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GENERALNOTES
<br /> CONCRETE SPECIFICATION 2016 CBC PC DESIGN NOTES OUT TO OUT DIMENSION = 2X (FRAME LENGTH)+ 9" + COLUMN SIDE DIMENSION REFER TO TABLE 1.
<br /> DESIGN LOADS FROM IpENT1FICATION STAMP
<br /> 1.- CONCRETE SHALL BE TESTED PER CBC 2016 SECTION 1903A & SHALL BE FLOOR LIVE LOAD N/A RAFTER PIN DIV. OF THE STATE ARCHITECT
<br /> BUILDING CODE CBC 2016 (BASED ON IBC 2015) INSPECTED PER SECTION 1903A. ROOF LIVE LOAD RLL 5 PSF TO TOP FRAME LENGTH (CENTER TO CENTER OF RAFTERS) g.. FRAME LENGTH (CENTER TO CENTER OF RAFTERS) APP. 04-118151 INC:
<br /> LIVE LOADS 5 PSF OF RIDGE SEE TABLE 1 SEE TABLE 1 REVIEWED FOR
<br /> SNOW LOAD 5 PSF 2.- CONCRETE TO BE F'c= 4500 PSI, TYPE V CEMENT, WATER/CEMENT RATIO OF ALLOWABLE SOIL PRESSURE:
<br /> WIND LOADS 115 MPH (3-Sec. Gust); EXPOSURE C; TOPOGRAPHIC FACTOR , Kzt- 1.0 0.45, PER ACI 318-14 CHAPTER 5. REINFORCING STEEL TO BE Fy= 60000 PSI DL + LL (CONC FTG) 1500 PSFA - 55 FLS AC50
<br /> MIN. GR. 60 DL + LL + SEISMIC (GONG FTG) 1500 PSF � �
<br /> 1.- SPECIAL INSPECTION REQUIREMENTS SHALL FOLLOW THE ATTACHED SAMPLE TEST AND INSPECTION LIST (T & I LIST) APPROVED BY DSA. LATERAL BEARING DESIGN VALUE 100 PSF/FT BELOW ,i \ /, \ DATE: 05.22.19
<br /> THE SHOP WELDING INSPECTION SHALL INCLUDE WELDING OF ALL STEEL MEMBERS AND IDENTIFICATION OF STEEL THROUGH MILL 3.- ALL ANCHOR BOLTS SET IN NEW CONCRETE (WHEN APPLICABLE) SHALL NATURAL GRADE, PER TABLE 1806A.2 ,i \
<br /> CERTIFICATE OR MATERIAL TESTING, UNCERTIFIED STEEL SHALL BE TESTED TO THE REQUIREMENTS OF CBC 2016 CHAPTER 17A. THE FIELD COMPLY WITH ASTM F-1554 GRADE 55 (GALVANIZED). ANCHOR BOLT'S TWO TIMES THE TABULAR VALUE IS USED (200 PSF/FT) PER CBC SECTION 1806A.3.4. / - - i
<br /> SPECIAL INSPECTION SHALL INCLUDE COMPRESSION CYLINDER TESTS FOR THE CONCRETE FOUNDATION. EMBEDMENT NEEDS TO BE AS FOLLOW: ALLOWABLE PIER FRICTIONAL RESISTANCE 250 PSF MAXIMUM BASED ON SECTION
<br /> A)ANCHOR BOLT 01 1/4" 30 IN (MINIMUM EMBEDMENT) 1810A.3.3.1.4 (ONE-SIXTH OF THE BEARING VALUE). N
<br /> 2.- STRUCTURE SHALL BE IN THE LOCATION SHOWN ON THE SITE SPECIFIC DSA APPLICATION DRAWING. UPLIFT FRICTIONAL RESISTANCE HAVE A SAFETY FACTOR OF 3. Q
<br /> 4.- CERTIFIED MILL TEST REPORTS ARE TO BE PROVIDED FOR EACH SHIPMENT o _ 3 o THESE PLANS AND SPECIFICATIONS ARE THE
<br /> 3.- FOUNDATION DESIGN BASED ON CBC 2016, TABLE 1806A.2, SOIL CLASS 5 ALLOWABLE FOUNDATION PRESSURE 1500 PSF OF REINFORCEMENT. ROOF SNOW LOAD 5 PSF 0 - - 1001 PROPERTY OF USA SHADE AND FABRIC
<br /> ( )
<br /> I-_ of Q O STRUCTURES AND SHALL NOT BE
<br /> 4.- DESIGN PER FOLLOWING CODES: CBC 2016, ASCE 7-10, AISC 360-10, AISC 341-10, ACI 318-14, ASCE 55-10 &ASCE 19-10 5.- ALL NON-SHRINK GROUT SHALL HAVE A MINIMUM 28 DAYS COMPRESSIVE FLOOD HAZARD AREA NO (7 z Q U REPRODUCED WITHOUT THEIR WRITTEN
<br /> STRENGTH OF 5000 PSI, AND SHALL COMPLY THE REQUIREMENTS OF ASTM WHEN A SITE SPECIFIC PROJECT IS LOCATED IN A FLOOD ZONE OTHER THAN ZONE X, A = w J 0 X PERMISSION.
