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RECEIVE!) AUG 162017 STRUCTURAL CALCULATIONS CITY OF TIGARD BUILDING DIVISION CVS PORTLAND 191001405 01/4EP R OFFss 5 NG NE 4t' 85835 • , f `yZO ORE e : O^O? �F�+LFti18ER 6 Qc5 F°RREStantec S1 GP 0 7 Table of Contents Design Drawing 1 Field Measurements 2 Photos 3 RTU Information 4 to 6 Existing / new members 7 New Purlin — full ahu 8 to 9 New Purlin — partial ahu 10 to 11 New Beam 12 to 13 Existing Girder 14 to 15 Equipment Anchorage 16 to 21 RTU 2 Information 22 to 23 RTU 2 New Purlin 24 RTU 2 New Beam 25 Existing Girder @ RTU 2 26 T I I , - 0 F a FACTORYMUMS I BOOS ANCHORS 11StaPRoiRAnax� © BASE CHAS. \ .. / GENERAL NOTES 1 IP CVS ,. wNFORMNG ro Y ADDED AT JRIISa TWT DIPPaRT GNU. -- -- NOUN. SEERETE 1) ,,-iHIEl11swa L mmn c„>w a.lora E rae 9tMc LU.Ran,MD m v..,EZIMMG I -- ..YDIM,m(,NDTE.. ..T� OR�Rk'1DED WNOIIIOM PRIOR TO PIIBWIIRM 111E 00.I Health '• 1 �. N:-^-� 1 WMFACIURED RUTTIER m BE 2.0 ISCROIAY VOL �� ## , r� A DIYENSDM.L WMIMI m PE WI SPY 0111 DM MBH PR BIN,FP/ILS PM M. FAACCTO R / Tp �/. ......„..—DUCT RAL r 111.cuIS AT MpN 2ECt USIA 'CWEIDt VA 20L11 Y., 1` J'YN.PFNEIIMTON INTO A0. �• flA9IMC L- *Y1Y.J/TY AMMF PRE-GRILL c I � NAM MAIM GAEBaIGN6 MNGE TO HSIX CIMS CALLS FOR 1/Y MLT • RTU-1 RRI-x CCRAN NG • I 1R'RIND MSRAIIaN J 3 is ##1 1/z n owe MOLE PRE-DRILL / 1 7ME 33 dIPoUY R0. 'A' 1P1 1/2'141 1/r ELEVATION 'NOUS R OFTINMOD1D1 ,aa,,,NE /�,`�� FOR 1/2.BOLT INSTALLATION KEYED NOTES MENA CR y�4 V 20 J/.' PC J/.' S1A MILE RIB SI RMi---- y'TMv IbdTlIB MAW b' a 1/.• 40 1/.• ANL110R8 ro bE J/D• cI ISEE OEM SL NEW IMBIBERS TO MVP R/16D NILS•a•B.C.,STAGGERED. �ANI MI V 120 I/C 20 I/.' GIA,AG saa Y YIN. kimaRia 'E' 0 1/x•101 1/x' 1 I/C POMTRATON .OIL COME 0.YROm O PAz,EBBBBR cw011 m LIMBOS ARE 211 OR MIL ED.Just NUYERs m DGDRn MM. CB Pl f'JI•N1�1 OIO6JM , ' Rtpp L P ROOF DECK O CUT A ATTACH EOM.MIMING m ION KIM.PROVIDE JCST,WPM 1G' MUSIC ANMES AT':'CORM 10' 1a� uRleE1R '^'T SECTION SHORE EOST.MSC alsmx LUSx.OS WOWED. . S`A 9WL NIS O SEE SEUL J/S1G1 FOR MMB ANCICIAOL I. 1 al 7 NOTES R J/.•IE@ D1E GST FOR r M I ,•//#111110111111151 4221 A FOR COIANNELS aNEOPRENE GBRT BELT MP S, % 'ANDO CRD A AHLIICS / L CW WY BE MI.BOM FOR SIPPING.M / NESE CABS$MELD MOW.DLL BE MOUS. , IO'MFCRCJDIIT BRACKET �� ANMffi BY MSTALUNO CCDRACTOIL 'D• AT b'CMOS o i�\ / t,/x'.t t/x'21/r / 1 CCITNUWS BAY SUPPORT m MIM PANS. Q / - R 111E mnu SUPPORT MEI.a ni \\ Cd�1TANfT r y t.G L_____J . DIv®Gra ISNnHMMDDs air. /61ISI , ' YN MA Stantee C d H o' .�A swami DIMS PLYWOOD 1- ROOF DECK of J ' �\\\\\\\`\"\Y�' �� III GRANT AVENUESURE 201 O OAIEIIlW 1 \���\`���\ ENOICOTI,NY 13160 ,•n-P1'1 lel. WI-221-6100 `J,A J RTU CURB ANCHORAGE ELEVATION &SECTION 1Y00°21 J-0 SFCTION E DETAIL PROIEG,.191001405 SSD SOME NIS LWBFII S=/p MIL n5 S`�A 9GYL MTS aFSpppp O®® PER O ,,.\ ` 0 /DIM L.JOISTS `A .2111„4. VIII 14L111.14•Lx.R P.4• P 42 1 REVISIONS: 1011-2 0 0 =02 0 1 mS.FOR Illo/rw0 20/21/2010 L---TJ Btu-1 E.T.92.415.--/ MOO/ NOGD YiY1 MONO BW. DATE, JUNE 0A 2017 XS NUNaN2 2011121D.60 B _ 7111E.7111E. ROW AND'RENOVATIONS' C � ✓ STRUCTURAL INSTALLATION k PARTIAL ROOF PLAN C 9RET 111.121Elt j S-1.0 if i n STRUCT11 INSTALLATION PARTIAL ROOF PLAN K, . If S-1.0M.11 1-0 N Tubbs, Scott From: Martin, Mark(Portland) Sent: Friday, March 25, 2016 1:13 PM To: Tubbs, Scott Subject: RE: Stantec- CVS Field Measurements Importance: High Scott, I hope this is what you need. Please contact me immediately if you don't have all the information you need. NOTE: Measurements were taken in the warehouse and NOT through the ceiling tile in the clean room as it was in use and being cleaned. I imagine the roof structure would be the same. - Large Beam: 26- 3/4"D x 6-5/8"W (6 pieces laminated at 4-1/2"D/piece) o Span (24' 00) o Full Length - Unknown Large Cross Member: 15"D x 3-1/4"W o Span (7'-6" OC) o Length (Nominal 23'-6") - Joists: 3-1/2"D x 1-1/2"W o Span (24" OC) o Length (Nominal 7'-3" - Bottom of Large Beam to Floor: 14'-1" - Bottom of decking to top of floor: 16'-4" Mork Mani; Project Designer, Electrical Stantec • 733 SW Oak Street Suite 200 Portland OR 97205-3710 Phone: 1503) 273-0064 Mark.Martin2@stantec.com S t`, n t(..1 The content of this email is the confidential property of Stantec and should not be copied,modified,retransmitted,or used for any purpose except with Stantec's written authorization.If you are not the intended recipient,please delete all copies and notify us immediately. r1,)Please consider the environment before printing this email. From:Tubbs, Scott Sent:Thursday, March 24, 2016 8:34 AM To: Martin, Mark(Portland) Subject: RE: Stantec- CVS Field Measurements Mark I have not been to the site either so I am doing my best to answer your questions. These building are typically small in the area we are working so this is what I need from you Wood girder and wood joist span 1 EngA ENGINEERED AIR SUBMITTAL RECORD JOB NAME: CVS COMPOUNDING-PORTLAND, OR JOB NO: DK7664(KC2917) CUSTOMER: CVS HEALTH ENGINEER: STANTEC EngA MODEL: FW102IK/OIMVIHIUVC QTY: 1 TAG: RTU-1 SHIPPING AND APPROVAL INFORMATION MOUNTING Outdoor Base Mounted c/w Prefab Roof Curb ACCESS As Per Dra UNIT MINIMUM AMBIENT -20°F SHIPPING WEIGHT 3400 lb OPERATING WEIGH 3600 lb NO.OF PIECES 3(Unit+Curb+Hood? • ETL approval. SUPPLY AIR DATA AIR FLOW 3,200 CFM FAN SIZE (1)GR40-ZID-DC.CR TSP 3.4 in w.c. RPM 2294 MOTOR SIZE 3.22 HP TYPE(RPM) EC Blue(2400) ESP 1.5 in w.c. BHP 2.73 BHP • Supply air fan/motor c/w 0-10vdc speed controller mounted in control panel for air balancing only. EXHAUST AIR DATA AIR FLOW 500 CFM FAN SIZE (1)RH22V-2EP.WC.2R TSP 0.75 in w.c. RPM 2600 MOTOR SIZE 0.25 HP TYPE(RPM) AC Blue(2600) ESP 0.7 in w.c. BHP 0.25 BHP • Exhaust Air Fan is ducted from inside return opening c/w a speed control manually set at unit,will be balanced in the field by others. AIR OPENING DATA AIR OPENING LOCATION DAMPER TYPE OPERATION SUPPLY AIR See Below[1] RETURN AIR See Below[1] EngA Parallel Blade Manual OUTSIDE AIR See Below[1] EngA Parallel Blade Manual EXHAUST AIR I See Below[1] RUSKIN CBD6 Parallel Blade Counterbalanced Backdraft Gravity • [1]-See Mechanical Drawing CONSTRUCTION DATA UNIT CABINET 2"foam panel construction c/w 26 gage satin coat galvanized interior sheet metal,26 gauge satin coat galvanized exterior sheet metal and R16 polyurethane insulation on entire unit air tunnel. 