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GENERAL NOTES 2016 CBC PC DESIGN NOTES STRUCTURE SHALL BE INSTALLED A MINIMUM OF 20'-0"AWAY FROM ADJACENT THESE PLANS AND SPECIFICATIONS ARE THE
<br /> -7BUILDING, UNLESS OTHERWISE APPROVED BY D.S.A. ON A JOB SPECIFIC BASIS PROPERTY OF USA SHADE AND FABRIC
<br /> DESIGN LOADS FLOOR LIVE LOAD N/A STRUCTURES AND SHALL NOT BE
<br /> ROOF LIVE LOAD RLL 5 PSF REPRODUCED WITHOUT THEIR WRITTEN
<br /> BUILDING CODE CBC 2016 (BASED ON IBC 2015) 30'-0" (MAX.) LIST OF MATERIALS PERMISSION.
<br /> LIVE LOADS 5 PSF ALLOWABLE SOIL PRESSURE: (X) X 30'-0" (MAX.) 30'-0" (MAX.) ADDITIONAL JOINED UNITS
<br /> SNOW LOAD 5 PSF DL + LL (CONC FTG) 1500 PSF ITEM QTY DESCRIPTION MATERIAL
<br /> WIND LOADS 115 MPH (3-Sec. Gust); EXPOSURE C; TOPOGRAPHIC FACTOR , Kzt= 1.0 DL + LL + SEISMIC (CONC FTG) 1500 PSF 7-8 (MAX.) 7 1 TBD COLUMN HSS 10 x 10 x 0.625
<br /> LATERAL BEARING DESIGN VALUE 100 PSF/FT BELOW NATURAL 2000
<br /> 1.- SPECIAL INSPECTION REQUIREMENTS SHALL FOLLOW THE ATTACHED SAMPLE TEST AND INSPECTION GRADE, PER TABLE 1806A.2 - - - - - - - - - 2A TBD BEAM LEFT HSS 10 x 6 x 0.375
<br /> LIST (T & I LIST) APPROVED BY DSA. THE SHOP WELDING INSPECTION SHALL INCLUDE WELDING OF ALL TWO TIMES THE TABULAR VALUE IS USED (200 PSF/FT) - _
<br /> STEEL MEMBERS AND IDENTIFICATION OF STEEL THROUGH MILL CERTIFICATE OR MATERIAL TESTING, PER CBC SECTION 1806A.3.4. 2B TBD BEAM RIGHT HSS 10 x 6 x 0.375
<br /> UNCERTIFIED STEEL SHALL BE TESTED TO THE REQUIREMENTS OF CBC 2016 CHAPTER 17A. THE FIELD ALLOWABLE PIER FRICTIONAL RESISTANCE 250 PSF MAXIMUM a 2C TBD BEAM CENTER HSS 10 x 6 x 0.375
<br /> SPECIAL INSPECTION SHALL INCLUDE COMPRESSION CYLINDER TESTS FOR THE CONCRETE FOUNDATION. BASED ON SECTION 1810A.3.3.1.4 (ONE-SIXTH OF THE BEARING VALUE). �\ �/ I �\ �/ I \\ // III USASHADE
<br /> UPLIFT FRICTIONAL RESISTANCE HAVE A SAFETY FACTOR OF 3. x o \\ // \\ // \\ // �I U 3 TBD CUP CONNECTOR (6" LG) HSS 4.0 x 0.25
<br /> 2.-STRUCTURE SHALL BE IN THE LOCATION SHOWN ON THE SITE SPECIFIC DSA APPLICATION DRAWING.
