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Specifications mecc oi '9 - o03 ) 14- Q OFFW COP O FILE COPY 7650 S. W.Bevetand St, TM RIPPEY Tigard,Oregon 9723 -- CONSULTING ENGINEERS Phone: (503)443-3900 Fax (503)443-# E C E I V E D MAY 1 5 2019 CITY OF TIGARD BUILDING DIVISION! STRUCTURAL CALCULATIONS PROJECT: JLR—HVAC EQUIPMENT SUPPORT LOCATION: 10125 SW WASHINGTON SQUARE ROAD,PORTLAND,OREGON 972 � �� CLIENT: HVAC INC. DATE: MAY 6,2019 + ; , PROJECT NUMBER: 16330.03 0, a , TABLE OF CONTENTS: rEXP qX1-1077:1-1. ITEM SHEET NUMBER GENERAL NOTES N1-N2 DETAIL SK1-SK19 ROOFTOP MECHANICAL CALCS. RTU1-RTU14 RADIANT HEATERS CALCS. RH1-RH6 BIG FAN CALCS. BF1-BF2 SPLIT SYSTEM CALCS. SS1-SS4 FAN CALC. GFl CONDENSER CALC. C1-C2 DESCRIPTION: THIS DESIGN PACKAGE INCLUDES SKETCHES AND CALCULATIONS FOR INSTALLATION OF MULTIPLE PIECES OF HVAC EQUIPMENT. THE PIECES OF EQUIPMENT INCLUDE ROOF TOP MECHANICAL UNITS,BIG FANS,RADIANT HEATERS, VACUUM MOTORS AND SPLIT SYSTEMS AT THE ADDRESS NOTED ABOVE.THE SKETCHES SHOW'1'HE CONNECTIONS OF THE EQUIPMENT TO THE EXISTING STRUCTURE. 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: ROOFTOP UNITS: RTU-S-1=1100 LBS(UNIT+CURB)(GBC048A4ELA) RTU-S-2 AND RTU-S-6=2826 LBS(UNIT+CURB)(GBC 180A4EHA) RTU-S-3=1744 LBS(UNIT+CURB)(YSC120H4ELA) RTU-S-4=1058 LBS(UNIT+CURB)(GBC036A4ELA) RTU-S-5 AND RTU-S-9=1405 LBS(UNIT+CURB)(YSC072H4ELA) RTU-S-7=1074 LBS(UNIT+CURB)(YSC060G4ELB) RTU-S-8 AND RTU-C-1=1058 LBS(UNIT+CURB)(GBC036A4ELA) BIG FANS=204 LBS(FIVES JET) I 6'-0"0 MAX. GREENHECK FAN=248 LBS(BSQ-160.10) RADIANT HEATERS=430 LBS(EC4123ECR) VACUUM PUMP=112 LBS(EP-20I) CONDENSER UNIT=333 LBS(TWA09044AAA) SPLIT SYSTEM=431 LBS(TWE09043AAA) SEISMIC IMPORTANCE FACTOR Ie: 1.0 SITE CLASS:D(ASSUMED) SDS=0.72 SEISMIC DESIGN CATEGORY:E 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. CONCRETE AND CMU ACCESSORIES: CONCRETE SCREW ANCHORS SHALL BE"HILTI KWIK HUS-EZ"(OR ENGINEER APPROVED EQUIVALENT)INSTALLED PER MANUFACTURER'S GUIDELINES AND CURRENT ESR REPORT. AT CMU APPLICATIONOT INSTALL ANCHORS IN OR WITHIN 1 1/4"OF ANY HEAD JOINT PER MANUFACTURER'S RECOMMENDATIONS. AT CMU APPLICATIONS USE"HILTI KWIK BOLT 3"ANCHORS(OR ENGINEER APPROVED EQUIVALENT). DO NOT INSTALL ANCHORS IN OR WITHIN 1 3/8"OF ANY HEAD JOINT PER MANUFACTURER'S RECOMMENDATIONS. NON-SHRINK GROUT SHALL BE A PRE-MIXED COMPOUND CONSISTING OF NON-METALLIC AGGREGATE,CEMENT,WATER REDUCING AND PLASTICIZING AGENTS;CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 2,200 PSI IN 48 HOURS AND 6,000 PSI IN 28 DAYS. GROUT SHALL BE MIXED AND APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. it .C1 TM RIPPEY 11 Consulting Engineers By: 1F Date: 7650 SW Beveland Street Chic By: Date: Suite 100 JIR—HVAC SUPPORT EQUIPMENT Tigard,Oregon 97223 — Q Job#: 16330.03 Phone:(503)443-3900 Sheet: N1 OP • METALS: ALL MISCELLANEOUS STEEL:ASTM A36(Fy=36,000 PSI),OR.AS NOTED ASTM A572(Fy=50 KSI). WIDE FLANGE AND STRUCTURAL TEES:ASTM A992(Fy=50,000 PSI)OR ENGINEER APPROVED EQUAL. ALL BOLTS:ASTM A325 UNLESS NOTED OTHERWISE. THREADED RODS: ASTM A36 UNLESS NOTED OTHERWISE. WELDING:PER AWS STANDARDS. E70XX ELECTRODE AND BY CERTIFIED WELDERS. ALL STEEL TO HAVE SHOP COAT. ALL EXPOSED STEEL BELOW FINISH GRADE TO BE COATED WITH ASPHALTIC PAINT PRIOR TO BACKFILLING. 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. DESIGN,FABRICATION,AND ERECTION SHALL BE IN ACCORDANCE WITH THE"AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS". 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 ARCHITECT/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 NOTED 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. UNISTRUT: ALL CHANNEL MATERIAL AND FITTINGS TO BE UNISTRUT OR ENGINEER APPROVED EQUIVALENT.TYPICAL INSTALLATION AND ATTACHMENTS PER MANUFACTURER'S RECOMMENDATIONS,UNLESS NOTED OTHERWISE ON DRAWINGS. 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 ENGINEERS DRAWINGS,SHALL BE DESIGNED IN ACCORDANCE OF THESE GENERAL NOTES,BY AN ENGINEER REGISTERED IN THE STATE OF OREGON,AND SHALL BE SUBMITTED TO THE 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 AREAS INDICATED BELOW: 1. PERIODIC SPECIAL INSPECTION FOR POST INSTALLED CONCRETE ANCHORS, 2. PERIODIC SPECIAL INSPECTION FOR POST INSTALLED CMU ANCHORS. 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 ITEM, 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. 11\/11 . 1 �`� TM RIPPEY Y� Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk Ey: Date: Suite 100 JIR—HVAC EQUIPMENT SUPPORT Tigard,Oregon 97223 Q Job#: 16330.03 Phone:(503)443-3900 Sheet: N Of: UNIT WEIGHTS:(CURB INCLUDED) T?oK O lvui i VINI I i ! WuQ I o OI UNIT 2=2826 LBS (15 TON) J I 1 1 I I , ., I I UNIT 3= 1744 LBS (10 TON) -W"• l=z.-- UNIT 4=1058 LBS (3 TON) I I !" 1'&� —`"" RTU-10.REFER TO DETAILS 11/S5.2 � UNIT 5=1405 LBS (6 TON) ,.l AND 12/S5.2 ON ORIGINAL BUILDING,':,%. (F)W12x14<6> DRAWINGS.PER KEYNOTE 5, USE UNIT 6=2826 LBS (15 TON) BEAM. ► L4x4x1/2"ANGLE AS A HEADER AROUND UNIT 7= 1074 LBS (5 TON) I THE OPENINGS.SEE 1/SK5 FOR CURB UNIT 8= 1058 LBS (3 TON) $r ®3s 3 TO CONCRETE CONNECTION. 3 UNIT 9= 1405 LBS (6 TON) ra UNIT 10= 1058 LBS (3 TON) a n Ali rn. s 3a 350 Aa , 1%3..0 x,.33.50 WE -I�a- (E)W21 x44 l-"fl � �� _ ,a> SEE FRAMING DETAIL " 3 1 Q �' 1 1 RTU-2 1/SK3 FOR UNITS . (E}Wi2x14<8> 3 '4 A.. 3 Pr' / WEIGHING MORE THAN 10 u 3TONS. BEAM. o,•- ' 0 11... o i .I SEE FRAMING DETAIL N. e�1R ,ti._ O ® -� — � > 2/SK3 FOR UNITS Ili is ..°ua /0 'wza 0 RTU 6 o ,:_, - --' WEIGHING 10 TONS AND (E)W12x19<14> i ti::+ s ,0, ro'�; _ LESS. BEAM. _ 11W -7O ;; ;, o I I .,. RTU-7 © Tin ,a350-� 'moo . o I A, RTU-8 `J �� RTU 3 C T I., c :; .o *s�!° RTU 4 tart.• / A \.,.,n � RTU-9 4 � � `41' "'r Z®° RTU-5 a �a I[0. .;.. ;:. NY ©, t.,, „,11„„ L . 3' 3' a.=J M.3. ; ` T6o VERCO Ei RCO 20 GA. 1 1/2” L ( LJ' n — _ __ _n 50PLB-36 ROOF DECK. j wsS I1l ' 1; „ o :1 LA I 1l ;k., � iiL. ;— �,I � >vn... II t-J x135000 Iw 350100 0. i o-___"___- a --s if' n `lf3•_ F 11 F 3 il 3"; x,VI! II r l � —II!� I 11 O �� ?S VERCO#20 GA. -- I, , t; -1-4--1 7 Ir'' .l;; ;' PLW3-COMPOSITE FORMLOK 'l�ti__� ____ __ -W, �r,,,° , _t DECK. 6 1/2"TOTAL CONCRETE �— -- DEPTH. I g TYPCIAL(E)JOISTS ARE ,.'1. "°" ` a, k« 33� _''"" 30K 350/200 @ 81-011 O/C. -1 b dO ---- ,, -14.(1 b b b ADDRESS: 10125 SW WASHINGTON SQUARE ROAD PORTLAND, OREGON 97223 ik 01 PARTIAL ROOF FRAMING PLAN FOR RTU'S (2-10) SKI NOTE:-DRAWING IS FROM THE ORIGINAL BUILDING DRAWINGS. -SEE MECHANICAL DRAWINGS FOR EXACT LOCATION OF UNITS. - FLASHING AND WATERPROOFING BY OTHERS. ITS STT,Z TM RIPPE.Y 1�L1 CConsulting Engineers By: JF Date: 7650 SW Beveland Street Clic By: Date: Suite 100 Tigard,Oregon 97223 Job#: 16330.03 Phone:(503)443-3900 J1 R-HVAC EQUIPMFNT SUPPORT Sheet: SK1 Of: ,00• 1 _ s� . . — _—__ RTU 1.MAX WEIGHT WITH CURB=1100 LBS.