18 gauge satin coat galvanized sheet metal c/w 1"no insulation on condenser section. UNIT LINER 22 gauge solid liner on unit underside. ---- UNIT FLOOR 18 gauge satin coat galvanized sheet metal on entire unit floor c/w 2"spray foam underneath. Floor c/w floor drain connection through base frame(see mechanical drawing for locations)._ EXTERIOR PAINT Epoxy primer with Polyurethane topcoat in Gray color on all exterior surface but not including unit underside. AIRSIDE DOOR All access except as listed below-deluxe welded steel framed hinged c/w lever type door handles and bulb seal gasket. Fan access-deluxe welded steel framed hinged c/w lever type door handles,door safety latches,positive pressure label and bulb seal gasket. --- Leaving Coil access-deluxe welded steel framed hinged c/w levelly*door handles,double pane glass window and bulb seal gasket. SERVICE DOOR Electrical and compressors access-hinged c/w lever type door handle __... DRAIN PAN 304 stainless steel drain pan c/w floor drain connection through base frame on DX coil section, ELECTRICAL DATA POWER SUPPLY MINIMUM CIRCUIT AMPACITY I MAXIMUM FUSE(D.E.) MAXIMUM BREAKER 460/3/60 46.9 AMPS 50 AMPS 50 AMPS • See Electrical Data Sheet for details. • Unit mounted non fused disconnect switch, DATE 16-Jan-2017 -1 - Continued on page 2 RETURN AND OUTSIDE AR DAMPERS ARE LOCK:NG QUADRANTS Z ?2x12 SPACE IN CONTROL PANEL C/W 24V POWER FOR JTUNE ©MS MONITORING 0 T GO> .. '- F- CD O`C U v? Q Z JZ 'Q �.......N._.�. U O C7 ri U; Q0� r J .- w n MIN 0/A HOOD r v n i >0< U f-1 f-, CW'Y I— — —I MIN DAMPER ' z' /}i R,A OPENING r u <n z I �c+ti'N, i .. V11 �, — z M c_ Z } M� G Z <� � -_---- MERV AN( tAC,R,, t ' 2G a 0 O 1 Z1_j O• �,a �I� .— — — - T- t v .I e _- I r_ Czn +0 : 6 ROW DX COIL L (-?1 1 —I ------ T,� n _ 1 — o� Itf(31�lki qiii C3 ; o r: }iC11 11# azo . IJ - i • - - i — — _ _ r — iI• az , t a �o j >. : i � j co - - 0 -#, -. .-- -�T - .. _ U J c C', I 1;1 , ' 13W �z w 1/1o i C- AN HON C� 0 Cr, to w ' ELECTRIC, .FA -O a. ' as Itl } ( I O 7 J i L4 . � z0 H 'J. a LA • 4, ' I a . 1 KW `...,,,L, ] 3 1 ._I. ,, p . 1 - F - 0 . i . aAy \ / CON ENSFR COiL n 0 Q CY _ .._._.._.,a t ..•_ N CD N U; .. N h C:J (Y lel ,c) <1__? ... I 8 ' mo X 7 CIU '0, t"_`. DOOR SIZES AND INTERNAL COMPONENTS ARE APPROX VALUES DIMENSIONS SHOWN IN INCHES ONLY UNLESS OTHERWISE NOTED. DK7664(KC2917) FW102/K/O/MV/H/UVC - ri. TAG: RTU-1 FWK SERIES REVISIONS: APR 25 2016 EngA ENGINEERED AIRDATE: , DRWN BY. �CHKD BY I DRWG NO.: 0 ® APR 12 2016 NSS ,- 07664M-01-1 _ DUCT-RAILS NOT SHOWN ON DRAWING FOR CLARITY. FOR DETAILS ON DUCT-RAILS,SEE DRAWING# 07664C-01-2 TYP --.4. t0'' 444---^ (3) 110:DIVG ANGLES AI 5C 5/4"CENTLRS 1 i _4 — 121 1/2., ,_ i__w, 1,5..(7.. � ,( LOOATpN l iL- _. , E;O{ -.... .. 7 1 a -7 TYP I I —1 I / rr i 'e tr 1 3 / i 48 1/4.. 26. n/s - / 33" W�,. ti wo P A A I a z w a rr SUPPLY / 1 -.. s} rr AIR FLOW /r jj1 I 121 4 S ''(2} REIN-ORCEMENf '' HRACKEIS IOTA-- t �J6 a1 /2} m LENGTH i,,j 8 1/8" 1i 0 0 PLAN VIEW _ L._.. ,.. ELEVATION 1. 12" i HOLES OF 24' � ---- ------ /1 7 1/2""""^'^'--'_ -- � IN IN CENTER OF BOTTO10 M FLANGE INSIDE TO INSIDE CURB WALLS 9- s1 NOTES: FACTORY 1 S/8"X S/4"NEOPRENE GASKET FOR 2'TO 4"CHANNELS,OR INSULATION 'N r,lr ? #_ S/B'X 1-1/2'NEOPRENE GASKET FOR CHANNELS 6"AND OVER T j(f{$f #t�� 2 CURB MAY BE AS ASSEMBLY WILL BEE REQUIRED BY SN DOWN FOR TALL NG CONTRAPING IN THESE CTOR'FIELD 1-- CHANyNN��EL • - -771: ({S f QOM 3 CONTINUOUS BASE SUPPORT TO CURB PANELS,INCLUDING THE CENTER 4" X14- t1/111- 5/ t 1 `iY SUPPORT PANEL IF SUPPLIED,IS REQUIRED BY OTHERS t 614-7,73.3.47 4 DIMENSIONS GIVEN IN INCHES ONLY **_ �,ti C.l SUPPLY REINFORCEMENT BRACKET(SHIPPED LOOSE) um r AIR ,1'I NEOPRENE GASKET FIELD - MOUNTED(SEE NOTE 1) /�/�1 I.- VVELD BRACKET TO ROOF %�s "-'"�-CURB AT INSTALLATION(BY OTHERS) 2'X a• `-- - 318" FACTORY MOUNTED ' DUCT I 1 1!2`X 1 1!2"X 118" FLASHING(BY OTHERS) - - L. RAIL RROOFING PAPER(BY OTHERS) 1 --SECURE TO STRUCTURE- TO SATISFACTION OF SEISMIC ENGINEER RIGID INSULATION(BY OTHERS) 1 2- * CANT STRIP(BY OTHERS) - 44 A -1( diditAL TAR AND GRAVEL --- (10,4&__, (BY OTHERS) 0..0.00o ♦.-!pp(♦ 4 I _ r ltd IL 4"X 2"X S/1B"ANGLE.PRE-DRILL FOR 1/2'BOLT Z ,E **1 5"X 1.5'X 0.125"ANGLE DRILL AT INSTALLATION "u SECTION B-B SECTIONA-A a i JOB#DK7664 DRAWING NOT TO SCALE FW102/KIO/MV/H/UVC .. , TAG:RTU-1 12"HIGH SEISMIC CURB FOR DOWN DISCHARGE UNIT A REVISIONS: DATE: DRW _ EngA ENGINEERED AIR NB ._ ... BY: CHKD BY: DRWG NO 4"s 8 APR 13 2016 i NSS 107664C-01-1 -- (S) Stantec Lck 4-Q.2.4"".t, t-14%. LQ A + • •2_o p. t a . k 10 jz. ( pt'7,j ,i..kk+� klk 4^$ 3'/A. 4 1 . `11-4"e.<, 1 Z -L" S P w,�} 1Amtrl RI &fl . A1KOE2 SPAa Z491 TRI*S 2}'.©" ! = I ,o ti.,(//141- i ta. P l.,%� i L%'� ll.bt.1 Q)0 5.(,, �-�s", 2..4. 5%M. 7.1 ',q' P 1 - % 7„,.I 0"/ . -t, .2,„.-',...1. ii; 4(2.la)i+) I 4 LiZAA SA. illi 14.9 G'N(5- QoR.tLYa14- _ 11"110o12. 9b Designed by: TV-6/ 5 Checked by: (,"'' File=5us1277-f011shared_projects119100129MsWcluraMesigntanalysislcvs portland ec6 111000) BeamENERCALC.INC 1983-2017,Build:6.17 1 31,Ver:6.17.1.31 Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC Description: purlins-full ahu CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 875.0 psi Ebend-xx 1,400.0 ksi Fc-Prll 1,150.0 psi Eminbend-xx 510.0 ksi Wood Species :Spruce-Pine-Fir Fc-Perp 425.0 psi Wood Grade :No. 1/No.2 Fv 135.0 psi Ft 450.0 psi Density 26.