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Specifications /rte z -Aot S 0 0?S_� 10S-7 S--- ScJ scb7c/C__ s : ECEIVED NOV 5 2015 CITY OFTIGARD BIAMP SYSTEMS, T.I. BUILDING DIVISION ROOF TOP HVAC SUPPORT AND ANCHORAGE 10575 SW Cascade Avenue Tigard, Oregon 97223 STRUCTURAL CALCULATIONS VLMK Project Number:20150480 Bremik Construction 1026 SE Stark Street Portland, Oregon 97214 s�;DcpTR(c.,iri?s,.. 5� 4, c� G41 ,,-/o, � .'PE r 110/23/15 -EGON c, . -74/. v S-7� 15, ZOO ON C. SI'''\ EXPIRES: 6/30/20 16 li Prepared By: Mike Lundervold, P.E. vvuvIK October 22, 2015 ENGINEERING + DESIGN • Structural Calculations:Biamp Systems,T.I.—RTU Support and Anchorage DC-1 Project: Biamp Systems Project Number: 20150480 Project Address: 10575 SW Cascade Avenue Document: Structural Calculations for Tigard, Oregon 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Structural Details S-1 thru S-7 Structural Calculations C-1 thru C-25 Reference Only Sheets (Mech Unit Cutsheets) R-1 thru R-16 DESCRIPTION OF STRUCTURAL SYSTEM The structural scope for the Biamp Systems, T I. protect consists of checking the existing roof framing for the addition of (5) new roof top mechanical units. Additional support and anchorage will be added as required. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. GNAcad2015\20150480\Calculations\20150480 Biamp RTU Design Criteria.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503 248.9263 www.vlmk.com Structural Calculations:Biamp Systems,T.I.—RTU Support and Anchorage DC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Live Loads Existing Roof Snow Load Flat Roof Snow Load, Pf 25 psf Snow Exposure Factor, Ce 1 .0 Snow Load Importance Factor, IS 1 .0 Thermal Factor, Cr 1 .0 Snow Drift As Required Dead Loads Existing Roof(Assumed) Roofing (new and future) 2 5 psf Insulation 1 .5 psf Sheathing (5/8" plywood) 1 .8 psf Sub-purlins (max 2x4 at 24") 0.7 psf Sawn Joists 1 .5 psf Girders 2.6 psf Mechanical and Electrical 0.7 psf Miscellaneous 0 7 psf Total Roof Load 12.0 psf • Additional Loads Roof Mounted Mechanical Units As Noted Seismic Location Latitude 45.443646 Longitude -122.782793 Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations SS = 0.974 Sf = 0424 Site Class D Spectral Response Coefficients Sds = 0.721 Sd i = 0.446 Seismic Design Category D Component Anchorage Factors ap Rp IP a HVAC Equip 2.5 6.0 1 .0 2 5 G 1cad2015\20150480\Calculations\20150480 Biamp RTU Design Criteria.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248 9263 www vlmk.com • Structural Calculations:Biamp Systems,T.I.—RTU Support and Anchorage DC-3 Wind Ultimate Design Wind Speed, Vui, 1 20 mph Nominal Design Wind Speed, Vasd 93 mph Risk Category II Wind Exposure B MATERIALS Wood Framing 4x8 and 2x Douglas Fir #2 4x 14 and 4x 16 Purlins Douglas Fir #1 or Better Wcad2015\20150480\Calculations\20150480 Biamp RTU Design Criteria.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503 248.9263 www.vimk.com I, ----- --Iv eays _ I % I F : 1 I, w-,..ec. 4.. Wltl•,- r!a.T•.1e,••,�. 1a -'n 'o I, 1�1�/ 1, 1'IY:101�0�� I 149 I . :II i 3.1►ev_ =p I9` ;0 • TI I +:`'____- o v—RTU 18 �'0 11 � 7 _. . , al, I- ,III �a tl� I • r, II" +I • w ryl iv�e, I . r:� - r/9" `II e c�— I • •r_ +��_ 'gip _ = 'Ir I1 ® a - t. is r--' i-;,,,, E3 (J i }"I 11 '' I -� , r X111 ':'4---I� ..o ,� •.,,o ..a^0.,,K•!a'J L_J w•�i,oc;R9 r,1,' I 1 i7 RTU 19 �e l - r �1 r-� ‘ .fie - 9 _ --'' we +.oE.•��• L_7.l '_� •-r.E•='.^E•.•mow 11 .- I 7. 1 L i�/?, RTU ZO I IRTU 17 �, • rl �, .t oe r _', 9-------- - —1, oro • i_� =a .-_-4 - •c. ^r,I _ I'1 c,l i1 tiv o 1Z - �I 1 I 0, 'e V,1 I •< V 4I' , r, • 1, C �_ I . oa, 'I w,r. .d - '•J %I', Ir Q II •� a :� ) of I.J Z • :m I I r t .ti tk1 Pl"I 1 -__ __---1 .6- .9,Ao•�., • L_I •r/,.,,o•--,1 Y_J .rj•!"7 ,";, _—� �� -. iI_� .y a.I'`°041 . 'iii k Ali, ,1___ �• •I -,r .�iho _ , Li:MO a.,II, !Iw)-_--t' 1q0� kl ..I I 1�d \ I I i - i ,: 1 (n, I ;Z '�'1 n m 16 1--4! - --a' I+� ee 1` r- , �I ba 1-1 1 en I �'-V � ° ils o RTU16 ,� © 'r 43. •p� Q.n 11.' -J I 1 Cr' i I' _ �_ 1 1 „i.,o UV1•h•i •r.•�•.ef9 L1- T .n I I i < OY1 1 I. 0, al 0 e O I NOTES: �i I,• L' - - r1 I 4" NI • Fl - j�I 4` 1 VERIFY EXISTING MECHANICAL UNITS I L - -- ---- -• • } ,� I ARE NOT LOCATED IN THE SAME .a r.,ii h., `�' •fi;we _ T FRAMING BAY OR IMMEDIATELY �- I d' I '' I I C4 I ADJACENT BAYS AS THE NEW UNIT, I ('� ` I I C EXCEPT AS SPECIFICALLY NOTED - ----- --- I r' •Ike A I ON THE PLAN. • —� I I I. ® �, Q - O I 2 CONTRACTOR TO VERIFY EXISTING 1 ' •_ ,`'� : .G FRAMING WITH CONDITIONS SHOWN OR - . • -,s»-aso, L4+aa,v�t,At!? • a&1 NOTED PRIOR TO BEGINNING WORK. I I . �-� _ '' 1. 3. PROVIDE CRICKET ON HIGH SIDE FOR _ _ .• " _" r- = �O PROPER DRAINAGE AROUND UNIT. © - "0)4r�1[ofilikC . • : • _• : ^..Z,:�.• w° r-ems t - 1..1'.i.:;;;.-..-,:z =v r BIAMP SYSTEMS, T.I. 20150480 10/15 10575 SW CASCADE AVENUE MJL JCS V L M IKENGINEERING TIGARD, OREGON 97223 0. �.wrro + DESIGN ROOF FRAMING PLANS-1 3933 SW Kelly Avenue Parland.Oregon 97239 I tel 503 222 4453 I fax.503 248 9263 I vnvw vlmk corn Slirr,q NEW PURLIN PER PLAN ct EXISTING 2x4 SUB-PURLINS WITH SIMPSON'HUS414' cC AT 2'-0"O.0,TYPICAL FACE MOUNT HANGER, w O EACH END.SET BEAM 0 5 TIGHT TO BOTTOM OF 5 m (E)4x16 PURLIN SUB-PURLINS 0 0 (h M X x V C') (h c Co w s w (h,)4x14 D.F.#1 PURLIN ® - ,, ' I. RT 16 (RTU-1 SI I (E)4x16 PURLIN NEW 4x8 WITH SIMPSON w HANGERS PER SECTION w cc cc a NEW HVAC UNIT TO a m BEAR ON NEW OR m o EXISTING FRAMING r-- • ON ALL SIDES n N (WEIGHT=726#) x ✓ RTU-16&19 PARTIAL ROOF FRAMING PLAN v 1/4"=1'-0" m w w EXISTING 2x4 SUB-PURLINS AT 2'-0"0 C.,TYPICAL NEW 4x8 WITH SIMPSON HANGERS NV (E)4x16 PURLIN PER SECTION II 4 NJ)), I. I 1 Ii I 1 -�.. I RTU-17 r/l;1 w (N)4x14 D =.#1 PURLIN _ 1 I `�` w cc a 3 m m O JU' N- N N X X V - "r\ ci (E)4x16 PURLIN M Co NEW HVAC UNIT TO m Cu- NEW PURLIN PER PLAN WITH BEAR ON NEW OR w SIMPSON'HUS414'FACE MOUNT EXISTING FRAMING HANGER,EACH END SET BEAM ON ALL SIDES TIGHT TO BOTTOM OF (WEIGHT=1080#) SUB-PURLINS _ RTU-17 PARTIAL ROOF FRAMING PLAN 1/4"=1,-0" III -- BIAMP SYSTEMS, T.I. 20150480 1no 0%5 10575 SW CASCADE AVENUE MJL JCS DRAWN V MI KENGINEERING CKED TIGARD, OREGON 97223+ DESIGN ROOF FRAMING PLAN S-2 3933 SW Kelly Avenue Portland,Oregon 97239 I tel 503 222 4453 I fax,503 248 9263 I www vlmk corn SHEET WI MPSON NEW 4x8 WITH S ECTION ® EX HANGERS PER SECTION SUB-PURLINISTING2x4S AT (E)4x16 PURLIN 2'-0"0 C,TYPICAL w w o 3 - /� -�...- tY C7 i:-.5m 0 �,`✓t N fig0 N I(N)4x14 D =.#1 PURLIN i x4 x -4- 1 i r: rx co c0 Lll l W RTU-18 1110.-111111 iI (E)4x16 PURLIN II 'N'N._ NEW PURLIN PER PLAN WITH SIMPSON'HUS414' NEW HVAC UNIT TO FACE MOUNT HANGER, BEAR ON NEW OR EACH END SET BEAM EXISTING FRAMING TIGHT TO BOTTOM OF ON ALL SIDES SUB-PURLINS (WEIGHT=748#) RTU-18 PARTIAL ROOF FRAMING PLAN 1/4"=1'-0" r BIAMP SYSTEMS, T.I. 2°5080 '0' 5 NO DATF 10575 SW CASCADE AVENUE MJL JCS V L NI KENGINEERING + DESIGN TIGARD, OREGON 97223 MANN �� ROOF FRAMING PLAN S-3 3933 SW Kelly Avenue Portland,Oregon 97239 I tel 503 222 4453 1 fax'503 248 9263 I www vlmk com s,EF.40 EXISTING 2x4 SIM SUB-PURLINS AT 2'-0"O.0,TYPICAL NEW 4x8 WITH SIMPSON HANGERS (E)WALL BELOW PER SECTION I ( t 1 I (Ny 4x16 D. .#1 PURLIN T CC RTU-20 II i i 0 C7 C7 m ji 1 m (E)4x16 POPLIN I %' 1 co CVX `.•,ice Ptt CO ( 4x16 D.F.#1 PU IN co w c w NEW PURLIN PER PLAN WITH SIMPSON'HUS416' FACE MOUNT HANGER, EACH END.SET BEAM TIGHT TO BOTTOM OF SUB-PURLINS (E)4x16 PURLIN NEW HVAC UNIT TO BEAR ON NEW OR EXISTING FRAMING ON ALL SIDES (WEIGHT=2055#).LOCATE UNIT EQUAL DISTANCE BETWEEN GIRDERS RTU-20 PARTIAL ROOF FRAMING PLAN 1/4"=1'-0" NFfBIAMP SYSTEMS, T.I. 201150480 1rm.wo 0/115 TE MJL JCS V L lvi KENGINEERING TIGARD, OREGON 97223S-4 + DESIGN ROOF FRAMING PLAN 3933 SW Kelly Avenue Portland,Oregon 97239 I tel 503 222 4453 I tax 503 248 9263 I www.vlmkcom s�rrw HVAC UNIT AND CURB BY OTHERS EXISTING SUB-PURLIN, / SIMPSON'HUS48'FACE dMOUNT HANGER TYPICAL 1111111111111111- 1111.11111.1 Y. FRAMING PER PLAN,TYPICAL SIMPSON'BA48'TOP FLANGE HANGER EXISTING PURLIN NEW PURLIN PER PLAN SUPPORT DETAIL 1"= BIAMP SYSTEMS, T.I. 20150480 10/15MOJ NO % 10575 SW CASCADE AVENUE MJL JCS NrV L M KENGINEERING TIG75 S OREGON 9 AVENUE+ DESIGN HVAC SUPPORT DETAIL S-5 3933 SW Kelly Avenue PorOand,Oregon 97239 I tel 503 222 4453 1 fax 503 248 9263 1 Wwvr.vlmkcom e -.. • / HVAC UNIT AND CURB BY OTHERS ® \ EXISTING SIMPSON'HUS48'FACE SUB-PURLIN, d MOUNT HANGER TYPICAL PE 31 . , , , , , , , , , , , , , , , , , , , ,, , , ,:: „ A, Mil .M1 ii I.' FRAMING PER PLAN / SIMPSON'BA48'TOP FLANGE HANGER EXISTING PURLIN NEW PURLIN PER PLAN SUPPORT DETAIL 1”=1-0" r BIAMP SYSTEMS, T.I. 201504480 10/15 moj 40 TE 10575 SW CASCADE AVENUE MJL JCS TIGARD, OREGON 97223 �"VeN �F"" V L M KENGINEERING + DESIGN HVAC SUPPORT DETAIL S-6 3933 SW Kelly Avenue Portland,Oregon 97239 1 tel 503 222.4453 I fax 503 248 9263 1 vrvm vImk com sir.NO Ofr BRACE NEW PURLIN WITH SIMPSON'A34'CLIPS AT EACH SUP-PURLIN PRIOR TO INSTALLING BLOCKING, TYPICAL EXISTING SUB-PURLIN BEYOND — `— 4x BLOCKING OVER NEW I O. n PURLIN AT HVAC UNIT ONLY ANCHOR TO PURLIN WITH SIMPSON'LTP4'EACH SIDE AT 12"O.0 NEW PURLIN PER PLAN TIGHT TO BOTTOM OF SUB-PURLINS O SUPPORT DETAIL 1 1/2"=1.-0" -0--UNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH (4)#10 x 1/2"TEK SCREWS SECURE ANCHOR TO CURB 11 ' • WITH(4)#10 x 1/2"TEK SCREWS,TYPICAL WOOD NAILER 16 GAUGE STEEL'CANFAB' tw OR EQUAL ANCHOR,(4) �I UNIT MOUNTING CURB BY UNIT TOTAL,(1)EACH CORNER ON LONG SIDES OF UNIT MANUFACTURER(14"HEIGHT) GALVANIZED SHEET METAL MINIMUM 2x P T LEVEL COUNTER FLASHING PLATFORM BY CONTRACTOR /III EXISTING ROOF SHEATHING, ROOFING BY OTHERS i=i / REMOVE UNDER UNIT AS REQUIRED 0.07 / 7 / / SECURE CURB TO SUPPORT FRAMING WITH#14 WOOD SCREWS AT EACH CORNER AND AT 2'-0"0 C. SUPPORT FRAMING PER PLAN MAXIMUM SPACING,SCREWS MUST BE LONG ENOUGH TO PENETRATE SUPPORT FRAMING 2 1/2"MINIMUM ()CURB MOUNTING DETAIL BIAMP SYSTEMS, T.I. 201504080 10/15 10575 SW CASCADE AVENUE MJL JCS V L MKTIGARD, OREGON 97223 °p"µ" `"`<" ENGINEERING + DESIGN SUPPORT & CURB DETAIL S-7 3933 SW Kelly Avenue Portland.Oregon 97239 I tel 503 222 4453 I fax 503 248.9263 I www,vlmk cornsW E>44.S-CttJC� e IAICL,tJ VALUES G- i to • co CCU'fONWOOD(Surfaced dry or surfaced green.Used at 19%max.m c.) N m 0 2"to 3" = thick 2"to 4" 25-5 2 Stud wide 525 600 300 65 195 350 1,000,000 (See footnotes 1 through 9) Construction 2"to 4" 675 775 400 65 195 650 1,000,000 Standard thick 375 425 225 65 195 525 1,000,000 Utility 4"wide 175 200 100 65 195 350 1,000,000 DOUGLAS FIR-LARCH(Surfaced dry or surfaced green.Used at 19%max.m.c.) DOUGLAS FIR-LARCH(North) Dense Select Structural 2450 2800 1400 95 455 1850 1,900,000 Select Structural 2100 2400 1200 95 ' 385 1600 1,800,000 Dense No.1 2050 2400 1200 95 455 1450 1,900.000 No.1 2" to 4" 1750 2050 1050 95 385 1250 1,800,000 Dense No.2 thick 1700 1950 1000 95 455 1150 1,700,000 No.2 2"to 4" 1450 1650 850 95 385 1000 1,700,000 25-2 No.3 wide 800 925 475 95 385 600 1,500,000 25-3 Appearance 1750 2050 1050 95 385 1500 1,800,000 Stud 800 925 475 95 385 600 1.500,000 and and 25-4 Construction 2"to 4" 1050 1200 625 95 385 1150 1,500,000 (See footnotes Standard thick 6(20 675 350 95 385 925 1,500,000 2 through 9, 275 325 175 95 385 600 1,500,000 11,13, Utility 4"wide 15 and 16) Dense Select Structural 2100 2400 1400 95 455 1650 1,900,000 Select Structural 1800 2050 1200 95 385 1400 1,800,000 e , ..1 2"to 4" 1800 2050 1200 95 455 1450 1.900.000 IMIIIII thick 11500 1750 1000 95 385 1250 1,800,0001 sense`o.2 5"and 143U 1100 //5 95 4)) 1.0U 1,/ou,ouo No.2 wider 1250 1450 650 95 385 1050 1,700,000 No.3 and Stud 4x16725 850 375 95 385 675 1,500,000 Appearance 1500 1750 1000 95 385 1500 1,800,000 Po rn ho (Continued) "3 tJ ^' TABLE NO.25-A•1—ALLOWABLE UNIT STRESSES—STRUCTURAL LUMBER—(Continued) D Allowable Unit Stresses for Structural Lumber—VISUAL GRADING (Normal loading.See also Section 2504) ALLOWABLE UNIT STRESSES IN POUNDS PER SQUARE INCH EXTREME FIBER IN BENDING Fa Comoros. Compros- Engl• Tension slonper• slon MODULUS U.B.C.STDS SIZE named Repetitive. Parallel Horizontal pendleular Parallel OF UNDER SPECIES AND CLASSIFI. Uses member to Grain Shear to Grain to Grain ELASTICITY WHICH COMMERCIAL GRADE CATION (Single) Uses Ft Fv Fal F, E GRADED Dense Select Structural 1900 — 1100 85 455 1300 1,700,000 Select Structural Beams and 1600 — 950 85 385 1100 1,600,000 Dense No.I Stringers 12 1550 — 775 85 455 1100 1,700,000 No.1 1300 — 675 85 385 925 1,600,000 25-3 Dense Select Structural 1750 — 1150 85 455 1350 1.700,000 (See footnotes Select Structural Posts and 1500 — 1000 85 385 1150 1,600,000 2 through 9) Dense No.1 Timbers 12 1400 — 950 85 455 1200 1,700,000 No.I 1280 — 825 . 