf 0.0 in 1.256 ksf 1.256 ksf 0.502 OvertumingStabi1 Units:k-ft - Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Slidhl bt ty__,_____z ;;_ ,.`-x, - Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footwnj Flexure. 7 r p' .$ s . Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? in^2 in"2 in"2 k-ft Status .+1.40D 2.059 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK +1.400 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 Temo% 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 0.2592 Min Temo% 2.2 73.085 OK .+1.200+1.60L+0.50S+1.60H 2.348 +X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.200+1.60Lr+0.50L 1.947 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.200+1.60Lr+0.50L 1.947 +X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.200+0.50L+1.60S 1.947 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.20D+0.50L+1.60S 1.947 +X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.20D+0.50Lr+0.50L+1.60W 1.947 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK .+1.20D+0.50Lr+0.50L+1.60W 1.947 +X Bottom 0.2592 Min Temo% 2.2 73.085 OK .'-1.20D+0.50L+0.50S+1.60W 1.947 -X Bottom 0.2592 Min Temo% 2.2 73.085 OK +1.20D+0.50L+0.50S+1.60W 1.947 +X Bottom 0.2592 Min Temp% 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 +1,200 50L+0.20S+E 1.947 +X Bottom 0.2592 Min Temp% 2.2 73.085 OK • One Way' r '.�� .., Units:k - Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu!Phi*Vn Status _ +1.40D 12.444 osi 12.444 osi 12.444 osi 94,868 osi 0.1312 OK +1.20D+0.50Lr+1.60L+1.60H 14.195 osi 14.195 osi 14.195 osi 94.868 osi 0.1496 OK +1.20D+1.60L+0.505+1.60H 14.195 osi 14.195 osi 14.195 osi 94.868 osi 0.1496 OK +1.200+1.60Lr+0.50L 11.769 osi 11.769 osi 11.769 osi 94.868 osi 0.1241 OK +1.200+0.50L+1.605 11.769 osi 11.769 osi 11.769 psi 94.868 osi 0.1241 OK +1.20D+0.50Lr+0.50L+1.60W 11.769 osi 11.769 osi 11.769 psi 94.868 osi 0.1241 OK +1.20D+0.50L+0.505+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 psi 94.868 osi 0.1241 OK 2- Project: Sheet# 2 N"�R Location: F Consulting Engineers — ph:971122.4378 Client Job# fz:503.848.8748 Date: By u IIlIF JWIUL: - _ uuiiiu i ■ t f ■■■.■ ■ 4- . ■ ■�. ■ mi iminumisaiiiiimmuilionsuma ■i■11 N■ L'41111 �I■ �lir =>1/ i7.PT.i■Ui■NM■■■■■■1 lain ■ ■� 1-+- ----.4___, fi ' 11 ii, 1111 Ii;miwIiuIiiiIII1IIaiIIi heir■ it ■ , 1111■■ ■Ilia ■ ■ _Mi 11 ■ - Nnu■ ■■■11■�■■ ■ ■■■■■I MMUI 1111■■■ ■ tie , 'a.; '-e nmM �■ i1: E►\a. =11 ■ ils•■■■■m µ _ imasen + IL!iOigII rfLhlli4IIIpui. 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WALL IN BOND BEAM ,' ELEVATION 3" 3" 1'-1/2" PL}"X9}"XI'-0" -- (2) #5 X COUNT W/(4)}"Q X2'-0" IN BOND BEAM DOWELS @ 5"O.C. - .- 3" ---5"-- 2 6 /l- 0"CMU WALL, REF. PLAN 5" c RY JOINT (2) #4 HAIRPIN _ 1— —1 -CMU SHEAR WALL _ BOUNDARY ZONE REINF. :"---. REF WALL ELEVATION r, _ __ _ I3 DRAG STRUT CONNECTION DETAIL 1"= 1'-0" SRUCTUR,yC 499 PROFESS 4c LNG I NE£,Q X04, 16953PE ORE • .y o, li'e4 T A,AIERH• l EXPIRES: 6/30/12 S&T NBZ MET • Consulting Consulting Community Dale 7_31_2912 Engineers Engineers Center al. � Drawn By: N-0B SK- 22 6635 Skyline Rood S 21617 Susan Lane 10330 SW Saida Project Number Sabin,OR 97306 Beaverton,OR 97006 Ferty RD Muslir.r 65ucrtienAI Trust.