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Home My WebLink Aboutrevised page 5 canopy drawing.W1 8x35 ROOF FRAMING PLAN SCALE: 1/8 = 1'-0 FOOTING SCHEDULE MARK DIMENSIONS: LxWxD #4 STEEL MAT #5 STEEL MAT TOP AND BOTTOM TOP AND BOTTOM #6 STEEL MAT TOP AND BOTTOM REMARKS I- 0 UGENERAL NOTES 5'-0x5'-Ox5'-O 56'-0 #6@12o/c E.W #4, #5, AND #6 OPTIONS ALL STEEL SHOWN IS TO BE PLACED EACH WAY. DECK -' 1 j 5L13/gx 1 1 L1 /2x1 /2x /g 15/gx 16GA V)6'-0 46'-0 4'-0 3 FOUNDATIONS: 7 FASCIA BRACE -0 , 54 -0 1 -0 CD4'-Oo/c w/ �- �- THE SOIL BEARING VALUE SHALL NOT BE LESS THAN 2000 7" GUTTER TIE TRACK PSF. THE BEARING VALUE SHALL BE VERIFIED BY THE G.C. 3mm ACM FOOTINGS SHALL IN UNDISTURBED SOIL. ALL T/FOOT. B MAIN BEAM FASCIA ELEVATION ARE TO BE THE SAME UNLESS SHOWN OTHERWISE. _ 1/ » LIP IF ELEVATIONS ARE NOT THE SAME CHAPMAN CANOPIES L1x1x1/g --'i (�---2- MUST BE INSTRUCTED OF ELEV.'S IN WRITING WHEN CANOPY W1 8x35 *EV ORDER IS PLACED. FOOTINGS DESIGN COMPLIES W/ACI-318. GUTTER o EI ® CING EL• TYF. ALL DEFORMED BARS SHALL COMPLY w/ASTM A615 FY=60 AND 1 /8 _ SHALL BE WIRE TIED AT ALL JOINTS. RUSTY, OILY, OR DIRTY I STEEL SHALL NOT BE USED. f I I I I W1 8x35 1 I I STAGG. DECK ANCHOR BOLTS: FASCIA 3mm TO BE A.C.M.\// CLIPS PURLIN 3 5 L1 /8x1 /gx16GA 24 GA SCUPPER TO MATCH GUTTER ANCHOR BOLTS MUST BE INSTALLED WITH A TEMPLATE AROUND ENTIRE CANOPY RIVET TO GUTTER AND WITHIN 1/8 -INCH OF MEASUREMENTS OF THE BASE { 1 I I I I I { { PLATE OR COLUMN WILL NOT FIT. CONCRETE CONTRACTOR I I { I ! { 1S RESPONSIBLE FOR RECESSING FOOTINGS 10 - INCHES 1 FLAT PAN DECK L1 1/ x1 '/2x'/,, BELOW FINISH GRADE AND FOR EXTENDING ANCHOR BOLTS W1 8x351 2 SCUPPER 5 - INCHES ABOVE FOOTINGS IN ORDER FOR CANOPY TO DECK TO BE T GUTTER ERECT PRO PERLY. ANCHOR BOLTS SHALL BE ASTM F15547 22 GA (PERIMETER) . GRADE 36.P-16 N I 04x I X co SECTION GOC r. B FIN. DRIVE LEVEL 3 _ 3 TYPIAL RIDING - ALL CONCRETE SHALL BE 3000 PSI IN 28 DAYS. ALL CONC. W1 8x35 L1 /2x1 /2x /8 SHALL BE PLACED IN ACCORDANCE WITH ACI -318. I I I I I I I I 1 1 1 L1 /x1 /x/ 16x26 UC EL: 2 8 I I I I I I I I AT �CH PURLIN 5 4- /g )�� DIA. A324N ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AISC SPECIFICATIONS. W -SHAPES SHALL BE ASTM A992. MISCELLANEOUS