85 385 1000 1,600,000 Select Dex Decking 1750 2000 — — 385 — 1,800,000 Commercial Dex 1450 1650 — — 385 — 1,700,000 - Dense Select Structural 1900 — 1250 85 455 1300 1,700,000 ZC Select Structural Beams and 1600 — 1050 85 385 1100 1,600,000 Dense No.1 Stringers I2 1550 — 1050 85 455 1100 1,700,000 �1 No.1 1350 — 900 85 385 925 1,600,000 • 25-4 0 Dense Select Structural 1750 — 1150 85 455 1350 1,700,000 (See footnotes M Select Structural Posts and 1500 — 1000 85 385 1150 1,600,000 2 through 10) CO Dense No.1 Timbers12 1400 — 950 85 455 1200 1,700,000 No.1 1200 — 825 85 385 1000 1,600,000 r _0 Selected Decking Decking — 2000 — — — — 1,800,000 Z Commercial Decking — 1650 — — — — 1.700.000 O - C) Selected Decking Decking — 2150 (Surfaced at 15%max.m.c.and 1,900,000 e O %m Commercial Decking — 1800 used at 15an.m.c.) 1,700,000 O m E IS-c(Qc1\ Gltk-DElL. VALIAES G-2 w TABLE NO.25-C-1 PART A-ALLOWABLE UNIT STRESSES FOR STRUCTURAL GLUED-LAMINATED TIMBER co FOR NORMAL LOADING DURATION1 z s a-(Continued) 9'�' Members stressed principally in bending with load applied perpendicular to the wide faces of the laminations BENDING ABOUT X-X AXIS BENDING ABOUT Y-Y AXIS Loaded Perpendicular Loaded Parallel Wide Feces of - to Lamtnetians y Z='• tto t dF of X Zi' >< v ..•• y I l l-Y �� AXIALLY LOADED SPECIES COMBINA OUTEHLAMF MIM_ TION NATIONSI a E SYMBOL- LAMINA- Y X TIONS5 Extreme Fiber In Bending Compression PerpendicularF ell , R Tension Compression Extreme Compression Tension Compression Modulus Zone Zone Horizontal Modulus of Flber In Perpendicular Horizontal Modulus of Parallel Parallel of • Stressed In Stressed in Compression Shear Elasticity Bendinge 7e to Grain Shear Elasticity to Grain to Grain Elasticity Tensions Tension Tension Face Face F.,r E. ' Fayy Fc In, F,yy Err, F! Fs E PSI psi psi psi psi x 104 pal psi psi psi z 10.0 psi psi psi x 10-5 psi i 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 Visually Graded Western Species-(Continued) The following three combinations are balanced and are intended for members continuous or cantilevered over supports and provide equal capacity in both positive and negative bending. c 22F-V7 DF/DF 450 450 165 1.8 1450 385 145 1.6 1100 1650 1.6 22F-V8 DF/DF 2200 2200 4105 9 41089 165 1.7 1450 385 145 1 6 1050 1650 1.6 MI MI 22F-V9 HF/HF 38510 38510 155 1.5 1250 245 135 1.4 975 1400 1.4 M 24F-V1 DF/WW 450 450 140 1.7 1250 190 130 1.4 1000 1300 1.4- CO 24F-V2 HF/HF . 1 38510 38510 155 1.5 1250 245 135 1.4 950 1300 1.4 O 24F-V3 DF/DF 1,2400 12001 450 385° 165 1.7 1500 385 145 1.6 1100 1600 1.6 0 >1 24F-V4 I DF/DF 1 450 450 165 1.8 •15001:• , 385 145 1.6 1150 1650 1.6 1 CI O 24F-V5 DF/HF 450 450 155 1.7 1350--" 245 140 1.5 1100 1450 1.5 m ( ... tom, `. 01 on no The following two combinations are intended for straight or slightly cambered members for dry use and industrial appearance." m 24F-V6 DF/N3WW 450 3858 9012 1.7 1200190 140 1.5 950 800 1.5 O 2400 1200 O 24F-V7 DF/M3DF 450 3855 9017 1.7 1250 270 135 1.6 900 950 1.6 • z • The following three combinations are balanced and are intended for members continuous or cantilevered over supports and provide equal capacity in both positive and negative bending. 24F-V8 DF/DF 1 450 450 165 1.8 1450 385 145 1.6 1100 1650 16 1 24F-V9 HF/HF 1 2400 24001 38510 38510 155 1.5 1500 245 135 14 1000 1450 1.4 • 24F-V10 DF/HF 450 450 155 1.8 1400 245 140 1.6 1150 1600 1.6 Wet-use factors2 0.8 0 8 0.667 0.667 0.875 0.833 0.8 0.667 0.875 0.833 0.8 0.73 0.833 E-Rated Western Species s 16F-E1 WW/WW 190" 190" 140 1.3 1050 190 125 1.2 725 925 1.2 s I6F-E216 HF/HF 1600 800 245" 245" 155 1.4 1250 245 135 1.3 82.5 1200 1.3 16F-E3 DF/DF 38513 38515 165 1.6 1450 385 145 1.5 975 1600 1.5 The following two combinations are intended for straight or slightly cambered members for dry use and industrial appearance." 16F-E4 DF/N3WW 38515 38515 9012 1.6 900 190 130 1.3 675 675 l 3 16F-E5 DF/M3DF 1600 800 38513 38515 9017 1 6 1050 270 135 1.5 700 900 1.5 The following two combinations are balanced and are intended for members continuous or cantilevered over supports and provide equal capacity in both positive and negative bending. i 16P-E6 DF/DF 38515 38515 165 1.6 1500 385 145 1.5 1000 1600 1.5 16F-E716 HF/HF 1600 1600 245" 245" 155 1.4 1250 245 135 1 3 850 1150 1 3 . 20F-E1 WW/WW 190" 190" 140 1.6 1100 190 125 1.3 800 1050 1.3 20F-E216 HF/HF 2000 1000 385" 38513 155 1.6 1400 245 135 1.4 925 1550 14 5.0F-E3 DF/DF 385" 385" 165 17 1550 385 145 1.6 1050 1650 1.6 hi ., N (Continued)9 VVLMK Project g LP,v\f -r l job a 2..01, 0+so By. AA st.- Date- 1.0/16 Sheet#. C.-3 ENGINEERING•DESIGN • . . GK iC LL •t-w5--r-ST[!tJCi F-A-m410 GI. . • - - H -- - N-Tq-. l(o . .C. 11F-7u.- ti . TI-iK-ut (-CIA-I`\. S(*M!Lkg� SE.c ( -cs C-i -,[11G-to) ! • i i Exts-nN6.,_ PqRu , 4-ii- tco P.F. 4I - #s-r. 5'--c,"(5.c,7) { _� 1 . 1 . I l 1 M "`) . W� 4/ ' t.01:4_ ;Li (�. It' (c5./'Z -t- 41-) = 72 'f 1. /'.-. st- , - 25 fs-fC`-5 i_-t 4/2,) = --�� ()C_ --- ' A\ - • ' - t _Q , i 2�;c; cL� g..,-(14 CARNE. ; ("\X-1-1-(>1101Ce-.b� . I i = 63-50/4_ _- 20-7,5 - -- _ . III _ h 11 i- - 1i 6)<i.st INc 4-x L(o ts! AflEcaL & • -.0 i- t' ) - l4-- . is Ai>De...t --- ' i., �ETu C� ; AN pPtr4LLEL T6 - ts.-7 i PLlAn1 5 ' . - • i --•-------6 l STI N Gii?-4:> -e (iC-3f sic 3o C�L$ - ---- ----;---_---------- I ; f • —_:_---2,ori= ,7i- ,,, v�� r. ,,�,��-�,-�:-�-.��..:t___ -. '_._----�D�-1_-='_I2_ s 2_ a-, - I i . IN , f 5Li =; 2.j.�sf (2d , `3�33,!( /2) - 11728. I Dl.'L 12 ff• (Z -,SSX_ 31'5/2-); 5S' \ 4. I — -- - -- • 5t_Z - 2,5 c (Z A-Su3)(3-1,5 2) :----i-1-- -2-3-4F-- , - 1,13 5L, = 251 CsF (24-, 563 = GLS PLS . . x(STINU Cp3/ x 30 a _ . --__ _ r(J ___g�o Z �4-15 ---— -----= LS A flti a�A ---___— — . ' * / i i • I ERI,„ !(/. � ( EE SFt [" ' C- 6' ` ° i ,' • 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com VLMK Engineering+Design Project Title: Biamp Systems,T.I. 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 , C—4_ F:503.248.9263 Printed.21 OCT 2015,1241PM Wood Beam - File=g:lAcad20151201504801C7A4YC-F\B2WP2K-A.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver..6.15.10.6• Lica#.:KVV-o6002728 .- '. 3`,. . ' -. . :Licensee.: 'Wink consulting engineers. Description: RTU 16-(E)4x16 Purlin with Unit CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 • Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,500.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,500.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,250.0 psi Eminbend-xx 1,800.0 ksi Wood Species : Douglas Fir-Larch(1982 UBC) Fc-Perp 385.0 psi Wood Grade : No.1 Fv 95.0 psi Ft 1,000.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.208) D(0.208) I D(0.0724S(0.15) i i 1 . .�-..,. ""�'e '-- ^'• rte=„;r-.^, — .�,..—' -. ,a; y .a.. ... ,ta::.: « .�..�,. ,_�..:-..� .�.,..a._.. —. _ 4x16 Span=24.0ft Applied Loads • - Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0720, S=0.150, Tributary Width=1.0 ft Point Load: D=0.2080k(a)8.50ft • Point Load: D=0.2080 k(x,15.50 ft DESIGN SUMMARY _ Design OK.` , ,Maximum Bending Stress Ratio = 0.910: 1 Maximum Shear Stress Ratio = 0.669 : 1 Section used for this span 4x16 Section used for this span 4x16 fb:Actual = 1,570.26 psi fv:Actual = 73.06 psi FB:Allowable = 1,725.00 psi Fv:Allowable = 109.25 psi Load Combination +D+S Load Combination +D+S ' Location of maximum on span = 12.000ft Location of maximum on span = 0.000 ft ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection ' Max Downward Transient Deflection 0.605 in Ratio= 476 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.994 in Ratio= 289 Max Upward Total Deflection 0.000 in Ratio= 0 <180 ' Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+S 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.910 0.669 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.75 1,570.26 1725.00 2.60 73.06 109.25 Overall Maximum Deflections Load Combination Span Max."-°Defl Location in Span Load Combination Max.”+°Defl Location in Span +0+S 1 0.9942 12.088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.872 2.872 vuvin cngrneenng+uesign rroject live: Blamp Systems, 1.1. 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 f L-S 1 F:503.248.9263 !rioted 21 OCT 20Th 1221PM Wood Bealll File=g:'Acad20151201504801C7A4YC-F1B2WP2K-A.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Lic #':KW-06002728 :,. , d :;:;' Licensee,:vtmk consulting engineers Description: RTU 16-(N)4x14 Purlin with Unit CODE REFERENCES _ Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties • Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1350 psi Ebend-xx 1600ksi Fc-Prll 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.1 RI 170 si Ft 675 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0208) p(0.048)S(0.1) D(0 208) i i j i i + 4x14 _ Span=24.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0480, S=0.10, Tributary Width=1.0 ft Point Load: D=0.2080 k @ 8.50 ft Point Load: D=0.2080 k @ 15.50 ft DESIGN SUMMARY Design OK _ Maximum Bending Stress Ratio = 0.93B 1 Maximum Shear Stress Ratio = 0.303 : 1 Section used for this span 4x14 Section used for this span 4x14 fb:Actual = 1,455.77psi fv:Actual = 59.14 psi FB:Allowable = 1,552.50 psi Fv:Allowable = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.692 in Ratio= 416 ' Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.193 in Ratio= 241 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+S 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.938 0.303 1.15 1 000 1.00 1.00 1.00 1.00 1.00 12.42 1,455.77 1552 50 1.83 59.14 195.50 • Overall Maximum Deflections Load Combination Span Max."