{ � fax 503 9312787 pn 971222 4383 T'pwd.OR 91223 Muslim Educational Trust Plan Cneck Response/5 fez 503.58,.9700 fax 503.848 x718 3 Z NELSON.. . NELSON STUD WELDING lank Standard Stock SPECIFICATION: 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 --'11)--- embedded at proper edge distances and spacing between bars. Nelson deformed :_ - bar anchors are used for deep embedment anchors in such applications as precast .g 1 c columns,tee and beam connections,seismic shear walls and securing steel plates o to concrete structures.Nelson deformed bars meet requirements of the following .e °=I codes and are also USNRC approved: 0 AWS D1.1 Structural Welding Code-Steel g o ASTM A-496 Steel Wire, Deformed,For Concrete Reinforcement o Length ACI-318 Building Code Requirements for Structural Concrete C' O Precast/Prestresssed Concrete Institute Design andbaoir e < °° H Canadian Standards Association '_ ?"'" 0 0 P 0 International Building Code Section 19 7Y O 0 o . a See ICBO Evaluation RWort ER-5217 '"<- g 1 0 For similar function gilds,see Nelson B4L Reinforcing Standoff Support studs, - WSW H4L Headed Conet"'etc Anchors,J2L-3"Bolt studs,and S3L Shear Connectors. . When ordering,specify Type,Diameter.Before Weld Length,Material,Quantity,and Part Number Example:D2L 1/2"x 18-1/8"; Mild Steel•,5000 pieces;*101064765 Stud Bum Recommended Standard Accessories Diameter :Off Chuck Grip Ferrule 1r'1.Foot 3/8 • 0.125 r ,, 10 mm t .,3 nm 50010'11 401 09 1001A1,099 2002001• 1/2 • 0125 t t 13tnm 3 mm 500001014 x,"0450 003010 100 1t4 502002002* 5/8 °AB •16 mm.. . grmm s 500001016L 5014 ', 10010187 ' 502002002* 3/4' _" 0.187 .4 I. `. k:%1,.,„,‘..,. ..40,7.,.._. 19 mm' 4 mm 500001018 ,01003019° `'14) '•0 52 502002009 * Feet 502002001 and 502002002 are used with Nelson's heavy duty gun. Feet 502002045 and 502002046 is used with Nelson's standard WO* Nelson deformed bar anchors are also available on special order bent to the fo owing shapes. The minimum 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. i vtwv. 0 - 4. ANGLE BEND DOtlBLI BEND SINGLE BEND J HOOK 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@NelsonStud.com 7900 West Ridge Road 1-800-635-9353 Elyria,Ohio 44035 1/04 • 7.-3 ' roject NBZ Location: Consulting Engineers — - - Jo # ph:971222.4378 Client fx:503.848.8748 Date: By: s r"" c 'f O 6 SS T' \))P L tieyi to.....) -rd l',� t /'. c, & t.o ha Valk• I,AT l4 ► ,' _: SS . .(n 54""s Y ems:SMt c__ Wtr -Tl.4 (LASk2E : S i • V-5= CoK 2 2( (G) (1---01- = 6 0.E 05 -, -i r i il s ! 3. 3 4 _ ( 55 ) to) ( I °/2) = Z1501t / r -, -- a OaJ ''(T U iN.cs. .O N 1 Sb-M 13••■fT w 4A.L.. : C wo ',r LA$ P uF`s'v c,,,,A-A, CiQiD . Z1 --_ . f p.,Ob DLL . `PbL, 10 X 2ors-c - 2c'° PI t 4 T&,'$ R..c,F" SL `: Psk_ ! 