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Specifications (38) ►mac (CA_ u0 - AUG 7 2019 Ci Y 7650 S.W.Beveland St. 1LI DIVISION 4.11\A TM RIPPEY Tigard,Oregon 97223 CONSULTING ENGINEERS Phone: (503)443-3900 Fax: {503}443-3700 STRUCTURAL CALCULATIONS ;co POW 444 PROJECT: FOUGHT STEEL-RTU'S alCe LOCATION: 14255 SW 72ND AVE.,TIGARD,OREGON up, 'G'',, `►,Rob An .14; • 19:0-10,1/4447 CLIENT: WILLAMETTE HVAC 4 OLE DATE: JULY 10,2019 re 42f.�%j PROJECT NUMBER: 19230 PROJECT DESCRIPTION: SUPPORT(3)NEW ROOFTOP MECHANICAL UNITS ON AN EXISTING WOOD AND STEEL FRAMED ROOF. ENGINEERING FOR MECHANICAL SCREEN. TABLE OF CONTENTS: ITEM SHEET NUMBER GENERAL NOTES N1-N2 DETAILS SK1-SK8 CALCULATIONS C1-C6 SCREEN CALCULATIONS S1-S13 REVISED 7-26-19 �p 009 0* GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 OREGON STRUCTURAL SPECIALTY CODE,REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS,THE FOLLOWING LOADS WERE USED FOR DESIGN,WITH LIVE LOADS REDUCED PER IBC: GROUND SNOW LOAD Pg: 10 PSF MINIMUM ROOF SNOW LOAD: 25 PSF BASIC WIND SPEED(3-SEC GUST,ULTIMATE): 120,EXPOSURE B SITE CLASS:D(ASSUMED) SDS=0.720 ap=2.5 Rp=6.0 EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS.THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION.THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. METALS: ALL MISCELLANEOUS STEEL:ASTM A36(Fy=36,000 PSI),OR AS NOTED ASTM A572(Fy=5Q KSI). STRUCTURAL PIPE:ASTM A53,GRADE "B" (Fy-35,000 PSI). ALL BOLTS: ASTM A325 UNLESS NOTED OTHERWISE. WELDING: PER AWS STANDARDS. E70XX ELECTRODE AND BY CERTIFIED WELDERS. ALL STEEL TO HAVE SHOP COAT. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED PER ASTM 123 FOR STRUCTURAL STEEL AND ASTM 153 FOR BOLTS AND HARDWARE. FABRICATION OF STEEL THAT IS TO BE HOT DIP GALVANIZED SHALL ALSO MEET ASTM A385. REPAIR OF DAMAGED GALVANIZED COATING SHALL BE MADE WITH PRODUCTS MEETING ASTM A780 AND AS A MINIMUM SHALL BE 50%GREATER IN THICKNESS THAN THE SURROUNDING GALVANIZING. WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION AND SHALL BE 3/16"MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE BY AWS CERTIFIED WELDERS. PREQUALIFIED WELDING PROCEDURES ARE TO BE USED,UNLESS AWS QUALIFICATION IS SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION. INSTALLATION AND TIGHTENING OF ALL BOLTS SHALL BE IN ACCORDANCE WITH THE"SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". UNLESS NO TED OTHERWISE BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG-TIGHT CONDITION. SNUG TIGHT IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE PLIES OF THE JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. J_I lYl I TM RIPPEY Consulting Engineers By: JW Date: 7650 SW Beveland Street FOUGHT STEEL RTU'S Chic By: Date: Suite 100 Tigard,Oregon 97223 Job#:_19230_ Phone:(503)443-3900 REVISED 7-26-19 Sheet: Of: CARPENTRY: SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION,LATEST EDITION. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. FRAMING ELEMENT SPECIES&GRADE P.T.EXTERIOR POSTS 6x OR LARGER H.F.