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Report CONSULTING 503.222.445 E N G I N E E R S 503.248.9263 vlmk @vlmk,com 3933 SW Kelly Avenue . Portland . OR . 97239-4393 www.vlmk.com,V4 8U�'Opl� ?�l3 f�INC �f� STRUCTURAL CALCULATIONS sf0Ar for SCHOLLS FERRY BUSINESS PARK BUILDING 'F' - HVAC 10100 SW Nimbus Ave Portland, OR 97223 for Reitmeier Mechanical CITX FTIGARD ATTN: Ryan Campbell Approved ( 19570 SW 90th Court Conditionally Approved [ I Tualatin, OR 97062 See Letter to:Follow [ ] Attac ed Permit Number: - ', Al AIP ��'r Ad. -ss: i ..0 ' ;0 �./i� o. no $y: . .1E Date: 1601tYi QIN :'�. . Approved plans .l 101, shall be on job site. m -al l to- -14e. OFFICE COPY O c.$p'` EXPIRES: 6/30/PO Prepared By: Stephen Stenberg, E.I.T. VLMK Job Number: 20130394 July 15, 2013 'Structural Englneering•Civil Engineering•Industrial Engineering•Planning•StudieslEvaluations•Entltlement VLMK Consulting Engineers. Inc. Structural Calculations DC-1 Scholls Ferry Business Park — Building 'F' HVAC Scholls Ferry Business Park Building `F' - HVAC 10100 SW Nimbus Portland, OR VLMK JOB NO. 20130394 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Cover Letter Aerial and Curb/Unit Attachments Details S-1 thru S-4 Structural Calculations C-1 thru C-8 Reference Sheets Only R-1 thru R-6 DESCRIPTION OF STRUCTURAL SYSTEM The 'Scholls Ferry Business Park — Building F HVAC' project consists of the replacement of an existing mechanical unit on the facility located at 10100 SW Nimbus, Portland OR. This package includes structural calculations verifying the adequacy of the existing roof framing to accommodate the replacement HVAC unit, as well as details for the attachment of the unit to resist wind and seismic forces. File:G:1P.rad20131201303941Calalaliors120133394-OC.dock Page 1 Printed July 15,2013 Structural Calculations DC-2 Scholls Ferry Business Park — Building `F' HVAC DESIGN CRITERIA CODES: 2010 Oregon Structural Specialty Code (Based on the 2009 International Building Code) DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Dead Loads: Roof (Building 'F') Roofing (existing and future) 4.0 psf Insulation 1.5 psf Sheathing (1/2" plywood) 1.5 psf Sub-purlins (2x4 at 24") 0.7 psf Joists (4x14 @ 8'-0" O.C.) 1.5 psf Girders 1.5 psf Mechanical and Electrical 1.0 psf Miscellaneous 1.3 psf_ Total Roof Load 13.0 psf Mechanical Unit: Existing Curb (Assumed) 116 lbs New 5-Ton Unit 579 Ibs New Curb 260 lbs Total New Unit Load 975 lbs Wind: Basic Wind Speed (3-second gust) 95 mph Wind Importance Factor, Iw IW = 1.0 Occupancy Category II Wind Exposure B Seismic: Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations S5 = 94.3% S1 = 34.0% Site Class D Spectral Response Coefficients Sds = 70.6% Sdi = 39.0% Seismic Design Category ID Component Anchorage Factors an RQ Io HVAC Equip 2.5 6.0 1.0 File G:lAced2013\201303B4RCala,lalora\20130394-DC.dou Paget Printed'July 15.2013 Structural Calculations DC-3 Scholls Ferry Business Park — Building 'F' HVAC MATERIALS Wood Framing: Joists, Beams and Douglas Fir #2 Stringers Fire:G 1Acad2013120'3039d1Caialationsl20130394-DC.docx Page 3 Printed July 15,2013 V L M K C O N S U L T I N G ENGINEERS 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 www.vfmk.com July 15, 2013 Ryan Campbell Reitmeier Mechanical 19570 SW 90th Court Tualatin, OR 97062 Re: Scholls Ferry Building Park Building 'F' - HVAC 10100 SW Nimbus Portland, OR Dear Ryan, As requested, we have reviewed the existing roof structure for the replacement of the HVAC unit on the above mentioned building. The new replacement unit and curb weighs a maximum of 975lbs. Based on our review of the existing roof, the structure will be adequate to support the replacement HVAC unit. Please verify the existing support framing as indicated on sheet S-2 prior to the installation of the new unit. Also