(4 TON) O w;e.0 al y'„�. SEE FRAMING DETAIL 2/SK3 FOR ATTACHMENT TO - �- —— EXISTING STRUCTURE. I ::: �.,..,.✓/, >y_;"e vi tens fa=1151Till SEC% ]'I „TTYPICAL JOISTS ARE 28K I{—r_ 350/200 @ 8'-0”O/C. 0 0..00I z�>� SII2£01502C0 I I�.I"A- ^ o I IK r E Iii i' s 0r,s� -...,--v,,"ate i I .. IS 3- ` (E)VERCO#20 GA. 1 1/2"PLB-36 ROOF , DECK. te. • 2020`am, 1 I 1 I O c. 01 PARTIAL ROOF FRAMING PLAN FOR RTU 1 SK2 NOTE— DRAWING IS FROM THE ORIGINAL BUILDING DRAWINGS. —SEE MECHANICAL DRAWINGS FOR EXACT LOCATION OF UNITS. —FLASHING AND WATERPROOFING BY OTHERS. fEAl . TM RIPPEY Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Tigard,Oregon 97223 Job#: 16330.03 Phone:(503)443-3900 JLR— HVAC EQUIPMENT SUPPORT Sheet: SK2 Of: ALIGN THIS SIDE OF CURB ON (E)WE BEAM. (E)JOIST PER 1/SK1. ALIGN THIS SIDE OF CURB ON(E)JOIST. j 30k 350120 SK4 ```•♦�♦. ' ALIGN THESE SIDES OF CURB ON TYP. ,1♦ ♦ W8x10 HEADERS.SEE DETAIL 3 i 1/SK4 FOR CONNECTION QBETWEEN,� � UNIT AND CURB. .�♦ I 111 30k 350/200 a FRAMING PLAN - UNITS GREATER THAN 10 TON. SK3 NOTE:- INSTALL ALL NEW FRAMING, PRIOR TO INSTALLING THE CURB. N.T.S - USE 1/SK3 FRAMING FOR ALL UNITS GREATER THAN 10 TON UNIT WEIGHT. -SEE DETAIL 13/S6.1 ON ORIGINAL DRAWINGS FOR CONNECTIONS OF HEADERS. I ALIGN THIS SIDE OF CURB ON (E)WF BEAM. ALIGN THESE SIDES OF CURB ON L4x4x5/16 HEADERS. SEE DETAIL 3b 1/SK4 FOR CONNECTION I BETWEEN UNIT AND I 9 CURB. (E)JOIST PER 1/SK1. SK4 TYP. d., ♦♦ X t4 30k 35 N ALIGN THIS SIDE OF CURB ON (E)JOIST. 2 FRAMING PLAN - UNITS 10 TON AND LESS SK.y NOTE: -INSTALL ALL NEW FRAMING, PRIOR TO INSTALLING THE CURB. N.T.S -USE 2/SK3 FRAMING FOR ALL UNITS LESS THAN OR EQUAL TO 10 TON UNIT WEIGHT. -SEE DETAIL 131S6.1 ON ORIGINAL DRAWINGS FOR CONNECTIONS OF HEADERS. 111 K TM RIPPEY lu L Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Job#: 16330.03 Tigard,Oregon 97223 Phone:(503)443-3900 Jul- HVAC EQUIPMENT SUPPORT Sheet; SK3 Of: 4+ ,8j5� oob ej 2 u A/C UNIT— j ASK�TING0 ol��" (8) #12 SELF TAPPING SCREWS I I 3.0 , (4) #12 SELF TAPPING SCREWS II L. 10 GA ISO RAIL �, (8) 6907—SHD 7.5" DEEP WITH' 14 GAUGE HOLD DOWN 10 GA x 10.5"DEEP CHANNEL 1" FLANGES GASKETING WITH 1"FLANGES UNDER PROVIDE P.T. LEVELING CURB AS REQ'D. (6) JQA ISOLATOR EACH ISOLATOR OUTSIDE ATTACH STEEL CURB TO ANGLE HEADER FLASHIN = : OpA-0070 CURB PROVIDE ADDITIONAL BELOW W/A MIN.OF(1) 1/2"0 THRU BOLT • WELDS AT EACH END OF 10 GA AT EACH CORNER OF UNIT.ATTACH WOOD NAILER CHANNEL TO CURB FLANGES. REMAINDER OF STEEL CURB WI MIN.#10 SCREWS @ 1-0"O/C.THRU LEVEL'G CURB P. AT SUPPORTS PERPENDICULAR AND PENETRATING METAL DECK, FOR BOLT TO DECK FLUTES PROVIDE AT JOIST CONDITION RUN BOLT BETWEEN BR'G BLK'G IN FLUTES. SECURE TOP CHORD ANGLES W/PL.WASHER AND BLK'G W/#10 SCREWS NUT AT BOT. FOR BOLT AT HSS BLK'G OVER GIRDER USE BLIND BOLT INTO HSS. ( ` ffl N, \I/ `NV 41 i1\;' /A\ PROVIDE BEANG /BLOCKING FULL ANGLE HEADERS PER 1/SK3 AND LENGTH OF CURB 2/SK3.(WF AT SIM.CONDITION). OVER HEADER 2"±f 41 7/ 1 - L 2x2xy4 REQ'D WHEN CURB \, } ANGLE SUPPORT IS GREATER 1, THAN 6" FROM DIAGONAL } PANEL POINT AT TRUSS TOP 1 CHORD (3)SIDES, \ 1 TYP. / 346 / } 1 ,,t, / ROOF JOISTS PER 1/SK1. �� CURB SECTION I Ozep t41.sc t) I �`� TM RIPPEY 1Y1 Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Tigard,Oregon 97223 Job#: 16330.03 Phone:(503)443-3900 ,II R- HVAC EOt1IPMFNT SUPPORT Sheet: SK4 Of: i I ) I i ii j i : i i ; 5+ Cr-TA.TL • i j . 3 ,i S ,: i `oiu oPPos .•1r $� X 1 1$ M, N. •• Ie--.5- CE... FOR- 1 v'':114%D. 1 c : HuS f- • ' 'Du- Gr D2oe OPF rtk., cautiEc x I 1 c� u« ( )S7Rue. , 1 ..,), „.(...,..v.0 , :c. ) . .of:.u,e,i.,e.E;rf:i. _... .. . . •..1 .... H H , 1 i P4G€, !Truce-ce-.s 6 e.,' 60:5! � i 1 . ; 1>cD '4VD (" FPS, 1 Er)Ds or &.u_6.. : • firs' ?biz 1 iiif55:a e -. . p vis rffq r "-a?"Ain) E17'G I i, !. , , • , , ,. .!.. , .:..;. ,. ,. , 1 . 1Rss :fER ! , F-11, .. b.sr.,,,,,,,,, • , , , .! 1 .,. 1 ... • , ., , , , :. , : , fir.. # . 1 sow • , • ! , , . , illie A ; 7 . OAJ o G.; DRRtLrius. i : ANGi E 14E4 E , , [ ; j PER. •i/sK.1.- sE.Er i • 1 c;) o i•r 4K ? t/SK - . - l\—; 2tf .To• *liL • : M L HEMv�i i . t15'a oraPsGrAc • • it. is14s . guat,zNG ; :D TRI.L 130..I 5c..E. 1./5KL Fog. .contru.�r?'ariJ O :uN -r D�.�4W� GS;. . otilo =fit . j ro �uRCi. I Brr_Gp�r A3C. . . . Dp_pwt ►65 • k - c60W • i • i : CuSCIRT /4 (Rru J s . rfes - -=i-r 0.r 141•401pp w611R FzrtJ� s iYa"»/ < . by oT1+E,R5, I ..IztisrN-L.�' i4i ...nick) re,i4rvt ax,. ?P- 1.• rzrvsr iou6 c ow r). imp .1 X i .R 1�'1 Rl-�PEY SY DATE x CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beve&and St,Suite 100 IOB NO 163343 Tigard,Oregon 97223 Phone(503)443-3900 SLS 14'VIle.-. __ SHEET SKS OF • T 4 P T. 4 VACUUM MOTOR.MAX WEIGHT= 112 LBS. — I n - GROU EDDCMU A ! SEE 1/SK10 FOR ATTACHMENT TO(E) j WALL. a / STRUCTURE. �.A m, I I o8.. ,-/ ° i� ° RADIANT HEATERS TO HANG ;' o III) ",�'"--1---1 t . _-L jlt, w,..„_,., !""'" " a FROM THE EXISTING SECOND Z2 1-- / FLOOR FRAMING.SEE 1/SK8 AND i co Ai A e 1 e m l/SK9 FOR ATTACHMENTS. . . 1 ---0 4 c)_. ,,_ illaz P. '''"'"' -•_....0!ifitit__ -‘r— .-11114-7---'.„,,,,,.,M ,.0iffitz„,WP0A1.00~01.:, =^. -f- S 5 4 6 m - a p, a pl 0 d 0 4 : !� x s s x s s i ,0--- ,.,: oo- ., w,,. _c,n, Iti i G (E)W12x14<8> b i b i 6 i i 8 i E 5 3 , 1 BEAMS,TYP. a I A R i A F IIMPRIMPIPURINIMPOPMPW ©- ��,,A„ w,. 31� f 6 ix n91r fll . ,nut 01_ "'-if 1 t i "n e & o h (E)VERCO#20 GA. ° F PLW3-COMPOSITE FORMLOK g a g 3 'I 3 0 - x DECK.6 1/2"TOTAL CONCRETE S8 DEPTH. o-. I �.,, w,. ., YP r,„„,„.1. w„ _ '—''''.: 71111 ql a 1 i 'a 4 ,Tl 3 2 e s a O p`` ,,i V a 9 § 3 3 3 5 4 I I' ' I 9 e'F p ° ° 0i °/ tik.1 ti., —«.,mo ,a w ,x — f p �� ° ,.IIII E)W16x26<12>BEAMS, 1 A A g' 2 2 A ° 7°;0 TYP. §::_.i g p ' x « x m B - c ©,' I ° s 3 E a s ._i-, .k li is=:kR / 5 A Y 6 E AA, h qA qA ,rSr--,0. pc, p f! t) • x 3 3 3 x c x tl `x -3 fi RADIANT HEATER LOCATION PLAN (NORTH) SK6/ NOTE: - DRAWING IS FROM THE ORIGINAL BUILDING DRAWINGS AND IS N.T.S — / FOR REFERENCE ONLY. -SEE MECHANICAL PLANS FOR EXACT LOCATION OF HEATERS. I I . TM RIPPEY Ly1 Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Tigard,Oregon 97223 Job#: 16330.03 Phone:(503)443-3900 ,ILR- HVAC FOt1IPMFNT Sl IPPORT Sheet: SS}(6 Of: AT Q 151-o. O O T - zsu. j wa' 4I 22-z z24'4x,.-' azo I _ 3 } �— ^� i RADIANT HEATERS TO HANG I`. — iI lir— r ... ..... r , �/ P. '' FROM THE EXISTING SECOND I — ill OS<26,Ic .1 605<26>ry 1 }.I ( ILW21,I<.1'I..(C '1.1F--_- WI6,5I<,2,14r,-,. /%I ® - � FLOOR FRAMING.SEE 1/SK8 '1 ^`�— - AND 1/SK9 FOR A 6'd- I U07/9 I I �I © -I, :17, � ATTACHMENTS. 