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HomeMy WebLinkAboutCrew 29 - Structural36" CLASSIC BRONZE ATAS METAFOR FASCIA WITH BRACES SPACED @ 48" O.C. INTERNAL II DRAINS I 10 x10 "x1 /4" 10 II H.S.S. COLUMNS CLEAR HEIGHT 4' TOP OF GRADE 14" SUBSET ALL STRUCTURAL STEEL COATED W/ RED OXIDE PRIMER II 04 ELEC. II ACCESS COLUMN HOLE CUT LENGTH T.B.D. III SIDE ELEVATION VIEW FASCIA DETAIL DRAWN WITH GRADE LEVEL AND TOPS OF FOOTERS LEVEL WITH EACH OTHER. GRADE IS THE DRIVE SURFACE. NO ISLAND OR CURB IS CONSIDERED WHEN DETERMINING CLEAR HEIGHT OR SUBSET. IF SLOPE IN GRADE EXISTS, IT IS THE CUSTOMER'S RESPONSIBILITY TO NOTIFY S.C.C. PRIOR TO THE FABRICATION OF COLUMNS. FRONT SIDE OF TOP RAIL FASTENED TO BRACES WITH #8 -18 x1/2" TRUSS HD SCREWS 26 TOP SIDE OF TOP RAIL FASTENED TO BRACES WITH 1/4-14 x 7/8" TEK SCREWS 2 7/8" 1 13/16 1 5/8" 6 1 1/2" 3" GUTTER 8" 20GA 0/0 DIMENSIONS OF THE GUTTER AND FASCIA BRACES ARE 21' -10" x 49' -10" 10" WIDE x 5" TO 6" DEEP SMOOTH WHITE 20 GA. GALVALU M E AZ50 STEEL 2 "x2 "x 1 /8" LATERAL TAPERED LEAD ANGLE BOLTED ACROSS 2 "x2 "X1/8 )) x4p TOPS OF PURLINS TYP. SAG ANGLES ON M1 � 00 00 -1 00 (0 LO O N E 6' -6" 16' E 22 FASCIA 6' -6" E OUTSIDE CORNER TRIM MFA602F301 S J— CHANNEL MFA058F301S TOP RAIL 20GA 12" WIDE x 36" LONG ATAS INTER — LOCKING PANELS SECURED TO GUTTER AND TOP RAIL TO CONSEAL FASTENERS M FP 120 F301 S DRIP FLASHING MFA661 F301 S PERIMETER GUTTER CUTOUT IN PERIMETER GUTTER TO ALLOW WATER TO DRAIN INTO PVC DRAIN PIPE URETHANE CAULK ALL AROUND JOINT 7 DECK / TAPERED LEAD COVERS PVC SIDE VIEW GU FINISH PAN OPTIONS COLLAR FASTENED TO COLUMN WITH (8) # 12 -24x 1 1/4 FINE TEK SCRE'" ICI K2 "x1/8" ANGLE DLUMN ERECTOR TO CA( ALL DECK PAN OLUMN CONNECTIC DECK PANS LEAD BUTTS INTO SIDE OF COLUMN PVC FROM GL CONNECTED TO INTEKNAL DRAINS IN COLUMN COLLAR DETAIL 3/4" A325 NOTE: IF BOLT HOLES DO NOT LINE BOLTS 2 " x2 "x1 /8 "x9' ANGLE UP, A 1/8" FILLET WELD OF ANGLE TO TOP OF PURLIN IS PERMISSIBLE MAI N B EAM — --_ (TYP.) PURLIN I 106 9/16" (TYP.) 9' SAG ANGLE DETAIL 3" CUSTOMER TO CONFIRM DRAIN 2 "x2 "x1/8 x9' AND CONDUIT LOCATIONS SAG ANGLES PRIOR TO FABRICATION ON M2 8" WIDE x 3" DEEP SMOOTH WHITE 20 GA. GALVALU M E AZ50 STEEL PERIMETER GUTTER „ OUT ET OUTLET C3 C 1 9 �- W 16x36 P 1 FULL LENGTH ELECTRICAL N CONDUIT N W 16x36 P2 N X FULL LENGTH ELECTRICAL CONDUIT �- W 16 x 3 6 P3 -F-- > C2 OUTLET OUTLET IC4 10' — 26' 50' FASCIA PLAN VIEW SCALE: 1/811 = 1' -0" 2x2 x 1 /8 STEEL COLLAR FASTENED TO COLUMN WITH -17 -8 (8) # 12 -24x FINE TEK SCREWS 16'- 10" 151-41) 20' —10" 8' -10" DECK ERECTOR NOTE: LENGTH MAX 04" DRILLED HOLE CENTERED IN COLUMN HOLE LOCATION 0" DETERMINED ON SITE 14' 16" WIDE x 3" DEEP 20 GA. GALVALUME AZ50 SMOOTH WHITE STEEL DECK PANELS. PANELS START AND END 3" FROM PURLIN ENDS. DOUBLE CLIP THE FIRST (2) DECK PANELS AT EACH END OF CANOPY. 