<br /> STRUCTURAL STEEL C109, ASTM C939, ASTM C1090, ASTM C1107, WHEN APPLICABLE. LETTER STAMPED AND SIGNED FROM A SOILS ENGINEER IS NEEDED TO VALIDATE THE z U CO <
<br /> ALLOWABLE SOIL VALUES SPECIFIED IN THE PC ARE STILL APPLICABLE. Of : z_ CO
<br /> o FOR FOOTING AND w USASHADE
<br /> 1.- FABRICATION OF THE STEEL STRUCTURES SHALL BE PERFORMED BY USA SHADE OR AN AUTHORIZED LICENSEE. MATERIAL TESTING (OR w `_° � N MOUNTING INFO SEE FINISHED =
<br /> MILL CERTIFICATES) AND INSPECTION OF WELDING SHALL BE CONDUCTED PER CBC 2016 SECTIONS 1704A, 1705A, 1705A.2, AND TABLE FABRIC SPECIFICATION WIND DESIGN DIRECTIONAL PROCEDURE: ASCE 7-10, SECTION 27.4.3 ~ �? m DETAILS IN PAGE 1001 SURFACE
<br /> 1705A.2.1. -ULTIMATE DESIGN WIND SPEED (3 SEC GUST) V 115 MPHU z & Fabric Structures
<br /> 1.- FABRIC SHALL BE MANUFACTURED BY MULTIKNIT LTD. OR OTHER COMPANY -WIND EXPOSURE FACTOR Ca.
<br /> 14 - L
<br /> 2.- ONLY CALIFORNIA LICENSED CONTRACTORS AUTHORIZED BY USA SHADE SHALL INSTALL THE SHADE STRUCTURES. WHO CAN MANUFACTURE FABRIC, WHICH MEETS THE SPECIFICATIONS LISTED -TOPOGRAPHIC FACTOR Kzt 1 a / CORPORATE HEADQUARTERS
<br /> ON PAGE 2000, AND SHALL BE FABRICATED FROM POLYETHYLENE MATERIALS. -RISK CATEGORY II FRONT VIEW (DOUBLE LENGTH CONFIGURATION)
<br /> 3.-ALL WORK SHALL CONFORM TO CBC 2016 EDITION, TITLE 24, CALIFORNIA CODE OF REGULATIONS (CCR). -VELOCITY PRESSURE EXPOSURE COEFFICIENT Kz SEE TABLE 1, ITEM 25 (SCHEMATIC VIEW ONLY) 8505-A CHANCELLOR ROW
<br /> 2.- THE FABRIC SHALL RETAIN 80% OF ITS TENSILE AND TEARING STRENGTH -VELOCITY PRESSURE qz SEE TABLE 1, ITEM 24 DALLAS, TX, 75247
<br /> 4.-ALL GALVANIZED STEEL TUBE PRODUCTS MANUFACTURED BY ALLIED TUBE & CONDUIT FOR THIS STRUCTURE SHALL BE, AND CONFORM TO AFTER ULTRAVIOLET EXPOSURE PER ASTM G53 USING A 313 NM LIGHT SOURCE 800-966-5005
<br /> ASTM A500-10: GRADE "B", IN ITS' ENTIRETY. FOR 500 HOURS WHILE MOISTENED FOR 1 HOUR EVERY 12 HOURS. SEISMIC DESIGN: OUT TO OUT DIMENSION =2X(FRAME WIDTH)+ g" + COLUMN SIDE DIMENSION REFER TO TABLE 1.