1� i�; ax i 2 POP.-- 1 i"all In § :6. i /.,' A 3 3 3 ( c3 3 3 /F' RR 4116 0 3F.A 12/12/16 1 ® { A OS<ID>lu>,5-) W21,55 3H1115'1 €H wte"3-i<Zo,l� i 1.I W2141<Ie>lci4'I`� .' W42 'r , H :I'l' ' ►0ll 1 1T TWIT 8h9 WALL ve. T 1/1 1r a (E)W16x26<12>BEAMS, ` M e A/:jv [WY v 16 TYP. I r a d 6 2 �' ; 3 3 3 3 3 N 3 3 FA-,t i/' I1 � TYP6f}qjI 45�[Oa „1 W 21,55.34.)0.1,'1 441045<20>I',) I S-_--- ----^.'- " - 10 Iii — H — H - _ __.--__—_ , PFH492 fto 1( VACUUM PUMP. MAX WEIGHT ,,,p G 8 =112 LBS.SEE i1SK10 FOR EE ;4' ATTACHMENT TO{ ) r I 0 i ; (E) METAL DECK PER STRUCTURE. O g P. # 1/SK6. 42. / I 3 iy 3 I y �`//44.44i /4 . tui Vie / f4 01 V: �/f m 1 & ' 11 , j"pg<1 1td>lfr.i)-•• H W2,n2 avfo-,, , W212/4.44,PM -- w12n4 /!'\\ �� TYP. ,1. it, I. O1107: (E)W12x19<12>SEAM. /!a>� O 8 --� ' / / /,.--.-.w----..-.-....,,,,,-„, 0 t' =.— _H:11 & i' sa a a if it irr '''''' sk.,5---...._ 5:,/ 0 Mike 'i ill.—C) 0 ." A i A ; / -1'‹; 4,..* '''' ., /// /1-",,, ,,,,,,, I '06.4 /� f` 4tir�orwx� _Eh�i3 - . � S �.ve �. Wz,uao1c,�� 7tsam 1 9 4. � Wzc� iG _`��oA/1/ r 2 — -e / / qar / 7 // 3,, / % ; , 1 RADIANT HEATER LOCATION PLAN (CONT.) SK7 NOTE:- DRAWING IS FROM THE ORIGINAL BUILDING DRAWINGS AND IS N.T.S FOR REFERENCE ONLY. . -SEE MECHANICAL PLANS FOR EXACT LOCATION OF HEATERS. ,-/WKTM RIPPEY Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Job#: 16330.03 Tigard,Oregon 97223 Phone:(503)443-3900 JLR- HVAC FQUIPMENT SUPPORT Sheet: SK7 of; (E)WF.BEAM PER 1/SK6 / AND 1/SK7. f BEAM CLAMP AND ba ANCHOR PER SUPPLIER. PROVIDE CHAIN SUPPORT AT EACH SPRING HOOK PER BURNER. tI) SUPPLIER. SPRING HOOK PER SUPPLIER. �I 3/16"0 CHAIN. PER V ll)/ SUPPLIARIES.EMR.AX LENGTH SPACING t �I FOR CHAIN IS 10'-0"0/C.NN\NNYt I TURNBUCKLE PER �I SUPPLIER. Lzz :1 lRe 5prIng Haok�` RADIANT HEATER PER Tube & Reflector Hanger SUPPLIER. tal°1111111411 High IF Reflector co Lo I= -20,7/16" Typical suspension detail /iRADIANT HEATER ATTACHMENT SK8 NOTE:- DRAWING IS FROM THE SUPPLIER AND IS FOR REFERENCE ONLY. N.T.S - BURNER NOT SHOWN FOR CLARITY -SEE 1/SK9 FOR SEISMIC BRACING AT BURNERS. .-r ri . TM RIPPEY 1 i Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: _ Date: Suite 100 Tigard,Oregon 97223 Job#: 16330.03 Phone:(503)443-3900 JI R- HVAC FOIIIPMFNT SUPPORT Sheet: SK8 Of; (E)WF.BEAM PER 1/SK6 AND 1/SK7. @ - � I� _ � BEAM2676, CLAMP U •.,.`� ---11,-_—_11 1 `W Q i MINIMUM 3/8"0 THREADED RODS AT EACH BURNER LOCATION, MAX 40'-0"0/C. PROVIDE UNISTRUT"P1000T"CHANNEL y, STIFFENER W/CLIPS @ 2-0" P1650 (OR ENGINEER 0/C.,AT EACH ROD.SEE 1/SK19. CONNECT ROD TO SPRING APPROVEDEQUIVALENT)WITH HOOK WITH A COUPLING NUT BEAMQCLAMP HINGE. 202 AND EYEBOLT. ORCONNECT HINGE TO UNISTRUT BEAM CLAMP WITH MIN. 1/2"0 BOLT. CONNECT GRIPPLE TO THE UNISTRUT HINGE, 1 MIN. 1 GRIPPLE"GS10"SEISMIC BRACING KIT AT 45°FROM V VERTICAL.(4) DIRECTIONS EQUALLY SPACED.MAX SPACING IS 40'-0"O/C. MUST HAVE AT EACH COUPLING NUT BURNER LOCATION,MIN. AND EYEBOLT. ATTACH TO ROD WITH Hi HOOK BRACKET AND NUT. 5pr1ng Hook----- ii RADIANT HEATER PER Tube & Reflector Hanger SUPPLIER. 1 High IF Reflector co Ln if iI }� 20.7/1E" Typical suspension detail RADIANT HEATER ATTACHMENT (1) K9NOTE:-DRAWING IS FROM THE SUPPLIER AND IS FOR REFERENCE ONLY. N.T.S -BURNER NOT SHOWN FOR CLARITY li �-� TM RIPPEY lYl Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Job#: 16330.03 Tigard,Oregon 97223 Phone:(503)443-3900 J1 R - WAG FOUIPMFNT St IPPORT Sheet: SK9 of: I 5,•,...,--",".9,.. 4-4..---P,..4-,-:,766,..0:',-",r4.„,,' (E)8"SOLID GROUTED CMU WALL PER 1/SK6 ./..,'-'_.;,:0,-..',..',..;4'.,7-,-� AND 1/SK7. 18" ,(45 i- - ) rn i , for �� . � I lti�aaal Fire in A ovbx-Av. Protections A octatkSilicon- Ftubb ,A,. NkvAloi 'A) O# latest st revLslior '� p� 5-G'" (1. ori - ' 1, �a r VACUUM PUMP PER 1I[� ( :: ,r �;'•ve $ r�, ' SUPPLIER. #''4.'` Ii, , CONNECTION OF4.5 "' { PUMP TO FRAME a �� ° a �a4o f ia'fiv me t s :a •eios 6 2 BY SUPPLIER. h,Q0004,0 ��,y, � "S Hyl I Tits y*",`+��,;,4F`,,'�k.s.,4y ,�; �5,�� 5.r'"'�. IFRAME BY SUPPLIER, *�.;a ' $ >,�. n 8n 4 ", �X y +�• .....,..:?,.:,,,c1/4-0:_t CONNECT FRAME TO ; O CM - .20 cm,' %., i- 4 5y :X (E)CMU WALL WITH(2) �",`th-tii 4 a , . 1/2"0x31/2"MIN. "� iz `,e.' "cit EMBED.HILTI KWIK MOLI�lllln m x` f,4 + �' ' •"� BOLT 3 MASONRY Anglo . .;* °° ,N.0. ;. iij�}a �,+: x::. ANCHORS, PER LEG. w4 +s 47`; ti1. ro 4. (2)ANCHORS PER EACH !, LEG OF FRAME. F1 L 7 5/$I (978 mm) A SECTION CUT - I- IOW 1 VACUUM PUMP ATTACHMENT SK1 0 NOTE: DRAWING IS FROM THE SUPPLIER AND IS FOR REFERENCE ONLY. N.T.S IMITM RIPPE.Y 1 L1 Consulting Engineers By: JF Date: 7650 SW Beveland Street Chic By: Date: Suite 100 Tigard,Oregon 97223 Job#: 16330.03 Phone:(503)443-3900 dl R- HVAC EQUIPMENT SUPPORT Sheet: SK10 Of: • P ®A ,. 8 + ,Q„-� 1 . NEW FANS ARE BIG ASS FANS MODEL HVLS JET. U _._.—.—._._- -.----. _ —._—_--._« r.....,....,.--_ " MAX WEIGHT 204 LBS. ■.--'I., 4 FANS(GRIDLINES 10,8,5 AND 3)TO HANG ,iii1; I e- iiIiila FROM THE SECOND FLOOR FRAMING.SEE E W21 x44<26>BEAM. ^I ! '. 1 ( ) �.5.V .' . 1/SK12 FOR CONNECTION OF FAN TO(E)GIRDER. ------------- 0. 1: l I l l s t i l I l l I I s l s i i i { i i i - l i , i i 1 1 i i • t VERCO 420 GA.PLW3 Il , 7-0 COMPOSITE FORMLOK DECK.6 (E)W21x55<34>BEAM. �' .mow.. ILA- 111 1/2"TOTAL DEPTH OF ,° — : s I I -t I I i-€ -t t I .I �� CONCRETE. 4l_ 1 1 1 I� 7 4 1 1� 3 1•"I i 7 7/ -, I i I I E t t S T t •V,,--, i t 11 ; i i t i i a ; t ii ° I l i JJ$L 1LP: (E)W21x55<34>BEAM. IIII _ s� I R 4s '1,,a, °fI I 1 ! I i I 1.1:1 -i li .,L __.i.._ Di �' 1 1 , I I 1 1 i„lit li 1 1 c1/4-- ' '' '',4- �I;;tt i f 1 i i 1 1 I i I 1 . ,'. NEW FAN MODEL: _ f _ "' fI A a BSQ 160 10.MAX WEIGHT ��i��' 1 °4' m IS 248 LBS.SEE 1/SK14, (E)W21x55<34>BEAM. i I I •ER� `/i ,_s P FOR CONNECTION TO ni I—ji i ,� EXISTING STRUCTURE. �n I ! ØA ..■IIP �,. I ,-..„..1.74., .1 . it , ,- . - c, - - gar 16, ' filrl . w,a ..vg -A( or- ipri, F -F. _ ., , ,. 0. At . ., ..iiii . -'„,,..1 :iiimi••I' ir/ . ,...„ . , . ,f,,/ : It_. ,.t.-1114:,74 ''.-- -7-y BAF LOCATION PLAN K1 'I NOTE:— DRAWING IS FROM THE ORIGINAL BUILDING DRAWINGS. —SEE MECHANICAL DRAWINGS FOR EXACT LOCATION OF UNITS. l K TM RIPPEY 1�[1 Consulting Engineers By: JF Date: 7650 SW Bevetand Street Chk By: Date: Suite 100 Job#: 16330,03 Tigard,Oregon 97223 Phone:(503)443-3900 Jl R- HVAC EQUIPMENT SUPPORT Sheet: SK11 Of: l � ! _ t y (~ , E,A C-L.P`N itti4 RoV I f3 Q v).Eb PE . l rsiilI �, 11 C...LW,fri �vV YAG 5?/k6 -,PRou v ,o. : ! .. &3&1 SuPP �.,...! :„ `f • .