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 0(0+78t t t t V i uo oz; V 7' $ ♦ V 0(0 031 t V V V I $ K 2x1 Span-750ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150 ksf, Tributary Width=2.0 ft Uniform Load: L=0.020 ksf, Tributary Width=1.0 ft Uniform Load: D=0.1780, Tributary Width=1.0 ft,(new ahu) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.834 1 Maximum Shear Stress Ratio = 0.559 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual 830.41 psi fv:Actual = 67.90 psi FB:Allowable = 996.19psi Fv:Allowable = 121.50 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 3.750ft Location of maximum on span 6.734 ft Span#where maximum occurs = Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 8704>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.119 in Ratio= 755>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C rn C t CL M fb F'b V fv F's +D+H 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.834 0.559 0.90 1.100 1.00 1.15 1.00 1.00 1.00 1.48 830.41 996.19 0.63 67.90 121.50 +D+L41 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.822 0.551 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.62 909.30 1106.88 0.69 74.36 135.00 +D+Lr4I 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.600 0.402 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.48 830.41 1383.59 0.63 67.90 168.75 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.652 0.437 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.48 830.41 1272.91 0.63 67.90 155.25 +D+0.750Lr+0.750L41 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 rWOOCI Beam =Nu77-1 s12011shared_projecls\1910012901structural\designlanalysis\cvs poniard ec6 ENERCALC.INC 1983-2017.Build:6.17.1.31,Ver:6.17 1.31 Lic.# KW-060093041 Licensee STANTEC CONSULTING INC Description: purlins-full ahu Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL fb F'b V fv Fv Length=7.50 ft 1 0.643 0.431 1.25 1.100 1 00 1.15 1.00 1 00 1.00 1.59 889.58 1383.59 0.67 72.74 168.75 +0+0.750L+0.750S+H 1.100 100 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.699 0.469 1.15 1.100 1.00 1 15 1.00 1.00 1.00 1.59 889.58 1272.91 0.67 72.74 155.25 +D+0.60W+H 1.100 100 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.469 0.314 1.60 1.100 1.00 1.15 1.00 1.00 1,00 1.48 830.41 1771.00 0.63 67.90 216.00 +D+0.70E+1-1 1.100 100 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.469 0.314 1.60 1.100 1.00 1,15 1.00 1.00 1.00 1.48 830.41 1771 00 0.63 67.90 216.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.502 0.337 1.60 1.100 100 1.15 1.00 1.00 1.00 1.59 889.58 1771.00 0.67 72.74 216 00 +D+0.750L+0.7509+0.450W41 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.502 0.337 1.60 1.100 100 1.15 1.00 1.00 1.00 1.59 889.58 1771.00 0.67 72.74 216.00 +D+0.750L-0.750S+0.5250E+H 1 100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.502 0.337 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.59 889.58 1771.00 0.67 72.74 216.00 +0.60D+0.60W+0,60H 1.100 100 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.281 0.189 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.89 498.25 1771.00 0.38 40.74 216.00 +0.60D+0.70E+0.6011 1.100 100 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.281 0.189 1.60 1.100 100 1.15 1.00 1.00 1.00 0.89 498.25 1771.00 0.38 40.74 216.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1192 3.777 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS I nad Combination Support 1 Support 2 Overall MAXimum 0.864 0.864 Overall MINimum 0.075 0.075 +D+H 0.789 0.789 +D+L+H 0.864 0.864 +D+Lr+H 0.789 0.789 +D+S+H 0.789 0.789 +D+0.750Lr+0.750L+H 0.846 0.846 +D+0.750L+0.750S+H 0.846 0.846 +D+0.60W+H 0.789 0.789 +D+0.70E41 0.789 0.789 +D+0.750Lr+0.750L+0.450W+H 0.846 0.846 +D+0.750L+0.750S+0.450W+H 0.846 0.846 +D-0.750L-0.750S+0.5250E+H 0.846 0.846 +0.60D-0.60W+0.60H 0.474 0.474 +0.600+0.70E+0.60H 0.474 0.474 D Only 0.789 0.789 Lr Only L Only 0.075 0.075 S Only W Only E Only H Only ! Flle.11us1277-f011shared_projects\191001290tstructuralldesign{analysistevs portland ec6 I Wood Beam ENERCALC,INC.1983-2017,Build:6 17.1 31.Ver:6.17.1.31 Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC Description: purlins-partial ahu CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 . Material Properties _ Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 875.0 psi Ebend-xx 1,400.0 ksi Fc-PrIl 1,150.0 psi Eminbend-xx 510.0 ksi Wood Species : Spruce-Pine-Fir Fc•Perp 425.0 psi Wood Grade No. 1/No.2 Fv 135.0 psi Ft 450.0 psi Density 26.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase i r r r V :cuc, + * r r t we Olt r r r r V N K 1 i ,3'►, 15 - 2.e Span=750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150 ksf, Tributary Width=2.0 fl Uniform Load: L=0.020 ksf, Tributary Width=2.0 ft Uniform Load: D=0.1780 k/ft,Extent=0.0-->>2.620 ft, Tributary Width=1.0 ft,(new ahu; DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.649 1 Maximum Shear Stress Ratio = 0.515 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 783.21 psi fv:Actual = 69.56 psi FB:Allowable = 1,207.50 psi Fv:Allowable 135.00 psi Load Combination +D+L+H Load Combination +D+L++I Location of maximum on span = 2.628ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span It 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 2095>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.129 in Ratio= 697>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i C r C m C t C L M fb Pb V Iv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.510 0.430 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1086.75 0.38 52.19 121.50 +D+L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.649 0.515 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.86 783.21 1207.50 0.50 69.56 135.00 +D+Lr+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.367 0.309 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1509.38 0.38 52.19 168.75 - +D+5+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.399 0.336 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1388.63 0.38 52.19 155.25 +D+0.750Lr+0.750L++i 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam File=11us1277d01\shared-projects1191001290tslructuratklesi@Manalysislcvsportend.ec6 ENERCALC,INC.1983-2017,Build:6,171.31,Ver.6.17.1.31 Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC Description' purlins-partial ahu Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M tb Pb V tv F'v Length=7.50 ft 1 0.480 0.386 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1509.38 0.47 65.22 168.75 +D+0.750L+0.750S+11 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.522 0.420 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1388.63 0.47 65.22 155.25 +D+0.60W+H 1,200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.287 0.242 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1932.00 0.38 52.19 216.00 +D+0.70E+11 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.287 0.242 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.61 554.16 1932.00 0.38 52.19 216.