-°Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.1934 12.088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.984 1.984 VLmtc tngineering+uesign Project Title: Biamp Systems,T.I. 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 C-c F:503.248.9263 Panted:2100 T 2015 12 39PM wood Beam File=g:\Acad20151201504801C7A4YC-F1B2WP2K-A.EC6 ENERCALC,INC.1983-20'15,Build:6.15.10.6,Ver:6.15.10.6 tic #;.KW-06002728--::i,-,.:-‘:: `` - - -;;- Licensee;:vlmkconsulting engineers Description: RTU 16-(E)6 314 x 30 GLB with Unit CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 - Load Combination Set:ASCE 7-10 ' Material Properties . Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2400 psi Ebend-xx 1800 ksi Fc-Pill 1650 psi Eminbend-xx 930 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V8 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling • D(5 63)S(1J(fr.1 )13x0.615) D(0.295 S(0 615) D(0.295)SPM551)S(11 523) 1 i i i i i + + i i + + + ,tar •,� --m-t-s Ey.. ,eia:...,:A . ,r,.--",-,=," "--. aGegtxa:iaos z ; t _ ,.,. �: ;.. 'IX, 24ur^?IR 6 75x30 6.75x30 6.75x30 Span=8.50ft Span=46.0ft X Span=850ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft - Point Load: D=5.630, S=11.728 k A 0.0 ft Point Load: D=0.4150 k(t,4.0ft Load for Span Number 2 Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft Point Load: D=5.531, S=11.523 k al,8.50 ft DESIGN SUMMARY Design OK _ Maximum Bending Stress Ratio = 0.954 1 Maximum Shear Stress Ratio = 0.566 : 1 Section used for this span 6.75x30 Section used for this span 6.75x30 fb:Actual = 2,160.41 psi fv:Actual = 172.58 psi ' FB:Allowable = 2,265.17 psi Fv:Allowable = 304.75 psi ' Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 6.071 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection . Max Downward Transient Deflection 0.337 in Ratio= 604 Max Upward Transient Deflection -0.029 in Ratio= 18921 Max Downward Total Deflection 0.517 in Ratio= 394 Max Upward Total Deflection -0.048 in Ratio= 11397 , - Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+S 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.806 0.566 1.15 0.972 1.00 1.00 1.00 1.00 1.00 182.28 2,160.41 2681.85 23.30 172.58 304.75 Length=46.0 ft 2 0.954 0.566 1.15 0.821 1.00 1.00 1.00 1.00 1.00 182.28 2,160.41 2265.17 22.51 172.58 304.75 VLMK Engineering+Design Project Title: Biamp Systems,T.I. 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: 1 P:503.222.4453 G- F:503.248.9263 Prue_J 21 OCT 2015 1 23PM Wood Beam ENERCALC, 0151201504801C7A4YC-F1B2WP2K-A.EC6 , ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Uc:#r KW-06002728' -:,3:-..•" >,;;. '.Y.,.;. {.,:%-,-. , .:;•0.:•:.;:•';•,-,•:,.;`,-,,f'--:`:-,:',;'--:'`:.- .,:, .•_ :: -.., Licensee::vtmk consulting engineers Description: RTU 17-(E)4x16 Purlin with Unit CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties " Analysis Method: Allowable Stress Design Fb-Tension 1,500.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,500.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,250.0 psi Eminbend-xx 1,800.0 ksi Wood Species : Douglas Fir-Larch(1982 UBC) Fc-Perp 385.0 psi Wood Grade :No.1 Fv 95.0 psi Ft 1,000.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 3) D(0 3) D(0 072)S(0.15) I I 4 ♦ V I V I + T 1 ,,,,,c.�,z..,, ..-. ,.,,,:. n.�rw..w..—�- ,...-...--. ......,.,.�.r�urt--*r�,;...,,.,,,,;,:„.s;,�, ._..�"•�"_. «..,„,,,„,,.,,,,.,,,.},,.,..,,�nrc, .a,.—.^�.'.'�„�...a...s...-.,..:,::.o "",'.��_.,..._. ,7; ,--....,.2..,-.......: .. �.w. � -�...��- .�tee_ w eA,� .b._-.�........ �... A . 4x16.. ..�.-. -,w1: ..,rY Span=24.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0720, S=0.150, Tributary Width=1.0 ft . Point Load: D=0.30k(a,13.50ft Point Load: D=0.30 k(x7.22.0 ft DESIGN SUMMARY _ Design OK . Maximum Bending Stress Ratio = 0.919: 1 Maximum Shear Stress Ratio = 0.729 : 1 i Section used for this span 4x16 Section used for this span 4x16 fb:Actual = 1,584.59 psi fv:Actual 79.69 psi FB:Allowable = 1,725.00 psi Fv:Allowable 109.25 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.701 ft Location of maximum on span = 22.774 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.605 in Ratio= 476 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 ' Max Downward Total Deflection 0.994 in Ratio= 289 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values • Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+S 0.00 0.00 0 00 0.00 Length=24.0 ft 1 0.919 0.729 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.91 1,584.59 1725.00 2.84 79.69 109.25 • Overall Maximum Deflections Load Combination Span Max.'--'Dell Location in Span Load Combination Max.'+'Defl Location in Span +D+S 1 0.9940 12.088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2 820 3.108 VLMK Engineering+Design Project Title: Biamp Systems,T.I. • 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 l C v F:503.248.9263 Pana OT 01 54PM Wood gealll File=g:lAcad20151201504801C7A4YC-21F162WP2KC215-A,EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.15.10.6 .Lic #:KW-06002728-,, , , = . - t_: : .. -.Licensee':vtmk consult ngengineer's Description: RTU 17-(E)6 3/4 x 27 GLB with Unit CODE REFERENCES - Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 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 830 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.6) D(0.6) 1 D(0.295)S(0.615) I ' ♦ ♦ I V i .;T... .-sem_ r •.cMy.rc. - ... ` 'ti.-u...., u.-.- - -'Y.i.-.� -u.+.,-•.T.�Mu+ m+[M+r i , .., � .K...•�: a...:.. c.�.,r,.,,`_- �..E.a� .�- �•a"�.h-.-..�..•..+ast. ••. e��,.. sem. o � �,....� �'". .,•-•"""'-""`-. Span=37.250 ft Applied Loads • Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft Point Load: D=0.60 k(,16.0 ft _ u)t-[(1tts1 r)97a O•!`-• Point Load: D=0.60 k A 24.0 ft DESIGN SUMMARY" ::::'Design N,G _ Maximum Bending Stress Ratio = 1.043 Maximum Shear Stress Ratio = 1. 22 : 1 • Section used for this span 6.7 x 7 Section used for this span 6.75x27 fb:Actual = 2,437.83 psi fv:Actual = 128.51 psi FB:Allowable = 2,337.97 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S • Location of maximum on span = 18.625ft Location of maximum on span = 35.075 ft ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 1.345 in Ratio= 332<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 2.094 in Ratio= 213 I Max Upward Total Deflection 0.000 in Ratio= 0 <180 , Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN Ci Cr Cm C t CL M fb F'b V fv F'v ' +D+S 0.00 0.00 0.00 0.00 Length=37.250 ft 1 1.043 0.422 1.15 0.847 1.00 1.00 1.00 1.00 1.00 166.61 2,437.83 2337.97 15.61 128.51 304.75 Overall Maximum Deflections. • Load Combination Span Max.°-"Defl Location in Span Load Combination Max.°+"Defl Location in Span +0+5 1 2.0943 18.761 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 17.504 17 593 VLMK Engineering+Design Project Title: Biamp Systems,T.I. 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 G- I F:503.248.9263 Pant tl 21 OCT 2015 1 28PM Wood Beam File=g:Vkcad20151201504801C7A4YC-F1B2WP2K-A.EC6 • ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6 15.10.6 Lib:;#:KW-06002728 �" -s ., z e.i ° ;,:;, ,.., "Licensee>..vin'k'consultingengineers: Description: RTU 18-(E)6 3/4 x 31 1/2 GLB with Unit CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(6 047)SD09.29S S(0 U).207) D(0 207) D(0.295 S(0 615) D(0 295)B(6.645)S(12.599) t i i i i i i l i i • .aseu'� �`€*6, •":;m 40J#W).40n,ts: 6.75x15 6.75x,31.5 6.75x31g Span .50 ft Span=49.50 ft SAT1511.A.SO ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft Point Load: D=6.047, 5=12.599k(a)0.0ft Load for Span Number 2 Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft Point Load: D=0.2070ka(�,0.0ft Point Load: D=0.2070 k(@,8.0 ft Load for Span Number 3 Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft Point Load: D=6.047, 5=12.599 k 8.50 ft DESIGN SUMMARY - - - - - .`. Design OK _ Maximum Bending Stress Ratio = 0.91k 1 Maximum Shear Stress Ratio = 0.557 : 1 Section used for this span 6.75x31.5 Section used for this span 6.75x31.5 fb:Actual = 2,057.17 psi fir:Actual 169.60 psi FB:Allowable = 2,237.67 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 5.929 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.207 in Ratio= 986 Max Upward Transient Deflection -0.003 in Ratio= 197667 Max Downward Total Deflection 0.297 in Ratio= 686 Max Upward Total Deflection -0.004 in Ratio= 168549 - Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V N F'v +D+S 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.771 0.557 1.15 0.967 1.00 1.00 1 00 1.00 1.00 191.36 2,057.17 2668 79 24.04 169.60 304.75 VLMK Engineering+Design Project Title: Biamp Systems,T.I. • 3933 SW Kelly Avenue Engineer: MJL Protect ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 C- 1 0 l F:503.248.9263 PrntEd 21 OCT 2015.1.55PM Wood Beam • File=g:lAcad20151201504801C7A4YC-F1B2WP2K-A.EC6 >- ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Lic'#:;KW-06002728 , = , . - •`,Licensee.-vInik consulting•engineers. Description: RTU 19-(E)63/4 x 30 GLB with Unit CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 • Load Combination Set:ASCE 7-10 • Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-)(X 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 830 ksi Ft 1 100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 415) D(0.415) . + D(0 295�S(0.615) + . -77,-'-`t-m-, ':`.,::.......-:1 ._ - ^;, .;., - - �-�s�sanaa�xrwsw.,� *z:.,,,..:{�;.;.`% � ,+� .+ :a:- '.V."""`-.F s _m :x'"^ ..........,��=, .. - 6.75x30 Span=41.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft Point Load: D=0.4150 k(a 25.0 ft vlrtt� 5'Z o.l&. Point Load: D=0.4150 k p 29.0 ft DESIGN SUMMARY �' " ' `Design:N.G':. _ Maximum Bending Stress Ratio = ((.r19.‘ ( o1g 1 Maximum Shear Stress Ratio = 1.414 : 1 • Section used for this span 6.1 x Section used for this span 6.75x30 fb:Actual = 2,335.62 psi fv:Actual = 126.10 psi FB:Allowable = 2,291.38 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 20.799ft Location of maximum on span = 38.606 ft Span#where maximum occurs = - Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 1.439 in Ratio= 341<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 2.194 in Ratio= 224 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v • +D+S 0.00 0.00 0.00 0.00 Length=41.0 ft 1 1.019 0.414 1.15 0.830 1.00 1.00 1.00 1.00 1.00 197.07 2,335.62 2291.38 17.02 126.10 304.75 Overall Maximum Deflections Load Combination Span Max.°-°Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+S 1 2.1936 20.650 0.0000 0.000 Vertical Reactions . Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.938 19.202 • • VVLMK Project 6\ AtAeI job# 20 i 60 A.-.2. ..D By I\A-3'LDate- to/i Sheet#,C- ti ENGINEERING* DESIGN - .- . - 1 • - i - 1 ! ' • . .1, .._ . , a•Kt.SI-,t....1 (A Fictvy\I Nc,‘ I . H . . .. ; . . . 1 . ! - " 1 . • - -. ; . - 8 .'g,.-cu --2,0 . 