1'o x /s Z 5 0 t.1 . two F1ooe. fll.. : Pt.L. t C, X 4 S a 104C' I'1 11P-40. CI-AU W t<u_ b L n Z &I & "x I,o4, . Z1, G k I . _-..DL= O. 1 .04 + Z15b ..z 4•0 k1Fk- C 4, 1 ,,,-low Uofo : 150 Pt . (4, 1 Ste;sN.A ... e to p.\4 (5 LA-ree--trl. V"Rie5s u : 2"15 O k I L"_'' Vo W A.k.,\_. 1 S to k. Pt--Iz_ h TT A-C4 v``1..,11a. C.kk..L. bld T 4't Tt • Title: job# ,- Pred:MET Community Center Engineer: 1." Project Desc.. • , Rimed 29,sil;i.20.!2 4.53P+.4 . . ., . : r‘.*.— .4 f; - -`." ., ,4 ; 2'Tik7"--.-Z? ,:1•'-.-1'i-6 ..,:':,' ..,:.'..,.` .:=r *-":"...7717.'jciti.-7",T•• .c..00Atestasement . • - , - , , •• i-- :..-i- .• .*.i... .1.; : .`..,'',7, -...s. -*...1..•••;';:. Oir-'44*....-- ',.''..-: A.-.: •tt .:e.t". .-. •-• , .1 Iiiild:4:12.&12,Ver:6.12.6:12 Lic.# : KW-06009328 Licensee:AZH Consulting Engineers Description: 10 BASEMENT WALL DESIGN-10 FT MAXIMUM SPAN Code References ' ':!''- ;.: it, Calculations per ACI 318-05 Sec 14.8, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used : 2006 IBC&ASCE 7-05 Generatinformailen fc: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 Deft Ratio = Li 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 ()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 .. .. . „ . Cle-StentWatattlip1SiODS • -•''-',.;:,' '' ',x'.;.-::i1" ..:-•,. A Clear Height = 10.0 ft . ,. , ,.. 6 Parapet height = ft B fe' --.!:.$'--, , '.•,;:"...,;44 ,, . . VVali Support Condition Top& Bottom Pinned - ;•t' . I 4 ..Y A ; • • . . itt -St itte . ..J. Vertical Loads . '.:"':':"'•'••••'1Wi --'%',1,-:•i "-t-.' 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 Mt Concentric Load icift Lateral Loads ' _ Full area WIND load 15.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 ' 25.0 PSI Seismic Wall Lateral Load 25.0 psf D LT L E W Height (Applied to full"STR!P Width') Point Lateral Load 0.0 0.60 k 6 ft. Point Lateral Load 2.750 k 6 ft Title: Job# ` J Project:MET Community Center Engineer: Project Desc: •••.. P- , -1s.�, " '.:pe 60seis\Nadiiibo uments ENEi2GALC Ilia i=des neat wails.ec6 Concrete Shen a r`1., - ''Y. , , . �,i ,r '�°'� . l'i -f "ENERCALC INCA 933-2011 d:fi.12.6:12,Vet.612.6.12 •Lie.#: KW-06009328 Licensee:AZH Consulting Engineers Description: 10`BASEMENT WALL DESIGN-10 FT MAXIMUM SPAN 'DESIGN SUMMARY ' *. Results reported for "Strip Width" of 12.0 in u Governing Load Combination... Actual Values... _ Allowable Value s... 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 I Ag 61.352 psi 0.06•fc 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 +1.40D 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+W12 6.090 k _Design Maximum'Cembttt' 'I'ts.