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HomeMy WebLinkAboutApproved Plansr- P F� jNA IiliftS }�bl � 1344� J iia^ 4moi' iiluaNT 410 gPubiic.net" Garfield County, CO Overview Account R050194 Physical 125 CACTUS FLATS RD 2019Total Actual Number Address Value Parcel Number 239311400028 GLENWOODSPRINGS 81601 Acres 2 Owner Address VILLARS, ANDREW & Land SqFt 0 IRENE Tax Area 011 PO BOX 898 2019 Mill Levy 76.2090 CARBONDALE CO 81623 Date created: 9/9/2020 Last Data Uploaded: 9/9/2020209:02 AM Developed by4.-1 Schneider GE0SPATSAL Legend 0 Parcels Roads Parcel/Account Numbers Highways Limited Access — Highway Major Road Local Road Minor Road Other Road Ramp Ferry Pedestrian Way Owner Name Lakes & Rivers County Boundary Line $229,550 Last2Sales Date Price 7/17/2018 $210,000 8/29/1984 $0 COMPONENT D I AC RAM W GEE FLANGE STIFFENER LIP ZEE FLANGE col3 3 CHANNEL FLANGE TYP. = TYPICAL U.N.O. = UNLESS NOTED OTHERWISE VA1AL.L. OPEN I NC SGHEOUL.E DOOR WI DTH HEIGHT OPENING TYPE HEADER GIRT OPENING JAMBS IMPORTANT: IN ADDITION TO THESE ENGINEERING PLANS (WH I GH ALWAYS TAKE PRECEDENCE), YOU SHOULD HAVE THE FOLLOWING FROM ACT BUILDING SYSTEMS: — GONSTRUGTION PACKAGE - INSTALLATION MANUALS - GONSTRUGTI ON VIDEOS PLEASE CONTACT YOUR SALES REP IF YOU HAVE NOT RECEIVED THESE PRIOR TO STARTING CONSTRUCTION. 0 I6 -O" 10'-0" SECTIONAL DOOR 51 NGLE C6X3.5 X16 3'-0" 7'-0" PERSONNEL DOOR DOUBLE 04X2.5 X16 PROJECT IBES I ON GR I TER I A NOTES: JAMB MEMBERS SHOWN AS "G" ARE GEE MEMBERS WITH STIFFENER LIPS. FIRST NUMBER 15 WEB DEPTH IN INCHES, SECOND NUMBER 15 FLANGE WIDTH IN INCHES, AND THIRD NUMBER 15 MATERIAL THICKNESS (GAUGE). 2) SEE DETAIL J/8 FOR DOOR OPENING FRAMING INFORMATION WITH GEE JAMBS. 3) 51 ZE OF HEADER G IRT MEMBER TO BE SAME AS 51DEWALL OR ENDWALL GIRT, A5 APPROPRIATE, PER ELEVATIONS. AT WINDOWS, INSTALL HEADER GIRT SPECIFIED ABOVE AND BELOW WINDOWS, U.N.O. 4) ALL OPENINGS AND ACCESSORIES SHALL BE CAPABLE OF SUPPORTING ALL WIND PRESSURES PERPENDICULAR TO THE SURFACE (GENERATED BY WINDS AT THE SPEED AND EXPOSURE IND' GATED ABOVE) BY SPANNING BETWEEN THE JAMBS. APPROVED S 3IFC E?t.s_ `_t ` : r.).7.c /072f 4.;) _Ls .iT ROOF DEAD LOAD: 3 psf GROUND SNOW LOAD: 50 psf Gt = 1.0 ROOF SNOW LOAD: 40 psf ROOF LIVE LOAD: 20 psf WIND SPEED: 115 mph WIND EXPOSURE: B 55: 0.484 Sds : 0.456 51: 0.0c12 Sd I : 0.141 SEISMIC DESIGN CATEGORY: G ('short' period) G ('I -sec' period) R transverse: 3.0 R longitudinal: 3.0 RISK CATEGORY: II SOIL BEARING PRESSURE: 1500 psf WIND DESIGN OF LATERAL FORCE -RESISTING SYSTEMS 15 BASED ON THE DIRECTIONAL DESIGN PROCEDURE OF ASCE 1-16, CHAPTER 27 SEISMIC DESIGN OF LATERAL FORGE -RESISTING SYSTEMS ARE AS FOLLOWS: - - TRANSVERSE: ORDINARY STEEL MOMENT FRAME (5EISMIC DESIGN 15 BASED ON ASCE 01-16, SECTIONS 12.1 - 12.15) - - LONGITUDINAL: ORDINARY STEEL BRACED FRAME. (SEISMIC DESIGN 15 PERFORMED USING THE SIMPLIFIED DE51GN PROCEDURE (ASCE 01-16, SECTION 12.14). DESIGN BASE SHEAR: 15 SHOWN ON CALCULATION SHEET M2. Digitally signed by Kyle McDonough Date: 2020.08.24 16:56:35 '-04'00 This document has been electronically signed by Kyle S. McDonough using a Digital Signature and Date. This electronic signature is generated via a third -party verification service, and the application of it signs and certifies the entire PDF document. As such, only the first page of this documents requires a digital verified signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. V J J C g a d I 33 N w i5 W �D ( rn ca mJs. z 0) O @ N 0 co L tea) 0a �-12 N (0 DRAWN CM CHECKED KM DATE 8/24/2020 .JOB NO MPAI83049656 SHEET 1 OF 11 OUNOATION I� TAIL K 'S ENDWALL COLUMN (SEE DETAIL C/1 FOR TOP CONNECTION AND 6/8 FOR BASE CONNECTION) FRAME LINES --> 40'-0" (SIDEWALL 'B' BAY # --> 16'-0" 12'-0" 12'-0" F 0 . 