<br /> TYPICAL MECHANICAL PROPERTIES ARE: -SITE CLASS D CERTIFICATIONS:
<br /> ROUND TUBE 42,000 PSI YIELD STRESS / 58,000 PSI TENSILE STRESS 3.- PROVIDE CERTIFICATION BY MANUFACTURER AND STATE FIRE MARSHAL TO SS 3.00g FRAME WIDTH (CENTER TO CENTER OF RAFTERS) 9 FRAME WIDTH (CENTER TO CENTER OF RAFTERS) IAS CERTIFICATION No: FA-428
<br /> DSA AT SITE SPECIFIC INSTALLATION. S1 1.389g SEE TABLE 1 SEE TABLE 1
<br /> 5.- ALL STRUCTURAL SHAPES SHALL BE COLD FORMED HSS ASTM A500 GRADE B, UNLESS OTHERWISE NOTED. TYPICAL MECHANICAL -SPECTRAL RESPONSE COEFFICIENTS SDS 2.00 CLARK COUNTY MANUFACTURER
<br /> PROPERTIES ACHIEVED FOR HSS PRODUCTS: 4.- FABRIC SHALL REQUIRE ANNUAL INSPECTION AND MAINTENANCE BY THE SD1 1.39 CERTIFICATION NUMBER (NEVADA): 355
<br /> SQUARE AND RECTANGULAR 46,000 PSI YIELD STRESS / 58,000 PSI TENSILE STRESS DISTRICT. FABRICS SAMPLES OF THE SAME MATERIAL WHICH ARE MAINTAINED -LATERAL FORCE RESISTING SYSTEM G.2 ORDINARY CANTILEVERED COLUMN SYSTEM. _ _
<br /> ROUND PIPE 42,000 PSI YIELD STRESS / 58,000 PSI TENSILE STRESS AT THE PROJECTS SITE SHALL BE TESTED TO BE IN COMPLIANCE WITH ASTM 0 I CUSTOMER:
<br /> D5034 AND D2261. THE ANNUAL TESTING ON THE APPROVED PLANS SHALL BE -SEISMIC IMPORTANCE FACTOR 1 1.0 0
<br /> COMPARED TO THE FABRIC SPECIFICATIONS INDICATED IN NOTE 1 OF "FABRIC -DESIGN BASE SHEAR V SEE TABLE 1, ITEM 23 Stockton Joint Unified
<br /> 6.-ALL PLATES PRODUCTS SHALL COMPLY WITH ASTM A572 GRADE 50. i - - i School District
<br /> SPECIFICATION" ON THE APPROVED PLANS. THE FABRIC SHALL BE REPLACED -SEISMIC RESPONSE COEFFICIENTS Cs 1.6 0 \ \
<br /> 7.-STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH A.I.S.C. SPECIFICATIONS. WHEN THE TEST RESULTS RETURN LESS THAN 50% OF THE ULTIMATE VALUES -RESPONSE MODIFICATION FACTOR R 1.25 a_
<br /> IN NOTE 1 OF "FABRIC SPECIFICATION". -ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 0
<br /> 8.-ALL WELDING TO CONFORM WITH AMERICAN WELDING SOCIETY STANDARDS AND SHALL BE INSPECTED BY AN AWS/CWI INSPECTOR. AWS -RISK CATEGORY II .=I-_ � PROJECT NAME:
<br /> 5.- FABRIC TOP NEEDS TO BE REMOVED IF SNOW EXCEEDING 5 PSF ARE -SEISMIC DESIGN CATEGORY E (D 3
<br /> D1.1 FOR HOT ROLLED. AWS D1.3 FOR SHEET/COLD FORMED. AWS D1.8 SEISMIC SUPPLEMENT. w
<br /> ANTICIPATED, FABRIC TOP NEEDS TO BE REMOVED IF WINDS EXCEEDING 115 -SITE COEFFICIENT CATEGORY Fa 1 = Q - - 1001 Franklin High School
<br /> 9.-ALL FULL PENETRATION WELD SHALL BE CONTINUOUSLY INSPECTED PER AWS D1.1 & D1.8. MPH ARE ANTICIPATED. Fv 1.5 _J U_
<br /> � 0
<br /> 10.- SHOP CONNECTIONS SHALL BE WELDED UNLESS NOTED OTHERWISE. FIELD CONNECTIONS SHALL BE AS INDICATED ON THE DRAWINGS (IF 6.- A VISUAL INSPECTION LOOKING FOR TEAR AND ABNORMAL WEAR IN FABRIC GEOHAZARD REPORT IS NOT REQUIRED FOR OPEN FABRIC STRUCTURES 1,600 SQF OR O0 o
<br /> REQUIRED). ALL FILLET WELDS SHALL BE A MINIMUM OF 3/16" ER70SX ELECTRODES UNLESS OTHERWISE NOTED. EITHER SMAW OR GMAW IS MATERIAL AND THREAD IS REQUIRED PRIOR TO RE-INSTALLATION. SHADE LESS COMPLYING WITH THE REQUIREMENTS OF IR A-4 SECTION 3.1.1. OPEN FABRIC = LOCATION:
<br /> ACCEPTABLE. STRUCTURE SHALL BE NOTIFIED IF SIGNIFICANT DAMAGE IS PRESENT BEFORE SHADE STRUCTURES GREATER THAN 1,600 SQUARE FEET UP TO A MAXIMUM OF 4,000 cn FOR FOOTING AND
<br /> RE-INSTALLATION. SQUARE FEET AND COMPLYING WITH THE REQUIREMENTS NOTED IN IR A-4 SECTION z 4 600 E . Fremont St .