1 1 /2" 4 5/8" 12" 2 3/4„ 4 5/8" 12 "x1 8 "x3/4" 18" STEEL PLATE TOP PLATE DETAIL SUPPORT STRAP 5" 2" 4" 7f PVC END CAP CUT IN HALF 2 1/2" PVC PIPE 1 3/4" PVC PIPE TO GUTTER CONNECTION DETAIL (4) 03/4" A325 BOLTS (TYP.) INSTALL WITH NUTS & WASHERS ON TOP OF FLANGE MAIN BEAM 3 1/2" PURLIN GENERAL NOTES: 1. THE STRUCTURAL STEEL IS DESIGNED IN ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 14th EDITION, WHICH CORRESPONDS TO THE 2010 AISC SPECIFICATION (ANSI /AISC 360 -10) 6 2. ALL CONTRACTOR'S WORK SHALL BE PERFORMED IN A MANNER TO FOLLOW ALL STATE AND LOCAL CODES AND v�`ti��OO� C6�OO REGULATIONS. COO G°3G°�OO G°3Ga��0O G�] 3. ALL STRUCTURAL STEEL SHALL BE AS FOLLOWS: W SHAPES: ASTM A992 — 50 ksi 1/4-14 x 7/8" TEK SCREWS (2) X 1 1/2 PER BRACE U 1 1/4 / 1/4-14 x TEK SCREWS 7/8" (TYP.) 16" ROUND: A500 GRADE B &C — BRACE PROFILE 3" DECK PANEL 2435 E. Bellefontaine Road — DECK END VIEW SHOWN Hamilton, IN 46742 (SIDE VIEW SIMILAR) MISCELLANEOUS PLATE MATERIAL: r1 r\ I I A 'T A r% R A r T A I- r\ r-% AT COLUMN END, AND 5" FASCIA DETAIL DRAWN WITH GRADE LEVEL AND TOPS OF FOOTERS LEVEL WITH EACH OTHER. GRADE IS THE DRIVE SURFACE. NO ISLAND OR CURB IS CONSIDERED WHEN DETERMINING CLEAR HEIGHT OR SUBSET. IF SLOPE IN GRADE EXISTS, IT IS THE CUSTOMER'S RESPONSIBILITY TO NOTIFY S.C.C. PRIOR TO THE FABRICATION OF COLUMNS. FRONT SIDE OF TOP RAIL FASTENED TO BRACES WITH #8 -18 x1/2" TRUSS HD SCREWS 26 TOP SIDE OF TOP RAIL FASTENED TO BRACES WITH 1/4-14 x 7/8" TEK SCREWS 2 7/8" 1 13/16 1 5/8" 6 1 1/2" 3" GUTTER 8" 20GA 0/0 DIMENSIONS OF THE GUTTER AND FASCIA BRACES ARE 21' -10" x 49' -10" 10" WIDE x 5" TO 6" DEEP SMOOTH WHITE 20 GA. GALVALU M E AZ50 STEEL 2 "x2 "x 1 /8" LATERAL TAPERED LEAD ANGLE BOLTED ACROSS 2 "x2 "X1/8 )) x4p TOPS OF PURLINS TYP. SAG ANGLES ON M1 � 00 00 -1 00 (0 LO O N E 6' -6" 16' E 22 FASCIA 6' -6" E OUTSIDE CORNER TRIM MFA602F301 S J— CHANNEL MFA058F301S TOP RAIL 20GA 12" WIDE x 36" LONG ATAS INTER — LOCKING PANELS SECURED TO GUTTER AND TOP RAIL TO CONSEAL FASTENERS M FP 120 F301 S DRIP FLASHING MFA661 F301 S PERIMETER GUTTER CUTOUT IN PERIMETER GUTTER TO ALLOW WATER TO DRAIN INTO PVC DRAIN PIPE URETHANE CAULK ALL AROUND JOINT 7 DECK / TAPERED LEAD COVERS PVC SIDE VIEW GU FINISH PAN OPTIONS COLLAR FASTENED TO COLUMN WITH (8) # 12 -24x 1 