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VLMKCONSULTING P 503.222.4453 ENGINEERS 48.9263 E vImk@v1mk.com vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • OR • 97239-4393 W www.vlmk.com STRUCTURAL CALCULATIONS ECE1V ED for MAR 2 5 2013 CITY OF TIGARD BUILDING DIVISION St. Anthony Catholic Church Community Center Addition 9905 SW McKenzie St. Tigard, OR for Ankrom Moisan Achitects, Inc. 6720 SW Macadam Ave. Portland, OR 97219 .cAUCTU,q i.11 c�ED N OF Fssi !i y4�9 CITY OF TIGARD Approved [Xr Conditionally Approved [ OR' ON \ See Letter to: Follow [ J •23 2d Attached [ PQ\P ,- I Permit Number:'FAA W 3—[rxsr T I1 �3 Address: I" )fir) J GRANT EXPIRES: -3 0-2012, BY .c-��'?Date: ?-2,- Prepared By: C. Gregory Scherer, P.E., S.E. Colby Anderson, E.I.T. VLMK Job Number: 20120263 March 1st, 2012 OFFIC E COPY I Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement VLMK Consulting Engineers, Inc Structural Calculations DC-1 St. Anthony Catholic Church - Community Center Addition St. Anthony Catholic Church Community Center and Classroom Addition 9905 SW McKenzie St. Tigard, OR VLMK JOB NO. 20120263 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-5 Roof Framing Design R-1 thru R-28 Column Framing Design C-1 thru C-10 Wall Framing Design W-1 thru W-36 Retaining Wall Design RW-1 Thru RW-17 Foundation Design F-1 thru F-2 Lateral Load Design L-1 thru L-36 Braced Frame Design BF-1 Thru BF-21 Canopy Design CAN-1 thru CAN-10 ■le.G.1 Acad201 2 1201 2 02 6 31Calwlations120120263 Design Criteria docx Page 1 Printed March 05,2013 Structural Calculations DC-2 St. Anthony Catholic Church - Community Center Addition DESCRIPTION OF STRUCTURAL SYSTEM The new addition to the existing St. Anthony Catholic Church campus will be constructed adjacent to the existing sanctuary. It consists of a new auditorium, lobby, kitchen, nursery/meeting, storage, mechanical rooms and bathrooms. Construction consists of cold formed steel stud framing along with structural steel beams and columns that support open web steel joists and a joist girder over the front of the stage (cold formed joists are also used in a couple instances). Wide flange beams carry the majority of the roof load in the auditorium, stage area, and lobby, with stud framing supporting the majority of the load at the other locations. The foundation consists of concrete stem/retaining walls and continuous footings around the perimeter of the building, as well as at the stage. Spread footings support the larger concentrated loads, and thickened slab footings are also used at various interior locations. The floor is reinforced concrete slabs on grade. Two different lateral systems provide lateral resistance to wind and seismic loads. Ordinary steel concentric braced frames are used in the auditorium, and light-framed (steel stud) plywood shear walls provide the lateral system in the balance of the building. File-G 1Acad20121201202631CaIc Iat ons120120263 Design Criteria docx Page 2 Printed March 05.2013 Structural Calculations DC-3 St. Anthony Catholic Church - Community Center Addition DESIGN CRITERIA CODES: 2010 Oregon Structural Specialty Code (Based on the 2009 International Building Code) DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, IS 1.1 Thermal Factor, Ct 1.0 Snow Drift As Required Dead Loads: Roof Roofing (new and future) 4.0 psf Insulation 1.5 psf Metal Deck 2.2 psf Open-Web Steel Roof Joists 3.3 psf Wide Flange Beams 1.5 psf Mechanical and Electrical 2.0 psf Suspended Ceiling 1.8 psf Miscellaneous 3.7 psf Total Roof Load 20.0 psf Roof Load for Lateral Load Analysis 18.0 psf Additional Loads Roof Mounted Mechanical Units As Noted Wall Weights Normal weight concrete 150.0 psf Steel-stud Exterior Walls 15.0 psf Stud Partition Walls 10.0 psf Wind: Basic Wind Speed (3-second gust) 95 mph Wind Importance Factor, IN, Iw = 1.15 Occupancy Category III Wind Exposure B Seismic: Location (Lat/Long) 45.4292 -122.7781 Seismic Importance Factor 1.25 Occupancy Category III Mapped Spectral Response S5 = 96.9% Accelerations S1 = 42.2% File G V1cad2012120120263 1Calculations120120263 Design Criteria docx Page 3 Printed March 05.2013 Structural Calculations DC-4 St. Anthony Catholic Church — Community Center Addition Site Class D Spectral Response Coefficients Sds = 71.9% Shc = 44.4% Seismic Design Category D Basic Seismic force resisting Ord. Steel Concentric Braced Frame system(s) Light Framed Plywd Sheathed Shear Walls Seismic response coefficient(s) Cs = 0.276 (USD) Response modification factor R = 3.25 (OCBF) R = 6.5 (Plywood Sheathed Shear Walls Analysis procedure used Equivalent Static Component Anchorage Factors ao RD Io HVAC Equip 2.5 6.0 1.0 HVAC with spring isolation 2.5 2.5 1.0 Sprinkler Piping 1.0 2.5 1.5 Mechanical Equip w/ shallow anchors 1.0 1.5 1.0 (per ASCE 7-05 13.4.2) Typical Architectural Elements 1.0 2.5 1.0 Parapets 2.5 2.5 1.0 Signs 2.5 2.5 1.0 MATERIALS Concrete: Footings f'0 = 3,000 psi Slab-on-grade (interior) f'c = 3,500 psi Slab-on-grade (exterior) f = 3,000 psi Walls f = 3,500 psi Concrete Masonry Units: Medium Weight, Grade N, Type 1 ASTM C90 f', = 1,500 psi Reinforcing Steel: ASTM A615, Gr.60 F,, = 60 ksi ASTM A706, Gr.60 (If rebar is to be welded) F = 60 ksi Structural Steel: Wide Flange Beams ASTM A992 F = 50 ksi Plates, Shapes ASTM A36 F = 36 ksi Structural Tubes ASTM A500 Gr.B Fy = 46 ksi Structural Pipes ASTM A53 Gr.B F = 35 ksi Metal Studs 18 and 20 Gauge FY = 33 ksi ASTM A1003 ST33H 16 Gauge and heavier F = 50 ksi ASTM A1003 ST50H File G Wcad2012\20120263\Caculations120120263 Design Crdena docx Page 4 Printed March 05.2013 Structural Calculations DC-5 St. Anthony Catholic Church — Community Center Addition Bolts and Anchors: Structural Bolts ASTM A325 Ft= 44 ksi Shear Studs ASTM A108, Type B Anchor Bolts ASTM A307 (typical U.O.N.) Ft = 20 ksi ASTM A449 Ft = 40 ksi Anchor Rods F1554 Gr. 36 F = 36 ksi (foundation) F1554 Gr. 55 Weldable F„ = 55 ksi Threaded Rods ASTM A36 (typical U.O.N.) F,, = 36 ksi ASTM A572 Gr. 50 F„ = 50 ksi Drilled Anchors: Concrete Adhesive Simpson SET-XP Adhesive Anchor ICC ESR-2508 Anchors Hilti HIT-RE 500-SD Epoxy ICC ESR-2322 Adhesive Anchor Powers PE1000+ ICC ESR-2583 Concrete Drilled Simpson Strong-Bolt Wedge ICC ESR-1771 Anchors Anchor Hilti Kwik-Bolt TZ Anchor ICC ESR-1917 Concrete Screw Simpson Titen HD Screw Anchor ICC ESR-2713 Anchors Masonry Adhesive Hilti HIT-HY 150 Max Adhesive ICC ER-1967 Anchors Anchor Simpson SET Adhesive Anchor ICC ESR-1772 Masonry Drilled Hilti Kwik-Bolt 3 Anchor ICC ESR-1385 Anchors Masonry Screw Simpson Titen HD Screw Anchor ICC ESR-1056 Anchors Wood Framing: Headers, Beams Douglas Fir #2 2x studs Douglas Fir #2 Posts 6x and smaller Douglas Fir #1 Sills, Ledgers, Plates, Pressure Treated etc. in contact with Hem Fir #2 concrete Wall Sheathing APA Exposure 1, CDX 15/32" min thick SOILS Per Geotechnical Engineering Report Prepared by: PSI dated October 7, 2002 Allowable Soil Bearing Pressure 2,500 psf Lateral Earth Pressure (EFP) Cantilevered Wall 35 pcf Restrained Wall 55 pcf Passive Earth Pressure 250 pcf Coefficient of Friction 0.35 File G tAcad2012 120120263\Calculations\20120263 Design Criteria docx Page 5 Printed.March 05,2013 V L M K CONSULTING Job �- �l�t�C�on��i5 C��c(�{. �'t-IuRcr� ENGINEERS cue^t Amy Job No. -(03 By 4s 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.92630 Date I- t5 Sheet No g- _ roof fizmitoo6 V�-_Aao L c c - kAC1AL FF CAM or t1J 46SL c c PL - Zo psf 5l - Zh {SF t P F f tr-AG As �Ecs�� .1s0 4-60 FO OF et P-; (2_ PANl 45' ALIDt'OIZtuM Stmt,' *G v 7 (o' o.c. 0.3(0`((07 cv 2c'l/2 = 17, 4 5 f t' t - col 4o6 - c� 1 - 18 i< /] 1 t88 '. ) X357 � (DJ phi?tP Lao) o = t c7 O vL 5� Plc Z` (id) 38o w S. O - tcgov, t zooci 5656 l 'k -1. ((2) 179 .TL / 27ct LL 44 u-t ( t z) 4'4o / 2-79 LL, c kr^'t OLN ( � -d/ 2tO C 46/,( ) Al 7' !o'o.r `-0 ( /ZOO ) 0'. 040.c 380 2ZO 5'(PC Srk, I - 2-c '- o" 28 k (c°) St t l �Ll. sN.G N 2 S IL (`1 o/ '4o) ( 20 tisr AorY L C . 4 51P\6c > eto o { App Lows wTct,(E. / Z7 - c„` Y(v��G� 2c,lL (S) Z16iL 127 SPEG�F� 7-(P14-- ( o h-tG ) + S.D, Al 7'- co" 0, e. 3c9O72to FAN.iz-1 Zo k (4I) 49 t` / 4 . geEC,(P1 O K- ( >AG/,f('o) 4 6.p. Per 7 ' co; 0.L. 'Scoo�no V LMKCONSULTING Job 5(' AatloNYS N. "firl ENGINEERS ^t omM�iSJ Job No. 0-0(Zi)ti+C(3 By �S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 /J P 503.222.4453 503.248.92630 D80e l Sheet No K- ` ZOOF Pc i1 .1G DEG Lou) Foor ovi.-616 (2.L. �.O ,y �Al•1 - 45' t,J/ 1(o' CAt4f q.. L)( s.D. Psf S.D. 'I AV GA (c7o� + ( 87.c25L ; i72- 475. U - Z3 l'sf (500, 3Co0x - Sto • 3i0 Lt-A (°() �7'�1 YL / 412 I 1.L I 4' 71- �,Lc/ 37 4 = ISflP� ' `2- 2* . 71- (TYr.) zo LA (7) Nki,i 7D7et-cu / 11 ("At 3(0(.tI / (90 4 S P. eO/uO f�U25QZ�frW.l = 2c; ZoK (4) T` / Z-O LL •• Zo k / v D . LEI -Co MI a,k T7t.00/Z(0 = '' --b 210 k (-I) 5401 / 240 ►i. .. Z(oiL 340/leto + S.D. LieUF1 O€PC) Lit?_ roofs /IriSUL/( 47 �{.S (t�(L CemcAv. Ltquf1) 2, U 1. 0 1,5 2A0 Col P, 0e 2.3 -Sa AL-50 I.0 t�lE ( 5t1 � Cot-0,1G 3, kit(sc. 2. 0 -I01 (2. 8 ('SF km, VL Al K CONSULTING P 503.222.4453 Job St. Anthony's Church Jan 2013 E N G I N E E R S F 503.248.9263 Job No. 20120263 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com W www.vlmk.com Date v2.00- Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. Wind Loads - Components and Cladding (2-0of �ot5 is Based on the 2009 International Building Code and ASCE 7-05, 6.4 (Method 1 - Simplified Procedure) I B Exposure Category [Section 6.5.6.3] KZt = 1.00 Topographic Factor [Figure 6-4] I I = 1.15 Importance Factor [Table 6-1] Roof Slope = 0 to 7 Degrees V = 95 mph Basic Wind Speed 3-Second Gust [Figure 6-1] Effective Area = 100 sf Span Length x Effective Width (Not Less Than Span Length/3) Per ASCE 7-05, 6.4.2.2 and Figure 6-3 f\le1 V r u f 1 - Zia 7,N_ 12.S r'(Ml„ I N 7, 5(74 AT otsf) (0,10 Z-0.1t,) Horizontal Loads - c \ I Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5 /4 ti es(3 l 9L 1 (ft) A (psf) (psf) f\ k( GIB%a / 15 1.00 15.9 -17.5 15.9 -19.4 I 20 1.00 15.9 -17.5 15.9 -19.4 25 1.00 15.9 -17.5 15.9 -19.4 30 1.00 15.9 -17.5 15.9 -19.4 (7. ( (1SF - (c.),pj eF 35 1.05 16.7 -18.4 16.7 -20.4 _ r- ( ,. 40 1.09 17.4 .__. -_19.1 17.4 -21.2 1 45 1.12 17.8 -19.6 17.8 -21.8 SPc■-( (. l,f Lauf', I 50 1.16 18.5 -20.3 18.5 -22.5 55 1.19 19.0 -20.8 19.0 -23.1 60 1.22 19.4 -21.3 19.4 -23.7 Vertical Loads Joic 1 - WO¢SE CPsc, I Height Adjustment Roof - Interior Zone 1 Roof- End Zone 2 Roof - Corner Zone 3 (ft) _ A (psf) (psf) (psf) 15 1.00 6.0 -17.1 6.0 -20.3 6.0 -20.3 20 1.00 6.0 -17.1�t 6.0 -20.3 6.0 -20.3 25 1.00 6.0 I -17.1 I 6.0 I -20.3 I 6.0 I -20.3 I 30 1.00 6.0 -17.1 i 6.0 -20.3 6.0 -20.3 35 1.05 6.3 -18.0 ( 6.3 -21.3 6.3 -21.3 40 1.09 6.6 -18.7 6.6 -22.1 6.6 -22.1 1 45 1.12 6.8 -19.2 6.8 -22.7 6.8 -22.7 III 50 1.16 7.0 -19.9 7.0 -23.5 7.0 -23.5 55 1.19 7.2 -20.4 7.2 -24.2 7.2 -24.2 1 60 1.22 7.4 -20.9 7.4 1 -24.8 7.4 -24.8 II 1 I I V L M K E N G I N E TE R 5 P 503.248.9263 Job St. Anthony's Church , Job No. 20120263 , 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com Date Feb 2013 W www.vlmk.com I v2.05- Software Copyright 2012 VLMK Consulting Engineers. All Rights Reserved. Sheet No. Snow Drift Design - Flat Roofs I Based on the 2009 International Building Code Section 1608 and ASCE 7-05 Chapter 7 u I I 4e0r SURCHARGE LOAD SURCHARGE LOAD I DUE TO DRIFTING DUE TO DRIFTING II r JlIIInin;i : SNOW u BALANCED SNOW I v LOAD I I /__________________!i.Z_!1 I iiiiimmesiffi L t N' . projection type, L, drifts on lower roofs projection type, P, drifts on roof projections I (e.g. parapets and mechanical units) I p9= 20 (Ib/ft2) ground snow load [Figure 7-1 and Table 7-1] I I= 1.10 importance factor [Table 7-4] Ct= 1.00 thermal factor (Table 7-3) I Ce= 1.00 exposure factor [Table 7-2] I pf= 15.4 (Ib/ft2) snow load on flat roofs (roof slope _.. 5°) I Pmin= 20 (Ib/ft2) minimum snow roof load (section 7.3) Pf(design)= 25 (Ib/ft2) design snow roof load y = 17.3 (Ib/ft3) density of drifted snow I hb= 1.45 (ft) height of balanced snow load l„= (input below) length of roof upwind of the drift (leeward drift) I 11= (input below) length of lower roof (windward drift) hr= (input below) total height of roof projection hd= (calculated below) height of snow drift I Pmax= (calculated below) max drift load + roof snow load, g(hd+hb) I projection l„ I, hr hd he Pmax W Pd I Location type (ft) (ft) (ft) (ft) (ft) (Ib/ft2) (ft) (Ib/ft2) I #1 (Auditorium at ppt) P 99.0 0.0 3.8 2.3 2.3 64.7 9.7 39.7 #2 (Low roof at entry) L 99.0 0.0 7.0 3.2 5.6 79.4 12.6 54.4 #3 (Low roof- worst) L ' • 99.0 144.0 7.0 3.2 5.6 79.4 12.6 54.4 #4 (Low roof typical) L 71.0 54.0 7.0 2.7 5.6 71.0 10.7 46.0 #5 (N-S High rf at stage) P 38.0 0.0 7.0 1.4 5.6 49.4 5.6 24.4 I #6 (N-S Low rf at stage) L 0.0 50.0 7.0 1.7 5.6 53.6 6.6 28.6 I #7 (N-S Low rf at (E)chch L 30.0 61.0 11.0 1.8 9.6 56.8 7.4 31.8 #8 - Low Roof at Parapet P X25.0 r 2.0 0.6 0.6 34.5 4.4 9.5 #9 - Low Roof at Canopy L : : 46.0 10.0 5.0 . 2.1 3.6 61.3 8.4 36.3 I I I CONSULTING Job 5�� F�N1�IoNK's WO. ('.t-ku(ZC�� L MK ENGINEERS Client I � MutS�v Job No.4Ul 014 -J By 7:6 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Date 2- (2j Sheet No. �-5 P 503.222.4453 503.248.9263 I 1 P--Am 1 PE-s161,3 I ikur7c(4221uM ( Ms I -,---1 I 6Fto I x kiiC S e A t� _ 2o7. 1 e ! U ZD 2Ss,. ( (•()]((4-"i) 4 114p ( 1.1) ( 7.42.) I — 5,136 th. + 8, (032 5L l''r 77vll FSo I e I I I' 1 `X V/ Yl 1 f 1-(0, '7- co 1- co 4/5 1 k " 297ct" 3 ) I 1 2� Z5' cw.c c ►x�v 1 �t t (Mw.) --- Go L2l x 44 1 L l , P ° slutC. AS Aook/E ' 1 1 i 17 " 7- (-, "7- (0 1 �Z .. Uk)((o k 271 I ( s fetfl- oul ) 1 Apo x s /,,,i _ lc,•, a L I P = j ZO + 2c7„ c i. l) ]( le2' )( 7.c7.) + 4)4, I 0 I = ?e,So pi. 4- (0, 1055L = 1-7, 9c75 i. I ,i, IP IF le if ir : 1 fi lqe I 1 (a } _-- — � -- - 1 RztNI t- oui (o 10 4o" Jo(s1 61 LJ/ C7• (5K. 1 I ATLMKCONSULTING Job ST- �Nt�kOnt�5 CA��1. C�Iu�GF� ENGINEERS Client /\ gocivtMotsk,L Job No 10VZ-f Nd3 By 45 I 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 . �O .1 P 503.222.4453 503.248.926311 Date 2- (5 Sheet No R" 1 1200F ■A►•.1 flC-St&J, Xavit-VA 1,ewts - 1 6r-to t q. t 1 l 2-77 0 w _ [ 2-09L 4 e,t (i.1))( E) + " 40 ,(1, ) 1 800,, 4' 110e* r 270 (7LF 1 1 �• ta2 x 2� U4: r\i ( e. . du'f 1 (ArtA tAiL. Yup) 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 VLMK Project Title: , �,,iy, . 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 4 1 .11 2- 1 I Steel Beam File=g:�Acad20121201202631CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Builds6.12.12.7,Ver.6.12.12.7 I Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Aud Rf Bm-#1 Grid &K-25-9'Span l-} L I CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 I Load Combination Set : IBC 2009 I Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi I Bending Axis: Major Axis Bending Load Combination IBC 2009 I _Unbraced Lengths First Brace starts at ft from Left-Most support I Regular spacing of lateral supports on length of beam=7.50 ft I D(5.14) S(8.63) D(5.14) S(8.63) D(5.14) S(8.63) I 2 Span = 26.750ft I VV21 x44 I Applied Loads Service loads entered. Load Factors will be applied for calculations. Load(s)for Span Number 1 I Point Load: D=5.140, S=8.630kp7.50f1 Point Load: D=5.140, S=8.630k 0,15.0fI I Point Load: D=5.140, S=8.630kno 22.50(1 DESIGN SUMMARY Desi•n OK I Maximum Bending Stress Ratio = 0.763: 1 Maximum Shear Stress Ratio= 0.160 : 1 Section used for this span W21 x44 Section used for this span W21 x44 Ma :Applied 168.820 k-ft Va :Applied 23.164 k I Mn/Omega:Allowable 221.199 k-ft Vn/Omega:Allowable 144.90 k Load Combination +D+S+H Load Combination +D+S+H I Location of maximum on span 14.980ft Location of maximum on span 22.604 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward L+Lr+S Deflection 0.537 in Ratio= 597 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.858 in Ratio= 374 Max Upward Total Deflection 0.000 in Ratio= 0<240 I Maximum Forces&Stresses for Load Combinations I Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega D Only I Dsgn.L= 7.49 ft 1 0.213 0.047 50.73 50.73 397.50 238.02 1.67 1.00 6.77 217.35 144.90 Dsgn.L= 7.49 ft 1 0.285 0.047 63.02 50.73 63.02 369.40 221.20 1.08 1.00 6.77 217.35 144.90 I Dsgn.L= 7.49 ft 1 0.265 0.024 63.02 36.85 63.02 397.50 238.02 1.20 1.00 3.51 217.35 144.90 Dsgn.L= 4.28 ft 1 0.155 0.060 36.85 36.85 397.50 238.02 1.66 1.00 8.65 217.35 144.90 +D+S+H I Dsgn.L= 7.49 ft 1 0.571 0.125 135.91 135.91 397.50 238.02 1.67 1.00 18.15 217.35 144.90 Dsgn.L= 7.49 ft 1 0.763 0.125 168.82 135.91 168.82 369.40 221.20 1.08 1.00 18.15 217.35 144.90 Dsgn.L= 7.4911 1 0.709 0.065 168.82 98.73 168.82 397.50 238.02 1.20 1.00 9.39 217.35 144.90 I Dsgn.L= 4.28 ft 1 0.415 0.160 98.73 98.73 397.50 238.02 1.66 1.00 23.16 217.35 144.90 +0+0.750L+0.750S+H I Dsgn.L= 7.49 fi 1 0.482 0.106 114.62 114.62 397.50 238.02 1.67 1.00 15.30 217.35 144.90 Dsgn.L= 7.49 fl 1 0.644 0.106 142.37 114.62 142.37 369.40 221.20 1.08 1.00 15.30 217.35 144.90 Dsgn.L= 7.49 ft 1 0.598 0.055 142.37 83.26 142.37 397.50 238.02 1.20 1.00 7.92 217.35 144.90 I Dsgn L= 4.28 ft 1 0.350 0.135 83.26 83.26 397.50 238.02 1.66 1.00 19.54 217.35 144.90 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. 'Defl Location in Span Load Combination Max.'+'Defl Location in Span D+S 1 0.8576 13.509 0.0000 0.000 I VLMK Project Title: 3933 SW Kelly Ave. Engineer: '- W il.t PJ' S Project ID: ' Portland,OR 97239 Project Descr: 41 * R-S I Steel Beam File=g:W cad20121201202631CALCUL-11STANTH-1.EC6 I ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver.6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS ' Description: Aud Rf Bm-#1 Grid c&X-26'-9-Span 14 L Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Deft Location in Span Span Max.Upward Deft Location in Span D Only 1 0.3201 13.509 0.0000 0.000 ' S Only 1 0.5375 13.509 0.0000 0.000 D+S 1 0.8576 13.509 0.0000 0.000 ' Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 ' Overall MAXimum 18.146 23.164 D Only 6.773 8.647 S Only 11.372 14.518 1 D+S 18.146 23.164 Steel Section Properties : W21x44 Depth = 20.700 in I xx I 843.00 inA4 J = 0.770 inA4 Web Thick = 0.350 in S xx 81.60 inA3 Cw = 2,110.00 inA6 I Flange Width = 6.500 in R xx = 8.060 in Flange Thick = 0.450 in Zx = 95.400 In"3 ' Area = 13.000 inA2 I yy = 20.700 inA4 Weight = 44.252 plf S yy = 6.370 inA3 Wno = 32.900 in 1'2 ' Kdesign = 0.950 in R yy = 1.260 in Sw = 24.100 inA4 K1 = 0.813 in Zy = 10.200 inA3 of = 14.000 inA3 rts = 1.600 in rT = 1.570 in Ow = 46.800 inA3 1 Ycg = 10.350 in I I I I I I I I I I I I I I I I I I VLMK 3933 SW Kelly Ave. Project Title: 9. Aivriptoki...6 Engineer: Project ID: Portland,OR 97239 Project Des : 2 6trr 1 Steel Beam File=g:Acad2012 120120263\CALCUL-1kSTANTH-1.EC6 ENERCALC,INC.1983-2012,Bulld:6.12.12:7,Ver.6.12.12.7 I Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Aud Rf Bm-#2 Grid,,S 8X-22'-6'Span I 14 L CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 I Load Combination Set: IBC 2009 I Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi I Bending Axis: Major Axis Bending Load Combination IBC 2009 I Unbraced Lengths First Brace starts at 0.0 ft from Left-Most support I Regular spacing of lateral supports on length of beam=7.50 ft I D(5.14) S(8.63) D(5.14) S(8.63) I i i -4 sg Yxi .. .k a . n Yr .' s -i -%*" z J' Span =22.50 ft I W16x31 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 I Point Load: D=5.140, S=8.630 k al 7.50 fl Point Load: D=5.140, S=8.630k(at15.0ft I DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.924: 1 .- Maximum Shear Stress Ratio= 0.157 : 1 I Section used for this span WI6x31 Section used for this span WI6x31 Ma:Applied 103.275 k-ft Va:Applied 13.770 k I Mn/Omega:Allowable 111.720 k-ft Vn/Omega:Allowable 87.450 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 13.163ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward L+Lr+S Deflection 0.558 in Ratio= 483 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 III Max Downward Total Deflection 0.892 in Ratio= 303 Max Upward Total Deflection 0.000 in Ratio= 0<240 I _Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values I Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 7.43 ft 1 0.283 0.059 38.16 38.16 225.00 134.73 1.68 1.00 5.14 131.18 87.45 I Dsgn.L= 7.54 ft 1 0.345 0.059 38.55 38.16 38.55 186.57 111.72 1.00 1.00 5.14 131.18 87.45 Dsgn.L= 7.54 ft 1 0.286 0.059 38.55 38.55 225.00 134.73 1.65 1.00 5.14 131.18 87.45 +O+S+H Dsgn.L= 7.43 ft 1 0.759 0.157 102.24 102.24 225.00 134.73 1.68 1.00 13.77 131.18 87.45 Dsgn,L= 7.54 ft 1 0.924 0.157 103.28 102.24 103.28 186.57 111.72 1.00 1.00 13.77 131.18 87.45 Dsgn.L= 7.54 ft 1 0.767 0.157 103.28 103.28 225.00 134.73 1.65 1.00 13.77 131.18 87.45 +D+0.750L+0.750S+H Dsgn.L= 7.43 ft 1 0.640 0.133 86.22 86.22 225.00 134.73 1.68 1.00 11.61 131.18 87.45 Dsgn.L= 7.54 ft 1 0.780 0.133 87.09 86.22 87.09 186.57 111.72 1.00 1.00 11.61 131.18 87.45 Dsgn.L= 7.54 ft 1 0.646 0.133 87.09 87.09 225.00 134.73 1.65 1.00 11.61 131.18 87.45 I Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max.'+'Defl Location in Span I D+S 1 0.8915 11.363 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads I Load Combination Span Max.Downward Defl Location in Span Span Max.Upward Defl Location in Span D Only 1 0.3328 11.363 0.0000 0.000 I VLMK Project Title: G - 01.IY'S 3933 SW Kelly Ave. Engineer: Project ID: , Portland,OR 97239 Project Descr: 'it 7, 6ttl I-- (O I Steel Beam File=g:Acad201 2 120 1 2 0 26 31CALCUL-1\STANTH-1.EC6 U ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Uc.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS • Description: Aud Rf Bm-#2 Grid¢&)<-22'-6 Span 14- L Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Deft Location in Span Span Max.Upward Defl Location in Span S Only 1 0.5587 11.363 0.0000 0.000 D+S 1 0.8915 11.363 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS , Load Combination Support 1 Support 2 Overall MAXimum 13.770 13.770 , D Only 5.140 5.140 S Only 8.630 8.630 D+S 13.770 13.770 , Steel Section Properties : W16x31 , Depth = 15.900 In I xx E 375.00 inA4 J = 0.461 inA4 Web Thick = 0.275 in S xx 47.20 103 Cw = 739.00 inA6 111 Flange Width = 5.530 in R xx = 6.410 in Flange Thick = 0.440 in Zx = 54.000 in9 Area = 9.130 inA2 I yy = 12.400 inA4 I Weight = 31.079 plf S yy = 4.490 inA3 Wno = 21.400 in"2 Kdesign = 0.842 in R yy = 1.170 in Sw = 13.000 inA4 , K1 = 0.750 in Zy = 7.030 inA3 Of = 8.940 inA3 rts = 1.420 in rT = 1.390 in Ow = 26.600 inA3 II = 7.950 in I I I ■ I I I I I II I I I II II VLMK Project Title: n. . 3933 SW Kelly Ave. Engineer: , "�t� °r� Project ID: Portland,OR 97239 Project Descr: 41 4 .. 143 a Uts4 ,.tai SO-1 F-l.1 Steel Beam ENERCALC,g:\Acad20121201202631CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver..6.12.12.7 I Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Aud Rf Bm-#4 Grid 1&11-23'-O Span I CODE REFERENCES _ Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 I Load Combination Set : IBC 2009 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi I Bending Axis: Major Axis Bending Load Combination iBC 2009 I D(0.08) S(0.19) V + • + • I II Span = 23.0 ft W12x26 I I - Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Uniform Load: D=0.080, S=0.190 klft, Tributary Width=1.0 f DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.211 : 1 Maximum Shear Stress Ratio= 0.061 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma :Applied 19.576 k-ft Va:Applied 3.404 k I Mn/Omega:Allowable 92.814 k-ft Vn/Omega Allowable 56.120 k Load Combination +D+S+H Load Combination +D+S+H I Location of maximum on span 11.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward L+Lr+S Deflection 0.204 in Ratio= 1,354 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.318 in Ratio= 869 Max Upward Total Deflection 0.000 in Ratio= 0 <240 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ISegment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega D Only I Dsgn.L= 23.00 ft 1 0.076 0.022 7.01 7.01 155.00 92.81 1.00 1.00 1.22 84.18 56.12 +D+S+H Dsgn.L= 23.00 ft 1 0.211 0.061 19.58 19.58 155.00 92.81 1.00 1.00 3.40 84.18 56.12 I +0+0.750L+0.750S+H Dsgn.L= 23.00 ft 1 0.177 0.051 16.43 16.43 155.00 92.81 1.00 1.00 2.86 84.18 56.12 I Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max.'