1 . . • 1 . , . . ' , t . ------- - " tA - 1 __- ___. 1 "6.1-) ; -- • . i E.- t. 7"t N16,1 e(4. L.it sc, r>.-F. 4-i--) i • -4. . ' • • __.7/..._ — . i co . . . . 7 2:, • 0.0 C7 I 0.1>L_ - 0 :"--/_,,.--:%.."-",%--.,.:".----------- .... ...,;---";,-;:;:- . / - ! (e) , J t f i t 25 (5:0) 0 . . . , I I /I/ 1 L co 1 1i • . i . . . . ,, . • , , • • • • , . , • ; ;E>4 s-vi t )c,, A--4..1 l(..,, s qs;>ealLort-E ! . . . . . 1 • 1 1,011E_N Ci) i414-) 4-x ; . . h ' . ; • , . 1 • I . Qs-e- 51-t e-:-TC-• : C_-tl.. c i--1.--6 1 : - ; • . , -,- , : .. . citc,, cl '._t:,Eiv... .c G W4-- x 2,5r2 a L )- _ . _ , , • , _ . i i . i _ .. )2_ S '( ' D ;-,- 2-1 'LE • • _______ 0/ i V-7-y.;-:.-;- _i___ , i ' , • _i,_ - - __j___, .-- ,. ',•;.-•-..--- -- .v;_%>•-:).;---_-,. z,/,-,--,-,2--,.-.- ; ---1;07L---.-----Z.S-- --(-2:4-_-2.5133-)-:----e;-(- -7L-r, ---------— 1 ; . t • h ' • L t (A) i ts /N.) A c::.c:,t'V i c:>,J tro (&)1 ! . ! ! 4- : '57 •-'0 ' V) ,..„2._ • • 1 ; . . • . 1 . . 1 i . , , 1 ___E.,•1,‘ -57I-1'‘).c, G174-_>c /. 14- ___ 7 .L$ AD S_. ak14:.-C-C i 4,\NkEERIArc,,- - , . , . 1 ,-....., r -'..) /I- -.t ,.._ .. 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com VLMK Engineering+Design Project Title: Biamp Systems,T.I. • 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 I C -I z � F:503.248.9263 P'wWd 21 OCT 2015,151PM Wood B@a111 File=g:1Acad20151201504801C7A4YGF162WP2K-A.EC6 . ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver:6.15.10.6 Lic #.,;KW-06002728 ;:, - ;'r ;s: Licensee•:vinik consulting engineers Description: RTU 20-(E)4x16 Puriin with Unit CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,500.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,500.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,250.0 psi Eminbend-xx 1,800.0 ksi Wood Species : Douglas Fir-Larch(1982 UBC) Fc-Perp 385.0 psi Wood Grade :No.1 Fv 95.0 psi Ft 1,000.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.564) D(0.564) i D(0.033)S(0.069) I i i i j i i 31 4x16 -�.,_.�..>�w. .�..,,.,� �n AXL Span=24.0 ft , Applied Loads Service loads entered. Load Factors will be applied for calculations. • Uniform Load: D=0.0330, S=0.0690, Tributary Width=1.0 ft Point Load: D=0.5640k(a,8.410ft l Point Load: D=0.5640 k A 16.0 ft DESIGN SUMMARY Design OK ;" Maximum Bending Stress Ratio = 0.614 1 Maximum Shear Stress Ratio = 0.430 : 1 Section used for this span 4x1 6 Section used for this span 4x1 6 fb:Actual = 1,059.00 psi fv:Actual = 47.00 psi FB:Allowable = 1,725.00 psi Fv:Allowable = 109.25 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.912ft Location of maximum on span = 22.774 ft ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.278 in Ratio= 1035 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 ' Max Downward Total Deflection 0.674 in Ratio= 427 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Value s Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+S 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.614 0.430 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.97 1,059.00 1725.00 1.67 47.00 109.25 Overall Maximum Deflections - Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+S 1 0.6737 12.088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.778 1.798 VLMK Engineering+Design Project Title: Biamp Systems,T.I. 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 C-1 F:503.248.9263 Paaa9 21 OCT 2015. 1.53PA4 Wood Beam ENERCALC, ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver..6.15.10.6 Lic:#_.KYY-060027281 . :r'. .- 5: :, - ting'erigineers, ,::t.rdensise:V mk consu Description: RTU 20-(N)4x16 Purlin with Unit CODE REFERENCES _ Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties ' Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 925.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 564) D(0.564) D(0.045)S(0.094) j ♦ ♦ V I ♦ + I T _...fit _..•w-: =• :::r�u--m.. .._.._.- .-.: -- -=eW..„z� .y.. '. .- ..,...,k ;: A 4x16 X. Span=24.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0450, S=0.0940, Tributary Width=1.0 ft Point Load: D=0.5640 k an,8.410 ft Point Load: D=0.5640 k aA 16.0 ft DESIGN SUMMARY _ Design OK. . _ ,Maximum Bending Stress Ratio = 0.834 1 Maximum Shear Stress Ratio = 0.298 : 1 Section used for this span 4x16 Section used for this span 4x16 fb:Actual = 1,294.63 psi fv:Actual = 58.21 psi , FB :Allowable = 1,552.50 psi Fv:Allowable = 195.50 psi Load Combination +D+S Load Combination +D+S ' Location of maximum on span = 11.912ft Location of maximum on span = 22.774 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.426 in Ratio= 675 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.926 in Ratio= 311 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values • Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V iv F'v +D+S 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.834 0.298 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.64 1,294.63 1552.50 2.07 58.21 195.50 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.9258 12.088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.222 2.242 VLMK Engineering+Design Project Title: Biamp Systems,T.I. ' 3933 SW Kelly Avenue Engineer: MJL Project ID: 20150480 Portland,Oregon 97239 Project Descr: P:503.222.4453 C - F:503.248.9263 Pnntea 21 OCT 2015,1:59Pd Wood Beam _ File=g:Wcad20151201504801C7A4YC-F'B2WP2K-A.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver..6.15.10.6 Lac;# KVK-06002728 .. - :,<,. Licensee.:vlmk consulting engineers Description: RTU 20-(E)6 3/4 x 28 1/2 GLB with Unit CODE REFERENCES - , Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 - Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.251) i i i i . i . D(0.295)S(0.615) i N.A .- 6.75X28.5 Span=37.0 ft Applied Loads • Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.2950, S=0.6150, Tributary Width=1.0 ft Uniform Load: D=0.2510 k/ft,Extent=28.0->>37.0 ft, Tributary Width=1.0 ft - DESIGN SUMMARY Desi•n OK ----------- ------------- --- ---------------------- ------ ---- -- ---- - - - Maximum Bending Stress Ratio = 0.90a 1 Maximum Shear Stress Ratio = 0.413 : 1 , Section used for this span 6.75x28.5 Section used for this span 6.75x28.5 fb:Actual = 2,112.29 psi fv:Actual = 125.96 psi ' FB:Allowable = 2,326.93 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 18.770ft Location of maximum on span = 34.704 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 , Maximum Deflection Max Downward Transient Deflection 1.113 in Ratio= 398 , Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.709 in Ratio= 259 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+S 0.00 0.00 0.00 0.00 Length=37.0 ft 1 0.908 0.413 1.15 0.843 1.00 1.00 1.00 1.00 1.00 160.85 2,112.29 2326.93 16.15 125.96 304.75 Overall Maximum Deflections Load Combination Span Max.°-"Defl Location in Span Load Combination Max.°+°Defl Location in Span +D+S 1 1.7087 18.635 0.0000 0 000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 17.110 18.819 Overall MINimum 5.732 7.442 liesign Maps Summary Keport C - 151 IOW usGs Maps Summary Report User-Specified Input Report Title Biamp Systems, T.I. Mon October 19,2015 21:24:50 UC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.44365°N, 122.78279°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III .,,,,,,,,,,e/,,° ., r::''. -• ' yam`f' `,ttt€`' --,,,,t;;--;t:;: i t, I�rs0PoU1 { i�s' ,y;:^.i� ••: 1wCi1AiG'!'�Lr�`4+: -, .,�;�',> .-=..✓'x �' ,1, . ii i Aloha ', ,{? ' •'.;?,' ,. . ___ __ _ 26' t, .:ii_--V-4277:-7:',,:;",,t?!-:'J - ,4 --sE_•v 'W,� ,S- .',,,, .",f.-aj {. �,{}}[ .y pit „-i,' - _ -,• Lam _ ti.. +'l�,, AVi i - - +js i !r -�'..:..,.:r ry- i .�x^"-,.`-ropy ::72:77;;.-71..,-2" j• ': - _ +.E...':;y fit, `V:•� _;\�.i;t v''L1 r,Ehsti'%Yti� '� _ _F "z� } i"arrnicig8on•• ( _ - _..,{_..xs. ;'�,,, • _ z`. -,-.-t)...-_,,, It r;,".. _ -V. V,1,' 0)..:.,,.:,l',n`..,, 1. "?.,?dtll7`" „ '2f y� fly, - •,-,''''.- (Y�.. �3 ---:-.7,'-'''''','":`_ .� `,�` {r ln�'Y<'�I! ole' :� --.. f 210 '1, =1----'"--r, arld - ',....-..:7;;1.,"-: 'F� "'': .F:.' <�,. -.$'- 3;M ",1,,„,,'4,./s;;;• : ��✓x'•,1,1,,,!,,':':1--•:14Q"?',,, l -`5`` =EQ,:i• - -- :...-.: z'_- (J � i%tiv aGE5a9is :;1- 'may ''''-'.',M.-,..,.,c;,45.0.', .,' .4 x=':n' ' f4.-??A"M"C R I C A-,',-,:---4., ,. �,r .. _. ,'Brig City. 'JLii•' V . y- .� zif�Y :';Ad st ` _^� e'fr".�."., i55��.�''-� ��",^}r, '3': st , ,:.,,':5., - --- ,-,_:.-1,-_,,i-. • - .Ttla la •F - ^---,- r-: mapt7uest' :i= ;i 5O2015MapQuest'Si mi ata t�2015,' {i rte= . ; Q est 1) �' s, @ Map u USGS-Provided Output SS = 0.974 g SMS = 1.082 g S°s = 0.721 g Si = 0.424 g SMl = 0.668 g S°1 = 0.446 g For information on how the SS and SI. values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0 22 1 10 0.20 0.99 0 72 0.22 0 bi 0.77 0.56 71 0.66 01 0 42 H 0.55 1 h 0.40 0.14 0.32 0.22 0 24 0 22 0.16 0.11 0.02 0 00 0.00 0,00 0.20 0 40 0 60 0 BO 1.00 1.20 1 40 1.60 1.20 2.00 0 00 0,20 0.40 0.60 0.90 1.00 1.20 1.10 1.60 1.20 2.00 Period,T(sec) Period, T(sec) _l `� V LW(K Project: Biamp, T.I. Job#: 20150480 By: MJL nate: 10/15 Sheet#: L-(Co ENGINEERING+DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment - RTU 16 Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 ' TYPICAL SCREEN WALL ` 7/, *.,,,fe9 , , '.„,„,_,,..,,..s.,..,....,,,..,._.,.,.,,,„ . JF /fix' „Zi./.: „1,10i ! T,Y �� !� -'/ -...... . TYPICAL MECHANICAL UNIT � 1h H / H ' OOR�Ci\Qla h DESIGN INPUT B = -:,40'i 5';4'' ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = !'.%:'‘..:01,t'' Mean Roof Height of Building (Eave Height if Roof Angle < 10 ) Height = ,s47,-: ;° ft Height of Rooftop Structure or Equipment Width = -;;<i7Oaft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = ;' ,',4',:.'.‘0, ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 24.2 ft Height to Top of Structure or Equipment • V„lt = ., 4;°120! "; • l V_ V L M K Project: Biomp, T.I. Job#: 20150480 By: Mil Date: 10/15 Sheet#: C- 17 ENGINEERING*DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - RTU 16 Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: I x Sps = '0,721 g Design Spectral Response Acceleration S2 = 2.5 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] • s 4 • AD = 2.5 _ [ASCE7 13.5-1 or 13.6-1] �cG tcR Y RD = • 6.0, [ASCE7 13.5-1 or 13.6-1] Ycg ID = 1.00 . [ASCE7 13.1.3] • 1 2 • - z = - 20 ft Attachment height from base of structure h = 20 , ft Average roof height of structure from base xcg Wind Parameters: PLAN VIEW PHORIZ. = : 41:7; psf Design Wind Pressure (psf), 1.0W PuPLIFr = '32.9 psf Design Wind Pressure (psf), 1.0W crMechanical Unit Parameters: WD = 830' lbs Total Weight zcg X = ' 83.3 in Base Dimension (max) - ' ' Y = 47,.0 _ in Base Dimension (min) SIDE VIEW Z = 36:4,' in Height of Unit Zcurb = 14.0 , in Height of Curb, where occurs Load Combinations: )(co = 39.5 - in Center of Gravity Seismic: Wind: Yca = 20.0' : in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W Zca = 18.2- ' in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.752E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) • Seismic: 0.4a S W Fp = p DS p 11+2 = 299 lbs __ 1.6SDSI pWp = 957 lbs OK Rp/Ip h > 0.3SDSIpWp = 180 lbs OK Base Shear, QV„E = 748 lbs Seismic, QE Wind: Von = 1216 lbs Wind, 1.0W Va,BASE = 1216 lbs Wind = 729 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 4.125 in ev = 4.5 in 1 39.5 1560.3 20 400 Mx-x = 3086 in-lbs My-y = 3366 in-lbs 2 43.8 1918.4 20 400 Y Direction X Direction 3 39.5 1560.3 27 729 V1,3 = 205 lbs V1,2 = 217 lbs 4 43.8 1918.4 27 729 V2,4 = 206 lbs V3,4 = 227 lbs 6957.38 2258 • Wind: V1,2,3,4 = 304 lbs Max Va,ANCHOR = 304 lbs Wind = 182 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 24087 lb-in Seismic, QE Net Tension: Tx* = 230 lbs Mres.x = 24779 lb-in Seismic, QE Ty* = 391 lbs : Mres.v = 12546 lb-in Seismic, QE , ..,,, ° Wind: Ma = 30637 lb-in Wind, 1.0W Max Ta,ANCHOR* = 391 lbs -___Wind_;, , Mres,x = 29507 lb-in Wind, 1.0W = 224 (ASD),' ,,., ;.. Mres.v = 14940 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift-- ' 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com V l . V L MK Project: Biamp, T.I. Job#: 20150480 By: MJL Date: 1 0/1 5 sheet#: If, ENGINEERING'♦DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment - RTU 17 Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 4y�Q _—,--3 / TYPICAL SCREEN WALL / �I Fh c.,,N. Fv„,. ...,,,,,,,, ''''''''.'"'