1/4 FINE TEK SCRE'" ICI K2 "x1/8" ANGLE DLUMN ERECTOR TO CA( ALL DECK PAN OLUMN CONNECTIC DECK PANS LEAD BUTTS INTO SIDE OF COLUMN PVC FROM GL CONNECTED TO INTEKNAL DRAINS IN COLUMN COLLAR DETAIL 3/4" A325 NOTE: IF BOLT HOLES DO NOT LINE BOLTS 2 " x2 "x1 /8 "x9' ANGLE UP, A 1/8" FILLET WELD OF ANGLE TO TOP OF PURLIN IS PERMISSIBLE MAI N B EAM — --_ (TYP.) PURLIN I 106 9/16" (TYP.) 9' SAG ANGLE DETAIL 3" CUSTOMER TO CONFIRM DRAIN 2 "x2 "x1/8 x9' AND CONDUIT LOCATIONS SAG ANGLES PRIOR TO FABRICATION ON M2 8" WIDE x 3" DEEP SMOOTH WHITE 20 GA. GALVALU M E AZ50 STEEL PERIMETER GUTTER „ OUT ET OUTLET C3 C 1 9 �- W 16x36 P 1 FULL LENGTH ELECTRICAL N CONDUIT N W 16x36 P2 N X FULL LENGTH ELECTRICAL CONDUIT �- W 16 x 3 6 P3 -F-- > C2 OUTLET OUTLET IC4 10' — 26' 50' FASCIA PLAN VIEW SCALE: 1/811 = 1' -0" 2x2 x 1 /8 STEEL COLLAR FASTENED TO COLUMN WITH -17 -8 (8) # 12 -24x FINE TEK SCREWS 16'- 10" 151-41) 20' —10" 8' -10" DECK ERECTOR NOTE: LENGTH MAX 04" DRILLED HOLE CENTERED IN COLUMN HOLE LOCATION 0" DETERMINED ON SITE 14' 16" WIDE x 3" DEEP 20 GA. GALVALUME AZ50 SMOOTH WHITE STEEL DECK PANELS. PANELS START AND END 3" FROM PURLIN ENDS. DOUBLE CLIP THE FIRST (2) DECK PANELS AT EACH END OF CANOPY. 1 1 /2" 4 5/8" 12" 2 3/4„ 4 5/8" 12 "x1 8 "x3/4" 18" STEEL PLATE TOP PLATE DETAIL SUPPORT STRAP 5" 2" 4" 7f PVC END CAP CUT IN HALF 2 1/2" PVC PIPE 1 3/4" PVC PIPE TO GUTTER CONNECTION DETAIL (4) 03/4" A325 BOLTS (TYP.) INSTALL WITH NUTS & WASHERS ON TOP OF FLANGE MAIN BEAM 3 1/2" PURLIN GENERAL NOTES: 1. THE STRUCTURAL STEEL IS DESIGNED IN ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 14th EDITION, WHICH CORRESPONDS TO THE 2010 AISC SPECIFICATION (ANSI /AISC 360 -10) 6 2. ALL CONTRACTOR'S WORK SHALL BE PERFORMED IN A MANNER TO FOLLOW ALL STATE AND LOCAL CODES AND v�`ti��OO� C6�OO REGULATIONS. COO G°3G°�OO G°3Ga��0O G�] 3. ALL STRUCTURAL STEEL SHALL BE AS FOLLOWS: W SHAPES: ASTM A992 — 50 ksi 10 X STRUCTURAL TUBING: ASTM A500 GRADE B &C — 46 ksi DRAWN BY: SS ASTM A325 RESPECTIVELY. Phone: (303) 972 -6512 16" ROUND: A500 GRADE B &C — 42 ksi. FOOTER NOTES: 2435 E. Bellefontaine Road ALL CAP PLATES AND BASE PLATES: A572 GRADE 50. Hamilton, IN 46742 TAPERED LEAD IS 6" TALL MISCELLANEOUS PLATE MATERIAL: A36 (IE. WEB SPLICE (260) 488 -4065 AT COLUMN END, AND 5" N 1 PLATES, GUSSETS, ETC.) +/— 1/4" UNLESS OTHERWISE NOTED. DISTRIBUTOR: CREW CARWASH TALL AT GUTTER END �;•�� 4. DECK PANELS TO MEET ASTM A792 GRADE 50 WITH A N°` �� INSTALLED WITH "TURN —OF —NUT" METHOD AS DEFINED IN SIZE: 22' 50' # COLUMNS: 4 2. CONCRETE FOUNDATIONS, BY GENERAL