+'Defl Location in Span D+S 1 0.3176 11.615 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Dell Location in Span Span Max.Upward Defl Location in Span D Only 1 0.1138 11.615 0,0000 0.000 S Only 1 0.2038 11.615 0.0000 0.000 D+S 1 0.3176 11.615 0.0000 0.000 I Vertical Reactions-Unfactored Support notation:Far left is#1 _ Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.404 3.404 I D Only 1.219 1.219 S Only 2.185 2.185 I D+S 3.404 3.404 ■ CONSULTING Job �( A�t�v�`i5 CAC(FI Nv� VL11I( ENGINEERS Client Job No. By 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 _12 P 503.222.4453 503.248.92630 Date Z-l=? Sheet No ■ O FRAtali,•IG VESIG+.1 ■ LOE '( fcAmS 111 ■ Cato 41.c, s = 3o"- o" ■ F„q .- I Zoe 4 27 (I.1)1(V {- (0.C7()( 7.h') ■ = Livl22(A. + 4.D51ZL_ = (0, 15`? # ■ 356,0 4/51 &,;(7 c E' f',,,,f',,,, N I = M r'(1.I)(4 Z5�+ (0.51(5.4277') = 742.(i.' 1 I?SO t rso i ■ , 31.r �4 i.— 1 SO ' i i . -sic v;"-i- 1 '' II 3-i 1- L -7 V 1- t, 3_'3 A II 50 ■ ■ j''50 z N Z3 (I.()(5•jzX4i ; U.5) s (9 ,41 ■ ■ 85 UU?-A 55 ('),!. ` CAP, OU'( ) l - ■ ■ 5thiq - 22'- to P P ■ i.,,.„ - .. e--t IN,2,0vc , i3-9 7, to /- 4. 3-1 1 Ili _f._ _ II I I t.ie% oR CQ..'o Slat. - S.D. AI 4vID 1 ,oK(s Friol CANII IL 0.1•42 a) ■ ■ ■ ■ VLMK Project Title: ��01,--"I'S 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 5Ntg13 Steel Beam File=g:iAcad20121201202631CALCUL-11STANTH-1.EC6 ENERCALC,INC-1983-2012,Build:6.12.12.7,Ver..6.12.12.7 Lit #:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Rf Bm-#5 Grid 4.6-30-0'Span II CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set : IBC 2009 I Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam=7.50 ft D(4.61) S(6.34) D(4.61) S(6.34) D(4S(11).• 6)34) D(3 . 4)76) t r I s W24x55 Span = 30.0ftA+ W24x55 Applied Loads 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=4.610, S=6.340kno,3.750ft Point Load: D=4.610, S=6.340 k an-11.250 ft Point Load: D=4.610, S=6.340 k p,18.750 ft Point Load: D=3.560, S=4.760 k as 26.250 ft ■ Point Load: S=1.984 k a,,18.750 fl Point Load: S=7.426 k as 26.250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.646: 1 Maximum Shear Stress Ratio= 0.168 : 1 Section used for this span W24x55 Section used for this span W24x55 Ma:Applied 195.257 k-ft Va :Applied 28.164 k Mn/Omega :Allowable 302.298 k-ft Vn/Omega :Allowable 167.461 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 18.750ft Location of maximum on span 30.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection . Max Downward L+Lr+S Deflection 0.506 in Ratio= 711 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 II Max Downward Total Deflection 0.818 in Ratio= 440 Max Upward Total Deflection 0.000 in Ratio= 0 <240 1 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnxiomega D Only Dsgn.L= 7.50 H 1 0.166 0.059 55.53 55.53 558.33 334.33 1.46 1.00 9.92 279.66 167.46 Dsgn.L= 7.50 ft 1 0.243 0.029 73.54 55.53 73.54 505.82 302.88 1.03 1.00 4.89 279.66 167.46 5.15 279.66 167.46 Dsgn.L= 7.50 ft 1 0.241 0.031 73.39 53.56 73.39 509.25 304.94 1.04 1.00 Dsgn.L= 7.50 ft 1 0.160 0.055 53.56 53.56 558.33 334.33 1.47 1.00 9.13 279.66 167.46 +D+S+H Dsgn.L= 7.50 ft 1 0.413 0.144 137.92 137.92 558.33 334.33 1.47 1.00 24.07 279.66 167.46 II Dsgn.L= 7.50 ft 1 0.617 0.076 190.61 137.92 190.61 516.11 309.05 1.05 1.00 12.71 279.66 167.46 Dsgn.L= 7.50 ft 1 0.646 0.072 195.26 150.63 195.26 504.84 302.30 1.03 1.00 12.00 279.66 167.46 Dsgn.L= 7.50 ft 1 0.451 0.168 150.63 150.63 558.33 334.33 1.40 1.00 2816 279.66 167.46 +D+0.750L+0.750S+H Dsgn.L= 7.50 ft 1 0.351 0.123 117.32 117.32 558.33 334.33 1.47 1.00 20.53 279.66 167.46 Dsgn.L= 7.50 ft 1 0.523 0.064 161.30 117.32 161.30 514.64 308.17 1.05 1.00 10.75 279.66 167.46 Dsgn.L= 7.50 ft 1 0.544 0.061 164.57 126.36 164.57 504.84 302.30 1.03 1.00 10.29 279.66 167.46 Dsgn.L= 7.50 ft 1 0.378 0.140 126.36 126.36 558.33 334.33 1.40 1 00 23.40 279.66 167.46 VLMK Project Title: 5A, �U.cy4 s 3933 SW Kelly Ave. Engineer: -I'll Project ID: Portland,OR 97239 Project Descr: ii St-i( R-14 Steel Beam File=g:'Acad2 012120120263\CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS , Description: Lobby Rf Bm-#5 Grid 4.6-30'-0'Span Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span , D+S 1 0.8176 15.300 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Span Max.Upward Defl Location in Span D Only 1 0.3119 15.000 0.0000 0.000 S Only 1 0.5059 15.450 0.0000 0.000 D+S 1 0.8176 15.300 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS , Load Combination Support 1 Support 2 Overall MAXimum 24.071 28.164 , D Only 9.916 9.128 S Only 14.155 19.035 D+S 24.071 28.164 , Steel Section Properties : W24x55 , Depth = 23.600 in I xx - 1,350.00 inA4 J = 1.180 inA4 Web Thick = 0.395 in S xx 114.00 inA3 Cw = 3,870.00 inA6 Flange Width = 7.010 in R xx = 9.110 in Flange Thick = 0.505 in Zx = 134.000 in"3 Area = 16.200 inA2 I yy = 29.100 inA4 , Weight = 55.145 plf S yy = 8.300 in"3 Wno = 40.500 in"2 Kdesign = 1.010 in R yy = 1.340 in Sw = 35.800 inA4 ■ K1 = 1.000 in Zy = 13.300 inA3 Cif = 19.300 inA3 its = 1.710 in TT = 1.680 in Qw = 66.100 inA3 , Ycg = 11.800 in I I I I I I II II II II VLMK Project Title: 3933 SW Kelly Ave. Engineer: �' i 1±�la��S Project ID: Portland,OR 97239 Project Dena: (,o Sl�i'( -15 Steel Bealm- Fle=g:V�cad20121201202631CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,BuOd:6.12.12.7,Ver.6.12.12.7 Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Rf Bm-#6 Grid 4.6 22'6'Span CODE REFERENCES 111 Load per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2009 . Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi II Bending Axis: Major Axis Bending Load Combination IBC 2009 0 Unbraced Lengths First Brace starts at 3.750 ft from Left-Most support II Regular spacing of lateral supports on length of beam=7.50 ft D(4.61) S(6.34) D(4.61) S(6.34) D(4.61) S(6.34) • i "r & -y ..rte ' 4 ti P .,day.p , 4- .y Span =22.50 ft II W16x31 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads II Load(s)for Span Number 1 Point Load: D=4.610, S=6.340 k A 3.750 ft II Point Load: D=4.610, S=6.340 k t 11.250 ft Point Load: D=4.610, S=6.340 k 0 18.750 ft . DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.785: 1 Maximum Shear Stress Ratio= 0.192 : 1 Section used for this span W16x31 Section used for this span W16x31 0 Ma:Applied 104.623 k-ft Va:Applied 16.775 k Mn/Omega:Allowable 133.289 k-ft Vn/Omega:Allowable 87.450 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 11.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.473 in Ratio= 570 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.834 in Ratio= 324 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 3.71 ft 1 0.199 0.083 26.76 26.76 225.00 134.73 1.70 1.00 7.26 131.18 87.45 Dsgn.L= 7.54 ft 1 0.339 0.082 45.19 26.76 45.19 222.39 133.17 1.19 1.00 7.15 131.18 87.45 Dsgn.L= 7.43 ft 1 0.340 0.029 45.19 27.21 45.19 222.22 133.06 1.18 1.00 2.54 131.18 87.45 Dsgn.L= 3.83 ft 1 0.202 0.083 2721 27.21 225.00 134.73 1.63 1.00 7.26 131.18 87.45 +D+S+H Dsgn.L= 3.71 ft 1 0.461 0.192 62.06 62.06 225.00 134.73 1.70 1.00 16.77 131.18 87.45 Dsgn.L= 7.54 ft 1 0.784 0.191 104.62 62.06 104.62 222.77 133.39 1.19 1.00 16.66 131.18 87.45 Dsgn.L= 7.43 ft 1 0.785 0.065 104.62 63.11 104.62 222.59 133.29 1.19 1.00 5.71 131.18 87.45 Dsgn.L= 3.83 fl 1 0.468 0.192 63.11 63.11 225.00 134.73 1.63 1.00 16.77 131.18 87.45 +0+0.750L+0.750S+1-1 Dsgn.L= 3.71 ft 1 0.395 0.165 53.24 53.24 225.00 134.73 1.70 1.00 14.40 131.18 87.45 Dsgn.L= 7.54 ft 1 0.673 0.163 89.76 53.24 89.76 222.58 133.28 1.19 1.00 14.28 131.18 87.45 Dsgn.L= 7.43 ft 1 0.674 0.056 89.76 54.14 89.76 222.41 133.18 1.18 1.00 4.91 131.18 87.45 Dsgn.L= 3.83 ft 1 0.402 0.165 54.14 54.14 225.00 134.73 1.63 1.00 14.40 131.18 87.45 VLMK Project Title: CI4�b+ eS 3933 SW Kelly Ave. Engineer: JJ�� Project ID: Portland,OR 97239 Project Descr: it 0 5 g- ((12 Steel Beam File=9:V+cad20121201202631CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver.6.12.12.7 Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Rf Bm-#6 Grid 4.6-27-6'Span Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."--Defl Location in Span Load Combination Max.'+Defl Location in Span D+S 1 0.8336 11.363 0.0000 0.000 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Deft Location in Span Span Max.Upward Dell Location in Span III D Only 1 0.3606 11.363 0.0000 0.000 S Only 1 0.4731 11.363 0.0000 0.000 . D+S 1 0.8336 11.363 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS . Load Combination Support 1 Support 2 Overall MAXimum 16.775 16.775 . D Only 7.265 7.265 S Only 9.510 9.510 D+S 16.775 16.775 . Steel Section Properties : W16x31 Depth = 15.900 in I xx - 375.00 in"4 J = 0.461 inA4 II Web Thick = 0.275 in S xx 47.20 in"3 Cw = 739.00 inA6 Flange Width = 5.530 in R xx = 6.410 in . Flange Thick = 0.440 in Zx = 54.000 in"3 Area = 9.130 inA2 I yy = 12.400 in"4 . Weight = 31.079 plf S yy = 4.490 in"3 Wno = 21.400 in"2 Kdesign = 0.842 in R yy = 1.170 in Sw = 13.000 in"4 K1 = 0.750 in Zy = 7.030 in"3 Of = 8.940 in"3 II its = 1.420 in rT = 1.390 in Ow = 26.600 inA3 Ycg = 7.950 in U U U VLMKCONSULTING Job AN-H Q►JY'5 00$4. atuec4 ENGINEERS cher. t4K .nM MDORNI Job No.240 ada,01) By -1g 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 © Date 6 sneeallo. �- t7 'pct f ►A I,.16 PE5(G►..1 f *to 73 4 b 5N. = 2c'- o" UreElt P6W1 ■ (50-s) 1,0 = l Zoos + sL ( l.()}(7r%L) t (-- 9050 )(t ) + ti lo0a, ?Ll 0 ►iva4.-/N4 L4C- II - 17`'a, 4. zDs„ = 2.80 ra 4- ) u6 1,04s22 Au, . 0, 5-7 I 1 I ,A) = C I S QL (t2 w l 4 ZO h ( 7.5Z+ 3.a) + (Z5 k ( 7ZS' )(1. I ) X f LF ( -744 ) Z61C7Dv + 18c75, + 7-3,L. = 545 fI`P I C a (,0 1,(, '' 242 ALL = O.48 0.1 I ■ & c 0 SCPwi - 22'- co" urea- (3am (Z EAnn 5 AL.c7.IG M (6t\c0 uJ = Lzov,* 2.%,(1.(0:1-1)3 * (~ 9os,)(1. 1)= z.q0,2, - (700,,, /10 (Lc,, r woo' ( L) = c2O0 4 A'( c- ( c a p-aws f uGrKS/ U ilc ) s, bht4,22. (MAN) A,,,_ - 0. o 1,1 VLMK Project Title: , kiNt f ikONgtS 3933 SW Kelly Ave. Engineer: l Project ID: Portland,OR 97239 Project Descr: +7 SK'( e.- (8 2nS7T,A NVer TH 6.-112..E106 2.7 Steel Beam EFNb R=CA9v ,d LC,IN2oC.,12,0 983-122O026 123 BCAL uild:C6U.1L-.1 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Stage High Rf Bm-Side Beams-29'-0'Span CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 ■ Load Combination Set: IBC 2009 Material Properties . Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling / E:Modulus: 29,000.0 ksi II Axis: Major Axis Bending Load Combination IBC 2009 ■ D(0.175) S(0.205) ■ ii + + ♦ ■ Span =29.0 ft ■ W14x22 ■ Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.1750 S=0.2050 k/ft, Tributary Width=1.0 f/ DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.510: 1 " Maximum Shear Stress Ratio= 0.093 : 1 / ■ Section used for this span W14x22 Section used for this span W14x22 Ma:Applied 42.270 k-ft Va:Applied 5.830 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 14.500ft Location of maximum on span 0.000 ft ■ Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection ■ Max Downward L+Lr+S Deflection ,0.570 in Ratio= 610 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection X1.118 in Ratio= 311 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 29.00 ft 1 0.250 0.045 20.72 20.72 138.33 82.83 1.00 1.00 2.86 94.53 63.02 111 +D+S+H Dsgn.L= 29.00 ft 1 0.510 0.093 42.27 42.27 138.33 82.83 1.00 1.00 5.83 94.53 63.02 +D+0.750L+0.750S+H Dsgn.L= 29.00 ft 1 0.445 0.081 36.88 36.88 138.33 82.83 1.00 1.00 5.09 94.53 63.02 Overall Maximum Deflections•U nfactored Loads Load Combination Span Max.-Defl Location in Span Load Combination Max.'+'Deft Location in Span D+S 1 1.1177 14.645 0.0000 0.000 111 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Span Max.Upward Deft Location in Span O Only 1 0.5478 14.645 0.0000 0.000 S Only 1 0.5698 14.645 0.0000 0.000 D+S 1 1.1177 14.645 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.830 5.830 D Only 2.858 2.858 S Only 2.973 2.973 D+S 5.830 5.830 VLMK 3933 SW Kelly Ave. Portland,OR 97239 Steel Beam Lic.#:KW-06002728 Project Title: 51 .� �S Engineer: 1 Project ID: Project Descr: F A le r. ENERCALC,INC.1983-2012,Bd:6.12.12.7,Ve6.12.12.T Licensee:VLMK CONSULTING ENGINEERS Description: Stage Low Rf Bm-Side Beams-29'-0'Span CODE REFERENCES II Load per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2009 . Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi r . Beam Bracing: Beam is Fully Braced against lateral-torsional buckling / E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 111 Load Combination IBC 2009 U D(0.295) L(0.075) S(0.185) ll .m #i.Yn k y , a''pith - 04° '.:.ax'` '-- .r '.4474.7- nom, er 40';1 ..m Fz , . Span= 29.0ft W16x26 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.2950 L=0.0750 S=0.185(,k/ft, Tributary Width=1.0 f,-- DESIGN SUMMARY Design OK . Maximum Bending Stress Ratio = 0.492: 1 Maximum Shear Stress Ratio= 0.106 : 1 Section used for this span W16x26 Section used for this span W16x26 II Ma:Applied 54.260 k-ft Va:Applied 7.484 k Mn/Omega:Allowable 110.279 k-ft Vn/Omega:Allowable 70.509 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H U Location of maximum on span 14.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 II Maximum Deflection Max Downward L+Lr+S Deflection /0.477 in Ratio= 728 7 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection /1.068 in Ratio= 326 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 29.00 ft 1 0.306 0.066 33.76 33.76 184.17 110.28 1.00 1.00 4.66 117.75 70.51 . Dsgn.L= 29.00 ft 1 0.378 0.081 41.64 41.64 184.17 110.28 1.00 1.00 5.74 117.75 70.51 +D+S+H Dsgn.L= 29.00 ft 1 0.482 0.104 53.21 53.21 184.17 110.28 1.00 1.00 7.34 117.75 70.51 11 +D+0.750L+0.750S+11 Dsgn.L= 29.00 ft 1 0.492 0.106 54.26 54.26 184.17 110.28 1.00 1.00 7.48 117.75 70.51 U Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span . 0+L+S 1 1.0680 14.645 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads . Load Combination Span Max.Downward Defl Location in Span Span Max.Upward Defl Location in Span D Only 1 0.5902 14.645 0.0000 0.000 L Only 1 0.1378 14.645 0.0000 0.000 . S Only 1 0.3400 14.645 0.0000 0.000 L+S 1 0.4778 14.645 0.0000 0.000 D+L 1 0.7280 14.645 0.0000 0.000 0.000 D+S 1 0.9301 14.645 0.0000 D+L+S 1 1.0680 14.645 0.0000 0.000 VLMK Project Title: .5/(. Wss1(No►N-41' Protect ID: 3933 SW Kelly Ave. Engineer: Portland,OR 97239 Project Descr: 41i t-1-1 (2- 20 Steed Beam File=g:L Acad2012\2 0 1 20 26 31CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Uc.1:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Stage High Rf Bm-Back Beam-27-6"Span CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 11 Load Combination Set : IBC 2009 Material Properties _ . Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi 7j Beam Bracing: Beam bracing is defined as a set spacing over all spans / E:Modulus: 29,000.0 ksi % . Bending Axis: Major Axis Bending Load Combination IBC 2009 Unbraced Lengths ll First Brace starts at 7.50 ft from Left-Most support f Regular spacing of lateral supports on length of beam=7.50 ft / . L(0.5) • D(0.29) S(0.5) II• • • • • • L Span = 22.50ft W14x22 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added tojeads Uniform Load: D=0.290, S=0.50 k/ft, Tributary Width=1.0 f Point Load: L=0.50k00.0fl DESIGN SUMMARY v Desi•n OK Maximum Bending Stress Ratio = 0.786: 1 ' Maximum Shear Stress Ratio= 0.145 : 1 / Section used for this span W14x22 Section used for this span W14x22 . Ma:Applied 51.390 k-ft Va:Applied 9.136 k Mn/Omega:Allowable 65.362 k-ft Vn/Omega:Allowable 63.020 k . Load Combination +D+S+H Load Combination +D+5+H Location of maximum on span 11.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection /0.503 in Ratio= 536 / Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection Y 0.818 in Ratio= 330 7 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega . D Only Dsgn.L= 7.43 ft 1 0.211 0.056 17.47 17.47 138.33 82.83 1.47 1.00 3.51 94.53 63.02 Dsgn.L= 7.54 ft 1 0.302 0.019 19.75 17.47 19.75 109.15 65.36 1.01 1.00 1.19 94.53 63.02 Dsgn.L= 7.54 ft 1 0.212 0.056 17.60 17.60 138.33 82.83 1.45 1.00 3.51 94.53 63,02 +D+L+H . Dsgn.L= 7.43 ft 1 0.211 0.056 17.47 17.47 138.33 82.83 1.47 1.00 3.51 94.53 63.02 Dsgn.L= 7.54 ft 1 0.302 0.019 19.75 17.47 19.75 109.15 65.36 1.01 1.00 1.19 94.53 63.02 II Dsgn.L= 7.54 ft 1 0.212 0.056 17.60 17.60 138.33 82.83 1.45 1.00 3.51 94.53 63.02 +D+S+H Dsgn.L= 7.43 ft 1 0.549 0.145 45.45 45.45 138.33 82.83 1.47 1.00 9.14 94.53 63.02 • Dsgn.L= 7.54 ft 1 0.786 0.049 51.39 45.45 51.39 109.15 65.36 1.01 1.00 3.11 94.53 63.02 Dsgn.L= 7.54 ft 1 0.553 0.145 45.79 45.79 138.33 82.83 1.45 1.00 9.14 94.53 63.02 • +13+0.750L+0.750S+H Dsgn.L= 7.43 ft 1 0.464 0.123 38.45 38.45 138.33 82.83 1.47 1.00 7.73 94.53 63.02 Dsgn.L= 7.54 ft 1 0.665 0.042 43.48 38.45 43.48 109.15 65.36 1.01 1.00 2.63 94.53 63.02 Dsgn.L= 7.54 ft 1 0.468 0.123 38.75 38.75 138.33 82.83 1.45 1.00 7.73 94.53 63.02 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.8180 11.363 0.0000 0.000 IIIIII VLMK Project Title: 3933 SW Kelly Ave. Engineer: �'�1� S Project ID: Portland,OR 97239 Project Descr: -1 c 3 1 g- z Steel Beam File=g:Acad2 0 1 21201 2 0 26 31CALCUL-11STANTH-1 EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Stage High Rf Bm-Back Beam-27-6'Span Maximum Deflections for Load Combinations -Unfactored Loads _ Load Combination Span Max.Downward Defl Location in Span Span Max.Upward Deft Location in Span D Only 1 0.3143 11.363 0.0000 0.000 S Only 1 0.5036 11.363 0.0000 0.000 . L+S 1 0.5036 11.363 0.0000 0.000 D+L 1 0.3143 11.363 0.0000 0.000 D+S 1 0.8180 11.363 0.0000 0.000 . D+1+S 1 0.8180 11.363 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS II Load Combination Support 1 Support 2 Overall MAXimum 9.636 9.136 . D Only 3.511 3.511 L Only 0.500 0.000 II S Only 5.625 5.625 L+S 6.125 5.625 D+L 4.011 3.511 • D+S 9.136 9.136 D+L+S 9.636 9.136 II Steel Section Properties_ W14x22 Depth = 13.700 in I xx F. 199.00 in"4 J = 0.208 in^4 . Web Thick = 0.230 in S xx 29.00 inA3 Cw = 314.00 in^6 Flange Width = 5.000 in R xx = 5.540 in . Flange Thick 0.335 in Zx = 33.200 in"3 Area 6.490 in"2 lyy 7.000 in^4 Weight = 22.092 plf S yy = 2.800 inA3 Wno = 16.700 in^2 . Kdesign = 0.735 in R yy = 1.040 in Sw = 7.000 in^4 K1 = 0.750 in Zy = 4.390 inA3 Of = 5.340 inA3 . rts = 1.270 in rT = 1.250 in Qw = 16.100 inA3 Ycg = 6.850 in U • II Ill III II II II II II II II CONSULTING Job � « . ' ' VnI4ldhlI( E N G I N E E R S Client 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. ��Z(72cl�ev 1....;S r . P 503.222.4453 503.248.9263 0 Date 2- 13 Sheet No. roF P041.,16 170516 .1 - coN►-t' C> 2 4 uJ Ems( EN-0-4 , U r L , f CNJor-( ■ ■ I0.- 4," SPA! ■ Sb = 32 (1.1 ) = 3A r ( ■ sL = 2eD f%f ( 1, t) - 2-1. 5 l'SF 35 t°sF ■ Pt._ - 20 ?SF ■ = 8th* / ((2`o,c.) ■ b� + SL 8(816') ■ w u�� 0 0,f,17 7 �° i ■ Leo (� z� ((2"".) to'- ■ 24017L + 4o ) ■ L154 2)o0%f-00 - 4s i 1(p'o,c, ( elo ea ) ■ oo.C. ( W 2- Ss )C 7'` < 7 1l( )}(t ■ • Sav• lUax (4) to 3.O. 5ci2,CnJ5 (2ri3 k 4 = t 0524 ■ ■ ■ ■ ■ ■ ■ ■ ■ f VLMK Project Title: 3933 SW Kelly Ave. Engineer: S� s 1�atit`4 5 Project ID: Portland,OR 97239 Project Descr: �{ stl I R-23 General Beam Analysis. File=9.V+cadzo121201202631CALCUL-11STANTH-1.ECS ' ENERCALC,INC.1983-2012,Buid:6.12.12.7,Ver..6.12.12.7 Lic.#:KW 06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Rf Loading adjacent to(E)Church General Beam Properties Elastic Modulus 29,000.0 ksi III Span#1 Span Length = 10.50 ft / Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 r ' II S(0,0.035) Q(0.02) S(0.O27 ) l • ii i i Span = 10.50 ft . i Applied Loads Service loads entered.Load Factors will be applied for calculations. II Uniform Load: D=0.020, S=0.02750 k/ft, Tributary Width=1.0 f Varying Uniform Load: S(S,E)=0.0->0.0350 k/ft,Extent= ->>10.50 ft, Trib Width=1. 50 III DESIGN SUMMARY Maximum Bending= 1 0.813 k-ft .1 Maximum Shear= 0.3494 k • Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5.565ft Location of maximum on span 10.500 ft . Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection i Max Downward L+Lr+S Deflection 0.004 in (d 66j &calm✓fit 4 uk-lrr-0(2-611 L.-01 1D‘ W Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.006 in Max Upward Total Deflection 0.000 . Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega oOverall MAXimum Envelope Dsgn.L= 10.50 ft 1 0.81 0.81 0.35 D Only Dsgn.L= 10.50 ft 1 0.28 0.28 0.11 +D+L+H Dsgn.L= 10.50 ft 1 0.28 0.28 0.11 +D+Lr+H Dsgn.L= 10.50 ft 1 0.28 0.28 0.11 +D+S+H Dsgn.L= 10.50 ft 1 0.81 0.81 0.35 +0+0.750Lr+0.750L+H Dsgn.L= 10.50 ft 1 0.28 0.28 0.11 +D+0.750L+0.750S+4-1 . Dsgn.L= 10.50 ft 1 0.68 0.68 0.29 +D+W+H II Dsgn.L= 10.50 ft 1 0.28 0.28 0.11 +D+1.750E+H Dsgn.L= 10.50 ft 1 0.28 0.28 0.11 . +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 10.50 ft 1 0.28 0.28 0.11 +D+0.750L+0.750S+0.750W+H II Dsgn.L= 10.50 ft 1 0.68 0.68 0.29 +0+0.750Lr+0.750L+0.5250E+H II Dsgn.L= 10.50 ft 1 0.28 0.28 0.11 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 10.50 ft 1 0.68 0.68 0.29 . +0.60D+W+H Dsgn.L= 10.50 ft 1 0.17 0.17 0.06 +0.60D+1.750E+H . Dsgn.L= 10.50 ft 1 0.17 0.17 0.06 Overall Maximum Deflections-Unfactored Loads II Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.0056 5.355 0.0000 0.000 I �. . ,5 ,. " W V L M K E N G I N E T E R S Job Client L 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No.Zn12v'2te3 By e.67 A P 503.222.4453 503.248.9263 © Data S i5 Sheet No. 12-- • FR4uJ( C-4*4.- .s IN romTµ1g4,. Lvq= La P F-t -- 151-v v . 4 /J Ps0.°4-r ■41 k-t3 P�o��` l S> o` +- 2.52 ■ CSC Pazvtouts ch-uc-S1 StN, . r�%/ %i'//,%/C;% • w J i 5,o' 4_ II II P = too pti.FLt,)).t ■25 + o,a III --'5(m- P `Akiv ttt.ID et-le-124_ L c-- ■ IPR-ovl F4-5S 1l?k(,0 k l/ ■ II ■ et -r o\ Rco F 3 ePort _ - 1 Z'- v N .i:',e,t-.) II C tit> 'M' vrtat.) 2.-1 P 2� t 2s \ 1/'7_\1q-.51 = Z.1 g k 4- Z.--4-2-'` ■ Sd��' � � fly. L I� 1 �l. �L W E"3T 1 ("2-0p6. t.�5.,�1VI,.52)(4.5') = 1,(,q } z . ‘1 ms ,. ■ vi = 5 PSFI$.S k 1 t 1 ?l-F p` ` 1 ,51 PTattl, E,„_x t ii WA.L1� . 111--ic A-R pm# P t Zt AL.G - V:- _ �' /i' > y. - I. es P(zc/ C ; S it)klc >< '/=k 0 a f III II ■ I IN I St. #4-1-to c,'c (-il ?-25 Steel Beam-- .- _ -_r___...__ File=g:Acad20121201202631CALCUL-11STANTH-4.EC6 ENERCALC, INC.1983.2012,Build:6.12.12.7,Ver..6.12.12.7 Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Beam on Grid(7)Between'A'-'134 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set:ASCE 7-05 . Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi . Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending II Load Combination ASCE 7-05 . D(1.88) S(2.52) D(0.1) S(0.125) D(1.88) S(2.52) ♦ i t • ♦ i ' I 4x1/4,i • III 2 Span = 15.0 ft HSS10x6x1/4 .............. II Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.10, S=0.1250 klft, Tributary Width=1.0 ft,(CF Joist Roof Load II Point Load: D=1.880, S=2.520 k(a 4.0 ft,(Joist Reaction' Point Load: D=1.880, S=2.520 k( 11.50 ft,(Joist Reaction' . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.422: 1 Maximum Shear Stress Ratio= 0.087 : 1 I Section used for this span HSS10x6x1/4 Section used for this span HSS10x6x1/4 Ma:Applied 22.876 k-ft Va :Applied 6.234 k Mn/Omega :Allowable 54.172 k-ft Vn/Omega:Allowable 71.632 k I. Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 6.825ft Location of maximum on span 15.000 ft . Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.202 in Ratio= 891 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.355 in Ratio= 507 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.-+"Dell Location in Span p D+S 1 0.3553 7.500 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS . Load Combination Support 1 Support 2 Overall MAXimum 5.941 6.234 Ill D Only 2.567 2.693 S Only 3.374 3.542 D+S 5.941 6.234 U I I II I • a St- tv\(1,14i.YS c 5e't R-Z(o Steel Beam File=g:1Acad2012 1201 20 2631CALCUL-11STANTH-4.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver 6.12.12.7 Uc.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Beam on Grid'M'between(2H3) CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set :ASCE 7-05 Material Properties II Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi . Bending Axis: Major Axis Bending Load Combination ASCE 7-05 III D(3.87)S(4.83) D(3.87) S(4.83) D(0.13) U • • • * i ■ 2 span = 12.0 ft 111 HSS 10x6x 1/4 III Applied Loads Service loads entered. Load Factors will be applied for calculations. . Uniform Load: D=0.130 k/ft, Tributary Width=1,0 ft,(Wall Dead Load' Point Load: D=3.870, S=4.830 k @17,1.0 ft,(Joist Reaction; . Point Load: D=3.870, S=4.830 k a,,8.50 ft,(Joist Reaction; DESIGN SUMMARY Desi•n OK . Maximum Bending Stress Ratio = 0.480: 1 Maximum Shear Stress Ratio= 0.158 : 1 Section used for this span HSS10x6x1/4 Section used for this span HSS10x6x1/4 . Ma :Applied 25.980 k-ft Va:Applied 11.293 k Mn/Omega :Allowable 54.172 k-ft Vn/Omega :Allowable 71.632 k Load Combination +D+S+H Load Combination +D+S+H U Location of maximum on span 8.460ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 . Maximum Deflection Max Downward L+Lr+S Deflection 0.111 in Ratio= 1,301 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.221 in Ratio= 652 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.'