<br /> 3.1.1 DO NOT REQUIRE A GEOHAZARD REPORT PROVIDED A GEOTECHNICAL REPORT MOUNTING INFO SEE FINISHED
<br /> 11.- ALL STAINLESS STEEL BOLTS SHALL COMPLY WITH ASTM F-593, FYS = 60 KSI, FS = 95KS1 ,ALLOY GROUP 1 OR 2 ALL NUTS SHALL COMPLY DETAILS IN PAGE 1001 SURFACE Stockton, CA 95215
<br /> WITH ASTM F-594 ALLOY GROUP 1 OR 2. REFERING TO RCSC, ASTM F-593 IS NOT CONSIDERED AS HIGH STRENGTH BOLTS. AIRCRAFT CABLE INDICATES THAT NO LIQUEFACTION POTENTIAL EXISTS. O
<br /> 12.- ALL HIGH STRENGTH BOLTS SHALL COMPLY WITH ASTM A325 N (GALVANIZED). ALL NUTS SHALL COMPLY WITH ASTM A563DH, AND 1.- FOR FABRIC ATTACHMENT USE 3/8" 7x19 GALV. CABLE PER ASTM A1023A, ARCHITECT OF RECORD TO DETERMINE IF SPECIFIC SITE IS IN GEOLOGIC HAZARD MODEL NUMBER:
<br /> WASHERS SHALL COMPLY WITH ASTM F436. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION. ASTM 1023M-02, WITH A BREAKING STRENGTH VALUE OF 14,400 LBS. CABLE ZONE. GEOHAZARD REPORT REQUIREMENTS PER DSA IR A-4. SIDE VIEW (DOUBLE WIDE CONFIGURATION)
<br /> SHALL BE TENSIONED TO 250 LBS MINIMUM. THE MAXIMUM CALCULATED CABLE DSA401 J-1 6
<br /> 13.-ALL STRUCTURAL STEEL (ITEMS FROM NOTE 5) SHALL BE PAINTED WITH ONE SHOP COAT (2.5 TO 3.5 MILS THICK MIN) OF ZINC-RICH PRIMER, TENSIONS ARE IN TABLE 1, ITEM 22. PC OPTIONS SHALL NOT INCLUDE LIQUEFIABLE SOIL (EXCEPTION: OPEN FABRIC SHADE (SCHEMATIC VIEW ONLY)
<br /> UNDERCOAT, AND FINISH COAT, OR EQUIVALENT PAINT SYSTEM. THIS COAT IS A WEATHER RESISTANT POWDER COATING BASED ON STRUCTURES 1,600 SQUARE FEET OR LESS COMPLYING WITH REQUIREMENTS OF IR A-4
<br /> POLYESTER TGIC (MANUFACTURED BY SHERWIN WILLIAMS OR TIGER DRYLAC). TO ACHIEVE OPTIMUM ADHESION, IT IS RECOMMENDED THAT 2.- CABLES SHALL BE FED THROUGH THE FABRIC SLEEVES AROUND THE SECTION 3.1.1). IF STRUCTURE IS LOCATED IN AN AREA WITH LIQUEFIABLE SOIL OR SITE
<br /> THE PROPER TREATMENT AND DRYING TAKE PLACE BEFORE COATING. POLYESTER POWDER (TGIC)SPECIFICATIONS SHALL BE AS FOLLOWS: PERIMETER OF THE CANOPY AND TENSIONED UNTIL THE FABRIC PANELS CLASS F, OVER-THE-COUNTER SUBMITTAL IS NOT ALLOWED AND REGULAR PROJECT CODE ANALYSIS