<br /> _ 4 TBD RAFTER (GALVANIZED STEEL TUBE) 4.50 GA 7 RD. TUBE (4.5 x 0.188) & Fabric Structures
<br /> ROOF SNOW LOAD 5 PSF 4000=��%\\ 6
<br /> _ _ __3.- FOUNDATION DESIGN BASED ON CBC 2016, TABLE 1806A.2, SOIL CLASS 5 (ALLOWABLE FOUNDATION q Ix5 TBD EXTENSION (GALVANIZED STEEL TUBE) 4.50 GA 7 RD. TUBE (4.5 x 0.188)
<br /> PRESSURE 1500 PSF) FLOOD HAZARD AREA NO N / 1TBD CROSSPIECE (GALVANIZED STEEL TUBE) 4.50 GA 7 RD. TUBE (4.5 x 0.188)
<br /> WHEN A SITE SPECIFIC PROJECT IS LOCATED IN A FLOOD ZONE OTHER THAN I 40/ s �\ I 'p
<br /> 4.-DESIGN PER FOLLOWING CODES: CBC 2016,ASCE 7-10,AISC 360-10, AISC 341-10, ACI 318-14,ASCE 55-10 ZONE X, A LETTER STAMPED AND SIGNED FROM A SOILS ENGINEER IS // FILL \\ // \\ III C� 7 TBD RIDGE (GALVANIZED STEEL TUBE) 4.50 GA 7 RD. TUBE (4.5 x 0.188)
<br /> &ASCE 19-10 NEEDED TO VALIDATE THE ALLOWABLE SOIL VALUES SPECIFIED IN THE PC // \\ // \\ // - --- - \\ I I 8 TBD FABRIC TOP FR COLOURSHADE Z25
<br /> ARE STILL APPLICABLE.
<br /> STRUCTURAL STEEL 9 TBD 03/8"CABLE GALVANIZED STEEL
<br /> WIND DESIGN DIRECTIONAL PROCEDURE:ASCE 7-10, SECTION 27.4.3 � TOP VIEW �� CORPORATE HEADQUARTERS
<br /> 1.- FABRICATION OF THE STEEL STRUCTURES SHALL BE PERFORMED BY SHADE STRUCTURES OR AN -ULTIMATE DESIGN WIND SPEED (3 SEC GUST) V 115 MPH 1 5 6 10 TBD 03/8"CABLE CLAMP GALVANIZED STEEL
<br /> AUTHORIZED LICENSEE. MATERIAL TESTING (OR MILL CERTIFICATES)AND INSPECTION OF WELDING SHALL -WIND EXPOSURE FACTOR C1000 (SCHEMATIC VIEW ONLY) 2000 8505-A CHANCELLOR ROW
<br /> 1000 11 TBD 05/8"-11 NC x 6" HEX BOLT 18-8 SS DALLAS, TX, 75247
<br /> BE CONDUCTED PER CBC 2016 SECTIONS 1704A, 1705A, 1705A.2,AND TABLE 1705A.2.1. -TOPOGRAPHIC FACTOR Kzt 1 FROM BOTTOM OF BEAM
<br /> -RISK CATEGORY II �TO TOP OF RIDGE 12 TBD 05/8"-11 NC HEX NUT 18-8 SS 800-966-5005
<br /> 2.-ONLY CALIFORNIA LICENSED CONTRACTORS AUTHORIZED BY SHADE STRUCTURES SHALL INSTALL THE -VELOCITY PRESSURE EXPOSURE COEFFICIENT Kz 0.88 ------ ------ ------
<br /> SHADE STRUCTURES. -VELOCITY PRESSURE qz 25.32 PSF bo Q , , , \ 13 TBD 05/8" FLAT WASHER 18-8 SS
<br /> 3.-ALL WORK SHALL CONFORM TO CBC 2016 EDITION, TITLE 24, CALIFORNIA CODE OF REGULATIONS (CCR). SEISMIC DESIGN: 14 TBD 05/8" FLAT WASHER DELRIN (ACETAL)o g CERTIFICATIONS:
<br /> -SITE CLASS D w 15 TBD 05/8"SPLIT LOCK WASHER 18-8 SS
<br /> Q X = w J IAS CERTIFICATION No: FA-428