•Dell Location in Span Load Combination Max.'+'Defl Location in Span D+S 1 0.2209 6.300 0.0000 0.000 . Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 . Overall MAXimum 11.293 7.668 D Only 5.456 3.844 S Only 5.836 3.824 II D+S 11.293 7.668 U U U U U U U VLMKCONSULTING `Joe p '�J�) ENGINEERS �� m✓triosa� 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No.2o�Za?la3ev C.E�A. P 503.222.4453 503.248.9263 © Date 2--13 Sheet No. r-0-7 Qoo r.`. FR- t ,, D a,� • . ■ •• ■f kol►-y4: B -t ..r-u.� N a eit o�tt. 000(&—� — (oy-o`' -1falt.,,..) II 5V-h-1 IP■-!Z; 6..-.141-k4 IV{ L't) : [15 5Ft. d . (CP ' 4 [Z'at:4_'‘ 'LS- t)(['216 9 (la's)(1"`04 s ■ _ 1ct5 kr(.0∎. A- 250 e'- (. 0 = 0.45 P6F !Ill .Raov 1 tl ci. c-a. i oc:oszcx,-,64+ ecestA, (01 0-02, III L.OcC Tak,L.. tJ = (5 PsF )( l ti` zi) = 40 Pt-F ((-) ;DR S P'SF 110---P) ;- . . . _. __. _ . ■ ■ k.k.■L.T- UlP PO s-r% �R L,rY = PIA P+-FF(q .-0"/L) :. 2. c)k ■ ■ Pgai ►pii:. C21 CO c:vTX50--S41 c, 111 III III III ClarkWestern Building Systems SNP R-20 111 111 CW Tech Support: (888) 437-3244 I 1 clarkwestern.com 2007 North American Specification ASD DATE: 2/27/2013 St.Anthony's Built-Up Header(Grid '12', between 'A'-'B') U SECTION DESIGNATION: 10005200-54 [50] (2) Boxed U Input Properties: Web Height= 10.000 in Design Thickness = 0.0566 in Top Flange = 2.000 in Inside Corner Radius = 0.0849 in Bottom Flange = 2.000 in Yield Point, Fy= 50.0 ksi Stiffening Lip = 0.625 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in ■ Header/Beam Solver Design Data -Simple Span Header/Beam Span 10.00 ft Deflection Limit U240 Dead Load = 195.0 lb/ft DL Multiplied by 1.00 for Strength Checks 111 Live Load = 250.0 lb/ft LL Multiplied by 1.00 for Strength Checks Check Flexure U Flexural Bracing: Full Mmax= 5563 Ft-Lb <= Ma = 8508 Ft-Lb & Ma(distortional) = 8508 Ft-Lb U K-phi for Distortional Buckling = 0 lb*in/in I Check Deflection Deflection Limit: U240 Maximum Deflection = 0.157 in Deflection Ratio= L/766 Check Shear Vmax= 2225 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 3322 lb >= Vmax Check Web Crippling Rmax = 2225 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra = 1254 lb < Rmax, STIFFENERS REQUIRED U U U U U V L ] 1 }( CONSULTING Job SZ• �a4t►�D-4`1'S Chf�l ("i�uRC►.�_ ENGINEERS Client &Nt14ow+ MI(sPQ•4 Job No.ZZ( 4)L(D J By 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Date 2-1 C I P 503.222.4453 503.248.92630 Sheet No. C,OLu otd 516 -i uorf orzcuo r-t,te (6- s, — (8. 21 + 13.8;.4 + X3.8 .1 .E)14 1111 e 18. - 13.8")( .5,) = O. 8 Cv t7.1 + 28 '7 32.0 461 21 rt. - PISS to k (o - y� /111 4(0 L 5( . (2Et\-AA �K 3 18. 2 + 177. 45.1, ` 116 9 = 78.1 ►c (4.9 - (8.2)(- co') 2 (o w . 0` `f5 35� [oS. I i-(G 2) F( PEI g-t, G41) F - 4 MAk - tit 0,4 + lco. 9 _ zia 9 " ( (7 Zo, + C5.70 _ (24-0- ( oi1(5..) 491 40.9 '( ., t-15S 5 5 )2 ATLMK C O N S U L T I N G E N G I N E E R S Job s( ti4 fi}otitf'S CArfi'I. C(iLlrc. Client 1V4(1-1100A 91 ' 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. Z�1�ZOZ(�3By P 503.222.4453 503.248.9263 U Date 2. 1. Sheet No C- 2 CoL 1MrJ pcsrc.,1 - cowr'o III 64Ztc L A'( 3.5 k 7. 5 b(, L al 4--t- 1 F'10,1 = 0.150 Kt' ( 27 c.;/z) = z. I" O. co 1. 5 (uPP& P fo,,, 0. 3•=tc, ►« 27.S/Z) = 4 ' k ,c.) 1,7 Illi u./14 c.' �4 P upper ' o. ova (3'7 '/z) _ 1-7. I `� 5, s t t.4 / Ili vim l III r t iL _ = Z3.1 v- `l. 114 tzt. g K III 4461 `} ,r3aow suo * (WI = 20 'Co LOW r2::,kM 20 + co - 24; 70 1-1(60 IMAM 1/1 (-IS S to K Co " Y4 )' Ili k Y all Mill Ill VLMK Project Title: ei( A rl oNi c 3933 SW Kelly Ave. Engineer: ' Project ID: Portland,OR 97239 Project Descr: 5th C- 1) Steel Column File=ga Acad2 0 1 21201 2 0 26 31CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Build6.12.12.7,Ver.6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Auditorium Column#1(Typ)-22ft Code References Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : IBC 2009 General Information OM Steel Section Name: HSS6x6x1/4 Overall Column Height 22.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=22.0 ft,K=1.0 IIII Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=22.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:417.70 lbs*Dead Load Factor Pill AXIAL LOADS.. . Axial Load at 22.0 ft,Xecc= 0.800 in,Yecc= 0.500 in,D=17.10,S=28.70 I, DESIGN SUMMARY Bending&Shear Check Results PM PASS Max.Axial+Bending Stress Ratio = 0.9243 :1 +p+S+H Maximum SERVICE Load Reactions.. Load Combination Top along X-X 0.1388 k Location of max.above base 21.852 ft Bottom along X-X 0.1388 k At maximum location values are... Top along Y Y 0.08674 k Pa:Axial 46.218 k Bottom along Y Y 0.08674 k Pn/Omega:Allowable 61.309 k Ma-x:Applied -1.896 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable Ma-y:Applied 25.709 k-ft -3.033 k-ft Along Y-Y -0.1245 in at 12.846ft above base for load combination.D+S Mn-y/Omega:Allowable 25.709 k-ft Along X-X -0.1992 in at 12.846ft above base Pfor load combination:D+S PASS Maximum Shear Stress Ratio= 0.00340 : 1 PI Load Combination +D+S+H Location of max.above base 0.0 ft Pa At maximum location values are... Va:Applied 0.1388 k Vn I Omega:Allowable 40.826 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.349 PASS 21.85 ft 0.001 PASS 0.00 ft +D+S+H 0.924 PASS 21.85 ft 0.003 PASS 0.00 ft +0+0.750L+0.750S+H 0.781 PASS 21.85 ft 0.003 PASS 0.00 ft +0+0.750L+0.750S+0.750W+H 0.781 PASS 21.85 ft 0.003 PASS 0.00 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only 0.052 0.052 k 0.032 0.032 k 17.518 k S Only 0.087 0.087 k 0.054 0.054 k 28.700 k 0+S 0.139 0.139 k 0.087 0.087 k 46.218 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0744 in 12.846 ft -0.046 in 12.846 ft S Only -0.1248 in 12.846 ft -0.078 in 12.846 ft D+S -0.1992 in 12.846 ft -0.125 in 12.846 ft Steel Section Properties : HSS6x6x1/4 VLMK Project Title: 1�� tv..1(140/ALCi 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: Steel Column File=g:lAcad2012 1201202631CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Auditorium Column#1(Typ)-22ft Steel Section Properties : HSS6x6x114 Depth = 6.000 in I xx = 28.60 inM J = 45.600 in"4 S xx = 9.54 in"3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 in"3 Area = 5.240 i02 I yy = 28.600 in"4 C = 15.400 in"3 Weight = 18.986 plf S yy = 9.540 in"3 R yy = 2.340 in Ycg = 0.000 in 0 III 45 DC4 IIIII ■ Load 1 z X m s E a j iy Y 6 OOin MI illI. . Loads are total entered value.Arrows do not reflect absolute direction. VLMK Project Title: Ap,�,'�`�I lS 3933 SW Kelly Ave. Engineer: 5 I. ,R�I Project ID: Portland,OR 97239 Project Descr: k ( C- 5 Steel Column File=gaAcad2012 12D1202631CALCUL-11STANTH-1 EC6 ENElRCALC,INC.1983-2012,Build 6.12.12.1,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Auditorium Column#2(Stage)-23ft Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2009 General Information PIM Steel Section Name: HSS8x8x5/16 Overall Column Height 23.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=23.0 ft,K=1.0 Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=23.0 ft,K=1.0 PI Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:731.23 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 210 ft,Xecc= 2.600 in,Yecc= 0.500 in,D=33.60,S=45.30 i II DESIGN SUMMARY Bending&Shear Check Results Pill PASS Max.Axial+Bending Stress Ratio = 0.8691 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.7433 k Location of max.above base 22.846 ft Bottom along X-X 0.7433 k At maximum location values are... Top along Y-Y 0.1429 k Pa:Axial 79.631 k Bottom along Y-Y 0.1429 k Pn/Omega:Allowable • 143.018 k Ma-x:Applied -3.265 k-ft Maximum SERVICE Load Deflections... Mil Mn-x/Omega:Allowable Ma-y:Applied 57.615 k-ft -16.980 k-ft Along Y-Y -0.07833 in at 13.430ft above base for load combination:D+S Mn-y/Omega:Allowable 57.615 k-ft Along X-X -0.4073 in at 13.430ft above base Fill for load combination:D+S PASS Maximum Shear Stress Ratio= 0.01084 : 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.7433 k Vn I Omega:Allowable 68.552 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.373 PASS 22.85 ft 0.005 PASS 0.00 ft +D+S+H 0.869 PASS 22.85 ft 0.011 PASS 0.00 ft +D+0.750L+0.750S+H 0.745 PASS 22.85 ft 0.009 PASS 0.00 ft +D+0.750L+0 750S+0.750W+H 0.745 PASS 22.85 ft 0.009 PASS 0.00 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination ©Base @ Top @ Base @ Top @ Base D Only 0.317 0.317 k 0.061 0.061 k 34.331 k S Only 0.427 0.427 k 0.082 0.082 k 45.300 k D+S 0.743 0.743 k 0.143 0.143 k 79.631 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.1735 in 13.430 ft -0.033 in 13.430 ft S Only -0.2339 in 13.430 ft -0.045 in 13.430 ft D+S -0.4073 in 13.430 ft -0.078 in 13.430 ft Steel Section Properties : HSS8x8x5116 VLMK Project Title: 51' �1`►"itior-1,l IS 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: .s-11 c- co Steel Column File=g:1Acad201 21201 20 2631CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,8uiId:6.12.12.7,Vec6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Auditorium Column#2(Stage)-23ft Steel Section Properties : HSS8x8x5116 Depth = 8.000 in I xx = 85.60 in"4 J = 136.000 in"4 S xx = 21.40 in"3 Width = 8.000 in R xx = 3.130 in IIIIIWall Thick = 0.313 in Zx 25.100 in"3 Area = 8.760 in"2 I yy = 85.600 in"4 C = 34.500 in"3 Weight = 31.792 plf S yy = 21.400 in"3 R yy = 3.130 in Ycg = 0.000 in 110 I Te. Ill li IIII )1(Aead 1 c S X = aD N ' II L IIIII E IIII Y �_ ____ B OOin_ Loads are total entered value.Arrows do not reflect absolute direction VLMK Project Title: 3933 SW Kelly Ave. Engineer: ST Ai^v(tiot-N1 <' Project ID: Portland,OR 97239 Project Descr: St-11 C- 1 Steel Column File=g:\Acad2012120120263 1CALCUL-11STANTH-1 EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Column•23ft Code References Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: IBC 2009 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 16.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=16.50 ft,K=1.0 Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.50 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:257.129 lbs*Dead Load Facto' AXIAL LOADS.. . Axial Load at 16.50 ft,Xecc= 0.900 in,Yecc= 0.500 in,D=17.20,S=23.70 E DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9465 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.1859 k Location of max.above base 16.389 ft Bottom along X-X 0.1859 k At maximum location values are... Top along Y-Y 0.1033 k Pa:Axial 41.157 k Bottom along Y-Y 0.1033 k Pn/Omega:Allowable 58.349 k Ma-x:Applied 1.693 k ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y-Y -0.1118 in at 9.634 ft above base for load combination:D+S Ma-y:Applied -3.047 k-ft Mn-y/Omega:Allowable 17.468 k-ft Along X-X -0.2012 in at 9.634ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.005612 : 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1859 k Vn/Omega:Allowable 33.124 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.401 PASS 16.39 ft 0.002 PASS 0.00 ft +D+S+H 0.947 PASS 16.39 ft 0.006 PASS 0.00 ft +D+0.750L+0.750S+H 0.810 PASS 16.39 ft 0.005 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.810 PASS 16.39 ft 0.005 PASS 0.00 ft Maximum Reactions-Unfactored Note Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only 0.078 0.078 k 0.043 0.043 k 17.457 k S Only 0.108 0.108 k 0.060 0.060 k 23.700 k D+S 0.186 0.186 k 0.103 0.103 k 41.157 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0846 in 9.634 ft -0.047 in 9.634 ft S Only -0.1166 in 9.634 ft -0.065 in 9.634 ft D+S -0.2012 in 9.634 ft -0.112 in 9.634 ft Steel Section Properties : HSS5x5x1/4 VLMK Project Title: S�, ANIy lS 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 501 C- 8 Steel Column File=g:lAcad20121201202631CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Column-23ft Steel Section Properties : HSS5x5x1/4 Depth = 5.000 in I xx = 16.00 in"4 J = 25.800 in"4 S xx = 6.41 in"3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in"3 Area = 4.300 inA2 I yy = 16.000 in"4 C = 10.500 in"3 Weight = 15.584 Of S yy = 6.410 in"3 R yy = 1.930 in Ycg = 0.000 in bYd i a Load 1 c c g X g ci tri N Z i I I -1 Y 5 00in - Loads are total entered value.Arrows do not reflect absolute direction. VLMK Project Title: -5>i, ii4 u►iy'S 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 5141 c- ci Steel Column File=g:Wcad201 21201 20 26 31CALCUL-1\STANTH-1.EC6 ENERCALC,INC.1983-2012,Buik1:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description : Stage Column#3(Stage)-26ft Code References Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : IBC 2009 General Information Steel Section Name: HSS6x6x1/4 / Overall Column Height 26.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi / X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi / Unbraced Length for X-X Axis buckling=26 ft,K=1.0 / 'k Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=20 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:493.645 lbs•Dead Load Facto' AXIAL LOADS. .. # ' lkkS2.1/21• - fYik-COD- (3`f k11/415 `4' Aho✓. Axial Load at 26.0 ft,Xecc= 5.000 in,Yecc= 0.500 in,D=9.10,S=14.80E fsf-X. DESIGN SUMMARY / V v Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9268 : 1 / Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.3830 k Location of max.above base 25.826 ft Bottom along X-X 0.3830 k At maximum location values are... Top along Y-Y 0.03830 k Pa:Axial 24.394 k Bottom along Y-Y 0.03830 k Pn/Omega:Allowable 44.303 k Ma-x:Applied -0.9892 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 25.709 k-ft Along Y-Y -0.09075 in at 15.181 ft above base Ma-y:Applied for load combination:D+S -9.892 k-ft Mn-y/Omega:Allowable 25.709 k-ft Along X-X -0.9075 in at 15.181 ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.009382 : 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.3830 k Vn/Omega:Allowable 40.826 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.360 PASS 25.83 ft 0.004 PASS 0.00 ft +D+S+H 0.927 PASS 25.83 ft 0.009 PASS 0.00 ft +D+0.750L+0.750S+H 0.785 PASS 25.83 ft 0.008 PASS 0.00 ft +D+0.750L+0.750S+0,750W+H 0.785 PASS 25.83 ft 0.008 PASS 0.00 ft Maximum Reactions-Unfactored Note Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only 0.146 0.146 k 0.015 0.015 k 9.594 k S Only 0.237 0.237 k 0.024 0.024 k 14.800 k D+S 0.383 0.383 k 0.038 0.038 k 24.394 k Maximum Deflections for Load Combinations -Unfactored Loads _ Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.3456 in 15.181 ft -0.035 in 15.181 ft S Only -0.5620 in 15.181 ft -0.056 in 15.181 ft D+S -0.9075 in 15.181 ft -0.091 in 15.181 ft Steel Section Properties : HSS6x6x114 _ _ VLMK Project Title: 6 wtt4.01,4,i%5 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Desa: s-{- c-lO Steel Column File=g:tAcad20121201202631CALCUL-11STANTH-1.EC6 ENERCALC,INC.198.3-2012,Build:S.1212.7,Ver.6.12.12.7 Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Stage Column#3(Stage)-26ft Steel Section Properties : HSS6x6x114 Depth = 6.000 in I xx = 28.60 inM J = 45.600 inM S xx = 9.54 iO3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 in"3 Area = 5.240 inA2 I yy = 28.600 in"4 C = 15.400 in"3 Weight = 18.986 Of S yy = 9.540 in"3 R yy = 2.340 in Ycg = 0.000 in 20801 ■ T. I 1 *Load 1 C o X o 1 1 I Y 6 OOin J ntr Arrows do not reflect absolute direction V L 1 CONSULTING Job 5"(• Pu�11�'nl.�'-1's (j�(u ENGINEERS Client AN oM ) ks4.3 Job No. Zo(2.OZ 1) 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Date Z.'(2 J Sheet No. IA)r I P 503.222.4453 503.248.9263U IAJACA. 020041.AG C IC.rJ kUOr(bt►t4 - s-1,U0 RAM ti.16 otl (4-c,1 = z2 LAc( Lo 23, PsF r 1- t9. 4 e5r 't■ 0- 6t i 'N, r = IR200,` 25s,149% )( <'�) t (L00,)( )K,h](iv3') 2tol (BSc 2�ooSt�2- 5� Al Lc.; "1nOtglto2 aot..)e," Sant - c4 Pc( l2 0.c, " e\lrD CSE�er 'ZLA4 -O(45) t-+' - 0, 4 ( Z5') - (0 F1. D. (0 ( (oo) = (0 I U s e to F t t a q o 2 pCf Acurat'(atu i VL M K CONSULTING P 503.222.4453 Job St. Anthony's Church E N G I N E E R S F 503.248.9263 Job No. 20120263 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vImk@v1mk.com www.vlmk.com Date Jan 2013 /I,, '' v2.00-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. ►�J" 2 Wind Loads - Components and Cladding Based on the 2009 International Building Code and ASCE 7-05, 6.4 (Method 1 - Simplified Procedure) B Exposure Category [Section 6.5.6.3] KZt = 1.00 Topographic Factor [Figure 6-4] I = 1.15 Importance Factor [Table 6-1] Roof Slope = 0 to 7 Degrees V = 95 mph Basic Wind Speed 3-Second Gust [Figure 6-1] Effective Area = 20 sf Span Length x Effective Width (Not Less Than Span Length/3) Per ASCE 7-05, 6.4.2.2 and Figure 6-3 Horizontal Loads Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5 I (ft) A (psf) . (psf) 15 1.00 17.9 -19.4 17.9 -23.4 20 1.00 17.9 -19.4 17.9 -23.4 25 1.00 17.9 -19.4 17.9 -23.4 30 1.00 17.9 -19.4 17.9 -23.4 35 1.05 18.8 -20.4 18.8 -24.6 40 1.09 _ u 19.5 -21.2 19.5 -25.5 45 1.12 20.0 -21.8 20.0 -26.2 50 1.16 20.7 -22.5 20.7 ' -27.1 _.. .__ 55 1 1.19 21.3 -23.1 21.3 -27.8 60 1.22 21.8 -23.7 21.8 -28.6 Vertical Loads Height Adjustment Roof - Interior Zone 1 Roof - End Zone 2 Roof - Corner Zone 3 (ft) _. ._. ._. (psf) (psf) (psf) 15 1.00 7.2 -18.2 7.2 I -28.1 7.2 -39.2 20 1.00 7.2 -18.2 7.2 -28.1 7.2 -39.2 25 1.00 7.2 -18.2 7.2 -28.1 7.2 -39.2 30 1.00 7.2 -18.2 7.2 -28.1 7.2 -39.2 35 1.05 7.5 -19.1 7.5 -29.5 7.5 -41.1 40 1.09 7.8 -19.9 7.8 -30.6 7.8 -42.7 45 1.12 8.1 -20.4 8.1 -31.4 8.1 -43.9 50 1.16 8.3 -21.1 8.3 -32.5 8.3 -45.4 55 1.19 8.6 -21.7 8.6 -33.4 8.6 -46.6 60 1.22 8.8 -22.2 8.8 -34.2 8.8 i -47.8 ClarkWestern Building Systems SNP w 3 41011011 CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 1/16/2013 St. Anthony's Church -Auditorium Stud Design SECTION DESIGNATION: 800S162-54 [50] Single / Input Properties: Web Height = 8.000 in Design Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data -Sin)ple Span Wall Height 23.00 ft ' Deflection Limit L/240 / Lateral Pressure 19.40 psf Axial Load 400 lb Stud Spacing 16.0 in ✓ Coti5.WV• Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing; KyLy = 24.0 in Cb = 1.00 Me = 29685 Ft-Lb My = 5975 Ft-Lb Me >= 2.78 My Mc= 5975 Ft-Lb Sc/Sf= 0.86 Mmax= 1710 Ft-Lb <= Ma =2734 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.979 in / Deflection Ratio = L/282 Check Shear Vmax = 297 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2091 lb >= Vmax Check Web Crippling Rmax= 297 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 575 lb >= Rmax, stiffeners not required Check Axial Interactions P = 400 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 24,0 in Max KL/r= 94 Allowable Pure Axial Load, Pa = 5160 lb : Axial Load Ratio, P/Pa = 0.078 K-phi for Distortional Buckling = 0 lb*in/in P/Pa <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1-3 = 0.703 <=1.0 ClarkWestern Building Systems 4111111111011 CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 1/16/2013 St. Anthony's Church -Auditorium Stud Design SECTION DESIGNATION: 8005162-54 [50] Single Input Properties: Web Height = 8.000 in Design Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data - Simple Span Wall Height 23.00 ft ' Deflection Limit L/240 Lateral Pressure 23.40 psf J?JD 6o..1€ Axial Load 400 lb Stud Spacing 12.0 in / (c ) Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: KyLy = 24.0 in Cb = 1.00 Me = 29685 Ft-Lb My = 5975 Ft-Lb Me >= 2.78 My Mc = 5975 Ft-Lb Sc/Sf= 0.86 Mmax = 1547 Ft-Lb <= Ma = 2734 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 Ib*in/in Check Deflection Deflection Limit: L/240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.886 in / Deflection Ratio = L/311 Check Shear Vmax = 269 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2091 lb >= Vmax Check Web Crippling Rmax = 269 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 575 lb >= Rmax, stiffeners not required Check Axial Interactions P = 400 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 24.0 in Max KL/r = 94 Allowable Pure Axial Load, Pa = 5160 lb : Axial Load Ratio, P/Pa = 0.078 K-phi for Distortional Buckling = 0 lb*in/in P/Pa <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1-3 = 0.643 <=1.0 ClarkWestern Building Systems St-t LA.)- 5 CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 1/16/2013 St. Anthony's Church -Auditorium Stud Design SECTION DESIGNATION: 800S162-54 [50] Single Section Dimensions: Web Height= 8.000 in Top Flange = 1.625 in Bottom Flange = 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Properties: Fy = 50.000 ksi I Fu = 65.000 ksi Fya = 50.000 ksi COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 23.0 Lateral Load = 23.4 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending K-phi (flexure) for Distortional Buckling = 0.00 lb*in/in K-phi (axial) for Distortional Buckling = 0.00 lb*in/in ALLOWABLE LOADS (lb) SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 135 76 0 512 MID Pt 450 251 0 256 THIRD Pt I 824 l / I 454 ✓ 0 171 SHEATH 2 SIDES N/A N/A N/A 94 DEFLECTION L1311 L/234 �/I " L/156 Note: Axial loads for sheathing braced design are based on the North American Standard for Cold-Formed Steel Framing -Wall Stud Design, 2007 Edition with 1/2 inch gypsum sheathing and No. 6 fasteners max 12 inches on center VLMKCONSULTING Job '5"( I�.l��lonty C�i�. �ku t?C�{ E N G I N E E R S Client Job Not W ZL By (� 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 _� P 503.222.4453 503.248.9263M Date Z-t� SheecNo. RJkLL AM, € Pis IGNa 41t7t'(o(Z uM 11-ht tDOW kEADC-.(z5 - our- op- rc.00,1c i(Mc Luso = ? F ((r4) Zvi.i- Pr (END) _ 9, 4 Nf (24z1 = 223 'U ( w-( ) 23 t5F (2- /2- 1 = Z10 ?'- ( e-tp) W J / • b of . O kiu'JG - (21 S 001200 - ?' uJoX 0.4) 7Lo..t 15- 2: UJ(De Cf0VINJG (49` ►■l) 6000 • (Z) 001250 - 408 of. ) (4 Go 1-o Ns5 )- 8 " k.t uJ = (too_ ; 2hs`+ 405„)( t') (i.o rX, '' ) - 175 fU (z) e oo saoa - s4 ( > cAINcvc‘i cog- -foe c A6o k SU rn MAR`f tO oto !-<1\12 t2 --3Awt f3C 7' (2) p)00g2C0- Shi (2) S005200- (00 (21800'f sou- Z) Pcn12oo - c� 15' 1-155(0x k4 [15S6 4 %4 ClarkWestern Building Systems 4 W.7 �ii III�II�,I CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 1/16/2013 St. Anthohny's Church - Header(Wind Load) SECTION DESIGNATION: 800T200-54 [50] (2) Boxed Section Dimensions: Web Height = 8.198 in Top Flange = 2.000 in Bottom Flange = 2.000 in Inside Corner Radius = 0.0849 in Design Thickness = 0.0566 in Steel Properties: Fy = 50.000 ksi Fu = 65.000 ksi Fya = 50.000 ksi ALLOWABLE UNIFORM LOADS INPUT PARAMETERS Deflection Limit: L/240 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Member Configuration: (2) BOXED MEMBERS End Bearing Length for Web Crippling = 1 in Flexural Bracing: NONE TOTAL ALLOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH (ft) 5.00 6.00 15.20 Without Web Stiffeners 330.1 275.1 108.6 With Web Stiffeners 1391.6 ( 966.4 /— 150.6 0(2- 210 eLi St AI u1-8 Steel Beam File=gaAcad201 212012o2631CALCUL-11STANTH-4.EC6 ENERCALC,INC.1983-2013,Buildd:6.13.2.27,Ver..6.13.2.27 Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Header at Kitchen(Grid L.1) T coo,7i� Ati\vl,t,i CODE REFERENCES � � ASS 0 > ur( L 2t O Ps( vJ 1t1,,,, 4 (7.-0<o,, `[u- Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi ✓Bending Axis: Minor Axis Bending Load Combination ASCE 7-05 D(2) bv572�Sw�bSS S>,OvJ is, �Q c-ri - D(0.2625) D(2) S(5) i i i V i y ? '.,+a dr:k 4"'"7'R' ",..w`t�o 'fit' x Prt'Pr'- "".` � i 1,50,64, .,. _ Span = 13.0 ft HSS8x6x1/4 Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: D=2.0, S=5.0 k 1.0 ft,(Joist Reaction w/drift' Point Load: D=2.0, S=5.0 k(a)8.50 ft,(Joist Reaction w/drift: Uniform Load: D=0.0150 ksf, Tributary Width=17.50 fi DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.932: 1 Maximum Shear Stress Ratio= 0.259 : 1 Section used for this span HSS8x6x1/4 Section used for this span HSS8x6x1/4 Ma:Applied 27.971 k-ft Va:Applied 10.591 k • Mn/Omega:Allowable 30.025 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.450ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.416 in Ratio= 374 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.744 in Ratio= 210 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. Dell Location in Span Load Combination Max.'