>:......>_ TYPICAL MECHANICAL UNIT w � Fh s �� H , / H .,k O0\<'6 51 7 h DESIGN INPUT B = - .''.1.4'4. ,,.- ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = ,-•-'?0,,--;ft Mean Roof Height of Building (Eave Height if Roof Angle < 10 ) Height = ;-5:00: ;:rift Height of Rooftop Structure or Equipment Width = j.-:_8.40`t s.ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = ..:5:•00: ' ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 25.0 ft Height to Top of Structure or Equipment - V„lt = 120 , mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, & C] `B=•:- '' Exposure Category [Section 26.7.3] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1] KZ = 0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1] lc = `-,1µ00w,' ; Topographic Factor [Figure 26.8-1] Kd = - \0.85: , Wind Directionality Factor [Table 26.6-1] ANALYSIS . qZ = 0.00256KZKZtKdVuft2 [Equation 29.3-1] qZ = 22.0 psf Velocity Pressure at Ultimate Level GCr = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.5.1] GCr = 1.5 Vertical-Uplift: Force Increase & Gust Factor [Section 29.5.1] Af = 42 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 42 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) . B*h = 8030 sf Building Area Normal to the Wind Direction Fh = gh(GCr)Af [Equation 29.5-2] . 4 F,, = 1752 lbs Horizontal Design Wind Force (Ult., 1.0W) Ph = 41.7 psf Horizontal Design Wind Pressure (Ult. 1.0W) == Fv = q (GCr)Ar [Equation 29:5;3] F„ = 1383 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) - p„ = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.cam • l VV V L MK Project: Biamp, T.I. lob u: 20150480 By: Mil Date: 10/15 sheet#: L- VI ENGINEERING I.DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - RTU 17 Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT • Seismic Parameters: I x SIDS = '0.721 -g Design Spectral Response Acceleration Q = 2.5; ., Overstrength Factor [ASCE7 12.2-1 or 15.4-1] • 3 4 • -- A, A = . :2:5-.:1, [ASCE7 13.5-1 or 13.6-1] �cG RD = - 6.0 [ASCE7 13.5-1 or 13.6-1] Ycg -1-CR Y Ip = 1.00 <. [ASCE7 13.1.3] • 1 2 • -- Z z = ' 201..: ft Attachment height from base of structure h = : 20"I ft Average roof height of structure from base lxcg Wind Parameters: PLAN VIEW PHORIz. = 4,1. psf Design Wind Pressure (psf), 1.0W PUPLIFr = -32.9' : psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: crG Wo = ';1,200 ` lbs Total Weight Zcg X =. 10,1:3'; , in Base Dimension (max) ' t Y = ,60y1':,:. in in Base Dimension (min) SIDE VIEW Z = ' 4:6.:9.--; in Height of Unit Zcurb = 14.0 ', in Height of Curb, where occurs Load Combinations: X„ = , 47.0. in Center of Gravity Seismic: Wind: YcG = 24:5 " in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W Z,, = 23.5; in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.752E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) -Seismic: 0.4a S W Fp = p DS ° (1+21 Ii = 433 lbs <_1.6SDSI pWp = 1384 Ibs OK R p lI p >_ 0.3SDSI pWp = 260 lbs OK Base Shear, QV„E = 1082 lbs Seismic, QE Wind: Vuw = 1786 lbs Wind, 1.0W V,,,BASE = 1786 lbs Wind = 1072 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = , 5% Anchor: dx dx^2 dy dy^2 ex = 6 in ev = 6.775 in 1 47 2209 24.5 600.25 Mx_x = 6489 in-lbs Mv_v = 7327 in-lbs 2 54.3 2948.5 24.5 600.25 Y Direction X Direction 3 47 2209 35.6 1267.4 V1,3 = 300 lbs V1,2 = 318 lbs 4 54.3 2948.5 35.6 1267.4 V2,4 = 305 lbs V3,4 = 340 lbs 10315 3735.22 Wind: V1,2,3,4 = 447 lbs Max VU,ANCHOR = 447 lbs Wind = 268 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) - Seismic: Ma = 40502 lb-in Seismic, QE Net Tension: Tx* = 366 lbs Mres.x = 42627 lb-in Seismic, QE Tv* = 580 lbs Mres.v = 22221 lb-in Seismic, QE Wind: Mot = 54399 lb-in Wind, 1.0W Max Tu,ANCHOR* = 580 lbs <,Wind';, , Mres,x = 50760 lb-in Wind, 1.0W = 333 (ASD).r,>R:=- Mres,v = 26460 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift-a -. 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fox:503.248.9263 www.vlmk.com NrIfLMKl . Project: Biamp, T.I. Job#: 20150480 By: Mil Date: 10/15 Sheet#: C- 2.0 ENGINEERING•DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment - RTU 18 Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 —' TYPICAL SCREEN WALL - / ' 7.10 �' Fh • 6 r /,� � Fv a �� r� TYPICAL MECHANICAL UNIT El .:::Ip ,"*" Fh '3 H k -.: '''<. '''''-''''' H N14\°p f h DESIGN INPUT B = ;:;'N:#0,' ::::ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = „ Ev201';' ;.ft ' Mean Roof Height of Building (Eave Height if Roof Angle < 10 ) Height = -; 3;4:20 �`_ft Height of Rooftop Structure or Equipment Width = Vr70;;-;ft Width of Rooftop Structure or Equipment, Perpendicular to Wind . Depth = M40,,i s ;>ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 24.2 ft Height to Top of Structure or Equipment V„It = ,,'.1:,;'',1'. 0Y:, mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, & C] ;B' Exposure Category [Section 26.7.3] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1] K, = 0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1] KZt = ik100`y= Topographic Factor [Figure 26.8-1] Kd — MOF8,SV Wind Directionality Factor [Table 26.6-1] ANALYSIS qZ = 0.00256KZKZ,KdVU,t2 [Equation 29.3-1] qZ = 22.0 psf Velocity Pressure at Ultimate Level GCr = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.5.1] GCr = 1.5 Vertical-Uplift: Force Increase &Gust Factor [Section 29.5.1] Af = 29.4 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 28 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) . B*h = 3000 sf Building Area Normal to the Wind Direction Fh = q n(GC,-)A f [Equation 29.5-2] . --/ Fh = 1226 lbs Horizontal Design Wind Force (Ult., 1.0W) Ph = 41.7 psf Horizontal Design Wind Pressure (Ult., 1.0W) Fv = gh(GCr)Ar [Equati,on 29:5-3] t F„ = 922 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) p„ = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.cam l • _� V L M K Project: Biamp, T.I. Job#: 20150480 ay: Mil Date: 10/15 Sheet#: C-Z1 ENGINEERING♦DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - RTU 18 Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: I x Sps = 0.721 g Design Spectral Response Acceleration Q = 2:5 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] 3 4 AD = 2.5 [ASCE7 13.5-1 or 13.6-1] G RD = 6.0 [ASCE7 13.5-1 or 13.6-1] Ycg -1-CR Y ID = _1:0'0 . [ASCE7 13.1.3] • 1 2 • z = 20', ft Attachment height from base of structure h = 20 ft Average roof height of structure from base xI cy Wind Parameters: PLAN VIEW PHORIZ. = 4L7 , psf Design Wind Pressure (psf), 1.0W PupuFr = 32.9 , psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: icrG Wo = ,,.850.. lbs Total Weight zcy X = 83.3',;,in Base Dimension (max) ' Y = 47.0 in Base Dimension (min) SIDE VIEW Z = 36.4\ . in Height of Unit Zcurb = 14.0 in Height of Curb, where occurs Load Combinations: Xco = 39.5 : in Center of Gravity Seismic: Wind: Yca = '20.0' in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W Zco = . 18.2,- in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.752E 0.6D + 0.6W ANALYSIS , Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4a S W Fp = p/os p 11+2 -'1= 306 lbs 5 1.6SDsIpWp = 981 lbs OK R p I p > 0.3SDSI J,Wp = 184 lbs OK Base Shear, 52V„E = 766 lbs Seismic, QE Wind: Vim = 1216 lbs Wind, 1.0W VU,BASE = 1216 lbs Wind = 729 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 4.125 in ev = 4.5 in 1 39.5 1560.3 20 400 Mx-x = 3160 in-lbs M„_„ = 3447 in-lbs 2 43.8 1918.4 20 400 Y Direction X Direction 3 39.5 1560.3 27 729 V1,3 = 209 lbs V1,2 = 222 lbs 4 43.8 1918.4 27 729 V2,4 = 211 lbs V3,4 = 233 lbs 6957.38 2258 Wind: V1,2,3,4 = 304 lbs Max Vu,ANCHOR = 304 lbs Wind = 182 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Ma = 24667 lb-in Seismic, QE Net Tension: Tx* = 226 lbs Mres,x = 25376 lb-in Seismic, QE Tv* = 387 lbs ' -=I;`;,. Mres,v = 12849 lb-in Seismic, QE Wind: Mot = 30637 lb-in Wind, 1.0W Max TU,ANCHOR* = 387 lbs :;.Wind: Mres,x = 30218 lb-in Wind, 1.0W = 221 (ASD) r:_,----,' :, Mres,v = 15300 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift-S..-' 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax:503.248.9263 www.vlmk.com • VVLIVIK1 Project Biamp, T.I. Job#: 20150480 By: MJ! Date: 10/15 Sheet#: C— 22 ENGINEERING r DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Windloads on Rooftop Structures and Equipment - RTU 19 Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 •141P ,%- '' TYPICAL SCREEN WALL j ,...-y1;ifr M Fh i Iy Fv 6)),, - wt � � TYPICAL MECHANICAL UNIT _Itoop,. 4 - Fhp H O`Q`� h DESIGN INPUT B = ,?„40,,1.5,-, ,ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = "`,:,2b-,' :,-,-::_ft Mean Roof Height of Building (Eave Height if Roof Angle < 10 ) Height = x;!,0,W!ft Height of Rooftop Structure or Equipment Width = .1• ,!7.00a�; ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = y -:1,0c)„, :; ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 24.2 ft Height to Top of Structure or Equipment - V :=;i120'>= , mph Ultimate Wind Speed 3-Second Gust Via = ',,,x, P p [Figures 26.5-1A, B, & C] Exposure Category [Section 26.7.3] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1] K, = 0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1] Kit = :h:40,5',.,:: Topographic Factor [Figure 26.8-1] Kd = ;',0;;85>; Wind Directionality Factor [Table 26.6-1] ANALYSIS qZ = 0.00256KZKztKdV„,t2 [Equation 29.3-1] qZ = 22.0 psf Velocity Pressure at Ultimate Level GC, = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.5.1] GCr = 1.5 Vertical-Uplift: Force Increase &Gust Factor [Section 29.5.1] Af = 29.4 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 28 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 8030 sf Building Area Normal to the Wind Direction Fh = q h(GCr)A f [Equation 29.5-2] Fh = 1226 lbs Horizontal Design Wind Force (Ult., 1.0W) Ph = 41.7 psf Horizontal Design Wind Pressure (Ult., 1.0W) ., F„ = gh(GCr)Ar [Equation29:-5-3] At F„ = 922 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) p„ = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) , 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com • l VV V L M K project: Biamp, T.I. Job#: 20150480 By: MJL Date: 10/15 sheet#: C- 2S ENGINEERING*DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - RTU 19 Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: f x SOs = '0.72-1 g Design Spectral Response Acceleration Q = 2.5 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] • 3 4 • AD = 2.5 [ASCE7 13.5-1 or 13.6-1] hCG -t-CR Y RD = 6.0 [ASCE7 13.5-1 or 13.6-1] Ycg ID = ' 1.00 [ASCE7 13.1.3] • i 2 • z = 20 ft Attachment height from base of structure h = 20 ' ft Average roof height of structure from base xeg PLAN VIEW Wind Parameters: PHORIz. = ' . 