#2 OR BETTER P.T.EXTERIOR BEAMS 4x OR SMALLER H.F.#2 OR BETTER FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY(OR ENGINEER APPROVED EQUAL)AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND ATTACHED PER MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE. HANGERS NOT SHOWN SHALL BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER.ALL FRAMING NAILS SHALL BE COMMON NAILS.NO BOX NAILS ALLOWED.FASTENERS AND ACCESSORIES IN CONTACT WITH PRESERVATIVE TREATED WOOD MUST BE HOT DIPPED GALVANIZED OR HAVE ZMAX COATING. SHEATHING PANELS SHALL CONFORM TO THE REQUIREMENTS OF VOLUNTARY PRODUCT STANDARD PS 1 OR PS 2,OR APA PRP-108 PERFORMANCE STANDARDS.UNLESS NOTED,PANELS SHALL BE APA RATED SHEATHING, EXPOSURE 1,OF THE THICKNESS AND SPAN RATING SHOWN ON THE DRAWINGS. INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS.ALLOW 1/8"SPACING AT PANEL ENDS AND EDGES,UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. ALL ROOF SHEATHING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS.ROOF SHEATHING SHALL EITHER BE BLOCKED,TONGUE-AND-GROOVE,OR HAVE EDGES SUPPORTED BY PLYCLIPS. MECHANICAL: THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT,MECHANICAL, PLUMBING,FIRE SPRINKLER,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE.ANY CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION(SMACNA),OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS,SHALL BE DESIGNED IN ACCORDANCE OF THESE GENERAL NOTES,BY AN ENGINEER REGISTERED IN THE STA I'E OF OREGON,AND SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER PRIOR TO FABRICATION. FLASHING AND WATERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS. INSPECTION: SPECIAL INSPECTIONS: IN ACCORDANCE WITH SECTION 1704 OF THE IBC AND APPLICABLE SECTIONS OF THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY EMPLOYED BY THE OWNER FOR THE AREA INDICATED BELOW: 1. PERIODIC SPECIAL INSPECTION FOR SINGLE PASS FILLET WELDS<5/16" THE CONTRACTOR AND SPECIAL INSPECTOR SHALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEM NOT COMPLYING WITH THE PROJECT SPECIFICATIONS AND/OR APPLICABLE CODES BEFORE PROCEEDING WITH ANY WORK INVOLVING THAT I FEM. THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ACCEPTABILITY. IF WORK INVOLVING THAT ITEM PROCEEDS WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT. i('MK TM RIPPEY By: Date: 1 Consulting Engineers 7650 SW Beveland Street FOUGHT STEEL RTU'S Chic By: Date: Suite 100 Tigard,Oregon 97223 Job#: 14230 Phone:(503)443-3900 REVISED 7-26-19 Sheet: Of: (3) MECHANICAL SCREENS, (1) CENTERED IN FRONT OF EACH UNIT. MAX LENGTH /'i...i.0:'i.'-,1:';'.7'..i..-..'-.i7i.fT...!.4.i„1.i!.; _ 1 Hi, .::.: ; PER SCREEN !S 15' 0". MINIMIZE SCREEN !.;:..:,,,.:,:t1,::.2-,-.:1:,,::,1..,,.,--1,..