STEEL, PLATES, ANGLES, AND CHANNELS ARE TYP. 1 1 1 1 TO BE ASTM A36. HSS SHAPES SHALL BE ASTM A500 GR. C. W1 8x35 ROOF FRAMING PLAN SCALE: 1/8 = 1'-0 FOOTING SCHEDULE MARK DIMENSIONS: LxWxD #4 STEEL MAT #5 STEEL MAT TOP AND BOTTOM TOP AND BOTTOM #6 STEEL MAT TOP AND BOTTOM REMARKS F5 5'-0x5'-Ox5'-O #4@8o/c E.W #5@10o/c E.W #6@12o/c E.W #4, #5, AND #6 OPTIONS ALL STEEL SHOWN IS TO BE PLACED EACH WAY. 1/8 L1 /2x1 /2x /8 PROOF OF WELDERS CERTIFICATION SHALL BE AVAILABLE 1 BRIDGING TYP. ON REQUEST. AL BOLTS SHALL BE IN ACCORDANCE w/ASTM A325. OTHER CONCRETE S: OTHER CONCRETE ITEMS SUCH AS DRIVE THRU SLAB, BUILDING SLAB, PERIMETER FOOTING AND LOAD BEARING FOOTINGS NOT USED FOR THE CANOPY ARE TO BE AT THE SAME ELEVATION UNLESS SHOWN OTHERWISE. IF W18x35 ELEVATIONS ARE TO VARY, CHAPMAN CANOPIES MUST BE INSTRUCTED OF ELEVATIONS IN WRITING WHEN ORDER IS 46'-0 PLACED. SECTIONE FOUNDATION NOTE: W _ 5 _ FOOTINGS PROVIDED BY CUSTOMER. CHAPMAN CAN. IS NOT _f5 RESPONSIBLE OR LIABLE FOR THE USE OF EXIST. FOOTINGS. I 1 NOTE: THIS CANOPY IS DESIGNED PER ASCE 7-16 STRUCTURE LOADS SEE FIG. 27.3-4, UNBALANCED WIND LOAD HSS10x10x /16 HSS10x10x /16 3» ,' '' -- TOP MAT (SEE SCH.) CODE REFERENCE �,.� 2017 FLORIDA CODE u.. .., .......,.,., • ,..,. .....,..........,.......�1.20 53.03 6th EDITION as 30 CASE A ( ) (13.26) #3014 DEAD LOAD 4.0 PSF 1606.1 #4 EA. CORNER CASE B 3'-0 BOTTOM MAT (SEE SCH.) LIVE LOAD 20.0 PSF w APP. RED. 1607.12.2.1 SNOW LOAD 1.0 PSF + DRIFTS ASCE 7-16 PART 7.0 WIND SPEED 159.0 MPH 3 SEC. GUST 49.1 PSF ASCE 7 PART 26-29 CATEGORY 11 Iw 1.0 EXP. C VERT. ROOF PRESSURE Case A Cnw Cnl Case B Cnw Cm ASCE 7 FIG. 27.3-4 * CLEAR WIND FLOW 1.20 53.03 .30 13.26 -1.10(-48.61) -.10(-4.42) F5 r _ _ �F5 SECTION A 14 * PLACE ANCHOR BOLTS NOTES: HORIZ. FASCIA PRESSURE EXP. C I I I - ON 14 IN. C/C 1 1. THESE LOADS HAVE BEEN APPLIED TO STRUCTURE Case A & B Cfz Cfx ASCE 7 FIG. 29.3-1 { C 3 IN 8 BASICCCOMB COMBINAORDANCE TIONS FOR ALLOWABLE16, STRESS TER ' 2.4.1 1.89 92,93 1.87 91.62 L--- - GUSSETS EACH ASCE _ SIDE OF COLUMNS SEISMIC DATA ASCE 7-16 HSS10x10x5/1g HSS10x10x5/1g T- 2. THESE STEEL MEMBERS HAVE BEEN SIZED BASED ON STEEL TUBE w/ 30 ASD, AISC 14th EDITION. SEISMIC DESIGN 2 SEC. SPECTRUM RESPONSE Ss 0.0560 FIG. 22.1 