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.375 0.302 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1932.00 0.47 65.22 216.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.375 0.302 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1932.00 0.47 6522 216.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length=7.50 ft 1 0.375 0.302 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.09 1932.00 0.47 65.22 216.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.172 0.145 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.36 332.50 1932.00 0.23 31.31 216.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.172 0.145 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.36 332.50 1932.00 0.23 31.31 216.00 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1291 3.586 '0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.655 0.351 Overall MINimum 0.150 0.121 +D+H 0.505 0.201 +D+L+H 0.655 0.351 +D+Lr+H 0.505 0201 +D+S+H 0.505 0.201 +D+0,750Lr+0.750L+H 0.617 0.314 +D+0.750L+0.7505+1-1 0.617 0.314 +D+0.60W+H 0.505 0.201 +D+0,70E+H 0.505 0.201 +D+0.750Lr+0.750L+0.450W+H 0.617 0.314 +D+0.750L+0.7505+0.450W4j 0.617 0.314 +D+0.750L+0.7505+0.5250E+H 0.617 0.314 +0.600+0.60W+0.60H 0.303 0.121 +0.60D+0.70E+0.60H 0.303 0.121 D Only 0.505 0.201 Lr Only L Only 0.150 0.150 S Only W Onty E Only H Only i File=1\us1277-f01tshared_prajecls11910012901structuraMesignlanalysislovs portland.ec6 WOOL) Beare ENERCALC,INC.1983 2017,Build:6.17.1.31,Ver.6.171.31 Lic.#:KW-08009304 Licensee STANTEC CONSULTING INC_ Description: new beam CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 875.0 psi Ebend-xx 1,400.0ksi Fc-PrIl 1,150.0 psi Eminbend-xx 510.0ksi Wood Species :Spruce-Pine-Fir Fc•Perp 425.0 psi Wood Grade :No. 1/No.2 Fv 135.0 psi Ft 450.0 psi Density 26.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.65) >w t II 1N, K, 1.75x11.25 Span=23.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=0.650 k @ 19.50 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.947. 1 Maximum Shear Stress Ratio = 0.363 : 1 Section used for this span 1.75x11.25 Section used for this span 1.75x11.25 fb:Actual = 745.94psi fv:Actual = 44.07 psi FB:Allowable = 787.50 psi Fv:Allowable - 121.50 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 19.469ft Location of maximum on span = 22.642 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.610 in Ratio= 462>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ Ci Cr Cm C t CL M fb F'b V fv Fs +D+H 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.947 0.363 0.90 1,000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 787.50 0.58 44.07 121.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.852 0.326 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 875.00 0.58 44.07 135.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.682 0.261 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1093.75 0.58 44.07 168.75 +D+S+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.741 0.284 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1006.25 0.58 44.07 155.25 - +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.682 0.261 1.25 1.000 1.00 1.00 1.00 1,00 1.00 2.29 745.94 1093.75 0.58 44.07 168.75 +D+0.750L+0.7505+1-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood BeamFile=Nus1277-1011shared_projecis1191001290tstructural'designlaoslysislcvsportland.ec6 ENERCALC.INC.1983-2017,Build:6.171.31,Ver.6.17131 Lic.#:KW-06009304 Licensee: STANTEC CONSULTING INC Description: new beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=23.50 ft 1 0.741 0.284 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1006.25 0.58 44.07 155.25 +1>+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.533 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1400.00 0.58 44.07 216.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.533 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1400.00 0.58 44.07 216.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.533 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1400.00 0.58 44.07 216.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=23.50 ft 1 0.533 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1400.00 0.58 44.07 216.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Length=23.50 ft 1 0.533 0.204 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.29 745.94 1400.00 '0.58 44.07 216.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.320 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.38 447.56 1400.00 0.35 26.44 216.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.320 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.38 447.56 1400.00 0.35 26.44 216.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.6099 13.208 0.0000 0 000 _. Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.153 0.581 T . Overall MINimum 0.092 0.349 +D+H 0.153 0.581 +D+L+H 0.153 0.581 +D+Lr+H 0.153 0.581 +3+S+H 0.153 0.581 +D+0.750Lr+0.750L+H 0.153 0.581 +D+0.750L+0.750S+H 0.153 0.581 +D+0.60W+H 0.153 0.581 +D+0,70E+H 0.153 0.581 +D+0.750Lr+0.750L+0.450W+1-1 0.153 0.581 +D+0,750L+0.750S+0.450W+H 0.153 0.581 "D+0.750L+0.750S+0.5250E+H 0.153 0.581 +0.60D+0.60W+0.60H 0.092 0.349 +0.60D+0.70E+0.60H 0.092 0.349 D Only 0.153 0.581 Lr Only L Only . S Only W Only E Only H Only ,--- File=\Ws1277-1011shared_proiects419t00t2901structuraMesignlanalysistcvs portiaid.ec6 IWoo Beam ENERCALC,INC.1983-2017,Build:6.17.131,Ver.6.171.31 Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC Description: glulam beams CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 3,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 3,000.0 psi Ebend-xx 2,100.0 ksi Fc-PrIl 1,750.0 psi Eminbend-xx 1,090.0 ksi Wood Species :SP/SP Fc-Perp 740.0 psi Ebend-yy 1,700.0 ksi Wood Grade :30F-E2 Fv 300.0 psi Eminbend-yy 880.0ksi Ft 1,350.0 psi Density 34.320 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress increase D(0170) DD47) ♦.1 D(14") D(0.48 L(0.48) i . ► IN a I 6.75x25.5 Span=24.