-,,-,k-,.,,„.,,: LENGTH BUT STILL MEET CITY EXISTING WIDE FLANGE 1REQUIREMENT FOR BLOCKINGUNITSCOLULMNSTYP. c FROM VIEW. SEE 1/SK6 FOR ELEVATION VIEW. — REMOVE EXISTING EQUIPMENT AND F • PROVIDE PLATFORM CONSTUCTED • �� ABOVE ROOF TO SUPPORT NEW ` EQUIPMENT. SEE DETAIL 1/SK2. _ r' (2) NEW 12.5 TON UNITS WEIGHING ��iI '"" - 1392 LBS. (INCL. CURB) ' / 1 NEW 6 TON UNIT WEIGHING 810 zl r LBS (INCL, CURB. rte` _ ry $ PRa % \yGt N$E),9 -A' 8512PE 111 421 . /_ ' ` v �d',2, ara OREGON 4 A,' � ti0 syr1 s , %� :412:i-: ,' 9 KYL E y�E- EXP: 6/30/20 -� '.4rk ' — — - EXISTING WIDE FLANGE ' y .-:-:-1::, r� BEAMS, TYP. ::::::. .:,:,•',:::i, ,.• it t j t �_ y ::::: : , '* 177,-;;:v.:;;,:',-:,'::0., r _.:.� :':'':',':"'";,-::::..-.-.......:;,.:.:ot.E .T:.-- ____ 2.41.70.7.,:. , < .ILt'''' EXISTING PLANK ,,,,,,„„..,„,,, #� DECKING SPANNING `. , ,1 . ,, -+- = •, • BETWEEN JOISTS. y y l,4.44-0Y, EXISTING WIDE FLANGE „� JOISTS, TYP. r EXISTING OPEN WEB = " _ S4 TEEL JOISTS, TYP. SITE ADDRESS: 14255 SW 72ND AVE. CONTRACTOR TO VERIFY THAT TIGARD, OR THE (E} 2x PLANK DECKING IS IN GOOD AND SOUND CONDITION. Am NOTIFY SITE/ROOF PLAN �� NOTES:-SEE MECH.PLANS FOR EXACT POSITION OF MECHANICAL SCREEN.E.O.R. IF NOT. NTS ..."11\k/IN.. TZVI RIPPLY BY J Y DATE CONSULTINGENGINEERS FOUGHT STEEL - BTU'S CHK BY DATE 7650 S.W.Beveland St,Suite 100 Tigard,Oregon 97223 REVISED 7-26-19 JOB$HEEi Na SK1OF91 230 Phone(5031 443-3900 i i i j • ! • I \ i { ! i 1 )( P.r•. r e c z;s: s , , t, ED. ,I, ! ; :, 1 Pca T E P I - sc44. .e.,' g44E.M .'Pc3T: .. ►uNE j rt'? i . I i i • POtT;C`', t•i4Gi1J 6A10 4 .(a) ©•. 4.. .(51' i 501 dtt, !6FrA�Soru 15Dws rsrf'f•-' ' ?c. c•7' s, ' i , i j ! Twat. . ! R Ya'.TT. �.r.. TYP ; , I ,-a 1y7P�rf X I ot���c'1rr� ' i�i I� i t ' } ' _ Yi L• i . X i ,.C YI 1 I , I . j , . . i . .„.•• j j i x ; - ax — � j1 . r .. x , : i • 1 • i xx j IZ X ' 1 I u I � I I Yom^N' I . • ^�i ! fi • i Xi i • i [A I . { X u I .. i i • # % .I i x H_. �i I • i II Il . . , . : . . N -F� j T nerc,,�FL I rvittE,G7 n.► ©F �� • 4/000 T'S �T 1q-L L.-• {COSTS. N1-0' 4' : 14 5�l : • 1 • S W... Alli £ V4"T . ::)i, ) VTE.,i . : I ., ,0 9 '� E/*P : .: I NOTE.5 : -: F44S 1-I-c,U& fkk- 1U, Wil PR1JOF-rA/G BV ©r .es. . : mgt. Pv-1000 r � - r 1m TM RIPPEY BY S'F' DATE 1.-26,-(I CONSULTING ENGINEERS CHK BY DATE _ 7650 S.W. Beveland St,Suite 100 108 NO 11?. Tigard,Oregon 97223 Phone(503)443-3900 .1 T L_LG4 YV1 f•' - Fo )C,l--iT - - ' ' ' SHEET 5 4. OF POST PER 1/SK6. ` . \ 2x SLATS PER 1/SK6. 2 3/4" EDG./ ''CL. PR SEE 2/SK8 FOR U-BRACKET 5 8" ��yGl NE����,,,� INFORMATION.USE(2) ! 0 THROUGH BOLTS TO H / ` 8512PE 1 -00-.. CONNECT BOTH SIDES OF 1, 2" / K 11/4!, J. U-BRACKET TO POST. r / W(�C.; _ OREGON \ , , , • ✓J �p�t 19 , foo �,Z ril g.. EXP: 6/30/20 , , , 5'-4"BOTTOM OF POST TO TOP OF SCREEN. AIQ , , i / 2" / 1/2"x31/2"x31/2" 8"MAX SHIM PLATE WELDED TO BOTTOM PLATE. \\1/4 V L 2 1/2"STD. PIPE. / / 1 8"MAX FOR ROOFING/ SK8 INSULATION. PL. 1/2 x 9 x 1'-8"W/(4) 1/2"0 (VERIFY) 1/4 VMIN.THROUGH BOLTS. AT EACH END OF(E) DECKING THAT SUPPORTS THE MECHANICAL SCREEN, INSTALL(2)#10 x 3"SCREWS TO CONNECT THE(E)DECK f I " I s TO THE(E)NAILER. S1,71 MI (E)2x NAILER. 