included in this package are calculations and details for attachment of the new HVAC unit to resist wind and seismic loads. Please contact me with any questions. Sincerely, VLMK Consulting Engineers Jason C. Sahlin, P.E., S.E., LEER AP Principal Attachments: Plan, Detail, Calculations, and HVAC Cut Sheets Structural Engineering•Civil Engineering• Industrial Engineering•Planning•Studies/Evaluations•Entitlement G:\Acad2013\20130394\Calculabons\20130394 VLhtK Letter.Ooc • GB Tilt mat • • 1111.1$111111. \ o AREA OF WORK P „,ill\ E BUILDING 'F' NEW 5 TON UNIT(WT=579#)TO 4it 1 • R • EPLACE EXISTING HVAC UNIT AND BE PLACED ON NEW OR EXISTING FRAMING PER DETAIL 1/S-2 • CO EA OF WORK \/ -1 CONSULTING SCHOLLS B.P. BLDG 'F' — HVAC 20 030394 °D,,�3 NO ENGINEERS 10100 SW NIMBUS SMS JCS y PORTLAND, OR 97223 `” 3933 SW Kelly Avenue • Portland • Ore on 97239-4393 503.222.4453 v�mk @vlmk.com AREA OF WORK S-1 503.248.9263 www.vlmk.com SHEE.NO NEW 5-TON HVAC UNIT TO CUT BACK EXISTING 2x4 REPLACE EXISTING UNIT FRAMING AND HANG WITH AND BEAR ON NEW OR SIMPSON'LUS24'FACE EXISTING FRAMING ON MOUNT HANGER,TYP ALL SIDES(WT=579#) (E)5 118 x 18 GLB VQ04l, VERIFY EXISTING 4x6 `. —HVAC SUPPORT FRAMING, IF FRAMING DOES NOT 'r EXIST PROVIDE DF#2 4x6 WITH SIMPSON'LUS46' 1 - —FACE MOUNT HANGER, TYPICAL z z e . z cc re re a d a N N OPP—- N a et Tr W W W E 2x4 SU -P R ( )2 INS B U L / 1 AT 24"O.C.TYPICAL NOTE: PLEASE VERIFY THE EXISTING FRAMING AND HVAC UNIT LOCATION PRIOR TO THE INSTALLATION OF THE MECHANICAL UNIT.IF THE EXISTING FRAMING IS OTHER THAN SHOWN OR NOTED PLEASE NOTIFY THE ENGINEER. (T) ENLARGED FRAMING PLAN 20130115 20130394-520.d.Q 15 Jul 2013—7:30 v .c.yh.n. CONSULTING SCROLLS B.P. BLDG 'F' - HVAC 201394 O'Z,13 ENGINEERS 10100 SW NIMBUS SMS JCS 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND, OR 97223 '503.248.9253 �vmk @ ENLARGED FRAMING PLAN S-2 503.248.9263 www.vlmkcom mktom 0 Rs, ____ HVAC UNIT AND CURB Alr, BY OTHERS TO ►�Ar MAI= I.r Imp FRAMING PER PLAN,TYPICAL " 4 SIMPSON'LUS46'FACE MOUNT Jf//A HANGER,TYPICAL ` ' ' EXISTING PURLIN BEYOND,TYPICAL ■. N' r 41 t. ..X»11 EXISTING GLULAM GIRDER 0 HVAC SUPPORT DETAIL 1-= 1-0' 20130118 20130394-530.d.q 15 LI 2013-6:57 am 61606.2 CONSULTING SCHOLLS B.P. BLDG 'F' - HVAC 2Cr130394 0713 ENGINEERS 10100 SW NIMBUS SMS JCS OIIAM a4[0f6 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND, OR 97223 503.222.4453 m@vlmk.com 503.248.9263 �vl,vwwk.vmkcom HVAC SUPPORT DETAIL S-3 LUNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH (4) #10 x 1/2" TEK SCREWS memo -SECURE ANCHOR TO CURB WITH (4) #10 x 1/2" TEK SCREWS, TYPICAL 16 GAUGE STEEL 'CANFAB' HVAC UNIT ADAPTER CURB OR EQUAL ANCHOR, (4) TOTAL, (1) EACH CORNER ON LONG SIDES OF UNIT SECURE HVAC UNIT ADAPTER CURB ► TO EXISTING CURB WITH MINIMUM PA (4) #10 x 1/2" TEK SCREWS EACH CORNER AND AT 12" 0.C. AT SIDES, TYPICAL ;4.C= EXISTING UNIT ■•' MOUNTING CURB .�.'I (APPROX 14" HEIGHT) EXISTING ROOF SHEATHING � ' % ma,elm EXISTING ROOFING 1 / �:�i VERIFY THAT EXISTING CURB IS FASTENED TO EXISTING SUPPORT FRAMING WITH A #14 SCREW EXISTING FRAMING MINIMUM AT EACH CORNER AND AT 24" O.C., PER PLAN EACH SIDE. IF ANCHORAGE DOES NOT EXIST, PROVIDE SIMPSON 'LTP4' OR 'A35' CLIPS AT EACH CORNER AND AT 48" 0.C. EACH SIDE FROM THE INSIDE OF THE CURB TO THE EXISTING ROOF FRAMING 1 HVAC CURB DETAIL S-4 1 1/2"= 1'-0" 20130110 20I351304-1160Aq 15.6.4 3013—6:56 am st.phmn• V i n/� CONSULTING SCHOLLS B.P. BLDG 'F' - HVAC 230394 07,/,13 l. M K ENGINEERS 10100 SW NIMBUS SMS JCS 3933 SW Kelly Avenue • Portland Oregon 97239.4393 PORTLAND, OR 97223 a6. I 503.222.4453 vImk @vlmk.com HVAC CURB DETAIL S-4 503.248.9263 www.vImk.com plo CONSULTING J°b �`�'`t` et15. ,� , E N G I N E E R S a+ene /14"` 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Jon No. �`3 �+' By 4,1'15 P 503.222.4453 503.248.9263 Q Data e�fi3 snaocnlo L-1 tXT.sYZi�G Icor rd6- d. 5 CHEck (rS ihr,2 $.'NVec Lomas GTferic rr. No► ; (IS )fir (, - w S L_ 7s,,,F (e ) _ 20 -F.. 011 A's 14 I 971 r (0-'4") riOrt '414 1-001/45 pvteses • Ft, 2s paisf0 OF" 461e. /446 oat to-K S 'IAA% s !US (F Yet Prlt&r,s: ors .IOPO-id - � potz.irry r, GHQ k f e- ) s %, X 1� G<0 :._-...... . _ ! f5 1.4 leers • Nat L /3pyF (•7o'/- 4,1/z, 23y Esc - . •_ AL itt . ' Wse u PSF' (70 f t 6' )/f. . 