-lfdo� ; , M;f?;;, Axial Load Moment Values 0.6• Load Combination Pu 0.06*fc*bi Mcr Mu Phi Phi Mn As As Ratio rho bal k N A-11 k-ft k-ft in'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 3.33 to 3.67 6.826 28.800 5.27 9.60 0.86 18.61 0.440 0.0041 1.9188 +1.200+1.60L+0.505 at 3.33 to 3.67 6.926 28.800 5.27 9.60 0.86 18.63 0.440 0.0041 1.9188 +1.20D+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 +1.20D+1.60Lr+0.80W at 4.67 to 5.00 5.600 28.800 5.27 0.15 0.87 18.38 0440 0.0041 1 9188 +1,20D+0.50L+1.60S at 3.33 to 3.67 6.440 28.800 5.27 3.00 0.87 18.54 0.440 0.0041 1.9188 +1.20D+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+0.50Lr+0.50L+1.60W at 3.33 to 3.67 6.120 28.800 5.27 3.27 0.87 18.48 0.440 0.0041 1.9188 +1.20D+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+0.50L+0.20S+E at 3.33 to 3.67 6.160 28.800 5.27 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 +0.90D+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 Design tilkocimurti Ct ntbi Meal 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 ,•`4 in04 D+L+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 5.448 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/1.4 at 4.67 to 5.00 5.507 5,27 5.84 1,000.00 240.10 240.099 0.120 998.2 D+0.5(L4r)+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 Dp+0.5(L+Lr)+0.7E at�4...6[7pto[�,5..0;0�}} 4.987 5.27 3.43 1,000.00 238.07 238.066 0.071 1,690.4 Real o1'IS,'V Ic f&` !�4M..a Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 5.250 S Only 0.0 k 0.00 K 0.200 W Only 0.1 k 0.07 k 0.000 K E Only 0.4 k 0.48 k 0.000 0+L+Lr 1.8 k 0.92 k 5.890 D+L+S 1.8 k 0.92 k 6.090 Title: Job# Project:MET Community Center Engineer: Project Desc.: AIL 's nom, a°i!� LrY t7,iF `;. "S ».7 A x µ 'y a, F >` CS .tT7,jF ':7 " �y r • upata f' tl mentots,e,6, #` d f�i; s p ."_�rj rd i ;? x d � � F e_ :tea°* yid 7 20'11,1311K8.12.6.1 V 6126.12 Lie.#. KW-06009328 Licensee:AZH Consulting Engineers Description: 10`BASEMENT WALL DESIGN-10 FT MAXIMUM SPAN Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D+L+W+S/2 1.9 k 099 k 5.990 r. D+1.+S+W/2 1.9 k 0.95 k 6.090 k D+L+S+E/1.4 2.1 k 1.26 k 6.090 k ri • i i :- # NBZ Project: Sheet Location: . Consulting Engtneers ph: 1.222 Client. Job# 97 .4378 fx:503.848.8748 Date: By. 1 , : • i 11 ; 1 : : i i : : 1 I . iiil ! , i F I i : . • ' I ' i . I 1 : ! ! I .'; 1 Tr *--...1-4--11-; -• . ..; -±---'-'•1-r- '12' - 7 ' ----'; .1--"--tt I ! ! 1 ! I I ' . . 6 h to g P il: ,1:=4-i..vci ,. _.,...._4_,_ ...i• ..,•••••_....-•••• _.I i- ---E• -,•,•••-• 0 i : . .. , : . , • : • , • , , : : : , --- -"I---1 ! , ! 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I • 1.11.rj .t._,,..; i ; tins.* _.*; _.1,st...F.:ii.,,tlei..(::. .....i.... - --- -::o tl----- - . , Title: Job# Prcject VET Community Center Engineer: i Project Desc.. concrete slendetastil- •' - ---,--., .-, L', ,-.•-• i,,,,,,,,r. :::,_,..:,.-:. .,.,,..•,,,' ; ;•,.R.F.. . . ..,, . „...:-...,..:, . - - • ,4,-.