41:7 psf Design Wind Pressure (psf), 1.0W PUPLIFr = 32.9 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: cpCG Wo = 8'59.--- lbs Total Weight Zcg X = 83.3 in Base Dimension (max) ' ' Y = 47.0 in Base Dimension (min) SIDE VIEW Z = 36:4 , in Height of Unit Zcurb = 14.0 in Height of Curb, where occurs Load Combinations: Xca = 39.5 ' in Center of Gravity Seismic: Wind: Yca = 20.0 in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W Zc0 = 18.2 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.752E 0.6D + 0.6W • ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) -Seismic: 0.4a S W Fp = p DS P (1+21= 306 lbs _. 1.6SDSI pWp = 981 lbs OK / Rp Ip >_ 0.3S psi pWp = 184 lbs OK Base Shear, QVuE = 766 lbs Seismic, QE Wind: Vuw = 1216 lbs Wind, 1.0W V,,,BASE = 1216 lbs Wind = 729 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 4.125 in ev = 4.5 in 1 39.5 1560.3 20 400 MX_X = 3160 in-lbs Mv_v = 3447 in-lbs 2 43.8 1918.4 20 400 Y Direction X Direction 3 39.5 1560.3 27 729 V1,3 = 209 lbs V1,2 = 222 lbs 4 43.8 1918.4 27 729 V2,4 = 211 lbs V3,4 = 233 lbs 6957.38 2258 Wind: V1,2,3,4 = 304 lbs Max V„,ANCHOR = 304 lbs Wind = 182 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 24667 lb-in Seismic, QE Net Tension: Tx* = 226 lbs Mres.x = 25376 lb-in Seismic, QE Tv* = 387 lbs ' Mres.v = 12849 lb-in Seismic, QE Wind: Mot = 30637 lb-in Wind, 1.0W Max Tu.ANCHOR* = 387 lbs _:.Wind ,, Mres,x = 30218 lb-in Wind, 1.0W = 221 (ASD) :----, -.- Mres.v = 15300 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift-- " 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com • _l . VV L MK Project: Biamp, T.I. job#: 20150480 By: MJL Date: 10/15 sheet#: C —Z4- ENGINEERING.DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment - RTU 20 Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 -' TYPICAL SCREEN WALL - _ _�./ ' Fh ‘0 ,.... ›..?:,,,, >,.......> I r �ti TYPICAL MECHANICAL UNIT H r� H 'l 1` 0\�� DESIGN INPUT B = `,...F,1:50A ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = '„`•_20v= ft Mean Roof Height of Building (Eave Height if Roof Angle < 10 ) Height = 5:69:,, ft Height of Rooftop Structure or Equipment Width = ;`9:00°;.;;;, ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = ` . '7.591- , ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 25.7 ft Height to Top of Structure or Equipment . Vuit = ,, ,• 4,43'; , Imph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, &C] ,. 11&; ?° Exposure Category [Section 26.7.3] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1] KZ = 0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1] Kit = ;, •1::00 Topographic Factor [Figure 26.8-1] Kd = 4308,5;> , Wind Directionality Factor [Table 26.6-1] ANALYSIS qZ = 0.00256KZKZtKdV Uuz [Equation 29.3-1] qZ = 22.0 psf Velocity Pressure at Ultimate Level GCr = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.5.1] GCr = 1.5 Vertical-Uplift: Force Increase & Gust Factor [Section 29.5.1] Af = 51.21 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 68.31 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 3000 sf Building Area Normal to the Wind Direction Fh = cl h(GCJA f [Equation 29.5-2] . 4 Fh = 2136 lbs Horizontal Design Wind Force (Ult., 1.0W) Ph = 41.7 psf Horizontal Design Wind Pressure (Ult., 1.0W) ;; F„ = gh(GC r)Ar [Equati3o6n 29:5- ] 1 F„ = 2249 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) p„ = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) • - 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com l VV L M K Project Biamp, T.I. lob#: 20150480 By: MJL Date: 10/15 Sheet#: C-24 ENGINEERING*DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - RTU 20 Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: I x Sps = 0.721 g Design Spectral Response Acceleration Q = 2.5 Overstrength Factor [ASCE7 12.2-1 or 15.4-1] • 3 4 • AD = 2.5 [ASCE7 13.5-1 or 13.6-1] �CG RD = 6.0 [ASCE7 13.5-1 or 13.6-1] Ycg4-CR Y ID = 1.00 [ASCE7 13.1.3] • 1 2 • - z = - 20 ft Attachment height from base of structure h = 20- ft Average roof height of structure from base xcy Wind Parameters: PLAN VIEW PHORIz. = 41.7 psf Design Wind Pressure (psf), 1.0W PupuFr = , 32.9 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: cvG WD = 2,255 lbs Total Weight Zcs X = 107.8 in Base Dimension (max) • ' ' Y = ' 911.: ,in Base Dimension (min) SIDE VIEW Z = 54.3 in Height of Unit Zcurb = 49.5'_ in Height of Curb, where occurs Load Combinations: X, = 40.0 ' in Center of Gravity Seismic: Wind: Yc5 = 20.0 in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W Za0 = . 27.2 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.74E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied'to all (4) anchors/corners together) . Seismic: 0.4a S W Fp = ° °S ° 11+2- l=h 813 lbs ___1.6SDSI pWp = 2601 lbs OK Rn�In > 0.3SDSIpWp = 488 lbs OK Base Shear, 4VUE = 2032 lbs Seismic, QE Wind: Vuw = 3240 lbs Wind, 1.0W V,,,BASE = 3240 lbs Wind = 1944 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 15.9 in e„ = 26.55 in 1 40 1600 20 400 Mx-x = 32314 in-lbs M„_v = 53958 in-lbs 2 67.8 4596.8 20 400 Y Direction X Direction 3 40 1600 71.1 5055.2 V1,3 = 612 lbs V1,2 = 607 lbs 4 67.8 4596.8 71.1 5055.2 V2,4 = 685 lbs V3,4 = 860 lbs 12393.7 10910.4 Wind: V1,2,3,4 = 810 lbs Max VU.ANCHOR = 860 lbs Wind = 602 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) - Seismic: Mot = 155777 lb-in Seismic, QE Net Tension: Tx* = 964 lbs Mres,x = 68173 lb-in Seismic, QE Tv* = 1261 lbs Mres,v = 34087 lb-in Seismic, QE Wind: Mot = 168173 lb-in Wind, 1.0W Max TU,ANCHOR* = 1261 lbs `-Wind',`,-: Mres,x = 81180 lb-in Wind, 1.0W = 742 (ASD)_,;, , : , - Mres,v = 40590 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift-- 3933 -3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax:503.248.9263 www.vlmk.com R-1 • Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY Table of Contents System 1D Qty Model Description RTU-16 1 KGB030S4D PKGGE/2.5 TON/65KB/230-1 RTU-17 1 KGA092S4B PKGGE/7.5T/I80KB/230-3/ECON/BR RTU-18 1 KGB036S4B PKGGE/3 TON/65KB/230-3 RTU-19 1 KGB036S4B PKGGE/3 TON/65KB/230-3 RTU-20 1 KGA180S4M PKGGE/15T/360KB/230-3/ECON/BR/MSAV Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On•2015-10-02 Page 2 of 33 Phone:800-575-2473 R-2 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-16 Package Model: KGB030S4D Description: PKGGE/2.5 TON/65KB/230-1 HEATING PERFORMANCE Packaged Gas Unit Type Electric Gas Supply Connection 0.50 (in.) H/E HighInput 65000 (Btuh) H/E Heat Rise 48.2 (°F) H/E HighOutput 52000 (Btuh) AFUE/ThermalEff 80 System HeatOutput 52000 (Btuh) Number of Heating Stages 1 Gas Supply Pressure 7 (in.WC) COOLING PERFORMANCE Refrigerant R-410A Number Compressors 1 ARI EER 11.5 Number of Cooling Stages 1 ARI SEER 14.0 Condensate Drain Size 1.00 (in.) ARI Total Power 2400 (W) Cooling OutdoorDB 95.0 (°F) ARI GrossTotalCool 31200 (Btuh) Cooling CondenserDB 95.0 (°F) ARI NetTotalCool 30200 (Btuh) Cooling MixedDB 80.0 (°F) Coil GrossTotalCool 31847 (Btuh) Cooling MixedWB 67.0 (°F) Unit NetTotalCool 31847 (Btuh) Coil DischargeDB 58.5 (°F) Coil GrossSensCool 25471 (Btuh) Coil DischargeWB 58.0 (°F) Unit NetSensCool 25471 (Btuh) Unit DischargeDB 58.5 (°F) Unit DischargeWB 58.0 (°F) Coil MoistureRemoval 6.0 (lb/hr) System MoistRemoval 6.0 (1b/hr) SUPPLY FAN PERFORMANCE - Supply AirFlow 1166 (cfm) TotalStaticPress 0.52 (in.WC) ExtStaticPress Supply 0.50 (in.WC) Wet Coil Static Press 0.02 (in.WC) SupplyFan NomPower 0.25 (hp) Air Filter Qty 4 Supply Fan Type CAV Direct Drive Air Filter Length 16.0 (in.) SupplyDrive Speed HIGH Air Filter Width 20.0 (in.) Air Filter Thickness 2.0 (in.) ELECTRICAL Voltage 208V 1Ph SupplyFan FLA 1.7 (amp) Frequency 60 (Hz) CondensingUnit FLA 1.7 (amp) System MCA 20.0 (amp) CondenserFan Power 250 (W) System MOCP 30 (amp) Compressors RLA 12.7 (amp) Cooling FLA Total 16.1 (amp) Unit Oper Range-Nom Voltage +/- 10% DIMENSIONS Cabinet Width 47.0 (in.) Downflow Supply Length 18.0 (in.) Cabinet Length 83.3 (in.) Downflow Supply Width 20.0 (in.) Cabinet Height 36.4 (in.) Downflow Return Length 11.0 (in.) - Total Wei ht 726 (lb) Downflow Return Width 29.0 (in.) SOUND Outdoor Sound Rating 74 (db) Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 3 of 33 Phone:800-575-2473 R-3 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-16 Package Model: KGB030S4D Description: PKGGE/2.5 TON/65KB/230-1 DIMENSIONS- UNIT- INCHES(MM)- KGB Model CORIJER WEIGHTS CENTER OF GRAVITY 14o. AA 'BB CC OD EE FF Base Max. Base Max. Base Max. Base Max. Base Max. Base Max. Ibs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg tbs. kg lbs. kg in. mm in. mm in, mm in. mm 024 104 47 124 56 120 55 127 57 162 74 171 78 140 64 206 95 39-112 1003 45 1143 20 508 20 508 03G 08 49 126 57 126 57 129 53 170 77 174 79 146 66 212 96 39-1(2 1003 45 1143 20 508 20 506 036 105 48 131 59 122 65 133 60 165 75 160 82 142 65 219 100 39-412 1303 45 1143 20 508 20 505 048 105 48 133 60 122 55 135 61 165 75 163 63 142 65 223 101 39-112 1003 45 1143 20 508 20 506 060 127 57 155 7" 147 £7 169 77 198 90 228 104 171 78 235 107 39-112 1003 42-1.141073 20 503 20 508 Base L::T-The una with N0 IN 7ER'4AL OPTIONS. Max L`-.'-The un-.with ALL INTERNAL 0,7-IONS .stalled ,`Econrncer,Sta'xdard Staac Pave:Exhaust Fans,Omro s.etc 1 Cees nal ncyeze accessores extern;to t or r bh sta'a per" exhaust. ' .AAI .:271., Ed ,2.T° ; Ba ' 7;178, BDTTrrir'I 1'12r. RLTiY 1`;Nt:.11 2- , . Z 8777:.,: ;ear: :✓LN11:11'-Iii 71411 l737: so'P az ,..,Z,n, \7 sr,12.4.BA'L 3Ti ,1'0.1;4.3t 252.,1A741 1— +r :2%.c,.:u Gil ( -i3.,;£c,L 1 FF l � 3\--) �_6 2 DD�2�.:��„ zeiZ ' \ EE a CC c7'1+ Ga..t:Xt.5 t.TL OSTLET BG113V z"3'i.'L'?E1;T%TY IXA,7£X:.,?3 TOP VIEW(Base) 1.4 '3'.•;,— �, i.4 83 .,12'17., ,1 ` 'F.c al11 I ' Ii ^'I= Fs.iCT-r.tJ.t I i ti �'•r� i"'LsG4`£S:T �t`ST 1I� 1 it--1 C7tti.".L-'15i.TLu'r, / h.:Ll i } wn r..-.I i_nTttLyts.,-„,.,, I, 1 I '1 �' .7 ` I I-"N 72 i - I I I 9^I n I(cc I --= 1 -- I col 3 1,, �:,c E—: -f - o01 211-;f2 t 43,,.c -I'T..:::.;r?L`_. k c- 1'44 _ +' :24' . .. of t BASF. .: END VIEWSIDE VIEW ▪ - I. 1' III �III�1III I, i►I''I1 �� I 'I r 2 �I I;II - ?27 II IIT '_ o _r [or.: L,;.J r. i l oc:j 1.311,V-1!T` :1Z rt4iL2G'!T!. ia�1;IZZ:It. _ a;= 9-iat.. ,14.; :'r'''♦ - IL1.11\l.1;. ,13} c�.