1!2" 1 1/2" (E)2x PLANK DECKING PER PL 3/8 x 3 x 1`-8"CENTERED 1/SK1. UNDER THROUGH BOLTS CONNECT(E)NAILER TO(E) ABOVE. WF.BEAM WITH(2)#10 x 3" (E)WF.BEAM SCREWS. (EACH LOCATION PER 1/SK1. WHERE SCREWS ARE NEEDED TO CONNECT(E) DECKING TO(E)NAILER.) Cs71 - SECTION CUT 'lNOTES: NEW ROOFING NOT SHOWN FOR CLARITY. SCALE:2"=1'-0" IMATM RIPPEY Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Job#: 19230 Tigard,Oregon 97223 Phone:(503)443-3900 WILLAMETTE- FOUGHT STEEL- SCREEN Sheet: SK7 Of: 1 1/2" 1 1/2" 1 6" 1/ I 4--------- (E)DECKING PER 1/SK1. 41/8" 0 0 ��,-� PLATE ABOVE(E) DECKING 11 3/4" PER 1/SK7. ^, r s PIPE CENTERED ON PLATE PER 1/SK7. 0 n 4 1/8" ■ 1 41111111 PLATE UNDER(E) DECKING PER 1/SK7. esK; SECTION PLAN SCALE:2"= 1'-0" POST PER 1/SK&. U-BRACKET: PL 1/4 x 5 x 0-11" i EACH SIDE OF POST WITH 114"0 DRAIN BOTTOM PL 1/4 x 5x 0'-6". HOLES AT (ALTERNATE:BENT PLATE) BOTTOM. 1 1/4 r 1/4 ' low li ig PROiii r ���. sNAGI N44, . IIISHIM PLATE PER 1/SK7. / X'Wti ; 4.-- J. OREGON PIPE PER 1/SK7. t'f' 't. 1 9 3'®���� 9 �' , . (211-BRACKET KNOTES:-2x SLATS NOT SHOWN FOR CLARITY. SCALE:2"=1'-O" EXP: 6/30/20 11\A? .. TM RIPPEY Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Tigard,Oregon 97223 lob#: 19230 Phone:(503)443-3900 WILLAMETTE- FOUGHT STEEL-SCREEN sheet: SK8 Of: i • i ; -.;,,: 1, 1--) 1 I ! I • •• I ' j . •I - i. i 1 * ,. s;4 t Ll-a s 7 a"'i A.v1 ivc)Pz, ,sc ..0- I I iii 1 1 : i ! , 1 :, 1 1 ! E i rz4,4(41D,:0!R.tr..t,oi.0! cEI-7-4;?;?',!?7;"--"' . 6.-/-61.! ; '; !;; ; ! !!!'- ' ' i!" ' I '• -44,11--reep.--,„ ! 1 , . , , , , , , H , ., , ,, ,. ., 1 , , , , , , , i ,. , , ,' , ,, I . , , , , , • ! • , . I . , , .._44,-,,H. ,„„, „._,•,. .„. , ,..,.. . rj t t!aO,>~MQW1 ! :Ex?, , ,uF.E B, , i s1 I iy; + w! tilov, '''..',,?:-.'.+,_ T4, . 4 ! 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Beveland St, Suite 100 JOB NO l 1 a 30 Tigard,Oregon 97223SHEET 55 OF Phone(503)443-3900 LLf4r'I�T7 —Fou(,I#T- 'ST¢„�2,- SG(ZEE/ 1 Title Block Line 1 Project Title: You can change this area Engineer: using the'Settings"menu item Project ID: and then using the Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed:29 JUL 2019, 2:20PM Wood Column 3:120.19 Protectst19230-WIlametteHVAC-FoughtSteelRTU's1STRUCTURAl1CALCStScreen119230Screen.ace Lic.#: KW-06002562 Licensoe:TM RIPPEY CONSULTING ENGINEERS Description: Post(P1)5'-0"o/c. Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information . Analysis Method: JAIIQ at a Stress Design Wood Section Name (6x6 End Fixities 1 Top Free, Boftom Fixed :Th,..,...- Wood Grading/Manuf. Graded Lumber Overall Column Height -"'�"'"""°"-"`-' Ry' µ5.333 ft Wood Member Type Sawn (Used for no:-___m culations) Exact Wd� Wood Species Fir 5.