( )...Y 9 &ms's : w/.LO C,K ry u-r ;rive (a-). �LrS Mt7. ! ' • . *�. IIBI1■■� '"fir S,Nt Vii, • 1 iI I Uc ..t?.. NlOUA)T krrA'64;me, XT S lu TUB '\1/VCR.. 1`0l.L,S, I`GigaVGE bq ,O kl 6 " 5/$"•To. S 7q" u SE, i"mDD E., 1-A94,E,s. •(a) Ya`'91`:TN'KU '6 D L-TS ''GtJ/ LOGK Nur S 'r4rtJQ Rfl -StfE...e..,, /;1-s e:�.Q v�R.LO. �. G©rvri)E,Lr �EXTE.Nsr1 -) TU& Tri :Lowe.. Moues wf Via}Ya� t ► Lrv. -T-1tR.v. L 1 riLjta NvrS ANA tviieDH-P..2.a. /►'16740 FAA) u/Ox,7 • : .. .. i/sK 13 cptuorc.( LJr: Lo,,Uut. : Mouser To ( ��J F4,U ui & r w1 a} `1a 0 boas •pn : 0:„-j --rr4ovs, wJ N yrs ,a(-w0 145t+fi_s E,., (ut) To , I •� 'U E,K1O u► I ' C,c3/1, / ,C :r ,L,Oiu __ _ � /UOTtS: -FOLLOW.ALL ENST14-LL ft7 'on) . rusrP.uor z- us i • uPP4.i.R.. �- �1.' lb TM RIPPEY _ BY J DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveiand St,Suite 100 JOB NO 16330.o3 • Tigard,Oregon 97223 �1 Phone(503) 443-3900 Ilv4G F \J"CPrv'\ ,P-1 r; s�i 'POR.7 SHEET5MICI OF A - (E)WF BEAM PER 1/SK11. ` w ! . CONNECTION PER 1/SK12, 1 . imi u_. r, CONNECT GUY WIRES TO BEAM CLAMP.BOTH BEAM 450 GUY WIRES PER ( CLAMP AND GUY WIRES PER SUPPLIER, MIN. SUPPLIERGRIPPLE"GS10" 1F1i) SEISMIC BRACINGr '''' 0 I M�rrri -- 1 1 PAN PER 1/SK11. I 1 I Guy/� i Wire 45' 1 4 �✓ CI PLAN VIEW EEII:: ' CONNECTION 1 i 1 01 BAF SEISMIC CONNECTION SK13 I NOTE: - DRAWING IS FROM THE SUPPLIER AND IS FOR REFERENCE ONLY. I ,I STK TM RIPP>CY lYl Consulting Engineers By: JF Date: 7650 SW Beveland Street Clik By: Date: Suite 100 Tigard,Oregon 97223 Job It: 16330.03 Phone:(503)443-3900 JLR- HVAC FOUIPMFNT SUPPORT Sheet: SK13 Of: P1000T UNISTRUT.SPAN MINIMUM OF TWO(2)LOW FLUTES.USE 3/8"0 1 x 2 1/2"MIN.EMBED.HILTI HUS"EZ" (E)COMPOSITE METAL SK1 7 SCREW ANCHORS INTO EACH LOW DECK PER 1/SK11. SIM. FLUTE. \/ ////// / 7/IA/A/ Z:///2(7 ! /-// �1 "P1010"UNISTRU• T UT SPRING NUT. � 3 ��L MIN.3/810 ALL-THREADED RODS FROM FAN UP TO THE UNISTRUT ABOVE.(4)RODS MIN.(1)AT EACH USE CRIPPLE"GS10"MIN. CORNER OF UNIT. USE NUTS AND SEISMIC BRACING KIT @ 45° WASHERS AS REQUIRED. PROVIDE INLET ANGLE FROM UNIT CORNERS.(4) UNISTRUT"P1000T"CHANNEL LOCATIONS.ATTACH TO ROD STIFFENER WITH CLIPS©2`-0"O/C., WITH HOOK BRACKET AND LOCK AT EACH ROD.SEE 1/SK19. _, NUT.AT(E)WF BEAM, USE /7 SUPERSTRUT C777-1/2"BEAM CLAMP WITH SEISMIC STRAP. CONNECT"P1843"(OR ENGINEER GREEN HECK MODEL APPROVED EQUIVALENT) FAN. PER 1/SK11. ADJUSTABLE HINGE TO THE BEAM CLAMP WITH 1/2"0 BOLTS WITH LOCK NUTS. FAN CONNECTION (GREENHECK MODEL) SCK 1 , ri. )V I TM RIPPEY 1 Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Tigard,Oregon 97223 Job : 6330,03 Phone:(503)443-3900 JI R- HVAC FOUIPMFNT SUPPORT Sheet: SK14 Of: NEW SPLIT SYSTEM HANGING UNITS.HANGING FROM THE (E)SECOND FLOOR FRAMING. MAX WIEGHT=431 LBS.SEE 1/SK16 FOR CONNECTION TO(E)STRUCTURE. 3 (E)8"CMU 3 3 WALL. / 0 4� is - ..."..71111.111111111116A7.404 •'�© �a ��// 3. SIM. !f I -If W21z55<34>(C=1 Ye)�, �� ___ O olitiiiit ow nor, r , „, -- :, rff, ._, ,- ,, ,.- „ ..„_,._ ,......- --_,._, „ U 114 El V I 1 N TYP.SK16 3 �R77.)01 I I VP.AT CMU ... s`; I€ PARTITION / €E WALL m `;',' ■ / V. 1x4 �a") W21xfi8<32>(C=1Ya") �f�/I 0 tr "1El A., ,,,,i ii•p,_ rir 1i SEE NOTE ON 1/SK6 ABOUT it < SEISMIC BRACING CONNECTIONS je "' ii �V�^,:c.pr,,,, TO(E)WF INSTEAD OF(E)CMU =.0-j( ^� �� WALL. A A )„, A A ' nV f0 ` l0 /[Np 7 y (� ====�1 /— �iiY�� ©rvP. • AX r c=�1 c�// — II LW 21x4-0<t 6>(Ca/")� i , W 16x31<12>(C=y2') tiff:� O I I alL..I VERCO#20 GA. PLW3-COMPOSITE FORMLOK DECK. 6 1/2"TOTAL CONCRETE DEPTH. 1 SECOND FLOOR FRAMING PLAN S K 1 5 NOTES:-DRAWING IS FROM THE ORIGINAL BUILDING DRAWING. N.T.S -SEE MECH. DRAWINGS FOR EXACT LOCATIONS OF UNITS. 1J K TM ROPEY 1�L1 Consulting Engineers By: •1F Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Job#: 16330.03 Tigard,Oregon 97223 Phone:(503)443-3900 JLR - HVAC EQUIPMFNT SUPPORT Sheet: SK15 of P1000 UNISTRUT. SPAN A INSTALL(1)3/8"0 x 3 1/4"MIN. EMBED. MINIMUM OF 2 LOW FLUTES.AT HILTI HUS-EZ SCREW ANCHOR AT 1 EACH LOW FLUTE, CONNECT EACH SEISMIC BRACE INTO THE FACE K17 THE UNISTRUT TO THE METAL OF THE GROUTED CMU WALL. (E)COMPOSITE METAL PAN DECK WITH 3/8"0x 2 1/2" CONNECT GRIPPLE TO ANCHOR. PAN DECK PER 1/SK15. MIN. EMBED HILTI"HUS-EZ" SCREW ANCHOR. Ale Air Ail#F .... A . ___ ____ ___ ____ ___ ___ ___ ____ ___ ____ ___ ___;0000071/2 -,V. .... .../2 P1000T UNISTRUT MIN.USE LOCK M NUTS EACH SIDE TO CONNECT ROD TO THE UNISTRUT. /i/1 MINIMUM 3/8"0 A36 ALL THREADED l_ . ROD,TYPICAL AT(4)CORNERS OF 1MfN. UNIT.PROVIDE LOCK NUTS AND ,r--- WASHERS AS REQUIRED.PROVIDE 1 ' UNISTRUT"P1000T"CHANNEL STIFFENER WITH CLIPS @ 2'-0" — 0/C.,AT EACH ROD.SEE 1/SK19. — "PFL037"UNISTRUT ki BEAM CLAMP. CONNECT UNSITRUT "P1843W"ADJUSTABLE CONNECT UNIT TO HINGE TO BEAM CLAMP UNISTRUT WITH#10 WITH 1/2"O BOLT. SCREWS @ I'-0"0/C. N USE GRIPPLE"GS12"SEISMIC BRACING KIT AT 45°ANGLE FROM UNIT CORNERS.(4)PLACES TYPICAL.ATTACH TO ROD WITH HOOK BRACKET AND NUT.ATTACH (E)CMU TO ADJUSTABLE HINGE AT(E)WF WALL. � n BEAM. ATTACH UNIT TO UNISTRUT AT EACH CORNER WITH#12 SMS SCREWS,TYP. HANGING SPLIT SYSTEM P1000T UNISTRUT UNITS PER 1/SK15. MINIMUM. EACH LONG SIDE OF UNIT. CENTER UNIT ON THE UNISTRUT. 1 SPLIT SYSTEM HANGING DETAIL SK1 6 NOTE:-WHEN UNIT HAS SPACE TO CONNECT TO(E) WF INSTEAD OF N.T.S CMU WALL, CONNECT TO(E)WF AS SHOWN ABOVE. 1 K TM RIPPEY lY L Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Tigard,Oregon 97223 Job#: 16330.03 Phone:(503)443-3900 JL R- HVAC EQUIPMENT SUPPORT Sheet: SK16 Of: 1 : • ii • ill ; 11 '. 1 1/21 I ! ! ! II I i ' .:.•1 i 1 • i l '; 1 ! 1 ! i !,; 0 : ; ; ! i, L;..; I i i 71/ 0 1 1 1 ; i 1 ' 1 1 : J rt ! i. 11,:lutil p : .; ?--1 I [ ! i ! ' ; ; ! )(&) rA.F.77-1•Z-;• pt)C.,K i : 111 ii , i . ,! Iii ( i ! ! 11111111 11 . i..1 1 - 1 fr-Thrn R.iii 'LON LA,eir ti. i. 1 ..' i : i . : , 1 E t- : ', 1 1 . ! ; 1 i : i ! ill , .: : •i 1 • ' liViiHLT-AlpopLr:,11/_ilipt.t-1,b.: 11 illi: , ; ! . 5 i / iiiiii ii. 1 i ; I : : , -, , / I ii ii• iiiIii'l-'11i4":"f•RtriCj•till ' i 1 / :: /-1 .! i !: v i/1 :. ' : 1 . ' I /4-14.1 !. r 1 '. 1:1 i 1 I i•i / : 1 i 1 *1: ; . , .. 1 . ...: 4 II : il '': i i 1•..1,..., ! 1. E! . . , . 1 ; ; .:......;..... , .......: 1 .; I, I. I .; . 1/SK16 ! ; i ,. ; • I : I : ii , t: . r i I . I ; . 1 I • , , ; • 1 • • I ; I • .; . i 4 / ; • .; ' * ; i 4 I ' . • i ' • i ; 1 : ', I ; • . 4 • ; .. ' 4 ; ; i i •J i • . ; .; • • •. 4 : : 4 ,. '- I i :: 4 ! , , ; : , ! 4 ; , i . ' ; ; • ' • ' • : I - : : • ' . i I I . ,. ; ; ; , illii---.--;-' ii , : . . ' :ii ; • • , ,, • • :. ;.-,--, i1 :. Iii ' : i * :', i ; i 1 . f ; , I. if ; ji P --;- ---:-4-i— !-4 1-l- I-1 -.--. .2-:----. --! .4-- ! ' '. : i i ' f ; ; • 14: '" ! • i ! i : l •• 7"r" : i '. •• H ' 0a1 ;. ; ; : :. • - ii i ! i : ; „ BA.IN .; ;. : : 1 '.. t : : ;, ; ; ‘• i .1 . ii - ; 1 roc ; i : ii ; . ; • iM . ; li I : , . : .TYP., • , ; - ! . . tii . i . •: ! 