<br /> 4.-ALL GALVANIZED STEEL TUBE PRODUCTS MANUFACTURED BY ALLIED TUBE &CONDUIT FOR THIS SS 3.00g X o CO Q Lo U 16 TBD 01"-8NC x 13" HEX BOLT ASTM A325 GALVANIZED
<br /> STRUCTURE SHALL BE,AND CONFORM TO ASTM A500-10: GRADE "B", IN ITS' ENTIRETY. S1 1.389g Q z `� N 2 z_ Q CLARK COUNTY MANUFACTURER
<br /> 220 z - w W O 17 TBD 01"-8NC HEX NUT ASTM A563 GALVANIZED CERTIFICATION NUMBER (NEVADA): 355
<br /> TYPICAL MECHANICAL PROPERTIES ARE: -SPECTRAL RESPONSE COEFFICIENTS SDS 2.00 _ m z o,
<br /> o U 0 FOR FOOTING AND MOUNTING FINISHED 2
<br /> ROUND TUBE 42,000 PSI YIELD STRESS / 58,000 PSI TENSILE STRESS SD1 1.39 W �- INFO SEE DETAILS BELOW SURFACE zo 0U) O 18 TBD 01" SPLIT LOCK WASHER ASTM F436 GALVANIZED CUSTOMER:
<br /> -LATERAL FORCE RESISTING SYSTEM G.2 ORDINARY CANTILEVERED COLUMN w U �
<br /> w
<br /> 5.- ALL STRUCTURAL SHAPES SHALL BE COLD FORMED HSS ASTM A500 GRADE B, UNLESS OTHERWISE SYSTEM. a / 19 TBD 01" FLAT WASHER ASTM F436 GALVANIZED Stockton Joint Unified
<br /> NOTED. TYPICAL MECHANICAL PROPERTIES ACHIEVED FOR HSS PRODUCTS: / School District
<br /> SQUARE AND RECTANGULAR 46,000 PSI YIELD STRESS / 58,000 PSI TENSILE STRESS -SEISMIC IMPORTANCE FACTOR 1 1.0 FRONT VIEW
<br /> ROUND PIPE 42,000 PSI YIELD STRESS / 58,000 PSI TENSILE STRESS -DESIGN BASE SHEAR V 26584 LB (SCHEMATIC VIEW ONLY) 20'-0" (MAX)
<br /> -SEISMIC RESPONSE COEFFICIENTS Cs 1.6
<br /> 6.-ALL PLATES PRODUCTS SHALL COMPLY WITH ASTM A572 GRADE 50. -RESPONSE MODIFICATION FACTOR R 1.25 9" RAFTER MACHINE SWAGED PROJECT NAME:
<br /> RAFTER TO -
<br /> -ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 1/4 10 1/4 �� STEEL CABLE TYP 3 16 6 i �
<br /> 7.-STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH A.I.S.C. -RISK CATEGORY II FABRIC 6 9 FIT SNUGLY INSIDE I Franklin High School
<br /> SPECIFICATIONS. -SEISMIC DESIGN CATEGORY E PLATE /r STEEL EXTENSION
<br /> -SITE COEFFICIENT CATEGORY Fa 1 \ _ _ 1/2"THK A r3 LO CABLE FABRIC CABLE (±1/16"TOLERANCE)
<br /> 8.-ALL WELDING TO CONFORM WITH AMERICAN WELDING SOCIETY STANDARDS AND SHALL BE INSPECTED Fv 1.5 TERMINATION / / RAFTER 3/8"THK STIFFENER
<br /> BY AN AWS/CWI INSPECTOR. AWS D1.1 FOR HOT ROLLED. AWS D1.3 FOR SHEET/COLD FORMED. AWS D1.8 =I= END"B" / / / o Q LOCATION:
<br /> SEISMIC SUPPLEMENT. GEOHAZARD REPORT IS NOT REQUIRED FOR OPEN FABRIC STRUCTURES - - - - - I I PLATE / A cm N 3/16 TYP. ;Oio0
<br /> 1,600 SQF OR LESS COMPLYING WITH THE REQUIREMENTS OF IR A-4 I I I TYP 1000 - 3 4 600 E . Fremont St .