1142 PiefC 7) -0 • • -pr- (£). S%d 1f 18 (,,La =S actg.' ,`+:' ,'. �"� 1-/).By .. • I C-2. • -m..., Fite -Vicad2013,207303941Catcu -`:',- `:: ENERCALG,INC:19832013,euld5.t36.Zt,Var.6.t3:S.2 • Lic.#:KVV-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (E)4x12 DF#2✓ . CODE:REFERENCES::. Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,450.0 psi✓ E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-P11 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2(1988 UBC)0- Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.192)1 i i �' * ' D(0.092) S(0.2)'' V. V • • • _ .arc .. .. _ _---..._._ -..s.. .-c.---1. - z —z -z sr sst= . �irusrXr - �.... 1 • • • 4x12 '' • Span = 16.0 ft '' • Applied Loads _ Service loads entered.Load Factors will be applied for calculations. • Uniform Load: D=0.0920, S=0.20, Tributary Width=1.0 ft,(Dead,Snow' di Uniform Load: D=0.1920 klft,Extent=0.0-»6.0 ft, Tributary Width=1.0 ft,(Meth Unit ' fri DESIG)ISIJMMARY ✓ _ Design OK Maximum Bending Stress Ratio = 0.988 1 Maximum Shear Stress Ratio = 0.519 : 1 Section used for this span 4x1 2 Section used for this span 4x1 2 fb:Actual = 1,812.62 psi fv:Actual _ 107.42 psi FB:Allowable = 1,834.25 psi Fv:Allowable = 207.00 psi Load Combination +0+S+H Load Combination +O+S+H Location of maximum on span = 7.241 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.446 in Ratio= 430 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.783 in Ratio= 245 Max Upward Total Deflection 0.000 in Ratio= 0 c180 Overall`Maximum Deflection=.Unfaitored;.. d =i:.:17.7_-- '7 Load Combination Spen Mex.- DeA Loc a on h Span Load Combination Max.'+'Defl Location in Span D+S 1 0.7834 7,883 0.0000 - 0.000 Vertical Reactions-:Unfactofed- Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 Overal MAXimun 3.272 2.552 D only 1.672 0.952 S Only 1.600 1.600 D+S 3.272 2.552 • L e-3 { • wood Beam Ile=alAa!d20131201303941Calculations120130394acs ENERfALC,1NC:1983-2013,&1116.13.6.21;vec6.1 6 21=: Ltc.$: KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (E)5 118 x 18 GLB(wl mechanical unit) ✓ CODE REFERENCES — _ Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi 1 E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy B3Dksi Ft 1100 psi Density 32.21 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.975) - I D(O.234) S(0.45)'' i • I • • + ---_s-'.'''m. _— - _ IFS".... _. -a_ W..s.. �..---- _.. ._'- ^....,_ --- 5.125x18 ' • Span = 21.0ft . Applied Low Service loads entered.Load Factors wit be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.2340, S=0.450, Tributary Width=1.0 ft,(Dead,Snow ✓ Point Load: D=0.9750 k fit 8.0 ft,(Mechanical) ✓ ..- , DESIGNSLlMMARY ■ ---------- •.• Design OK _ Maximum Bending Stress Ratio = 0.701:1 Maximum Shear Stress Ratio = 0.372 : 1 Section used for this span 5.125x18 Section used for this span 5.125x1$ lb:Actual = 1,857.60 psi fv:Actual = 113.43 psi FB:Allowable = 2,650.33 psi Fv-Allowable = 304.75 psi Load Combination +D+SIH Load Combination =D+S+H Location of maximum on span = 9.964ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span it 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.442 in Ratio= 570 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.759 in Ratio= 332 Max Upward Total Deflection 0.000 in Ratio= 0<180 Ovepll-WXLn -Ur factored Loads T Load Combinalion Span Max.'-'Del Location in Span Load Combination Max.'