+-Dell Location in Span D+S 1 0.7443 6.760 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.591 6.822 D Only 4.245 3.168 S Only 6.346 3.654 D+S 10.591 6.822 VLMKCONSULTING Job y. �tfl-�aniy `-''t'El. Ctkt�(l(�-� ENGINEERS nt 4.114,4 Job No ZOJ t L0 L.10 7 By C 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 ''II- l L� — Date 2-C7) I Sheet No. N P 503.222.4453 503.248.9263 OctoIuuM Pc[ �—a" tt)ctiJDOLJ5 To 7' 0" MAx ovol c-1h fir(`/z) T 44u z5 (013 M loo PIM g. z `D/z.) ~ C9-1e-D sod "142 (01(...44 L04 - 23 .E NI _ , coo 41 (5a-nit-y-( s i) 512b4 (v52)01 �Em = e)(4t&3a ‘") = '70 PLF 00 r ic ?if 100 ('Ll (Z�) I,ISE (z . Z0o5 2O0 - toe tuns r_ - 1k-)/ iun = h� � 40?& P`F h0 PLf � � vo 2'1° Z(o5� 3(011 7)C-A, ftus mac. tperkciikf of 4Lo-tiOo -5c0<.. tit_G. (PAN) VLMK Project Title: 3933 SW Kelly Ave. En9ineer: Project ID: Portland,OR 97239 Project Descr: • L"IstATAf W.I.:0 Steel Beam File=g:lAcal2012\20120261CALCU NTH C6 • ENERCALC,INC.1983-2012,Bultd6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Auditorium-7'Window Jamb CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties --- Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 W(0.024) vwn 94' ) lir * V * iv iD A Span=23.0 ft A HSS8x4x1/4 Applied Loads ,_- Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.0240 k/ft, Tributary Width=1.0 fl Point Load: W=0.9430 k A 16,8 Vlomovi r-oR Lucaut■/. DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.194: 1 f Maximum Shear Stress Ratio= 0.017 : 1 Section used for this span HSSnrj 1 ..._lit Section used for this span HSS8x4x1/4 Ma:Applied Va:Applied 0.9313 k Mn/Omega :Allowable siD. 9 k- Vn/Omega:Allowable 56.229 k Load Combination •0+W4 Load Combination +D+W+H Location of maximum on span 15.985ft Location of maximum on span 23.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.396 in Ratio= 698 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +D+L+H Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +D+S+H Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +0+0.750L+0.750S+41 Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +D+W+11 Dsgn.L= 23.00 ft 1 0.194 0.017 5.93 5.93 50.98 30.53 1.00 1.00 0.93 93.90 56.23 +0+0.750L+0.750S+0.750W+H Dsgn.L= 23.00 ft 1 0.146 0.012 4.45 4.45 50.98 30.53 1.00 1.00 0.70 93.90 56.23 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +0.60D+W4+I Dsgn.L= 23.00 ft 1 0.194 0.017 5.93 5.93 50.98 30.53 1.00 1.00 0.93 93.90 56.23 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'-'Defl Location in Span Load Combination Max.'+'Deft Location in Span W Only 1 0.3956 12.305 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Span Max.Upward Defl Location in Span W Only 1 0.3956 12.305 0.0000 0.000 ClarkWestern Building Systems CW Tech Support: (888) 437-3244 Stk1I lilt- I I clarkwestern.com 2007 North American Specification ASD DATE: 1/17/2013 St. Anthony's Church -Auditorium Stud Design SECTION DESIGNATION: 8005250-68 [501 Single x 2 rof r3utL-i-uf (fir)) Input Properties: Web Height = 8.000 in ' Design Thickness = 0.0713 in Top Flange = 2.500 in / Inside Corner Radius = 0.1070 in Bottom Flange = 2.500 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.625 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data -Simple Span Wall Height 23.00 ft - Deflection Limit L/240/ Lateral Pressure 45.00 psf i Axial Load 310 lb Stud Spacing 12.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: KyLy = 24.0 in ✓ Cb = 1.00 Me= 113690 Ft-Lb My = 9647 Ft-Lb Me >= 2.78 My Mc = 9647 Ft-Lb Sc/Sf= 0.89 Mmax = 2976 Ft-Lb <= Ma =4480 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/240 ✓ Load Multiplier for Deflection = 1.00 Maximum Deflection = 1.037 in Deflection Ratio = L/266 Check Shear Vmax= 518 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 4221 lb >= Vmax Check Web Crippling Rmax = 518 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 882 lb >= Rmax, stiffeners not required Check Axial Interactions P = 310 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 24.0 in / Max KLJr= 90 Allowable Pure Axial Load, Pa = 9377 lb : Axial Load Ratio, P/Pa = 0.033 K-phi for Distortional Buckling = 0 Ib*in/in P/Pa <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1-3 = 0.697 <=1.0 CONSULTING Job 1( AA-atok`I eidt4 NUR. E N G I N E E R S Dant pA t41.4J'^�" MdtW) Job No. 2.0 MW<-V/�7 By /7-.6 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263M °ate 2.12 ',I, Sheet No. - (2 WALL. FP,Mt O J AIJOKOCILUM .S P5s Al LAQGE LdkNooUJS 1- 4- --rilf` o Fula ' 1T -4 () F ( 2VzxL5sjz) - >/,/'t? ,o4 0 w P - /. 1 i_____ j i - i I lco` 7" ti,),4,. _ b( L34 ) = 144 u (am{-) ea ezossoo - (pa 5luoc `i 1 v,40 ---- 144/4 eh - 5(0 r LF r/4-cuo = 1 094 Eh - 2, ' 'L..us k72'L CAec c oc eao-r oza _A. S(oE. f il. � Goo 'to 1' 2PrMF5S 1-f s 8 x `i - i2 VLMK Project Title: 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: SN'( u.)- 13 Steel Beam File=g:IAcad20121201202631CALCUL-11STANTH-1 EC6 ENERCALC,INC.1983-2012.Build:6.1212.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Auditorium-Large Window Jamb t y- ' N N7 �I- I/ ``mg CODE REFERENCES 1_1`� "C� J Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 W(0.02) \A/(1 74) • . . V ir r Z Span = 23.0 ft HSS8x4x1/4 • Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.020 kfft, Tributary Width=1.0 f1 Point Load: W=1.730 k A 16.0 ft PtartiN4 DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.312: 1 Maximum Shear Stress Ratio= 0.025 : 1 Section used for this span HS 8x4x1/4 Section used for this span HSS8x4x114 Ma :Applied 1 9.538 k-ft ' Va:Applied 1.433 k Mn/Omega:Allowable 30.529 k-ft Vn/Omega :Allowable 56.229 k Load Combination +D+W+H Load Combination +D*W+H Location of maximum on span 15.985ft Location of maximum on span 23.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.603 in Ratio= 457 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +D+L+H Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +D+S+H Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +D+0.750L+0.7505++l Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +D+W+H Dsgn.L= 23.00 ft 1 0.312 0.025 9.54 9.54 50.98 30.53 1.00 1.00 1.43 93.90 56.23 +0+0.750L+0.750 S+0.750W+H Dsgn.L= 23.00 ft 1 0.234 0.019 7.15 7.15 50.98 30.53 1.00 1.00 1.08 93.90 56.23 +0+0.750L+0.7505+0.5250 E+H Dsgn.L= 23.00 ft 1 0.000 50.98 30.53 1.00 1.00 -0.00 93.90 56.23 +0.60D+W+H Dsgn.L= 23.00 ft 1 0.312 0.025 9.54 9.54 50.98 30.53 1.00 1.00 1.43 93.90 56.23 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Den Location in Span Load Combination Max.'+'Defl Location in Span W Only 1 0.6034 12.535 0.0000 0.000 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Den Location in Span Span Max.Upward Defl Location in Span W Only 1 0.6034 12.535 0.0000 0.000 VLMK Project Title: 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 5t-('( a►- 14 Steel Beam File=g:Vvcad20121201202631CALCUL-1lSTANT WI-1.EC6 ENERCALC,INC.1983-2012,Build:6.1212.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Auditorium-Large Window Jamb Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.757 1.433 k W Only 0.757 1.433 {ASS l' C'(wt-1 '1' P° Steel Section Properties : HSS8x4x114 Depth = 8.000 in I xx - 42.50 inA4 J = 35.300 inA4 S xx 10.60 inA3 Cw = 13.60 inA6 Width = 4.000 in R xx = 2.850 in Wall Thick = 0.233 in Zx = 13.300 inA3 Area = 5.240 inA2 I yy = 14.400 inA4 C = 0.000 inA3 Weight = 18.986 Of S yy = 7.210 inA3 R yy = 1.660 in Zy = 8.200 inA3 Ycg = 4.000 in VLAIKCONSULTING Job &( Ir�h►11-I W.��S '�((ti (',ll(,1( �I ENGINEERS nt AtArelLovi iS ,J Job No. 0t -vZ(O5 ay 67 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 2 O0. 15 P 503.222.4453 503.248.9263 t3 Sheet No. W { ,,\1612e516,■1 14etQL Co.Jt o..} 46,f = cco' kAA).. Lk( LONO ` 23.4 ?sF 0.10 lact,1 G lL. 4 f 114(6140R_ Gpv(ty (-OkO 1 2-top, { 24k L1 0](3.75") + (� 329,)C3'75') [tom (CrL)] 55 + ZZSsL, '&o rU (1 .6" (J5 t(02 - 4117 P 1 to" a c. ( 5EC fe,o--11 14uuL4 (S 'c5'( Pc( Aa4T - P44,A,/ " `+SL ` (73M t7‘S Cod ;� )( P�u� GO- I oL 2S C(.1) ](7. h z 1 Um, * (P• 1'SL (o.9 ( 1.11 ".o po\it.) u56_ (2) 0005200- 541 C'o&b pj Lit-( j015'( 1 1 10.16 SLM, OAF ( (.9(.4/1 s Pr( ■'( LA)fku- CUC -to 30 k1G * etkfv10. -Co WE 3 Ark swoO ►iAgy I I ClarkWestern Building Systems ,( _ IL/ IIIIIIIIIIII) CW Tech Support: (888) 437-3244 t clarkwestern.com 2007 North American Specification ASD DATE: 2/2/2013 St. Anthony's Church -Typical Wall Studs SECTION DESIGNATION: 6005162-43 [33] Single Section Dimensions: Web Height = 6.000 in Top Flange = 1.625 in Bottom Flange = 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius = 0.0712 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0451 in Steel Properties: Fy = 33.000 ksi Fu = 45.000 ksi Fya = 36.303 ksi COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 16.0 Lateral Load = 23.4 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending K-phi (flexure) for Distortional Buckling = 0.00 lb*in/in K-phi (axial) for Distortional Buckling = 0.00 lb*in/in ALLOWABLE LOADS (lb) SPACING Maximum BRACING 12 in 16 in 24 in KL/r NONE 178 80 0 333 MID Pt 539 238 0 167 THIRD Pt 883 384 I 0 111 SHEATH 2 SIDES N/A N/A N/A 84 DEFLECTION L/380 L/285 I L/190 Note: Axial loads for sheathing braced design are based on the North American Standard for Cold-Formed Steel Framing - Wall Stud Design, 2007 Edition with 1/2 inch gypsum sheathing and No. 6 fasteners max 12 inches on center Cla rkWestern Building Systems CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 2/2/2013 St. Anthony's Church -Joist Built-up Posts SECTION DESIGNATION: 600S200-54 [50] (2) Boxed Section Dimensions: II Web Height= 6.000 in Top Flange= 2.000 in Bottom Flange = 2.000 in Stiffening Lip = 0.625 in Inside Corner Radius = 0.0849 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Properties: Fy = 50.000 ksi (I Fu = 65.000 ksi Fya = 50.000 ksi ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 15.5 ft � Load has not been modified for load type or duration Member Configuration: (2) BOXED MEMBERS / TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC BRACING KL/r LOADING NONE 117 8784 MID Pt 80 13958 > II 014 cL THIRD Pt 80 13958 Note: For (2) Boxed Members, Individual Members Must be Adequately Interconnected CONSULTING Job �' Am ''6 Gita!"k E N G I N E E R S clent ANIe - A401- 64.-)A Job No. ZOO ONeS ey CC�l� 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 © Date L 1� Sheet No. IA) l (Ai/Nu. F¢.44.kt-Xi s1C� J La2J f I4- ek-- - S Pa. - = I a '- 3 (..J . C p.#0J _ �(Z� �"ZS �(�.5�> ��15S )(1-'S1/11->5IreF +[:s .( 4 `s 'T�fPE 5 = ISv R.FCamel + ISo p� ( �V� = 3oP& F t I Iv Zoi. 1 % =z7ae n, t.X42." �l CAST. t{SS 1 J xu,v4 ) CL c).- " LT. e)14.), LD cp,4. w= 23.'t PSF (I Z� = I i31- PLF 14 $y V g USG NSSSu is* 900 (1).--)-Pi_0. l�cT�c� E5 Mtn IcNes�-Lov.� PPu .M?�S �1wG►t-r 1� (tt-T. 4 o c�x 55 I PIA--)( 18.1z) !+s P LFY I6,24/Z) 04. t tea- I\f tk t lfe•Ll, M.N eczca-1_c? ail LA/ ( File=g:1Acad2012 l20120263kCALCUL-11STANTH-4.6C6 Steel Beam ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby West Wall Header(In-Plane) CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set : ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 D(0.18) S(0.15) 2 Span = 18.250 ft 2 HSS8x6x5/16 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.180, S=0.150 k/ft, Tributary Width=1.0 ft,(Distributed Roof/Wall Loads DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.291 : 1 Maximum Shear Stress Ratio = --- 0.044 : 1 Section used for this span HSS8x6x5/16 Section used for this span HSS8x6x5/1 6 Ma:Applied 13.739 k-ft Va :Applied 3.011 k Mn/Omega :Allowable 47.285 k-ft Vn/Omega :Allowable 68.552 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.125ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.190 in Ratio= 1,149 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.419 in Ratio= 522 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max.'+'Defl Location in Span D+S 1 0.4192 9.216 0.0000 0.000 Vertical Reactions.Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.011 3.011 D Only 1.643 1.643 S Only 1.369 1.369 D+S 3.011 3.011 5ti-( t1J- 2u _._�__ __ �..__ _ - Fie=g:lAcad20 1 2 120 1 20 26 31CALCUL-11STANTH-4.EC6 Steel Beam -_-. ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver.6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby West Wall Header(Out-of-Plane) CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 M aterial Properties - Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-05 . ................................ W(0.187) • • • • HSS8 . Span = 18.250 ft HSS8x6x5/16 • Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: W=0.1870 k/ft, Tributary Width=1.0 ft,(Out of Plane Wind Loads DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.201: 1 Maximum Shear Stress Ratio= 0.035 : 1 I Section used for this span 1-ISS8x6x5116 Section used for this span HSS8x6x5116 Ma :Applied 7.785 k-ft Va:Applied 1.706 k Mn/Omega :Allowable 38.792 k-ft Vn/Omega :Allowable 49.315 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 9.125ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.370 in Ratio= 591 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max,'-'Defl Location in Span Load Combination Max."+•Defl Location in Span W Only 1 0.3704 9.216 0.0000 0.000 Vertical Reactions- Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.706 1.706 W Only 1.706 1.706 5ttul- 21 Steel Column -- - — __...-°-,..m,��_- File=9:Acaa201 21201 20 263tCALCUL 1\STANTH-d.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby West Wall Opening Jambs Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS6x3x1/4 Overall Column Height 16.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=16.0 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:222.115 lbs*Dead Load Factor AXIAL LOADS. . . Jamb Gravity Reaction:Axial Load at 12.0 ft,Xecc= 2.500 in,D=1.643,S=1.369 I' BENDING LOADS.. . Distributed wind:Lat. Uniform Load creating Mx-x,W=0.0240 k/f Jamb Wind Reaction:Lat.Point Load at 12.0 ft creating Mx-x,W=1.710 I. DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4093 :1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.03922 k Location of max.above base 11.919 ft Bottom along X-X 0.03922 k At maximum location values are... Top along Y-Y 1.475 k Pa:Axial 1.865 k Bottom along Y-Y 0.6195 k Pn/Omega:Allowable 23.304 k Ma-x:Applied 5.679 k-ft Maximum SERVICE Load Deflections...•Mn-x/Omega:Allowable 16.504 k-ft Along Y-Y 0.4322 in at 8.805ft above base Ma- A lied 0.2550 k ft for load combination:W Only Y pP Mn-y/Omega:Allowable 10.123 k-ft Along X-X -0.07966 in at 8.376ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.03612 : 1 Load Combination +D+W+H Location of max.above base 16.0 ft At maximum location values are... Va:Applied 1.475 k Vn/Omega:Allowable 40.826 k Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0435 in 8.376 ft 0.000 in 0.000 ft S Only -0.0362 in 8.376 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.432 in 8.805 ft D+S -0.0797 in 8.376 ft 0.000 in 0.000 ft D+W -0.0435 in 8.376 ft 0.432 in 8.805 ft SikC ; Steel Column File=9:lAcad201 21201 2 0 2 6 31CALCUL-11STANTH-4.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver.6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby West Wall Opening Jambs M-x Loads ■ i 3a I1 , X%Load 1 0 I • x • _I 0 0.11 Y 3 00i Loads are total entered value.Arrows do not reflect absolute direction. C O N S U L T I N G VLMK E N G I N E E R S Job 4 ,40NY'S crier, Pcr`AAR-Ovt /40114.r--) 24'44 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. 2D2[�2�3By Ceti P 503.222.4453 503.248.9263 Da Y Sheet No. 1014-) 23 (�1PL►- a_iwt rte, 1_0412)y - 1St- 11/2<1.1- C1RPJl = [LSP'S (-4-,5 T. Iii W0-1.4. (+ i-1 ( - o �� 5 I (f 4 2-,5Z)'- C4.$ /,'Cth't c.M b • !4-5S a.r( `'IV s 0.r _ i 1,(O% pen,. = 0,444"L O s„ O (4 - 23.4 P5FX I1�1� 1 = t 81- PL-F I'�'�$ x(.0 rC s/1 o L % S1 tJx=3t5 ( S tX= t- &'q t -E t W►k1-e_ t-1 rF. e * v its i-1 $x Cow%`K. * P4-1 FtSSIO cP Y.4 ��Nt3S P = 2 ,"4-3‘4 ,1_, + 2.52 �` ( �, 1.5u o rfs FAx_e_ of tab, Lir-p4J 111 gL. 41,,C52_ 4-1 USE 1- 55(ok 3 > kci Stt-c u/- 741 Steel Beam File=g:VAc 12012120120263 1CALCUL-11STANTH-4.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Hall Header(15'Span w/(2)joists)(in-plane) CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 D(1.88) S(2.52) D(0.113) D(1.88) S(2.52) • • • • • v Span = 15.0ft HSS8x6x5/16 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.1130 k/ft, Tributary Width=1.0 ft,(Wall Dead Load' Point Load: D=1.880, S=2.520 k na,3.750 ft,(Joist Reaction' Point Load: D=1.880, S=2.520 k no,11.250 ft,(Joist Reaction' DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio 0.416: 1 Maximum Shear Stress Ratio= 0.077 : 1 Section used for this span HSS8x6x5/16 Section used for this span HSS8x6x5/16 Ma :Applied 19.678 k-ft Va :Applied 5.248 k Mn/Omega :Allowable 47.285 k-ft Vn/Omega :Allowable 68.552 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.214 in Ratio= 840 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.440 in Ratio= 409 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'•Defl Location in Span Load Combination Max.'+•Defl Location in Span D+S 1 0.4397 7.575 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.248 5.248 D Only 2.728 2.728 S Only 2.520 2.520 D+S 5.248 5.248 501 t,&i-25 Steel Column File=g:IAcad2012120120263ICALCUL-1\STANTH-4.EC6 ENERCALC,INC.1983-2012,Build:6.1212.7,Ver:6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Hall Jamb(15 Span wl(2)joists) Code References Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Steel Section Name: HSS6x3x1/4 Overall Column Height 16.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=16.50 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=16.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:229.056 lbs•Dead Load Facto' AXIAL LOADS. . . Jamb Reaction:Axial Load at 11.50 ft,Xecc= 2.500 in,D=2.730,S=2.520 F BENDING LOADS. . . Dist.Wind Load: Lat.Uniform Load creating Mx-x,W=0.0240 klf Jamb OOP Reaction:Lat. Point Load at 11.50 ft creating Mx-x,W= 1.40 F DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5033 . 1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+0.750W+H Top along X-X 0.06629 k Location of max.above base 11.406 ft Bottom along X-X 0.06629 k At maximum location values are... Top along Y-Y 1.174 k Pa:Axial 4.849 k Bottom along Y-Y 0.6222 k Pn/Omega:Allowable 21.913 k Max:Applied 4.152 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 16.504 k-ft Along Y-Y 0.4555 in at 8.970 ft above base for load combination:W Only Ma-y:Applied -0.6654 k-ft Mn-y/Omega:Allowable 10.123 k-ft Along X-X -0.1244 in at 8.195ft above base for load combination:D+S PASS Maximum Shear Stress Ratio= 0.02875 :1 Load Combination +D+W+H Location of max.above base 16.50 ft At maximum location values are,.. Va:Applied 1.174 k Vn/Omega:Allowable 40.826 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0647 in 8.195 ft 0.000 in 0.000 ft S Only -0.0597 in 8.195 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.456 in 8.970 ft D+S -0.1244 in 8.195 ft 0.000 in 0.000 ft D+W -0.0647 in 8.195 ft 0.456 in 8.970 ft 5N--( -2c� Steel Column File=g:wcad2012i 2012o261CALCUL-11sTANTH-a.EC6 ENERCALC,INC.1983-2012,Build:6.1212.7,Ver.6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Hall Jamb(15 Span wi(2)joists) M-x Loads ,.n $ X*Load 1 agog 3.00in Loads are total entered value.Arrows do not reflect absolute direction. CONSULTING Job &r• A` 1;0 S C{.}u(Lt l•{ E N G I N E E R S orient 4-4t-o►'t eiotsr.tJ 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job N°'20tZOLtv?jev G67 __ P 503.222.4453 503.248.9263 13 Date 2 1 sheet No. L-27 5 } gyp c+z — �- -co" �. kj0Ai C-tt21•V Rq Cts. flv,ioas c�c- ?so ter LA-)t _ = 113 Pt.-f- �q�� Psa -= ).a8 '` (to) A- 4 e � � 1.st, c--fzc-t4 L.G- LPQ ZPct_ _ ( - l 0 490(0200- 54 • PRov Da. (n x 3 yr 3/I o 501 tJ Z Steel Beam Fde=9:1Acad20121201202631CALCUL 11STANTH-4.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: 7.5'Span Header with Joist Bearing(North Wall near Bathrooms) CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 D(1.88)S(2.34) D(0.113) + i i + 3 s.s a.. ._ <r:.. Span=7.50 ft HSS6x6x3/16 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.1130 k/ft, Tributary Width=1.0 ft,(Wall DL' Point Load: D=1.880, S=2.340 k an,3.750 fi DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.471 : 1 Maximum Shear Stress Ratio= 0.080 : 1 Section used for this span HSS6x6x3/16 Section used for this span HSS6x6x3/16 Ma:Applied 8.707 k-ft Va:Applied 2.534 k Mn/Omega:Allowable 18.486 k-ft Vn/Omega:Allowable 31.506 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 3.750ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.055 in Ratio= 1,625 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.112 in Ratio= 801 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+-Defl Location in Span D+S 1 0.1124 3.788 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.534 2.534 D Only 1.364 1.364 S Only 1.170 1.170 D+S 2.534 2.534 ClarkWestern Building Systems W( W.2 1111011110111 CW Tech Support: (888) 437-3244 5 clarkwestern.com 2007 North American Specification ASD DATE: 3/5/2013 St. Anthony's - Sill Track at Low Roof Window Openings SECTION DESIGNATION: 600T200-54 [50] Single Section Dimensions: Web Height = 6.198 in Top Flange = 2.000 in Bottom Flange = 2.000 in Inside Corner Radius = 0.0849 in Design Thickness = 0.0566 in Steel Properties: Fy = 50.000 ksi Fu = 65.000 ksi Fya = 50.000 ksi ALLOWABLE UNIFORM LOADS INPUT PARAMETERS Deflection Limit: L/240 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Member Configuration: SINGLE MEMBER End Bearing Length for Web Crippling = 1 in Flexural Bracing: NONE Include Torsion? No TOTAL ALLOWABLE UNIFORM LOADS (lb/ft) SPAN LENGTH (ft) 6.00 7.00 7.50 Without Web Stiffeners 147.8 126.7 118.2 With Web Stiffeners 281.0 166.5 129.9 CONSULTING Job r �r►1cN`I's G�1u�.c.lr4 V LM. KENGINEERS c ,t Job No.?Oa-en-LAS By Cl„ik 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Z_ i3 Sheet No. 41')� Date P 503.222.4453 503.248.9263 (iki ,.L. -'L D e5tc07-3 (Ait, .S 1-f- t. - I- LE," t`'t P) 1..1c7TE. (/lam lAte,va rlkN VA-W4.e-S 61.01=6 ,-)( T4-IS I5 -APE "i' CARP v vTq TA-fa TYPlcAr, OP f' ("9 ISP�jF (to t - Igo PLF N-afk �. viDE SOvSZc��-'f3 1�'> c� knet-44t ) NA-- 0= 23.■4 PSr (I to f-A _ toe, Pg-Exprza isp,Kr PILE ($?I\ - eeo * w= z3 .a4- PsFCI ') - 2-3,4A4- 51 _ 3.3q k.-k. p � 7p,rt 3 Aktws : C2) (oov.s2.et, -54 ?oKec> SPHb 1Q P.ck�� C2> (DOC�T i "�'�S t3D,te1- �Nc. 0-'1\ ClarkWestern Building Systems 1111101411111 CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 3/5/2013 St.Anthony's Type '1' Header Studs SECTION DESIGNATION: 8005200-43 [33] (2) Boxed Input Properties: Web Height= 8.000 in Design Thickness = 0.0451 in Top Flange = 2.000 in Inside Corner Radius = 0.0712 in Bottom Flange = 2.000 in Yield Point, Fy= 33.0 ksi Stiffening Lip = 0.625 in Fy With Cold-Work, Fya = 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data -Simple Span Header/Beam Span 8.50 ft ✓ Deflection Limit L/360 Dead Load = 150.0 Ib/ft✓ DL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 3.242 inA4 J (Box) = 7.496 inA4 Lu = 1322.4 in Mmax = 1355 Ft-Lb <= Ma =4257 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.056 in Deflection Ratio= L/1811 Check Shear Vmax= 638 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2102 lb >= Vmax Check Web Crippling Rmax = 638 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra = 563 lb < Rmax, STIFFENERS REQUIRED -1Z ClarkWestern Building Systems 114 11111 1111 CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 3/5/2013 St.Anthony's Type '1' Header Tracks SECTION DESIGNATION: 600T150-54[50] (2) Boxed Input Properties: Web Height= 6.198 in Design Thickness = 0.0566 in Top Flange = 1.500 in Inside Corner Radius = 0.0849 in Bottom Flange= 1.500 in Yield Point, Fy = 50.0 ksi Fy With Cold-Work, Fya = 50.0 ksi Header/Beam Solver Design Data -Simple Span Header/Beam Span 8.50 ft - Deflection Limit U360' Dead Load = .0 lb/ft DL Multiplied by 1.00 for Strength Checks Wind Load = 188.0 lb/ft - WL Multiplied by 1.00 for Strength Checks WL Multiplied by 1.00 for Deflection Checks Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 1.722 in^4 J (Box) =4.072 in^4 Lu = 737.5 in Mmax= 1698 Ft-Lb <= Ma = 3040 Ft-Lb z Check Deflection Deflection Limit: U360 Maximum Deflection = 0.155 in Deflection Ratio = U656 Check Shear Vmax= 799 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 5457 lb >= Vmax Check Web Crippling Rmax = 799 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra = 1029 lb >= Rmax, stiffeners not required ` I I ClarkWestern Building Systems 4_, -.13 3 IIIIII111111 CW Tech Support: (888)437-3244 f clarkwestern.com 2007 North American Specification ASD DATE: 315/2013 St.Anthony's Type '1' Jamb Studs SECTION DESIGNATION: 6005200-54 [50] (2) Boxed Input Properties: Web Height= 6.000 in Design Thickness= 0.0566 in Top Flange = 2.000 in Inside Corner Radius = 0.0849 in Bottom Flange = 2.000 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.625 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data -Simple Span Header/Beam Span 16.00 ft Deflection Limit L/240 Dead Load = .0 lb/ft f DL Multiplied by 1.00 for Strength Checks Wind Load = 105.0 lb/ft WL Multiplied by 1.00 for Strength Checks WL Multiplied by 1.00 for Deflection Checks Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 3.150 inA4 J (Box) = 6.289 inA4 Lu = 944.0 in Mmax= 3360 Ft-Lb <= Ma = 5066 Ft-Lb '' Check Deflection Deflection Limit: L/240 Maximum Deflection = 0.791 in ✓ Deflection Ratio = L/243 Check Shear Vmax = 840 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 5646 lb >= Vmax Check Web Crippling Rmax = 840 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.50 in Ra = 1358 lb >= Rmax, stiffeners not required Job CONSULTING '�, `MN (S Ck1N Ct�vRC'j V L M K E N G I N E E R S client k►AtCl14M MoSty,i Job No. 2at2O2(i'� By �5 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 © Date Z'l3 Sheet No. w AUcv,ok2tuM = C 224 (5f( 2% ( 2 ) z,2004 tL% sINtPsoki scls 13,'(p tnw( CLLP ( uOE (LAO ) 0� C64UAL ( Z Sc,12.a Js t(PGa) 3k ( cocci 4 M (ZGA) ; L.. uki Z1 ?L.f 4'- sew► 4'5N1 = (Ill/5 5&(o 41 -1 L A Gc.0 1 ( s = 1. DID t.I �) M'I■1 44. + 00..0 7' s 6t o Ok (.0.'561W 26112, ( 7.f5)yv 20(004-I S(z 1. 