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Report (3) 7650 S. W.Beveland St. T � P Tigard,Oregon 97223 CO� LTING ENGINEERS Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS RECEIVED PROJECT: 7080 SW FIR LOOP JAN 21 2020 CITY OF TIGARD LOCATION: 7080 SW FIR LOOP BUILDING DIVISION TIGARD,OR 97223 CLIENT: HUNTER-DAVISSON,INC. DATE: JANUARY 17,2020 PROJECT NUMBER: 20003.01 DESCRIPTION: SUPPORT OF(4)HANGING MECHANICAL UNITS FROM EXISTING WOOD FRAMED SECOND FLOOR AND(8)ROOFTOP UNITS TABLE OF CONTENTS: ITEM SHEET NUMBER a GENERAL NOTES Nl-N2 DETAIL SKI-SK6 CALCULATIONS CI-C9 ��t�p PR: 16720 15 RSA`'/ 20,Agq TURtl`-' EXPIRES: to 1 GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2019 OREGON STRUCTURAL SPECIALTY CODE,REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. THE FOLLOWING LOADS WERE USED FOR DESIGN: RTU MECHANICAL UNIT WEIGHT:630 LBS HANGING MECHANICAL UNIT MAX WEIGHT: 157 LBS ROOF HP UNIT WEIGHT: 197 LBS • SITE CLASS:D SDS=0.721 SEISMIC DESIGN CATEGORY:D EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE 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. '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. UNLESS NOTED OTHERWISE ALL LUMBER SHALL BE 19%AT TIME OF FABRICATION AND DRIED TO A MAXIMUM OF 15% BEFORE INSTALLATION OF GYP.BOARD AND OF BRICK VENEER AND VERIFIED BY THE GENERAL CONTRACTOR. ALL WOOD IN PERMANENT CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER IS PROVIDED.GRADES SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON THE PLANS: FRAMING ELEMENT SPECIES&GRADE • POSTS AND BEAMS 4x OR SMALLER D.F.#2 OR BETTER INTERIOR FLOOR JOISTS D.F.#1 OR BETTER BLOCKING D.F.STANDARD OR BETTER P.T.EXTERIOR JOISTS 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. ALL FASTENERS IN CONTACT WITH FIRE RETARDANT LUMBER MUST BE HOT- DIPPED GALVANIZED. DO NOT INSTALL 0.148"x 1 1/2"NAILS IN HANGERS UNLESS SPECIFICALLY NOTED ON THE PLANS& DETAILS. NAIL CALLOUTS SHALL BE INTERPRETED AS FOLLOWS: NAIL CALLOUT DIAMETER LENGTH 8d COMMON 0.131" 2 1/2" 1MKTM RIPPEY Consulting Engineers By: JH Date: 7650 SW Beveland Street HD-7080 FIR.LOOP MECHANICAL Chk By: Date: Suite 100 Tigard,Oregon 97223 Job#: 20003.01 Phone:(503)443-3900 Sheet: NI Of: IOd COMMON 0.148" 3" 16d COMMON 0.162" 3 1/2" SHEARWALL NAILS 0.148" 2 1/2" ROOF SHEATHING NAILS 0.131" 2 1/2"(RING SHANK AT DECK ROOF) SHEATHING PANELS SHALL CONFORM TO THE REQUIREMENTS OF VOLUNTARY PRODUCT STANDARD PS 1 OR PS 2,OR APA PRP-I08 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. MECHANICAL: THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT,MECHANICAL,PLUMBING, FIRE SPRINKLER,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE NOT SHOWN ON THESE DRAWINGS. 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 STATE OF OREGON. ' 1 TM RIPPEY 1�[1 Consulting Engineers By: JH Date: 7650 SW Beveland Street HD-7080 FIR LOOP MECHANICAL Chk By: Date: Suite 100 Tigard,Oregon 97223 — Job#: 20003.01 Phone:(503)443-3900 Sheet: N2 Of: G rri< SWkVarr�s St SW Varns St - a i i is ,..