<br /> - PENCIL HARDNESS (ASTM D-3363). (DESIGNED PURPOSELY UNDERSIZED) REACH A TAUT APPEARANCE. ANY LONG SUBMITTAL IS REQUIRED. IF SITE IS NOT IN A MAPPED LIQUEFACTION HAZARD ZONE, IT
<br /> - HUMIDITY(ASTM D-2247). TERM CABLE SAG SHALL BE MINIMIZED DURING THE MAINTENANCE MAY BE PRESUMED THAT NO LIQUEFACTION HAZARD EXISTS ON THAT SITE UNLESS A BUILDING OCCUPANCY CONST. AREA OCCUPANT OCCUPANT
<br /> -SOLVENT RESISTANCE (PCI METHOD)-50 DBL RUBS SL. SOFTNESS. RE-TIGHTING VISITS AS REQUIRED. SITE-SPECIFIC GEOTECHNICAL REPORT IDENTIFIES SUCH HAZARD. TYPE (SQ. FT.) LOAD FACTOR LOAD
<br /> SHADE
<br /> 14.- ALL STEEL ROUND TUBING (ITEMS FROM NOTE 4) SHALL BE TRIPLE COATED FOR RUST PROTECTION USING THE IN-LINE ELECTROPLATING MINIMUM FOUNDATION SETBACK LIMIT IN ADJACENT SLOPE: THE DEPTH OF REQUIRED STRUCTURE
<br /> COAT PROCESS. TUBING SHALL BE INTERNALLY COATED WITH ZINC AND ORGANIC COATINGS TO PREVENT CORROSION AS MANUFACTURED BY PIER EMBEDMENT SHALL START FROM AN ELEVATION THAT CORRESPONDS WITH A
<br /> ALLIED TUBE & CONDUIT. HORIZONTAL CLEAR DISTANCE OF 14 FEET THAT INTERSECT WITH THE SLOPE
<br /> (DAYLIGHTING) FOR FOOTING TYPE "A" (2'-0" DIAMETER) AND A CLEAR DISTANCE OF MAXIMUM OCCUPANT LOAD (PER CBC 2016 TABLE 1604A.5)
<br /> 15.- COLD-FORMED STEEL MEMBERS SHALL BE 55% ALUMINUM ZINC ALLOY COATED PER ASTM A792/A792M STANDARD IN ACCORDANCE TO AISI 17'-6" FOR FOOTING TYPE "B" (2'-6" DIAMETER). IF SETBACK LIMITS ARE SMALLER THAN
<br /> S200 TABLE A4-1, CP 90 COATING DESIGNATION. ALL EXPOSED STEEL FASTENERS, INCLUDING CAST-IN-PLACE ANCHOR BOLTS/RODS, SHALL BE CBC REQUIRES, A SITE-SPECIFIC SOILS REPORT IS REQUIRED. - 250 PERSONS
<br /> STAINLESS STEEL (TYPE 304 MINIMUM), HOT DIP GALVANIZED (ASTM A153, CLASS D MINIMUM OR ASTM F2329), OR PROTECTED WITH -PUBLIC
<br /> LIC ASSEMBLY: 300 PERSONS
<br /> CORROSION PREVENTIVE COATING THAT DEMONSTRATED NO MORE THAN 2% OF RED RUST IN MINIMUM 1,000 HOURS OF EXPOSURE IN SALT MINIMUM CLASS 2 PROJECT INSPECTOR REQUIRED. -EDUCATIONAL OCCUPANCIES
<br /> SPRAY TEST PER ASTM B117. ZINC-PLATED FASTENERS DO NOT COMPLY WITH THIS REQUIREMENT. ABOVE 12TH GRADE: 500 PERSONS
<br /> TABLE 1