-:.�.i:3. ,Ltic,'- >'Erc,. BACK VIEW Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 5 of 33 Phone:800-575-2473 R-4 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-16 Package Model: KGB030S4D Description: PKGGE/2.5 TON/65KB/230-1 HYBRID ROOF CURBS-DOUBLE DUCT OPENING-STANDARD AND FULL PERM ETER • ...".,,,,,,,,,,.."'"?7,.>JA 's A g ' 1 ''''''''<,,,T> Vii, tJi'1'. - $ 12 0 r,7'S -.3.,1__>"....., .- :n• .s'f % ."'"":>:>-: Vis'' NOTE•:foo'dx:Mr,hoCinzr.2u. -Nicai{nu cec:1b7. TYPICAL FLASHING DETAIL FOR ROOF CURB DETAIL ROOF CURB - u.3L ;:7iL4..1 .."` :>A�v:A?:_J �.4 E�,, �� —., :�, r— _±. :4,3 x.Y'6_4.S':;„l ,?; —17-- /.1%,-,-Ja/.1%,-,-Jai,-.ed: / o /.1 -, JLl;.:�.1a IvC= i•JAt.t2-Sri,>" �� _ t s rUiC_E,iivlatS CAM ST;:',' vr2,:3:. I!+lj!.,T. � po-im eztro`:Li;:t• ti„In: r,.if, IT ci d.:4-p4sdi v 1____ ( A A Mode No. in. mm in. min Standar'-324.23',036.046,0?53,072, 'DK 79-314 2026 78-1:4 19'7 RA Per'.ine?er-090 :,12-a;‘. 2356 F.9.-1:4 22e7 C-s:i-"31er_can ce._ea cr.:,,,ailer"5-?.'4I..;_E_E rr-i,•ro'curl:riatfuiipertrrcter•1..`01E-33 cc i-3]a7T•acc•han2 a;cnnz:zr.: ea]-Y.unit.Lee d'*i:Jcn a-a.+•'R?•)n Fxya Ssi Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 7 of 33 Phone:800-575-2473 R-5 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-17 Package Model: KGA092S4B Description: PKGGE/7.5T/180KB/230-3/ECON/BR HEATING PERFORMANCE Unit Type Packaged Gas Gas Supply Connection 0.75 (in.) Electric H/E LowInput 117000 (Btuh) H/E Heat Rise 44.4 (°F) H/E LowOutput 93500 (Btuh) AFUE/ThermalEff 80 H/E Highlnput 180000 (Btuh) Number o6Heating Stages 2 H/E HighOutput 144000 (Btuh) Gas Supply Pressure 7 (in.WC) . System HeatOutput 144000 (Btuh) COOLING PERFORMANCE Refrigerant R-410A Number Compressors 2 ARI EER 11.0 Number of Cooling Stages 2 ARI IEER 11.8 Condensate Drain Size 1.00 (in.) ARI Total Power 7800 (W) Cooling OutdoorDB 95.0 (°F) ARI GrossTotalCool 88200 (Btuh) Cooling CondenserDB 95.0 (°F) ARI NetTotalCool 86000 (Btuh) Cooling MixedDB 80.0 (°F) Coil GrossTotalCool 88200 (Btuh) Cooling MixedWB 67.0 (°F) Unit NetTotalCool 83688 (Btuh) Coil DischargeDB 59.2 (°F) Coil GrossSensCool 63504 (Btuh) Coil DischargeWB 57.3 (°F) Unit NetSensCool 58992 (Btuh) Unit DischargeDB 60.7 (°F) Unit DischargeWB 57.8 (°F) Coil MoistureRemoval 23.3 (lb/hr) System MoistRemoval 23.3 (lb/hr) SUPPLY FAN PERFORMANCE Supply AirFlow 3000 (cfm) TotalStaticPress 1.10 (in.WC) Outdoor AirFlow 450 (cfm) Wet Coil Static Press 0.10 (in.WC) ExtStaticPress Supply 0.75 (in.WC) Gas H/E Static Press 0.12 (in.WC) SupplyFan Req'dPower 1.42 (hp) Economizer Static Press 0.13 (in.WC) SupplyFan NomPower 2.00 (hp) Air Filter Qty 4 Supply Fan Type CAV Belt Drive Air Filter Length 20.0 (in.) - SupplyDriveReq'd RPM 850 (rpm) Air Filter Width 25.0 (in.) ' SupplyDrive Min RPM 590 (rpm) Air Filter Thickness 2.0 (in.) SupplyDrive Max RPM 890 (rpm) ELECTRICAL Voltage 208V 3Ph SupplyFan FLA 7.5 (amp) Frequency 60 (Hz) CondensingUnit FLA 4.8 (amp) System MCA 38.0 (amp) CondenserFan Power 740 (W) System MOCP 50 (amp) Compressors RLA 26.2 (amp) Cooling FLA Total 38.5 (amp) Unit Oper Range-Nom Voltage +/- 10% DIMENSIONS Cabinet Width 60.1 (in.) Downflow Supply Length 20.0 (in.) Cabinet Length 101.3 (in.) Downflow Supply Width 28.0 (in.) Cabinet Height 46.9 (in.) Downflow Return Length 24.0 (in.) - Total Weight 1080 (lb) Downflow Return Width 27.0 (in.) SOUND Outdoor Sound Rating 88 (db) Project. 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 9 of 33 Phone-800-575-2473 • R-6 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-17 Package Model: KGA092S4B Description: PKGGE/7.5T/180KB/230-3/ECON/BR DIMENSIONS - INCHES(MM) CORNER WEIGHTS CENTER OF GRAVITY Model AA BB CC DD EE FF No. Base Max. Base Max. Base Max. Base Max. Base Max. Base Max. lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg in. mm in. mm in. mm in. mm 092 248 113 292 133 223 101 255 116 243 110 273 124 276 125 320 145 47 1181 46 1156 24.5 622 25.5 648 102 253 115 297 135 228 103 260 118 248 112 278 1A 282 128 326 148 47 1181 46 1156 24.5 622 25.5 648 120 263 119 308 140 237 107 269 122 258 117 288 130 293 133 337 153 47 1181 46 1156 24.5 622 25.5 648 150 286 130 331 150 257 117 289 131 280 127 309 140 318 144 362 164 47 1181 46 1156 24 5 622 25.5 648 • Base Unit-The unit with NO OPTIONS Max.Unit-The unit with ALL OPTIONS Installed.(Economizer,etc.) (156) 5-5/8 BOTTOM SUPPLY AA 1 1 AIR OPENING BB / f 6.118 24 10.3,+4 28 W (156)— (610) (2731 20 (711) I!1(ll�.a\111 27 (s+e) L��r. (�) -- 60.1/8(1527) CENTER OF BASE N /GRAVITY —c BOTTOM BOTTOM RETURN X /' POWER ENTRY I AIR OPENING /((r/�a� 5.1/2(140)0a + EE +•� 1111111{1111!/\\a� l FF 778) '•+., 6-5/8-.L--� I \ (168) }DD D r .a-7(178) + \BOTTOM CC CONDENSATE •- 8- w 101.1/4 BASE (2572) TOP VIEW 58.1/8 99-1/4 (1476) .1 OPTION4L DISCONNECT (2521) 1 I (FACTORY INSTALLED) I / IIIII 46-7/8 �`' GAS SUPPLY I 46.7/8 (1191) kit CONDENSATE INLET (1191) DRAIN FRONT) FLUE OUTLET 43-3/8(1102) / I ®T O II - I(1102) (25)�y-- (137) 8.1;2 o s (470) 'IIIII 100 I I I I 00) ► /O or•-In /r= 00 j T / 92 (8ELECTRIC FORKLIFT SLOTS 60-1/8 (89) INLETS y_34�-76,E (BOTH SIDES) LIFTING HOLES (1527) ( )39-7/8 (FOR RIGGING) (1013) END VIEW 1 101-1/4 (2572) SIDE VIEW 15-1/2 1-518 (394) t 1 I' (41) !illi HORIZONTAL I -- 0 II IIrr SUPPLY AIR HORIZONTAL I 15-1/2 OPENING RETURN AIR (394) \ OPENING 30 I ILII �)��;I. CJ i 12-1/8 100 1 I 71-1 4 001 (3081 1-- CONNSATE 6-1/8 DRAIN(BACK) 5-3/8 _ (1561 (137) 2 30 •-3(18-0101f --I...4—(782) r 663+8 • • (1686) SIDE VIEW ' (Horizontal Openings) Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 11 of 33 Phone:800-575-2473 R-7 • Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-17 Package Model: KGA092S4B Description: PKGGE/7.5T/180KB/230-3/ECON/BR HYBRID ROOF CURBS FOR-090 THRU -150 DOWNFLOW UNITS–DOUBLE DUCT OPENING 1 r+-- 1.75 'e `-2 X 4 NALER ,i OR 2 X 3 NAILER + al g g CAT t 0 D.t' A +i 1-*-- 1.75 , 1:F54 8,000 11E55 14.00 SECTION A-A 11F56 1803 SCALE 0.250 . 1F57 24 Cv0 , r 17\ /I // /1 \ , i ii, ,, , • / • , , • \ ,/ _it ,1_ : , :,.. ; ,,....,„:. , ii,, , ,, I I: I/ I I f' f / /f l — -ff /1 —7 • 54 2.5 y ,, s, t i 1 / / I" f loll ,+it r ItI.7.. / 47 + l f 1111 +!, // iti r ,r/ I/ 1,f 1 _.s.,_�._..r..,J�+L,.- .L C�.__..i i.-- . —i► 1 . f 7t / / Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On.2015-10-02 Page 13 of 33 Phone:800-575-2473 R-8 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-18 Package Model: KGB036S4B Description: PKGGE/3 TON/65KB/230-3 HEATING PERFORMANCE Unit Type Packaged Gas Gas Supply Connection 0.50 (in.) Electric H/E Highlnput 65000 (Btuh) H/E Heat Rise 40.1 (°F) HIE HighOutput 52000 (Btuh) AFUE/ThermalEff 80 _ System HeatOutput 52000 (Btuh) Number of Heating Stages 1 Gas Supply Pressure 7 (in.WC) COOLING PERFORMANCE Refrigerant R-410A Number Compressors 1 ARI EER 12.5 Number of Cooling Stages 1 ARI SEER 14.0 Condensate Drain Size 1.00 (in.) AR1 Total Power 2900 (W) Cooling OutdoorDB 95.0 (°F) ARI GrossTotalCool 38500 (Btuh) Cooling CondenserDB 95.0 (°F) ARI NetTotalCool 37200 (Btuh) Cooling MixedDB 80.0 (°F) Coil GrossTotalCool 38800 (Btuh) Cooling MixedWB 67.0 (°F) Unit NetTotalCool 37764 (Btuh) Coil DischargeDB 56.4 (°F) Coil GrossSensCool 28712 (Btuh) Coil DischargeWB 56.2 (°F) Unit NetSensCool 27676 (Btuh) Unit DischargeDB 57.3 (°F) Unit DischargeWB 56.5 (°F) Coil MoistureRemoval 9.5 (lb/hr) System MoistRemoval 9.5 (lb/hr) SUPPLY FAN PERFORMANCE Supply AirFlow 1200 (cfm) TotalStaticPress 0.50 (in.WC) ExtStaticPress Supply 0.50 (in.WC) Air Filter Qty 4 SupplyFan Req'dPower 0.33 (hp) Air Filter Length 16.0 (in.) SupplyFan NomPower 1.00 (hp) Air Filter Width 20.0 (in.) Supply Fan Type CAV Belt Drive Air Filter Thickness 2.0 (in.) SupplyDriveReq'd RPM 849 (rpm) SupplyDrive Min RPM 673 (rpm) SupplyDrive Max RPM 1010 (rpm) • ELECTRICAL Voltage 208V 3Ph SupplyFan FLA 4.6 (amp) Frequency 60 (Hz) CondensingUnit FLA 1.7 (amp) System MCA 18.0 (amp) CondenserFan Power 250 (W) System MOCP 25 (amp) Compressors RLA 8.7 (amp) Cooling FLA Total 15.0 (amp) Unit Oper Range-Nom Voltage +/- 10% DIMENSIONS Cabinet Width 47.0 (in.) Downflow Supply Length 18.0 (in.) Cabinet Length 83.3 (in.) Downflow Supply Width 20.0 (in.) Cabinet Height 36.4 (in.) Downflow Return Length 11.0 (in.) >Total Weight 748 (lb) Downflow Return Width _ 29.0 (in.) SOUND Outdoor Sound Rating 74 (db) Project: 3000516569 Cascade Business Center Last Changed: KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 15 of 33 Phone:800-575-2473 R-9 Lennox industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-18 Package Model: KGB036S4B Description: PKGGB/3 TON/65KB/230-3 DIMENSIONS- UNIT- INCHES(MM)- KGB Model CORUER WEIGHTS CEMTER OF GRAVITY Flo. AA B8 CC DO EE FF Base Max. Base Max. Base Max. Base Max. Base Max. Base Max. Ibs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg in. mm in. mm in, mm in. mm 024 104 47 124 56 12D 55,127 57 162 74 171 78 140 64 206 95 39-112 1003 45 1143 20 508 20 5136 030 i06 49 126 57 126 57 129 5a 370 77 174 79 146 66 212 66 39-112 1003 45 1143 20 508 20 506 036 105 48 131 59 122 55 133 60 165 75 180 62 142 65 219 100 39-12 1003 45 1143 20 508 20 506 • 046 105 48 133 60 122 55 1355 61 165 75 183 63 142 65 22310' 39-112 1003 45 1143 20 508 20 506 060 127 57 155 71 147 67 169 77 198 90 228 104 171 78 235 107 39-1t2 1003 42-1/41073 20 508 20 508 Ease lir-,...-Th.ur'.with NO tNd i ER'MAL� 110NS. Max_Li -The un5 with ALL ETERNAL OPTIONS e'stilled :Ecmai, er,Sta-dartl State Pone-Exhaust Fans Cairo s ern 1 Coes r.7;'nc..ae axessar,es enema to u-r:ern, ctxi vows'exhaust. • gc.o 11.'31-trl 4 :.4.-��a.e—'F 5-1. >E AA ,27.• 88 ' 7.,?a, 137TT7S/. r+r2' YET Lai': T--- ) t Z 11131 1Z111 AP 131_ I 7 f 0-,E24144� :, _ 43,4.S1_ S FII 21,1.-41E54 T1-,,r-:;2.',',7,',!,'!..... FF Ltd ,,..„,2 tr DD +. ' F.— CC 26,:_,4, E:.11 OW, a ,\EE S e.3. SJ'.DL+154177_ 01-1-1_4:1 sour m.poerL;e,MY 3 A.41'76 X1,33: TOP VIEW(Base) �`-'-"1 f" e3•' `r ,I - s t:,• i 4 I i`ErT i1lCA_ I (lF �.Y ( r°UL.VE1il Pt1I i tbF: E ; Z3d1.i1\ t `� v'-' - SAt1 \ t aZ1Ail I Illi 1 j i UI ~ g'-,R;-.1 l - '..1:Ti'T ate-,i,;',.1.t;' s�r III I I r 1 :`C P.;r,i 41_170_135113_1 ..:I-.''''''/I i I rI 10e .JI 3.1.T2'%1I,,j0 C-�' E4 3 ool �. 47 14.3; '//.46_21.-� -F'2 i -. 2/ .. yf.SL ' - :,.3.,,a,. k'1,-,., i VT 132 •mac; END VIEW SIDE VIEW I I 1111 VIII -.- I11'' I 1 II III 11 I 1 I 1II 1- t73T • IN 11: 11111 b \- o F:-.3 Lr I \ 1 I 'JO 41.11 �rs ri�4c,:lP. 4.¢�.1.L si; -dx.c. `.a` s•,'I'-t\AP1t vrda: APi 7_.,.,-r I.,::'r+ o-_.IN; :::41, , BACK VIEW Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 17 of 33 Phone:800-575-2473 R-10 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-18 Package Model: KGB036S4B Description: PKGGE/3 TON/65KB/230-3 • • HYBRID ROOF CURBS.DOUBLE DUCT OPENING-STANDARD AND FULL PERIMETER .-- 79:,,,,,,::>'-'s,,,,,,... .„,---"."":.-- - ,-I • / ?i 4'-122 ter `., , i rs.;.a 21-1r ‘... .„.,. '' ..,...> e t4-1a --� --- sura -_ 1u)'"" 11!),•&?' OPENING — a 11,:6;;t ` r2-cra ., . 1 I -• 2i) .- - ? Itl+�Ni,J� - f cv K. 6 NOTE.Rai dile.