�-7;I T' iio 4■, i Tc'uohstorl, �' t IN r y AREA OF WORK FOR ROOFTOP AND .' rt AdHANGING - C+I MECHANICAL Cam► s.- #b.+ UNITS. r-t 49 ,. 4 , Tech Heads „� , 1 r.. c,...„,,,(,4„,,-0---1---i„----,„/:,p.., _34, „... , ADDRESS: 18720,,., OS\ Pil-4. ‘,. 7080 SW FIR LOOP k TIGARD, OR 97223 ..11 20 4,P 19 TURr'" ''''. [EXPIrir_S;( 30 C1 SITE PLAN �11 SK1 / SCALE: N.T.S. N / 1 M K TM RIPPE.L BY J H DATE CONSULTING ENGINEERS HD - 7080 FIR LOOP MECHANICAL CHKBY DATE 7650 S.W.Beveland St,Suite 100 JOB No 20003.01 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET SKI OF_ f PROVIDE MIN 2x12 PLATFORM UNDER UNIT W/3/4" PLYWOOD CAP FASTENED @ 6" - 0/C. TYP. • ,• CONNECT TO EXISTING �Q �UCTWOftK PENETRATING / 1/// (E) 2x12 @ . . .ET WALLS (TYP 4) 4" 0/C MI ro TYP. AI w Mr K k" ) f _J r-i fl C r,P. / .... W ....__... I •.. ..._ •. _.. _ .. \\A, SK4 TYP. i ,��cD PRO, i c�\GJ�"Gl NE�,,i, Q..,�I1 ��'{ 6,720 /`� NOTES: n n -v- R_ -CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS. ��,�4` 2 oREGorr X"\ -ALL WATERPROOFING IS BY OTHERS. 44, 60 \��6 O, -SEE MECHANICAL PLANS FOR ALL OTHER INFORMATION. <,oy TURNB(,� EXP: 6/30/20 N PARTIAL ROOF FRAMG AN (RT (PLAN TA TIKEN FROM MECHANICAL DRAWINGSIN AND ISPL FOR REFERENCE ONLYUS)) N.T.S. TM RIPPEY BY J H DATE f f J f CONSULTING ENGINEERS HD - 7080 FIR LOOP MECHANICAL CHKBY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 20003.01 _ Tigard,Oregon 97223 Phone(503) 443-3900 SHEET SK2 OF V. I ADJACENI- OFFICE i ril 1 . (E) 20"TJL TENANT r UPI i I @ 2'-0" 0/C 2260 au, • r [3 Oitlarrourtligts iAND REFRIGERANT PIPING 1 Ts R ‘_ TYP. 1 \ , 1 0 _ SK6 , ,----- I i I - = _w w ,, . . w , I z ' OFFICE , i 2 Frit-tilt., WORK < ECH./ELEC w o m w I m -1 BAR _I 0 —I 0 I , 0 — it 1- E3 If 'I 1 f 1 4_ i OFFICE ---H —[-: ----j-' !CIRC.— i2 __, ____,,, - OFFICE‘6 5 I FRC \IT OFFICE CONFERENCE OFFICE OFF CE I 3 4 r _ , I 7.___ uPRldi i i _ , ©i 1 , , I EvNILTDRII\\riG , 1 . c.:4•,.` *3,:\-- -ef's 2„,, IL• ti —' GO 'A .. n, •)'. Ko 20,A 4/ TURi\l' s A ,EXPIRES: %)) 012,4., N CPARTIAL FLOOR FRAMING PLAN (FC UNITS) SK3 (PLAN TAKEN FROM MECHANICAL DRAWINGS AND IS FOR REFERENCE ONLY) N.T.S. 1M 1 ... TM RIPPEY BY J H CONSULTING ENGINEERS HD - 7080 FIR LOOP MECHANICAL CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 20003.01 Tigard,Oregon 97223 Phone (5031 443-3900 SHEET S K) OF vr_011�116,720 UN|STRUTPi0O0 SLEEPER AT EACH END 0F EACH UNIT MODULE. /�\ TOTAL. OPEN`—/ FACE DOWN �O 4x4PT SLEEPER NV EXP: O' '/3O / G|K4PSON '8O8' 1/4x8" SCREW TO CENTER OF UNIT BASE EACH (E) JOIST BELOW. ' UN|STRUT ANGLE. ATTACH TUUNIT MODULE LEG AND UN|8TRUT | | SLEEPER N8MIN. Y8"080LT. ' | CURB FLASHING 8YOTHERS UN|STRUTP132G ANGLE (LLV). ATTACH TOUN|STRUT SLEEPER NV — --- ----------- MIN. ��''0 BOLT AND SPRING �r CHANNEL NUT TORQUED TO13 �� �(E) ROOF DECK FT�BS� . (PER K�ANUF. - RECOMMENDATIONS) M|N� Y8"0x4" LAG SCREW, PRE-DRILL ASRECyD. ATTACH