<br /> BACK _ 1/2"THK 1/8 CUP CONNECTOR 00 Q
<br /> 9.-ALL FULL PENETRATION WELD SHALL BE CONTINUOUSLY INSPECTED PER AWS D1.1 & D1.8. SECTION 3.1.1. OPEN FABRIC SHADE STRUCTURES GREATER THAN 1,600 SQUARE I I PLATE N PLATE _ ITEMS b, o 1000 I Stockton, CA 95215
<br /> FEET UP TO A MAXIMUM OF 4,000 SQUARE FEET AND COMPLYING WITH THE C iv TYP CAP PL w U
<br /> - - - - - - I I 1/4"THK 3/4 THK CABLE CLAMPS 11,12,13,14,15
<br /> 10.- SHOP CONNECTIONS SHALL BE WELDED UNLESS NOTED OTHERWISE. FIELD CONNECTIONS SHALL BE REQUIREMENTS NOTED IN IR A-4 SECTION 3.1.1 DO NOT REQUIRE A GEOHAZARD 01/2"x 2" LG TO CUP z
<br /> I I (2 EACH SIDE) (011/16" HOLE) FINISHED
<br /> AS INDICATED ON THE DRAWINGS (IF REQUIRED). ALL FILLET WELDS SHALL BE A MINIMUM OF 3/16" ER70SX REPORT PROVIDED A GEOTECHNICAL REPORT INDICATES THAT NO LIQUEFACTION PJP FABRIC PIN (A36) 1/4 TYP CAP PL MODEL NUMBER:
<br /> ELECTRODES UNLESS OTHERWISE NOTED. EITHER SMAW OR GMAW IS ACCEPTABLE. POTENTIAL EXISTS. �>BEAM-/
<br /> _ _ 5/16 1/4 CABLE TERMINATION 3/4"THK PL TO COLUMN SURFACE
<br /> I - - I 5/160 I - END "A" (WELDED TO
<br /> _ DSA3022060-16
<br /> 11.-ALL STAINLESS STEEL BOLTS SHALL COMPLY WITH ASTM F-593, FYS = 60 KSI, FS = 95KS1 ,ALLOY GROUP ARCHITECT OF RECORD TO DETERMINE IF SPECIFIC SITE IS IN GEOLOGIC PLATE BEAM ITEMBEAM)
<br /> 1 OR 2 ALL NUTS SHALL COMPLY WITH ASTM F-594 ALLOY GROUP 1 OR 2. REFERING TO RCSC, ASTM F-593 HAZARD ZONE. GEOHAZARD REPORT REQUIREMENTS PER DSA IR A-4. 1"THK COLUMN 16,17,18,19 DETAIL 1 VIEW-A SIDE VIEW
<br /> IS NOT CONSIDERED AS HIGH STRENGTH BOLTS. REFER TO TOP vlEw REFER TO DETAIL-1 (SCHEMATIC VIEW ONLY) STRUCTURE TYPE:
<br /> PC OPTIONS SHALL NOT INCLUDE LIQUEFIABLE SOIL (EXCEPTION: OPEN COLUMN DETAIL-3 VIEW B
<br /> 12.- ALL HIGH STRENGTH BOLTS SHALL COMPLY WITH ASTM A325 GRADE BD. ALL NUTS SHALL COMPLY FABRIC SHADE STRUCTURES 1,600 SQUARE FEET OR LESS COMPLYING WITH REFER TO SIDE VIEW REFER TO TOP DETAIL-3 CODE ANALYSIS MAXIMUM OCCUPANT LOAD (PER CBC 2016 TABLE 1604A.5) FULL CANTILEVER
<br /> WITH ASTM A-563 GRADE C. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO A SNUG TIGHT REQUIREMENTS OF IR A-4 SECTION 3.1.1). IF STRUCTURE IS LOCATED IN AN -K-12: 250 PERSONS HIP JOINED DSA
<br /> CONDITION. AREA WITH LIQUEFIABLE SOIL OR SITE CLASS F, OVER-THE-COUNTER MACHINE SWAGED BUILDING OCCUPANCY CONST. AREA OCCUPANT OCCUPANT -PUBLIC ASSEMBLY: 300 PERSONS
<br /> SUBMITTAL IS NOT ALLOWED AND REGULAR PROJECT SUBMITTAL IS EXTENSION TO TYPE -EDUCATIONAL OCCUPANCIES
<br /> 13.- ALL STRUCTURAL STEEL (ITEMS FROM NOTE 5) SHALL BE PAINTED WITH ONE SHOP COAT (2.5 TO 3.5 REQUIRED. IF SITE IS NOT IN A MAPPED LIQUEFACTION HAZARD ZONE, IT MAY FIT SNUGLY INSIDE (SQ. FT.) LOAD FACTOR LOAD ABOVE 12TH GRADE: 500 PERSONS SIZE: MAXIMUM
<br /> MILS THICK MIN) OF ZINC-RICH PRIMER, UNDERCOAT, AND FINISH COAT, OR EQUIVALENT PAINT SYSTEM. BE PRESUMED THAT NO LIQUEFACTION HAZARD EXISTS ON THAT SITE CROSSPIECE ARM 6„ BEAM SHADE 20' x 200' x 15'e MAX.