• , -, ;..t.,•-, .,--,.., , •,-,...:: .3,91ERCALC,,tNC:198..1401/AulkL6,126:4 Ver.6.12.5.12 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Walls and footing elevator prt desrgn Code Re*ences Calculations per ACI 318-05 Sec 14.8, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:2006 IBC&ASCE 7-05 Gene:01.0fOrMitiOli'.i• . ' '„-.,'-',,irtAfft,-,PWSM fc: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 Reber'd distance 4.0 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 # 5 Max%of p balanced = 0.3790 Bar Spacing 12.0 in Max Pu/Ag=ft* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in .Prieltili Piffialikvitt..c A Clear Height = 6.0 ft B Parapet height = ft B Wall Support Condition Top&Bottom Pinned A ,....Ver90,11A0 4, Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Load Lr:Roof Live Load If:Floor Live Load S:Snow Load Ledger Load Eccentricity 0.0 in 3.885 0.750 0.250 kit Concentric Load MI ..L...; :..;7; ' -ff:.i• ;,.:R?;•■Alf;;iy.,4. Full area WIND load 0.0 psf Well 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 0.2160 k 4.0 ft Point Lateral Load 0.990 k 4.0 ft Title: Job# • Project:MET Community Center Engineer: '2;'"',�f► Project Desc.: tt Row.25JU. iiI.8.am -._ {. 1 " z ti r,;concrete'Ster der V/f, W } t r * . p . � RA c1 t V ets . 4.t .... �, tq. ., ,,,, ir: :_FT:,,,,..'....! . ,_x sP (ft'.` ,f 1983.2011:1341:6,12612, er6.12.612 Lic.ft:KW-06009328 Licensee :AZH Consulting Engineer§• Description: Walls and footing elevator pit design ., DESIGN Sillf�li 4ftY lam, „, 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.Defl. 0.4114 in PASS Axial Load Check Max Pu I Ag 69.589 psi 0.06'ft 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+E/1.4 0.4867 k Base Horizontal D+L+S+E/1.4 0.7648 k Vertical Reaction D+L+S+E/1.4 5.485 k Design Maxiinuitte4iVOlititkOAMMIIIIME 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-ft k-ft 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 +1.20D+1.60L+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+1.608 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 0 00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+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 +1.200+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 +1.20D+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 Combinatibtts'De. 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 in-.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+W 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 0036 1,9987 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 D+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(L+Lr)+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=Vertical&Horizontal , Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 4.485 S Only 0.0 i< 0.00 k 0.250 W Only 0.0 K 0.00 k 0.000 E Only 0.1 k 0.22 k 0.000 D+L+Lr 0.7 it 0.33 k 5.235 = D+L+S 0.7 'r, 0.33 k 5.485 Title: Job# Project:MET Community Center Engineer: AO .- Project Desc.: PrIMC 2f.!JUL 2112, ■ Concrete Slender Wall-, .';,,,-...R177-_,-...,.-, ,t-- '..-,-0,...:--'4--;,--p--1.--,.Niv..._..---='." !,.-rnet*sr5NER0V . . .-., ,..,...,;!,-*.e.,.,-.,i, .. -,- -,..,.-4.4i;„-t-4,11Qt..1..emg;;: ,...._L.,C 1.40§Ef$.20)6,ad.FittiiiA.Z.Veg6146:12., Uc.