<br /> ITEM DESCRIPTION JOINED FRAMES 20'X25'X12'e JOINED FRAMES 20'X30'X12'e JOINED FRAMES 30'X30'X12'e JOINED FRAMES 30'X40'X12'e JOINED FRAMES 20'X25'X15'e JOINED FRAMES 20'X30'X15'e JOINED FRAMES 30'X30'X15'e JOINED FRAMES 30'X40'X15'e
<br /> PRODUCT NAME DSA401J202512-16 DSA401J203012-16 DSA401J303012-16 DSA401J304012-16 DSA401J2025-16 DSA401J2030-16 DSA401J3030-16 DSA401J3040-16
<br /> DOUBLE LENGTH CONFIGURATIONS (WxL) 20'X (50',75') 20'x (60',90') 30'X (60',90') 30'X(80',120') 20'X(50',75') 20'x (60',90') 30'X(60',90') 30'X (80',120') STRUCTURE TYPE:
<br /> DOUBLE WIDE CONFIGURATIONS (WxL) (40',60')X 25' (40',60')X 30' (60',90')X 30' (60',90')X 40' (40',60')X 25' (40',60')X 30' (60',90')X 30' (60',90')X 40' JOINED HIPS
<br /> MAXIMUM INDIVIDUAL FRAME LENGTH 25'-0" 30'-0" 30'-0" 40'-0" 25-0" 30'-0" 30'-0" 40'-0" DSA
<br /> MAXIMUM INDIVIDUAL FRAME WIDTH 20'-0" 20'-0" 30'-0" 30'-0" 20'-0" 20'-0" 30'-0" 30'-0"
<br /> MAXIMUM ENTRY HEIGHT 12'-0" 12'-0" 12'-0" 12'-0" 15'-0" 15'-0" 15-0" 15-0" SIZE: SEE TABLE 1
<br /> MAXIMUM DISTANCE "A" 7'-6" 7'-6" 11'-3" 11'-3" 7'-6" 7'-6" 11'-3" 11'-3"
<br /> MAXIMUM RAISE 3'-10" 3'-10" 5'-8" 5'-8" 3'-10" 3'-10" 5'-8" 5'-8"
<br /> MAXIMUM TOTAL HEIGHT 15-10" 15-10" 17'-8" 17'-8" 18'-10" 18'-10" 20'-8" 20'-8" SCALE : NONE
<br /> 1 COLUMN HSS 5.0 x 5.0 x 0.250 HSS 5.0 x 5.0 x 0.250 HSS 6.0 x 6.0 x 0.375 HSS 7.0 x 7.0 x 0.375 HSS 5.0 x 5.0 x 0.250 HSS 7.0 x 7.0 x 0.250 HSS 7.0 x 7.0 x 0.375 HSS 7.0 x 7.0 x 0.375 DRAWING SIZE: D
<br /> 2 CUP CONNECTOR (6" LG) HSS 3.5 x 0.25 HSS 4.0 x 0.25 HSS 4.5 x 0.375 HSS 5.0 x 0.375 HSS 4.0 x 0.25 HSS 4.0 x 0.25 HSS 4.5 x 0.375 HSS 5.0 x 0.375
<br /> 3 RAFTER HSS 4.0 x 0.188 4.50 GA 7 RD. TUBE (4.5 x 0.188) 5.00 GA 7 RD. TUBE (5.0 x 0.188) HSS 5.563 x 0.258 4.50 GA 7 RD. TUBE (4.5 x 0.188) 4.50 GA 7 RD. TUBE (4.5 x 0.188) 5.00 GA 7 RD. TUBE (5.0 x 0.188) HSS 5.563 x 0.258
<br /> 4 EXTENSION HSS 4.0 x 0.188 4.50 GA 7 RD. TUBE (4.5 x 0.188) 5.00 GA 7 RD. TUBE (5.0 x 0.188) HSS 5.563 x 0.258 4.50 GA 7 RD. TUBE (4.5 x 0.188) 4.50 GA 7 RD. TUBE (4.5 x 0.188) 5.00 GA 7 RD. TUBE (5.0 x 0.188) HSS 5.563 x 0.258