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0,020, L=0.020 ksf, Tributary Width=24.0 ft Uniform Load: D=0.1780 kift,Extent=15.0-->>24.0 ft, Tributary Width=1.0 ft Point Load: D=0.70k@15.0ft Point Load: 0=1.40 k@23.90ft DESIGN SUMMARY Dash n OK Maximum Bending Stress Ratio = 0.486 1 Maximum Shear Stress Ratio = 0.327 : 1 Section used for this span 6.75x25.5 Section used for this span 6.75x25.5 fb:Actual = 1,296.88 psi fv:Actual = 98.19 psi FB:Allowable = 2,670.70 psi Fv:Allowable = 300.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 12.526ft Location of maximum on span = 21.898 ft Span#where maximum occurs - Span#1 Span#where maximum occurs = Span#1 - Maximum Deflection Max Downward Transient Deflection 0.184 in Ratio= 1565>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.421 in Ratio= 683>=180 - Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.305 0.210 0.90 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 2403.63 6.52 56.79 270.00 +D+L+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.486 0.327 1.00 0.890 1.00 1.15 1.00 1.00 1.00 79.06 1,296.88 2670.70 11.27 98.19 300.00 +D+Lr41 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.219 0.151 1.25 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 3338.38 6.52 56.79 375.00 +D+S+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.238 0.165 1.15 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 3071.31 6.52 56.79 345.00 • Wood Beam roe=Aus1277- -pralectst191001290structaraPdesignanatys+akvsportlandec6 ENERCALC.INC.1983-2017 Build:6171.31,Ver:6.17.1.31 Liu.#:KW-06009304 Licensee STANTEC CONSULTING INC Description: glulam beams Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv Fe +D+0.750Lr+0.750L+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0 00 Length=24.0 ft 1 0.346 0.234 1.25 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 3338.38 10.08 87.84 375.00 +D+0.750L+0.7505+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.376 0.255 1.15 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 3071.31 10.08 87.84 345.00 +D+0.60W+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.171 0.118 1.60 0.890 1.00 1.15 1.00 1 00 1.00 44.65 732.41 4273.12 6.52 56.79 480.00 +D+0.70E+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.171 0.118 1.60 0.890 1.00 1.15 1.00 1.00 1.00 44.65 732.41 4273.12 6.52 56.79 480.00 +D+0.750Lr+0.750L+0.450W+H 0.890 100 115 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=24.0 ft 1 0.270 0.183 1.60 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 4273.12 10.08 87.84 480.00 +D+0.750L+0.750S+0.450W4l 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.270 0.183 1.60 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 4273.12 10.08 87.84 480.00 +D+0.750L+0.750S+0.5250E+H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.270 0.183 1.60 0.890 1.00 1.15 1.00 1.00 1.00 70.44 1,155.51 4273.12 10.08 87.84 480.00 +0.60D+0.60W+0.60H 0.890 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.103 0.071 1.60 0.890 1.00 1.15 1.00 1.00 1.00 26.79 439.44 4273.12 3.91 34.07 480.00 +0.60D+0.70E+0.60H 0.890 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.103 0.071 1.60 0.890 1.00 1.15 1.00 1.00 1.00 26.79 439.44 4273.12 3.91 34.07 480.00 Overall Maximum Deflections Load Combination Span Max.' 'Defl Location in Span Load Combination Max."+"Deft Location in Span +D+i:+}-{ 1 04214 12.175 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.581 15.146 Overall MINimum 4.093 5.631 +D+H 6.821 9-386 +D+L+H 12.581 15.146 +D+Lr+H 6.821 9.386 +D+S+H 6.821 9.386 +D+0.750Lr+0.750L+H 11.141 13.706 +D+0.750L+0.750S+H 11.141 13.706 +D+0.60W+H 6.821 9.386 +D+0.70E+H 6.821 9.386 +D+0.750Lr+0.750L+0.450W+H 11.141 13.706 +D+0.750L+0.750S+0,450W+H 11.141 13.706 +D+0.750L+0.750S+0.5250E+H 11.141 13.706 +0.60D+0.60W+0.60H 4.093 5.631 +0.60D+0.70E+0.601-1 4.093 5.631 D Only 6.821 9.386 Lr Only L Only 5.760 5.760 S Only W Only E Only H Only 9/6/2016 Design Maps Summary Report usGs Design Maps Summary Report User-Specified Input Report Title cvs portland Tue September 6,2016 12:00:22 UTC Building Code Reference Document 2006/2009 International Building Code (which utilizes USGS hazard data availabie irI 2002) Site Coordinates 45.51075°N, 122.69513°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category I/II/III .,,;4. ", ,, A >.�. Cam as ;, i; A.yr, Jillsboro -,"- , 'Portland Gresham Beaverton • 10 Tigard, Lake Osweao USGS-Provided Output S5 = 0.986 g SMS = 1.090 g SDS = 0.727 g S1 = 0.348 g SMl = 0.593 g SDy = 0.395 g httpJ/ehp1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=45.51075246529242&longitude=-122.69512834392887&siteclass=3&riskcategory=0&edition=ibc-2009&variant--0&pe5Q.. 1/2 Table 13.6-1 Mechanical and Electrical Components Fp Values Component Description= Enter values in blue S05= 0.7270 1p= 1.0 Wp= 3200.0 lbs or ib/ft z= 19.3 feet h= 16.3 feet Values in the below chart are seismic design forces that are centered at the component's center of gravity and distributed relative to the component's mass distribution. Fp shall be determined in accordance with equation 13.3-1 but is not required to more than eq. 13.3-2 and shall not be less than eq. 13.3-3. Mechanical and Electrical Component or Element Eq.13.3-1 Eq. 13.3-2 Eq. 13.3-3 1306 3722 698 Air-side HVAC,fans,air handlers,air conditioning units,cabinet heaters,air distribution boxes and other mechanical components constructed of sheet metal framing. USE 1253 3722 698 Wet-side HVAC,boilers,furnaces,atmospheric tanks and bins,chillers,water heaters,heat USE exchangers,evaporators,air separators,manufacturing or process equipment and other mechanical components constructed of high-deformability materials. Engines,turbines,pumps,compressors and pressure vessels not supported on skirts and 1253 3722 698 not within the scope of Chapter 15. USE Skirt supported pressure vessels not within the scope of Chapter 15. 3134 3722 698 USE Elevator and escalator components 1253 3722 698 USE Generators,batteries,inverters,motors,transformers and other electrical components 1253 3722 698 constructed of high deformability materials. USE Motor control centers,panel boards,switch gear,instrumentation cabinets and other 1306 3722 698 components constructed of sheet metal framing. USE Communication equipment,computers,instrumentation and controls. 