<br /> THIS COAT IS A WEATHER RESISTANT POWDER COATING BASED ON POLYESTER TGIC (MANUFACTURED BY UNLESS A SITE-SPECIFIC GEOTECHNICAL REPORT IDENTIFIES SUCH HAZARD. (±1/16"TOLERANCE)
<br /> (3/16
<br /> ENSION �►I CENTER STRUCTURE
<br /> SHERWIN WILLIAMS OR TIGER DRYLAC). TO ACHIEVE OPTIMUM ADHESION, IT IS RECOMMENDED THAT THE 6" 5" TYP SCALE : NONE
<br /> RIDGE
<br /> PROPER TREATMENT AND DRYING TAKE PLACE BEFORE COATING. POLYESTER POWDER (TGIC) MINIMUM FOUNDATION SETBACK LIMIT IN ADJACENT SLOPE: THE DEPTH OF BTW- \� \ /
<br /> SPECIFICATIONS SHALL BE AS FOLLOWS: -PENCIL HARDNESS (ASTM D-3363). - HUMIDITY (ASTM D-2247). REQUIRED PIER EMBEDMENT SHALL START FROM AN ELEVATION THAT ARMS \ / 7'-6" SQ. 7'-6"SQ. DRAWING SIZE:
<br /> -SOLVENT RESISTANCE (PCI METHOD)-50 DBL RUBS SL. SOFTNESS. CORRESPONDS WITH A HORIZONTAL CLEAR DISTANCE OF 17'-6" THAT D
<br /> INTERSECT WITH THE SLOPE (DAYLIGHTING). IF SETBACK LIMITS ARE MACHINE SWAGED
<br /> 14.- ALL STEEL ROUND TUBING (ITEMS FROM NOTE 4) SHALL BE TRIPLE COATED FOR RUST PROTECTION SMALLER THAN CBC REQUIRES, A SITE-SPECIFIC SOILS REPORT IS CROSSPIECE
<br /> USING THE IN-LINE ELECTROPLATING COAT PROCESS. TUBING SHALL BE INTERNALLY COATED WITH ZINC REQUIRED. TO FIT SNUGLYAND ORGANIC COATINGS TO PREVENT CORROSION AS MANUFACTURED BY ALLIED TUBE & CONDUIT. MINIMUM CLASS 2 PROJECT INSPECTOR REQUIRED. INSIDE RIDGE V-0 1/2" gO
<br /> ARC Z
<br /> (±1/16"TOLERANCE) TW. RIDGE PL 1/2" H7W15.- COLD-FORMED STEEL MEMBERS SHALL BE 55% ALUMINUM ZINC ALLOY COATED PER ASTM A792/A792M AND EXT.ARMS THK VERTI V-6" SQ. IGCROSSPIECE C>,STANDARD IN ACCORDANCE TO AISI S200 TABLE A4-1, CP 90 COATING DESIGNATION. ALL EXPOSED STEEL DETAIL-2 DETAIL-5 REBAR 21#5 PL3/8X10SQ a, 2" 7" 7"FASTENERS, INCLUDING CAST-IN-PLACE ANCHOR BOLTS/RODS, SHALL BE STAINLESS STEEL (TYPE 304 MINIMUM), VERTICALHOT DIP GALVANIZED (ASTM A153, CLASS D MINIMUM OR ASTM F2329), OR PROTECTED WITH CORROSION REFER TO TOP VIEW REFER TO TOP VIEW N REBAR 21#5PREVENTIVE COATING THAT DEMONSTRATED NO MORE THAN 2% OF RED RUST IN MINIMUM 1,000 HOURS OF 1/4 .C1
<br /> EXPOSURE IN SALT SPRAY TEST PER ASTM B117. ZINC PLATED FASTENERS DO NOT COMPLY WITH THIS \ 1�4�r NST REN.10ti31.19 ¢ Q