FOUNDATION PLAN BASE1 i-1x18x1'-6 L CATEGORY 1 SEC. SP 4-1 /4 DIA. x 34 A.B 4 TAB. 11.6(1)(2) SPECTRUM RESPONSE S1 0.0290 FIG. 22.2 1 1�_p 11/2» NON -SHRINK GROUT 3. ANALYSIS OF THIS STRUCTURE HAS BEEN ACCOMPLISHED LONG PERIOD TRANSITION PERIOD TI 8 FIG. 22-14 SCALE: /g - 14 * UNDER BASE R USING THE LATEST GENERATION OF MATRIX BASED A G - 1 PLACE ANCHOR BOLTS (GROUT BY OTHERS) SOFTWARE. RISK CATEORY 11 TAB. 1.5 ON 14 IN. C/C �P' 5 SEISMIC FACTOR le 1.00 TAB. 1.5-2 46'-0 /16 4. COLUMN SLENDERNESS FACTORS ARE BASED ON PAVEMENT I I CHAPTER C, DIRECT ANALYSIS METHOD. SITE COEFFICIENT Fa 1.60 TAB. 11.4-1 ,R36 Kx = 1.0 SITE COEFFICIENT Fv 2.40 TAB. 11.4-2 r 1 P-3/8 GUSSETS EACH 1 I Kz = 1.0 SITE CLASSIFICATION D TAB. 20.3-1 SIDE OF COLUMNS SEE PLAN 5. BASES ARE FIXED. SITE ADJUSTMENT COEFFICIENT, Sms 0.0896 EQ. 11.4-1 STEEL TUBE w/ 30 I Q BASE1 1x18x1 -6 L_ SITE ADJUSTMENT COEFFICENT Smi 0.0696 E 11.4-2 HSS10x10x5/16 LO HSS10x10x5/16 4-1 /4 DIA. x 34 A.B 4 • 11/2" NON -SHRINK GROUT DESIGN SPECTRAL RESPONSE SDS 0.0598 EQ. 11.4-3 UNDER BASE z z #4 EACH CORNER (GROUT BY OTHERS) g Q 63/ 63/ 3 DESIGN SPECTRAL RESPONSE SD1 0.0464 E!2. 11.4-4 TYP. 5 a f� /g STIFF. NS FS /16 I I w w WELDED TO BEAM W Kips 10.30 12.8 PAVEMENT I I Li o J Z X M( SEISMIC RESPONSE COEFFICIENT Cs 0.0199 0.0478 12.8.1.1 Los o- ---• to f SEE PLAN TAIL C o _ {�R36 _ I TYP.�--�- 1 5/16 H Pit/4 STI FF - CTRD ON ANGLE C 16x26 Ga. = 23/4 i-1x11x1'-4 WELDED TO COLUMN HSS10x10x5/16 DiHSS10x10x5/16 A I ON 4 SIDES Digitally signed I i 4-1 DIA. A325 BOLTS FOUNDATION P (ALTERNATE) 4 by Gregory R 2 -EACH SIDE HSS10x10x /16 SCALE: 1/8 = 1'_01 Miller 36 Date. 2020.04.16 SECTION D DETAIL rH 06:23:25 -05'00' - (OFI-10NA1,,.} - NO. I DAT : 4/15/2020 A2u I'll/ v \ , CARTER MILLER SANSING: 0-024 DATE: 1/22/20 �:r:,��.��l:i��ty[.��r�1�.��1�1��0�'#afyt�t�•�:��tiy�I►t�y METHOD • ANALYSIS ♦ R 1. LATERAL Y.♦ FORCE L 1 . MANUFACTURER: GREGORY (CA 31480) CHAPMAN CANOPYINC. FLORIDA R. MILLER 201 PATRICIA STREET/P.O. BOX 3527/HUEYTOWN, AL 35023 FL REG. 50338 PHONE: 1-(205) 491-4845 R R}0.050338 *n ®..qq STATE OF o 19000-00, 00 OVAL ° °®0000000000 CUSTOMER: NOTED DRAWN: DATE: APPROVED BY: REVISED: LOCATION: 3207 INDUSTRIAL 27TH ST. FORT PIERCE, FL DRAWING NO: 19317-014