2 P y 3 0 X -BRAG I NG _ o ill Z 2,0 CD x a r ----L--� 1 J 6 \ Sgl° . -1E 4,.....,1 AIQ 1v i jilt -pi-F. a (2) LOCATIONS TYP.® 9 in i J L __I 10 L_ SLAB EDGE -T- J e X -BRAG I NG OUNI7,AT ON PLAN SCALE: 1/8" = I'-0" 0 O O z cA X 4\-1as5�,y )111.? -1 Gza0.014-1) 1 NOTE: USE 1/2" X 3" DEWALT 'SCREW -BOLT+' ANCHOR IN 31/2" DEEP HOLES AT ANCHOR LOCATIONS PER BASE DETAILS Fi l AND 6/8, INSTALLED PER ICC REPORT ESR -38801, SECTION 43. NOTE: SEE "TYP. FRAME GROSS -SECTION" DETAIL ON SHEET 01 FOR SPECIFIC FRAME DETAIL INFORMATION. NOTE: EXCEPT AT DOOR OPENINGS, INSTALL L4x2x146 ANGLE TO FOUNDATION (FOR ATTACHMENT OF BOTTOM OF WALL SIDING) WITH I/4In X lin MUSHROOM HEAD SPIKES ANCHORS AT 48" O.G. (6" MAX. FROM ANY END). L coc O) O 0 CD Q'- �o Uo N V DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO. MPA183049656 SHEET oF11 G IRT FLANGE BRAG I NG PER SCHEDULE AND DETAIL N/9 41n x 2.125/2.3151n 166 ZEE SIDEWALL GIRTS SPACED AT 6'-0" O.G. J COLUMN FLYBRACING PER DETAIL K/8 AT (4) LOCATIONS SHOWN X -BRAG I NG PER DETAIL M/8 SIE7iEIAIALL '5' EXTERIOR ELEVATION SCALE: I/8" = 1'-0" AP B 4441:1)04c ROOF PURLINS PER ROOF FRAMING PLAN 1/6 { 41n x 2.125/2.5151n 166 ZEE 5MDE1/NALL GIRTS SPACED AT 6'-O" O.G. 1 GIRT PLANE BRAG I NG PER SCHEDULE AND DETAIL N/01 X -BRAG I NG PER DETAIL M/8 S :"ElAIALL 'A' EXTERIOR ELEVATION SCALE: I/8" = 1'-0" -72-F )44-74: 117144 X59 #196° GIRT 1=DANCE BRAG I NG SCHEDULE M/S = MIDSPAN Sta? F Awn--? 4- g L coA c eo Lg 0 DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO. MPAI83049656 BAY *1 BAY 4*2 BAY #3 Sidewall 'A' 1/3 PTS. MIS MIS Sidewall 'B' 1/3 PTS. M/S 7 M/5 M/S = MIDSPAN Sta? F Awn--? 4- g L coA c eo Lg 0 DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO. MPAI83049656 G IRT FLANGE BRAG ING SCHEDULE M/S = M I DSPAN ENDWALL COLUMN FLYBRAC I NG PER DETAIL K/S LOW EAVE HEIGHT 9 6in x 2.125/2.3/5In I6G ZEE ENDWALL G I RTS SPACED AT 6'-0" O.G. OPP.OPP. HIGH EAVE HEIGHT 9 GIRT FLANGE BRACING PER SCHEDULE AND DETAIL N/q X -BRACING PER DETAIL M/8 ENDJ4IALL 'A' INTERIOR ELEVATION SCALE: I/8" = I' -O" FRAME #I g g p w W 8. ritco 03 2 cD 10 01 O(O C ca .o U> li U cn CD- Qc � 0 U-0 E 00 Q N N '-U Q 6 o W w 5 o 0 DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO. MPA163049656 SHEET 4 11 BAY #I BAY #2 Endesa I I 'A' M/5 M/S M/S = M I DSPAN ENDWALL COLUMN FLYBRAC I NG PER DETAIL K/S LOW EAVE HEIGHT 9 6in x 2.125/2.3/5In I6G ZEE ENDWALL G I RTS SPACED AT 6'-0" O.G. OPP.OPP. HIGH EAVE HEIGHT 9 GIRT FLANGE BRACING PER SCHEDULE AND DETAIL N/q X -BRACING PER DETAIL M/8 ENDJ4IALL 'A' INTERIOR ELEVATION SCALE: I/8" = I' -O" FRAME #I g g p w W 8. ritco 03 2 cD 10 01 O(O C ca .o U> li U cn CD- Qc � 0 U-0 E 00 Q N N '-U Q 6 o W w 5 o 0 DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO. MPA163049656 SHEET 4 11 GIRT FLANGE BRAG I NG SCHEDULE BAY #2 Endwall 'B' I/5 PTS. OPP.OPP. HIGH SAVE HEIGHT GIRT FLANGE BRAG I NG PER SCHEDULE AND DETAIL N/GI OPP.OPP. LOIN SAVE HEIGHT 0 m 61n x 2.125/2.5751n 166 ZEE ENDWALL GIRTS SPACED AT 6'-O" O.G. X -BRAG I NG PER DETAIL M/S (T\ ENDI'IALL '5' INTERIOR ELEVATION SCALE: I/8" = 1'-O" FRAME #4 CD Q� � N '- v J L Q' c7, as U co N • 0.0 0 0 Q Q N43 • rU Q 0 m 03 � Y JOB ADDRESS: DRAWN CM .CHECKED KM DATE 8/24/2020 109 NO. MPA183049656 SHEET 5 QF 11 FRAME LINE # -- BAY # --> 30'-0" (ENDWALL 'A') 40'-0" (SIDEWALL 'B') 16'-0" 12'-0" 12'-0" 1 n n PURLIN FLANGE BRACING PER SCHEDULE AND DETAIL N/q RAFTER FLYBRACING PER DETAIL K/5 AT (2) LOCATIONS SHOWN ROOD RA'M I Ne ��AN \-- X -BRAG I NG TYP., SEE DETAIL M/S SCALE: 1/5" = I' -O" IS" OVERHANGS AT BOTH ENDWALLS PER NOTES TO RIGHT SIn x 2.125/2.5751n 126 ZEE ROOF PURLINS SPACED AT 4'-35/s" O.G. PURLIN FLANGE BRAG I NG SCHEDULE BAY #I Main Roof M/S M/5 = M I DSPAN TYPICAL ENDWALL OVERHANG INFORMATION: I) CONTINUE ROOF PURLINS 15" MAX. BEYOND OUTSIDE FACE OF ENDWALL GIRTS AND ENCLOSE PURLIN ENDS WITH Sin x 5In x 126 CHANNEL (INSTALL #10 SCREW AT EACH CHANNEL FLANGE TO PURLIN). 