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1,0 Wood Grade or? - Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb+ 575.0 psi Fv 140,0 psi lx 76.255 inM Cf or Cv for Tension 1.0 Fb- 575.0 psi Ft 375.0 psi Fc-Fri! 575.0 psi Density 26.830 pcf ly 76.255 inA4 Cm:Wet Use Factor 1.0 Fc-Perp 405.0 psi Incising Factors: Ct:Temperature Factor 1,0 for Bending 0.80 CM:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1,0 NDS 15.3.2 Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis bucking=5.333 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckilng=5.333 ft,K=1.0 Applied Loads . Service loads entered.Load Factors will be applied for calculations. Column self weight included:30.058 lbs*Dead Load Factor BENDING LOADS ... Lat.Point Load at 2.667 ft creating Mx-x,W=0.4130 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.388 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+ , + Top along Y-Y 0.0 k Bottom along Y-Y 0.4130 k Governing NDS Forumla Comp+Mxx,NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1409 in at 5.333 ft above base Applied Axial 0.03006 k for load combination: W Only Applied Mx -0.6608 k-ft Applied My 0.0 k-ft Along X-X 0,0 in at 0.0 ft above base Fc:Allowable 682.62 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06857:1 Belding Compression Tension Load Combination +D+0.60W+H Location of max.above base 2.649 ft Applied Design Shear 12.288 psi Allowable Shear 179.20 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.962 0.002494 PASS 0.0 ft 0.0 PASS 5.333 ft +D+L+H 1.000 0.958 0.002256 PASS 0.0 ft 0.0 PASS 5.333 ft +D+Lr+H 1.250 0.945 0.001828 PASS 0.0 ft 0.0 PASS 5.333 ft +D+S+H 1.150 0.950 0.001976 PASS 0.0 ft 0.0 PASS 5.333 ft +D+0,750Lr+0.750L+H 1.250 0.945 0.001828 PASS 0.0ft 0.0 PASS 5.333 ft +D+0,750L+0.750S+H 1.150 0.950 0.001976 PASS 0.0ft 0.0 PASS 5.333 ft +D+0.60W+H 1.600 0.927 0.3887 PASS 0.0 ft 0.06857 PASS 2.649 ft +D+0,70E+H 1.600 0.927 0.001456 PASS 0.0ft 0.0 PASS 5.333 ft +D+0,750Lr+0.750L+0,450W+H 1.600 0.927 0.2915 PASS 0.0 ft 0.05143 PASS 2.649 ft +D+0.750L+0.7505+0.450W+H 1.600 0.927 0.2915 PASS 0.0ft 0.05143 PASS 2.649ft +D+0.750L+0.750S+0.5250E+H 1.600 0.927 0.001456 PASS 0.0 ft 0.0 PASS 5.333 ft +0.60D+0.60W+0.60H 1.600 0.927 0.3886 PASS 0.0ft 0.06857 PASS 2.649 ft e- / Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:30 JUL 2019,11:51AM Steed Column '• 12019 ProJecis119230-Willamette HVAC-Fought Steal RTU's1STRUCTURALLCALCSIScreen119230 Sereen.ec& Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Pipe(P1) Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information RI;e� Steel Section Name: Pipe2STD Z,�i " 49 Overall Column Height 1.333 ft Analysis Method: Allowable Str�g t,'Q ' '��� Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade - Brace condition for deflection(buckling)along columns: Fy:Steel Yield 35.0 s' X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis bucking=1.333 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=1.333 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:4.879 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 1.333 ft,Xecc=3.0 in,D=0.070 k Axial Load at 1.333 ft,D=0.0410 k BENDING LOADS... Moment acting about X-X axis,W=1.653.