+'Dell Location in Span D+S 1 0.7590 10.500 0.0000 0.G00 Vaitical Reactions Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.002 7.770 D Only 3.277 3.045 S Only 4.725 4.725 D+S 8.002 7.770 CONSULTING Job A2,►-a P Elio& F " E N G I N E E R S 'menu t?E=tmErc c "-Arco_ Job No. Z 303!y By SM 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 El Data 05//3 Sheet No. 'y Exr sts,-+Cr Mva[ S cr /= 1,xr �► 12)0'6 -- ZO 7671 ¢ -74o4c`S 4 D �/3 3� . (7-S'J ZTPcF /}' i_o' { 'Y sL = tiS-/dr (z.S ) (v3 ",.F -gt- (zs f 4'3 C> Sc _ z 8: r izo MAP' .Vpieo,tr ANN IaAoS Na • /oysr= /: ') t 20 A. = 2s". (s') : SoPcF 01-0" 9>s� _ yy P„ek �y) z pi r D?t - D4 = 08 S4 = Ze.o / k-F� peovzor. M+a yxv ;Of411z (yF, A.or A'41.cAdy /Sic /J<srbi,i L <s + . RE=G:Wrad20131201303941Calculatiau120130394.60 . WOUd Bea Ctl ENERCALC,IN 1963.2013:&id:6.13.621 Vec6,13.621 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Main HVAC Support Framing -' CODE REFERENCES .. - Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,500.0ksi Fc-PrII 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pci Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.02) R .22) • v • I V i = — III 4X6 ' Span = 8.Oft ''' Service loads entered.Load Factors will be applied for calculations. Applied L1Sads _ pp Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.050, Tributary Width=1.0 ft,(Dead,Snow '- Point Load: D=0.2440 k A 5.0 ft,(Mechanical; ✓ Point Load: D=0.0880, S=0.220 k§5.0 ft,(Header Reaction:' v DESIGN SUMMARY. . ' - ,. Desi•n OK Maximum Bending Stress Ratio = 0.925 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 1,082.18 psi he:Actual = 47.51 psi FB:Allowable = 1,170.00 psi Fv:Allowable - 180.00 psi Load Combination +O+S+H Load Combination +D+S+H Location of maximum on span = 4.993ft Location of maximum on span = 7.562 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.108 in Ratio= 890 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total(Deflection 0.210 in Ratio= 458 Max Upward Total Deflection 0.000 in Ratio= 0 <180 • Overall Maximum Deflections•Unfactoiked 1JO dif ii:' " = Load Combination Span Max.-'Deft Lacabon in Span Load Combination Max.'+'Deft Location in Span (IFS 1 0.2096 4.175 0.0000 0.000 Vertical R "es= red Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 — Overall MAXimum 0.504 0.642 0 Orly 0.222 0.305 S Only 0.283 0.338 D+S 0.504 0.642 0 1 UsGs Design Maps Summary Report User-Specified Input Report Title Scholls B.P. Bldg 'F' - HVAC Wed November 14, 2012 20:46:03 UTC Building Code Reference Document 2006/2009 International Building Code (which makes use of 2002 USGS hazard data) Site Coordinates 45.4472°N, 122.78958°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I y ,7 f :_41,.,4„,',.. ff t�/agnofia,V� r . 1 14-.4.1 13f3A1iertorL,r 5, 1 t 3 „"•S -cavEUes ii `-n y� -4'.4..., - F. L �.yy��Y S ,s•F 'aw�R-� ��a-�- ilk �fll�a•_1:: �i�-� s ( den rd ,r i 1 4:•": � :'-� -sue ZQ k "--"Wi'" C r t F g --[sues i _..i set u 9hk� - , ;.... .°.:.R:.:::: •Y,G 5aufhwesl '244: if°= - CCwe. a9 --z , 4t it-ii .-,.! ' . �_ ati•Riiiiiid goi to'.::;:- Bull L -'. - r s,r USGS-Provided Output Ss = 0.943 g SMS = 1.058 g SDS = 0.706 g S = 0.340 g S = 0.584 g S = 0.390 g 1 M1 DI MCE Response Spectrum Design Response Spectrum 1.10 0.72 0.95 0.64 0.80 0.56 0.7T 0.49 SI 0.66 a L0 0.55 , c Li) 0 40 0.32 0.44 0.33 0.21 0.22 0.16 0.11 0.00 0,00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period, T(sec) Period, T(sec) Although this Information is a product of the U.S.Geological Survey, we provide no warranty, expressed or implied,as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. C O N S U L T I N G 503.222.4453 Jab Scholls Bldg 'F' - HVAC E N G I N E E R S 503.248.9263 Job No. 20130394 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com Date 07/13 www.vlmk.com