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HomeMy WebLinkAboutALUMINUM A-C STAND7/8• SCANNED BY St Lucie County ALUMINUM A C STAND UNIT DEPTH (MAX. SIZE PER DESIGN SCHEDULE) UNIT DEPTH r--------------,� (MAX. SIZE PER SCHEDULE) UNIT I p lu I r 11 ?- (SEE DESIGN SCHEDULE ON SHEET oCIo 4&5 FOR SIZES AND I _ p'y r- - - - - - WEIGNTSn L7 m I I I I I =aIA z Ti Lz0 H2 = U U I I I MAY BE SPACED AT I m 3 z z I I j24RA31L6S, 48 ONLY, CENTERED STAND DEPTH 13 (--- L--- PER DESIGN SCHEDULE z IL F ABOUT FIXED FRAME C _ 6 --- I 16 I 2• Fs 2 .u.� 4' rs ... Um LL 2) 1/4-20 t�wO FBf w `T 48-TYP. STAND DEPTH UU z w `f THRUBOLTSTO sLz7E m 4Qw =Z2 a s INTERLOCK SQUARE 3 TUBING o s 3 Z N w J a a x TOP OF U 16 OOF HOST STRUCTURE a V TOP OF 16 OOF HOST STRUCTURE I a v ROOF FINISH -------------- - - ROOF FINISH O � � OASSUMED 4 ANCHORS BASE PLATE 3-MAX ASSUMED 4 ANCHORS © BASE PLATE ROOFING PLATE DSTD/HD/XHD" ['FIXED" ASSEMBLY THICKNESS (SEPER THICKNESS SCHEDULE 1 ASSEMBLY ELEVATION (SEEEANCHOa SCHEDULE 2 ELEVATION FOR ANCHOR 1 SCALE: 1"=1'-0' END ELEVATION SPECS) FOR ANCHOR SPECS) 1 LE SCALE: 1"=1'-O' END EVATION OUTILIZE NEXT -HIGHEST STAND HEIGHT FOR LIIIISZE NEXT -SMALLEST LARGER ROOF THICKNESS. FOR ROOFING WITHOUT STAND DEPTH FOR VALUES IN INSULATION OMIT 3' THICKNESS AND UTILIZE CLEAR BETWEEN EXISTING TABLES HEIGHT FROM FINISHED FLOOR. SPECIAL CONDITIONS REQUIRE SITE -SPECIFIC ENGINEERING. Sa MIN4411 Nr MA%LED WEIGHT AS VERIFIED BY OTHERS, TYP. �2.500------ I 0.094'� 0.125- 0.555' �p.188' t--1.375°-i RAIL (I -BEAM) - -I TUBE AT I i 0.750 CENTER OF �.r TYP• PLATE (SEE 45° -ITI� %-20xY' L DETAIL 2/3) I i I GALV. uJ^ 0.156" BOLT 0.250" 0.156 , 0.250' 1.500' 0.250' z.000• B (SEE tl .. SCHm.) (SEE w SCHED.) m�U CROSSMEMBER N 2 2* 6.-1,_O. B2� (SEE (SEE w w SCHED. SCHED.) 1O �x �N CROSSMEMBER R BIN O5SCHED. D HK (SEE SCHED.) 7/8•) ? 4 C-CHANNEL 5 POST BASEPLATE DLE FOR ANCHOR WITH 6'=1'-0' OIAMETER%6-LARGER THAN ANCHOR DIAMETER UNIT DEPTH REF. � CONFIGURATION DETAILS STAND WIDTH & LEG SPACING PER CONFIGURATION / DETAILS UNIT WIDTH MAXIMUM ALLOWABLE DESIGN PRESSURES: A AS NOTED IN 44. DESIGN SCHEDULES _ - DESIGN NOTES: • SOTE F b u DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM -<fP •. BE DETERMINED SEPARATELY ON AJOB.SPECIFIC BASIS IN ��_" ���` ACCORDANCE WITH THE GOVERNING CODE USING ASO METHODCA DwT• O - F RL ,.+N ` STTE-SPECIFIC PRESSURE REQUIREMENTS AS DETERMINED IN /j S ACCORDANCE WITH ASCE 7-10 AND CHAPTER 16 OF THE FLORIDA /// 8 BUILDING CODE SDCrH BUILDING CODE (AS APPUCKBOLNE)2S017 &BE 15I ESSS THAN TIONAL OR EQUALTO I THE LATERAL AN UPLIFT UPLIFT DESIGN PRESSURE CAPACITY VALUES LISTED W Ito HEREIN FOR ANY ASSEMBLY AS SHOWN. ZW 0-m W GENERAL NOTES �l m U . [9a 1. THIS SYSTEM HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE FLORIDA Z ^ N W rrr��� 666 ���uuu BUILDING CODE SIXTH EDITION &THE 2015 INTERNATIONAL V", W 6Z (2017) BUILDING CODE FOR USE WITHIN AND OUTSIDE OF THE HIGH VELOCITY 3 IL HURRICANE ZONE 2. CONTRACTOR SHALL ENSURE THAT EACH INSTALLATION ASSEMBLY IO W s� 1U MEET THE MINIMUM CLEARANCE HEIGHT PER FBC SECTION 1510.10 FOR LD NON-HVRZ APPLICATIONS AND SECTION 1522.2 FOR HVHZ APPLICATIONS. 