- DESIGN SUMMARY Bending &Shear Check Results r--- `* PASS Max.Axial+Bending Stress Ratio = .0,,€114.:..1-- Maximum Load Reactions.. Load Combination +D+0.60W+H Top along X-X 0.0 k Location of max.above base 0,0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 0.1159 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 20,934 k Ma-x:Applied 0.9920 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 1.245 k-ft Along Y-Y -0.1387 in at 1.333ft above base May:Appied -0.01750 k ft for load combination:W Only Mn-y/Omega:Allowable 1.245 k-ft Along X-X 0.001468 in at 1.333ft above base for load combination:+D+H PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,60W+H 0.813 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.750Lr+0.750L+0.450W+H 0.614 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.750L+0.750S+0.450W+H 0.614 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.017 PASS 0.00 ft 0.000 PASS 0.00 ft +0.600+0.60W+0.60H 0.807 PASS 0.00 ft 0.000 PASS 0.00 ft +0.600+0.70E+0.60H 0.010 PASS 0.00 ft 0.000 PASS 0.00 ft - "7 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed:30 JUL 2019,11:51AM General Beam Analysis • 'A2019ProJeCts\19x30-WilametteHVAC-Fought$teelRTu�S1STR UCTURALICALCS1Sereen119230Screen.ec6 Lic.#: KW.06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: Plank Decking General Beam Properties . Elastic Modulus 29,000.0 ksi Span#1 Span Length = 7.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 13(0.9 91) -___..........._.__._�_._.._._. I + D(0.002)S(0.0125) YW tom. sal .: i g' A- +'`xKO.�. �„G Ti,r .,bs^',�+Z r "`y , 7:0:k ''. .i` s. r v X ARQt� .rte.:.,e. �s..�u,r.....� ,„s�,xa,...:�..'��i,4�.. :;.a. -��a.R°�i-s,;wef....'"�. � .�yr�+� +�.;y,,,,«.. �'',7's'�,x?�,v�, F Span=7.0ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0020, S=0.01250 k/ft, Tributary Width=1.0 ft Moment: W=1.653 k-ft,Loc=0.0 ft in span Point Load: D=0.1110 k @ 0.0 ft DESIGN SUMMARY --' Maximum Bending= 0.992,s:.ft= Maximum Shear= 0.1487 k Load Combination +0.600+0.6 4:1101 Load Combination +D+0,60W+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 0.000 ft Location of maximum on span 7.000 ft Maximum Deflection Max Downward Transient Deflection 0.003 in 26782 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.002 in 43787 Max Upward Total Deflection 0,000 in 8395263 Maximum Forces&Stresses for Load Combinations _ - Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Overall MAXimum Envelope Dsgn.L= 7.00 ft 1 0.99 0.99 0.15 +D+1i Dsgn.L= 7.00 ft 1 0.01 0.01 0.01 +D+L+H Dsgn.L= 7.00 ft 1 0.01 0.01 +D+Lr+H 0.01 Dsgn.L= 7.00 ft 1 0.01 0.01 0.01 +D+S+H Dsgn.L= 7.00 ft 1 0.09 0.09 0.05 +0+0.750Lr+0.750L+H Dsgn.L= 7.00 ft 1 0.01 0.01 0.01 +D+0.7501+0.750S+H Dsgn.L= 7.00 ft 1 0.07 0.07 0.04 +D+0.60W+H Dsgn.L= 7.00 ft 1 0.99 0.99 0.15 +D+0.70E+H Dsgn.L= 7.00 ft 1 0.01 0.01 0.01 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 7,00 ft 1 0.74 0.74 0.11 +D+0.7501+0.7505+0.450W+H Dsgn.L= 7.00 ft 1 0.74 0.74 0.15 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 7.00 ft 1 0.07 0.07 0.04 +0.600+0.60W+0.60H Dsgn.L= 7.00 ft 1 0.99 0.99 0.15 +0.6013+0.70E+0.60H Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed:30 JUL 2019,11:52AM '32019 Prolects11923d-WIlamette HVAC-Fought Steel RTUstSTRUCTURAL1CALCSiSaeerA19230 ScreerLec6: General Beam Analysis Lic.