2) INFILL BETWEEN CHANNEL AT PURLIN ENDS AND 'OUTRIGGER' AT ENDWALL FRAME (SEE DETAILS O/9 AND OB/q) WITH TYP. STEEL ROOF PURLINS. 5) INFILL WITH PURLIN MATERIAL BETWEEN PURLINS ABOVE ENDWALL RAFTER TO SEAL OFF BUILDING OR ENCLOSE BOTTOM OF OVERHANG WITH MATERIAL OF CUSTOMER'S CHOICE. a W JOB ADDRESS: co c\i o co co " O f0U =m -13 Uo N le DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO MPA163049656 SHEET 6 OF 11 �— I I C \ / \ / 1 / \ / \ II 1 I I I r- � t 1 I I 1 I 9 /\ 1 �I III 1 / \ �1 I Al. 1 \ r E I_ PURLIN FLANGE BRACING PER SCHEDULE AND DETAIL N/q RAFTER FLYBRACING PER DETAIL K/5 AT (2) LOCATIONS SHOWN ROOD RA'M I Ne ��AN \-- X -BRAG I NG TYP., SEE DETAIL M/S SCALE: 1/5" = I' -O" IS" OVERHANGS AT BOTH ENDWALLS PER NOTES TO RIGHT SIn x 2.125/2.5751n 126 ZEE ROOF PURLINS SPACED AT 4'-35/s" O.G. PURLIN FLANGE BRAG I NG SCHEDULE BAY #I Main Roof M/S M/5 = M I DSPAN TYPICAL ENDWALL OVERHANG INFORMATION: I) CONTINUE ROOF PURLINS 15" MAX. BEYOND OUTSIDE FACE OF ENDWALL GIRTS AND ENCLOSE PURLIN ENDS WITH Sin x 5In x 126 CHANNEL (INSTALL #10 SCREW AT EACH CHANNEL FLANGE TO PURLIN). 2) INFILL BETWEEN CHANNEL AT PURLIN ENDS AND 'OUTRIGGER' AT ENDWALL FRAME (SEE DETAILS O/9 AND OB/q) WITH TYP. STEEL ROOF PURLINS. 5) INFILL WITH PURLIN MATERIAL BETWEEN PURLINS ABOVE ENDWALL RAFTER TO SEAL OFF BUILDING OR ENCLOSE BOTTOM OF OVERHANG WITH MATERIAL OF CUSTOMER'S CHOICE. a W JOB ADDRESS: co c\i o co co " O f0U =m -13 Uo N le DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO MPA163049656 SHEET 6 OF 11 ZEE GIRT OR PURLIN 3" MIN. LAP OVER INTERIOR FRAME RAFTERS OR COLUMNS (4) #14 SCREWS (TOTAL) INTO SINGLE COLUMN OR RAFTER, (2) INTO EACH CEE AT DOUBLE COLUMN OR RAFTER INSTALL (2) OF 4) SCREWS WITHIN 1/4 OF ZEE WEB AT PURLINS OUTER MOST FLANGE POINTS UP SLOPE CEE RAFTER OR COLUMN (SINGLE SHOWN, DOUBLE AT SIM.) CORNER COLUMN SIDEWALL EDGE OF SLAB (OR OUTSIDE OF WALL GIRTS) (4) #14 SCREWS AT EACH LEG OF CONNECTION ANGLE 6in ZEE ENDWALL GIRT NOTE: UNLESS NOTED OTHERWISE, USE THIS CONNECTION DETAIL FOR ALL CEE AND ZEE MEMBER—TO—MEMBER CONNECTIONS. TYP. CONNECTION ANGLE ENDWALL EDGE OF SLAB (OR OUTSIDE OF WALL GIRTS) SINGLE CEE CORNER COLUMN CONCRETE SLAB EDGE 14in x 4in 12G CEE FRAME COLUMN L3x3x11G, 11.625in LONG COLUMN ANCHOR BRACKET(S) F3 J4 84 DOUBLE CEE FRAME COLUMN (2) 9/16" DIAM. A325 BOLTS AT 4" O.C. (2) 1/2" X 3" DEWALT 'SCREW—BOLT+' ANCHOR IN 3 1 /2" DEEP HOLES PER BRACKET AT 8" O.C. NOTE: CENTER ALL BOLTS ON COLUMN ANCHOR BRACKET LENGTHS. AT SINGLE FRAME COLUMN, BRACKET MAY BE PLACED ON EITHER SIDE OF COLUMN. EXCEPT AT CORNER COLUMN, BRACKET MUST BE INSTALLED ON SIDE OF COLUMN SHOWN. PURLIN/GIRT CONNECTION DWG. NCOO. N E ENDWALL GIRT AT CORNER COLUMN DWG. N EWGO. FRAME COLUMN BASE DETAIL DWG. NO. BC o INDICATES 9/16"e A325 BOLT o INDICATES EMPTY HOLE IN BRACKET OVERHANG CONNECTION PER DETAIL 0/9 DBL. 14in x 4in 12G CEE FRAME RAFTER — DBL. 110 2:12 HAUNCH BRACKET DBL. 14in x 4in 12G CEE FRAME COLUMN (1 AT CH EN D OF KNEE14 SCREWS BRACE (1" O.C. MIN., 1" MIN. EDGE DISTANCE, INSTALL 1/2 SCREWS FROM EACH SIDE) COPE BRACE FLANGES TO WITHIN 1/2" OF FRAME MEMBER FLANGES, TYP. NOTE: ALL COMPONENTS NOTED AS • 2'-10 7/8" :OHF U Z I p� ayoc_,o DBL. 4in x 2.5in 14G CEE KNEE BRACE (OMIT AT ENDWALLS) NOTE: SEE DETAIL F/7 FOR BASE DETAIL. 