1 ; : ii i ,. i 1 •,. : 1 ; : .1 !. i. i ,. -. ! i . • . .; I 1 ,_ -. ! ; [ ;EACH END. 1 1 .•: . :. : . • ii ! : ; ! Hil ; ' ; ' `. .. ! . ; • • ; 1 ! : • , 1 ; . ; . ' ' I : • ii ; .' 1 : 1 ; il • UturSrgur A.M..D : i :, H : . , • . , . ; . 1 . : : ! : : 1 Hi : . li : f\je:hidor.eo.e., !pt.R., ! • 1 ' : , i 7i*. ' : . ' : , :, : :. ! • • • I 1 : ; : ; '; : : 1 ' iii • 1/SK16 ! 1 1..!. ...i ! • , ••• 1 ' • • : (71 . UNISTRUT TO COMPOSITE DECK CONNECTION 1QK1:7) N.T.S ,,TEAK TM ROPEY Consulting Engineers By: J F Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Job#: 1 6330.03 Tigard,Oregon 97223 Phone:(503)443-3900 JI R- HVAGFOUIPMFNT SUPPORT Sheet: SK17 Of: 16 GA.MIN ANGLE CLIP.(1)CENTERED EACH SIDE OF UNIT.CONNECT TO CURB. USE(4)#10 SMS SCREWS AT EACH CLIP. CONDENSING UNIT. (2)#10 SMS SCREWS INTO THE UNIT AND MAINTAIN CLEARANCES (2)#10 SCREWS INTO THE PLYWOOD. , )ii 1. 1 ( 1 J l l t i MA N ECIFIE RED INSULATED REFRIGERANT PIPES. 3/4"PLYWOOD. fit / ,./ WITH#8 SCREWS PAD > t/ / 1 l • L @ 6"O/C.AT ALL SUPPORTS. CURB (HEI A5 REgl11RE0) LM ET , S S. CONNECT CURB TO(E) COMPOSITE CONCRETE 18 GA.SHEETMETAL CAP. 600T125-43 EACH DECK WITH 1/4"0 x 1 5/8" GALV.OR ZINC-A-LUME SIDE OF CURB. ' MIN.EMBED. HILTI HUS COVER OVER THE E-Z SCREW ANCHOR.(2) PLYWOOD. EACH SIDE OF CURB. 6005137-43 a@ 12"O/C. 1 9 SEISMIC ATTACHMENT FOR CONDENSER SK18 NOTE:- DETAIL IS FROM SUBMITTAL AND IS FOR REFERENCE ONLY. N.T.S -FLASHING AND WATERPROOFING IS BY OTHERS. lEAKTM RIPPEY Consulting Engineers By: JF Date: 7650 SW Beveland Street Chk By: Date: Suite 100 Tigard,Oregon 97223 Job : 16330.03 Phone:(503)443-3900 JLR- HVAC FQUIPMFNT SUPPORT Sheet: SK1 8 Of: NOTE: - LOCATE FIRST AND LAST CLAMPING CONNECTION AT 8" FROM ENDS OF ROD. - LOCATE CLAMPING CONNECTION AWAY FORM CONNECTIONS SHOWN IN DETAILS 1/SK9A, 1/SK14,AND 1/SK16. P3008' NUT ALL-THREAD ROU I !�' r 3/8"x 1" HHCS C� 2'-0"0/C. P2405 CRADLE (IN-LINE W/CRADLE CLIP). CLIP b7 2'-0" O/C (OR ENGIENER APPROVED EQUIVALENT) P1000T(OR ENGINEER APPROVED EQUIVALENT) CONTINUOUS FOR LENGTH OF ROD. 1 CHANNEL STIFFENER SK1 9 N.T.S �TlY� TM RIPPEY L Consulting Engineers By: F Date: 7650 SW Beveland Street ChkBy: - Date: Suite 100 Job#: 16330.03 Tigard,Oregon 97223 Phone:(503)443-3900 JI R- HVAC FQUIPMFNT SUPPORT Sheet: SK1 9 Of: • i ( , 1 sH-zrUc.rpn) $Qu ..E, 14 •• t fog,- pub, DQ ,of.u..• ',7a. 3 r Sts ©. 7 . CP R •Qutr r , .► w�� , I j � 1 N.£I1.) 0 r- OrD ) ivw� v�1 GBG !8oA`i El�P4 (' m ) (Rrt1-s-i ) (2,,du' -- ,uP' iR rU-s-�j 1 :. 3, ' a 41.11' _ . as • L 6 Ifo' .' 76 '' 02/41 sf‘: .P hJr - 1(0 c, . ,NT. 19�o Bs + 9(405 1- Lt5 % aILf3s` J ,J __&) • e.u2 6 Pf.R room • PER,- JoTE } j tr 41 .5++ y' d�o.5'' • 14'F 11 "f-102,54+ X3.5'+ . . L X7375'.' L_ 113. 1'75" • w= 39. `f375'' • • • 1 • � w', 77" 33516,.. . wT LtO L • i NE,/A) UNIT 'SGi�Q ft 1/ (r9m,y) . A1Ee ) o" ' - GBCO3(,A` . .A ;C37DitJ> CFLruS- LI) - 3.qH' '3 ,5s' a - ,6 'r • ¢ �� P O'rip L : • 7, 39' •"fn 's !�'�r' 53, ag w3 ,c q' _ =t7,Ti?' • `'• .r:�_'LP sof jos s 7023 Les e. k410 Ii„4- f ?;S"-'1'' ;3.'5"' t4 - iTiPrRF:S: Zo w� y(�. 375'� X14 T'U-S f �.UR-f tsiT a 3fa© . !Wir = • •. . TM RIPPEY BY Sr DATE �J. CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 LOB NO 6,33'0.©3 Tigard,Oregon 97223 J� Phone(503) 443-3900 3 _g +y _ SHEET RTU) OF 1 DE /0: R_ -rte iF (c4Nr. ) ' . 1 ,N1 4, i r. Y5G 07 :#1 f,..4/4 ((, mN) A ) C.s1V.i T . Y (.gcoC i SLB 1,(.6-776.1..).) Li, ; (Rr-U-5 s.a.,v,P RrU-'s R) , ,(.1 .).-.y-5-- 7,) • 1 4- - o,`Ia'' t4 3 'flt . Lto?ars G 71, 39' - Tg.416 " aj ' 513,Va' = 118 : " j $ � w • q. hy'.- 53. " � v.,_ .:.11,' 41 .as'! 11 1" . ( '5'' a3,5' ' if:- 11''t ?i $-'` - ,,.5-0:. i. ; . L =ga,5'' 1 i. :: 161,: 76:./.'.. 1 '• 41- . '-f.3 z5" kJ- 37 41 3 75:" .• "i- = 1 36,O I—SS ' .. - 77 Lf�S • . .. . 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Bevel and St,Suite 100 JOB NO I(o33O•03 — Tigard,Oregon 97223 --- Phone -Phone(503) 443-3900 SLR,^ 141/r'S'r, SHEET R*UOF Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. r. Title Block Line 6 Printed:22 APR 2019, 3:30PM St@$.� B88C11 file P12016Projectsl1633003 JLR HVAC( ipentSupport\STRUCTURALICALCSl16336.03.ec6 Lie..in KW-06002562 rcensee: ' •' • i ` ' • Description: H-15 Ton(2) CODE REFERENCES_. Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Materral Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 0.0 Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ��..._._..._... 0(1.12) (0.475) D(0.01875)8(0.025) "W8x1 O 011, Span'8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.01875, S=0,0250 klft, Tributary Width=1.0 ft Point Load: D=1.120, S=0.4750 k @ 6.40 ft •DESIGN SUMMARY Design:On. Maximum Bending Stress Ratio = .123: Maximum Shear Stress Ratio= r ' • Section used for this span W8x1 0 Section used for this span W8x1 0 Ma:Applied 2.317 k-ft Va:Applied 1.491 k Mn/Omega:Allowable 18.908 k-ft Vn/Omega:Allowable 26.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 6.400ft Location of maximum on span 8,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 11,630>=360 Max Upward Transient Deflection 0.008 in Ratio= 11,630>=360 Max Downward Total Deflection 0.025 in Ratio= 3899>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 1 Maximum:Forces&lStres.ses 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 Vex Vnx/Omega +D+H Dsgn.L= 8.00 ft 1 0.082 0.038 1.58 1.58 32.18 19.27 1.33 1.00 1.01 40.24 26.83 +D+L+H Dsgn.L= 8.00 ft 1 0.082 0.038 1.58 1.58 32,18 19.27 1,33 1.00 1.01 40.24 26.83 +D+Lr+H Osgn.L= 8.00 ft 1 0.082 0.038 1.58 1.58 32.18 19.27 1.33 1.00 1.01 40.24 26.83 +D+S+H Dsgn.L= 8.00 ft 1 0.123 0.056 2.32 2.32 31.58 18.91 1.31 1.00 1.49 40,24 26.83 +D+0,750Lr+0.750L+H Dsgn.L= 8.00 ft 1 0.082 0.038 1.58 1.58 32.18 19.27 1.33 1.00 1.01 40.24 26.83 +D+0,750L+0.750S+H Dsgn.L= 8.00 ft 1 0.112 0.051 2.13 2.13 31.70 18.98 1.31 1.00 1.37 40.24 26.83 +D+0,60W+H Dsgn.L= 8.00 ft 1 0.082 0.038 1,58 1.58 32.18 19.27 1.33 1.00 1.01 40.24 26.83 +D+0.70E+H Dsgn.L= 8.00 ft 1 0.082 0.038 1.58 1.58 32.18 19.27 1.33 1.00 1.01 40.24 26.83 +D+0.7501r+0.750L+0.450W+H Dsgn.L= 8.00 ft 1 0.082 0.038 1.58 1.58 32.18 19.27 1.33 1.00 1.01 40.24 26.83 +D+0.7501+0.7505+0.450W+H Dsgn.L= 8.00 ft 1 0.112 0.051 2.13 2.13 31.70 18.98 1.31 1.00 1.37 40.24 26.83 +0+0.7501+0.750S+0.5250(+H �tU(� • 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 Punted:22 APR 2019, 3 31 PM Steel BeaC11Fite ;p4201#proiects116330.03-JLR HVAGE m MSuppm TRUCTURALICALCS11633003ec6 Lic.