<br /> 5 CROSSPIECE HSS 4.0 x 0.188 4.50 GA 7 RD. TUBE (4.5 x 0.188) 5.00 GA 7 RD. TUBE (5.0 x 0.188) HSS 5.563 x 0.258 4.50 GA 7 RD. TUBE (4.5 x 0.188) 4.50 GA 7 RD. TUBE (4.5 x 0.188) 5.00 GA 7 RD. TUBE (5.0 x 0.188) HSS 5.563 x 0.258
<br /> 6 RIDGE HSS 4.0 x 0.188 4.50 GA 7 RD. TUBE (4.5 x 0.188) 5.00 GA 7 RD. TUBE (5.0 x 0.188) HSS 5.563 x 0.258 4.50 GA 7 RD. TUBE (4.5 x 0.188) 4.50 GA 7 RD. TUBE (4.5 x 0.188) 5.00 GA 7 RD. TUBE (5.0 x 0.188) HSS 5.563 x 0.258
<br /> 7 FABRIC TOP FR COLOURSHADE Z25 FR COLOURSHADE Z25 FR COLOURSHADE Z25 FR COLOURSHADE Z25 FR COLOURSHADE Z25 FR COLOURSHADE Z25 FR COLOURSHADE Z25 FR COLOURSHADE Z25
<br /> 8 CABLE (GALVANIZED) 03/8" CABLE 03/8" CABLE 03/8" CABLE 03/8" CABLE 03/8" CABLE 03/8" CABLE 03/8" CABLE 03/8" CABLE
<br /> 9 CABLE CLAMP (GALVANIZED) 03/8" CABLE CLAMP 03/8" CABLE CLAMP 03/8" CABLE CLAMP 03/8" CABLE CLAMP 03/8" CABLE CLAMP 03/8" CABLE CLAMP 03/8" CABLE CLAMP 03/8" CABLE CLAMP
<br /> 10 HEX BOLT 01/2"-13NCx5" HEX BOLT 18-8 SS 05/8"-11NCx6" HEX BOLT 18-8 SS 05/8"-11NCx6 1/2" HEX BOLT 18-8 SS 03/4"-10NCx7" HEX BOLT ASTM A325 GALV. 05/8"-11NCx6" HEX BOLT 18-8 SS 05/8"-11NCx6" HEX BOLT 18-8 SS 05/8"-11NCx6 1/2" HEX BOLT 18-8 SS 03/4"-10NCx7" HEX BOLT ASTM A325 GALV.
<br /> 11 HEX NUT 01/2"-13NC HEX NUT 18-8 SS 05/8"-11 NC HEX NUT 18-8 SS 05/8"-11 NC HEX NUT 18-8 SS 03/4"-10NC HEX NUT ASTM A563 GALV. 05/8"-11 NC HEX NUT 18-8 SS 05/8"-11 NC HEX NUT 18-8 SS 05/8"-11 NC HEX NUT 18-8 SS 03/4"-10NC HEX NUT ASTM A563 GALV.
<br /> 12 SPLIT LOCK WASHER 01/2" SPLIT LOCK WASHER 18-8 SS 05/8" SPLIT LOCK WASHER 18-8 SS 05/8" SPLIT LOCK WASHER 18-8 SS 03/4" SPLIT LOCK WASHER ASTM F436 GALV. 05/8" SPLIT LOCK WASHER 18-8 SS 05/8" SPLIT LOCK WASHER 18-8 SS 05/8" SPLIT LOCK WASHER 18-8 SS 03/4" SPLIT LOCK WASHER ASTM F436 GALV.
<br /> 13 DERLIN WASHER (ACETAL) 01/2" FLAT WASHER DELRIN 05/8" FLAT WASHER DELRIN 05/8" FLAT WASHER DELRIN N/A 05/8" FLAT WASHER DELRIN 05/8" FLAT WASHER DELRIN 05/8" FLAT WASHER DELRIN N/A
<br /> 14 FLAT WASHER 01/2" FLAT WASHER 18-8 SS 05/8" FLAT WASHER 18-8 SS 05/8" FLAT WASHER 18-8 SS 03/4" FLAT WASHER ASTM F436 GALV. 05/8" FLAT WASHER 18-8 SS 05/8" FLAT WASHER 18-8 SS 05/8" FLAT WASHER 18-8 SS 03/4" FLAT WASHER ASTM F436 GALV.