'DBL.' SHALL BE 'SGL.' AT ENDWALLS. OVERHANG CONNECTION PER DETAIL OB/9 DBL. INVERTED 110 2:12 HAUNCH BRACKET DBL. 14in x 4in 12G CEE FRAME COLUMN (12) #14 SCREWS AT EACH END OF KNEE BRACE (1" O.C. MIN., 1" MIN. EDGE DISTANCE, INSTALL 1/2 SCREWS FROM EACH SIDE) COPE BRACE FLANGES TO WITHIN 1/2" OF FRAME MEMBER FLANGES, TYP. NOTE: ALL COMPONENTS DBL. 14in x 4in 12G CEE FRAME RAFTER 3'-1" o INDICATES 9/16"e A325 BOLT o INDICATES EMPTY HOLE IN BRACKET DBL. 4in x 2.5in 14G CEE KNEE BRACE (OMIT AT ENDWALLS) NOTE: SEE DETAIL F/7 FOR BASE DETAIL. NOTED AS 'DBL.' SHALL BE 'SGL.' AT ENDWALLS. 14in x 4in 12G CEE ENDWALL RAFTER NOTE: SEE DETAIL G/8 FOR BASE CONNECTION OF ENDWALL COLUMN. ATTACH WEB OF ENDWALL RAFTER TO OUTSIDE FLANGE OF ENDWALL COLUMN WITH (9) #14 SCREWS AT 2" O.C. BOTH WAYS SGL. 12in x 3.5in 14G CEE (OPEN SIDE OF CEE MAY FACE EITHER DIRECTION, U.N.O.) A HAUNCH CONNECTION DWG. NOHB. A E3 HIGH EAVE HAUNCH CONNECTION DWG. NO. HBA C 1 ENDWALL COLUMN TO RAFTER DWG. NO. EWR TD �a)' O w E2 ct- cN i o co > IU •L N 0) a) -a t -6 c cu Uo N CO ••-•U c,Q JOB ADDRESS: OR4WN CM CHECKED KM DATE 8/24/2020 JOB NO. MPA183049656 SHEET OF 11 WALL GIRT ATTACHED TO JAMB WITH 2in x 2in 14G CLIP ANGLE (SCREW TO JAMB STIFFENER LIPS) J 7 L41� ZEE 'HEADER GIRT' PER OPENING SCHEDULE ON SHEET 1, BEND OUT STIFFENER LIP ON HEADER GIRT FLANGE AND CONNECT JAMB TO HEADER GIRT WITH MIN. 2in x 2in 14G ANGLE WITH (3) #14 SCREWS AT EACH LEG, CONNECT ENDS TO FRAME COLUMNS PER DETAIL D/7 'DOOR JAMB' PER OPENING SCHEDULE ON SHEET 1 (MAY BE TURNED WITH OPEN SIDE TO DOOR) MIN. 16G CEE OPENING HEADER (MATCH f WEB DEPTH AND FLANGE WIDTH OF WALL J/ GIRT), CONNECT MIN. 2in x 2in 14G ANGLE WITH (2) #14 SCREWS AT EACH LEG L EXTEND JAMB TO CONCRETE SLAB AT DOORS (TO 44'"�� NEXT GIRT DOWN AT WINDOWS), AT CONCRETE SLAB INSTALL MIN. 2in x 2in 140 ANGLE WITH (3 f10 PANHEAD SCREWS TO JAMB WEB AND J �J 1/2' X 3" DEWALT 'SCREW—BOLT+' ANCHOR IN 3 1/2" DEEP HOLE AT ANGLE C.L. OPENING CEE JAMB CONNECTION CONCRETE SLAB EDGE 12in x 3.5in 14G CEE ENDWALL COLUMN L3x3x110, 11.625in LONG COLUMN ANCHOR BRACKET DWG. NO. DFR 1 8'• 8,, (2) 9/16" DIAM. A325 BOLTS AT 4" O.C. (2) 1/2" X 3" DEWALT 'SCREW—BOLT+' ANCHOR IN 3 1/2" DEEP HOLES PER BRACKET AT 8" O.C. NOTE: CENTER ALL BOLTS ON COLUMN ANCHOR BRACKET LENGTHS. BRACKET MAY BE PLACED ON EITHER SIDE OF COLUMN. NOTE: SEE ROOF FRAMING PLAN AND ELEVATIONS FOR LOCATIONS OF FLYBRACING. WALL GIRT OR ROOF PURLIN -\ (2) #14 SCREWS PER CONNECTION typ. 40'-50' COLUMN OR RAFTER FLYBRACING CONNECTION INSTALL SAME STRAPPING AS USED FOR X—BRACING (OR MIN. 1 1/2" X 16G) DWG. N FBCO. NOTE: ONLY STRUCTURAL INFORMATION IS INCLUDED IN THIS DETAIL. CONSULT PANEL MANUFACTURER FOR ADDT'L WEATHERTIGHTNESS RECOMMENDATIONS. 36" 12" AT SIDE LAP INSTALL #14 STITCH SCREWS AT 12" O.C. MAXIMUM #12-14 1 1/2in SHEETING SCREW AT 12" 0.C. MAX. ADJACENT TO HIGH RIBS AT ALL PURLINS (AT 6" O.C. AT TOP PURLIN AND EAVE PURLIN) Metal Sales Manufacturing Corp. PBR—Panel 26G Ix(t) = 0.0367 In-'4/ft Ix(b) = 0.0317 In"4/ft Sx(t) = 0.0367 In-3/ft Sx(b) = 0.0458 In"3/ft Fy = 80 ksi ENDWALLS: SGL. 1.5in 16G STRAP WITH (3) #14 SCREWS AT EACH END SIDEWALLS & ROOF: SGL. 1.5in 16G STRAP WITH (3) #14 SCREWS AT EACH END CLEARSPAN FRAME (OR ENDWALL) COLUMN OR RAFTER, OR CORNER COLUMN OUTSIDE FACE OF FOUNDATION AND/OR WALL GIRTS NOTES: 1) CONNECT STRAP AT TOP OF ADJACENT COLUMN OR RAFTER IN SAME MANNER. 