#:f;KW 06002562, ..' Licensee TM RIPPEY CONSULTING ENGINEERS;' Description: H-10 Ton(2) CODE REFERENCES _ Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 (tilaterial Properties.. Analysis Method: Allowable Strength Design Fy;Steel Yield: l;*) Beam Bracing: Completely Unbraced E;Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.716)3(0.338) 0 0.01: 5 s 0.025 a a w 4 Span=8,Oft I Applied Loads . Service loads entered.Load Factors will be applied for calculations. Beamself weight calculated and added to loading Uniform Load: D=0.01875, S=0.0250 k/ft, Tributary Width=1.0 ft Point Load: D=0.7160, S=0.3380 k Q 3.860 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.920' - Maximum Shear Stress Ratio= ca.9ACT - Section used for this span L4x4x5/16 Section used for this span L4x4x5116 Ma:Applied 2.519 k-ft Va:Applied 0.7532 k Mn I Omega:Allowable 2.738 k-ft Vn/Omega:Allowable 16.194 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 3.863ft 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 0.080 in Ratio= 1,193>=360 Max Upward Transient Deflection 0.080 in Ratio= 1,193>=360 Max Downward Total Deflection 0.228 in Ratio= 421 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum;I=orces;&Sires$es for.<Load.CombEftattons _ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span it M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn.L= 8.00 ft 1 0.601 0.030 1.64 1.64 4.57 2.74 1.30 1.00 0.48 27.04 16.19 +D+L+H Dsgn.L= 8.00 ft 1 0.601 0.030 1.64 1.64 4.57 2.74 1.30 1.00 0.48 27.04 16.19 +D+Lr+H Dsgn.L= 8.00 ft 1 0.601 0.030 1.64 1.64 4.57 2.74 1.30 1.00 0.48 27.04 16.19 +D+S+H Dsgn.L= 8.00 ft 1 0.920 0,047 2.52 2.52 4.57 2.74 1.30 1.00 0.75 27.04 16.19 +D+0.750Lr+0.750L+H Dsgn.L= 8.00ft 1 0.601 0.030 1,64 1.64 4.57 2.74 1.30 1.00 0.48 27.04 16,19 +D+0,750L+0.750S+H Dsgn.L= 8.00 ft 1 0.840 0.042 2.30 2.30 4.57 2.74 1.30 1.00 0.68 27.04 16.19 +D+0.60W+H Dsgn.L= 8.00 ft 1 0.601 0.030 1.64 1.64 4.57 2.74 1.30 1.00 0.48 27.04 16.19 +D+0,70E+H Dsgn.L= 8.00 ft 1 0.601 0.030 1.64 1.64 4,57 2.74 1,30 1.00 0.48 27.04 16.19 +D+0.750Lr+0.7501+0.450W+H Dsgn.L= 8.00 ft 1 0.601 0.030 1.64 1.64 4.57 2.74 1.30 1.00 0.48 27.04 16.19 +0+0.7501+0.750S+0.450W+H Ds n.L= 8.00 ft 1 0.840 0.042 2.30 2.30 4.57 2.74 1.30 1.00 0.68 27.04 16.19 +13+0. 50L+0750S+0.5250E+H P.TU 7 . i I \ /` i t 9 • I (?�• O st/' ) ! ; I 1 . c .xr1 o�1 Earv+.PcvtrE. 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Beveland St, Suite 100 JOB NO (Co 330 o 3 Tigard,Oregon 97223 Phone(503) 443-3900 Slot INA-C- SHEET_KM_OF 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: 1 MAY 2019, 2:16PM Fife P12016Projectst633003 JLR-HVACEqulpritentSupporl6STRUCTURAL\CALCS116330.03.ec6 Steel Beam Lic.#i KW-06002562 :., " Licensee TM RIPPEY CONSULTING ENGINEERS, Description: Header(112) CODE REFERENCES Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties . Analysis Method Allowable Stren th Design Fy;Steel Yield: 36.0 ksi Beam Bracing: ompletel Unbrace E:Modulus: 29,001.1 sr Bending Axis: Major Axis Bending D(0.445)S(0.129) D(0.445)1S(0.129) D(0.13)S(0.054),. p _--..........� o X--- _....� ._.__... y x-^.may- fi s n :� e a'- #'s, r:-.. r.. €ia..-- + _ a '`s - §:E cL4x4x1t2 Span=9.0 n Th Applied Loads .. Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.130, S=0.0540 klft, Tributary Width=1.0 ft Point Load: D=0.4450, S=0.1290 k @ 3.375 ft Point Load: D=0.4450, S=0.1290 k @ 6.083 ft DESIGN:SUMMA RY Design OK Maximum Bending Stress Ratio = 0.899: 1 Maximum Shear Stress Ratio= 0.058 : 1 Section used for this span L4x4x 172 Section used for this span L4x4x112 Ma:Applied 3.800 k-ft Va:Applied 1.489 k Mn 1 Omega:Allowable 4.225 k-ft Vn/Omega:Allowable 25.868 k Load Combination +Di-S+H Load Combination +D+S+H Location of maximum on span 4.346ft Location of maximum on span 9.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflec,-inxr 0.087 in Ratter,- 1,238>=360 Max Upward Transient Deflection 0.087 in Ratio= 1,238>=360 Max Downward Total Deflection 0.348 in Ratio= 311 >=180 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+H Dsgn.L= 9.00 ft 1 0.674 0.043 2.85 2.85 7.06 4,23 1.15 1.00 1.11 43.20 25.87 +D+L+H Dsgn.L= 9.0011 1 0.674 0.043 2.85 2.85 7.06 4.23 1.15 1.00 1.11 43.20 25.87 +D+Lr+H Dsgn.L= 9.00 ft 1 0.674 0.043 2.85 2.85 7.06 4.23 1.15 1.00 1.11 43.20 25.87 +D+S+H Dsgn.L= 9.00 ft 1 0.899 0.058 3.80 3.80 7.06 4.23 1.15 1.00 1.49 43.20 25.87 +D+0.750Lr+0.750L+H Dsgn.L= 9.00 ft 1 0.674 0.043 2.85 2,85 7.06 4.23 1.15 1.00 1.11 43.20 25.87 +D+0.750L+0.7505+H Dsgn.L= 9.00 ft 1 0.843 0.054 3,56 3.56 7.06 4.23 1.15 1.00 1.39 43.20 25.87 +D+0.60W+H Dsgn.L= 9.00 ft 1 0.674 0.043 2,85 2.85 7.06 4.23 1.15 1.00 1.11 43.20 25.87 +D+0.70E+H Dsgn.L= 9.00 ft 1 0.674 0.043 2,85 2.85 7.06 4.23 1.15 1.00 1.11 43.20 25.87 +D+0,750Lr+0.750L+0.450W+H Dsgn,L= 9.00 ft 1 0.674 0.043 2.85 2.85 7.06 4.23 1.15 1.00 1.11 43.20 25.87 ��KAnalysis Snow drift 2005 rpw lu := 110•ft Pmin := 25.psf hr := 3•ft+ 9.in DM := 0.75 Parapet or Drift Height Modifier Pg := 10•psf projection height 0.75 for roof projection hr = 3.75ff or parapet D := 0.13•ffPg D = 15.3•pcf g = 0.654 ft D Pf := 0.7-Pg Pf = 7•psf Pf hb hb = 0.458ft he := hr- hb he = 3.292ft he = 7.196 Drift to be considered when greater than 0.2 hb t 7 -1 hd :_ jt8•ib 4 •0.43.3f4Pg+ 10•psf1 - 1.5-ft hd = 2.857ft b,:= hd DM Drift Modifier hd = 2.143ft Pd ' hdD Pd = 32.784•psf Pd + Pf = 39.784.psf Pm := if[Pf+ Pd < D•(he + hb) ,Pf+ Pd,D•(hc+ hb)] D•(he + hb) = 57.375.psf Pm = 39.784.psf N ti qo e SE w := 4•hd if hd <_ he 4•hd = 8.571ft w = 8.571ft 4 hd2 if hd > he 4,hd2 he = 5.578ft Pm - Pmin he wd 2 (Pm—Pf) wd = 3.865ft 4-hd 8.he if > 8•he 8.he = 26.34ft he voutl • i I 1 • Lff? 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(6 `1a"ss Bol✓r@. t.144.,. HI c4k,ite...R.. oP u�.:_77 3. . Cutz(3 1,tO WA) rQ G>i-E. REA-.Pti Cove krvf�►.a:itk ) Ya`'f4 boe.-x 4-0.a;n•a Fns ISL -- Pa,5'ei 5/.:(14--54)7 Scz ) e+P= O.g;n0( aa, 1-is ) , '1.5g • • ,r`nw ro0 1. I3- /`i.5K , © .2 '3 tBc"-5.. U l:. oy. `I a'1 t3O�-r'& r,A'c l._4,,,a R n-§R--PFWi n4 -7:- ugh 010 ScR.1;Ah & to''`'e. )44kow,vO Pp,Rty,.t�re.,R . ea c.)/u11 T bte.oti6 14 me,r11.4. , .;. IMI:\.. TM RIPPEY BY DATE CONSULTING ENGINEERS ChM BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 1 Co3O-©3 Tigard, Oregon 97223 S(� _ sHEETP�n)(a OF Phone(503)443-3900 . 1. •: .' 1! :.. L 'i ; : .. .':, ::: i i 'I ,. li H: . - i I , I • i , ] : : IbR --C' CUR- w g L GE7N/U 7-- '� � � 1, 5tf R 1J( $0 0..r 1 stirs z btiv‘ o= (og1/- C, sD) /0.6 = r 'oa -r s ,(c.' a ). CAW#C.^ r'I' RSP. /$''j X, 1 S18 r: .if 711rrt.J� e . SGM4.0.. ii-+4 3 - I i , ... 1 leo pees/a 1 1 • 7 S••c•is - • j.3. sc,e4..ws • • s ` . : � k)&�Q (a) SEnvtBLR tizLT S E.Z . 