1253 3722 698 USE Koot-mounted chimneys,stacks,cooling and eiectncal towers iaterany oraced below their center of gravity. 2611 3722 698 USE Hoot-mounted chimneys,stacks,cooling and electrical towers laterally braced above tneir center of gravity. 1253 3722 698 USE Lighting fixtures 2089 3722 698 USE Other mechanical and electrical components. 2089 3722 698 USE Vibration Isolated Components and Systems Components and systems isolated using neoprene elements and neoprene isolated floors 3134 3722 698 with built-in or separate elastomeric snubbing. USE 3917 3722 698 Spring isolated components and systems and vibration isolated floors closely restrained using built-in or separate elastomeric snubbing devices or resilient perimeter stops. USE Internally isolated components and systems. 3917 3722 698 USE Suspended vibration isolated equipment including in-line duct devices and suspended 3134 3722 698 internally isolated components. USE Table 13.6-1 Mechanical and Electrical Components Fp Values Component Description= Enter values in blue Sas= 0.7270 IP= 1.0 WP= 3600.0 lbs or lb/ft z= 19.3 feet h = 16.3 feet Values in the below chart are seismic design forces that are centered at the component's center of gravity and distributed relative to the component's mass distribution. Fp shalt be determined in accordance with equation 13.3-1 but is not required to more than eq. 13.3-2 and shall not be less than eq. 13.3-3. Mechanical and Electrical Component or Element Eq. 13.3-1 Eq. 13.3-2 Eq.13.3-3 Air-side HVAC,fans,air handlers,air conditioning units,cabinet heaters,air distribution 469 4188 785 boxes and other mechanical components constructed of sheet metal framing. USE 4188 785 Wet-side HVAC,boilers,furnaces,atmospheric tanks and bins,chillers,water heaters,heat USE exchangers,evaporators,air separators,manufacturing or process equipment and other mechanical components constructed of high-deformability materials. Engines,turbines,pumps,compressors and pressure vessels not supported on skirts and 1410 4188 785 not within the scope of Chapter 15. USE Skirt supported pressure vessels not within the scope of Chapter 15. 3526 4188 785 USE Elevator and escalator components 1410 4188 785 USE Generators,batteries,inverters,motors,transformers and other electrical components 1410 4188 785 constructed of high deformability materials. USE Motor control centers,panel boards,switch gear,instrumentation cabinets and other 1469 4188 785 components constructed of sheet metal framing. USE Communication equipment,computers,instrumentation and controls. 1410 4188 785 USE (loot-mounted chimneys,stacks,cooling and electrical towers laterally braced below their center of gravity. 2938 4188 785 USE Root-mounted chimneys,stacks,cooling ana eiectncai towers laterally braced above their center of gravity. 1410 4188 785 USE Lighting fixtures 2351 4188 785 USE Other mechanical and electrical components. 2351 4188 785 USE Vibration Isolated Components and Systems Components and systems isolated using neoprene elements and neoprene isolated floors 3526 4188 785 with built-in or separate elastomeric snubbing. USE 4407 4188 785 Spring isolated components and systems and vibration isolated floors closely restrained using built-in or separate elastomeric snubbing devices or resilient perimeter stops. USE Internally isolated components and systems. 4407 4188 785 USE Suspended vibration isolated equipment including in-line duct devices and suspended 3526 4188 785 internally isolated components. USE , r, J441 RIO 4,40t. 144c‘ , 111 i3 i3ot, x # :, t4s4* of Li V-ck)" 1 Hme..Nup.,.S 0SE 3/8n DIA. LAAi Sc.Rsa'/ 4314 cola 11411-1 Designed by: ,f,�+ t Checked by: a. TABLE 1. Withdrawal: 5 Screws: Metal-to-Plywood Connections(a) Tables 3 and 4 present average `, Depth of Ultimate Lateral Load(lb)01) © Threaded ultimate withdrawal loads for wood o• Penetration Wood Screws Sheet Metal Screws and sheet metal screws in plywood- (in,) #8 #10 #12 #8 #10 #12 and-metal joints,based on analysis of 1/2 415 (500) `D 465 (565) 670 0 5/8 — — — 500 (600) 705 test results.Wood screws have a 3/4 - - - 590 (655) 715 tapered shank and are threaded for r• (a) Plywood was C-D grade with exterior glue(all plies Group 1),face grain parallel to load. only 2/3 of their length. Sheet metal Side plate was 3/1 thick steel. > screwstypicallyhave higher ultimate 6 (b)Values in parentheses are estimates based on other tests. g L load than wood screws in the smaller o Q gages,because of their uniform shank III diameter and full-length thread.The difference is not as apparent in the zI -,, larger gages and lengths because the i • liii taper is not as significant. 1Il Values shown in Table 3 for wood z -,- screws are based on 1/4-in.protrusion u of the wood screw from the back of v the panel.This was to assure iiieasur- 6 Wood Screw Sheet Metal Screw able length of thread embedment in the wood,since the tip of the tapered © TABLE 2. wood screw may be smaller than the a Sheet Metal Screws: Plywood-to-Metal Connections(a) pilot hole.This was not a factor for Ultimate Lateral Load(1b)(b) sheet metal screws due to their Plywood 5, z Framing Thickness Screw Size 1/4"-20 Self uniform shanks. (in.) #8 #10 #12 #14 Tapping Screw Adjustment for Species Other Q 0.080° 1/4 330 360 390 410 590 Than Group 1: 2 Aluminum 1/2 630 850* 860 920 970 z 3/4 910* 930* 1250 1330 1440 All the ultimate loads presented in o 0.078" 1/4 360 380 400 410 650 Tables 1 through 4 are based on • Galvanized 1/2 700* 890* 900 920 970 plywood panels of all-Group 1 con- `. Steel(14 gage) 3/4 700* 950* 1300* 1390* 1500 ® struction.For plywood panels of other - 8 (a) Plywood was A-C EXT(all plies Group 1),face grain parallel to load. w (b)Loads denoted by an asterisk(*)were limited by screw-to-framing strength; species groups,the ultimate loads in others were limited by plywood strength. these tables must be adjusted by z 4 a 0 i 1111 IuuIt 0 2 z 111z W 43 F q.L 4 Q 5 2 correction factors presented in Table 5. TABLE 3. Correction factors