<br /> 15 DRILLED PIER FOOTING DETAIL FOOTING TYPE A(02'-0") FOOTING TYPE A(02'-0") FOOTING TYPE B (02'-6") FOOTING TYPE B (02'-6") FOOTING TYPE A(02'-0") FOOTING TYPE A(02'-0") FOOTING TYPE B (02'-6") FOOTING TYPE B (02'-6")
<br /> 16 FOOTING DEPTH 7'-6" 7'-6" 8'-6" 9'-6" 7'-6" 8'-6" 9'-3" 10'-6" PRE-CHECK (PC)
<br /> 17 ALT. SPREAD FOOTING SIZE 3'-6" SQ 4'-0" SQ 4'-6" SQ 5'-0" SQ 4'-0" SQ 4'-6" SQ 5'-6" SQ 6'-0" SQ
<br /> 18 HORIZONTAL REBAR 6#5 E.W. TOP AND BOTTOM 7#5 E.W. TOP AND BOTTOM 8#5 E.W. TOP AND BOTTOM 9#5 E.W. TOP AND BOTTOM 7#5 E.W. TOP AND BOTTOM 8#5 E.W. TOP AND BOTTOM 10#5 E.W. TOP AND BOTTOM 10#5 E.W. TOP AND BOTTOM DOCUMENT
<br /> 19 WELD "A" (T&B COLUMN) 3/16" 3/16" 5/16" 5/16" 3/16" 3/16" 5/16" 5/16" Code : 2016 CBC
<br /> 20 WELD "B" (UPPERFRAME) 3/16" 3/16" 3/16" 1/4" 3/16" 3/16" 3/16" 1/4" A separate project application
<br /> 21 WELD "C" (CUP CONNECTOR) 3/16" 3/16" 5/16" 5/16" 3/16" 3/16" 5/16" 5/16" for construction is required.
<br /> 22 MAXIMUM CABLE TENSION 2376 LB 2460 LB 2833 LB 3708 LB 2449 LB 2744 LB 3162 LB 3793 LB
<br /> 23 DESIGN BASE SHEAR 16485 LB/28 COLUMNS 18189 LB/28 COLUMNS 28714 LB/28 COLUMNS 40739 LB/28 COLUMNS 26608 LB/37 COLUMNS 33770 LB/37 COLUMNS 48542 LB/37 COLUMNS 61406 LB/37 COLUMNS Eng. By : JO 02/26/18
<br /> 24 VELOCITY PRESSURE qz 24.46 PSF 24.46 PSF 24.46 PSF 24.46 PSF 25.32 PSF 25.32 PSF 25.32 PSF 25.32 PSF Design By : MP 02/26/18
<br /> 25 VELOCITY PRESSURE EXPOSURE COEFF.Kz 0.85 0.85 0.85 0.85 0.88 0.88 0.88 0.88
<br /> Approved By : JO 02/26/18
<br /> DRAWING DESCRIPTION:
<br /> SELECTION CHECKBOX PRODUCT INFORMATION
<br /> JOINED FRAMES 20'X25'X12'e JOINED FRAMES 20'X30'X12'e JOINED FRAMES 30'X30'X12'e JOINED FRAMES 30'X40'X12'e JOINED FRAMES 20'X25'X15'e JOINED FRAMES 20'X30'X15'e JOINED FRAMES 30'X30'X15'e JOINED FRAMES 30'X40'X15'e
<br /> DSA401 J202512-16 DSA401 J203012-16 DSA401 J303012-16 DSA401 J304012-16 DSA401 J2025-16 DSA401 J2030-16 DSA401 J3030-16 DSA401 J3040-169 FESSI DWG. �1
<br /> 20'X50'X12' MAX 20'X60'X12' MAX 30'X60'X12' MAX 30'X80'X12' MAX 20'X50'X15' MAX 20'X60'X15' MAX 30'X60'X15' MAX 30'X80'X15' MAXEHiG �i �, � �_ G DSA401 J- 1 6
<br /> � f SHEET
<br /> 20 X75 X12 MAX 20 X90 X12 MAX 30 X90 X12 MAX 30X120 X12 MAX 20 X75 X15 MAX 20 X90 X15 MAX 30 X90 X15 MAX 30X120 X15 MAX � � � r � � Ho. 3693 "' � 24.1 -1000
<br /> 40'X25'X12' MAX 40'X30'X12' MAX 60'X30'X12' MAX 60'X40'X12' MAX 40'X25'X15' MAX 40'X30'X15' MAX 60'X30'X15' MAX 60'X40'X15' MAX �, No.c�s * O,
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<br /> 60 X25 X12 MAX 60 X30 X12 MAX 90 X30 X12 MAX 90 X40 X12 MAX 60 X25 X15 MAX 60 X30 X15 MAX 90 X30 X15 MAX 90 X40 X15 MAX �� dF CA1�F��? 9p� OFA CA`FQ� REV.
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