#:KW-06009329 Licensee :AZH Consulting Engineers' Description Walls and footing elevator pit design Reactions-Vea400.8t Horizolgal Load Combination Base Horizontal Top Horizontal Vertical rigo Wall Base -- - — D+L+W+S12 0.7 k 0.33 k 5360 k D+L+S+W/2 0.7 k 0.33 , 5485 k D+L+S+E/1.4 0.8 k 0,49 .,. 5.485 k .4":4 i• 11 • ‘• y V ij • ,. l',/, ',/ i 8" CMU WALL, TYP , • • , • • 405 , /1,„■ :,.!,„,./ 75 /.,, /. T.O.SLAB 4111— • ;IL _ar ,..s..EL:REF. PLAN •.-,... , • ■ : . • .... (VERIFY) I ■. 8" TYP. igi #4 0 12" O.C. / EA WAY, TYP 4'-O" (VERIFY) t- ,. I • 2'-0"X2'-0" I . .• I_ i • • I 1 I , , •,...Nig 1.-0", typ ,. 1 ■ I V-0" 2 . ... .. ... .. : i • .. .. - . .• • .. . .. I i - ' • .• .. *5 0 12".13:e." '•. ' ,• •. . . . GALVANIZED L4X3X.Y4X1'-11" LLV W/ (2) }"OX3 i" EMBEDDED SS EXPANSION ANCHORS 0 1'-6" 0.C. • -414- • TYP. >' EACH SIDE I c,:,1 ii- GALVANIZED STEEL BAR 1 I a I ! 410/ 1.-0" GRATING ..._ • 1 • 'e7;7;Z:.s7-,q.W>-...,74';', . 5 0 12" O.C. .=#4 0 12" 0.C.TYP. UNDISTURBED SOIL TOP & BOT EACH WAY 0 SECTION AT ELEVATOR PIT ...... ,.. /\ ,.. slikucruk.i 431.0pRort,... 4. c ••■ •„, 18961PE ...... ii-,ze• !„, 4/ rAmE0105"3' EXPIRES: 1/30/12 UT NBZ MET . , Dab 7-314012 Consulting Consulting Community • Engineers Engineers Center Drawn By-. N-DI8 SK- 23 ee36 Skyline Reel 3 21617 Swan L 10330 SW Seeds gilt& Pn3ject Number Salem OR MOS Senvenn,OR 61006 TordForrY RO.cm pm /*ohm Etwational Tnot L 603. 9312767 .97124 pn22.2110 fez 603.661.9700 fix 603.1148.6748 Muslim Educational Trust Men Cho*Response A\ 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 p 1.3A, =0.003133 4. The nominal shear strength of the diaphragm is: V" =AN(2A,.\I,f'c + p r fr).15100 Of Ate,=48 in2•,X =1,f'c=4000 psi,fy=60000 psi �VR =0.65x15100=9800 plf The capacity of the diaphragm provides adequate connection and the transfer of the loads to the walls. /�, Project: /?/E7 Sheet#t 1\T"�R y Location: Consulting Engineers ph:977122.4378 Client: Job# fs:503.848.8748 Date: By: , � ' I • Imo; f ••f \1 ° E . i . ; , , K • �6x y ;_:V .._-__--_.T.. _...L.. i--,--- _ ._. _ ti .A. 1 i_ i I. ' , G� f i lq i ' ' i- i 44 ' ' r I....I. I. 7'71 i I .{ •I • ; • 1 I ; U __ -C S.t t A,•. f lir-- TiektAk , g� -� . • ._ , . f f i 1•• ----.. - ._-_._.._. ._-..--._--_.1 -..4_r -p .- _--i- j _ :-1 _ -__..i —.- .. .. ._ _y_..-i _ i • 1 .;. _ .;. i•-s.f.. ; • -i. ,. ; . t• j . ., , I ; i 1 � w .-..____ _..f !_�. _..J__ . _._.1 I i • f... f. ; ..f. .. i.....i. `.� i 1 i I I - , I I -� i_ f i t I 1 i i i 1 � 1 . - i ! I 1_ _TL.. , t. , t : 1-,i ..._._1. i._._... -.r._ . , . 11 • ... • .-..._. . -.. _.._. 1 r II_t ' , . J. '-'1-----:---r-1- — _ __._ t i i 1 1 ' ! ' i I t ' i 1 i . { i t r ,— t 1 i. • ff ! , t i 1 i � f i , . i I , t}--,--.,. I _. 1....t. ,.�...1 .� i i 1-1"` 1 Project: /nt-r NBZ Sheet# Consulting Engineers Location: ph:971.222.4378 Client: Job# ft:503.848-8748 Date: By ! sI9R ;� 1 I. i.1 i psi i i • P 'lQ x1a ! '. .1 i . ; I . • i1 .I I- j I ; I 1 , 111 1, • p;z∎ - r" ` If _ 2X ! , f - v'4;14 ; rrA; ! I , I Iii . . _ i— • I_....i - 1 1. ;, 1.. ..r---. !.