apply for both Wood and Sheet Metal Screws: Metal-to-Plywood Connections(a) Depth of Average Ultimate Withdrawal Load(Ib) lateral and withdrawal loading.The Threaded Screw Size adjustment factor for the highest Penetration (in.) #6 #8 #10 #12 #14 #16 numbered species group present in 3/8 150 180 205 — — — any veneer should be used. 1/2 200 240 • 275 r ► 350 — 5/8 250 295 345 :3.D 440 - Fastening Into Plywood Panel Edges 3/4 300 355 415 470 525 — Fastening into plywood panel edges is I - - - 625 700 775 1-1/8 705 790 875 not normally recommended. For some 2-1/4 — — — 1580 — purposes, however,edge fastening (a) Plywood was C-D grade with exterior glue(all plies Group 1). may be necessary.Table 6 presents ultimate lateral and withdrawal loads Qr for various sizes of wood screws in this application. mulre,' VI Estimating Allowable at Design Loads ��-1- i111 t 0.25' 'M. It is the responsibility of the designer to select a working load suitable for Wood Screw Sheet Metal Screw the particular application.A high degree of variability is inherent in TABLE 4. Sheet Metal Screws: Plywood-to-Metal Connections(a) individual fastener test results. Ultimate Lateral Load(lb)a)) Therefore,for screws in withdrawal, a Plywood Framing Thickness Screw Size 1/4"-20 Self working load of about one-sixth of the (in.) #8 #10 #12 #14 'lapping Screw ultimate load has traditionally been0.080" 1/4 130 150 170 180 220 used for long-duration loads.For Aluminum 1/2 350 470 500 520 500 3/4 660 680 790 850* 790* normal load duration,the long-term 0.078" 1/4 130 150 170 180 220 working load may be increased by Galvanized 1/2 350 470 500 520 500 10 percent.Normal load duration Steel(14 gage) 3/4 660 680 800 900 850 contemplates fully stressing the con- (a) Plywood was A-C EXT(all plies Group 1). (b)Loads denoted by an asterisk(*)were limited by screw-to-framing strength; - nection for approximately ten years, others were limited by plywood strength. either continuously or cumulatively. Q Q MONMPIL iiimet it MEMOOMMEI rma 0 .....r , ,, 3 ©1991 APA-The Engineered Wood Association KANSAS SALES DRAWING SUBJECT TO CHANGE W z z O U to o i Li I MIN 0/A HOOD `r F-------_--_.-4 .( I DAMPER I 1__ _AI JI ii MERV 8 AND MER131 i 0rca 0. z L J 3 z '� PRE-COOL DX o In F- ) — — — p v j;:: :21 — J 0° el I.. Z Z r rc W P Z it • :' e U :i2 : �Y - _ g m �_ 7 I _._._._ !e co ' O 1,3,, POST—COOL DX ( i ___-_--++? I N N II ` + 0 L r�� tf CS ,• til i 0o i'jl FAN SECTION I N W O I J vm Wiz_ g O 0 z I I o ao I Z W _ U U -j w I-- U Ff1 ECTRIC i J g - ( i� a 1 .... 1 I N m 1 , I ,�...ttom� N �.'�14 KNE`.J j '--4,--*() L i — L- I — 4 '-!> W I —1 r rn Z "_ _'--CON 1 9. --r—_______- , a, \v a. . (, I /C,O E--7--E--,--, i i 40 , , i,_. it G 2 4 W SL' `—�\ I I ZQ Ny _r, I 7 N I.-- , DOOR SIZES AND INTERNAL COMPONENTS ARE APPROX VALUES.DIMENSIONS SHOWN IN INCHES ONLY UNLESS OTHERWISE NOTED. PRELIMINARY FW84/KJO/MV/UVC TAG: NPR PORTLAND,OR PRELIMINARY DRAWING ONLY-NOT FOR CONSTRUCTION. E1IgA ENGINEERED AIR REVISODATE DRWN BY: CHKD BY: DRWG NO.. 0 ® MAY252017 DAJ PRELIMINARY DUCT-RAILS NOT SHOWN ON DRAWING FOR CLARITYI . 141 1/2' r -1 F oow plauIHEBGBA�c( ♦ W CaU41 / ♦ / ♦• / • / t/ 24" /x♦ 40 1/4" g A A % < LU1] u L / \♦ SUPPLY ❑ n g / ♦� AIR FLOW L% Z o 1_____ 10 1/B" 1- -I - PLAN VIEW 7 1/4"_I t5" __..—_... ELEVATION 1• t I J 12- -._..... _. :137 1/2" I M91DE TO INSIDE CURB WALLS it '` FACTORY 9- --13 2O r r i INSULATION 1 41 i II 1111111 I ii BASE 11'' 4.• CHANNEL \2, 2BAR WELDED To CURB f SUPPLY P LY NEOPRENE GASKET FIELD 1 ----- MOUNTED(SEE NOTE 1) I. 1-.- 2-X 4• I 35' FACTORY MOUNTED DUCT FLASHING(BY OTHERS) AlRAL ROOFING PAPER(BY OTHERS) RIGID INSULATION(BY OTHERS) 12• CAST STRIP(BY OTHERS) TAR AND GRAVEL IBY OTHERS) On!O.•0+.;•. •...• �\ NOTES: +.:' 13/8'X 3/4•NEOPRENE GASKET FOR 2"TO 4"CHANNELS,OR ' I I I I G 318"X 1-1/2"NEOPRENE GASKET FOR CHANNELS 6'AND OVER -- i 2.CURB MAY RE BROKEN DOWN FOR SHIPPING IN THESE CASES,FIELD g f ASSEMBLY WILL BE REQUIRED BY INSTALLING CONTRACTOR. 2•_. I 7 1/8 .. W 3.CONTINUOUS BASE SUPPORT TO CURB PANELS,INCLUDING THE CENTER Z SUPPORT PANEL IF SUPPLIED,IS REQUIRED BY OTHERS 4 DIMENSIONS GIVEN W INCHES ONLY SECTION A-A DRAWING NOT TO SCALE / 12"HIGH CURB FOR DOWN DISCHARGE UNIT . EngA ENGINEERED AIR REVISIONS: DATE: DRWN BY: CHKO BY: DRWG NO.: Wood Beam File=\\us1277-t011shared_projects\1910012901structural\design\analysis\cvspertlandec6 ENERCALC.INC.1983-2017,Build:6.17.1.31,Ver 6171 31 Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC Description: purlins-full ahu 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 875.0 psi Ebend-xx 1,400.0 ksi Fc-Prll 1,150.0 psi Eminbend-xx 510.0 ksi Wood Species :Spruce-Pine-Fir Fc-Perp 425.0 psi Wood Grade :No. 1/No.2 Fv 135.0 psi Ft 450.0 psi Density 26.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Liu.o41 V D(O.2M COM) 0(0.281 '1' V V V V V 2x8 Span=7,50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads - - Uniform Load: D=0.0150 ksf, Tributary Width=2.0 ft Uniform Load: L=0.020 ksf, Tributary Width=2.0 ft Point Load: D=0.280 k @ 1.670 ft,(new ahu) Point Load: D=0.280 k @ 5.170 ft,(new ahu) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.809: 1 Maximum Shear Stress Ratio = 0.543 :1 Section used for this span 2x8 Section used for this span 2x8 tb:Actual = 977.41 psi fv:Actual = 73.27 psi FB:Allowable = 1,207.50 psi Fv:Allowable 135.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.106ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 2095>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.169 in Ratio= 531>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.667 0.460 0.90 1.200 1.00 1.15 1.00 1,00 1.00 0.79 725.40 1086.75 0.41 55.90 121.50 +D+L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.809 0.543 1.00 1.200 1.00 1 15 1.00 1.00 1.00 1.07 977.41 1207.50 0.53 73.27 135.00 +D+Lr+H 1.200 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.481 0.331 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.40 1509.38 0.41 55.90 168.75 +D+S4l 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.50 ft 1 0.522 0 360 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.79 725.40 1388.63 0.41 55.90 155.25 f _._. Fle=i\us1277dO1tsharet_proiects11910012901structuraMesignlanalysiMusportlandec6 Wood Beam ENERCALC,INC.1983-2017,Build:6.17131.Vec617131 Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC Description: new beam W/AHU 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2600 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2600 psi Ebend-xx 2000 ksi Fc-Prll 2510 psi Eminbend-xx 1016.535 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 2.0 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.3) D(0.3) D(0.3) D(0.3) 0(0.3) 0(0.3) D(0.3) $ r r r r t t 1 K 1.75x14 Span=23.