AT LEAST 3^ FROM END OFSLEEPER. SEAL PENETRATION (BY 0THERS) � CURB CAP TD COVER PENETRATION ' --' VVASHERSASRE{J'D (2K�AX.) (E)JO|8T —/ NOTE: ' MAKE N{) HOLES |N CURB CAP. ' - ALL WATER-PROOFING 8YOTHERS. - ALL UN|STRUT AND FASTENERS T{} 8E HOT DIPPED GALVANIZED ^ ' ��������U���] ��T' ��l�| � UNITS ���_�� � x��'� �� � n � : �� TMRGEN-RTU'00 SCALE: 1 1/2^ = 1''0^ TM R{}»pEY BY Jnc n^`u CONSULTING ENGINEERS --~ H[] - 7080 FIR L{](]p MECHANICAL cxxov Jx° n^ns 7650SW8ovo\xud.Suite |0O rwx- Tigard,Oregon A?223 SCALE/^�=/''o^ JOB No20003.0 Phone: (503)443'99OO Fax: (503)443-3700 may.# Y UNISTRUT'P1750'ANGLE WITH MIN. 3/8" 0 BOLT EXISTING THROUGH TRUSS TOP - FLOOR JOISTS CHORD PER PLAN 1 / / / I / / / / / / / / / / / / / / . 4 , „ „ „ „ A. HANGING UNIT (BY SUPPLIER) MAX WEIGHT = • 157 LBS 1 MIN. 1 � 1/4" MIN. 0 A36 GRIPPLE 'GS10' UNISTRUT'P1000' ALL-THREADED ROD SEISMIC BRACING EACH END OF UNIT TYP. KIT. @ 45 DEGREES ATTACH TO UNIT WI FROM UNIT CORNER. #12 SMS AT EACH (4) PLACES TYP. CORNER ATTACH TO BEAM WITH 1/4" WOOD EYE SCREW AND ATTACH TO THREADED ROD WITH UNISTRUT 'P1843W' HINGE -"c" \\*.?; 1y`Ao/ 20,�� `"tiles TuRIAV 1 HANGING UNIT SECTION PIRESz..) 1 SK6 SCALE: NTS T.r i I\ TM RIPPEY _ BY J H DATE CONSULTING ENGINEERS HD - 7080FIR LOOP MECHANICAL CHKBY DATE 7650 S.W.Beveland St, Suite 100 JOB No 20003.01 Tigard, Oregon 97223 Phone (503) 443-3900 —____—________ _ SHEET SK6 of t�oo� L. C� ,L,�. IN- Z4 -c((soc- DL • n f,,4k1 rH-SJ ' 2 'pSt C..,t t;;,t..,a 1-2e 5 1?\: 2 P 5 P.' - Pt. -2.p fir. 11. '' -r o;oil 11.0 ..? *r ,'I.lars 1:n ()c'ir‘klsar; @_r`.k t,qe (PO r (44 WTV S (t.-rviC r l.0 -lcar1 e-k-,M / ,r3'i x '6, II" K -Cr' k..4kl(.. I 1=CrtU% C.,.m,.r r i C'r 4.0 k<.)" LJt. I 7 16s /s .i' e 4 G C(It"I {,0 t M im i�-." Nt: : rF, 6 et tom+ . 2'-1"X Z,'- 7"x 2'- 5 ' Ea.. to ao,ti :i V= 5 1 Mpg- H �`U�ri ,� EXPIRES:(_91acs ?., ) 1 ,-... 0 ,1 l. t lEAKTNI RIPPEY BYV i'lDATE CONSUIT!NG ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 2.. :K7V 7J.Ca 1 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET u of • 00 i"t a Cr 1.io f1 /y`hc. ` r „,) t 1 r .w d' L .t r Is / , r t J' C. Us 16s T 794 i&S t • O.L.- 10 ps ( Ic . cv ) r 13P SL - 3 p3Q i✓nccudt" oft;C(- PTV= 4,10 tt-a5/7 '26 f6E 4S ese- f as ple,,,..ro" .) Z r,tri. t b 7)\.' C K (...r ts'&al 14 c), tV�c ('.. 4.�,1 �1 °-t cr.,.p .y4-14., C.AttrcALtC er'i'\J 4 I f ZM K TM RIPPEY BY J 44 DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 JOB NO 2°OC>3-G) Tigard, Oregon 97223 Phone(503)443-3900 —___ SHEET (--Z OF Wood Beam Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: joist(existing) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 1,500.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade ; No.1 Fv 180.0 psi Ft 675.