-.. .. . i . I 1 ! I • �. i+5ss s-;: . 1. '_I.j,.. .�, -xii n I. ..,. :,. ' ^ 4 . • I 1 s , � �-�""'� . . i- i. i ; ; --?- : ' -, r 1 ' !• .i f .l.. 11 I 1 1• . --3' )' : 1 •--_._ _ i �. r I 1 . ! ..�- . r - i : :: t # I• ...--•-..- ---4--..-----i--.--i-----.-- .i. - ---i-4--. - i i t-1——1-1 1- 1 ±--i--- -------i---Ft . :_ F i _j._—�- i 1 . . r -: - . I ! ; f 1 ..`.. -; T. i•Y.. : I.�, s T" T • ! # ' I i I • �_ _ 1i _ 1 H• . i 1 i ! 1 •. ! 1 i ! , 11 i i , 1 i t ; c ! ' : • ! 1 , ! . , ! ; ; 4 ; : l 1 `. , : li . 1 f.. - 1 1 .• _1 .f_ • t i i..j._.� i . 1F I . _.___ _-_...-- r - -� - _1 . . =- 1 i , i i {{ 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 /5 \ 1 1/2 (4) 3/4"0 I TYPICAL GRAVITY COLUMN BASE PLATE DETAIL � S�� 1"= it-0" RUCTURq _co PROFESS LNG I NE 4,., E,P 9 / 16953PE l i OR '14�•TA1A6. ,<> EXPIRES: 6/30/12 S&T NBZ MET b Date 7-31-2012 Consulting Consulting Community Engineers Engineers Center � lb By: N-DIB S K- 21 8635 Skyline Roads 21617 Soder Lane 10330 SW&hoar Project Number J Salem,OR 97306 Beaverton,OR 97006 Ferry RD Muslim EJ"cational Trutt ph 503.9317767 ph.971222.4380 Tlpard,OR 97223 Muslim Educational Trust Plan check Response/5.\\ h z 303.56,.9700 fax 503.848.8748 Title: Job# Project:MET Community Center Engineer: 46 '" Project Desc.: Panted:10 AUG 2012.1150A' a. ,� - ,'S c" . ,.u^ ':..4 :, � Y1'S4^'S '' .4iiii'..Q47pny�1pi 131'.9 Y�Yihl'r I •. + .,)r- ,.? Title: Job# Project.MET Community Center Engineer: q' Project Desc.: Printed.10 AUG 2012.1150h.' .:n*, .• L. _sa � t:3 ,7,7 i:a. 45+� L 7F F "eaM'�` w1i+� ?Fr�.,ts7 ``yyam•Ij � 7 �` ��`� .- � .� �•11111 n x_ tt t C t r. -t. "4 u» :� . Zx„itC'y 6.12 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: TRASH ENCLOSURE WALL Design Owtmgm �-•Combinatfd nsnts::: ..T 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-tt _k-ft ._k_n, 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 +1.20D+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 +1.200+0.50L+0.50S+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 +0.900+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 +0.900+E at 2.90 to 3.00 0.000 27.360 0.59 0.53 0.9d 1.30 0.078 0.0017 0.1182 Design MMa014-n o APPO ji0r L Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Deft.Ratio k __.. kfl ._.__...__ kJ: in"4 in A4 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 D+L+W+S12 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 0+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 44330 19.55 443.300 0.000 114564.8 D+0.5(L4r)+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 Reactign.Nettie Ft® i -------- -Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 K 0.00 k 0.756 k S Only 0.0 k 0.00 k 0.000 W Only 0.1 k 0.22 k 0.000 E Only 0.1 k 0.40 k 0.000 1 D+L+Lr 0.0 k 0.00 k 0.756 k. D+L+S 0.0 k 0.00 k 0.756 K D+L+W+5/2 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 Title: Job# Project:MET Commun'ty Center Engineer 4,,pV, Project Desc• • c` �•. = • } $r-.5� e �,s, s a a> Printed 10 AU G 2012 12.26P 4 - R e a �> r �' t t5„' ; ,'.,i,, ..