<br /> REQUIREMENT. 16 6O
<br /> CONCRETE SPECIFICATION V-6"SQ I _ ti - OF CAO_ W
<br /> 2" 7" 7" \ J/ C ® J/ 08110/2018 10:08:42 AM Q
<br /> 1.- CONCRETE SHALL BE TESTED PER CBC 2016 SECTION 1903A & SHALL BE INSPECTED PER SECTION \� +� \' O
<br /> 1903A. PL3/8X10SQ V �1✓/
<br /> 1/4 N v� PL1-1/4X18SQ
<br /> 4 �OFESSI
<br /> 2.- CONCRETE TO BE F'c= 4500 PSI, TYPE V CEMENT, WATER/CEMENT RATIO OF 0.45, PER ACI 318-14 I^ PJP Q
<br /> CHAPTER 5. REINFORCING STEEL TO BE Fy= 60000 PSI , MIN. GR. 60 Z ��4\ 1/2 4��v
<br /> VERTIC L \ 1/2 � T
<br /> 3.- ALL ANCHOR BOLTS SET IN NEW CONCRETE (WHEN APPLICABLE) SHALL COMPLY WITH ASTM F-1554 �\ REBA 21#5 A VERTICAL 02'-0" -0"02'
<br /> GRADE 55 (GALVANIZED). ANCHOR BOLT'S EMBEDMENT NEEDS TO BE AS FOLLOW: REBAR 21#5 SPIRAL#4 SPIRAL#4 * Na. fi 3
<br /> A)ANCHOR BOLT 01 1/4" 30 IN (MINIMUM EMBEDMENT) �� ��� �\• 02'-0" tif' ti
<br /> \ SPIRAL#4 y�, TR[ICT17RP
<br /> 4.-CERTIFIED MILL TEST REPORTS ARE TO BE PROVIDED FOR EACH SHIPMENT OF REINFORCEMENT. 02•_ \��� I 1� \ C TOP VIEW TOP VIEW £ OF, CAL\58/10/2018 Z
<br /> 5.- ALL NON-SHRINK GROUT SHALL HAVE A MINIMUM 28 DAYS COMPRESSIVE STRENGTH OF 5000 PSI, AND SPIRAL 4 �i -yam PJP tai _yi FILE NUP4BER: O
<br /> SHALL COMPLY THE REQUIREMENTS OF ASTM C109, ASTM C939, ASTM C1090, ASTM C1107, WHEN 1/2 PL1-1/4X18SQ IDENTIFICATION STAMP d
<br /> PROVIDE TAPER DIVISION OF THE STATE ARCHITECT
<br /> APPLICABLE. TOP VIEW 1/2 TOP VIEW COLUMN (SLRS) 2'-6" STD. SLOPE 2% MAX
<br /> HT 01 1/4"x 36" SECOND POUR APP.NO: 04 - 117140 INCR: U
<br /> 03/4"X20" CHOR RODS Cl)
<br /> FABRIC SPECIFICATION PROVIDE TAP R EIGHT 01 1/4"x 36" ALL THREADED HVY. H NUTS (3) COLUMN W
<br /> SLOPE 2% MA . ANCHOR RODS COLUMN ROD ASTM A449 PR IDE TAPER (SLRS) FINISHED AC DF FLS DS SS VN
<br /> HVY. HEX NUTS (3) (SLRS) D. SLOPE 2% MAX FLAT WAS RS (2) I SURFACE
<br /> 1.- FABRIC SHALL BE MANUFACTURED BY MULTIKNIT LTD. OR OTHER COMPANY WHO CAN MANUFACTURE GALVANIZED LOCK WA ER
<br /> FLAT WASHERS (2) DATE 08/14/2018
<br /> FABRIC, WHICH MEETS THE SPECIFICATIONS LISTED ON PAGE 2000, AND SHALL BE FABRICATED FROM _J COLUMNHVY. HEX NUTS (4)
<br /> POLYETHYLENE MATERIALS. U LOCK WASHER PROVIDE TAPER FLAT WASHERS (2) FINISHED