v2.00-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C - Wind Loads on Rooftop Structures and Equipment Based on the 2009 International Building Code and ASCE 7-05, 6.5.15.1 TYPICAL SCREEN WALL TYPICAL MECHANICAL UNIT Dv �.C. � h H Dv V, V Exposure Category [Section 6.5.6.3] K� = r Factor [Figure 6-4] I = IJ(I=n Importance Factor [Table 6-1] V = 55a Basic Wind Speed 3-Second Gust [Figure 6-1] B = 2-46-1330W' 460 Horizontal Dimension of Building Measured Normal to the Wind Direction h 26:70.0.7M Mean Roof Height of Building (Eave Height if Roof Angle < 10') Dv = , 5.83 ft Height of Rooftop Structure or Equipment DH = :S.no ft Width of Rooftop Structure or Equipment H = 25.83 ft Height to Top of Structure or Equipment a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 6-2] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 6-2] Kz = 0.701 Velocity Pressure Exposure Coefficient [Table 6-3] Kd = 0.90 Wind Directionality Factor[Table 6-4] qz = 0.00256K2KztKdV2I [Equation 6-15] qz = 14.6 psf Velocity Pressure [Equation 6-15] G = 0.85 Gust Effect Factor [Section 6.5.8.1] Cf = 1.3 Force Coefficient[Figure 6-21] Af = 29.2 sf Area of Structure Normal to the Wind Direction Bh = 4920.0 sf Building Area Normal to the Wind Direction x = 1.9 Force Increase Factor [Section 6.5.15.1] F=xgzGC,AI [Equation 6-28 and Section 6.5.15.1] p = 30.7 psf Design Wind Pressure C O N S U L T I N G 503.222.4453 Job Scholls Bldg 'F' HVAC E N G I N E E R S 503.248.9263 Job No. 20130394 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vimk.com Date 07/13 www.vlmk.com v2.20-Software Copyright 2013 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C e Mechanical Unit Anchorage Design Based on the 2009 International Building Code and ASCE 7-05 ` DESIGN INPUT ` X Seismic Parameters [ASCE 7-05 Section 13.6] • 3 4 S — Site Class =Att D (Assumed) G SoS =7.0i-10A1 Design spectral response acceleration "1-OR Y Ap =- __ [Table 13.6-1 ASCE7-05] Yag Rp = Q= ;. [Table 13.6-1 ASCE7-05] • 3 2 e _ Ip 10 Importance Factor z =W '�0V :(ft) Attachment height from base of structure Xcg h = = (ft) Average roof height of structure from base PLAN VIEW Wind Parameters [ASCE 7-05 Section 6.5.15.1] P =``T30 7 (psf) Design wind pressure (psf) HVAC Unit Data _ OG Wp = ., 975 (Ib) Machine Weight X = 74.0 ,_(in) Base Dimension Zcg Y - 46.0.-,. (in) Base Dimension ' Z = 65.0'-=(in) Height of Unit and Curb SIDE VIEW II Xcg =, 39.0 (in) Center of Gravity Ycg = 23-0 ;_,(in) Center of Gravity Load Combinations: Zcg = 50.0_T(in) Center of Gravity ULTMATE: (0.9-.2SDS)D + E ( 0.9D + 1.6W ANALYSIS ALLOWABLE: Base Shear: (0.6-.14SDS)D + 0.7E [ 0.6D + 1.0W Seismic: rp = 0.4a p S ns W p C1÷2w)= 344 lbs. 1.6SDSI p W p =1101 lbs. OK Rp//p z 0.3SDSI pWp =207 lbs. OK Base Shear, V„ = 344 lbs. 1,0E Wind: V„ = 1641 lbs. 1.6W Controlling Base Shear = 1641 lbs. wind To(4)Anchors/Comers = 1025 (asd) Wind Anchor Shear(Seismic) Anchor dx dx^2 dy dy^2 Minimum eccentricity =;-1'1 -5.i.6 -7.4 � 1 39 1521 23 529 ex = -0.05 ey = 1.15 2 35 1225 23 529 Mx-x = -17.21 My-y = 395.8 3 39 1521 23 529 4 35 1225 23 529 Y Direction X Direction 5492 2116 V1,3 = 86 V1,2 = 90 V2,4 = 86 V3,4 = 90 Controlling V„max = 410 lbs. Wind Overturning: = 256 (asd) Wind Mot = 17209 lb-in. Seismic 1.0E Each Anchor/Corner Mot = 53324 lb-in. Wind 1.6W Mres-x = 25894 lb-in. Seismic Mres-y = 17016 lb-in. Seismic = 30713 lb-in. Wind = 20183 lb-in. Wind Net Bolt Tension X Direction Y Direction T„max* = 360 lbs. wind Tx* = 153 Ty* = 360 = 216 (asd) Wind *negative(-)values indicate there is no net uplit Each Anchor/Corner VERIFY #14 x 2" SCREWS AT EACH CORNER AND AT 2'-0" O.C. MAX SPACING AS INDICATED ON SHEET S-4 NEN R~ Unit Report For 5T _p m 06/27/2013 rmpu� u* ^ E imE "CE ONLY 04]]7PM Unit Parameters Dimensions (ft. in.)&Weight (lb.)°° Unit Modn|:--__.-_.__ 413TCDAVV&2A5'VA0A0 Unit Length:. 