CONTRACTOR, SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS. THE CONCRETE MIX SHALL HAVE A 10' — 26' 50' FASCIA PLAN VIEW SCALE: 1/811 = 1' -0" 2x2 x 1 /8 STEEL COLLAR FASTENED TO COLUMN WITH -17 -8 (8) # 12 -24x FINE TEK SCREWS 16'- 10" 151-41) 20' —10" 8' -10" DECK ERECTOR NOTE: LENGTH MAX 04" DRILLED HOLE CENTERED IN COLUMN HOLE LOCATION 0" DETERMINED ON SITE 14' 16" WIDE x 3" DEEP 20 GA. GALVALUME AZ50 SMOOTH WHITE STEEL DECK PANELS. PANELS START AND END 3" FROM PURLIN ENDS. DOUBLE CLIP THE FIRST (2) DECK PANELS AT EACH END OF CANOPY. 1 1 /2" 4 5/8" 12" 2 3/4„ 4 5/8" 12 "x1 8 "x3/4" 18" STEEL PLATE TOP PLATE DETAIL SUPPORT STRAP 5" 2" 4" 7f PVC END CAP CUT IN HALF 2 1/2" PVC PIPE 1 3/4" PVC PIPE TO GUTTER CONNECTION DETAIL (4) 03/4" A325 BOLTS (TYP.) INSTALL WITH NUTS & WASHERS ON TOP OF FLANGE MAIN BEAM 3 1/2" PURLIN GENERAL NOTES: 1. THE STRUCTURAL STEEL IS DESIGNED IN ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 14th EDITION, WHICH CORRESPONDS TO THE 2010 AISC SPECIFICATION (ANSI /AISC 360 -10) 6 2. ALL CONTRACTOR'S WORK SHALL BE PERFORMED IN A MANNER TO FOLLOW ALL STATE AND LOCAL CODES AND v�`ti��OO� C6�OO REGULATIONS. COO G°3G°�OO G°3Ga��0O G�] 3. ALL STRUCTURAL STEEL SHALL BE AS FOLLOWS: W SHAPES: ASTM A992 — 50 ksi (4) 03/4" A325 BOLTS (TYP.) SECTION 8.1 OF THE RCSC SPECIFICATION FOR STRUCTURAL •' • INSTALL WITH NUTS & WASHERS JOINTS USING ASTM A325 OR A490 H.S. BOLTS, DEC. 31, ':'••DIAI'� .• ON TOP OF FLANGE SS ''••''' 2009, CONTAINED IN PART 16, SPECIFICATIONS AND CODES / OF THE AISC STEEL CONSTRUCTION MANUAL, 14th EDITION. SECTION 8.2.1; TABLE 8.2, TURN-OF-'NUT PRETENSIONING: A. ALL BOLTS SHALL BE BROUGHT TO A SNUG TIGHTNESS, DEFINED AS THE TIGHTNESS ATTAINED BY THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. STRUCTURAL DESIGN & MANAGEMENT, INC. B. ALL BOLTS IN CONNECTION SHALL THEN BE TIGHTENED ADDITIONALLY BY A NUT OR BOLT ROTATION (THERE SHALL BE NO ROTATION OF THE PART NOT TURNED BY THE WRENCH) OF THE FOLLOWING, PER TABLE 8.2: TOP PLATE R D 11356 West Coal Mine Drive DOUBLE CLIP FIRST (2) DECK I DECKPANS AT EACH END OF THE CANOPY ON BOTH SIDES T.S. Ci OF THE PURLINS. ALTERNATE CLIPS BOTH SIDES OF PURLINS FOR REMAINING DECK. STRUCTURAL CONNECTION DETAIL NOT TO SCALE NOTE: IF BOLT HOLES DO NOT LINE UP, A 1/8" FILLET WELD OF ANGLE TO TOP OF PURLIN IS PERMISSIBLE 10 X STRUCTURAL TUBING: ASTM A500 GRADE B &C — 46 ksi DRAWN BY: SS ASTM A325 RESPECTIVELY. Phone: (303) 972 -6512 16" ROUND: A500 GRADE B &C — 42 ksi. FOOTER NOTES: 2435 E. Bellefontaine Road ALL CAP PLATES AND BASE