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Wind and Seismic Loads on Mechanical Unit Windspeed:= 120mph RTU-S_2 and RTU-S-6N___,w Exposure:= "B" Y " asd no (Is wind speed ASD?) Seismic Parameters SDS:_ .72 ap:= 2.5 Rp = 2.0 IE:= 1.0 Building Dimensions Category:_ "II" Roof Elevation:= 40ft Building_Width:= 160ft Building Depth:= 140ft Mechanical Unit Dimensions Displacement:_ "Fan Unit" Weight:= 2826lb UnitHeight:= 59.28in Width:= 86.88in Length:= 123.12in Curb:= 23.5in Curb Width:= 77in (Dimension for Calculating Overturning Uplift) Method Used= "ASCE 7-10-Section 29.5.1" SUMMARY(ALL VALUES ARE ASO) — D=2.826 x 103 lb WWindUpli#tASD=2 x 103 lb Displacement= "Fan Unit" (From ACSE 29.5-3) EASD=2136 lb hseismic=4.428 ft ` WWindASD=2085 lb (From ACSE T h =3.449ft X=6.417ft Wind TWindTotalASD= 11371b . Notes: TseismicASD=627 lb..,r 1.Positive sign convention shown.Negative values indicate opposite direction 2,X equals the width between attachment points for overturning RTL`f` • PJ C o Jr;' ( g.prb=Ait. 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SHEET gg: or • • • t i i , yi i i 1 . : Au c� 9M 1 R�4 .SEGr.TArV. .�Q.1� �. r3�� t`o�CA.vc1�c,T ! l� 7E2: : ; i TU.4- Y.!3,Pi.f (PRE.)uraus ~amu.`.j •(FSE5'P-F ! I • . ! sera - a4:f-atJ7 ! I . fl 5 j 5E e o 9LY./y .. sSu.PPo!'T H ,./1-TEe..:s : �.y �r�J4 • ay/t 1 I i : ' 1 i l 7 :tM �g/S. C iLSPc.F-SPe..FX a6'q )/' ..I1 `f7k- ) lax/'1 614,Qir*r(- `/.i7K Cc • • ; • • pf.M<g:up e .1.6,q7k•f- ' i • i . U5L WIaXL &€,4r!�. . , , GO-Po rY 2E,SWGAJ 1 , • i . . . . .. :. .:.. e@ubvE,e., tall- (03 LBS. (f.P. .v yz l e,c. ) I i • • ( 7 i ],C ?C?n ) " 1.C�7(63LSj/oovtag;�) ' 3 tc , 4.c. 3 r� a Y Pap: • /4-7! 'malt : :17(YLt',14 - ©.o.5°,.,, ! PRG 7(0 c,4-P: 302143 e•K . Iiiiiiiiiii__ ,__-__ , I V E,rn v4n1 D z 63 L B5. — — r • 1 I I ' i I 1M ATM RIPPEY BY TF...._DATE CONSULTING ENGINEERS CHK BY DATE_ 7650 S.W. Beveland St, Sulte 100 JOB NO /6330,03 Tigard,Oregon 97223 I Phone(503)443-3900 SL(L • {-1`!IkC. C�? Pry l.. . "' SHEET ' 3 OF tk{ Pi.sr_c,nJ iG©6ir" (P—A•1)=A,t..x' HE.14-1�+7sj .� RUMP .Ps rii- ' TQ :/41 FI r ,f , coNtiel..�r c. rt' WA• I . ., . . jvcje,jis a iii Fr-v . • L :'; ;•.•. ;,''.. !„ .. ''-.. ? Nm !! .1 ::. . .'.. :. ,. ;:, :' . 1 1 : :. . FR•tiac 1 Puff): tfilr if Qt.-..8'S • :01 1,.cB5)O 1)/4f ` ABS/A04-14-6f. . . t AA, (tiatbsXalo") e RAL ':rFt : li S 1 40" 66.7`"UJ iiJ AN,c, SOP... • ; : . ' PULL QuT= a a t5 Pr✓ Su(6r Trt°L, ©�.s 6rJ •,tit:. : Foto DOoO GPs (01- ) puLco<,TT/ANLWOP_ Thy. yo"c6 :3.YRi' gpAGE • b i_r.r 1<1,:,. K OL-r 3 5Ov'JRY AnJct . (ESP.- 138 ) rABt.. 2 /1-4Lotoi -et.�. 71 rvsron1.- 7 al.4L.0$ i PER GavvEp.. rroAI w1 H 'c ry / 4:t.ow i4e sote,o, 87 yo 1_65 • • • R PP E sf,. T.�r V E, IS�YMOsr'E. J i ESP. 2E.ipor Fs ✓vk:,sr-it.J(,.. rep 1 DE e;v0,0 = aca)/-6-- C L),1.r 1 ?ut L..our -• : ...aNRT4 VE � r_t:ar 1 L- ;rO u:1_7.' (u �-)'-r-F,Adsrr: :)z (7a411-1--f5,$)(5) z 3C,,a©L.6s (uL-r) 51-1- - - .-(S/Ot f35 5) Lta. t-35 '.....3:, 1 (E,sit,(o(z..-r L3S5) s/s 1s/-T _ .. Qs A vs ^ \ a3 o i } +(, 6s/ ` d 373 e. /.0 ( ) -iCT! ) Lr.0 .n-75/31; v SE. • i f\JA (a) /, 110'.x 3%Hr m rti, crile,ED l =Lrt K ) & p l-r 3- 11111Sc)AJR.y. 14.f(IGH.* . tNTO 1✓,6:ECAt4 FRPAAAV m f..olrn. ,- ro (E)JF L . ILA TM RIPPEY _ gY Sf- DATE _ tj. \aC. CONSULTING ENGINEERS CHI(BY DATE 7650 S.W. Beveland St,Suite 100 ion NO 16,330. 03 - Tigard,Oregon 97223 Phone(503)443-3900 -( -4\44-e., £.&LJT t Ph HJT- SHEET_OF Tlioniasc ?Betts u S, Electrical On-line Catalog •• Kindorf �' 1.11111111 T&B Catalog Number: E 231 3/8 UPC Number: 78599177664Description: 3/8"Steel Structural Clamp with Galy- - ,ri Krom®finish. tr• Status: Active Features;: B Two sizes available,one for 3/8"and the other for 1/2"hanger rod.Each takes flanges up to.8"thick- ness. l l Application ?. ;_ AA Clamps to I beams,channels,angles and column, l f1 rGenerali. C 0Materia€ Steel i__ t 1 / FinishM4 om&reg, Design Load(lbs) 50. Safety Factor 3 Dimension information.,....: Dimension A(inches) 21/2 Dimension B(inches) 1 Dimension C(Inches) 7/8 Material Thickness(inches) 1/8 Specifications Engineering Data&Specifications-Metal-Available on Website lie Channel Packaging . ; a Package in Units 25 T&B Sold in UOM Each T&B Weight Per UOM 29 lbs.per 100 Application Support Metal Framing Systems Available on Website Finishes&Materials Available on Website Beam Clamps&Hanger Rod Supports Available on Website , Notes .. • - `Note Assembly requires two H 116-C(3/8")or two H 116-D(1/2")square nuts to attach to hanger rod. Certifications RoHS Compliance No For further technical assistance,please contact us... Thomas&Betts-USA T&B Technical Support Hours:7AM-6PM CDT 8155 T&B Blvd. MS 3B-50 Monday-Friday Memphis,TN 38125 8155 T&B Blvd. Phone:(888)862-3289 www.tnb.com Memphis,TN 38125 Fax:(901)252-1321 Email:techsupport@trib.com 1 Catalog No.0140323 Product Detail 04113(2007 11:02 AM Campbell 3/16"Grade 30 Proof Coil Chain, Zinc Plated,250' per Round Pail [14 previous I print 1 close i next 001 Product Details Catalog No. 0140323 tir UPC Code 020418057991 ~ Material ,21 in. Diameter Inside Length .95 in. Inside Width .34 in. \ .f ,rte` #.�j Finish ZincPlated � i v i_ro � i_" Working Load 800 lbs. '...,_ 4_— ,,,,, +A. Limit Feet Per Package 250 `r I.F i" -_-3---._ a Weight Per To prevent the posSlbllily otWancus bodily rquty Package 88 lbs. DO NOT EXCEED Ore working load Emile for drain a campontnls. DO NOT USE kr overhead llingGI'boiling - Packaging Pail r 00 HOT USE Kilo ditto or components um visiblydalaicd or wan. Literature Camtrol Def Warnings Info.Odf Lineart 0120202.odf � I r,'1 2 r-' i Low Res. Image 0140623 100.rPq Para prevalr la poslbilklad de una laske personal sada: NO EXCEDA los(OW ab drga dotes caiienaS oconiprricnks. High Res.Image 0140623 300.100 HOLA!MICE pare wrgar dada anlba opals bar. Stock Item Normal Stock Item r NO LA UTILICE sl le c dens aloe coaponenles ertin cSuatmanie dalersicaadoa o gelatine Package Details(Dimensions] i Ernlril this Page 1 Product Features: • Excellent general-purpose chain of standard commercial quality • Frequently used for fabricating tow chains,binding or tie down chains • Standard material:Low carbon steel • Standard finish:Zinc Plated • Proof tested • Order unit is"Each Pail" • Do not use for overhead lifting http://owner.cooperhandtoois.com/branduiCF_Files/madeLdetad.cfm7upc=020418057991 Page 1 of 1 D Gn) co. 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PuRrNC ©PErq.rroit/. • ' -11.1 - # /(¢'o`'0 F4-,U1 • ® I . o • : . ; 2 I!! ! ; : - _ _ x = d,6a5-"72 (6.5'7?)= S g.7.5-.•'•'! • 7 - - - -a D s:gs"} ,�� . II 4 „..fElITM RIPPEY BY SF DATE CONSULTING ENGINEERS CHK 6Y DATE 7650 S.W. Beveland St,Suite 100 jOB NO 14,330Tigard,Oregon 97223 /{�' � Phone(503) 443-3900 _-___L.7._,4,„- 1fVf4.