6' 2.375" Unit Size: oa (5 Tons) Unit .3,Width. -3'g^ Volts-Phase-Hertz: 208'3-60 Unit Height_ 2' 9.375" Heating — .... Gas ^~ Total Operating Weight —_..... ...sre lb DmctCfg- _--''Vertical Supply/Vertical Return Low Heat -` Weights and Dimensions are approximate. Weight does not Include unit packaging. Approximate dirnensions are Round Tube Plate Fin Coils provided pnmanly for sh pping purposes.For exact dimensions and weights,refer to appropriate product data catalog. Lines and Filters Gas Line Size'----_-_'------_-_-'-- _ YkD Condensate Drain Line ��w�__'___--'-_-_�� Return Air Filter Type:_...._ ..... Throwaway Return Air Filter Quantity _2 Return Air Filter Size----_-_-_'_-_16mQSm2 Unit Configuration Medium Static Option Al/Cu Al/Cu Base Electromechanical Controls Standard Packaging Warranty Information 1-Year parts(std.) 5-Year compressor parts(std.) 10-Year heat exchanger-Aluminized(std.) No optional warranties were selected. NOTE: Please see Warranty Catalog 500-0B9 for explanation of policies and ordering methods. Ordering Information Part Number Description Quantity 48TCDAO0A2A5-0A8A0 Rooftop Unit 1 Base Unit Medium Static Opon Electromechanical control, No intake or exhaust option None ' Packaged Rooftop Builder 1.36 Page 4 of 17 Certified Drawing for 5T Project:•-Undded78 06/27/2013 Prepared By: 011:0707IrA =11 r-t-f —11 inns! =C Uu1Tf0 .0 ec a:r rrIa IaNr i1 rx rsar�n a tWUI(olaara }.Iola n IK aaa a POrrrrl�1 1, N)0 AI ICI( OINCNYIgb _YRl1__ _1 __F 46 1(CNF4Et61r:enurt.•r IiIT>iill i�i�t m�N ITIVIi illirriL °a/•rr awrJayr r.trM F.I't;1 48 1 I ill ilLLfRt1l1s. it)/ `1f•/1 �AFRI CP ur [eyEt.tlCl'>aIIKf<4Ere1. Kt1Y1MA Y CIII W.1 +OIC-A04 (IUj 74711 ---- Ill •-.� ,.,�� r. C(NITI OF MAYEYI --- +11C•I I fstrl 11'311 ^t17Y1CC71111 if7ti i'Tg ). etelCr30N or AIR rum I)Ue IF 711 A 1 Ste' 1351 DU rut(Fr1RfR SUPPLY APIA`'� 761C•A0+ E6+11 17711 I :•1501 III P1111 34IPPLR LFfC11111 rf• MC447 L1131I IAN? C 1 414• 1411 DU 14.1151 41C15S PLC )1 l7s 0 1l1' 1121 Olt 11111 COITIOL 111111 110L1 181!1 t•Jf+••IA Uhl f0Y0E1L"AT(PRAIA —� _--- ( 1/1'•IA err GAS CONIr(CIION yyNeppNN 77EEqq r . _r C 7 1 liT)Ij1 Y I IaM 1 I!{' r 1lOP1FAl III le 1041 l ICfCR 4 143 PAtttl TNAU•TNI.PAU CRAA1 {(00.•[[4[1 COY(. + PM ROEES ILJIIIMO(011 PP • ACCES C�ARSER t CP9IMMOOIA01,011A01 PAFL r \!• .. 3:41EO _NE (4'0 POLE Z 1110(14 COL[ I 3� - - - _ _ COY0UT7 SLU 17. iU ACCESS PAICI l 1 _�t� '^ �.1 } _ �X S .' I ).1 J I ii - ��\ R Ifi` AC[ 7(d'122:1 ��i � �,, (4.511 10.71! « `x Ir;• 2JY 7/$'Lr2.27 1= L \�t�U 1FSrr r7rt7 r t�lll�IeDlyIOS�FDeEi 1 u8•(PRA/ RR1/N AIR VIP ?Nl∎_e)RRM__ — el•I{1 'N 1` 1 W r,f(1 • ., .. .1 All L�r 10111 irT'rR JAN—I 211f' 110.11 :i7) — WWII ',N',..‘...•.-- _/� � _ . ' PA•IX/O•II[PA)IrM•(ATOM OPTION •RACK I+t1 �_�r( } _ (111!_53 IOe 0111 IT.S f All IR01lD1T Pt • --� (AL). 1 r SMLIQ CITN1e Ai$•OA I/r' It t7-0/+ FP POP. DEX(Iellir OR iltiC 312E CYRI ('1 CONDCRSAR 111011 A OAMN 04E6I463 11411 . _-_- 1 4 114 IAY(AN $1711 lion Nl1r1 rr tMtr vNtkLD[S vA•fei'InilU CUM' IC•lre I II'— 7 Ale ISM 1/III SUPPLY ,- nANfd 1 nrne0. H 1+311 1 AIR It-Ile I4-1f+ 12.114 1 ! 11117 1!1]1 111171 ! PP ARV rif 5- t •• I l 1 4---- 1157 . r-•. [,�� } 1.311 ` 74 I___ \-(i0( 11011 703(1 11001 A000 .+_-11.4(1•--• NIA A — TOP 11111 i-)!e 16.1/1 1,1I1 —MCI "1 Ite31• r i1(1(111CA1 [471• .I. :77--.1 lOCA1101 r_____ (0b0EX0ER -_ conical eof INDOOR ROPER [SIP. I -(MICR COIL ACCOR PARE( ACME COe0CPAIN - __. (MAIM - 75 Ile 1038) LVTIfNAI _ r `� _ e--10.114 •I pill ..,./ AIR)1OC fAC(LEP orftONu Cf IVtNILE MkC =• I lifi l7 (AMP - i_.. _. I •- ill �i-•tIMOIE It_fl SUPrIf IAIX i AER• OURS r = �. L 0l!(011[tf _.. —— --- [.310 --_ ._- 1 1451 L••,r _ -1 3.374+ 1 1AN0lEJ -- — 0 -•---- 1e•11b 2111 11001 11111 11321 111111 11141 1+•3Ie 2e-)/4 I I,UI _._.