14 L 4 x 3j k LoN't ( S ' ( Ci0 t--,3) Cor��l 23 0.5' • 21.00t4 L4 '74(0" J Lo - 3: - 0041 o(C. Opq ANc1-k-d(lk6Z (2) 4 12- 14 5.0. Sc i2‘w5 7°15 . 1` (4) 0. (44.7.4 StnitpsoN.1 'r7 7 (7r2 4 ( 4' y ��' 5IMPsor T11,r-1•1 l- Y SC(411. 5 St o' Lkialkio (v viM.0 SiGti, i" F- 5i0t.) 12(c,oit • Job ob S( A^tt Nys ((kirti E N G I N E E R S oieni Nt iVtots A7-t 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 `'°b n'° 2.0110Z4158jS P 503.222.4453 503.248.9263 © ° 2"(3 Sheet No. i^-) l,JNA- RANtt,.4(, - Cot -e 5 a6-6 - C4711 t 0 4(64-k WORSE ChSZ - t-(SS ('os(5 A'( LA c' FoeF Pg,cc l.S� ( s�M. Al Low leF 10G' j -.tb kuDt'toZt.vtii 15 D tAIG t �� l USA. (2) Sim it r3' 3t-t()/6s suP C1.-(P5 (O E-A- 5t(, of rocl ) t,Ut4t.4 (5) 12- t4 s.o. st-{wu,LoQ2. scRe-Os To ecT AND (4) 412- (4 SO 5a-4—WS O. w tEt-v Ld Air•-16ua aL11H 2( 8615 ) t/R011 = l 8t` 01 (3ufti- u P CP'5 t,te. • -r'{e• tuc t 1•4 x 2 ' Os of Post C xP -t('1 2 Col o ) - t22,9 1 t.z o(,L 1,00250 CASE - [455 (Zoo( P (. c-2V c,n 'ne c. -(o f7 we-Lo -to MLA 06c 2 °au_ uh a c' fp otsi kid/ /" ,t- E,u(c-t- UP V " O.814 Cp<Sl✓ i P (A, ,L 1v pct. 5( MPSu►. Cat(' (d) 0 t2 (12hc24) ChSe z- r'CLQ. - ¢I o (,.1 AntcL. to eos1 pgL L tZ 1Z a,•Im S ovEZ 2 4 51( CONSULTING Job ` /�tTt�°''iy�s L'r°4'-1. LAk t.+l E N G I N E E R S chenc ter+ Mc 5AND 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 job No' Z1)12402(03 By P 503.222.4453 503.248.9263 Q ° Z" sneecnio. 1"-) u) Ofai,.16 1F-1. (E) Cict-t: WALL � �.t �o- o~ $ vim• (kJ (15F 5') = 175 rtf R - P1 P3 / • 17 (1oI ) t, = 210 "' i � Sao 1Z SLtgo<<Z) u(3(0,°00) 1,21 c►.►3 Lico©u = 10 Ct ) 0, 2O tN °'- - ' 0,20 - 5015 )( 10' )41728 X84(2°1 to c-) 1 - 1 Co 8 w 4 ,Orton." L5 > . � 2.n•� 7.4 1--(0 4 x Pico 2 7 l( 4i (1-L-v) cut Sur( b'47 LEI - el 51u0S 1`� �(~ �; 1 t C 15bu fr o 255 )(.-1') gC2(X 14)Oct- 454 N ( � veJa12-.) CZ 121E Ao_ , 1. 5(12"%tb, - 1 o. co Kt' l8la 5t, , c w62-)/100 z4. as ., Of. I2 .4 10 ucy 1.1uc (A = 3z.41 CONSULTING Job (' 1''t'`1`F�ys erc( ielkuiC ENGINEERS client kwu4zD"1 kb`SIV•I job 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 nb•201ZJ2�.3BV GtS P 503.222.4453 503.248.9263 ° 2"l� sr,�try°• ��-( gcIt\l^-►r•JG UAL-I- QCSt&•1 - ,I -tG.J roil C4iltLV4:4_ COMM,cal t7Ue.o. C0 Car .5-f U L-{I O►4 - LO o CtikSc 1-0(7 of Sid', ot•lCe (le° to 5 , u tA.._ ' 6UPIAC k �s( �5 • 1 , . / t cam— W 5 (c1,0-6 ) F -%ku 6fikfx, ' ' sA2S ( FootoG toe (mss) O . klkt-lLuittq Z • ' D g1�diR ((-od(i..!G Let.16c'f UO'J( „ �i1 L�) N 3 4 /c1-1 Oat t 4 3" C� . o� (Nilo (`�C • N x t (9 ) Mioc i 1 - -lAJ • P 'a' ' kits .._`- 'FS` (WS 'C l3Aflf • ' d �s 4 co" 3'- 3' 'L'- a' l2 v * z{ @ ((p"o.c• ' 4 e l2 e.c. ►.loNiC. ( 414 5"- o" 3`- o` (2' 4 4 a ta;a.c• 'A s 4 0 (c.,"n.c. j3� 4 -f�P — _ [Z) g 4 0,1" !o IV o" 4'- 0" � N 4 e (2"a c. t 4 e lCo'o•t (4) 6-4 '(vf 6 . 3 - 3 . Z'- c.• 14' 4 5 e le`at. 15 e (5 0•c. Nlo•-iE. (3) '• 4 5'• O" 3¶ a" l4' `r 5 c Lida( # 4 e [L,"o C. ('7) " -uP (2-1 '4 &(M. t`t((g5 = I. F-04./toc. kto-t *xci4(ti-L. o%z 1o( P Sl-1OW 0 1 L& 12'4(1._io 12L---(Ar>,s r,JG 1..J1kix z. Pc( '5 1P&4 ouJ r viii\ 6 (.oL1D t1u7�15. FeUiL(1,. N(LACCi U. NEP- `CAS "to t3U(lorvi of 5L-AE3 ►■t)l-b'Q cr,cu(t.S 3 . 5CL Civ1 iNk L, Sp∎et‘-+CIAvh .4, G,.LA.z l de-- tfy AOoc 1 oNi '--(5 St.Anthony's Catholic Church Title St.Anthony's-6"Stem at 3'-3" Page: Rai- 1 Perimeter Retaining Walls Job# : 20120263 Dsgnr: CGS Date: 26 FEB 2013 Description.... Perimeter Retaining Wall-Worse Case(6") This Wall in File:g.\acad2012120120263\calculations\retaining■ RetainPro 10 (c)1987-2011, Build 10.12.7.26 License:KW-06056924 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:VLMK CONSULTING ENGINEERS `Criteria ' Soil Data „ ,, Retained Height = 3.25 ft Allow Soil Bearing = 2,500.0 psf emu''" Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 100.00 pcf r'" FootingljSoil Friction = 0.350 > '---- Soil height to ignore for passive pressure = 12.00 in _Surcharge Loads 1 Lateral Load Applied to Stem ' Adjacent Footing Load ' Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing Load Applied to Stem g Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction i Top Stem Stem OK Wall Stability Ratios Design Height Above Ftf ft= 0.00 Overturning = 1.81 OK Wall Material Above"Ht" = Concrete Sliding = 1.82 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 924 lbs Rebar Spacing = 16.00 ...resultant ecc. = 5.81 in Rebar Placed at = Center Design Data - -- Soil Pressure @ Toe = 1,194 psf OK fb/FB+fa/Fa = 0.239 Soil Pressure @Heel = 0 psf OK Total Force @ Section lbs= 378.5 Allowable = 2,500 psf Moment....Actual ft-#= 454.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,433 psf Moment Allowable = 1,905.5 ACI Factored @ Heel = 0 psf Shear Actual psi= 10.5 Footing Shear @ Toe = 0.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Hee = 4.2 psi OK Wall Weight = 75.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 18.72 Lateral Sliding Force = 383.7 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 375.0 lbs HOOK EMBED INTO FTG in= 8.40 less 100%Friction Force = - 323.5 lbs Added Force Req'd = 0.0 lbs OK Masonry Data - ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' _ Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500 0 Seismic, E 1.000 Fy psi= 60,000.0 St.Anthony's Catholic Church Title St.Anthony's-6"Stem at 3'-3" Page:Rtii" Perimeter Retaining Walls Job# : 20120263 Dsgnr: CGS Date: 26 FEB 2013 Description.... Perimeter Retaining Wall-Worse Case(6") This Wall in File:g:\acad2012120120263\calculations\retaining■ RetainPro 10 (c)1987.2011, Build 10.12.7.26 License:KW-06056924 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:VLMK CONSULTING ENGINEERS Footing Dimensions & Strengths ' I[ Footing Design Results I Toe Width = 0.75 ft Toe Heel Heel Width = 1.25 Factored Pressure = 1,433 0 psf Total Footing Width = 2.00 Mu' : Upward = 338 4 ft-# Footing Thickness = 12.00 in Mu'. Downward = 88 194 ft-# Mu: Design = 250 -190 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.43 4.17 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #4 @ 16.00 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S'Fr Heel: Not req'd,Mu <S"Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Hee = 268.1 1.63 435.7 Surcharge over Heel = 67.6 2.13 143.7 Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = 37.5 1.63 60.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = Soil Over Toe = 75.0 0.38 28.1 Surcharge Over Toe = Total 383.7 O.T.M. 591.5 Stem Weight(s) = 243.8 1.00 243.8 Earth @ Stem Transitions= = = Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.81 Key Weight = 2.00 Vert. component of active S.P. used for Overturning Resistance. Total= 924.4 lbs R.M.= 1,068.5 "Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 6.in Cony w/;0q @ 16.ino% :�s %s; 3:3* 3:3. 2" #4 @16.in ''•• --j #4 @16.1n @Toe • @ Mee/ . Designer sect 0 hori2.rein)! 9" see appendix a 1:3. St-t-1 (ZW-5 50.psf ■ mi pp.' Pp=375.# 383.71# 1194.1 psf St.Anthony's Catholic Church Title : St.Anthony's-6"Stem at 5'-0" Page:R1,6- (a Perimeter Retaining Walls Job# • 20120263 Dsgnr: CGS Date: 27 FEB 2013 Description.... Perimeter Retaining Wall-Worse Case(6") This Wall in File: G:\Acad20121 20120263\Calculations\Retainin RetainPro 10 (c)1987.2011, Build 10.12.7.26 License:KW-06056924 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:VLMK CONSULTING ENGINEERS Criteria I Soil Data I ,T:y 4W, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = r Height of Soil over Toe = 13.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 100.00 pcf Friction = 0.350 €, Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem ' 'Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing e Line Load Axial Load Applied to Stem ` 9 YP by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary A Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftp ft= 0.00 Overturning = 2.14 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,956 lbs Rebar Spacing = 16.00 ...resultant ecc. = 7.17 in Rebar Placed at = Center Design Data -- Soil Pressure @ Toe = 1,445 psf OK fb/FB+fa/Fa = 0.779 Soil Pressure©Heel = 0 psf OK Total Force©Section lbs= 827.3 Allowable = 2,500 psf Soil Pressure Less Than Allowable Moment....Actual ft#= 1,484.8 ACI Factored @ Toe = 1,734 psf Moment Allowable = 1,905.5 ACI Factored @ Heel = 0 psf Shear Actual psi= 23.0 Footing Shear @ Toe = 0.6 psi OK Shear Allowable psi= 75.0 Footing Shear©Hee = 8.2 psi OK Wall Weight = 75.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE n= 18.72 Lateral Sliding Force = 725.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 417.5 lbs HOOK EMBED INTO FTG in= 8.40 less 100%Friction Force = - 684.7 lbs Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' _ Load Factors -_--- Short Term Factor = Building Code IBC 2009,ACI Equiv. Solid Thick. = Dead Load 1 200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind,W 1 600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 St.Anthony's Catholic Church Title St.Anthony's-6"Stem at 5'-0" Page: PLO'7 Perimeter Retaining Walls Job# • 20120263 Dsgnr: CGS Date: 27 FEB 2013 Description.... Perimeter Retaining Wall-Worse Case(6") This Wall in File:G:1 Acad20121201202631Calculations\Retainin RetainPro 10 (c)1987-2011, Build 10.12.7.26 License:KW-06056924 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:VLMK CONSULTING ENGINEERS Footing Dimensions & Strengths , Footing Design Results I Toe Width = 0.75 ft Toe Heel Heel Width = 2.25 Factored Pressure = 1,734 0 psf Total Footing Width = 3.00 Mu' : Upward = 443 330 ft-# Footing Thickness = 12.00 in Mu' : Downward = 91 1,409 ft-# Mu. Design = 352 -1,078 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.55 8.16 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #4 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S'Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments t OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Hee, = 962.5 2.13 2,045.3 Surcharge over Heel = 95.5 3.00 286.4 Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = 87.5 2.13 185.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = = Soil Over Toe = 81.3 0.38 30.5 Surcharge Over Toe = Total 725.5 O.T.M. 1,546.4 Stem Weight(s) = 375.0 1.00 375.0 Earth @ Stem Transitions= = = Footing Weight = 450.0 1.50 675.0 Resisting/Overturning Ratio = 2.14 Key Weight = 2.00 Vert.component of active S.P. used for Overturning Resistance. = Total= 1,956.3 lbs R.M.= 3,311.7 •Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: SKI (2uJ-8 6.inConcwl#4@ 16.ino/c 5'-0" 5'-0" 1._1..i 2" V T V IN • 1.-0" #4 @16.in©Toe I A #4 @16.in©Heel Designer select M all horiz.reinf.f►'• See Appendix A 3'-0" • • sH1 gai 50.psf • • 1 •• I Pp=417.53# 725.45# 1445.2psf St.Anthony's Catholic Church Title : St.Anthony's-8"Stem at 5'-0" Page: �UJ (o Perimeter Retaining Walls Job# : 20120263 Dsgnr: CGS Date: 27 FEB 2013 Description.... Perimeter Retaining Wall-Worse Case(6") This Wall in File: G:\Acad20121201202631Calculations\Retainin' RetainPro 10 (c)1987-2011, Build 10.12.7.26 License:KW-06056924 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:VLMK CONSULTING ENGINEERS Criteria ' Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00. 1 = Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 100.00 pcf �.•., :,.: FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stern ' Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#111 Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0,00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load Pp I by a factor of Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in ' Design Summary 1 Stem Construction 4 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.07 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 2,050 lbs Rebar Spacing = 16.00 ...resultant ecc. = 7.55 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,570 psf OK fb/FB+fa/Fa = 0.381 Soil Pressure©Heel = 0 psf OK Total Force @ Section lbs= 827.3 Allowable = 2,500 psf Moment....Actual ft-#= 1,484.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,884 psf Moment Allowable = 3,898.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 17.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Hee = 7.2 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.40 LAP SPLICE IF BELOW in= Lateral Sliding Force = 763.6 lbs HOOK EMBED INTO FTG in= 10.50 less 100%Passive Force= - 461.8 lbs less 100%Friction Force = - 717.5 lbs Added Force Req'd = 0.0 lbs OK Masonry Data - . for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Dead Load 1.200 Equiv. Solid Thick. = Live Load 1 600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 St.Anthony's Catholic Church Title : St.Anthony's-8"Stem at 5'-0" Page: 60-11 Perimeter Retaining Walls Job# • 20120263 Dsgnr: CGS Date: 27 FEB r 2013 Description.. . Perimeter Retaining Wall-Worse Case(6") This Wall in File: G:\Acad2012\20120263\Calculations\Retainin• RetainPro 10 (c)1987-2011, Build 10.12.7.26 License:KW-06056924 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:VLMK CONSULTING ENGINEERS Footing Dimensions &Strengths 1 ' Footing Design Results 1 Toe Width = 0.75 ft Toe Heel Heel Width = 2.25 Factored Pressure = 1,884 0 psf Total Footing Width = 3.00 Mu': Upward = 479 205 ft-# Footing Thickness = 14.00 in Mu':Downward = 96 1,191 ft-# Mu: Design = 383 -986 ft--# Key Width = 0.00 in Actual 1-Way Shear = 0.00 7.17 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #4 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm= 3 00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S'Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 665.5 2.06 1,367.9 Soil Over Heel = 870.8 2.21 1,923.1 Surcharge over Heel = 98.1 3.08 302.5 Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = 79.2 2.21 174.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = = Soil Over Toe = 75.0 0.38 28.1 Surcharge Over Toe = Total 763.6 O.T.M. 1,670.4 Stem Weight(s) = 500.0 1.08 541.7 Earth @ Stem Transitions= _ = Footing Weighl = 525.0 .1.50 787.5 Resisting/Overturning Ratio = 2.07 Key Weight = 2.00 Vert.component of active S.P. used for Overturning Resistance. = Total= 2,050.0 lbs R.M.= 3,455.2 •Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 501 (21A- l2 8.in Conc w/#5 @ 16.in o/c 5'-0" 5'-0" 1'-0"A 2.. �- V • 1.-2" 3.. . ...-. 4 -_L #4@16.in @ Toe • #4 @16.in©Heel Designer select 9.. 2'-3.. all horiz.reinf. ►{ See Appendix A 3'-0" Puy 13 �•Psf PP'461.81# 763.5 1569.8Psf St.Anthony's Catholic Church Title ; St.Anthony's-6"Stem at 6'-0 Page:N^''-t41 Perimeter Retaining Walls Job# : 20120263 Dsgnr: CGS Date: 26 FEB 2013 Description. .. Perimeter Retaining Wall-Worse Case(6") This Wall in File:g.\acad2012\201202631calculations\retaining■ RetainPro 10 (c)1987-2011, Build 10.12.7.26 License:KW-06056924 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:VLMK CONSULTING ENGINEERS ' Criteria ' !Soil Data I I - Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf v Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 100.00 pcf FootingliSoil Friction = 0.350 =�'.. Soil height to ignore ti.r :. for passive pressure = 12.00 in Surcharge Loads -1 r Lateral Load Applied to Stern I Adjacent Footing Load 1 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft r Axial Load Applied to Stem 1 has been increased by a factor of 1.00 Footing Type Line Load Dead Load = 0.0 lbs Base Above/Below Soil = Axial Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary a Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ft( ft= 0.00 Overturning = 2.85 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 Ratio a 1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,078 lbs Rebar Spacing = 12.00 ...resultant ecc. = 6.79 in Rebar Placed at = Center Soil Pressure @ Toe = 1,423 psf OK Design Data fb/FB Soil Pressure @ Heel = 116 psf OK Total +fa/Fa 60.7 2,500 psf Total Force @ Section Ibs= 1,160.7 Allowable = MomentActual ft-#= 2,474.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,707 psf Moment Allowable = 2,487.6 ACI Factored @ Heel = 139 psf Shear Actual psi= 32.2 Footing Shear @ Toe = 0.5 psi OK Shear Allowable psi= 75.0 Footing Shear @ Hee = 9.0 psi OK Wall Weight = 75.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 18.72 LAP SPLICE IF BELOW in= Lateral Sliding Force = 968.9 lbs HOOK EMBED INTO FTG in= 8.40 less 100%Passive Force= - 375.0 lbs less 100%Friction Force = - 1,077.1 lbs Added Force Req'd = 0.0 lbs OK Masonry Data - ....for 1.5: 1 Stability = 1.2 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Building Code IBC 2009.ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD W Concrete Data nd,W 1.600 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 St.Anthony's Catholic Church Title : St.Anthony's-6"Stem at 6'-0 Page:?Lid'IC7 Perimeter Retaining Walls Job# : 20120263 Dsgnr: CGS Date: 26 FEB 2013 Description.... Perimeter Retaining Wall-Worse Case(6") This Wall in File: g.\acad2012\20120263\calculations\retaining 1 RetainPro 10 (c)1987-2011, Build 10.12.7.26 License:KW-06056924 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:VLMK CONSULTING ENGINEERS Footing Dimensions & Strengths , Footing Design Results I Toe Width = 0.75 ft Toe Heel Heel Width = 3.25 Factored Pressure = 1,707 139 psf Total Footing Width = 4.00 Mu' : Upward = 453 1,885 ft-# Footing Thickness = 12.00 in Mu'. Downward = 88 3,978 ft-# Mu: Design = 365 -2,093 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.55 9.02 psi • Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #4 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu <S'Fr Heel: Not req'd,Mu< S'Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Hee = 1,815.0 2.63 4,764.4 Surcharge over Heel = 111.4 3.50 389.8 Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = 137.5 2.63 360.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 75.0 0.38 28.1 Surcharge Over Toe = Total 968.9 O.T.M. 2,390.6 Stem Weight(s) = 450.0 1.00 450.0 Earth @ Stem Transitions= = = ' Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 2.85 Key Weight = 2.00 Vert. component of active S.P. used for Overturning Resistance. = Total= 3,077.5 lbs R.M.= 6,803.4 'Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: S�kt puv-(c, 6.in Conc w/#4 @ 12.in oft ";""' • • • 6'-0" 6'-0" • • 1'-0„ 2" • r — 3"____V_ #4 @12.in @ Toe �— Heel Designer select all horiz. reinf.'fw 3'-3" See Appendix A 4'-0" • ► 501 FLO,t1 50.psf • Pp=375.# 968.86# 116.06psf 1422.7psf VLMKCONSULTING Jab Si. 4-110ak1`('5 Ckitd. C e.CCI ENGINEERS Client {�'�`t tiMa5r1N. Job No. 0IZsLL35 By WS 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 © Date 2' (2j Sheet No. -fOU.KtOkllo•.) 5 l ktOtJ. SOIL 8g'6) 2(7(90 fkF &LAc'to (UM COL-'s SO 17(& K / 9*-1 c7,- b. X 169" w (5) S w '` i S ti\Ge COLS 8c,is �' FEEL tSK yL ' 42.6 F'f % - o' X to., LJ/ ( (ol 41S 4'' -(61'64 4-14.. ca;s : 244 ~ 2901 . l F( ' f 4'- o` ), d= o 2" IA) / (4) 44 ok A`( (4-(Ad S7mk 5(0E/r vi 6E:1(25 s('( o 4 eau l.. F-(G CONSULTING Job ST. tkAlt-ki ,11(9 C((i . etkviccrl E N G I N E E R S Client Z-0(204;/ K1Z l M.°'50t-N1 No. By o6 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 2_ l3 Sheet No �� 2 P 503.222.4453 503.248.9263 11 Date punk 0..13lG.y r 30K 5e4- t `( 44‘ o * �j - C ' 121 w1 (41 "4 64, PGA = tit - (.(v. a"` _ 4i4 —4 N 412'4 2 �sr-))'t . 4- - t2• ki/ Cc-) 44 EP. UJOS 1 K. FQ- PC011LoIb& E-OUtJDIk1W -' Ck Cc , 5c 1- 2•��1��nl��G Lk) 9E6 lGf•i I?)- t -ai-t2u , i - 11) - u- iq--fan, p4 t..AQG(t, L euE(S k r 5 CONSULTING Job St AK'1I-6-14'S CA14 . CIu4 E N G I N E E R S Client At.ltC/ano alai ,.► 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No 2-61Z0 e4.0`l By 5 P 503.222.4453 503.248.9263 Date I - Sheet No. L.-- tikIW-AL b'tS(6k1 - • etSlvt►c e-Q0(V/xt,c..Ni AL f ocpu2 G C, ►k) Soy g/:) �72 g _ � s ( ? IA? SFIDR WALL) 0. 27/49 1,t) (U50) _ �.Zs ( orzv F ) c ��""` = I. z5 ( Oa. CASt 13:1 ) --, O. WO IAJ (A50) 5EE row-0W t,..16 flAkks �}►�, f 'U I t.otr.16 ujEI61-I-t (5E(Skit►c) 17L = 18 QSF (0 r (M1 R(og 6As-( - tt16s1 nrz,-G-(co,.t Lusk ( (& )( 't ) + ( (4/LXZ• k) * (101mt, )[ l(o/Z) - t(-50 FLF Lk) (Isgf )(-1$6,' (tc, tLit K z e-,1/4) t (Lc }( uP'4,)(2,-.,,) - 2v30 Q' Lo, = (tb x 2.‘,2•) + ( tc-, X t`°>Z1( 2 c.-A) k&QR1t4 - soujo DI -(to.t LJ, - ((8 X -1(0") 1 «5 )( (u/z)(2a,) + ( io)( ►% ) = t(5u Lc LJ Z - ( ,i) K ((5)( ,% )(l ekl 4 ((o ,c (1°%z)(20.) 15n() UJ� ( lv X ss ) * (l5 X (c../2)(2 6a) y ((0)( Ic"i) 710 PL1 �¢ ( t51- 56) + ((6)(t`%)(2 etk ) 1285 1 Lf 1 ', 1 (t E.A.). 1--) B O O E Q Y ' 0 ill,I '1 1i i � K COI t'4 1 4" 1 10.�4K ( 3 }— — —I —; i_,. 2o'•p 2s'-D• 15'•0• i- ar•s• zr-s• \✓ as o• 49.7!, 1 , .;_`:. 4/ 0 it3_.(0 't III 0 T`I' ..0 Niir 5-4, ‘t ,� 1 ' 10\ - Y 6 xrz, ;,, J -, J T l r s ` _ s n, 4 O I--- ---'---'—�--;-;-----1\ \,---i_.--------� ---_ ---- - ---F� t\ xvcv,- _„ssrl�IS,n tJ ® t- _ -, 1 , , .twat CONCRETE A t 3 �; .c ; A C. i104C5fi 1.�1G I 1 r—C -1 __ , , 1 ' i I p 0 Ts- r„+ 7 _ 1 )7/".. i Y'n--- 9 i i � AIM m o I I I t l ® Y Y i ■"gyp - t '"° I I N 0 N - C. id , f ---°----- ___ I— -- ---1 1i Csi lb' (Awl 1 I M555x5xtr ��._. .. _ ___._.-..__.,_._...._.._._..i_._ -, r 1 { N t 9 'I — 25-0 1_ 5 sr�ssx .. 5. .... _... N (0 I I v 44 Wesf Lu Ii.)6 - l_.,\'( ecv__ L`a's( D I 0 Ni N R Design Maps Summary Report Page 1 of 1 rt u s GS Design Maps Summary Report User-Specified Input (-(1-f L- 3 Report Title St. Anthony's Church l Mon January 21, 2013 23:55:07 UTC Building Code Reference Document ASCE 7-10 Standard (which makes use of 2008 USGS hazard data) Site Coordinates 45.4292°N, 122.7781°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Magnolia < krona , , A�. Ifi: Estates A (�,. Beaverton-- tit • t,- .. .,,. ., ry r a c 1 . . Garden Home a. idspx. r , g n 12,' le..r:'4 , t,� ' -Raleigh Hills a ,--4".... Y ex,? a Sexton=,.a z Garden L_! 4,g-- : ..' � r'37 " � ` Batt.:t Mountain 6"'` r Horne °b Southwest 561/x. , a �47 _' r••' : Neighbocttoods '' rte, •'' t'•D O^R Cooper Mountain Neighbors `i' liAetzger Incorporated " Miles kie Southgate -Aloha South Southwest Twin Oak s t . ilk Airpark - Fecni � , a r .. e t 7d sw Bull .. ' x Mountain Metzger r !ahem Rd x . kel v-Itra. ti41. ' 'i. x ,UX"' ,"-.4.- ' 7-:'...,-_::..V:,:::::. - Q 0 � « I ~r ' rn t 'r'' ^ ! Sherwood. Tuaf USGS-Provided Output Ss = 0.969 g SMe = 1.078 g S°, = 0.719 g Si = 0.422 g SMi = 0.666 g S°, = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCE„Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.99 0.56 0.77 .� ,, 0.49 0o 0.66 pl - y 0.55 , re 0.40 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.09 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T(sec) Period, T(sec) For PGA,., T,, C,;, and Co, values, please view the detailed reoort• Y Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. http://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.4292&lo... 1/21/2013 VLMKCONSULTING `'°b 5'( �TE�()Lk 5 �A-f1.1' �t��u¢c ENGINEERS Client a 4IAZc)M 4OtSkid Job No. 201ZODUS By 45 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 o Date 2- ►3 Sheet No. L- 4 1-A1ERAL QCstc;ki - SEls��c ulEs"f Jtc k L(ht C LoAoS E- 1,0 VW, c-(iot4 tkh2 tAlis = ( l l 3o ['Lc )( 1`)`7%z.) = ✓t2 = Vis = 0. Z ( 0d) _ 1,1104 klqm - 1i17st ( l I1 o P`f ( Z"2,) = (4.4(0 N V-751 - O. 2 ( (4,4(04 2 ?So{ _ (2830 Pte)( Z z' = 5,2)7 (4 ✓4 = 0. 