PLATES: A572 GRADE 50. Hamilton, IN 46742 TAPERED LEAD IS 6" TALL MISCELLANEOUS PLATE MATERIAL: A36 (IE. WEB SPLICE (260) 488 -4065 AT COLUMN END, AND 5" N 1 PLATES, GUSSETS, ETC.) +/— 1/4" UNLESS OTHERWISE NOTED. DISTRIBUTOR: CREW CARWASH TALL AT GUTTER END �;•�� 4. DECK PANELS TO MEET ASTM A792 GRADE 50 WITH A N°` �� INSTALLED WITH "TURN —OF —NUT" METHOD AS DEFINED IN SIZE: 22' 50' # COLUMNS: 4 (4) 03/4" A325 BOLTS (TYP.) SECTION 8.1 OF THE RCSC SPECIFICATION FOR STRUCTURAL •' • INSTALL WITH NUTS & WASHERS JOINTS USING ASTM A325 OR A490 H.S. BOLTS, DEC. 31, ':'••DIAI'� .• ON TOP OF FLANGE SS ''••''' 2009, CONTAINED IN PART 16, SPECIFICATIONS AND CODES / OF THE AISC STEEL CONSTRUCTION MANUAL, 14th EDITION. SECTION 8.2.1; TABLE 8.2, TURN-OF-'NUT PRETENSIONING: A. ALL BOLTS SHALL BE BROUGHT TO A SNUG TIGHTNESS, DEFINED AS THE TIGHTNESS ATTAINED BY THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. STRUCTURAL DESIGN & MANAGEMENT, INC. B. ALL BOLTS IN CONNECTION SHALL THEN BE TIGHTENED ADDITIONALLY BY A NUT OR BOLT ROTATION (THERE SHALL BE NO ROTATION OF THE PART NOT TURNED BY THE WRENCH) OF THE FOLLOWING, PER TABLE 8.2: TOP PLATE R D 11356 West Coal Mine Drive DOUBLE CLIP FIRST (2) DECK I DECKPANS AT EACH END OF THE CANOPY ON BOTH SIDES T.S. Ci OF THE PURLINS. ALTERNATE CLIPS BOTH SIDES OF PURLINS FOR REMAINING DECK. STRUCTURAL CONNECTION DETAIL NOT TO SCALE NOTE: IF BOLT HOLES DO NOT LINE UP, A 1/8" FILLET WELD OF ANGLE TO TOP OF PURLIN IS PERMISSIBLE MINIMUM YIELD STRENGTH OF 50 ksi. X 5. ALL WASHERS AND NUTS TO MEET ASTM F436 AND DRAWN BY: SS ASTM A325 RESPECTIVELY. Phone: (303) 972 -6512 6. ALL WELDING, UNLESS NOTED OTHERWISE, SHALL BE Fax: (775) 655 -5831 Carl A. Demeter SE., PE. cademeter @comcast.net FOOTER NOTES: PERFORMED IN THE SHOP PRIOR TO SHIPMENT. ALL FIELD WELDS MUST BE PERFORMED BY CERTIFIED WELDERS. ALL WELDING TO COMPLY WITH AWS D1.1 "STRUCTURAL WELDING CODE— STEEL" WITH E70XX ELECTRODES. 7. ALL STRUCTURAL STEEL CONNECTORS, SPLICES AND N 1 FIELD WELDS ARE TO BE PRIMED AFTER ERECTION. +/— 1/4" UNLESS OTHERWISE NOTED. B 0 LT NOTES: �;•�� ALL A325 AND A490 BOLTED CONNECTIONS SHALL BE N°` �� INSTALLED WITH "TURN —OF —NUT" METHOD AS DEFINED IN ' (4) 03/4" A325 BOLTS (TYP.) SECTION 8.1 OF THE RCSC SPECIFICATION FOR STRUCTURAL •' • INSTALL WITH NUTS & WASHERS JOINTS USING ASTM A325 OR A490 H.S. BOLTS, DEC. 31, ':'••DIAI'� .