2) IF DOUBLE STRAPS ARE SPECIFIED ABOVE, INSTALL SIDE—BY—SIDE, NOT ON TOP OF EACH OTHER. X N X—BRACING STRAP PER NOTE ABOVE, ATTACH TO OUTSIDE FACE OF COLUMNS AND TOP OF RAFTERS WITH # OF END SCREWS SPECIFIED ABOVE In ROOF AND WALL X—BRACING CONNECTION DWG. NO, SB1 NOTE: ONLY STRUCTURAL INFORMATION IS INCLUDED IN THIS DETAIL. CONSULT PANEL MANUFACTURER FOR ADDT'L WEATHERTIGHTNESS RECOMMENDATIONS. 36" 12" AT SIDE LAP INSTALL #14 STITCH SCREWS AT 12" O.C. MAXIMUM #12-14 1 1/2in SHEETING SCREW AT 12" 0.C. MAX. ADJACENT TO HIGH RIBS AT ALL GIRTS (AT 6" O.C. AT TOP OF EAVE PURLIN) Metal Sales Manufacturing Corp. PBR—Panel 26G Ix(t) = 0.0367 In-4/ft Ix(b) = 0.0317 In"4/ft Sx(t) = 0.0367 In-3/ft Sx(b) = 0.0458 In"3/ft Fy = 80 ksi G ENDWALL COLUMN BASE DETAIL DWG. NBCO. E ROOF SHEETING DWG. NO. R50 WALL SHEETING DWG. NO. W50 coTD (00 cq co i ce'— co c' 23o m co > ICU .L to O) m >'1:3 ()a QN 03 Vo U a w m Q Iz Z �gH m JOB ADDRESS: DRAWN CM CHECKED KM DATE 8/24/2020 .JOB NO. MPAI83049656 SHEET 7 �11 INSTALL WALL SIDING SCREW ADJACENT TO ENDWALL STRAP LOCATIONS AT BOTTOM OF EAVE PURLIN RAFTER ROOF PURLIN EAVE PURLIN+ 8in x 3.5in 16G CEE EAVE PURLIN SET 8in x 3.5in 14G EAVE PURLIN INTO 0/R FLANGES (CONNECT BOTH WITH DOUBLE SLOPED FLANGES FLANGES TOGETHER AT ALL PURLINS SET INTO OUTRIGGER FLANGES WITH A #10 SCREW, TYP.) OR CLIPPED TO WEB PER E/7 CUT 0/R FLANGES 8in x 3in 12G CHANNEL HERE, BEND WEB 90' OUTRIGGER (0/R) x 4'-6" LONG FOR EAVE PURLIN ON TOP OF EACH FRAME RAFTER 8in x 3.5in 16G CEE EAVE PURLIN SET 8in x 3.5in 1 4G EAVE PURLIN INTO 0/R FLANGES (CONNECT BOTH WITH DOUBLE SLOPED FLANGES FLANGES TOGETHER AT ALL PURLINS SET INTO OUTRIGGER FLANGES WITH A #10 SCREW, TYP.) OR CLIPPED TO WEB PER E/7 CUT 0/R FLANGES 8in x 3in 12G CHANNEL HERE, BEND WEB 90' OUTRIGGER (0/R) x 4'-6" LONG FOR EAVE PURLIN ON TOP OF EACH FRAME RAFTER >� ROOF PANEL/SHEETING WALL GIRT MIN. 1.5in x 16G STRAP AT LOWER FLANGE OF PURLINS FROM SIDE—TO—SIDE OF BUILDING (SEE ELEVATIONS FOR LOCATIONS) WITH #10 SCREW AT EACH PURLIN AND AT EACH EAVE PURLIN MIN. 1.5in x 16G STRAP AT INSIDE FLANGE OF GIRTS FROM FDN. TO EAVE PURLIN OR ENDWALL RAFTER (SEE ELEVATIONS FOR LOCATIONS) WITH #10 SCREW AT EACH CONNECTION 9/16"m BOLT AT --'i C.L. OF EACH ONNECTIO INSTALL TOP (1) TH9/16RU„ FRAMEBOL BRACKET AND OUTRIGGER 9/16"m BOLT AT 1'-6" 4" o L ° —°—J 0 oy OUTRIGGER (2" ti FROM O/R END) 01 _ INSTALL TOP (1)L_ 9/16"m BOLT THRU FRAME 1'-6" 4" L ° o _o J C.L. OF EACH 0 OUTRIGGER (2" o� FROM 0/R END) 0 0� 1 ---1 GIRT AND TO EAVE PURLIN OR ENDWALL RAFTER BEND OVER GIRT STRAP AND ATTACH TO CONCRETE FDN. WITH 1/2in X 3in DEWALT 'SCREW—BOLT+' ANCHOR WITHIN 1/4" CLEAR TO BEND NOTE: ADDITIONAL SEE DETAIL INFORMATION. 8/7 FOR o INDICATES 9/16"m BOLTA325 o INDICATES EMPTY FRAME HAUNCH HOLE IN BRACKET BRACKET ~ NOTE: SEE DETAIL A/7 ADDITIONAL INFORMATION. FOR BRACKET AND o INDICATES 9/16"m OUTRIGGER 0 A325 NDIICATB SL EMPTY FRAME HAUNCH HOLE IN BRACKET BRACKET NOTE: IF WALL STRAP CANNOT BE CONTINUOUS FROM FDN. TO EAVE BECAUSE OF DOOR OR WINDOW USE MIN. 1.5in 16G ANGLE IN LIEU OF STRAP. PURLIN AND GIRT FLANGE BRACING DING PGB0OVERHANG CONNECTION DING OH 0 3 HIGH EAVE OVERHANG CONNECTION DWG. NOO. 2:12 ROOF PITCH TYP. FRAME CROSS-SECTION SCALE: 1 /8" = 1'-0" OPP.OPP. FRAMES 2, 3 .0 0) 5 CD ca cq co m 0 to — m CO > �U .L u) ai (1.)0▪ ' r,-0 Q Q Vo N V 0 2 lit e $ co m O 0 JOB ADDRESS: iDRAWN CM CHECKED KM DATE 8/24/2020 JOB NO. MPA183049656 LOCATIONS "B" "D" TOP REINF. BOTTOM REINF. SIDEWALLS 12" 12" (1)—#4 (2)—#4 ENDWALLS 12" 12" (1)—#4 (1)—#4 * NOTE: SINGLE REINFORCING BAR-SI4OWN IN DETAIL REPRESENTS TOTAL REINFORCING STEEL REQUIRED. SPACE MULTIPLE BARS; 0 4" O.C. MIN. INSTALL SINGLE TOP`REINFORCIN6 BAR (OR FIRST OF MULTIPLE BARS SPECIFIED) AT A DISTANCE FROM EDGE OF SLAB EQUAL TO DEPTH OF WALL GIRTS. WALL GIRTS, TOP AND BOTTOM REINFORCING PER