2 ( 174,3-77441 = 7' 0754 Ki(u W7s2 = ( u2)5P`F)( %L) 17, 771 140 v7S2 D. 2( l7, 7 7(74) = 3 5554 UN] LOFtb l_ - 5.a1. 4 34' 2i0 Pt 7 13,51077/1-1QL cla clkt 2'te)0' teJq,S Y((;6-1. � `15 1, 11011 1.6 j 6 Q`I A to � 5<,5� 23' A (2oe`F A 101A L. ,4001 VL M K CONSULTING P 503.222.4453 Job St. Anthony's E N G I N E E R S F 503.248.9263 Job No. 20120263 3933 SW Kelly Avenue Portland • Oregon 97239-4393 E vIrnk@vImk.com www.vlmk.com Date OZ 13 v3.01 - Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. Wood Shearwall Overturning Analysis - West Wing E/W Direction Based on the 2009 International Building Code ROOF/FL OOR LOAD Design Input p Floor DL = 0.0 psf Roof DL = 15.0 psf ' WT HEIGHT HEIGHT Wall DL = 12.0 psf Tolerance = 200 Ibs Holdown Offset = 6 in (see Note 3) Load Combination = Basic (IBC 1605.3.1) WIDTH Notes: 1. Input Seismic loads as factored ASD values. P P 2. Input Wind loads without 1.3 factor per Alternate Load Combinations. 3. Holdown Offset measured from centerline of holdown to end of wall. 4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted. 5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height. Shearwall Overturning Design - West Wino E/W Direction Wall (W)ind Roof Floor (HD) Uplift Total Height Width Load -or- Trib Trib -or- MOT MRES Above Uplift (ft) (ft) (plf) (S)eis (ft) (ft) (MST) (Ib-ft) (Ib-ft) (Ibs) (Ibs) Holdown Required C^t�=6P'i tY►�� P r~pu�� h-f lcn o.`t ca•.z;;:4 cweit CNh Rmi 'l-re-17 4 Grid '4' 15.5 72.5 210 S 0.0 0.0 LTT 235988 293299 0 -796 Not Req'd Grid 7' 9.0 47.0 SEE FORCE TRANSFER AROUND OPENING CALCULATIONS ATTACHED Grid '9' 15.0 29.5 98 S 0.0 0.0 HD 43365 46994 0 -125 Not Req'd 15.0 29.5 40 S 0.0 0.0 HD 17700 46994 0 -1010 Not Req'd Grid '10' 15.0 22.0 155 S 0.0 0.0 HD 51150 26136 0 1163 S/LTT20 Grid '12' 15.0 30.0 40 S 0.0 0.0 HD 18000 48600 0 -1037 Not Req'd VLMKCONSULTING P 503.222.4453 Job St. Anthony's E N G I N E E R S F 503.248.9263 Job No. 20120263 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com y 9 W www.vlmk.com Date 02-13 v2.00 - Software Copyright 2009 VLMK Consulting Engineers. All Rights Reserved. Sheet No. j- CO Shearwall Design with Two Openings Based on the 2009 International Building Code & 2008 NDS - Section 4.3.5.2 of the SDPWS (Force Transfer Method) Internal Diaphragm Shear Zones and Chord Forces O 4 Xc O 4 XC O 4 v . 287 plf 12.10 7.50 4.00 15.00 8.50 O Inflection x2= 11.07 5.00 250 1 I 328 i I( 250 I [ 328 1 L 250 j x5= 7.226 O .. a I y= 0.714 CD 2.00 550 1 = 550 550 0 --+9.00 250 1 328 250 4 I, 250 1 O „N. 1 I, Internal 4592 4592 Net 1201 1201 Vertical Chord Forces Horizontal Chord Forces 1 2 4 5 7 8 2 3 4 5 6 7 8 B -1248 -393 393 -393 393 1248 A 10499 6869 8039 7041 4671 2121 0 C -1640 0 0 0 0 1640 B -3630 0 -1170 -2370 0 2550 0 D -2347 707 -707 707 -707 2347 D 3630 0 1170 2370 0 -2550 0 E -4592 0 0 0 0 4592 E 3019 6649 5479 6477 8847 11397 13518 External Overturning Analysis Roof Dead Load= 15.0 psf Tributary Roof= 0.0 ft Ratios/ Allowable Sheer Reduction Floor Dead Load= 0.0 psf Tributary Floor= 0.0 ft Table 2305.3.4 (a) Wall Dead Load= 15.0 psf (W)ind or (S)eismic? S H/W Ratio (1-2/B-D)= 0.2 :1 Tension/Compression From Wall Above= 0.0 lbs Reduction Factor= 1.0 (SEISMIC) MOT= 216283 lb-ft MRES= 159726 lb-ft H/W Ratio (4-5/B-D): 0.5 :1 Uplift= 1201 lbs Total Uplift= 1201 lbs Reduction Factor= 1.0 (SEISMIC) —1 1---TrZ U H/W Ratio (7-8/B-D): 0.2 :1 Reduction Factor= 1.0 (SEISMIC) l I I 12 AISI S213-Q7 Table C2.1-3 S�� �' - United States and Mexico ' Nominal Shear Strength(Rn)for Seismic and Other In-Plane Loads for Shear Walls 1,4,7,8 1 (Pounds Per Foot) , Fastener Spacing at Panel Designatl s s Max. Edges2(inches) Thickness Required Assembly Description Aspect of Stud, Sheathing Ratio 4 � C 2 Track and Screw (h/w) 6 3 Blocking Size (mils) 2:13 780 990 - - 33 or 43 8 15/32" Structural 1 zr , 532 7(0 sheathing (4-ply), one side 43 or 54 8 2:1 ,8-96 � 1.7'7 2190 68 10 2:13 700 915 - - 33 8 530- 414 2:13 „ 5 12'35 ,1-545 2060 43 or 54 8 7/16" OSB, one side CD►.45Q24/4WL - U-5h1 C, 2:1 940 1410 1760 2350 54 8 I r7/17Z" CM( Q-Yu l o0D 2:1 1232 1848 2310 3080 68 10 0.018" steel sheet, one side 2:1 390 - - - 33 (min.) 8 0.027" steel sheet, one side 4:1 - 1000 1085 1170 33 (min.) 8 1. Nominal strength shall be multiplied by the resistance factor(4))to determine design strength or divided by the safety factor(S2)to determine allowable strength as set forth in Section C2.1. IL - 2.5 ism«, -n- = 2.0 W«o 2. Screws in the field of the panel shall be installed 12 inches(305 mm)o.c. unless otherwise shown. i 3. Shear wall height to width aspect ratios(h/w)greater than 2:1,but not exceeding 4:1,shall be permitted provided the nominal strength values are multiplied by 2w/h.See Section C2.1. 4. See Section C2.1 for requirements for sheathing applied to both sides of wall. 5. Unless noted as(min.),substitution of a stud or track of a different designation thickness is not permitted. 6. Wall studs and track shall be of ASTM A1003 Structural Grade 33(Grade 230)Type H steel for members with a designation thickness of 33 and 43 mil,and A1003 Structural Grade 50(Grade 340)Type H steel for members with a designation thickness equal to or greater than 54 mils. 7. For wood structural panel sheathed shear walls,tabulated R„values applicable for short-term load duration (seismic loads). For other in-plane lateral loads of normal or permanent load duration as defined by the AF&PA NDS,the values in the table above for wood structural panel sheathed shear walls shall be multiplied by 0.63(normal)or 0.56 (permanent). 8. For SI: 1"=25.4 mm, 1 foot=0.305 m,1 lb=4.45 N 65-tiC Con-11(7oLS =. = 2. 5 CONSULTING Job 51_ Ant'1b1 or.+-'s egt4. C&-(u(Zt, E N G I N E E R S Client INN KfZUO MotSA 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. 2.0(2-02.(" B, 65 P 503.222.4453 503.248.9263 Date Z- 13 sheet No S LAAL 17E5ti - SEts^Aic. I4)C57 Ltr-t LOPc - 644..A1 0 tt1t�G N- S ptp- e-11 04, IAIq = � = 1 (600-f ( zo/L) = l l ,500# �� ki r140 0. 2(tlr7oo4 Z, o4 - uJco - I`700 ( ZSj2) 18, 7oit ✓EsE Vcu, = o. 2 ( t8, -750'0 - 3 , 7504 ikic6 - bd EiA) ` 770 J 47e722) 16, 2910" VCE _ � 0.2 ( 15,2I04) = 3, cocoo# We = KiGu) v (2a5 P`- ( 52.Sjz) = 33,70 1/Gw = D. 2 ( 3,7304) = (o.? Ost • LINE LvAo L 'V s.w. -Tyre q tz A 2,',00 •Lf A ) 'to' too il C 7,4to* thy" 4 to P`F I?.4i' E I o, 4 0° -.- f 40, 1404 - 20' 341-0 -1o1A L 722,1 ( CONSULTING P 503.222.4453 Job St. Anthony's E N G I N E E R S F 503.248.9263 Job No. 20120263 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com W www.vlmk.com Date 02 13 v3.01 - Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. L-9 Wood Shearwall Overturning Analysis - West Wing N/S Direction Based on the 2009 International Building Code ROOF/FLOOR LOAD Design Input p --► =ZZZZZ=ZZZ==ZZZZZZZ --1- Floor DL = 0.0 psf Roof DL = 15.0 psf WALL Wall DL = 12.0 psf WT HEIGHT Tolerance = 200 lbs Holdown Offset = 6 in (see Note 3) Load Combination = Basic (IBC 1605.3.1) lirdiWIDTH ilk Notes: 1. Input Seismic loads as factored ASD values. P °P 2. Input Wind loads without 1.3 factor per Alternate Load Combinations. 3. Holdown Offset measured from centerline of holdown to end of wall. 4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted. 5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height. Shearwall Overturning Design - West Wino N/S Direction Wall (W)ind Roof Floor (HD) Uplift Total Height Width Load -or- Trib Trib -or- MoT MRES Above Uplift (ft) (ft) (plf) (S)eis (ft) (ft) (MST) (lb-ft) (lb-ft) (lbs) (Ibs) Holdown Required Grid 'A' 9.0 25.0 92 S 2.0 0.0 LTT 20700 25875 0 -211 Not Req'd (Strapped) Grid 'B' 15.0 10.0 605 S 3.3 0.0 HD 90750 6863 0. .. 8830 S/HDU9 Grid 'C' 9.7 25.0 SEE FORCE-TRANSFER-AROUND-OPENING CALCULATIONS 9.7 6.0 410 .S it, 1.3 , 0.0 HD 23781 1455 0 4059 S/HDU6 Grid 'E' 15.0 9.8 595 S 0.0 0.0 HD 87019 5133 0 8852 S/HDU9 15.0 7.8 595 S 1.4 0.0 HD 69169 3615 0 9042 S/HDU9 Grid 'H' 15.0 19.8 340 S 0.0 0.0 HD 100725 21063 0 4138 S/HDU6 VLMKE N G I N E E R S F 503.248.9263 Job St. Anthony's Job No. 20120263 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com Date 03/01/13 W www.vlmk.com v3.02 - Software Copyright 2009 VLMK Consulting Engineers. All Rights Reserved. Sheet No. (�- ftShearwall Design with One Opening Based on the 2009 International Building Code & 2008 SDPWS Section 4.3.5.2 (Force Transfer Method) Internal Diaphragm Shear Zones (per Diekmann's approach) © O O x-� v = 190 plf 5.3 13.0 6.0 4 O 1 ► 5.0 i 36 l 324 36 i Inflection x = 6 ft O f v V N I y = 4 ft Y 6.0 408 I . 408 I Vtotal = 4622.7 lbs total shear to wall O v- ! Vmax = 408 plf maximum panel shear 3.5 36 324 36 1 Notes: © 1. All shear loads, chord forces, and uplift A reactions are at nominal 1.0W or 0.7E s Internal . 2755 2755 stress levels. Net 1734 1734 Shearwall Aspect Ratios (SDPWS Section 4.3.4.2) Height Width Ratio Reduction Factor for Seismic Forces Overall Shearwall 14.5 24.33 0.60 1.00 Pier B-D,1-2 6 5.33 1.13 1.00 Pier B-D,4-5 6 6 1.00 1.00 Chord Force Analysis Vertical Chord Forces Horizontal Chord Forces 1 2 4 5 2 3 4 5 B -181 -1440 1440 181 A 4430 2448 217 0 C -1621 0 0 1621 B -1982 0 2231 0 D -2629 1008 -1008 2629 D 1982 0 -2231 0 E -2755 0 0 2755 E 192 2175 4406 4623 External Overturning Analysis Roof Dead Load = 15 psf Tributary Roof = 0 ft SOS = 0.72 short period Floor Dead Load = 0 psf Tributary Floor = 0 ft response factor Wall Dead Load = 12 psf Wind or Seismic? 5 Holdown Offset = 6 in measured from centerline of holdown to end of wall MOT= 67029.2 lb-ft MRES= 25709 lb-ft Uplift= 1734 lbs Uplift Above = 0 lbs Design Uplift= 1734 lbs -- 7 1.,Nu 4 CONSULTING AN'�!r pk1`1 S C�tt•1. G1kuRtX{ ENGINEERS Job Client KxoM Ma Ar Job N. Z0l 20uS By 4S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 L- l P 503.222.4453 503.248.92630 Date (7-, Sheet No. A'(Ep .- 176.516,,4, - u1/4)i,`I tic Lon - t(v, h P5F L0. 1 N = tc,. 5 ('5F ((c4/ ) PLC Ekto z % 611,91:R).,, LIJC44 = 10.9 FSF 0'7 ) = ss ?tf tr,11. w1� EK-s( - L'J t7(R1totQ, sits V4 - (32 P`F c-) ) t(pc'v 4 7,075a / = 1122 YcF( ?2 + ZZS 9) = 5315 15, 5t0.41 ✓gam = ,3� P� C 25 S� , lcol�o� 2 88.0'4 Vcts ` Viz ` ( o. "t) = tocl5* l . (104' V,,o = 1`122 Fa ( 7) %z) = 23to ,555 ' Mv(Z-ILA ' Soull4 I.W.E.c i a4 SC(S VA : 132?LP ( 20/2) t 32v 2 co* V� = 11'2 (`1`74 Z'7Q (a, 6, 014 PL( ( 7Z.%) A47h1 '1,4110" VE 132 ( 10(.54 C1(060 1 10,4(014 02/2 2a ( 2.5 72-) , , c.41 co 340+1 565►itrC. Ca■t11?OLs t^t 1E2M 3 CONSULTING P 503.222.4453 Job St. Anthony's Church E N G I N E E R S F 503.248.9263 Job No. 2v�2c�2(.3 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com W www.vlmk.com Date v2.00 - Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. L- (Z. Wind Loads - Main Wind-Force Resisting Systems Based on the 2009 International Building Code and ASCE 7-05, 6.4 (Method 1 - Simplified Procedure) B Exposure Category [Section 6.5.6.3] Kzt = 1.00 Topographic Factor [Figure 6-4] I = 1.15 Importance Factor [Table 6-1] Roof Slope = 0 to 5 Degrees V = 95 mph Basic Wind Speed 3-Second Gust [Figure 6-1] Per ASCE 7-05, 6.4.2.1 and Figure 6-2 Horizontal Loads Height Adjustment End Zones Interior Zones (ft) A (psf) (psf) Wall (A) Roof(B) Wall (C) _ Roof(D) 15 1.00 16.5 -8.6 10.9 -5.1 20 1.00 16.5 -8.6 10.9 -5.1 5.1 25 1.00 16.5 -8.6 10.9 -5.1 30 1.00 16.5 -8.6 10.9 -5.1 5.1 35 1.05 , 17.3 -9.0 11.5 -5.4 40 1.09 18.0 -9.3 11.9 -5.6 45 1.12 18.5 -9.6 12.2 -5.7 50 1.16 19.1 -9.9 12.7 -5.9 55 1.19 19.6 -10.2 13.0 -6.1 60 1.22 20.1 -10.5 13.3 -6.2 Vertical Loads Height Adjustment End Zones Interior Zones Windward Overhang (ft) A (Psf) (psf) (Psf) Windward Leeward Windward Leeward Windward Windward Roof(E) Roof (F) Roof (G) Roof(H) Roof(EOH) Roof (GoH) 15 1.00 -19.8 -11.3 -13.8 -8.7 -27.8 -21.7 20 1.00 -19.8 -11.3 -13.8 -8.7 -27.8 ( -21.7 25 1.00 -19.8 -11.3 -13.8 -8.7 -27.8 -21.7 30 1.00 -19.8 -11.3 -13.8 -8.7 -27.8 -21.7 35 1.05 -20.8 -11.8 -14.5 -9.2 -29.2 -22.8 40 1.09 -21.6 -12.3 -15.0 -9.5 -30.3 -23.7 45 1.12 -22.2 -12.6 -15.5 -9.8 -31.1 -24.3 50 1.16 -23.0 -13.1 -16.0 -10.1 -32.2 -25.2 55 1.19 -23.6 -13.4 -16.4 -10.4 -33.0 -25.9 60 1.22 -24.2 -13.7 -16.8 -10.7 -33.9 ( -26.5 VLMKCONSULTING Job St At L(I O ins C,�(41 .�1kUQtr1 E N G I N E E R S Client tV�M 140 saw► 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. ��OBY G� P 503.222.4453 503.248.9263 U Cate L n- ri sheet No. L-t3 1-M c'kt. r26 (6.4 - 5sc'L6u1 1 G P.00P 171A 14 FAG r,di - LOU.J FOOF pk = 0. Zo uJ (kso) p }ktAplioauri Ckt,C,s C spgvl E As s-(s-ro,A 1 - cer LIKLE wrtO ek,es �" DLCftobI L-1",(*... LoN-j L Vol ikia. 4 71 0754 72' 19 " 7 15,5(.04 48' 282 `IN 2.8804 ^ 30' 10 95 1 ,19041 ^- S0' '40 (0 3,hci511 22' 1 l02 (2 1 , (104 40 k-5 0W-fl I Lines 1,O6j) L- '1r7(iki'm A 2, 004 34' co8o C5 4o, 050' - 20' 303 C 7i4 (04I 3c.). 2.(2 6. (040° by 347 ti (o, Tioi 20' 4 3-"/ VPIP90 mto, ' 3`47 PLF 206A 5- 9161.<- (AJl 112. 91A L/JCLDS old (o- 5 rPCII,cI 611 8utioN CU&IC►A E5 k( M40,c, �jh4, ELf') (NEC 425 wJ (S.Q Al Iraq ) CONSULTING Job 11- k toivits Chit eitu(2(; E N G I N E E R S Client AM1dlAn^ il/t0t9b i 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 ,�obn�o. 2vl'Ltn(/ By P 503.222.4453 503.248.9263 © °ate "G Sheet No 1.--- 1-fr((ERP(L M5(6/.1 10^ik CHFLu- 11vN1 kf t4,i-1 St f.P(� LA,l. u(2u1( rce-cs VI� ' 8.8"(tom) ' l3Z '"' $.$K View ' bat X IC7')( 1')(0.1C)11SP)wrku, T 1 -4 ('4')(L 9'I.41( o.tS)„ 17,- vott.i. 4:: AAR - s&v( 15/z) - I A 1, 4•uAoF, - o.(o Ma ' o. (2�0) 7 “pei > 1ZI. /` `c,, iso (.2'r ( ``ro Cao5(0,z►sG I M1/4.0 X Sou. IX) (1\412_"Mal ) $(170 - 132) So(L (3(226 4 - = 7,(a . 11. 2W Z.(3(, , 1 50 rc'c p}e 4 u) M5 14) r 10 Ate'(.. F(G '6 K at.o rD t I meal H to 4 VAL. 4 5' + C(0')('5')(l.33'}(0,15) Ft6 I I 7Th.33. -, ( z.5')001.1.6')Lo. (0)so, 72.' lo' Iz.5 32. c,1" ts' —y M2 ' 32.uk( ( z) - z+V-1 - a co = 147' .e kW o1 SO LL , ' A x(244 Ili) , 12 Ff 3z.(, � 2L 32.(0) 0 at 1 1&5( . ((2')((i) Job Si 4.6100e5 C.A414 NIA(r! - V LM CONSULTING E N G I N E E R S ° RO? 1MAJISANI Job No. AC)V" By 6,'S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 © ° 6 Sheet No. L- l5 (,151 L.k( kL, t:r.1 1.0v-16 C4- t-1(6fri S.W. •of - ca.r 1.01 GtrurD e 1.401 = ok( 12.5`) - [is 5K_' SouiL4 i/1�G,.�, (3')((z.47't0.c.7')(O.teDvo)w,cu. 111111111111117. )((.3100.15) ri4 ( v)(2.-c21 is lo. ID)S.(L I/5 I Z' 4z-€ z: * ( <' 1(215A15)(O Su�� to) t2"5 b�S MR XZ9. (41 Cp. 2h') lag 16-F1 0. tv 4 p whd-u Pt 4 MD 6(, 50(1- 6rieo 27( 182 -112.`,) Z 11 ac 21.1 � - 2LOi1) VLMK C O N S U L T I N G E N G I N E E R S Job 40- ►1'S e1 gvut Crktizert_ Clent A40-01.4 h/Q Job No. Ot4{)f1 ) By (lc 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 © Cate 2" 13 Sheet No. L-(Co I-Al& _ (2''=,S IGN.t - `361SM I G - c o►.t-C D /W01100110 tls� SqM E IsI. (a)(►.S(, ulctcd-kts AS 4Uc4( uUt k S1acE cS'(- cesi DtCtcG-(lo1.1 Niefte (A6E. Poor% LOAD Ogikcao 1,110 AuptfoRiunA rooF E- t'J Wv (Auf)l = (t,e'c)(7 l' + L15 P5F )I(- t 31)u+ (2 + 1 ] = 1570 ?Lf ud)E root (0 1(ci9) * (t6 )[( 7` , .q,,,, ` ( i)E ] - 20`10 F (S1AGa ) ffr)) '� 7l + �( UJ 4 okivi 000 �� 1A t]taC-(tor.L 1■101E ES� t-Ikr of 51P' poor LUND Ir-(c) effir 18&2AL ) re4v.4€ 0 ( ( 0e5( xioe)er{ (ISPS )( ?2+ Z �aa�S = z4o 'cf nuo 1 wto (5I .) (-Lb 1( )� + ((`'Ps` , 2 + 1.`7)(2 00,, 5 etf . , rf -'s tea. ctuRc. SO L-tl W5 r We Nerca 1 ' 28' Or `/ 27-6- O 27-e' O 22-6. 29'-O• 15.R4 1 Arlh 1411 • K ' 1214- 12,414 o 2.`b l8.'] p TYP J L -- ,_, _ `s - - -- - - _s �- - — _1 , d (g.g 10- 'am". ss6xsxlN Nss6x6x1 � ti ss6x6Xu Hs6x, _..--t ® QTw — ,(L 1 ® II r _ 3A • I I: I; i: ___ -�r '$56XeXtN , i'- –' MS66x6Xy7• ' OLOA ssusxim ROOF) 0 Q ,TO IOW ROOF) r C> 0--- __- -- _- _ -- : �� AUDI'(.,. uM _ ;; (2,2i" S-(�) rl i u. $• [fl �.- ZIE 5'tecG� iF I s•_O a, 9 'i0 AV? (LF l 2.8K 51154� eK '� - /k r-44254 , 21 1 , )ss6xexvM t� �f� r'.--!_.S,iG...._.. -...._......._. _ 1 s1. ..... ....... r I 1 3 / 61 I6'THICK l -BARSE#04 WA AT 4 MAO 0 wITNM , - e�l,srwa weYeTU 0.C.AT _ ■ t0 uxxraRX w Wo LOMY I ' - __ _ < 1' l2•�i�S'6) Ir i ____.0 HSSIX6X511• 'I I, HS65XSXv4 6 j . F ' _ ,•1 . R O O IOW ROOF) A SS6X6X114 tri:0) ■ . to" -:0 .1 —_L_ TYP O` Y 6�!. I), :',7-: D _-_-,.-- , 6, 1 k i21,4x ("/e) lr 11, - 'L .„ '.__-___- N 'Q7 U K a �MSS6X6x,H N536x6X1, MSS6X6X1M M$$6X6X 1 i , VV ' i .- ,. F O T W — °— !► —. _ Vii! r e .$ klimaatuA 4 51Pccs. - U\-(EPAL c Isk CONSULTING Job Sr AN�tACfr■,i'S 6ac4 UL Cch ENGINEERS alert n om# &/ O ic5 �t 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. -�/IZfo� By �� P 503.222.4453 503.248.9263 Q Date 2-'(3 Sheet No. L" (0 1 A1. j t t7tS1G,■ -- SE15M1G /�VJOI(p(z1uM 4 S�aGE Lok05 6- bU P(4ciftonl IaJ, = 157O ZO l o elf( 8j2 ) 950° V( s 0. 20 (8q ,6j501) = 17, 9cto ��� _ quo(''—Z ) ° I(,`#oo� VSt� - a.2 (t1. 4') , Z"3K V V1 = t7`99 04 (SLt6,a-(Lf �titSC(CV. st■(Ci� LaSt%4 iAaS sOME of '( WALL I.oAD) V qc 18.o" (1, 5p) - 23Ak SEISMIC (6(LIOS k It ) fpAME IQ- 5 P( tf iotJ k1� = 2240 166 (1 1C/z,) • 71, rye i+ ✓ = . 2v C 7`t,C71-‘01) ; l 5,9 00s' 15.1 ( I.1?p) = ZO.Dc 't90 ZZ .73,$80 (8.y`°S PlF( 2)516 9.1%0041 13,f280 8.c;So �` ) VL O. 2,0 ��S-r('�j0 ) � I�J�7 t� ( I 5.`�hurt ; 516 (a-lK 2A.VK Vi3tck = SDK (I 5P) 23 " S6i1 c (GptoS N 4 L) 1(2A..4( Rio 13, 54,04 c PtF ( 220%t) 13 stoo 2, o0 VIA ( 16) - 0. 2.v( a ) - 2,1.44-0-o7 N 4/ 'VuPP,R - 2 00 44, _ (oS O. r A• F.' 5 is (LGA - ZZo 1 (2,24) ?LF "(Cokt1(ZoLS) CONSULTING `'°b F � s L4 I V L M K E N G I N E E R S Client W4010 1140k5tt Job No. `L0 LW Z(0 3 By �5 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 2 9 Date Z ? t , Sheet No. L- 1 1 P 503.222.4453 503.248.9263 Q L ((WPC .70 (6..1 5'(P�l butmo C-OPO - r avO (cv.5 P'r ci esr R.) = "' ( ?Z -' 2') = 223 tkf Flo 2-0Ni , (0. `j pF ( + 2) ` 147 PLf (r`i7. zee. E i - - 22D Qtc(10)61,1„ + t4- (nF ( r-Z ) ,m{ 8, 24,041 .5. 121". SEISti+IC •• 5E15M(C. ct"i 1ROLS vrt E- (AJ P(O.C.ci(o+J Kic(2.04 - 50u1-1 Vu - 222, Qt-F ((o )guo 14-7°1-c ( (7C7z11,,ri 5 � 204 = (o. OU• < < 2d.1t4- SQSMC(, ( 5.F.) VL r71230t 1 141 PLF ( 2°;;) PSSuMIQG CULL l4( 2o40 - & (K L< .25I4 �J0.Ski11C (6.e sicc&z: (u?(7it.l W = t co. 5 t ( z/ 2 ) = (O' 0•10 1/,,,, = lvs Per v/Z) (C(041 = ((+S < 2. 41( ( ,(SMIC S(sM(G COKS1(Lo1_s (NA tJl - 5 D((L (tor.l CONSULTING Job l• 1(.tvm li 5 duet Lo-" E N G I N E E R S chant 1V^tKiom Motspti► D(Z Job No. tJ2b3 By Gs 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 ri Date 2- (?j Sheet No. POE 2likr0C-AC&A t„. o. 20 W l-FP) P60 Fe, > o. 2 (0.125os)( (, ZSz)( t 3p) vJ/(. 4 - 0. uU PAD OK re,, < o- 4-Co .17, "( 1. Zh )(t 3 ) W ft = o - - 4w I60 mortoQ i C- uJ nr 1(or-t Z�.3 V, ` o ( to( P) ea 1/,, = 1,41-445-6'(/?o` = (o� E�) X47 C co =1,-tort FLF (Z.Qt)(^ 2}-1/10 00 = ,.ko" (Ek s'o 9CCtL I Mme!( - SEI' 00.ou) 7 • G - 34-7 e`c d-2X`lh')/(000 = Kt- 5 Ot G-xo V1 Vi-cwE,SZ) = lcp.9k (.(.fir) 20.7 14 ��.(. ) = 2.bv- ( I. Sp) 7). ro`� k5SUMC 3 x`1.5 of Qltk'Ngicc \ SttE (2 20,7004/0.(7, 3o� Per ((7(PP \ vi_cr.k r) - 30004/22.5 I IV0_'Lu ( 't-t.) ilL ( 3 zo '6l = X01 ((oo 4co--) jLf ( t -1I\L 2 - SlOCC) C c0,.L.61404L 4(o� (z. ()AA 2 x 2Z,c, )/tooO ' ok 226A 8- Qr~CL, A ( yZ OLA 5Q4 uJ oN ND- 5 (` P l,ZouoSErdt ) NIk:.(LL1 # ?u'CTOk, vU ES ( 244.0,t ( 35c7 QLr CONSULTING Jab S t /aN�L}CU�(Is c I((L-L Pf i J(t'i V L M K ENGINEERS Client iS(111[gO A Molj Job No. 1.01202ta 3 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 L Z( P 503.222.4453 503.248.926312 Date "12) Sheet No. — Govt' a AuQ(4oetuM Cvt.i.EetoR/e-rtwui Cu 6;91.►. 5 ( 1.0 4 O.i'4%0D 4. a'7.11. & (r2-ooF 1301 1 S co ((. 0 d.(05 SDs) D y U.525� QG + 0.75 5 5 Cs((O - AkSSUME Lx Ap CO(._kc1E, f oM 2 10 5 (3 r A m) = Zo.7 K v = 20,7OQ l(ZCo,u Zz S+ 22. s) = Z`(l Ca' X 2. (7 n 2- 17 0.7E z 2-91 ?u (212.25)/(ooQ " 7 coo l5. 3" 77-5 o'? E 211 elf (Z2.5' / LO Q + 7 cort- ° to. q 'A Z(.g"` - g 0.-)6 Zq,( Z2.c7) /woo (p. c75(` (3. (K ( L = 2Co. 26' P - 5. 14o $. tP35` e 7.5', t51, 2Z. c7' (7-7- 9) L- = 22.(9. (4 -t Z. to3 (P7- 2)) 5p.mE AS UJ/ 3MAU,C , tO L - A.SSuN(C LO ,-4 V = Zv -7 Aun 2,64, 3 2�,700 'VA uo (qs 21..Z5) = Z9 PLf _ ;,,-000444,5 = ea° eta k 2. - 8 0.7E _ (z_91 4 80)(45') h000 = t(o.7 2)“k- z- tt o7 E - ( 2qi �( _z5/ Ywoo -* tco.7 = ,fit. o'� ( � g) 6.(ai7,4(L F,`( 0-64E.-ac pooxL pd (A5D) (5- 0 L, = 22. 5 (' = 5.tq,x 471)5,, e 7 5', (5', t Z2. 5' h1)-- k1.S 5z/1/4-ms o< — (5eE p(z t rJ`( - 0 Lt ) vLMKCONSULTING Job Sr. A►4TFION`(S e . ej{UQCe1 ENGINEERS Client 4K& n/1J15#\ Job No. 1.4)ttozos By CIS _. 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 L- 22 P 503.222.4453 503.248.9263M Date - 13 Sheet No. ca,N+1 v Aa tct f ocuM CO . z-to(L(s'i Al Gc. - 0 e- IJ 61z1.0 t ( I - Low cot t 3 'Co L 23.414 - 23, 4/ 2.0.rt_ N - 3 0.7E _ 4-7 (22.5` V 000 - 7. 3 1 1' l5. co 14- 3- 14 o.-76 c ?. 3l ( 1. 5) : 7IK 23.4 6VA0-`t l`(Ust_ (5MAc Foe_ ALL 3 Annc 5100 I t-L e.- W 3Ms efle^J 1- OUT VLMK Project Title: , 0\14% 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 5F-I-t L-23 Steel Column Fle=glAcad2012 1201202631CALCUL-11STBAB9-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver..6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Strut-26.25'Grid H Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used: IBC 2009 General Information Steel Section Name: W21x44 / Mirt Overall Column Height 26.250 ft i Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi Z X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis buckling:7.5 ft,15 ft,22.5)1,K=1.0 Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=26.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1,161.62 lbs*Dead Load Facto, AXIAL LOADS.. . - i Axial Load at 26.250 ft,Yecc= 15.000 in,E=7.640 k BENDING LOADS.. . i i Lat.Point Load at 7.50 ft creating Mx-x,D=5.140,S=8.630 k Lat. Point Load at 15.0 ft creating Mx-x,D=5.140,S=8.630 k ' Lat.Point Load at 22.50 ft creating Mx-x,D=5.140,S=8.630 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6781 :1"--- Maximum SERVICE Load Reactions.. Load Combination +1.080D+0.750L+0.750S+1.50E+H Top along X-X 0.0 k Location of max.above base 14.975 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 23.606 k Pa:Axial 12.715 k Bottom along Y-Y 17.704 k Pn/Omega:Allowable 268.031 k Ma-x:Applied 133.449 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 203.947 k-ft Along Y-Y 0.7975 in at 13.389ft above base for load combination:D+S Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 25.429 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.1460 : 1 Load Combination +1.080D+0.750L+0.750S+1.50E+H Location of max.above base 22.550 ft At maximum location values are... Va:Applied 21.158 k Vn/Omega:Allowable 144.90 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+H 0.625 PASS 14.97 ft 0.137 PASS 22.55 ft +D+1.750E+H 0.277 PASS 14.97 ft 0.065 PASS 22.55 ft +1.10D+2.0E+H 0.304 PASS 14.97 ft 0.072 PASS 22.55 ft +1.080D+0.750L+0.750S+1.50E+H 0.678 PASS 14.97 ft 0.146 PASS 22.55 ft +0.60D+1.750E+H 0.158 PASS 14.97 ft 0.041 PASS 22.55 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k -6.609 8.811 k 1.162 k S Only k -11.096 14.794 k k E Only k 0.364 0.364 k 7.640 k D+S k -17.704 23.606 k 1.162 k D+E k -6.245 9.175 k 8.802 k VLMK Project Title: L-{', A,.s'(>-1 Off\-('S 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 5N'( L-Z-4 Steel Column Fle=g.\Acad20121201202631CALCUL-11STBAB9-1.EC6 I ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Strut-26.25'Grid H Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.298 in 13.389 ft S Only 0.0000 in 0.000 ft 0.500 in 13.389 ft E Only 0.0000 in 0.000 ft -0.030 in 15.327 ft D+S 0.0000 in 0.000 ft 0.798 in 13.389 ft D+E 0.0000 in 0.000 ft 0.268 in 13.213 ft Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in54 J = 0.770 in54 Web Thick = 0.350 in S xx = 81.60 in53 Cw = 2,110.00 inA6 Flange Width = 6.500 in R xx = 8.060 in Flange Thick = 0.450 in Zx = 95.400 in53 Area r 13.000 in52 I yy = 20.700 in54 Weight = 44.252 plf S yy = 6.370 in53 Wno = 32.900 inA2 Kdesign = 0.950 in R yy = 1.260 in Sw = 24.100 in54 K1 = 0.813 in Zy = 10.200 in53 Qf = 14.000 in53 rts = 1.600 in rT = 1.570 in Qw = 46.800 in53 Ycg = 0.000 in )(Load 1 7s•.M-x Loads c .