-..::1;- ...'_te ,jr z.R h T ' t �G `.> : .t $a „ x a '„;2 r 4. f x� ., ' r =n' iS,11- iNG ' ^0i Li. _"- !Lic.4 : KW-06009328 Description: TRASH ENCLOSURE FOOTING DESIGN Licensee:AZN Consulting Engineers CBS ti °" r, "Z^> Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :2006 IBC&ASCE 7-05 Cener-o 1lnfoirx ,.,:F; . Material Properties Soil Design Values fc: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 0 ksi Soil Passive Resistance(for Sliding) = 250.0 pd Concrete Density p Soil/Concrete Friction Coeff. cp Values Flexure = 0.90 = 0.30 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 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 - Wall center offset - 3 from center of footing = 0 in at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 g. • i 9 • D Lr L S W E H P:Column Load = 0.7560 0.0 0.0 0.0 0.0 k OB.Overburden = 0.0 0.0 0.0 0.0 0.0 k --- -- -- - - _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 Vx applied = 0.0 in above top of footing 0.0 0.380 0.0 k-ft DEs GN' MA , . , . < ; - 'rr Min.Ratio Item Design OK Applied Capacity Governing Load Combination PASS 0.2914 Soil Bearing 0.7723 ksf 2.650 ksf PASS 1.705 Overtuming-Z-Z 0.2660 k-ft +D+D. 0.7E PASS n/a Sliding-X-X 0.0 k 0.4536 k-ft No PASS n/a Uplift 0.0 k 0.0 k No Sliding PASS 0.008365 Z Flexure(+X) 0.190 k-ft 0.0 k No Uplift PASS 0.0 Z Flexure(-X) 0.0 k-ft 22.712 k-ft +0 No Moment PASS n/a 1-way Shear(+X) 0.0 psi 22.712 psft No Moment PASS p 82.158 psi n/a 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Title: Job# Project:MET Community Center Engineer. 4-• Project Desc.: ?rmied-10 AUG 2012.12 28PM WallFr .-1 ^,. 'et' ,mss wI^ .. t i -( D Watt f 4• , �„.r�... '. ul .-.-i S F y?• r g f Lic.a: KW-06009328 Licensee:AZH Consulting Engineers Description' TRASH ENCLOSURE FOOTING DESIGN yy� X E � ; e late ,.'v. M �w pF...-+ 1.r- Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I 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 .+D+0.750Lr+0-750L+0.5250E+H 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 .+Q.60D+0,70E+H 2.650 ksf 7.037 in 0.0 ksf 0.7233 ksf 0.273 Overttitnirti101t-y,._ Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status D None 0.0 k-ft Infinity OK 0.6D+0.7E 0.2660 k-ft 0.4536 k-ft 1.705 OK Sliding . Force Application Axis Load Combination... __ Sliding Force _ Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Fluxure -- 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 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 .+1.200+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 Temo% 0.6 22.712 OK .+0,90D+E+1.60H 0 -X Bottom 0.2592 Min Temo% 0.6 22.712 OK +0,9QD+E+1_.tz0H 010 + Bottom 0.2592 Min Temo% 0.6 22.712 OK One Way Shear, - a 4t k ,'. Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu!Phi*Vn Status +1.40D 0 osi 0 osi 0 osi 82.158 osi 0 OK +120D+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 osi 0 OK • •