SCHEDULE ABOVE (WITH 48 BAR DIAMETER MIN. LAPS AT SPLICES AND AT LEAST ONE TOP BAR TO OUTSIDE OF CONCRETE ANCHOR) \N. FINISH GRADE TIE TOP BAR TO SLAB REINFORCING #4 BARS EACH WAY ( 18" O.C. WITH 12" MIN. LAPS © SPLICES (OR 6 x 6—W1.4 x W1.4 WELDED WIRE MESH WITH 6" LAPS SPLICES) AT SLAB CENTERLINE CONCRETE SLAB VARIES POUR FOOTING DIRECTO' ONTO. UNDISTURBED NATIV SOIL (BOTTOM TO BE AT ( OR BELOW FROST LINE, CONSULT BLDG. OFFICIAL) NOTES: 1) SLAB REINFORCING SHOWN ABOVE IS SPECIFIED AS A METHOD OF CONTROLLING SHRINKAGE CRACKING AT THE SLAB SURFACE. CUSTOMER MAY CHOOSE ANOTHER METHOD OR REMOVE SLAB REINFORCING ALL TOGETHER BUT CUSTOMER WILL ASSUME ALL RESPONSIBILITY FOR THE PERFORMANCE OF THE SLAB. IF ANY OTHER METHOD IS CHOSEN BESIDES WHAT IS SHOWN ON THI$ DETAIL, CUSTOMER SHALL INSTALL, AT EACH FRAME, /1114 CONT. BAR ❑EWALL—TO—SIDEWALL WITH A 6" 90' H END AI UNA _FRAME^COLUMN�QN013gE N,WR GRQL . 2 SLAB DESIGN AND REINFORCING 5 ECIFIED IS BASED SOLELY ON THE 'SOIL DESIGN PRESSURE' INDICATED ON DRAWING SHEET 1 ASSUMING A MAX. POI T (WHEEL) LOAD OF 3000#. SLAB DESIGN FOR ANY OTHER SLAB THICKNESS OR POINT LOADS SHALL BE PROVIDED BY OTHERS. 3) SLAB AND FOUNDATION DESIGN SHOWN IS FOR STRUCTURAL PURPOSES ONLY. SLAB DESIGN SHOWN DOES NOT ADDRESS SLAB CONCRETE STRENGTH 'FOR WEAR RESISTANCE, VAPOR OR MOISTURE BARRIERS, SLAB SUBBASE MATERIAL SPECIFICATIONS OR INSTALLATION! METHODS, OR THERMAL (INSULATION) REQUIREMENTS. A QUALIFIED PROFESSIONAL SHOULD BE RETAINED TO I1ROVIDE GUIDANCE FOR THOSE CONCERNS NOT ADDRESSED ON THIS DETAIL. ,asr --lorAc770,1 ENLARGE THICKE1 ALAS EDGE FOR 12" WIDTH CENTERED ON ALL SIDEWALL AND ENDWALL COLUMNS NOTE: PROVIDE 3" OF CONCRETE COVER ON ALL REINFORCING AT SURFACES POURED AGAINST SOIL (2" MIN. AT SURFACES IN CONTACT WITH SOIL). Y EDGE OF SLAB DETAIL SCALE: NO SCALE 4' 0 D Cr) CO N CDCD °p O u_ w ai �Ta me Ua N 0 DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO. MPA183049656 STRUCTURAL GENERAL NOTES 1. GOVERNING CODE: 2018 INTERNATIONAL BUILDING CODE 2. DRAWING OWNERSHIP: THESE DRAWINGS ARE JOINTLY OWNED BY METAL SALES MANUFACTURING CORP. (MSM) AND CASEY MCDONOUGH. DRAWINGS ARE PROVIDED FOR THE SOLE PURPOSE OF OBTAINING BUILDING PERMITS. ENGINEERING SEAL IS VALID FOR THE CONSTRUCTION OF A SINGLE BUILDING AT THE JOB ADDRESS SHOWN IN DRAWING TITLEBLOCK. ANY OTHER USE OF THESE DRAWINGS WITHOUT WRITTEN AUTHORIZATION FROM MSM AND CASEY MCDONOUGH IS PROHIBITED. 3. DRAWING SEAL REQUIREMENTS: THESE DRAWINGS ARE NOT VALID UNLESS 1) THE SEAL (STAMP) ON A PAPER COPY IS WET SIGNED IN RED INK BY THE ENGINEER, OR 2) THE PAPER COPIES ARE OF A DRAWING DIGITALLY SIGNED BY THE ENGINEER, OR 3) THE ELECTRONIC FILE OF THE DRAWING IS DIGITALLY SIGNED BY THE ENGINEER. IF A COPY OF THESE DRAWINGS IS DISTRIBUTED WITHOUT EITHER A PROPER WET SIGNATURE OR A DIGITAL SIGNATURE, THE DRAWING IS CONSIDERED INVALID. IF A COPY OF THESE DRAWINGS IS DISTRIBUTED WITHOUT EITHER A PROPER WET SIGNATURE OR A DIGITAL SIGNATURE, THE DRAWING IS CONSIDERED INVALID. THE ENGINEER ACCEPTS NO LIABILITY OR RESPONSIBILITY FOR DRAWINGS CONSIDERED INVALID AS NOTED ABOVE. 4. CONTRACTOR RESPONSIBILITIES: CONTRACTOR SHALL VERIFY AND CONFIRM ALL EXISTING CONDITIONS AND DIMENSIONS. CASEY MCDONOUGH (ENGINEER) SHALL BE NOTIFIED OF ANY DISCREPANCIES BETWEEN DRAWINGS AND EXISTING CONDITIONS PRIOR TO START OF WORK. CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATION TO THE PLANS AND/OR SPECIFICATIONS AND NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS, PRIOR TO MAKING CHANGES, WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW DO NOT CONSTITUTE "IN WRITING" UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTOR OR SUB—CONTRACTORS INVOLVED AND IT SHALL BE THEIR FULL RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE TEMPORARY PROVISIONS SHALL REMAIN IN PLACE UNTIL SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF PARTIALLY ERECTED STRUCTURES. CONTRACTOR IS RESPONSIBLE FOR MEETING ALL LAWS REGULATING THE ERECTION OF STEEL BUILDINGS. THESE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. BUILDING IS NOT CONSIDERED COMPLETE UNTIL THE INSTALLATION OF ALL COMPONENTS AND DETAILS SHOWN HEREIN ARE INSTALLED ACCORDING TO THE DRAWINGS. 5. ENGINEERING: THE SUPPLYING OF STAMPED ENGINEERING CALCULATIONS AND DRAWINGS FOR THIS METAL BUILDING DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT CASEY MCDONOUGH IS ACTING AS THE ENGINEER OR ARCHITECT OF RECORD OR THE DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE FOR THE WHOLE OF THE PROJECT. THIS BUILDING HAS BEEN REVIEWED BY CASEY MCDONOUGH FOR CONFORMITY ONLY TO THE STRUCTURAL DESIGN PORTIONS OF THE GOVERNING CODE. THE BUILDING OWNER IS RESPONSIBLE TO SEEK PROFESSIONAL ADVICE IN ADDRESSING ANY OTHER CODE REQUIREMENTS (INCLUDING, BUT NOT LIMITED TO, FIRE AND LIFE SAFETY, ENVIRONMENTAL, ACCESSIBILITY, OR ELECTRICAL) THAT MAY APPLY TO THIS PROJECT. DRAWINGS SCALES INDICATED ON DRAWINGS ARE APPROXIMATE AND INTENDED TO BE USED FOR REFERENCE ONLY. DO NOT SCALE DRAWINGS FOR CONSTRUCTION PURPOSES. THESE DOCUMENTS ARE STAMPED ONLY AS TO THE COMPONENTS FURNISHED BY MSM. IT IS THE RESPONSIBILITY OF THE PURCHASER TO COORDINATE DRAWINGS PROVIDED BY CASEY MCDONOUGH WITH OTHER PLANS AND/OR OTHER COMPONENTS THAT ARE PART OF THE OVERALL PROJECT. IN CASES OF DISCREPANCIES, DRAWINGS PROVIDED BY CASEY MCDONOUGHSHALL GOVERN. THE UNDERSIGNED ENGINEER WILL NOT SUPERVISE THE FABRICATION OR ERECTION OF THIS STRUCTURE. ANY OBSERVATION VISITS TO THE PROJECT SITE BY THE UNDERSIGNED ENGINEER ARE NOT TO BE CONSTRUED AS BEING INSPECTIONS FOR THE CONSTRUCTION OF ANY COMPONENT OF THIS BUILDING. 6. INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED BY THE GOVERNING CODE ON THIS JOB. ALL SPECIAL INSPECTIONS AND ANY OTHER ADDITIONAL INSPECTIONS REQUESTED BY BUILDING DEPARTMENT SHALL BE AT OWNER'S EXPENSE. 7. SOIL REQUIREMENTS: ALLOWABLE SOIL BEARING VALUE INDICATED ON DRAWING SHEET 1 OCCURS AT 12" BELOW FINISH GRADE, OR EXISTING NATURAL GRADE, OR AT FROST DEPTH SPECIFIED BY BUILDING DEPARTMENT, WHICHEVER IS THE LOWEST ELEVATION. FOUNDATION DESIGN SHOWN ASSUMES BOTTOM OF FOOTING BEARS ON NATIVE SOILS. FOUNDATION DESIGN SHOWN DOES NOT ACCOUNT FOR EXPANSIVE SOIL CONDITIONS OR FOR CONCRETE THAT WILL BE EXPOSED TO SULFATE CONTAINING SOLUTIONS OR CHLORIDES. OWNER SHALL CONTACT ENGINEER PRIOR TO CONSTRUCTION IF ANY OF THESE CONDITIONS EXIST. 8. CONCRETE REQUIREMENTS: ALL CONCRETE SHALL HAVE A MIN. 28—DAY STRENGTH OF 2500 psi. HIGHER STRENGTH CONCRETE MAY BE USED, AT OWNER'S DISCRETION, FOR FINISH AND DURABILITY PURPOSES. CEMENT SHALL COMPLY WITH ASTM C150, TYPE 2, AND SHALL CONTAIN NO FLYASH. ALL CONCRETE PLACEMENT SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE", WHICH IS HEREBY MADE A PART OF THESE DOCUMENTS. CONCRETE REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60 FOR #4 BARS AND LARGER, GRADE 40 FOR #3 BARS. WELDED WIRE MESH SHALL CONFORM TO ASTM A185 (Fy MIN. OF 70 ksi). ALL FOOTING REINFORCING BARS TO BE CONTINUOUS AROUND CORNERS. LAP SPLICE FOOTING REINFORCING MIDWAY BETWEEN COLUMNS. ALL LAP SPLICES TO BE 48 BAR DIAMETERS MIN., U.N.O. CONCRETE GRADE BEAMS, THICKENED SLAB EDGES, PIERS, AND SPREAD FOOTINGS SHALL BE POURED ONTO UNDISTURBED, NATIVE SOIL WHICH IS FREE FROM ANY MATERIAL THAT WILL ADVERSELY AFFECT THE MIN. ALLOWABLE SOIL BEARING PRESSURE SPECIFIED ON SHEET 1. CONCRETE ANCHOR INSTALLATION SHALL BE DONE IN ACCORDANCE WITH ICC REPORT ESR -3889, SECTION 4.3. 