<br /> iv (SLRS) FINISHED FINISHED SLOPE 2% MAX. Ile
<br /> SURFACE o
<br /> 2.- THE FABRIC SHALL RETAIN 80% OF ITS TENSILE AND TEARING STRENGTH AFTER ULTRAVIOLET SURFACE SURFACE
<br /> r I
<br /> EXPOSUVERY RE
<br /> PER
<br /> ERASTM G53 USING A 313 NM LIGHT SOURCE FOR 500 HOURS WHILE MOISTENED FOR 1 HOUR S. �_ - _ - \ \ \ \ \ -� _ _ - 1 1/4" GROUT PRE-CHECK (PC)
<br /> 013/16" HOLE---\ = _ -_ - b \ . �<\o N _ Q w = J 1 1/2 EXTRAz_ - z - U DOCUMENT
<br /> J Fv w g TURNS U z_ w - = �1 1/2 EXTRAz Code : 2016 CBC
<br /> 3.- PROVIDE CERTIFICATION BY MANUFACTURER AND STATE FIRE MARSHALL TO DSA AT SITE SPECIFIC TROUGH L = - - = 'I 1 1/2 EXTRA U J - _ _ _ _ -� ih TOP AND � _ J U
<br /> v - _ - TURNS A separate project application >
<br /> INSTALLATION. o w - F- U) U F� w o Q p p j pp
<br /> L - - - _ -I TURNS 1 1/4" GROUT co CO L. _ _ � BOTTOM - _ J o w r�_ � - --I�, } TOP AND a for construction is required. W
<br /> z - - - TOPAND _ _ co 04 U M m - U)
<br /> z_ w 03/4"X20" - - - _ '� I= = 4 I - -_ _ ' I OF SPIRAL L. BOTTOM
<br /> 4.- FABRIC SHALL REQUIRE ANNUAL INSPECTION AND MAINTENANCE BY THE DISTRICT. FABRICS SAMPLES g - - BOTTOM C7 - - - - w _ - - REBAR E.W.� ALLTHREADED _ _ _ -� w I� _ _ 4= = =
<br /> -_ _ 1 1/2 EXTRA z_ z - 5„ REBAR E.W. C° OF SPIRAL
<br /> OF THE SAME MATERIAL WHICH ARE MAINTAINED AT THE PROJECTS SITE SHALL BE TESTED TO BE IN - o L OF SPIRAL - z Q L TURNS - - It M - - TOP AND Eng. By : JO 03/17/18
<br /> o w ROD ASTM A449 - - - U _ _ - TOP AND J z_
<br /> COMPLIANCE WITH ASTM D5034 AND D2261. THE ANNUAL TESTING ON THE APPROVED PLANS SHALL BE m - - - 'I Q z w w I - - - - _ _ r - -� I`=___ -_ - = J BOTTOM
<br /> GALVANIZED - - - 2 J L _ TOP AND O ;, X - BOTTOM � - 41
<br /> COMPARED TO THE FABRIC SPECIFICATIONS INDICATED IN NOTE 1 OF "FABRIC SPECIFICATION" ON THE w L - - - _ -I u) 0 U t - - - -ll -� BOTTOM z J in L- - - -_ -I - - I- -_ - _ _ --I 13#5 J Design B MP 03/17/18
<br /> HVY. HEX NUTS (4) - - _ - w _ L U - 13#5 c� _ - - _ Q g y
<br /> APPROVED PLANS. THE FABRIC SHALL BE REPLACED WHEN THE TEST RESULTS RETURN LESS THAN 50% - _ = 5"- o _ _ - - U J -