`._ ,3,X-XX =race =I o x,�('l krace O N o X II • N L XI race 6.50m Loads are total entered value.Arrows do not reflect absolute direction. VLMK Project Title: 3933 SW Kelly Ave. Engineer: An('(Ir O 01 S Project ID: Portland,OR 97239 Project Descr: L-25 Steel Column File=g Acad2012■20120263■CALCUL-1■STBAB9--1 EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver:6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Strut-22.5'Grid H(at BF) Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2009 General Information Steel Section Name: W16x31 ' Mt-.) Overall Column Height 22.50 ft V Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi / X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis buckling:7.5 ft,15 ft,K=1.0 Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=22.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:699.27 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 22.50 ft,Yecc= 13.000 in,E=10.90 k BENDING LOADS.. . Lat.Point Load at 7.50 ft creating Mx-x,D=5.140,S=8.630 k i Lat. Point Load at 15.0 ft creating Mx-x,D=5.140,S=8.630 DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8005 : 1 Maximum SERVICE Load Reactions.. Load Combination +1.080D+0.750L+0.750S+1.50E+H Top along X-X 0.0 k Location of max.above base 7.550 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 13.770 k Pa:Axial 17.105 k Bottom along Y-Y 13.770 k Pn/Omega:Allowable 177.349 k Ma-x:Applied 84.234 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 111.974 k-ft Along Y-Y 0.8939 in at 11.326ft above base for load combination:D+S Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 17.540 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.1465 : 1 Load Combination +1.080D+0.750L+0.750S+1.50E+H Location of max.above base 15.101 ft At maximum location values are... Va:Applied 12.811 k Vn/Omega:Allowable 87.450 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+H 0.780 PASS 8.91 ft 0.133 PASS 0.00 ft +D+1.750E+H 0.338 PASS 7.55 ft 0.069 PASS 15.10 ft +1.10D+2.OE+H 0.372 PASS 7.55 ft 0.077 PASS 15.10 ft +1.080D+0.750L+0.750S+1.50E+H 0.800 PASS 7.55 ft 0.146 PASS 15.10 ft +0.60D+1.750E+H 0.234 PASS 22.35 ft 0.046 PASS 15.10 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k -5.140 5.140 k 0.699 k S Only k -8.630 8.630 k k E Only k 0.525 0.525 k 10.900 k D+S k -13.770 13.770 k 0.699 k D+E k -4.615 5.665 k 11.599 k VLMK Project Title: 3933 SW Kelly Ave. Engineer: ��" �N�t yo��l S Project ID: Portland,OR 97239 Project Descr: 5Et-1 L- 2C, Steel Column - --._ File=g:Wcad2012\2 01 20 26 31CALCUL 11STBA89 1.EC6 NERCALC,INC.1983-2012. Build:6.12.12.7,Ver6.12.12.7 Lic.11:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Strut-22.5 Grid H(at BF) Maximum Deflections for Load Combinations -Unfactored Loads _ Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.334 in 11.326 ft S Only 0.0000 in 0.000 ft 0.560 in 11.326 ft E Only 0.0000 in 0.000 ft -0.061 in 13.138 ft D+S 0.0000 in 0.000 ft 0.894 in 11.326 ft D+E 0.0000 in 0.000 ft 0.274 in 11.023 ft Steel Section Properties : W16x31 Depth = 15.900 in I xx = 375.00 in"4 J = 0.461 in"4 Web Thick = 0.275 in S xx = 47.20 inA3 Cw = 739.00 inA6 Flange Width = 5.530 in R xx = 6.410 in Flange Thick = 0.440 in Zx = 54.000 inA3 Area = 9.130 inA2 I yy = 12.400 in^4 Weight = 31.079 plf S yy = 4.490 inA3 Wno = 21.400 inA2 Kdesign = 0.842 in R yy = 1.170 in Sw = 13.000 in54 K1 = 0.750 in Zy = 7.030 inA3 Qf = 8.940 inA3 rts = 1.420 in rT = 1.390 in Qw = 26.600 inA3 Ycg = 0.000 in XLoad 1 Mot Loads 1 X race! 0 N C N p it 01 x L iti X- ce y 5.53in j Loads are total entered value.Arrows do not retied absolute direction. VLMK Project Title: -( 3933 SW Kelly Ave. Engineer: t ��O�ty S Project ID: Portland,OR 97239 Project Descr: StI'( L-2� Steel Column File=g:lAcad201 212 01 20 26 31CALCUL-1\STBA69-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Strut-26.25'Grid L(at BF) Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2009 General Information Steel Section Name: W21x44 MIN.; Overall Column Height 26.250 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis buckling:7.5 ft,15 ft,22.5 ft,K=1.0 Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=26.250 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:1,161.62 lbs*Dead Load Facto' AXIAL LOADS. . . Axial Load at 26.250 ft,Yecc= 15.000 in,E=20.50 k BENDING LOADS. . Lat. Point Load at 7.50 ft creating Mx-x,D=5.140,S=8.630 k Lat. Point Load at 15.0 ft creating Mx-x,D=5.140,S=8.630 k Lat. Point Load at 22.50 ft creating Mx-x,D=5.140,S=8.630 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6466 : 1 Maximum SERVICE Load Reactions.. Load Combination +1.080D+0.750L+0.750S+1.50E+H Top along X-X 0.0 k Location of max.above base 14.975 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 23.606 k Pa:Axial 32.005 k Bottom along Y-Y 17.704 k Pn I Omega:Allowable 268.031 k Ma-x Applied 1 19.694 k-ft Maximum SERVICE Load Deflections... • Mn-x/Omega:Allowable 203.947 k-ft Along Y-Y 0.7975 in at 13.389 ft above base for load combination:D+S Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 25.429 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.1524 : 1 Load Combination +1.080D+0.750L+0.750S+1.50E+H Location of max.above base 22.550 ft At maximum location values are... Va:Applied 22.076 k Vn/Omega:Allowable 144.90 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination _ Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+H 0.625 PASS 14.97 ft 0.137 PASS 22.55 ft +D+1.750E+H 0.287 PASS 26.25 ft 0.073 PASS 22.55 ft +1.10D+2.0E+H 0.328 PASS 26.25 ft 0.080 PASS 22.55 ft +1.080D+0.750L+0.750S+1 50E+H 0.647 PASS 14.97 ft 0.152 PASS 22.55 ft +0.60D+1.750E+H 0.287 PASS 26.25 ft 0.048 PASS 22.55 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k -6.609 8.811 k 1.162 k S Only k -11.096 14.794 k k E Only k 0.976 0.976 k 20.500 k D+S k -17.704 23.606 k 1.162 k D+E k -5.632 9.788 k 21.662 k VLMK Project Title: 3933 SW Kelly Ave. Engineer: 4(. AIWN-V'`t'4 ¶ Project ID: Portland,OR 97239 Project Descr: 5(-rt (---23 Steel Column File=g:.Acad2012 1201202631CALCUL-11STBA89-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver.6.12.12.7 Uc.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Strut-26.25'Grid L(at BF) Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.298 in 13.389 ft S Only 0.0000 in 0.000 ft 0.500 in 13.389 ft E Only 0.0000 in 0.000 ft -0.081 in 15.327 ft D+S 0.0000 in 0.000 ft 0.798 in 13.389 ft D+E 0.0000 in 0.000 ft 0.219 in 12.685 ft Steel Section Properties : W21x44 Depth = 20.700 in I xx = 843.00 in"4 J = 0.770 in"4 Web Thick = 0.350 in S xx = 81.60 in"3 Cw = 2,110.00 inA6 Flange Width = 6.500 in R xx = 8.060 in Flange Thick = 0.450 in Zx = 95.400 inA3 Area = 13.000 in"2 I yy = 20.700 left Weight = 44.252 plf S yy = 6.370 inA3 Wno = 32.900 in"2 Kdesign = 0.950 in R yy = 1.260 in Sw = 24.100 inA4 K1 = 0.813 in Zy = 10.200 inA3 Of = 14.000 in"3 its = 1.600 in rT = 1.570 in Ow = 46.800 inA3 Ycg = 0.000 in XLoad 1 2 M-x Lasds ♦ i u>,„X-X race 1 0 X,iG rote c io o N n X II N t X-1 I • ± T r I. 8y , _ L .Y0in Loads are total entered value Arrows do not reflect absolute direction. VLMK Project Title: 3933 SW Kelly Ave. Engineer: 'l• M11-Cr-t-(.S Project ID: Portland,OR 97239 Project Descr: Steel Column File=g:Acad2012 t2 01 20 2 6 31CALCUL-1\STBAB9-1.EC6 ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Strut-22.5'Grids 1 811(at BF) Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : IBC 2009 General Information Steel Section Name: W14x26 NA'`i Overall Column Height 22.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis buckling:5.625 ft,11.25 ft,16.88 ft,K=1.0 Load Combination: IBC 2009 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=22.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:588.98 lbs•Dead Load Factor AXIAL LOADS... Axial Load at 22.50 ft,Yecc= 7.000 in, E=23.40 k BENDING LOADS.. Lat.Uniform Load creating Mx-x,D=0.080,S=0.190 kit DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5386 : 1 Maximum SERVICE Load Reactions.. Load Combination +1.10D+2.OE+H Top along X-X 0.0 k Location of max.above base 22.349 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 3.038 k Pa:Axial 47.448 k Bottom along Y-Y 3.038 k Pn/Omega:Allowable 173.037 k Ma-x:Applied -26.968 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 90.669 k-ft Along Y-Y 0.2215 in at 11.326 ft above base for load combination:D+.S Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 13.822 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.04916 : 1 Load Combination +1.080D+0.750L+0.750S+1.50E+H Location of max.above base 22.50 ft At maximum location values are... Va:Applied 3.485 k Vn/Omega:Allowable 70.890 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+H 0.148 PASS 11.33 ft 0.035 PASS 0.00 ft +D+1.750E+H 0.471 PASS 22.35 ft 0.028 PASS 22.50 ft +1,10D+2.0E+H 0.539 PASS 22.35 ft 0.031 PASS 22.50 ft +1.080D+0.750L+0.750S+1.50E+H 0.402 PASS 22.35 ft 0.049 PASS 22.50 ft +0 60D+1.750E+H 0.471 PASS 22.35 ft 0.023 PASS 22.50 ft Maximum Reactions-Unfactored Note. Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k -0.900 0.900 k 0.589 k S Only k -2.138 2.138 k k E Only k 0.607 0.607 k 23.400 k D+S k -3.038 3.038 k 0.589 k D+E k -0.293 1.507 k 23.989 k VLMK Project Title: SW Kelly Ave. Engineer: lJt. -tL"t vU`f s Project ID: Portland,OR 97239 Project Descr: all' L- 3o Steel Column -- Fib=g:kAcad20121201202631CALCUL-1\STBAB9-1.EC6 ENERCALC,INC.1983-2012,Build:6.1212.T,Ver.6.12.1ZT Lic.#: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Roof Strut-22.5'Grids 1&11(at BF) Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.066 in 11.326 ft S Only 0.0000 in 0.000 ft 0.156 in 11.326 ft E Only 0.0000 in 0.000 ft -0.109 in 13.138 ft 0+8 0.0000 in 0.000 ft 0.222 in 11.326 ft D+E 0.0000 in 0.000 ft -0.048 in 15.403 ft Steel Section Properties : W14x26 Depth = 13.900 in I xx = 245.00 in"4 J = 0.358 in"4 Web Thick = 0.255 in S xx = 35.30 inA3 Cw = 405.00 inA6 Flange Width = 5.030 in R xx = 5.650 in Flange Thick = 0.420 in Zx = 40.200 inA3 Area = 7.690 inA2 I yy = 8.910 inA4 Weight = 26.177 plf S yy = 3.550 inA3 Wno = 17.000 inA2 Kdesign = 0.820 in R yy = 1.080 in Sw = 8.950 in"4 K1 = 0.750 in Zy = 5.540 inA3 Of = 6.760 inA3 its = 1.310 in rT = 1.280 in Ow = 19.700 inA3 Ycg = 0.000 in M.ieLoads . 1 - c,, X-X c ri X X P ra ri n i X-X:ra = to H M" 5.03in Loads are total entered value.Arrows do not reflect absolute direction. CONSULTING Job q AN1t{320 K's em-bur l l{u(�l rL E N G I N E E R S Cher. �A` W- i Movsk4 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. ZU1202Lo1j By ('-'5 P 503.222.4453 503.248.9263 Date 2' t 7 Sheet No. L-3 1 LA16ZPrt, 176,5 1 — SEISMtc- 061 USE S&ME U,ltL-0i JG 6006c-its AS bUCS1 UJ(.SG 1 P09(foRi um (JJ1,.1G EAM - IAJEst Ot? (0.-i w _ ( (B 'SF)(51'>4 + (lS?5()[( Z (Z') ,•1u,ALL - 1 .4o P-F 1,06 ' (V )(z;'R * ('`791( gr)%G r (11)Epcit t .lA = 7 22 pa Kt tt-4 - SOU- OW FG((0K) lsd " (18Psc)(27.) (1� 1/2Z' y ( _ if SPM0 q s 7 RF L� /�G 2�wv[cx���,,�o� 801 Q South b.An l+)v = (18P )(92)14 + (tSe5F)('z(X2e\),„ + (ids`1(1zX5Etk)1,.1-f = 2370 (7 s-i. A 1I 0,v-c' t4. Cfw2cA 5t-{( L-32, L.I i (wuoz-) UJ$ k Zg' 23' L M oNy OOy - 29'•0' T•8' '1 15'.0' 'I O I 2.3K l2,41'f- 5•54.1 ©__'y r 1 r 1 I 3.4" , I: Ie I: I 3 N II' ---- L' ,---_\_ V (TO Law R00F1 ,1 T" f- - �I � L o w�z 1�/st _ (0.1 k 1 -s ,•THK.1(CONCRETE AY ATBARS i EACH WIMP W H , 1 `J 0 UV I I -I --- - r- —� 5 3 e� 3 co v,-. 1 , ,, ,J I N I : Lotk62l,af r------t ,-,-e i `F� SS6XE%1N 6 K!%51t: �H535XSX7N Z7 O (FULL HEIGHT? &.ly. (TO LOW ROOF) I I 1 1 _ r I 0 11,,r ' I i LJ : rte}- ''r ____�tl M o t. - I I I II L 3.4'` I; 1 ©Tw 0 IJ I 1421M�n1 1J 5, GO I I I i - I Z• ''- I I eft5( ul I.IG - LA-( 1Z P L t7Cs(G+v CONSULT 1 N G Job Si''Aka owes CA Doc (tt iut,) V ENGINEERS mon, �'�K"^ '� 1 - 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No.20(202,lo7By G(S P 503.222.4453 503.248.9263 111 Date 2• t3 Sheet No. L-33 I-A1EPL - S 65 M lc -- cov 1 o EA51 LikiE LOkr75 LAJi E- uJ t2(24.6-it • 1 (JZ w3.z/4 z l240tF 2-7, ) (4°,-7+9 Vt. V3.7� = 0. 2)(10, 744) = 3, 350 (A)3.z5 - 7.4,1 = 7Z2 P(S ( 35)2) = (3, 72o1 1/3.25 . �.SN = D. 20 (t3,7SG4) ° 2 7504 1 (tilt✓ LOW L 'll 5.6• -Net 2 A to 3t350u ( j' (5uu1A) 2-ZS 3.2 k 7. 5 l001 27' ZZS P� A ►�- 5 Qq242eiito0 WL.I Z W M wc'Si - ?JO' �U )� •8/L1 = 1 l Si 5 L.I VMwrFr( - 0. 20 ( it , 215 St) - 2, 2504 ( il k5) Wm eR4I ° wo (Z37t) FLP )( Z3%Z\ = 2� 2551 BOO 41 VNA OKI y o - c .20 ( 27, 55 11) C 5.450' VA, u efert _ 11 (s€ /.uo. (S'(AGC CAtc s Lip-1E LOA) L 5.0J, '[,(K, L. I (t•(0v:W l 2,2904 I l.5' lt5 A c ( e- 1-1 1' .5 FGIL ko,"rP ) l..l (5ou1t-t) z,25o4 14/ )0-3 A 12,-7,7o' '787 y 11/44 (2,3J-sr) 35' 5 5 PPeR - V 0 5, S�}o 28. .00 A �� Job St.VLMK E N G I N E TE R S S P F 503.248.9263 Job No. 20120 63 Anthony's E vInnk@vImk.com SW Kelly Avenue • Portland • Oregon 97239-4393 �v www.vlmk.com Date 02-13 v3.01 -Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. 34- Wood Shearwall Overturning Analysis - East Wing Based on the 2009 International Building Code ROOF/FLOOR LOAD Design Input p Floor DL = 0.0 psf Roof DL = 15.0 psf WALL Wall DL = 12.0 psf WT HEIGHT Tolerance = 200 Ibs Holdown Offset = 6 in (see Note 3) Load Combination = Basic (IBC 1605.3.1) p up WIDTH ►? Notes: 1. Input Seismic loads as factored ASD values. 2. Input Wind loads without 1.3 factor per Alternate Load Combinations. 3. Holdown Offset measured from centerline of holdown to end of wall. 4. Simpson Holdowns are based on a minimum 3 1/2" stud/post width (2x4 wall) except as noted. 5. At Simpson HDU14, HD12, and HD19 holdowns, designer is to verify anchor bolt requirements and post size & capacity considering effective post height. Shearwall Overturning Design - East Wing Wall (W)ind Roof Floor (HD) Uplift Total Height Width Load -or- Trib Trib -or- MoT MRES Above Uplift (ft) (ft) (plf) (S)eis (ft) (ft) (MST) (lb-ft) (lb-ft) (Ibs) (Ibs) Holdown Required E-W Direction Grid '2' 17.0 15.0 225 S 0.0 0.0 LTT _ 57375 13770 0 3007 S/HDU4 Grid '10' 17.0 15.0 225 S 0.0 0.0 HD 57375 13770 0 3007 S/HDU4 Grid '3.2' 17.5 27.0 225 S 0.0 0.0 HD 106313 45927 0 2279 S/HDU4 Grid '7.5' 17.5 27.0 225 S 0.0 0.0 HD 106313 45927 0 2279 S/HDU4 N-S Direction Grid 'L.1' (North) 18.0 5.8 195 S 0.0 0.0 HD 20183 2142 0 3436 S/HDU4 18.0 6.0 195 S 0.0 0.0 HD 21060 2333 0 3405 S/HDU4 Grid 'L.1' (yp,t ) 18.0 13.5 167 S 0.0 0.0 HD 40581 11810 0 2213 S/HDU4 Grid 'M' 17.5 33.0 387 S 0.0 0.0 HD 223493 68607 0 4766 S/HDU6 Grid '0' 17.0 14.0 200 S 0.0 0.0 HD 47600 11995 0 2637 S/HDU4 17.0 14.0 200 S 0.0 0.0 HD 47600 11995 0 2637 S/HDU4 V LMKCONSULTING Job ST Milt-bN4's a Ct-( Rc�-1 ENGINEERS Cl;� �°"^ M)`�� Job No. L-012 0 Zco 7 By 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 0 Date 2" 1�_ Sheet No. /.-- �75 — rooF- 9tAROGM - 1-0tk1 (Lac,F LAkt C LOAoz L 'VOrMo1 2 lc 10 3,3504 1(0' 2—LO? '27.2 k 7. 5 c-,toO'" 281 2l8 Q(--V Kt- 5 DIg4X-(idn1 L04- LoNic, L ' r20,4 t-t L, 1 2,2 04 2l' tO-7 CLI L I s 2,2 , 2r to/ NI • (2,-)420'1 45' 283 U 5 , O't 7$. (ate, Ar i 253 t� ZOGA 13- c' . W/ )'2," otA SedI OoQo AAA*.. LUalDs ory T,le- S mai., t 6ult oU e ' c- pl Z4° a. c. (Adtpoo ( 35 Ed-) ( 3cto t__F- EoR (3.P A( t8" 0, CONSULTING job AMOok rs cleca. COUg61 E N G I N E E R S Client h-ice& M 5/24e1 l, Job No. ZOl2021v3 By (-AS ___ 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 2 P 503.222.4453 503.248.9263 © Date 13 Sheet L- 7cp_ 1-AKt -FIs. 1G\-1 - CF)ODD aistcm f 7U l LOf..1G Attar(oeluvi cP w 18.0" q'7.c7- - O. (85 (vl D. (0;7 97.512/E7 22014-i ( FERt&AElcti uJF 5) X51 1L- 5 t5et• C WO1Z-S1 CAS_ LAi Rol \ _ /7o PLr( 0. 2cs l , Ih5 tt7Pt-c(4I-).42. )26 _ 427, -,(s4-1 ( 1- .4141 L• L)( O.(ol( 77 ZjGu.Sil - 3l K ' `b 11 Yz: K 1kt: ' uCE = 0.-75w2(O.R)1 KS') Z4.�‘4 >> D 0(4- OAS-1 _ vi r261. 77 S uJo(7r�( GASH kkG Strut. To Luc-4i Wiki6 eo-r 1,sSQ. C� uxik P ce Al r tzt t -t WALLA s 04) = Co. 0571,1? . Z( 3") ')( oLi > MKS') = C(-toter, -( 1. ok_ -Nri cat, CONSULTING Job P►�1>-laNY'S VLMK ENGINEERS � ,t 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. ?C)12.02-101 By C.-60.c P 503.222.4453 503.248.9263 Q Date CV`" i3 Sheet No. e' - I rkcc F 4-i e LL-�JGi1-3 LEFT /`- --f. ft►4n* r . e Ste) Peck 1 OP c W P2i.{ C LeW R)cut U4-,f-et. FRhMre 1 i Lctb 5 / \ • PeQ = 23. (P'61)) / I L„ ZZ_ �z P : ��,�-�P — 33.32 ` / \ . . 1-4.-T i '1 \ 5A4 8.c.0 e C:=' ` 46'ca.-� 9/42!"Cti,-) N/ zoir Pcsb (9.17 13 k \ 1 tr„,w- - 9/4s tDa + 10N1.. ".Hi— Z* - (4,« • Pay = Zl .&"Cot.) * 25,28"(SL) LSF T(p 4 Z .95 40. 44 cum • p 0 ` i.z z.'"(bL, 2. 19 * (51._) 1.44 3.50 Pe"1 + 1/4k C t'L) + -/ /v-1k`(St.) '�EE- RI P. PRI,-'ro‘t-rS Fog.. Rti4.LL!`11S- CONSULTING Job • . Pu't 4r) ENGINEERS Cent Job No 2a ozwj ey CA-iX 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 Q Dace 02115/1l> Sheet No. 151- 2 _ Sca-o--ea '-P-krve- 1>eslclev 13.2Ac.E Nt 6N.7-�i.tz 12 ►R-L0474-.r P%- - 'stlsMII` PRa.AS1aNS1 ;Pc-t.s Scvno►-} I4.a_ Gaeck. C.14.4“$w.- [Lc. w-e0Ll . 1c.= 1 .. 5...rz n.tsc.3c,v- acs C 1. 3G, (>5. ∎cP- Zv)1 r — tki e/ F..,Q ' ip-w -rt.to - v ' �y -rm It-1 S (4)../..—&::: ....,00127,00o 1,-4S1 .1.7: i cc) (tom) . -� 1/-1— t1( .dX�ZI� 1 r - Z. co (p ' -3) iv11,1 1 00 / pp - NGc.k 1.-cxA.i- Gory-.u-)67 [pee. 8.Z6 (pt. Ca.( -211 1-7-t 3-1. Q�T IA.`-S 3`PS 0.Goi- --�F - o,[ Z 4 s� = l CP 1 (PAO() r� 1iE 1A SS 17♦FFC:NeO E c.r\e 1-11.-,4 1-o, .e z- 5.-1 c P9• co.t-�l . k _ I t�. I f� VA�SS� 1'kAtic L 1?—►a,7 1-V1h -1-‘45 = O.09'A(,�A) = 27,1- ---? Dl,_ ,,, ,, 2"r. f [[t ot:0 c F-1 f:i t' Sv Sx`/z — (D . -- 1♦5.,-59,07-6 xD,31.5 r= 304 f t 14,Z r = 3.Zt3 t 4.,- 2 .Co VLMK Consulting Engineer St.Anthony's Braced Frame-East Wall Feb 28,2013 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyv[ft) Lbzz[ft] Lcomp topjftlLcomp bot[ft)L-torqu... Kyy Kzz Cb Function 1 M1 i HSS8x8x5,22.125 Lateral 2 M2 Beam 26.25 Segment Lateral 3 M3 ,HSS6x6x6 22.125 Lateral 4- _. M4 Braces 25.725 _ . „ „ --. Lateral 5 M5 Braces 25.725 Lateral Joint Loads and Enforced Displacements (BLC 1 : Dead Load) Joint Label L.D.M Direction Magnitude[(k.k-ft).(in.rad),(k-s^2/ft... 1 N1 L Y -21.65 2 N1 L Y -5.14 3 N2 L Y -1.22 Joint Loads and Enforced Displacements (BLC 2 : Snow Load) Joint Label L.D.M Direction Magnitude[(k.k-ft).(in.rad). (k"s^2/ft... 1 N1 L Y -25.28 2 N1 L Y -8.63 3 N2 L Y -2.19 Joint Loads and Enforced Displacements (BLC 3 : Seismic Load) Joint Label L.D.M Direction Magnitude[(k.k-ft).(in.rad). (k`s"2/ft... 1 N1 L X 33.32 Member Point Loads (BLC 1 : Dead Load) Member Label Direction Magnitude[k.k-ft] Location[ft.%] 1 M2 Y -5.14 15 2 M2 Y -5.14 7.5 3 M2 Y -5.14 22.5 Member Point Loads (BLC 2 : Snow Load) Member Label Direction MagnitudejJc k-ft] Location[ft.%] 1 M2 Y -8.63 15 2 M2 Y -8.63 7.5 3 M2 Y -8.63 22.5 Load Combinations Description Solve PD...SR...BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLCfactor 1 Seismic Only Y EL 1 2 IBC 16-5 (a) Yes Y DL 1.2 Sds*... .2 EL 1 LL .5 -LLS 1 SL_ .2 SLN ,7 3 IBC 16-5 (b) Yes Y DL 1.2 Sds*... .2 EL -1 LL .5 ILLS 1 SL .2 SLN .7 4 IBC 16-7 (a) , Yes Y DL .9 iSds•... -.2 EL 1 f 5 IBC 16-7 (b) Yes Y DL .9 iSds*... -.2 f EL -1 6 IBC 16-5 (os-a) Yes Y DL 1.2 +Sds•... .2 pm•EL 1 LL .5 LLS 1 SL .2 SLN .7 7 IBC 16-5 (os-b) Yes Y DL, 1.2 'Sds'... .2 IO�m"EL -1 LL .5 LLS 1 SL .2 SLN ,7 8 IBC 16-7 (os-all Yes Y DL .9 jSds•... -.2 t¢7m'EL 1 9 IBC 16-7 (os-b 1 Yes Y DL .9 Sds•... -.2 Om*EL -1 10 I IBC 16-1 (a) 1 Yes Y DL 1.4 NL 1 1 I 1 JIBC 16-2 (a) (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 NL 1 12 IBC 16-2 (b) (a) Yes Y DL 1.2 LL 1.6 . LLS 1.6 SL .5 SLN_ .5 NL_ 1 13 IBC 16-3 (c) (a) Yes Y DL 1.2 SL 1.6 SLN 1.6 LL .5 .LLS 1 NL 1 RISA-3D Version 10.0.0 [G:\Acad2012\20120263\Calculations\Braced Frame East WalI.R3D] Page 1 Company : VLMK Consulting Engineer Feb 28,2013 Designer : CGA 6:02 PM Job Number : 20120263 St.Anthony's Braced Frame-East Wall Checked By:CGS Load Combinations Description _ Solve PDelta SRSS BLC Factor BLC Factor Factor BLC Factor _BLC Factor BLC Factor BLC _ Factor BLC Factor 1 Seismic Only Y EL 1 2 IBC 16-5 (a) Y DL 1.2 Sds*DL .2 EL 1 • LL .5 LLS 1 SL .2 SLN .7 3 IBC 16-5 (b) Y DL 1.2 Sds*DL .2 EL -1 LL .5 LLS 1 SL .2 SLN .7 4 IBC 16-7 (a) Y DL .9 Sds*DL -,2 EL 1 5 IBC 16-7 (b) Y DL .9 Sds*DL -.2 EL -1 4 6 IBC 16-8 (a) (ASD) Yes Y DL .6 Sds*DL -.14 EL -.7 '- 7 IBC 16-8 (b) (ASD) Yes Y DL .6 Sds*DL -.14 EL .7 8 IBC 16-5 (os-a) Y DL 1.2 Sds*DL .2 Om*EL 1 LL .5 LLS 1 SL .2 SLN .7 9 IBC 16-5 (os-b) Y DL 1.2 Sds*DL .2 Om*EL -1 LL .5 LLS 1 SL .2 SLN .7 10 IBC 16-7 (os-a) Y DL .9 Sds*DL -.2 Om*EL 1 11 IBC 16-7 (os-b) Y DL .9 Sds*DL -.2 Om*EL -1 12 IBC 16-1 (a) Y DL 1.4 NL 1 13 IBC 16-2 (a) (a) _ ' Y DL 1.2 LL 1.6 LLS 1.6 NL 1 14 IBC 16-2 (b)(a) Y DL 1.2 LL 1.6 LLS 1.6 SL .5 SLN .5 NL 1 15 IBC 16-3 (c) (a) Y DL 1.2 SL 1.6 SLN 1.6 LL .5 LLS 1 NL 1 )k 16 IBC 16-3 (ASD) Yes Y DL 1 SL 1 .17 _ AGO (IDC1G-7) - - Y DL .6 --• ____ I6 D iron- (CoL<<■.c L J r7ESIGwt T T L_ RISA-3D Version 10.0.0 [G:1Acad2012\201202631Calculations\Braced Frame East Wall.R3D] Page 5 VLMK Consulting Engineer St.Anthony's Braced Frame- East Wall Feb 28, 2013 st-t-t P,F- 5 Envelope Joint Reactions Joint r X[k] , LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ftj LC MZ fk-ft] LC 1 N1 1 max 0 2 0 2 0 2 0 2 0 2 1 0 2 2 ( min 0 ` 2 0 2 0 2 1 0 2 0 2 0 2 3 N2 'max 0 1 2 0 2 0 ' 2 1 0 2 0 2 0 2 4 imin 0 , 2 1 0 2 0 2 0 2 _ 0 2 0 - -_2 5 N4 'max I 13.876 1 5 47.469 1 2 0 1 2 1 0 1 2 0 1, 2 1 0 2 6 min -22.82 2 -19.27 1 5 0 2 0 2 0 2 0 2 7 N3 max 22.792 3 114.321 13 0 2 0 2 0 2 0 2 8 I min -13.855 4 -1.543 4 0 2 0 2 0 2 0 2 9 Totals: max 33.32 3 155.661 13 0 2 ' 10 _ ; min -33.32 2 35.377 ' 5 0 12 I f Envelope Joint Reactions - Overstrength (w( -a-} (LAS p> Joint X[k] LC Y[k] LC Z fkl LC MX[k-ft] LC MY jk- 1 LC MZ[k-ft] LC 1 N1 max 0 6 0 6 0 6 0 1 6 0 6 _ 0 6 2 min 0 . 6 0 6 0 6 0 6 0 6 0 6 3 N2 max 0 6 0 6 0 6 0 6 0 6 0 6 4 min 0 6 0 6 0 6 0 6 0 6 0 6 1 5 N4 max 30.584 9 75.577 i 6 0 6 0 6 0 6 0 6 6 min 1 -39.457 6 -47.365 9 0 6 0 6 0 6 0 6 7 N3 max 39.4 7 112.711 7 0 _6 0 6 0 6 0 6 8 min -30.543 8 -29.638 8 0 6 0 6 0 6 0 6 i 9 _ Totals: max 66.64 7 1 75.856 6 0 6 10 min -66.64 6 35.377 8 0 6 Mnu 50c/qt... a: 414. Envelope Member Section Forces NtAV U L4 ' 4554 _ Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torquejk-ftll LC y-y Mome... LC z-z Mome... LC 1 M1 1 max 91.61 13 .037 4 0 2 0 2 0 1 2 ' -.027 4 2 min: 21.536 4 -.106 3 0 2 0 2 0 2 -.918 3 3 , 2 max 91.413 13 , .037 4 0 2 , 0 2 0 1 2 -.143 5 4 l min 21.421 4 -.106 3 0 2 0 2 0 2 -.422 2 5 3 max 91.215 ! 13 .037 4 0 2 0 2 0 2 .306 5 6 min 21.305 4 -.106 3 0 12 _ 0 2 0 2 -.492 I 2 7 4 max 91.017 13 .037 4 0 2 0 2 0 2 .84 3 8 min 21.19 4 -.106 3 0 2 0 2 0 2 -.646 4 9 5 Amax 90.819 13 .037 4 0 2 0 2 0 2 1.426 ' 3 10 min 21.074 4 -.106 3 0 2 _ 0 2 0 2 J -.853 4 11 M2 1 max 33.33 2 4.415 13 0 2 0 2 0 2 1.426 3 12 min -33.25 5 .818 4 0 2 0 1 2 ! 0 2 -.853 4 13 2 'max 33.33 2 4.067 13 0 _ 2 1 0 1 2 0 2 -5.079 1 5 14 !min -33.25 5 .615 4 0 2 0 2 0 2 -27.121 13 15 3 max 33.33 2 27.592 13 0 2 0 2 I 0 2 59.7 I 13 16 min -33.25 5 5.492 4 0 2 0 2 0 2 12.603 1 5 17 4 ,max .11 113 7.267 131 0 2 0 2 0 2 -5.22 { 4 118 min .005 5 1.403 4 _ 0 _ 2 0 2 _ 0 2 -26.784 113 19 5 'max .11 131 -2.568 5 0 2 0 2 0 ' 2 1.578 i 13 20 1 min .005 ; 5 -13.057 13 0 2 0 2 0 2 -.08 5 21 ' M3 1 'max' 18.71 13 ' .11 13 0 2 0 2 0 2 .858 113 22 min 3.889 1 5 1 .003 5 0 j 2 0 2 0 2 .143 5 23 2 'max1 18.539 131 .11 13 0 2 0 2 1 0 1 2 .249 13 24 min 3.79 1 5 .003 I5 0 2 0 2 0 2 .101 4 25 3 max; 18.368 13 .11 113 , 0 12 1 0 2 0 2 .112 5 26 1 min 3.69 5 .003 5 0 2 0 2 _ 0 2 1 -.36 13 27 ' ' 4 'max 18.196 13 .11 13 0 2 1 0 2 ' 0 2 .096 5 28 ' I min; 3.59 5 1 .003 5 0 2 1 0 , 2 0 2 I -.969 13 29 5 .maxi 18.025 13 .11 13 0 2 0 2 0 2 1 .08 5 RISA-3D Version 10.0.0 [G:1Acad20121201202631Calculations\Braced Frame East WalI.R3D] Page 2 VLMK Consulting Engineer St.Anthony's Braced Frame-East Wall Feb 28, 2013 Envelope Member Section Forces (Continued) k1 Member Sec Axialfkl LC v Shearfkl LC z Shearfkl LC Torouefk-ft LC v-v Mome... LC z-z Mome... LC 30 I 1 min 3.49 5 1 .003 5 I 0 2 0 12 0 1 2 I -1.578 13 31 M4 1 max 44.877 ; 3 .215 2 0 2 1 0 2 0 2 I .918 3 32 I min -26.904 4 I .1 1 5 I 0 2 0 2 I 0 2 .027 4 33 ' 2 :max 44.689 3 .104 12 0 2 0 2 ' 0 2 .13 5 34 I 'min -26.998 4 .044 ' 5 0 2 -- 0 2 I 0 2 -.67 2 135 ' , 3 max 44.502 3 .007 113 I 0 2 0 ' 2 0 2 .024 , 5 36 !min l -27.092 4 -.017 3 0 2 0 2 0 2 -.979 1 2 37 4 maxi 44.315 3 -.057 14 0 2 0 �2 0 2 .276 I 5 38 (min -27.185 4 -.128 3 0 2 I 0 1 2 0 2 -.575 ' 2 39 i 5 max 44.128 3 -.113 4 0 2 0 , 2 0 2 1.354 3 40 ;min, -27.279 4 I -.239 3 . 