^a:-;x cervi oa vo•ri cSIT,_O;CUM. TYPICAL FLASHING DETAIL FDR ROOF CURB DETAIL ROOF CURB • sQLE�c• rcias 1 _'SAa�Ao°'D t-_rt +if`r:c•{•_il1.i� / . 8d5:Ji1;l?��i4 JJJ-.,..,;•.�L•_ v:.YJtnx�k?_As•ING rtr2 frl�!`.i.'t.sli I 4d&_cOndi IIAt t Y' i I 6.ACIOR•I�rls"f. 3:rEJ Liii.�-;:::-V42 . 1 CAN',::.1.•L=' 4 42r5v 7•razsxi^s G yz••i :at 1 v;,7`r• grad roycy: f -- 1..---.11.3,'4 A B Mode,No. in. LTIm I . int," • Standard-r224.'21D.03&046,0,°+;.0'2.'NG 7"i1-32.- 2025 75-1Y4 16 g- Fri;Perirneler-060 235 = r4 22?7 •CS*r.adet:car to titre c'..zTabee 4 1.:.,7C2E M.7,Toe ct.rat hnaltut r•:rl-e;er•AM 1E-2,4 it. {.]]mrn'—:wernang at c:ncence•a i a'unit.;-et.1?^'eirJar ana;.,7 an Fad-54 Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 19 of 33 Phone:800-575-2473 • R-11 • Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-19 Package Model: KGB036S4B Description: PKGGE/3 TON/65KB/230-3 HEATING PERFORMANCE Unit Type Packaged Gas Gas Supply Connection 0.50 (in.) Electric H/E Highlnput 65000 (Btuh) H/E Heat Rise 40.1 (°F) H/E HighOutput 52000 (Btuh) AFUE/ThermalEff 80 System HeatOutput 52000 (Btuh) Number of Heating Stages 1 Gas Supply Pressure 7 (in.WC) • COOLING PERFORMANCE Refrigerant R-410A Number Compressors 1 ARI EER 12.5 Number of Cooling Stages l ARI SEER 14.0 Condensate Drain Size 1.00 (in.) ARI Total Power 2900 (W) Cooling OutdoorDB 95.0 (°F) ARI GrossTotalCool 38500 (Btuh) Cooling CondenserDB 95.0 (°F) ARI NetTotalCool 37200 (Btuh) Cooling MixedDB 80.0 (°F) Coil GrossTotalCool 38800 (Btuh) Cooling MixedWB 67.0 (°F) Unit NetTotalCool 37764 (Btuh) Coil DischargeDB 56.4 (°F) Coil GrossSensCool 28712 (Btuh) Coil DischargeWB 56.2 (°F) Unit NetSensCool 27676 (Btuh) Unit DischargeDB 57.3 (°F) Unit DischargeWB 56.5 (°F) Coil MoistureRemoval 9.5 (lb/hr) System MoistRemoval 9.5 (1b/hr) SUPPLY FAN PERFORMANCE Supply AirFlow 1200 (cfm) TotalStaticPress 0.50 (in.WC) ExtStaticPress Supply 0.50 (in.WC) Air Filter Qty 4 SupplyFan Req'dPower 0.33 (hp) Air Filter Length 16.0 (in.) SupplyFan NomPower 1.00 (hp) Air Filter Width 20.0 (in.) Supply Fan Type CAV Belt Drive Air Filter Thickness 2.0 (in.) - SupplyDriveReq'd RPM 849 (rpm) SupplyDrive Min RPM 673 (rpm) SupplyDrive Max RPM 1010 (rpm) ELECTRICAL Voltage 208V 3Ph SupplyFan FLA 4.6 (amp) Frequency 60 (Hz) CondensingUnit FLA 1.7 (amp) System MCA 18.0 (amp) CondenserFan Power 250 (W) System MOCP 25 (amp) Compressors RLA 8.7 (amp) Cooling FLA Total 15.0 (amp) Unit Oper Range-Nom Voltage +/- 10% DIMENSIONS Cabinet Width 47.0 (in.) Downflow Supply Length 18.0 (in.) Cabinet Length 83.3 (in.) Downflow Supply Width 20.0 (in.) Cabinet Height 36.4 (in.) Downflow Return Length 11.0 (in.) Total Weight 748 (lb) Downflow Return Width 29.0 (in.) SOUND Outdoor Sound Rating 74 (db) Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 21 of 33 Phone:800-575-2473 R-12 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY ' System ID: RTU-19 Package Model: KGB036S4B Description: PKGGE/3 TON/65KB/230-3 DIMENSIONS - UNIT- INCHES(MM)•' KGB • Modes CORNER WEIGHTS CENTER OF GRAVITY No. AA BB CC DO EE FF Base Max. Base Max. Base Mex. Base Max. Base Max. Base Max. lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg lbs. kg :bs. kg in. mm in. mm in. mm in. mm . 024 104 47 124 56 120 55 127 57 162 74 171 78 140 64 236 95 39-1/2 1003 45 1143 20 508 20 506 03C 10E 49 126 57 126 57 129 58 170 77 174 79 146 66 212 96 39-112 1003 45 1143 20 508 20 508 - 036 105 48 131 59 122 55 133 60 165 75 160 82 142 65 219 100 39-1/2 1003 45 1143 20 508 20 508 346 105 48 133 60 122 55 135 61 ':65 75 163 63 142 65 223101 39-1/2 1003 45 1143 20 508 20 506 060 127 57 955 71 147 67 16-5 77 198 90 228 ¢04 171 78 235 107 39-112 1003 42-1:41073 20 508 20 506 Base l.2a-Ttaun::nth NOt47ERNALC°11ON3 Max-LE:;-The un-wfth ALL INTF_RN.L OPTIONS stalled.1EFonamser,Sta:card Static Qcwe-Exhaust Fans.Cmanis.etc:Coes not inc:-z:ae amessones crams!to tri or hi;,4-‘sta t_pews-exhaust. 4 AAI t2,e- i 6B ' 7:17?t BOTTOM 50271 RET LRS z 227 S t ' Rli ,'3.1VIrY 41''”1.4? � - i` llzr_a,` 1 CM t1.,.-ir �_ FF l_+T t•2 Do f 25-1 2 \ CC Ten. a:,DEN•_'edi curl£I 3TT O.1A POWER E.%Tfir' 3%d TIE xb}?, TOP VIEW(Base) l'*-------::.5:1:---.'J 1 1"+ a}. :21.55 a J is`_ � r_uL..^.e.nr 1nr �i I 0E1.11t/J/ •. l ,1\'3LN D:1i Il:i.tf t 9-i. 27 —rt '/ -`-5573; ro.-._- 1 2l1-111 LPTlt.t::r.31.E5 END VIEW ' SIDE VIEW 11, ,,,..`s:_z :'-:e 2'°t Ire • I1IIIII 111111 _ 1111' 11 11 1 !I 11111.1 x 2S I I 11 2: n7: 1.:,m 1 t_... I ! ,:)oi .:r*A,_G1t�1E N^.1L? -Of:1:. h3°L sW1.. f;•? •&.::d:..•.l\t . 5�I to Y A:R.- IA::ft51+�•Afl ,Ar, BACK VIEW Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 23 of 33 Phone:800-575-2473 R-1 3 • Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-19 Package Model: KGB036S4B Description: PKGGE/3 TON/65KB/230-3 HYBRID ROOF CURBS•DOUBLE DUCT OPENING-STANDARD AND FULL PERIMETER A E3 �' i 1 '',,,. ,% .•-" ,/,,'' 1 . `,p. ./.. ...,,,,,,'"' ,ON:, .,, :- — 3:20MNINs,'" ../"..„.Pc------ .... ."- 4 2.1 44-21'_!:• ..„‹. ‘...s.",,,,,N‹ 1 ''''''N'.... ,,,,,'"e:''<„ '0 .,./''. lit '.‹:::1,, :{-fy :!{r 1. kos d;,c.rn.^•.oo 0, -rrr:ac�-a. TYPICAL FLASHING DUAL FOR ROOF CURB DETAIL ROOF CURB �fl r�F:;i --.1 -i'''''A.- ' r-- , ,,,,,-,_, ,,, 1 5JJti11 N! �' . ,L_ cJ`•,A;I i.t;-JA;;,171;;: F'''' „`1 -5.4-:'7! / 7 Z�is L!. :.11 iac,,,rvcc,ret'err.; '/ ,i`;''tid'. 1144`_7` istieiZ,�•,.1 : �� - �. r A 3 Modei no. in. rn n in. cma Standard-_24.02.3,C36.048,0:_=:.072,`NC 7P-3r`4 2026 76-114 1937 Fvit Pen.,neer-300 •12-3.4 2.256 eP-1'4 22 o-c.—.xitt:can be r.•:ea ca erraier7t-E'4 1:i:C2b al. ;;cs,cc-a:'-atn:'p,S^iefe•.•3;ri:5-,4 s• c.‘.13 r . a. ang a:ccnaer-:e=e-i a'Ln..See 11-ell n aracr..7•=r Lace a Project. 3000516569 Cascade Business Center Last Changed.KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 25 of 33 Phone:800-575-2473 R-14 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-20 Package Model: KGA180S4M Description: PKGGE/15T/360KB/230-3/ECONBR/MSAV HEATING PERFORMANCE Unit Type Packaged Gas Gas Supply Connection 1.00 (in.) Electric H/E LowInput 234000 (Btuh) H/E Heat Rise 44.4 (°F) II/E LowOutput 187200 (Btuh) AFUE/ThermalEff 80 H/E HighInput 360000 (Btuh) Number of Heating Stages 2 , H/E HighOutput 288000 (Btuh) Gas Supply Pressure 7 (in.WC) System HeatOutput •288000 (Btuh) • COOLING PERFORMANCE Refrigerant R-410A Number Compressors 2 ARI EER 10.8 Number of Cooling Stages 2 ARI IEER 12.6 Condensate Drain Size 1.00 (in.) ARI Total Power 16000 (W) Cooling OutdoorDB 95.0 (°F) ARI GrossTotalCool 182000 (Btuh) ' Cooling CondenserDB 95.0 (°F) ARI NetTotalCool 176000 (Btuh) Cooling MixedDB 80.0 (°F) Coil GrossTotalCool 184100 (Btuh) Cooling MixedWB 67.0 (°F) Unit NetTotalCool 178467 (Btuh) Coil DischargeDB 56.7 (°F) Coil GrossSensCool 141757 (Btuh) Coil DischargeWB 56.7 (°F) Unit NetSensCool 136124 (Btuh) Unit DischargeDB 57.7 (°F) Unit DischargeWB 57.1 (°F) Coil MoistureRemoval 39.9 (lb/hr) System MoistRemoval 39.9 (lb/hr) SUPPLY FAN PERFORMANCE Supply AirFlow 6000 (cfm) TotalStaticPress 0.50 (in.WC) ExtStaticPress Supply 0.50 (in.WC) Air Filter Qty 6 SupplyFan Req'dPower 1.95 (hp) Air Filter Length 24.0 (in.) SupplyFan NomPower 5.00 (hp) Air Filter Width 24.0 (in.) Supply Fan Type MSAV Belt Drive Air Filter Thickness 2.0 (in.) SupplyDriveReq'd RPM 670 (rpm) • SupplyDrive Min RPM 685 (rpm) • SupplyDrive Max RPM 856 (rpm) ELECTRICAL Voltage 208V 3Ph SupplyFan FLA 16.7 (amp) Frequency 60 (Hz) CondensingUnit FLA 7.2 (amp) System MCA 81.0 (amp) CondenserFan Power 995 (W) System MOCP 100 (amp) Compressors RLA 50.0 (amp) Cooling FLA Total 73.9 (amp) Unit Oper Range-Nom Voltage +/- 10% DIMENSIONS Cabinet Width 91.1 (in.) Downflow Supply Length 20.0 (in.) Cabinet Length 107.8 (in.) Downflow Supply Width 28.0 (in.) Cabinet Height 54.3 (in.) Downflow Return Length 15.0 (in.) -�jTotal Weight 2055 (lb) Downflow Return Width 60.5 (in.) _ SOUND Outdoor Sound Rating 86 (db) _ Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 27 of 33 Phone:800-575-2473 R-15 • Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-20 Package Model: KGAI80S4M Description: PKGGE/15T/360KB/230-3/ECON/BR/MSAV DIMENSIONS- INCHES(MM) KGAI56H, KCIAISOS, KGA2IOS CORNER WEIGHTS CENTER OF GRAVITY Model AA 3B CC DD EE FF No. Base Max. Base Max. Base Max. Base :.(,ax. Base Max. Base IiL3x. lbs. kg ibs. kg lbs. kg Ibs. kg lbs. kg lbs. kg lbs. kg lbs. kg in. mm in. mrr. in. mm in. mm • 156H 473 215 566 266 367 167 447 2)3 483 219 510 Z2 612 278 663 301 47-1)4 1.M3 4E 3'4 1187 33' 12 1003 4234 1c$ 180S 45 193 547 24'9 3E' 164 439 230 4E1 210 503 22.9. 543 247 62E 284 451^ 12r`-7 46 12:9 40 1016 42112 1036 ' 210S 4) 204 573 361 379 172 456 217 47610 545 246 601 273 685 312 491'4 11 47 34 1213 3B M1 41 112 1054 BaEe Untl-The urs,-On NO INTERNAL Cc•+r1CNL Max 01.111-'t:a ur:MCI A_L INTERNAL OPTION.^,Insm.ea iEOalorr 2€,ctardar:S-z a Poser Err3uet FQIC.Cor:to1E,e::' D:•er Sot lcure acoe5SOrlaa erterr31 to eV Ci lege static pose exlarst AA Be q_:•.1e'IA) _ :...45E.• y ' &J-"F2(".•.;.P)--. �—. '�'4' ,,.;y5) BGT ....1 RETURN ' `,\ j'.�' AIR OPENING . tr�a b:-.)11o1.1 SU !Lv .4.-9Y' 6, ,,,; AIR Jf'EINNS ALTERNAr t!iiRLI i'tiE SASE] _ --___,„6 :: C:.DENSAlE ijrrAIN_O.:An-a:t-- --.--or ,/:.:7'''".•,_ t•-b,-.:1- 03 ^1111J.3 TE9 S-&-I t4s• —ly, fir—I �~.. .1\�� ,` , ; N i tat:-..4-• 1/', -I SI i5"'I ;ka:1i` FF ;',V9f7 DDI \•' CC 4 I tir.nTJ1.1'POJYER:AS EN1R, 7k, ��111 4— !xE tombs CO F 17.i am: TOP VIEW ...., ._—._ __—. .—.-- ._._..._ • FLUE 1 ,.0..,_,11 :fU 1'LEI r_191-.1h. .�_>S�9ya••,e,�s'\� ole.? i I I\ s ea_E:_ I e_. , f r '�—,'i.' .;ha' :.25.',4_j : t.1,•:.'i I.P1'...• , E-:,•, \LIFTI'&,ri;JLtt I– .(In : %5::_::r.;} ;ha•Ag.r•; :ale __at5_� ,-, F:.'Y=_••:Ear:• a:.y' :•.R.=7;2Ys t CASE -1 "° aa.EE END VIEW SIDE VIEW Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 29 of 33 Phone:800-575-2473 R-16 Lennox Industries Inc. - Product Submittal FOR REFERENCE ONLY System ID: RTU-20 Package Model: KGAI80S4M Description: PKGGE/15T/360KB/230-3/ECONBR/MSAV HYBRID ROOF CURBS-DOUBLE DUCT OPENING • •114 / 16 (110)�\ 17�4� \ 66116 .../....<' (2166) (432 ` \` 61-112 102 62-56' 21 � ' -•• (1562) (2591) (2499} 3) �� RETURN PEhtNG__ `SUPPLY �� "` 67.112 •• �� (1562} •` � # 1; # 6(203) •\ . -i .-14(356) 16(457) i= X24(6101610) \ B1.12 .� ',, (2070; �� (2 12) �.r (25011 •-,- „,, 6 If !MOIL-Ti:on tkdc mdY b.(:rnta d)mbnvu amfnius d ea D. • TYPICAL FLASHING DETAIL FOR ROOF CURB DETAIL ROOF CURB BASE BOTAC'rl ^'Y PACKAGED _ 1-3/4 _ It ( �1 I; UNII (44) {lBERGLASS f r •i INSULATION : COUNf rLA9tIING 3 ?E (F u'rdthvd 1 r �i IFir'.d Sdpp:wLI ., NAILER 51RP I�"�PERIM it R`,.ALLED S P✓:RIf.9E'rL Ft'A :.1D {rtim:&- udu /. ) �-- NAILER srwP RCAF CURE;// '. CAN1 STRIP 6(203) 'i /(Fk” SUpp::.3� 14 356 1Ed •c . atrod enCK t ) pinmetc C undi Al F'::C1FIti;i 18 457 //41A�ERIAL 24(610) RLu INSULATION,4110 / Ij IF:cid Sdfyzdi 0,1 % i ,// T_._ ��L=-1r1='2'_ 1.........„..1_1-34 (44 1 Project: 3000516569 Cascade Business Center Last Changed:KEITH HAWKINS Quote: 4000611785 Cascade Business Center Prepared On:2015-10-02 Page 31 of 33 Phone:800-575-2473