9. STRUCTURAL STEEL REQUIREMENTS: ALL STRUCTURAL STEEL SHALL CONFORM ASTM A325, U.N.O. BOLT HOLE DIAMETERS SHALL BE IN ACCORDANCE WITH AISC "CODE NO WELDING IS REQUIRED ON THIS JOB. TO ASTM A36 (Fy MIN. OF 36000 psi), U.N.O. ALL BOLTS SHALL CONFORM TO SHALL BE 1/16" LARGER THAN NOMINAL BOLT DIAMETER. ALL INSTALLATION OF STANDARD PRACTICE". 10. LIGHT GAUGE STRUCTURAL STEEL REQUIREMENTS: ALL LIGHT GAUGE STEEL FRAMING MATERIAL AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD—FORMED STEEL STRUCTURAL MEMBERS". ALL LIGHT GAUGE STEEL MATERIAL SHALL CONFORM TO ASTM A653 HAVING A MINIMUM YIELD STRENGTH OF 55000 psi. THE GRADE AND ASTM SPECIFICATION NUMBER SHALL BE INDICATED BY PAINTING, DECAL, TAGGING, OR OTHER SUITABLE MEANS, ON EACH LIFT OR BUNDLE OF FABRICATED ELEMENTS. UNLESS NOTED OTHERWISE, CEE, ZEE, AND CHANNEL MEMBERS' WEB AND FLANGE DIMENSIONS (IN INCHES) SHALL BE AS NOTED IN DETAILS IN THE FOLLOWING FORMAT: [WEB DEPTH]in x [FLANGE WIDTH]in [GAUGE]G. FOR ZEES WITH UNEQUAL FLANGES, THE WIDTHS FOR BOTH FLANGES WILL BE LISTED, SEPARATED BY A " /". MIN. FLANGE STIFFENER LIPS SHALL BE 0.885" FOR 12G CEES, 0.800" FOR 14G CEES, 0.773" FOR 16G LEES, 0.900" FOR 12G ZEES, 0.900" FOR 14G ZEES, AND 0.900" FOR 16G ZEES. ALL BEND RADIUSES SHALL BE .1875". FOR ANGLES, THE FIRST TWO NUMBERS ARE THE LEG DIMENSIONS. DECIMAL THICKNESSES OF LIGHT GAUGE STEEL MATERIAL, ACCORDING TO NOMINAL GAUGES, SHALL MEET OR EXCEED THE FOLLOWING: GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. 12 0.105 16 0.059 20 0.036 14 0.070 18 0.048 EXCEPT AS SHOWN ON DRAWINGS, CEE COLUMN AND RAFTER MEMBERS SHALL NOT BE DRILLED OR NOTCHED WITHOUT PRIOR APPROVAL OF THE ENGINEER. DOOR JAMB, ROOF PURLIN, AND WALL GIRT ENDS MAY HAVE FLANGES COPED 3" MAX. IF CONNECTION IS MADE TO PERPENDICULAR MEMBER PER DETAIL E/7. ROUND HOLES MAY BE DRILLED THROUGH ANY GIRT OR PURLIN MEMBER WITHIN THE MIDDLE THIRD OF THE DEPTH OF THAT MEMBER AND NOT WITHIN 24" OF MEMBER END (FIELD—DRILLED BOLT HOLES INDICATED AT ENDS OF KNEE OR APEX BRACE WEBS AND SHOP—PUNCHED HOLES IN BRACE FLANGES EXCEPTED). ALL BOLTS USED TO CONNECT LIGHT GAUGE MATERIAL SHALL CONFORM TO ASTM A325. BOLTS SHALL BE SPACED NO LESS THAN 3 BOLT DIAMETERS BETWEEN CENTERS. DISTANCE FROM BOLT CENTER TO THE END OR EDGE OF ANY LIGHT GAUGE MEMBER SHALL BE A MIN. OF 1.5 BOLT DIAMETERS. ALL SCREWS USED TO CONNECT LIGHT GAUGE MATERIAL SHALL BE SELF—DRILLING SCREWS AND SHALL HAVE A MIN. TENSILE BREAKING STRENGTH OF 100,000 psi, SCREWS SHALL BE SPACED NO LESS THAN 1" O.C. AND EDGE OR END DISTANCE SHALL NOT BE LESS THAN 1". UNLESS NOTED OTHERWISE, ALL REFERENCES TO 'SCREWS' CONNECTING MATERIAL THICKER THAN 20 ga. SHALL BE MIN. #14 SCREWS AND SHALL HAVE MIN. 14 THREADS PER INCH, SCREW ROOT DIAMETERS SHALL NOT BE LESS THAN: #14 SCREW: .200" #12 SCREW: ,177" #10 SCREW: .153" 11. STEEL ROOF AND WALL PANELS (CLADDING): LIGHT GAUGE STEEL ROOF AND WALL PANELS SHALL CONFORM TO ASTM A653 AND THE STEEL DECK INSTITUTE SPECIFICATIONS AND HAVE A MIN. YIELD STRENGTH OF 80000 psi. DECIMAL THICKNESSES, ACCORDING TO NOMINAL GAUGES, SHALL MEET OR EXCEED THE FOLLOWING: GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. GAUGE NO. DECIMAL THICKNESS, IN. 22 0.0299 26 0.0179 24 0.0239 28 0.0149 SEE DETAILS H/8 AND 1/8 FOR ROOF AND WALL PANEL FASTENER TYPES AND SPACINGS. 29 0.0134 30 0.0120 J J Of E C g •'F ` W - c 2,�` 2 'O yo J ;o m co a2 13 c00N 000 CO �O cEO co a U't CVCU '— V 0 O DRAWN CM CHECKED KM DATE 8/24/2020 JOB NO MPA163049656 SI EBT 11 OF 11