___(0011 31..11+ - RAL7ICYRIC LTl31 F1.011 LEFT fLeR FRONT Attwe►Lr 3 i`lYW RIGHT NNW Not Iw44(I141 44T(: 04-01 SFNGLE LONE ELECTRICAL K. _ 1 of 7 11-"[4-08 09-29-08 I COOLING WITH GAS HEAT I {8714500993 15. 0 r, I Packaged Rooftop Builder 1.36 Page 5 of 17 N Certified Drawing for 5T Project -Untitled78 06/27/2013 Prepared By: 04:07PM 0111 CI t.0,wt ww ra>'�O�rnnn I tw r.wnn u awlu<A a 1 RCHROI iti iii:g: t7 etif1rgitlerN°r n ti y4qYw«w61i ralllti,t�1a `r�2illi�t ItUr-i ti.� SIN.1011 CORKI CORM 6011011 CORNEA C 4 11616114 110 CAMI[1 14944 talOUtIN'1 wtri4 twMAt. rarrtat t+1071104. 6017 0616612 EMI 1A1 4610111 MI EMT 161 1LIOH'IDs enri OS.06. L 116. IBS. 04. 11:. M6, . 10. 4 r 1 OS. 1111141 AS1C•A 91 1111 914 III 50 149 Sl III 49 III SS 34(4911 11(5431 II 516 111C) Irry 141C•435 555 541 171 56 1.51 45 146 N 121 If JO 19111 531!141 1114111 i. l0IC•AOI 144 154 Ill 54 III 41 154 70 131 01 If 14011 22 MO 11 III(1101 .,' 4616.407 631 191 ISO 04 161 01 110 00 1St II 30(9611 23 1514 20 115 1.5115 L Irr CORNER A CORNER B .—— _, Q /* \ C I • [ ..,..„,... .,,...."..? c • I. t CORNER A �"""' „.=.--.,,a CORNER C ` lil S TOP 1. ra - - 4 • L IIiiiI : J 1 . C f 1 0100 C . ----i 1. : of p I FRONT WICI um harm. 48TC 04.01 SENILE IONE ELECTRICAL 1yTM5�9009.3 511 6a1 II-24-08 09-29.08 COOLfNG W11N GAS NEAT . .0 Packaged Rooftop Builder t36 Page 6 of 17 6 W wsrnlrn AMTOMOKKOI AANN VNUNN/NU REVISIONS Attn: Tag: REV. DESCRIPTION DA1E PROV® Approval: 1 6123 Imo!"L =C,3 / _. 1 15 574' J/—SUPPLY AIR RETURN AIR ��. T'><'d 22 118" <� 4.�. '• I 251r8" L I INSULATED O EXISTING CURB LAYOUT \ 1:.....:1,..,-- '� r.--•,‹ Lo— —� 75 3/4' 33 15!16" r Z m Z. I SUPPLY a 51 112" d 49 114" • " +II I 43.,, 112' RETURN 2 21 a firj xra_ }•- TD Ire• 2 1r4 �o�1,� ---I, r'—� ' �-25 314"—�-; C 20' a SUPPLY AND RETURN OPENINGS WILL BE 24 GA t AND NEED TO BE CUT OUT BY CONTRACTOR [_.._._.___._ M ---L I 53 3' 77 114' -1 .}IX!WlCMf KUI AMpDVµF .Y11 N.. -CURB SHOWN IS CDI STANDARD CONFIGURATION 259.97 " .we•! 1-2590-4000 Nines. CD!RESERVES THE RIGHT TO CHANGE LAYOUT TmXam March 19.20098:15:13 AM QUOTE#: 1.1.6"ADDED TO OLD CURB O.D "°°"�'"°��� Y• 2.MATERIAL:16 9.GALVANIZED STEEL WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A vIFRIF9Ca7S":6A21B-en- '�.••�. ns�.,.�. 3.GASKET PROVIDED WITH CURB DIFFERENT CONFIGURATION CAI MUST BE NOTIFIED rNOTEAWC,1G',,A a "ATV""a"a+1N� "' cf ELK RIVENiv35 ,�r 1-2590-4000 �� 4.INSULATION:1"1 1/2 LB DENSITY PRIOR TO PLACING AN ORDER. [CAL.WRIT ANY WESTIa11.1 .:"'� CM. `7a1)3H-77.8 r FAX BACK IF DRAWING 1105_40,p._ 'm'r.y�, £a- (783391.T951 .r >. 1:25 I• r 1 v 3 S E,,1st',r./ zA1.,r'r r-- EXSS7til6- [.1A/ - R-s SPECIFICATIONS Model Na. GCS10-451-463-75 GC510-511-513-75 13C510-561-553-75 tf0CS10X-461-463-75 t1GC510X-511-513-75 1tGCS10X-651-653-75 Heating capacity input IBtuhI I 75,000 75,000 76,On0 Meeting capacity output (8tuh) I 58.000 58,000 58,000 tA.F.U.C. I 75.7% 75.7% 75.7% Caliromia Seasonal Efficiency 71.2% 71.2% 71.2% *ARI Standard 270 SRN (belt) 8.0 8.4 8.2 'ARI Total cooling capacity(Stun) 41.500 48,003 58,500 Standard Total unit watts 5130 5740 6650 210 SEER (BtuhfWattsl 8.9 9.20 9.45 ..me. Ratings EER (8tuh/Watts) 8.10 8.35 8.83 • Refrigerant(R-221 charge 5 lbs. 10 oz. 5 lbs. 8 oz. 7 lbs. 5 oz. Evaporator Blower wheel nominal diameter x width(in.) 10 x 9 12 x 12 12 x 12 Blower Motor horsepower 1/3 3/4 3/4 Net face area (sq. ft.) 5.56 5.56 5.56 Evaporator Tube diameter lin.) & Number of rows 3/8 •- 3 3/8 -3 3/8-3 Coil Fns per inch I 13 15 15 ^ Net face area Isq. ft.) I 15.1 15.1 15.1 Condenser Tube diameter lin.)