<br /> FLAT WASHERS (2) L a "' co m N L -I OF SPIRAL Q - - - - - 1 U L. _ _ - _ _ a
<br /> OF THE ULTIMATE VALUES IN NOTE 1 OF FABRIC SPECIFICATION". iv = - _ C° � _ _ _ _ w -
<br /> L - - _ _ lt M w L = = _ _ � -I v) - -- - _� - - Approved By : JO 03/17/18
<br /> 5.- FABRIC TOP NEEDS TO BE REMOVED IF SNOW EXCEEDING 5 PSF ARE ANTICIPATED, FABRIC TOP NEEDS L�, _ -_ -_ - � � L -I M >_ m 013/16 HOLE CAP PLATE a. 3" CLEAR
<br /> Q _ _ � _ " CLEAR DRAWING DESCRIPTION:
<br /> TO BE REMOVED IF WINDS EXCEEDING 115 MPH ARE ANTICIPATED. - L "� -� U) TROUGH
<br /> L = - -_ - - _ _
<br /> L -_ -_ -_ _ _ _ -I a _ -_ _ - ALTERNATE SPREAD FOOTING ALTERNATE SPREAD FOOTING
<br /> 6.- A VISUAL INSPECTION LOOKING FOR TEAR AND ABNORMAL WEAR IN FABRIC MATERIAL AND THREAD IS CAP LATE - - - - - - U) L - - - - - -I Q (EMBEDDED, PIH) (RECESSED BASE PLATE, RBP) PRODUCT INFORMATION
<br /> REQUIRED PRIOR TO RE-INSTALLATION. SHADE STRUCTURE SHALL BE NOTIFIED IF SIGNIFICANT DAMAGE IS - VE TICAL z w (OPTIONAL) (OPTIONAL)
<br /> PRESENT BEFORE RE-INSTALLATION. z REB 21#5 VERTICAL cL 05/8" R1/2"
<br /> REBAR 21#5 '` EYE NUT DWG.
<br /> AIRCRAFT CABLE _ - - - - _ - - - 1 7/g" �� 1/4' FABRIC DSA3022060-16
<br /> 1.- FOR FABRIC ATTACHMENT USE 3/8" 7x19 GALV. CABLE PER ASTM A1023A, ASTM 1023M-02, WITH A
<br /> BREAKING STRENGTH VALUE OF 14,400 LBS. CABLE SHALL BE TENSIONED TO 250 LBS MINIMUM. THE 3" CLR. 3"CLR. BEAM SHEET
<br /> MAXIMUM CALCULATED CABLE TENSION IS 2726 LB. 2'-6" 2'-6" -`� 10.1 -1000
<br /> 1'-8 7/8"
<br /> 2.- CABLES SHALL BE FED THROUGH THE FABRIC SLEEVES AROUND THE PERIMETER OF THE CANOPY AND 1/2 THK �� CAP PLATE REV.
<br /> TENSIONED UNTIL THE FABRIC PANELS (DESIGNED PURPOSELY UNDERSIZED) REACH A TAUT DRILLED PIER-PIH DRILLED PIER-RBP GUSSET PLATE DETAIL (3/8"THK)
<br /> APPEARANCE. ANY LONG TERM CABLE SAG SHALL BE MINIMIZED DURING THE MAINTENANCE RE-TIGHTING (EMBEDDED,PIH) (RECESSED BASE PLATE, REP) DETAIL-4 (TYP. FOR ALL COLUMNS)
<br /> VISITS AS REQUIRED. (USE FOR NON-CONSTRAINED CASES) (USE FOR NON-CONSTRAINED CASES) REFER TO DETAIL-3 REFER TO SIDE VIEW (TOP OF RBP COLUMNS) NC
<br /> (OPTIONAL) (TOP&BOT.OF PIH COLUMNS)
<br />
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