• ON TOP OF FLANGE SS ''••''' 2009, CONTAINED IN PART 16, SPECIFICATIONS AND CODES / OF THE AISC STEEL CONSTRUCTION MANUAL, 14th EDITION. SECTION 8.2.1; TABLE 8.2, TURN-OF-'NUT PRETENSIONING: A. ALL BOLTS SHALL BE BROUGHT TO A SNUG TIGHTNESS, DEFINED AS THE TIGHTNESS ATTAINED BY THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. STRUCTURAL DESIGN & MANAGEMENT, INC. B. ALL BOLTS IN CONNECTION SHALL THEN BE TIGHTENED ADDITIONALLY BY A NUT OR BOLT ROTATION (THERE SHALL BE NO ROTATION OF THE PART NOT TURNED BY THE WRENCH) OF THE FOLLOWING, PER TABLE 8.2: TOP PLATE R D 11356 West Coal Mine Drive DOUBLE CLIP FIRST (2) DECK I DECKPANS AT EACH END OF THE CANOPY ON BOTH SIDES T.S. Ci OF THE PURLINS. ALTERNATE CLIPS BOTH SIDES OF PURLINS FOR REMAINING DECK. STRUCTURAL CONNECTION DETAIL NOT TO SCALE NOTE: IF BOLT HOLES DO NOT LINE UP, A 1/8" FILLET WELD OF ANGLE TO TOP OF PURLIN IS PERMISSIBLE SOIL PR SURE 3/4" A325 BOLT PRESSURE OF 2,000 PSF AND A PASSIVE ES OF 200 PSF /FT. NO BURIED TANKS OR OTHER STRUCTURES 2"x2"x1/8 "x4' MAY BE LOCATED SUCH THAT THEY HINDER THE PROPER ._SAG ANGLE FUNCTION AND INTEGRITY OF THE FOOTER. IF THE SITE —15" 1 1/2" MAI N B EAM 5116 (TYP.) PURLIN 45 5/16" (TYP.) 10" 513/16" 4' SAG ANGLE DETAIL H.S.S. BOLT COLUMN HOLES 21 5/8" _ 03" HOLE IN COLUMN ERECTOR NOTE: SLIDE LOWER 03" SECTION OF PVC UP OR DOWN 02 1/2" SECTION OF PVC TO POSITION DRAIN ELBOW AT DESIRED HEIGHT ERECTOR NOTE: TURN ELBOW TO DESIRED SIDE OF COLUMN INTERNAL DRAIN s I 1/4" GUSSET PLATE WITH 1/4" FILLET WELD BOTH SIDES (TYP.) (4) REQUIRED SEE FOOTER NOTE #6 -L TOP OF GRADE 14" SUBSET 6" 18" TYP. >.S. COLUMN 06" ACCESS HOLE BASE PLATE #4 REBAR © 12" 0/C EACH WAY, EACH LAYER. MIN. (3) LAYERS REQUIRED. BARS MAY BE WIRED OR TACK WELDED. x3/4" BASE PLATE W/ (4) 01 1/2" BOLT HOLES ANCHOR BOLTS 01 1/4" x 30" LONG ASTM F1554 GRADE 55 HEX HEAD BOLT WITH 7" PROJECTION AND DOUBLE NUTS FOR PLUMBING AND LEVELING 7" THREADED PROJECTION CONCRETE FOUNDATIONS 4 BY GENERAL CONTRACTOR (16) #4 REBAR VERTICALS 6" AT PERIMETER OF CAGE (1) #4 REBAR VERTICAL IN CENTER OF CAGE TO FOOTER DETAIL SUPPORT MATS CONTAINS QUESTIONABLE SOIL CONDITIONS, SOIL BORINGS Z MUST BE PERFORMED WITH A COPY OF THE FINAL REPORT O FORWARDED TO THE ENGINEER OF RECORD FOR FINAL 0 DESIGN OF FOUNDATIONS PRIOR TO CONSTRUCTION. (/) 6. A NON— SHRINK HIGH STRENGTH GROUT IN ACCORDANCE WITH ASTM C827 SHALL BE USED BETWEEN THE BASE > W PLATE AND FOOTING WITH A THICKNESS RANGE OF 1" TO 2 ". GROUT TO BE INSTALLED BY FOUNDATION CONTRACTOR. USE TAMMS GROUT SUPREME OR APPROVED EQUAL. DESIGN LOAD CRITERIA ERECTION NOTES : CODE: 2014 IN STATE BLDG CODE 1. ELEVATION OF LEVELING MUST BE SET WITH A TRANSIT GROUND SNOW LOAD: 20 PSF LEVEL DURING CONSTRUCTION. ROOF SNOW LOAD: 20 PSF 