°c:. P'hEJUT- SHEET.IFIL 1 f E I J. `F.d. : �- -/d , - :306468.� zt '`) o6, age .s1oLe,� j 5'/a'L5y/,i>30-Ts: :l 30 LBs s//EAR- a K, 13.v OB%e.(.VArZp,+.1 3 rd � T-fe,ruSz,:N 7t3g, Sverh*-r°re . •GALS Fn d /,:_ 11 .51s,! 1'1,1°.. Qot7S, : 1 Ya" RoLr-:. E.,# o.R;,, a • � CAR: •Ct33,SKsr)(b.a;nA) a•71/B64r s Ag.L Q. 7K eipty. :1, 64,5s c 1 c : .cue . T a&,. .Lt.sVect-T R.o`;/iL;4.a . a) ya _� = 'S6o",ac.T I L,OW Erb YOtst, Co NN 7"..6V‘l . . . • .: V S t. (a)_Y "�0 661--rGKE. F.ArsA3c.t.31�NQE-.. ...._501 4'1,r.ru :fi4N .ro Lowf✓tt /O USE, S rvt�c F,ot_.r Coruf Gup.,iqr*oeJ 1 4s UPPER Mo;UM' 7b, V 8M1 Gert�rl�ir�*age, • > G-y (.t.l.Tie-es: Fes. Sc.../v) -C.,. C OVV4 _P<,/+ `,'r".. ..V _.. ' . o Qe sem,w{� ©. y(a sX.0 7a)WP (oi3 3-l) Fv:= . '�Rrt�P)" Cita l ) _ • 1--W---ii I' (‘) ) Ff: O .36o Uln -G®vi; lJ S (EQ-(-3- . .. , a .3_50G.„7,;() v:p : 0.3 CO, 7:- )(1,n) tik/ • I • ?SLB,/cA.505.9 �yzcs F: 1O7L's . . U SE__ G gr_QPLE. 'G s co" d' 1-15°, lit.06L E. rP-am c.)ru=r, C it) eQ v,44,L.'/ 5 , • /TEAK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 ]oBNO /(0 3 30.03 Tigard, Oregon 97223 Phone(503) 443-3900 71-2- Ui' uT PMf,UT SHEET I y�t' a OF comer 17L�7- sysrt=rte mita-K FCU-1t1-�� ti7L-615 I j ; I I F.G U-/U..7 . l E 7 L o' s;r4r.,..), CGU nJ- I i~ LPS )4:1' L�Ca . •iSLE � f - S" • • . 0`?5. ; Attu. �' R..00 • • -) SSTs : laL Iuir :4113 �n = F�. /l•� t 4;44; • L .R.ODS > I e. .1 n 4DAsri N.eat: • iC cAdi. 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Goovr; (s? r ` srsrA • I ' I I kb/ Q (ac -b) ytLST!zuT ' : Wunmf a .,i . �") a ) (2(691-(t-4,t)) .1 : i., �" : ;,11, . 1 ,4.: - • - ' :T i2 rro. a5 L S . 3 &n y.1-r� Cry : x;. .ar R/w o-6.1.')i- •••11n.61F4•1s/1Ipry, : . 1 x at,.6/41- (c ,"):* `f'-G'/a - a'.9" j � ate)' • r 110,asks P40.444& 1 IA a5 4es `b.+41"* /((X'11(''P),. • 1 fiArna,x 1,7945-603,S,f 160/- 8s 7 Irk'• , ITCH--Y rl000. pN:srrzur . . Gon%�,i''/ATTtrE,j MAaLowr4�3r.ta = CO 70 e...65 in , • RESU. C,,T DAJ C.a o� ." uiv /. c =' ,e,b a'78 .• . . IS lM'E. F4GroP.. = ©�85: • f K(5070 t-(3s�7r1Xo,Ss) 079)= 3361 W,,,>~, D : • . . . NP G1 PA Gz7`Y. • • 606 00eI USE. f'i coo uAtis'r or uNDE.2. uN %• • • �Lcy Su x,,11. ��I. 108�Bs/ga� D ,�...+rraD 01.S;TQA'f . �0 D12 V Y 1 Su rn Pc. VJOQ, 1 •6PrsE_ .IO �a I . : I I. j s Pst-f-r orvD,E_P. '-ic,Qfc.t) r rtJC4 OR ' # ; • - c.rr H-US, • E a. 50?- rvJ AKKAot. s _ . G�4P,ic.drr' 15801-6S . ', 5!q'y� x a I/a Imo. EtmoEo. RU0 UN'zsrR tJT' rim Ai=,v%u Al OF C ) Lor c.> . i . • L t'I"E,S g E)44i4 LOW I'L UTE Goin)viE6-7- • UnlI112-ur T /ALI-4L DEc.k w/ 3/s''9( k a X? pSN, Ev1l.(E,D 11.1Z—TT t'ltU5-E,E ..SLREi4) M . 11\A K Thl RIPPEY BY 5"F DATE i. CONSULTING ENGINEERS CHK BY DATE - 7650 S.W. Beveland St, Suite 100 JOB NO 162 3 30.03 Tigard,Oregon 97223 Phone(503)443-3900 S 4_2- 4 v(+(. Qt), yV1 c itlr 5 v P('oR.T' SHEET 55 a OF ____ ' 3 t -!) 1 `Fe - ©.�f(a�Xo Via, )l/.a �► C!1:6•7•341/i.'1.)) 3� �r' i a IFe. 0.�83vJf 6aysr�.nos: • • (E.Q 13,3-a. rna t.CoS W .FpnrtO->:_ I'Co 60• !•o = ]A.)C )gypI,i5'a•4�eJe ? } . Oa.:783( .13!Gas)- 33-6.B2 (us r) • I • • • • 3 Std • 33gGi33.(a,7) • . • .� € F • CSO F / 33$�g5 P ' a3 7G55 F? - 6:5(4.15(is°). . Ff. :(41.8.0 GOS (vrr) . • (a s t a Gri-PR�=r? - • 1 oW te,s (,u fir) vsE. Gs!a Ggx.PP�C. RR- c- E.1,344+ cnP. t? 4F Un r CO/PiV e.GT'Lo ski TO 'wtx-De. G fI PC,G k Line,AL,,r a L1 Mm arN(, W-1:7 : ,`fes: L.,2>Si rn.AruCa OF >tiF digD l.BS x cr,. (a-si') . 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TM RIPPEY BY Z" DATE lYl l L CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 103 .03 Tigard,Oregon 97223 Phone(503) 443-3900SL(Z Li 1i tJ_1"QIAA -,AJC- Su�4'®P Y" SHEET 553 OF ESR-3027 I Most Widely Accepted and Trusted Page 12 of 20 • TABLE HILTI KWIK HUS-EZ(KH-EZ) ND KWIK HUS-EZ P(KH-EZ P)TENSION AND SHEAR DESIGN DATA FOR INSTALLATION ------ffmniSIVERS DE OF CONCRETE-FILL OFILE STEEL DECK ASSEMBLIES1'6,6,7 Lower Flute Upper Flute Characteristic ;Symbol Units. .': Anchor Diameter A/4 31a 1�2 51a 314 '/4 3/8 +/z Hex Head Style - - Head Hex Hex Head and P Head Head Embedment h„„8, in. 15/6 21/2 15/8 21/2 31/4 21/4 3 41/4 31/4 5 4 15/8 21/2 1518 21/2 21/4 Minimum Hole Depth hc, in. 2 27/8 17/8 23/4 31/2 2518 33/8 45/8 35/8 53/8 43/8 2 27/8 17/8 27/8 25/8 Effective Embedment her in. 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 1.18 1.92 1.11 1.86 1.52 Depth Pullout Resistance,2 N lb. 1,210 1,875 1,300 2,240 3,920 1,305 3,060 5,360 4,180 9,495 4,180 1,490 1,960 1,490 2,920 1,395 (untracked concrete) ndeck°na Pullout Resistance (cracked concrete and Np„kok,c, lb. 620 930 810 ,590 ,780 820 1,930 3,375 2,630 5,980 2,630 760 975 1,185 2070 985 seismic loads)3 Steel Strength in V Shear` slb. 1,205 2,210 1,510 1,510 3,605 1,605 2,920 3,590 3,470 4,190 3,760 1,205 3,265 3,670 6,090 7,850 adeck Steel Strength in V Shear,Seismic e,dackeq lb. 905 1,990 905 905 2,165 965 1,750 2,155 2,080 2,515 2,610 1,080 2,940 3,670 3,650 4,710 For SI:1 inch=25.4 mm,1 ft-lbf=1.356 N-m,1 psi=6.89 kPa,1 int=645 mm2,1 Ib/in=0.175 N/mm. 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 8 of this report. 2The values listed must be used in accordance with Section 4.1.4 of this report. 3The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 4The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5Tha values for 4,in tension can be found in Table 3 of this report and the values for 48 in shear can be found in Table 4 of this report. °Far the'/4-inch-diameter(KH-EZ)at 21/2inch nominal embedment and the 3/8-inch-through 3/4-inch-diameter anchors the characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value In the table by(fd3,O00)f2 for psi or (x,20.7)'12 for MPa. For the 114-inch-diameter anchors(KH-EZ and KH-EZ P)at 15/8-€nch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by(f/3,000)°•9 for psi or(Pc/20.7)13 for MPa. } S,S� DF, .11) . I I I ' G�� nl EGK ei4+c1 I : • i i 1 i BBQ -1JLO -�o ! a t I • . 1 ! ! ! : • ; • v .:. ,. ,. • , , . : : . : . : .; •• ••• : •••••.•• ,• .• • v • : . . . . . . , . . . , : I I 39. 8 , I , I ' 1 i 1 • 1 d4).t3 � i I I toy .GR,'crY GNEGK. \at1`� tii) R.QOS i i 1 ? w,-= a5o �s I k cll 7 A.=rid V.. 4 =1(ly")°At • A-: Ch.C75 fir, a ! r?t_Q L,' 51 - <a31-42S/OP ;I.( 7(0,•0631 ) • 3611S1: AT USt, r' ij . '/'`' R o D 2oD. 5t£ SPrxr S YST'E,r+i •G.kL.G:,s FSSR Fag.. L)L /9 4.!©:, O /o8,: ! ® .. : i UN.T.Srfwr A P.o $ • cANA,./ uTf-S. : • : • QV+r a obs 9r[ZESS a,71.r g 1.o C SI Rl?C,1 V f L �ll7� . ��j l �' f�N14LY5�S • (EO 13, :13,4F FP 0.36 (a '-s bLas 10 es/mos(450 (34485Imp 14 f S0 Lis Lug . 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