#: KW-06002562 Licensee :TM RIPPEY CONSULTING ENGINEERS Description: Botom Plate Piece General Beam Properties; . Elastic Modulus 29,000.0 ksi Span#1 Span Length = 0.3438 ft Area= 10.0 in"2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 0.9792 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#3 Span Length = 0.3438 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 W(2) W{2) a 6 Wit) a s b e a a nw F t fItffr- y r4�ry " «F ?;*itl�rkf'l' ftg4V* agzW �A " t. :0,,*N 0;- - ,q .",. rY;l-x .- u r;:ot,cc�,:�45 fLtfrga* t , egY i�ttri fAars-VSn % yM� -'-1 .rP1xrs '' A Span=0.3438 ft Span=0.9792 ft Span=0.3438 ft I. I Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=2.0 ktft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: W=2,0 kift, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: W=2,0 kilt, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending= 0.073 k-ft Maximum Shear= 0.5875 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Span#where maximum occurs Span#2 Span#where maximum occurs Span#1 Location of maximum on span 0.483 ft Location of maximum on span 0.344 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 0 Max Upward Total Deflection 0.000 in 0 - Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios M Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V frnmax-+---�-•lair' - Ma-Max Max Mnx/Omega Cb Rm Va Max Vnx VnxiOmega Overall MAX'xnum Envelope /' -0.07 0.07 0.59 Dsgn.L= 0.34 ft 10.59 Dsgn.L= 0.9811 2 0.07 -0.07 ` 0.07 Dsgn.L= 0.34 ft 3 -0.07 J 0,07 0.41 +D+H ., -"` Dsgn.L= 0.34 fl 1 "`....--� -0.00 Dsgn.L= 0.98 ft 2 0.00 Dsgn.L= 0.34 ft 3 -0.00 +D+L+H Dsgn.L= 0.34 ft 1 -0.00 Dsgn.L= 0.98 ft 2 -0.00 Dsgn.L= 0.34 ft 3 -0.00 +D+U+H Dsgn.L= 0.34 ft 1 -0.00 Dsgn,L= 0.98 ft 2 -0.00 Dsgn.I= 0.34 ft 3 -0.00 +D+S+H Dsgn.L= 0.34 ft 1 -0.00 Dsgn.L= 0.98 ft 2 -0.00-0.00 Dsgn.L= 0.34 ft 3 +D+0.750Lr+0.750L+H C 7/26/2019 Connection Calculator Design Method Allowable Stress Design ASD) Connection Type ,Lateral loading Fastener Type Bolt Loading Scenario °Double Shear- Wood Main Mem Main Member Type( Hem-Fir v j Main Member Thicknes I --•71 Main Member:Angle of Load to Grain j90 Side Member Type Steg!/ • Side Member Thickness 1/4 in. r Side Member:Angle of Load to Grain Fastener Diameter 1/2 In.; a V Load Duration Factor C_D = 1.6 Wet Service Factor C_M = 1.0 Temperature Factor C_t = 1.0 V Connection Yield Modes Im 2244 lbs. Is 6960 lbs. His 1492 lbs. IV 1724 lbs. Adjusted ASD Capacity 1492 lbs. • Bolt bending yield strength of45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. • ASTM A36 Steel is assumed for steel side members 1/4 in.thick,and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in.thick. While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator.Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson,Michael Dodson and David Pollock at Washington State University.Support for development of the Connection Calculator was provided by American Wood Council. rte- ctvi_ ' 1:=1;EI FOR. 614 L6 -r.r PROFIS Engineering 3.0.46 www.hilti.com Company: Page: 9 Address: Specifier: Phone 1 Fax: I E-Mall: Design: Concrete-Jul 29,2019 Date: 7/30/2019 Fastening point: 2 Anchor plate design 2.1 Input data Anchor plate: Shape:Rectangular lxxl,xt=9.000inx20.000in 0.500 in Calculation:CBFEM Material:ASTM A36;fy=36,000 psi;corn=5.00% Anchor type and size: 11T-HY 200+HIT-Z 1/2,her=2,750 in Anchor stiffness: The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory.Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Design method: AISC and LRFD-based design using component-based FEM Stand-off installation: eh=0.000 in(No stand-off);t=0.500 in Profile: PIPE2STD;(L x W x T x FT)=2.380 in x 2.380 in x 0.154 in x- Material:ASTM A36;fy=36,000 psi;earn=5.00% Eccentricity x:0.000 in Eccentricity y:0.000 in Base material: Cracked concrete;2500;fc,cyi=2,500 psi;h=420.000 In Welds(profile to anchor plate): Type of redistribution:Plastic Material:E70xx Mesh size: Number of elements on edge:8 Min.size of element:0.394 in Max.size of element:1.969 In Input data and results must be checked for conformity with the existing conditions and for plausibtlityl PROEMS Engineering(c)2003.2018 HMI AG,FL-9494 Schwan Mg is a registered Trademark of Hilli AG,Schwan 9 Hilti PROFIS Engineering 3.0.46 www.hilti.com Company: Page: 11 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Jul 29,2019 Date: 7/30/2019 Fastening point: 2.4 Profile/Stiffeners/Plate Profile and stiffeners are verified at the level of the steel to concrete connection.The connection design does not replace the steel design for critical cross sections,which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Part Load Material fy(psi] Cum[%] aEd(psi] SPI[%] Status combination _ Plate Combination 1 ASTM A36 36,000 5.00 23,009 0.00 OK Profile Combination 1 ASTM A36 36,000 5.00 36,020 0.07 OK 2.4.1.1 Equivalent stress Results below are displayed for the decisive load combination: 1 -Combination 1 36,000 psi K ' j N N N X 0 psi input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(a)2003-2018 Hila AG,FL-9494 Schaan HItS Is a registered Trademark of HUH AG,Schaen " spa 1 1■11111.T'1 Hilti PROFIS Engineering 3.0.46 www.hilti.com Company: Page: 17 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Jul 29,2019 Date: 7/30/2019 Fastening point: 3 Summary of results Design of the anchor plate,anchors,welds and other elements are based on CBFEM(component based finite element method)and AISC. Load combination Max.utilization Status Anchors Combination 1 92% OK Anchor plate Combination 1 64% 0 Concrete Combination 1 3% OK Profile Combination 1 100% OK Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2015 HIM AG,FL-9494 Schaan HMI Is a registered Trademark of HIM AG,Schaan 17 c( 3 1