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=0.30k@2.Oft Point Load. D=0.30 k @ 4.0 ft Point Load: D=0.30 k @ 6.0 ft Point Load: D=0.30k@8.0ft Point Load: D=0.30k@10.0ft Point Load: D=0.30k@ 12.0 ft Point Load: D=0.30 k @ 14.0 ft Point Load: D=0.30 k @ 2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.622 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb:Actual _ 1,820.71 psi fv:Actual = 106.26 psi FB:Allowable = 2,927.97 psi Fv:Allowable = 327.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +0+0.750L+0.750S+H Location of maximum on span = 10.035ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.029 in Ratio= 274>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F's +D+0.750Lr+0.750LL+H 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.572 0.298 1.25 0.979 1.00 1.00 1.00 1.00 1.00 8.67 1,820.71 3182.57 1,74 106.26 356.25 +D+0.750L+0.750S+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.622 0.324 1.15 0.979 1.00 1.00 1.00 1.00 1.00 8.67 1,820.71 2927.97 1.74 106.26 327.75 (- "' File=Ikts1277-t011shaedj(Ojects11910012901stmcturandeslgnlanatysrs�cvs portland.ec6 j Wood Bean ENERCALC,INC.19812017,Build:6.171 31,Ver:6.17.1.31 Lic.#:KW-06009304 Licensee:STANTEC CONSULTING INC Description: glulam beams at AHU 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 3,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 3,000.0 psi Ebend-xx 2,100.0ksi Fc-Pill 1,750.0 psi Eminbend-xx 1,090.0 ksi Wood Species :SP/SP Fc-Perp 740.0 psi Ebend-yy 1,700.0 ksi Wood Grade 130F-E2 Fv 300.0 psi Eminbend-yy 880.0 ksi Ft 1,350.0 psi Density 34.320pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(1.744) D(0.48)L(0.48) V ♦ ♦ V V !1 ‘..........-.1( 1Mfel , 7* 6.75x25.5 Span=25.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.020 ksf, Tributary Width=24.0 ft,(existing roof loading) Point Load: D=1.744 k @ 22.670 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.495: 1 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 6.75x25.5 Section used for this span 6.75x25.5 fb:Actual = 1,316.41 psi fv:Actual = 104.52 psi FB:Allowable = 2,659.82 psi Fv:Allowable = 300.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 12.682ft Location of maximum on span = 22.901 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio= 1384>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.466 in Ratio= 644>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.293 0.226 0.90 0.887 1.00 1.15 1.00 1.00 1.00 42.76 701.46 2393.84 7.00 61.01 270.00 +D+L+H 0.887 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.495 0.348 1.00 0.887 1.00 1.15 1.00 1.00 1.00 80.25 1,316.41 2659.82 11.99 104.52 300.00 +D+Lr+H 0.887 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.211 0.163 1.25 0.887 1.00 1.15 1.00 1.00 1.00 42.76 701.46 3324.78 7.00 61.01 375.00 +D+S+H 0.887 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ' Length=25.0 ft 1 0.229 0.177 1.15 0.887 1.00 1.15 1.00 1.00 1.00 42.76 701.46 3058.79 7.00 61.01 345.00 +D+0.750Lr+0,750L+H 0.887 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.011 1 0.350 0.250 1.25 0.887 1.00 1.15 1.00 1.00 1.00 70.88 1,162.66 3324.78 10.75 93.64 375.00 r -, , -„--, R E I E 1 V h 9 -.-.A_Zjgc,, '"\--'- ,,,.-- °,„z_e;„\LL- :,c,czl. AUG 16 2017 CITY OF TIGARD Y T T _--- r.7 ft..." '-i6Rshared_prolectsi191091290'st!utu anxle's itinatysis vs poNand.ec6 1 Wood Beam ENERCALC,INC 1983-2017,Build:6.171.31,Ver6.17.1.31 Li0.#:KW-06009304 Licensee:STANTEC CONSULTING INC Description: glulam beams at AHU 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 3,000.0 psi E Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 3,000.0 psi Ebend-xx 2,100.0 ksi Fc-Prll 1,750.0 psi Eminbend-xx 1,090.0 ksi Wood Species :SP/SP Fc-Perp 740.0 psi Ebend-yy 1,700.0 ksi Wood Grade :30F-E2 Fv 300.0 psi Eminbend-yy 880.0 ksi r Ft 1,350.0 psi Density 34.320 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(1.744) D(0.48)L(0.48) V V t M w I. 6.75x25.5 Span=25.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.020 ksf, Tributary Width=24.0 ft,(existing roof loading) Point Load: D=1.744 k @ 22.670 ft DESIGN SUMMARY desi.n OK Maximum Bending Stress Ratio = 0.449S 1 Maximum Shear Stress Ratio = 0.348 :1 Section used for this span 6.75x25.5 Section used for this span 6.75x25.5 fb:Actual = 1,316.41 psi fv:Actual = 104,52 psi FB:Allowable = 2,659.82 psi Fv:Allowable = 300.00 psi Load Combination +D+L+H Load Combination +O+L+H Location of maximum on span = 12.682 ft Location of maximum on span = 22.901 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio= 1384>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.466 in Ratio= 644>=180 t `s Max Upward Total Deflection 0.000 in Ratio= 0<180 • Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cl Cr Cm C t CL M fb Pb V fv F'v +D+H - --- ---0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.293 0.226 0.90 0.887 1.00 1.15 1.00 1.00 1.00 42.76 701.46 2393.84 7.00 61.01 270.00 +D+1.+1-1 0.887 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.495 0.348 1.00 0.887 1.00 1.15 1.00 1.00 1.00 80.25 1,316.41 2659.82 11.99 104.52 300.00 +D+Lr+l 0.887 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.211 0.163 1.25 0.887 1.00 1.15 1.00 1.00 1.00 42.76 701.46 3324.78 7.00 61.01 375.00 +D+S+H 0.887 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 f Length=25.0 ft 1 0.229 0.177 1.15 0.887 1.00 1.15 1.00 1.00 1.00 42.76 701.46 3058.79 7.00 61.01 345.00 +D+0.750Lr+0,750L41 0.887 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=25.0 ft 1 0.350 0.250 1.25 0.887 1.00 1.15 1.00 1.00 1.00 70.88 1,162.66 3324.78 10.75 93.64 375.00 I