2. ALL STEEL (IE; COLUMNS, PURLINS, MAIN BEAMS) MUST SNOW DRIFT: 30 PSF BE CHECKED CLOSELY TO VERIFY THAT IT IS PLUMB, ROOF DEAD LOAD: 5 PSF SQUARE AND LEVEL AFTER IT HAS BEEN ERECTED AND WIND VELOCITY: 105 MPH, CAT. 1 BEFORE FINAL ADJUSTMENT. EXPOSURE: C 3. ALL ASTM A325 BOLTS SHALL BE INSTALLED PER THE LATERAL WIND LOAD: 26 PSF 2009 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING UPLIFT WIND LOAD: 14 PSF ASTM A325 OR A490 BOLTS. SEISMIC ZONE or ACCELERATION COEFFICIENTS: Ss= 20 S1= 8 4. ALL BRACING, (SAGS, LATERALS, ETC.) MUST BE SITE ADDRESS: INSTALLED PRIOR TO THE INSTALLATION OF THE DECK PANELS. 16" WIDE DECK PANELS DOUBLE CLIP FIRST (2) DECKPANS AT EACH END OF THE CANOPY ON BOTH SIDES OF THE PURLINS. ALTERNATE CLIPS ON EACH SIDE OF PURLINS FOR REMAINING DECK. DECKCLIP ATTACHMENT DETAIL SCALE: NOT SHOWN CREW CARWASH #29 1250 N RANGELINE ROAD CARMEL, IN 46032 1/8" = V -0" U.N.O. C -16 -2431 DATE: QUOTE # 06 -27 -2016 18173- BMQ -16 TITLE: CANOPY PLAN & ELEVATIONS BOLT LENGTH UP TO AND INCLUDING 4 DIAMETERS — L Littleton, CO 80127 1/3 TURN (BOTH FACES NORMAL TO BOLT AXIS) BOLT LENGTH OVER 4 AND LESS THAN 8 DIAMETERS — P Phone: (303) 972 -6512 1/2 TURN (BOTH FACES NORMAL TO BOLT AXIS) F Fax: (775) 655 -5831 Carl A. Demeter SE., PE. cademeter @comcast.net FOOTER NOTES: L F N 1 1. MAINTAIN TOPS OF ALL FOOTERS AT THE SAME ELEVATION +/— 1/4" UNLESS OTHERWISE NOTED. 2. CONCRETE FOUNDATIONS, BY GENERAL CONTRACTOR, SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS. THE CONCRETE MIX SHALL HAVE A MINIMUM SLUMP OF 3" AND A MAXIMUM SLUMP OF 4 ". 3. COLUMNS ARE TO BE LOCATED IN THE CENTER OF THE FOUNDATION WITH THE COLUMNS CENTER TO CENTER SPACING CONFIRMED USING A TRANSIT. ANCHOR BOLT SPACINGS ARE TO BE VERIFIED BEFORE CONCRETE PLACEMENT. 4. STEEL REINFORCEMENT TO MEET ASTM A615 GRADE 40 FOR #4 REBAR & GRADE 60 FOR #5 REBAR OR GREATER. 5. THE FOUNDATION DESIGN INCORPORATES A SOIL BEARING 3/4" A325 BOLT PRESSURE OF 2,000 PSF AND A PASSIVE ES OF 200 PSF /FT. NO BURIED TANKS OR OTHER STRUCTURES 2"x2"x1/8 "x4' MAY BE LOCATED SUCH THAT THEY HINDER THE PROPER ._SAG ANGLE FUNCTION AND INTEGRITY OF THE FOOTER. IF THE SITE —15" 1 1/2" MAI N B EAM 5116 (TYP.) PURLIN 45 5/16" (TYP.) 10" 513/16" 4' SAG ANGLE DETAIL H.S.S. BOLT COLUMN HOLES 21 5/8" _ 03" HOLE IN COLUMN ERECTOR NOTE: SLIDE LOWER 03" SECTION OF PVC UP OR DOWN 02 1/2" SECTION OF PVC TO POSITION DRAIN ELBOW AT DESIRED HEIGHT ERECTOR NOTE: TURN ELBOW TO DESIRED SIDE OF COLUMN INTERNAL DRAIN s I 1/4" GUSSET PLATE WITH 1/4" FILLET WELD BOTH SIDES (TYP.) (4) REQUIRED