& Number of rows I 3/8- 1.27 3/8- 1.55 3/8 -2 CO1l Fins per inch I 18 19 18 v Diameter lin.) & Number of blades I 20 - 3 24 - 4 24 - 4 Condenser Air volume (dm) f 3300 5030 5030 Fan Motor horsepower I 1/6 112 1)2 Motor watts 220 550 590 Gas Piping connection mot On.) Natural and "LPG I 1/2 1/2 1/2 Recommended gas supply Natural 7 7 7 pressure Iwc•in.I [Natural I 11 11 11 "LPG changeover kit - Optional I LB-33151 CAF LB-33151CAF L8.33151CAF Condensate drain size nspt(in.) iI 3/4 3/4 ---"Iir Net weight(lbs.) of basic unit I 520 540 '570 Shipping weight fibs.) of basic unit - 1 package 555 575 Optional Economizer(Net Weight) - Number Si size of fitters fin.) REMD10M-65(160 lbs.) (t) 20 x25 it 1 (Throwaway) Optional Horizontal Economizer (Net Weight; - Number& size of filters (in.) EMDH10M-65(6)lbs.} 11)20 x 25 x 1 (Throwaway) Optional Gravity Exhaust Air Dampers (Net Weight) I GED1O-65 (4 lbs.) (use with EMDH10M) Optional Duct Enclosure with Manual Outdoor Air Damper (Net Weight) and Number& size of filters (in I RDE10-65{1 i0 lbs.}111 20 it 25 x i (Throwaway) Optional Triangular Duct Enclosure with Manual outdoor Air Damper RTDE10•65(90 lbs.)Cl)20 x 25 x 1 'Throwaway) Net Weight) and Number& size of fitters lin.) Optional Root Mounting Frame(Net Weight) RMFG10.65(130 lbs.) Optional Combination Ceiling Step-down RTD9-55(67 lbs.) Supply and Return Diffusers (Net Weight) Flush FD9-65 133 Ibs.l *Sound Rating Number in accordance with ARI Standard 270. 'Fiated in a[mrdence with ARI Standard 210 and DOE;95°F outdoor air ternpe+alurs and 80°F db/57`F wb entering evaporator Sir. ' For LPG units a field changeover kit is required and must be ordered extra- lAnnual Fuel Utilization Efficiency based ors DOE test procedures and FTC)abating regulations. 'Non'X'models only) 1 T'X'models available for natural gas only. owns, HIGH ALTITUDE DERATE -� Elevation Manifold Pressure (in. wc) Above Sea 1Heeting Value (Btu/ft-11 Natural Gas APO Level (feet) 900 960 1000 1060 1100 f eW - Sea Level - 0 4.32 3,138 3.50 3.17 2.139 . 4E80 Units must be donated when installed at an elevation of 2000 feet or more 1000 4.32 _ 3.88 3.50 3.17 2.139 '-01X1. above sea level,Table shows the detate manifold pressure for high altitude 2000 3.65 3.30 2.95 2,70 2.45 -7111.11- operation with both natural gas and LPG.Operating the unit at menifoId . 3000 3.35 3.00 2.70 2.45 2.25 -r6V- pressure specified will insure proper unit heat input at high altitude. 4000 3.05 2.75 2.45 2.25 2.04 1.35' • 5000 2.77 2.48 2.25 2.05 1.85 -.bid--6000 2.50 ,, 2.25 ' 2.00 1.85 1.56 'CIO- , tHeadng value is based on en etrnarrpheric pressure of 31 inches mercury end tatnperetvre et&7F.Consult your as utility for the local natural as heating value. NOTE•This is the only permsarbie field der-ate for the units. - 24 - •.. .•{._ Mv' se:,e. a�'.e' ♦s•.�• tll .m•.x - M.1�.'•.. .Jf3C.�.�...._d s'Y'_.... •. .-�-•r t • t ' . 1 1• hi t sf • I c y rsYlc .... t 1 t v ..i'll p Y0. liiY � 1o1 • R+t, WAY yc' Cria — , a�� •,1 4....v. : o 1 .I pc■ .7‘..::.:1•-: V . IIII est F i . '7� •i�bw)j [U'il]. 1 r(aL�' ..Lt. , / •va45rf, 1 rry /, _ ..,1� I, �{ art c r •� j+, ovv'�°co�c i t er.Pt. ...� 1Ee _ i 1't1--.1t •1p, .i 4. for 4 © II L- e. ,�- si j,1 ) de . / ee 4 l;_J --.byi- _ .._... I , 4 Cion Att. sie'. 1L- P ...... ....... .._�., 'r 'a 1 I i:. ., S'•2 (ra+1y ,1„,..A1 ....�� 1 1 �• + r _ Y r • 6 irS 4.-._ .Il7. -_.. - 'A'e ••'4 k 54 ' 1 > se . ,ei _ _ill. st,r. Ai: f a•4' ' I l . . :--- 'IV.1.1•:sue �••, ` t �I� I I 1 •y' 7 �` �4 -t ; a4c r It I C'1 a6. L ;, � I k, Fi NifA ); .• . PI% Y _ 1 ' _ , k4444. ei.;aS ''4'141 ' . _ �'., • ...� a'V. t'4.1../,.t t'1 x1+ i\ '±' ...�a..w swR — ,.�.•I ' t c•Jo. i' r_i.•> �, c '� s%'s't" w d t c. 79� • ' I___ ._ 19.,E 1• '<t'_I r 7 4F:!k' . 4.r 0 F, e:a ,,, .l I a r ?' __ i I Y! • .-into . --_'...Icm. �.1r_ _.._...,7.'0{','_ _.I__ Jo'.,+• 4../•s" - - I. s ,. .0 I. an♦' ..t.._.... ., t0'o- i0:0 - — w'•o' - ie•e` • /gyp • ROOf RAMMlCL-PLAAI:SLOG_'• -(I/NOT(= �•/~o• V6 IC " /1 ,c' •M ter' fa„,,-J/an Lr.n..�u- --]"ate s r•'r.s.r e! 0 ^ L!ii .4) ..•....woy�Jd[?I'%,.•k.".V*i.h.0..... ID • • 1 a • a� t � U ;.straw 44'... .. 0:. 1 S13