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.04123) a a a o b D(0.0133)S(0.04655) 2x12 Span=19.20 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.010, S=0.0350 ksf, Tributary Width=1.330 ft Uniform Load: D=0.0310 ksf,Extent=3.0-->>7.0 ft, Tributary Width=1.330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.70U 1 Maximum Shear Stress Ratio = 0.276 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 1,208.16psi fv:Actual = 57.07 psi FB:Allowable = 1,725.00psi Fv:Allowable = 207.00 psi Load Combination +D+8+H Load Combination +D+S+H Location of maximum on span = 8.899ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.473 in Ratio= 486>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.706 in Ratio= 326>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.697 0.618 Overall MINimum 0.447 0,447 +D+H 0.250 0.171 +0+L+H 0.250 0.171 +D+Lr+H 0.250 0.171 +D+S+H 0.697 0.618 +0+0.750Lr+0.750L+H 0.250 0.171 +D+0.750L+0.750S+H 0.585 0.506 +D+0.60W+H 0.250 0.171 +D+0.70E+H 0.250 0.171 +0+0.750Lr+0.750L+0.450W41 0.250 0.171 +0+0.7501.+0.750S+0.450W+11 0.585 0.506 • Wood Beam Lie.#: KW-06002562 Licensee: TM RIPPEY CONSULTING ENGINEERS . Description: joist(existing) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 0.585 0.506 +0.600+0.60W+0.60H 0.150 0.102 +0.600+0.70E+0.60H 0.150 0.102 D Only 0.250 0.171 Lr Only L Only S Only 0.447 0.447 W Only E Only H Only • 4-4 &-4-or\til toot- F ro- ;s Soceo--x) -cAa.Nr .0\0-s -4c-- .2_0" YJL z'-o" e2.19. pt. icyv pat-;+61 cbpsi Lk- •111 , V-- c. 7,s1. Qhf.,,C t' (164 ie• ) 1444. e sc, „ C rr-Of r•.C•W"e,iNt a"tot Ci‘c- vc1/464 )S 1 r2.,:pkV i'stAxAct '-' 1 IS5 20 e-)." 0.3 ctc- K • f4.4 2•-• 1,0 % ,•, Nctizo--e)s. _Sac- 3 H oc 'Z c'N 4244A n^dtei ; NRO.- ILAI‘.. TM RIPPEY BY-T 4 DATE CONSULTING ENGINEERS CHK BY DATE • 7650 S.W. Beveland St, Suite 100 JOB NO 2.0 4:1 3 Tigard, Oregon 97223 Phone(503) 443-3900 SHEET CA' OF t..)hi. L k•e.-r a—L p e ' Fps O,y 4:310 r. o ('I i" 2 h CR(Y:p) ,.'. ,� 17. p,3"1 gas WP ' o.3�(a,7 23 )057165 zA 37 . Qbs Lftfp = 1 5' ►6S Aa.) ()fi le. `C,.Sita' $eeSw,s( �fa i• 1 5 L9i' - v , ibs f,0 >37 TM RIPPEY BY .,:TN DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO ldQd 3 r/l V Tigard,Oregon 97223 Phone(S03)443-3900 SHEET 4110 OF • W: 41 S tb5 ► ".)A i w;�, Wi u 3 w 'L S `444 P`4AJ UNISTRUT PI000 SLEEPER AT "` V� EACH END OF EACH UNIT MODULE.(4)TOTAL.OPEN FACE DOWN C`r.. . q\�,-tr\f c'—. rOcg PLATFORM FRAMING PER 1/SK2 `✓3i`�4 1� AT CORNERS OF PLATFORM l ATTACH INTERSECTING RIMS W/ W11� �Z,� 5�.r.(�SoA �� ' SQ SIMPSON'A35'AT INTERIM CORNER AND SIMPSON'lSTA12' UNIT BASE STRAP AT EXTERIOR CORNER. �7 1 t p� [ (� ( UNISTRUT ANGLE.ATTACH TO UNIT - '-1 t-0 4�J( � t 4J �9eS .'f") 4!J!/ SLMEEPERULE LEG YJIMIN.jG OBOLLTT JJJ T CURB FLASHING BY OTHERS C.r_%( 0 I A- 1''`�O !,�'�„4 �i� ATTACH TO UNISTRUT SLEEPER W/ ' o fUNISTRUT P1326 ANGLE(UV). o C.!'S.:-_ MIN.%'0 BOLT AND SPRING �.... l`l fT _.27 i r.:}.�� .t.. il` CHANNEL MANUQUEDTOIB YT"�-' f! RECOMMENDATIONS) (PER MAO NS RHANNEL N TTORQ f o=f f 43.1"-- MIN. '0 LAG SCREW,PRE-DRILL AT SHORT ENDS OF PLATFORM,ATTACH .ATTACH AT LEAST 3' RIM TO SHT'G WI MIN.