0 2 0 1 2 0 2 .075 4 41 M5 1 max 1 44.898 2 .213 3 0 2 0 2 0 2 .858 13 42 (min -27.001 5 .085 4 0 2 0 2 _ 0 2 .143 5 43 2 max 44.711 2 .102 3 0 2 0 2 0 2 .036 4 44 l min -27.094 5 .03 4 0 2 0 2 0 2 -.568 : 3 45 3 max 44.524 2 .004 13 0 1 2 0 2 ' 0 r 2 .024 4 46 min -27.188 5 -.036 2 0 2 0 2 0 2 -.867 3 47 4 max 44.337 2 -.054 5 0 2 0 2 0 2 .369 4 48 min -27.281 _ 5 -.147 2 0 2 0 2 0 2 -.452 3 49 5 'max 44.15 2 -.11 5 0 2 0 2 0 2 1.637 2 50 min -27.375 5 -.258 2 0 2 0 2 0 2 .11 5 OAX e - o = 45'4(Zit) - 9014 Envelope AISC 13th(360-05): LRFD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear..Loc[ft]Dir LC.phi*Pnc..phi*Pnt...phi'Mn ..phi'Mn ..Cb Eon 1 M1 HSS8x8x5' .418 0 113 .001 0 v 3 223.235 362.664 86.595 86.595 2.. H1-1a 2 M2 W21 x44 .627 13.125 13 I .141 13.1.. y 13,188.516 585 38.215 95.239 1.. H1-lb 3 M3 HSS6x6x6 j .100 22.125 13 I .001 0 v 13 126.326 313.812 54.51 54.51 12.. H1-1b 4 M4 HSS8x8x4 .304 25.725 3 .003 25.7.. y 3 154.411 293.94 66.288 66.288 3 H1-la 5 M5 HSS8x8x4 .308, 25.725 2 .003 ,25.7.. y 2 154.411 293.94,66.288 66.288 3 H1-la RISA-3D Version 10.0.0 [G:\Acad2012120120263\Calculations\Braced Frame East Wall.R3D] Page 3 Company : VLMK Consulting Engineer Feb 28,2013 Designer : CGA 6:02 PM Job Number : 20120263 St.Anthony's Braced Frame-East Wall Checked By: CGS sod Gr.- 7 Envelope Joint Reactions (A6o) Joint X[k] LC Yak] LC Z[k] LC MXJk-ft] LC MYlk-ft] LC MZ[k-ft] LC 1 N1 max 0 , 6 0 6 0 , 6 0 6 0 6 0 6 2_ min 0 6 0 , 6 . . 0 . 6... 0 6 0 6 0._..... 6 , 4 N2 min I 0 1 6 0 6 0 6 0 6 0 6 0 6. 5 N4 max 9.822 6 28.788 16 0 6 0 6 0 6 0 6 6 min -13.515 7 -13.841 6 0 6 0 6 0 6 0 6 7 N3 max 13.502 6 80.266 16 0 6 0 6 0 6 0 6 8 min -9.809 7 -2.135 7 0 6 0 6 0 6 0 6 9 Totals: max 23.324 6 109.054 16 0 6 10 1 min -23.324 7 23.352 6 0 6 MAx Ll el,t(1 = 14, 0k MMc (JDUIrt ` 81 , OK RISA-3D Version 10.0.0 [G:lAcad2012120120263\Calculations\Braced Frame East Wall.R3D] Page 4 lZ-L. -86.404k -19.976k -19.976k -19.976k -4.9681 5 'N2 13.3 • -13.3 41.3 114.3 Loads:LC 13, IBC 16-3(c)(a) Results for LC 13, IBC 16-3(c)(a) (US( ) Y-direction Reaction units are k and k-ft VLMK Consulting Engineer 1 CGA St. Anthony's Braced Frame- East Wall Feb 28, 2013 at 5:15 PM 20120263 Braced Frame East Wafl.R3D x `(41 l '(-9 -3.886k -3.886k -3.886k -20.253k -.922k 101 2 . -33.32k 5 - 9.3 19.4 13.9 a. . • 54.6 Loads:LC 5,IBC 16-7(b) Results for LC 5, IBC 16-7(b) (USD) Y-direction Reaction units are k and k-ft VLMK Consulting Engineer 2 CGA St. Anthony's Braced Frame- East Wall Feb 28, 2013 at 5:15 PM 20120263 Braced Frame East WaII.R3D t-t1 t3F-Lo x -2.566k -2.566k -2.566k -13.374k -.609k R1� -23.324k 252 ms's 3.8 N(A1c UQU r{ 9.8 37.2 Loads:LC 6,IBC 16-8(a)(ASD) Results for LC 6, IBC 16-8(a)(ASD) (Mb) Y.-direction Reaction units are k and k-ft VLMK Consulting Engineer CGA St. Anthony's Braced Frame- East Wall Feb 28, 2013 at 6:03 PM 20120263 Braced Frame East WalI.R3D SNP e-�� -60.7k -13.77k -13.77k -13.77ki -3.41k 2 V 5 'N2 9.3 -9.3 28.8 80.3 Pvt/UC QOLI40 W ILO Loads:LC 16, IBC 16-3(ASD) Results for LC 16, IBC 16-3(ASD) /\50) Y-direction Reaction units are k and k-ft VLMK Consulting Engineer CGA St. Anthony's Braced Frame- East Wall Feb 28, 2013 at 6:04 PM 20120263 Braced Frame East WalI.R3D CONSULTING Job st t1E4-0.►'rs cta. Ctkige►. E N G I N E E R S client Min/w Moi51�^1/� 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. 2�1/20'C�� By �+� P 503.222.4453 503.248.9263 Q Data 2-' l 5 Sheet No. - 12 RAMC 0.04144..1 C uo )LA 'g 40,4(2.0 ) = 10k (LLsP) t?,‘ F WEu' r-1 - u5C y4" L 41oIX 1.4 Lt)C 5.4,`'t...X41 ) S4 M1" I U5� Mtn► Go yz etu.-61 @ roz,Cs ssE, 1(o+., OE s - roUNDA1 t o4.1 CONI4.1E,C4c0.1 (IL = 2.0 ) Mika st4ER(Z - 40" (USPI MA-4 uWuG'r - 4$14 (u50) Sf-�Et\(L Use . zt NI(0-'o4 S'tu D 5 nT "" lDIL lek MLA _ moo, 42:% (�o��t) o.9,o tom►Z U5E (if) 115 (5 s = )Co. �(��► )(olxu0") - (071c GP-Ay( - 14 o' 404 * 20.5" (6 Po k L( ) C-12+o 1 'tl _ rte, ( 1"� 7' � 2.4')( 0. (5( �F) (7 (014 •• ..M',.1 + 5 5(AB CO,,v (-4 -) tl s«- (1)Z(v)(o. tO:4sf) = R.e 17.(al` - 4V( oK * 'Mo at O IL Fikt-4-0w ° ( 1')Z( 2. SKSF) 123K ( 7a INIctz.) ote- CONSULTING Job `� �t�}a►,�ys Cx114 . Ci��l�lr� \,T LMK ENGINEERS Client Job No Lv«eXa 7 By AS 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 �j�� P 503.222.4453 503.248.9263 Date Z_- (3 „..t.0 -12j ECkM tOw.1 [�. F GC0471■ic P1, 1 12 rtos = 800 t (`�ogt, t 2 70 19 -iL (l n) t Ft 5,5A4.1 aov,_ 4 (10 ( 2S: �4) 2 4100t7L + 2 "-v 5,o4o -R. Cap) P66 = 2 .44014 060) .«. - z1. 4 (t. 4) - k (LISP) Tarr j, - ( oe.) P170-.;p4- z P�St Pf,51 17S9 r s-f (2(r) P.51 s. (4 A. w a. �35 (Aso) C v,m S.l4JL . !off St, k ) pru z - 62.11(A + 8. ( 74L (I'S()) t6a = 20. goy- (Pso) 20 Ai. 4) = z . 9&K (LOD) ( 1C1 ) • rzri. Sit( (4 X SpkA:CIA 1=124411e- -.04k/ft -.449 iA1 r ^� ��� I ' II ` I -22.932k 5 2 -20.- , 11.8 11.2 • 1 23.9 Loads:LC 6, IBC 16-8(a)(ASD) Results for LC 6, IBC 16-8(a)(ASD) Y-direction Reaction units are k and k-ft VLMK Consulting Engineer CGA St. Anthony's Braced Frame- South Wall Mar 1, 2013 at 3:37 PM 20120263 Braced Frame South.R3D VLMK Consulting Engineer St.Anthony's Braced Frame-South Wall Mar 1,2013 wl��4.8 641 l5 Hot Rolled Steel Design P ameters Label Shape L gth[ft] Lbyy[ftl Lbzz['] lcomo toofftl Lcomo bot[ftlL-torau... Kyy Kzz Cb Functior 1 M1 HSS6x 21.75 Lateral 2 M2 earn 22.5 Segment Lateral 3 M3 H x x6 21.75 Lateral 4 M4 ` Braces _ 24.487 Lateral 5 M5 Braces i 24.487 Lateral tj 8 k12,x%/2 Joint Loads and Enforced Displacements (BLC 1 : Dead Load) Joint Label L.D.M Direction Magnitude[(k.k-ft).jin,rad).(k*s"2/ft... 1 N1 L Y -.9 2 N2 L Y -.9 Joint Loads and Enforced Displacements (BLC 2 : Snow Load) Joint Label L.D.M Direction _MagnitudeUk.k-ft). (in,rad). (k's^2/ft... 1 N1 L Y -2.14 2 N2 L Y -2.14 Joint Loads and Enforced Displacements (BLC 3 : Seismic Load) Joint Label L,D,M Direction _Magnitude[(k.k-ft).(in.rad).(k's^2/ft... 1 N1 L X 32.76 Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft.%J No Data to Print ... Load Combinations Description Solve PD..,SR..,BLC Facto BLC Facto BLC Factor BLC Factor BLC factorBLC Factor BLCFactorBLCFactor 1 Seismic Only , Y EL 1 2 IBC 16-5(a) Yes Y DL 1.2 Sds'••. .2 EL 1 LL .5 LLS 1 SL .2 SLN .7 , 3 IBC 16-5(b) Yes Y DL 1.2 Sds*.. .2 EL -1 LL .5 LLS 1 SL .2 SLN .7 4 IBC 16-7(a) . Yes Y ,DL .9 Sds'.. -.2 EL 1 5 IBC 16-7 (b) Yes Y DL .9 Sds'... -.2 EL -1 6 IBC 16-8(a)(ASD) Y DL_ .6 Sde... -.14 EL -.7 7 IBC 16-8(b)(ASD) Y DL .6 Sds*... -.14 EL .7 8 IBC 16-5 los-a) Yes Y DL 1,2 Sds*... .2 •m*EL 1 LL .5 LLS 1 SL .2 SIN .7 9 IBC 16-5 (os-b)_ Yes Y DL 1.2 Sds'... .2 •m'EL -1 LL .5 LLS 1 SL .2 SLN .7 10 IBC 16-7(os-a) Yes Y DL .9 Sds•... -,2 •m•EL 1 , 11 IBC 16-7 (os-b) Yes Y DL .9 Sds•... -.2 •m*EL -1 12 IBC 16-1 (a) Yes Y DL 1.4 NL 1 13 IBC 16-2 (a) (a) Yes , Y DL 1.2 LL 1.6 LLS _ 1.6 NL 1 _ 14 IBC 16-2 (b)(a) Yes Y DL 1.2 LL 1.6 LLS 1.6 SL .5 SIN .5 NL 1 l 16 IBC 16-3 (ASD) Yes Y DL 112 I SL 116 SLN 1.6 I LL 1 .5 LLS 1 f NL 1 Envelope Joint Reactions [lik.iD6 Joint X[kJ LC Y[k] LC Z[kJ LC MX[k-ftJ_ LC MY[k-ft] LC MZ[k-ft] LC 1 ' N1 :max 0 2 0 2 0 2 0 2 J 0 2 0 X 2 1 2 min 0 , 2 0 2 0 2 0 2 0 2 0 2 3 N2 max 0 2 0 2 0 2 . 0 2 0 2 0 1 2 1 4 I min 0 2 0 2 0 2 0 2 0 2 0 2 5 N4 f max 15.794 5 38.061 2 i 0 2 0 2 0 2 0 2 6 min -17.652 2 -28.75 _ 5 I 0 2 0 2 , 0 2 0 2 RISA-3D Version 10.0.0 [G:Acad20121201202631Calculations\Braced Frame South.R3D] Page 2 VLMK Consulting Engineer St.Anthony's Braced Frame-South Wall Mar 1, 2013 Slab (3F t c0 Envelope Joint Reactions (Continued) (60`.. Joint X[k] LC Y jk] LC Z[k] LC MX jk-ft] LC MY[k-ftj LC MZ Lk-ft] LC 7 N3 'max 17.653 3 37.818 3 1 0 ' 2 1 0 2 I 0 2 0 2 8 1 min -15.794 4 -28.871 4 0 12 0 2 0 2 0 2 1 9 Totals: ,max 1 32.76 3 23.142 15 0 12 ! 10 min -32.76 1 2 5.716 4 0 2 Envelope Joint Reactions - Overstrenqth Joint X[k] LC Y[kJ . LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ jk-ftl LC 1 N1 I max 0 8 0 8 i 0 1 8 1 0 8 0 1 8 1 0 8 2 min 0 8 0 8 0 8 0 8 , 0 8 1 0 8 3 N2 maxi 0 , 8 0 8 0 8 0 8 0 8 0 8 4 min 0 8 0 8 0 8 0 8 0 8 0 8 _ 5 N4 max 32.2 11 69.731 8 0 8 0 8 0 8 , 0 8 6 min -34.006 8 -60.419 11 0 8 , 0 8 0 8 0 8 7 N3 max 34.007 9 69.488 , 9 0 8 0 _ 8 0 8 0 8 8 min -32.201 10 -60.54 10 0 8 0 8 0 , 8 0 8 9 Totals: Imax 65.52 11 12.539 8 0 18 10 I min -65.52 10 5.716 11 0 8 Envelope Member Section Forces ( :4::> Member Sec Axial[k] LC y Shearfkl LC z Shear[k] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC 1 M1 1 'max 6.849 15 I .007 4 0 2 0 2 0 2 -.025 4 2 min 1.281 4 1 -.038 3 0 2 0 2 0 _2 -.39 3 3 2 max 6.733 15 . .007 4 0 2 0 2 0 2 -.062 4 4 1 min 1.213 4 -.038 1 3 0 1 2 0 2 0 2 , -.185 3 5 I 3 max 6.617 15 .007 4 ' 0 2 . 0 r 2 0 2 .046 5 6 min 1.145 4 -.038 3 0 2 0 2 0 2 -.126 2 7 4 max 6.5 15 .007 4 0 2 0 1 2 0 2 .224 3 8 min 1.077 4 -.038 3 0 2 0 2 0 2 -.137 4 .9 5 max 6.384 15 .007 1 4 0 2 0 2 0 , 2 .428 3 10 min 1.009 4 -.038 3 0 2 0 12 0 2 -.175 4 11 M2 1 max 32.764 2 1.88 115 0 2 1 0 I 2 0 2 .428 3 12 )min -32.733 5 .328 4 0 2 0 _ 2 0 2 -.175 4 13 2 max 32.764 2 -.058 5 0 2 I 0 2 0 2 -.534 4 14 i min -32.733 , 5 -.694 15 0 2 0 2 , 0 2 -3.148 15 15 3 max 32.764 2 1.564 3 0 2 0 2 0 2 7.993 15 16 min -32.733 5 -3.268 15 0 2 0 2 0 2 2.083 4 17 4 'max .043 2 .681 15 0 2 0 2 0 2 -.524 5 18 1 min -.004 5 .051 4 0 2 0 2 0 2 -3.134 115 19 5 max .043 2 -.327 5 1 0 2 0 2 0 2 .517 2 20 1 min -.004 5 -1.892 115 1 0 2 0 _ 2 0 2 -.174 ' 5 21 M3 1 1 max 7.07 15 .044 2 0 2 0 2 0 2 , .447 ; 2 22 ' min_ 1.4 15 -.004 1 5 1 0 2 1 0 21 0 2 .088 1 5 23 1 2 max 6.901 115 .044 2 0 2 0 2 0 2 1 .215 , 3 24 min 1.302 5 -.004 1 5 1 0 2 0 i 2 1 0 2 1 .1 4 25 I 3 max 6.733 115 .044 2 0 ! 2 0 2 1 0 2 ' .162 . 3 26 !min 1.203 15 -.004 5 !. 0 ! 2 0 1 2 0 12 -.066 4 127 ! 4 maxi 6.565 ' 15 1 .044 2 0 2 0 2 0 2 1 .153 5 28 i min I 1.105 5 1 -.004 5 ' 0 1 2 1 0 2 0 1 2 1 -.276 1 2 29 I 5 max 6.396 151 .044 1 2 0 2 0 2 ' 0 _ 2 I .174 ' 5 30 min 1.007 5 -.004 5 ' 0 2 0 1 2 1 0 2 I -.517 1 2 31 M4 1 max 38.886 ' 3 .308 2 1 0 2 ■ 0 2 0 2 .39 1 3 32 min -34.035 4 .127 5 0 2 _ 0 1 2 0 2 1 .025 ! 4 133 2 max 38.536 3 .127 2 0 2 1 0 1 2 0 2 -.25 1 5 34 min -34.21 4 .036 5 0 2 0 _ 2 0 1 2 -1.165 i 2 35 1 3 maxi 38.187 3 -.018 4 0 2 0 2 0 1 2 ' -.196 5 I 36 'min -34.384 . 4 -.09 . 3 i 0 2 0 1- 2 1 0 1 2 -1.388 ' 2 , RISA-3D Version 10.0.0 [G:\Acad2012\20120263\Calculations\Braced Frame South.R3D] Page 3 VLMK Consulting Engineer St.Anthony's Braced Frame-South Wall Mar 1, 2013 Envelope Member Section Forces (Continued) 5-14 ff 0 Member Sec Axial[k]. LC y Shear[k] LC z Shear[ki LC Torquejk-ft] LC y-y Mome... LC z-z Mome... LC 37 I 4 maxi 37.837 I, 3 -.109 1 4 ! 0 ! 2 , 0 1 2 0 ` 2 .411 1 5 38 min -34.559 4 -.271 L 3 0 2 0 12 0 I 2 -.504 2 39 5 max 37.487 1 3 -.199 4 0 2 ! 0 i 2 0 1 2 2.589 3 40 I min -34.734 4 -.452 3 0 2 1 0 2 0 2 .471 4 1 41 I M5 11 max1 38.873 ' 2 .312 1 3 I 0 2 1 0 I 2 1 0 2 , .447 , 2 42 1 min -34.034 5 .127 4 0 2 0 2 1 0 2 .088 5 43 1 2 rmax 38.524 2 .131 3 0 2 _0 : 2 � 0 2 -.235 4 44 ! min -34.209 5 .037 4 0 2 0 _ 2 0 2 -1.09 3 ' 45 3 rmax 38.174 . 2 -.015 5 • 0 r 2 r 0 2 0 2 -.183 4 46 r min -34.384 5 -.088 2 0 2 0 2 0 2 -1.341 3 47 4 max 37.824 ' 2 -.106 5 0 2 r 0 12 0 • 2 ' .423 4 48 r I min -34.559 5 -.269 2 0 _ 2 0 2 0 2 -.485 3 49 5 'maxi_ 37.475 2 -.196 5 0 r 2 0 2 0 1 2 ! 2.602 ' 2 50 I min -34.734 5 -.45 2 0 2 0 2 0 2 .458 5 Envelope A/SC 13th(360-05): LRFD Steel Code Checks Member Shape Code Check Locfftl LC Shear..LocfffDir LC phi*Pnc..phi*Pnt....phi*Mn ..phi`Mn ..Cb Eqn 1 M1 HSS6x6x4 .043 0 15 .001 0 v 3 93.694__216.936 38.64 _ 38.64 2.. H1-lb 2 M2 W14x48 .054 11.25 2 _.023 11.25 y 15 440.227 634.5 , 73.5 241.336 1.. H1-lb 3 M3 HSS6x6x6 .033 _ 0 15 .001 0 1L 2 130.249 313.812 54.51 54.51 2.. H1-lb 4 M4 HSS8x8x8 .083 24.487 3 .003 24•4•.'y 3 298.471 558.9 129.375 129.375 2.. Hi-lb i 5 M5 HSS8x8x8 .083 j 24.487 2 .003 ;24.4..4 2 1298.4711 558.9 1129.375 129.37512.. H1-lb RISA-3D Version 10.0.0 [G:1Acad20121201202631Calculations\Braced Frame South.R3D1 Page 4 VLMK Consulting Engineer St.Anthony's Braced Frame-South Wall Mar 1, 2013 Envelope Joint Reactions C b,5c) Joint X[k] _LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 I N1 I max 0 6 0 6 0 , 6 0 1 6 ' 0 ' 6 0 6 2 1 min 0 6 1 0 6 0 6 _ 0 6 0 6 0 6 3 N2 max 0 6 1 0 6 0 6 0 6 0 6 0 6 4 min 0 6 , 0 6 0 I6 f 0 , 6 0 L6 0 6 5 N4 max' 11.079 6 24.09 7 0 � 6 0 6 0 6 0 6 6 min -11.853 7 -20.246 6 0 6 I 0 6 0 6 0 6 7 N3 max 11.853 1 6 24.011 6 0 6 0 6 0 6 0 6 8 ; min -11.079 7 -20.325 7 0 6 1 0 6 0 6 0 . 6 I 9 Totals: max 22.932 16 16.433 ! 16 0 , 6 10 I min -22.932 7 3.765 1 7 I 0 6 i Load Combinations (t. c ) Description Solve PD...SR...BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Seismic Only Y EL 1 1 _ 2 I IBC 16-5 (a) , Y DL, 1.2 Sds•.., .2 EL _ 1 . LL .5 LLS 1 SL .2 SLN- .7 • 3 IBC 16-5 (b) Y DL 1.2 Sds*... .2 EL -1 LL .5 LLS 1 SL _ .2 'SLN .7 4 IBC 16-7 (a) Y DL .9 ;Sds*... -.2 EL 1 _ 5 IBC 16-7 (b) Y DL .9 ',Sds"... -.2 EL -1 _ _ _ 6 IBC 16-8(a)(ASD) Yes Y DL .6 ;Sds"... -.14 EL -.7 7 IBC 16-8(b)(ASD) Yes Y ' DL .6 iSds"••• -.14 EL _ .7 _ 8 IBC 16-5 (os-a) Y DL 1.2 iSds•... .2 Om*EL 1 ^ LL .5 LLS 1 SL .2 SLN ,7 9 IBC 16-5 (os-b) Y DL 1.2 ,Sds"... .2 Om'EL -1 LL .5 LLS 1 SL .2 SLN .7 10 IBC 16-7 (os-a) Y DL .9 Sds"... -.2 Om"EL1 1 _ 11 IBC 16-7 (os-b) Y DL .9 ;Sds•••• -.2 Om*EL`` -1 12 IBC 16-1 (a) Y DL 1.4 NL 1 I _ 13 IBC 16-2 (a) (a) Y DL 1.2 i LL 1.6 LLS 11.6 ,NL 1 14 IBC 16-2 (b) (a) Y DL! 1.2 LL 1.6 LLS 1.6 _SL .5 SIN .5 NL 1 15 IBC 16-3 (c) (a) Y DL 44 1.2 SL 1.6 SLN 1.6 LL ! .5 LLS 1 NL_ 1 16 IIBC 16-3 (ASD) Yes Y DL l 1 i SL 1 L _ ON. t,,_-rte,. 'r" - -o -5" Cts\sfl) RISA-3D Version 10.0.0 [G:1Acad2012120120263\Calculations\Braced Frame South.R3D] Page 1 X 501 5e- t1 40 1 2g liFV2 3L.10" . Loads:EL-Earthquake Load VLMK Consulting Engineer CGA St. Anthony's Braced Frame- South Wall Mar 1, 2013 at 3:44 PM 20120263 Braced Frame South.R3D X -.9k -.9k -.tom A II ' ' ' ! I I ! ! ! ! Ill , � , h ! l • aaaaaaaa' :Al' � • aaa a�_u • aa`aa' auaaau 1 5 2 Loads: DL-Dead Load L+Dt- ___ VLMK Consulting Engineer CGA St. Anthony's Braced Frame- South Wall Mar 1, 2013 at 3:43 PM 20120263 Braced Frame South.R3D X 5t-1-( 0- 21 -2.14k -2.14k ii 1 111 ; 1 11 ' ; 11 ! 1111111 1 11111 !A AA AAAAAAAAAAAAA A ALL LL % ' n o• ALA A 1A11. „I' ALA 1 r5 2 4 Loads:SL-Snow Load • VLMK Consulting Engineer CGA St. Anthony's Braced Frame- South Wall Mar 1, 2013 at 3:44 PM 20120263 Braced Frame South.R3D CONSULTING Job Ar4 44 00-1's (kt.I•/114-011C1 E N G I N E E R S ci ,t 2 t5ANI 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No.ZVIZC'JLf;/'Se,, C-15 P 503.222.4453 503.248.9263 Date 2- (4, sheet No. IAN- 1 14? Soc15-(S - kNS - (0' 36 Pot. 1-s Ps< pi<s COI- (wqu cor154-e.v, rjL - ZhQsF tc2 r(-La') = 10 ff 50. PS 544-DiAl cj' 3.5' 1"3C$) - ?SF ( 30 -� 44P ) ��`J (to')2 v� sL t; looO'Zoo - S4 A'( t o"o,c. oU'[ ) ?Lc 2 1 6,,1 efQ,coN Cj��W1 - � P�-1 ° to' 32`> f 4 t ( a,m ( 12-6v, + t`I-1 s,) { "4 0e5(6.•--1 LlK-11612aOa)° r `uui,l<1 = (2o PSf _ to a F )( ' r7O rLE r.15r �<5E 1-4 5512 x (5E- Piet.A- Out ) VLMK Project Title: 3933 SW Kelly Ave. Engineer. Project ID: Portland,OR 97239 Project Descr: Std'( CArt- 2 General Beam Analysis F�=y.u�azo,2�2o,2o2s3�cALCUL-,1srANTH-,.EC6 ENERCALC,INC.1983-2012,BuiIt8.12.12.7,Vet 6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy Joist _ m ` i General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 10.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 S 0.009 0.036 • t = '.' / \ Span = 10.O ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 k/ft, Tributary Width=1.0 f Varying Uniform Load: S(S,E)=0.0090->0.0360 k/ft,Extent=0.0->>10.0 ft, Trib Width=1.0 f Point Load: D=0.090 k a 6.50 f1 DESIGN SUMMARY. . Maximum Bending= Kit ° 1 0.953 k-ft 1 Maximum Shear= 0.3935 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5.650ft Location of maximum on span 10.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.004 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.006 in Max Upward Total Deflection 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope D ODnsggn.L= 10.00 ft 1 0.95 0.95 0.39 Dsgn.L= 10.00 ft 1 0.38 0.38 0.13 +D+S+H Dsgn.L= 10.00 ft 1 0.95 0.95 0.39 +D+0.750L+0.750S+H Dsgn.L= 10.00 ft 1 0.81 0.81 0.33 +D+0.750L+0.750S+0.750W+H Dsgn.L= 10.00 ft 1 0.81 0.81 0.33 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'-'Deft Location in Span Load Combination Max.'+-Defl Location in Span D+S 1 0.0059 5.150 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0022 5.200 0.0000 0.000 S Only 1 0.0037 5.100 0.0000 0.000 D+S 1 0.0059 5.150 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.322 0.394 D Only 0.107 0.134 S Only 0.215 0.260 D+S 0.322 0.394 f I C/0- "5 ClarkWestern Building Systems IIllflllfflff CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 2127/2013 St. Anthony's -Canopy Joists SECTION DESIGNATION: 600S162-54 [50] Single Section Dimensions: Web Height = 6.000 in Top Flange = 1.625 in -- - cc, -to 2' Bottom Flange = 1.625 in 9ecl Stiffening Lip = 0.500 in Inside Corner Radius = 0.0849 in tclI ►-s10'( Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness = 0.0566 in Steel Properties: Fy = 50.000 ksi Fu = 65.000 ksi Fya = 55.318 ksi ALLOWABLE CEILING JOIST SPANS INPUT PARAMETERS Dead Load = 30.0 psf DL Multiplied by 1.00 for Strength Checks Live Load = 46.0 psf LL Multiplied by 1.00 for Strength Checks K-phi for Distortional Buckling = 0,00 Ib*in/in Include Torsion? Yes Torsional Lever Arm to: Flange Center Deflection Limit = L/360 Bearing Lengths for Web Crippling: End Condition = 1.0 in Shear and Web Crippling Capacity Based on Unpunched Web ALLOWABLE CEILING SPANS -SIMPLE SPAN JOIST MECHANICAL BRACING AT: SPACING NONE MID Pt THIRD Pt � —122..0 in 8' 11" 11' 3" 11' 9" I 16.0 1 in l 8' 4" I 9' 9" 10' 8" I Cokit. 17CK OV_ 24.0 in 7' 6" 7' 10" 7' 10" ClarkWestern Building Systems ��T lr -41 I�l� IIII�{�I�I CW Tech Support: (888) 437-3244 I clarkwestern.com 2007 North American Specification ASD DATE: 2/27/2013 St. Anthony's -Canopy Joists SECTION DESIGNATION: 600S162-54 [50] Single Input Properties: Web Height = 6.000 in Design Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 55.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Floor Solver Design Data -Simple Span Joist Span 10.00 ft Joist Spacing 16.0 in Dead Load = 30.0 psf Live Load = 46.0 psf Check Flexure Mmax = 1267 Ft-Lb <= Ma = 2527 Ft-Lb & Ma(distortional) = 2158 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Total Load Defl Limit: L/240 Total Load Defl. = 0.270 in Total Load Defl. Ratio = L/444 Live Load Defl Limit: LJ360 Live Load Deft. = 0.164 in Live Load Defl. Ratio = L/734 Check Web Crippling Web Crippling capacity not reduced for punchouts near ends of member Rmax= 507 lb End Bearing Length = 1.00 in Ra = 599 lb >= Rmax, stiffeners not required Check Shear Vmax = 507 lb Shear capacity not reduced for punchouts near ends of member Va = 2823 lb >= Vmax VLMK Project Title: 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: Sly f CA-I-- 5 Steel Beam File=g:iAcad2.1 212 0 1 20 26 31CALCUL-1ls1ANTH-1 EC6• ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver6.12.12.7 Uc.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy-Front Beam CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 D(0.128) S(0.197) • • • • + SS12x4x3f16- } ' 2 Span = 20.0ft 2 HSS 12x4x3/16 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.1280, S=0.1970 k/ft, Tributary Width=1.0 f DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.388: 1 Maximum Shear Stress Ratio= 0.056 : 1 Section used for this span HSS12x4x3/16 Section used for this span HSS12x4x3/16 Ma :Applied 17.233 k-ft Va:Applied 3.447 k Mn/Omega:Allowable 44.365 k-ft Vn/Omega:Allowable 61.804 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.268 in Ratio= 893 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.470 in Ratio= 511 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 20.00 ft 1 0.166 0.024 7.38 7.38 74.09 44.37 1.14 1.00 1.48 103.21 61.80 +D+S+H Dsgn.L= 20.00 ft 1 0.388 0.056 17.23 17.23 74.09 44.37 1.14 1.00 3.45 103.21 61.80 +0+0.750L+0.750S+11 Dsgn.L= 20.00 ft 1 0.333 0 048 14.77 14.77 74.09 44.37 1.14 1.00 2.95 10311 61.80 +D+0.750L+0.750S+0.750W+H Dsgn.L= 20.00 ft 1 0 333 0.048 14.77 14.77 74.09 44.37 1.14 1.00 2.95 103.21 61.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+•Deft Location in Span D+S 1 0.4698 10.100 0.0000 0.000 Maximum Deflections for Load C ombinations -Unfactored Loads Load Combination Span Max.Downward Deft Location in Span Span Max.Upward Deft Location in Span D Only 1 0.2013 10.100 0.0000 0.000 S Only 1 0.2685 10.100 0.0000 0.000 D+S 1 0.4698 10.100 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.447 3.447 D Only 1.477 1.477 S Only 1.970 1.970 VLMK Project Title: 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 5141 CPQJ- CP File=g:l Acad201 212 01 2 0 2 6 31CALCUL-1tSTANTH-1.EC6 Steed B @am.-._.,____ __... ENERCALC,INC.1983-2012,Build:6.12.12.7,Ver.6.12.12.7 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Canopy-Front Beam Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 D+S 3.447 3.447 Steel Section Properties : HSS12x4x3116 Depth = 12.000 in I roc E 91.80 inA4 J = 46.100 inA4 S xx 15.30 inA3 Cw = 15.70 in"6 Width = 4.000 in R xx = 4.130 in Wall Thick = 0.174 in Zx = 19.600 inA3 Area = 5.370 in"2 I yy = 16.400 inA4 C = 0.000 inA3 Weight = 19.661 plf S yy = 8.200 inA3 R yy = 1.750 in Zy = 9.000 inA3 Ycg = 6.000 in CONSULTING Job Sl. �N'(�lV'J (c' ePC(i-)• Cltt 4c. ENGINEERS client kit-to-1 ist§"1 Job No. 20(202-CA By a5 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 /�� Date l 3 Sheet No. t" 7 - P 503.222.4453 503.248.9263 12 Loc ■ r CR.s 6gt17 S 271- co" i..OIcP = (1 6(.7c,.4. CA 2sL. coo,," l5 orr )(51,0 ) = Z'37iv,t_ + $ t. r1 t5Pc6 tAJtT k ( - UK(L5 '(p PcgcLA gtaP5 'f = C fLF (.4 o c.) �1`�' 0(4- u(SE }155 r;2 y - (-sue (rt«11- Dint ) '1210 4.7 > - « _ b U ��e._ Low FF l.4ss Goal F051 Ass`( VLMK Project Title: 3933 SW Kelly Ave. Engineer: Project ID: Portland,OR 97239 Project Descr: 50' CA1/4 J- 8 Steel Beam File=g:WAcad201 21201 20 26 31CALCUL-11STANTH-1.EC6 ENERCALC,INC.1983-2012,Build6.12.12.7,Ver.6.12.12.7 Uc.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Lobby Entry Header-22-6'Span(Gravity) • CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set : IBC 2009 _ Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2009 Unbraced Lengths First Brace starts at ft from Left-Most support Regular spacing of lateral supports on length of beam=4.0 ft D(0.233) S(0.242) • if V ir l HSS12x6x1r.- Span =22.50 ft 2 HSS12x6x1/4 Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.2330, S=0.2420 k/ft, Tributary Width=1.0 f DESIGN SUMMARY Desi!n OK Maximum Bending Stress Ratio = 0.447: 1 / Maximum Shear Stress Ratio= 0.065 : 1 Section used for this span HSS12x6x1/4 Section used for this span HSS12x6x1/4 Ma :Applied 31.906 k-ft . Va:Applied 5.672 k Mn/Omega:Allowable 71.387 k-ft Vn/Omega :Allowable 87.035 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 11.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection /0.321 in Ratio= 840 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.669 in Ratio= 403 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 3.94 ft 1 0.134 0.034 9.58 9.58 119.22 71.39 1.60 1.00 2.95 145.35 87.04 Dsgn.L= 4.05 ft 1 0.213 0.022 15.20 9.58 15.20 119.22 71.39 1.14 1.00 1.92 145.35 87.04 Dsgn.L= 3.94 ft 1 0.232 0.010 16.59 15.20 16.59 119.22 71.39 1.02 1.00 0.86 145.35 87.04 Dsgn.L= 4.05 ft 1 0.232 0.014 16.53 13.67 16.53 119.22 71.39 1.05 1.00 1.24 145.35 87.04 Dsgn.L= 3.94 ft 1 0.191 0.026 13.67 6.75 13.67 119.22 71.39 1.21 1.00 2.27 145.35 87.04 Dsgn.L= 2.59 ft 1 0.095 0.034 6.75 6.75 119.22 71.39 1.57 1.00 2.95 145.35 87.04 +D+S+H Dsgn.L= 3.94 ft 1 0.258 0.065 18.43 18.43 119.22 71.39 1.60 1.00 5.67 145.35 87.04 Dsgn.L= 4.05 ft 1 0.409 0.042 29.22 18.43 29.22 119.22 71.39 1.14 1.00 3.69 145.35 87.04 Dsgn.L= 3.94 ft 1 0.447 0.019 31.91 29.22 31.91 119.22 71.39 1.02 1.00 1.64 145.35 87.04 Dsgn.L= 4.05 ft 1 0.445 0.027 31.79 26.28 31.79 119.22 71.39 1.05 1.00 2.38 145.35 87.04 Dsgn.L= 3.94 ft 1 0.368 0.050 26.28 12.99 26.28 119.22 71.39 1.21 1.00 4.37 145.35 87.04 Dsgn.L= 2.59 ft 1 0.182 0.065 12.99 12.99 119.22 71.39 1.57 1.00 5.67 145.35 87.04 +D+0.750L+0.750S+H Dsgn.L= 3.94 ft 1 0.227 0.057 16.21 16.21 119.22 71.39 1.60 1.00 4.99 145.35 87.04 Dsgn.L= 4.05 ft 1 0.360 0.037 25.72 16.21 25.72 119.22 71.39 1.14 1.00 3.24 145.35 87.04 Dsgn.L= 3.94 ft 1 0.393 0.017 28.08 25.72 28.08 119.22 71.39 1.02 1.00 1.45 145.35 87.04 Dsgn.L= 4.05 ft 1 0.392 0.024 27.98 23.12 27.98 119.22 71.39 1.05 1.00 2.10 145.35 87.04 Dsgn.L= 3.94 ft 1 0.324 0.044 23.12 11.43 23.12 119.22 71.39 1.21 1.00 3.84 145.35 87.04 Dsgn.L= 2.59 ft 1 0.160 0.057 11.43 11.43 119.22 71.39 1.57 1.00 4.99 145.35 87.04