SEE FOOTER NOTE #6 -L TOP OF GRADE 14" SUBSET 6" 18" TYP. >.S. COLUMN 06" ACCESS HOLE BASE PLATE #4 REBAR © 12" 0/C EACH WAY, EACH LAYER. MIN. (3) LAYERS REQUIRED. BARS MAY BE WIRED OR TACK WELDED. x3/4" BASE PLATE W/ (4) 01 1/2" BOLT HOLES ANCHOR BOLTS 01 1/4" x 30" LONG ASTM F1554 GRADE 55 HEX HEAD BOLT WITH 7" PROJECTION AND DOUBLE NUTS FOR PLUMBING AND LEVELING 7" THREADED PROJECTION CONCRETE FOUNDATIONS 4 BY GENERAL CONTRACTOR (16) #4 REBAR VERTICALS 6" AT PERIMETER OF CAGE (1) #4 REBAR VERTICAL IN CENTER OF CAGE TO FOOTER DETAIL SUPPORT MATS CONTAINS QUESTIONABLE SOIL CONDITIONS, SOIL BORINGS Z MUST BE PERFORMED WITH A COPY OF THE FINAL REPORT O FORWARDED TO THE ENGINEER OF RECORD FOR FINAL 0 DESIGN OF FOUNDATIONS PRIOR TO CONSTRUCTION. (/) 6. A NON— SHRINK HIGH STRENGTH GROUT IN ACCORDANCE WITH ASTM C827 SHALL BE USED BETWEEN THE BASE > W PLATE AND FOOTING WITH A THICKNESS RANGE OF 1" TO 2 ". GROUT TO BE INSTALLED BY FOUNDATION CONTRACTOR. USE TAMMS GROUT SUPREME OR APPROVED EQUAL. DESIGN LOAD CRITERIA ERECTION NOTES : CODE: 2014 IN STATE BLDG CODE 1. ELEVATION OF LEVELING MUST BE SET WITH A TRANSIT GROUND SNOW LOAD: 20 PSF LEVEL DURING CONSTRUCTION. ROOF SNOW LOAD: 20 PSF 2. ALL STEEL (IE; COLUMNS, PURLINS, MAIN BEAMS) MUST SNOW DRIFT: 30 PSF BE CHECKED CLOSELY TO VERIFY THAT IT IS PLUMB, ROOF DEAD LOAD: 5 PSF SQUARE AND LEVEL AFTER IT HAS BEEN ERECTED AND WIND VELOCITY: 105 MPH, CAT. 1 BEFORE FINAL ADJUSTMENT. EXPOSURE: C 3. ALL ASTM A325 BOLTS SHALL BE INSTALLED PER THE LATERAL WIND LOAD: 26 PSF 2009 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING UPLIFT WIND LOAD: 14 PSF ASTM A325 OR A490 BOLTS. SEISMIC ZONE or ACCELERATION COEFFICIENTS: Ss= 20 S1= 8 4. ALL BRACING, (SAGS, LATERALS, ETC.) MUST BE SITE ADDRESS: INSTALLED PRIOR TO THE INSTALLATION OF THE DECK PANELS. 16" WIDE DECK PANELS DOUBLE CLIP FIRST (2) DECKPANS AT EACH END OF THE CANOPY ON BOTH SIDES OF THE PURLINS. ALTERNATE CLIPS ON EACH SIDE OF PURLINS FOR REMAINING DECK. DECKCLIP ATTACHMENT DETAIL SCALE: NOT SHOWN CREW CARWASH #29 1250 N RANGELINE ROAD CARMEL, IN 46032 1/8" = V -0" U.N.O. C -16 -2431 DATE: QUOTE # 06 -27 -2016 18173- BMQ -16 TITLE: CANOPY PLAN & ELEVATIONS 16" WIDE DECK PANELS DOUBLE CLIP FIRST (2) DECKPANS AT EACH END OF THE CANOPY ON BOTH SIDES OF THE PURLINS. ALTERNATE CLIPS ON EACH SIDE OF PURLINS FOR REMAINING DECK. DECKCLIP ATTACHMENT DETAIL SCALE: NOT SHOWN CREW CARWASH #29 1250 N RANGELINE ROAD CARMEL, IN 46032 1/8" = V -0" U.N.O. C -16 -2431 DATE: QUOTE # 06 -27 -2016 18173- BMQ -16 TITLE: CANOPY PLAN & ELEVATIONS