(2)SIMPSON'A3S // FROM END OF Sc RIM MEMBER. CLIPS Wi NG x#[SCREWS TO PLYWD AND I SEAL PENETRATION(BY OTHERS). �^ / O, (- \+` 0d xi)S'NAILS TO RIM. CURB CAP TO COVER PENETRATION e_.S,._(Pt. S�3 11).3 / 2.} IT 1134 \l<j> 2 1'2 W, ./ WASHERS AS REO'D(2 MAX.j l // (E)ROOF DECK RIM MEMBER PER PAN MI . Lc.p a. 1401S.% 0'4) (1-) (AD/g) (E)JOIST NOTE; �l� `l �q t - MAKE NO HOLES IN CURB CAP. -: 2 W t q7 > 7 C, 4.. it,5 SIMPSON'H2.5A'AT EVERY - ALL WATER-PROOFING BY OTHERS. OTHER(E)JOIST.(SLOT - ALL UNISTRUT AND FASTENERS TO ROOF DECK) BE HOT DIPPED GALVANIZED O RTU-1 CURB IMHGFN-I2TU-08 SCALE 11/2'=1'-G" TM RIPPEY BY MA DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO 1.1C:14 C3.©I Tigard,Oregon 97223 Phone(503) 443-3900 SHEET L1 OF Wind and Seismic Loads on Mechanical Unit Worksheet Calculates the wind and seismic forces for a rooftop mounted mechanical unit based on theASCE 7-10. Hold down forces are calculated based on 0.6D+(0.6W or 0.7E) load cases. Wind and Seismic Loads on Mechanical Unit Windspeed:= 97mph Exposure:_ "B" Vasd'_ "no" wind speed ASD?) Seismic Parameters SDS:_ .721 ap:= 2.5 := 6.0 RP IE:= 1.0 Building Dimensions Category:_ "II" Roof Elevation:= 22ft Building_Width:= 70ft Building_Depth:= 80ft Mechanical Unit Dimensions Displacement:_ "Fan Unit" 4 T Unit Weight:= 630lb UnitHeight:= 42in Width:= 47in Length:= 75in Curb:= 14in Curb_Width:= 47in (Dimension for Calculating Overturning Uplift) SUMMARY(ALL VALUES AREASD) Method Used = "ASCE 7-10 Section 29.5.1" D=630 lb - WWindUpliftASD= 315 lb Displacement = "Fan Unit" (FromACSE 29.5-3) c EASD= 159 lb hseismic=2.917ft WWindASD=476 lb (FromACSE 29.5-2) hWind=2.333ft `�=3.917ft TWindTotalASD =252 lb Notes: TseismicASD=—71 lb 1.Positive sign convention shown.Negative values indicate opposite direction 2.X equals the width between attachment points for overturning °I 1VI �CO Wind and Seismic Loads on Mechanical Unit Worksheet Calculates the wind and seismic forces for a rooftop mounted mechanical unit based on the ASCE 7-10.Hold down forces are calculated based on 0.6D+(0.6W or 0.7E) load cases. Wind and Seismic Loads on Mechanical Unit Windspeed:= 97mph Exposure:_ "B" Vasd "no" (Is wind speed ASD?) Seismic Parameters SDS:_ .721 ap:= 2.5 RP := 6.0 IE:= 1.0 Building Dimensions Category:_ "II" Roof Elevation:= 22ft Building_Width:= 70ft Building_Depth:= 80ft Mechanical Unit Dimensions Displacement:_ "Fan Unit" 4 T Unit Weight:= 1971b UnitHeight:= 29in Width:= 31in Length:= 31 in Curb:= 8in Curb Width:= 47in (Dimension for Calculating Overturning Uplift) SUMMARY(ALL VALUES ARE ASD) Method Used="ASCE 7-10-Section 29.5.1" D= 197 lb _ - WWindUpliftASD= 85 lb Displacement= "Fan Unit" (FromACSE 29.5-3) EASD=50 lb hseismic= 1.875 ft ( WWindASD= 129 lb (From ACSE 29.5-2) X=3.917ft = hWrnd1 542ft TWindTotalASD =341b Notes: TseismicASD=—35 lb 1.Positive sign convention shown.Negative values indicate opposite direction 2.X equals the width betwtien attachment points for overturning