'M 3. SEISMIC DESIGN DOES NOT GOVERN. SEISMIC PARAMETERS CHECKED: V RISK CATEGORY II, IMPORTANCE FACTOR 1.0, S-0.057, 51-0.022, SITE CLASS D, 061, SAC-OA35SEISMIC DEIGN CATEGORY D, SEISMIC N Z O ON NO DEMANDS ON NON-STRUCTURAL COMPONENTS (MECHANICAL COMPONBITS, AC UNITS), FPMAX - 46 LBS, AP-2.5, RP-6.0, UP TO 200' MRH. 4. MAXIMUM DIMENSIONS AND WEIGHT OF A/C UNIT SHALL CONFORM TO p SPECIFICATIONS STATED HEREIN, MINIMUM 75LB OR MAXIMUM AS LISTED HEREIN. 5. � O � THE ARCNITECf/ENGINEER OF RECORD FOR THE PRO]ECf SUPERSTRUCTURE WITH WHICH THIS DESIGN IS USED SHALL BE O 14 N RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO THIS DESIGN WHICH SMALL BE COORDINATED BY THE PERMITTING CONTRACTOR. 5. REACTION FORCES LISTED FOR USE WITH HOST STRUCTURE T m Caw VERIFICATION ARE CALCULATED USING ASD METHODOLOGY. DESIGN PROFESSIONAL OF RECORD TO VERIFY APPLICABILITY AND/OR ADDITIONAL rL C C FACTORS FOR USE WITH HOST STRUCTURE VERIFICATION. Y W Q O 7. ALL FASTENERS TO BE 010 OR GREATER SAE GRADE 5, UNLESS Z m U. p a NDIED OTHERWISE, CADMIUM PLATED OR OTHERWISE CORROSION RESISTANT MATERIAL AND SHALL COMPLY WITH ANY APPLICABLE I-N v U 6 FEDERAL,STATE, AND LOCAL CODES. PROVIDE (5) PITCHES MIN PAST TA t7 G THREAD PLANE. J a B. ALL EXTRUDED MEMBERS SHALL BE ALUMINUM ALLOY TYPE 6061-T6 OR 6005-T5. Q wO 5 O 9. ALL EXISTING CONCRETE SUBSTRATE SHALL HAVE MINIMUM PC Z U w 6 Q COMPRESSIVE STRENGTH OF 3000 PSI AS VERIFIED BY OTHERS. 0 P 10. AWMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE WITH FBC �6 SECTION 2003.8. 1.4 WITH WELD FILLER ALLOYS MEETING ANSI/AWS A5.10 L�.H STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN ACCORDANCE .z S WITH THE ALUMINUM DESIGN MANUAL, TABLE A3.6 WELD FILLER: 5383 UI ALUMINUMELECTRODES. ALL ALUMINUM CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE TOLERANCES, QUALITY AND METHODS OF CONSTRUCTION AS SET CL FORTH IN FBC SECTION 2003.2 AND THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING CODE-AWMINUM. MINIMUM WELD IS %* THROAT LUWELD UN LESS OTHERWISE NOTED. LL PERIMETERCONTRACTOR S RESPONSIBLE TO I SULATE MEMBERS FROM INSULATE a b $ $ •'� DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 12. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED Si 1006 6 INSTALLED BY OTHERS. ALL MECHANICAL SPECIFICATIONS (CLEAR SPACE TONNAGE, ETC) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND �c E q yyyp BeR ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 13. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS S (4 ] ®®® ppp SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, eL al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM •N MATERIAL FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL CODES G & FROM DEVIATIONS OF THIS PLAN. AI 14. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE119101,0111.1�INFORMATION FOR A SPECIFIC SITE. FOR SITE CDNDITIONS DIFFERENT' O0PMWBQXET+EXP FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR ST REGIERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR 15-2480 USE IN CONJUNCTION WITH THIS DOCUMENT. 15. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL 9CA cI CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 9 16. AC STANDS SHALL BE LABELED CONTAINING: PRECISION ALUMINUM PRODUCTS, INC. DEERFIELD BEACH, FL FLORIDA PRODUCT APPROVAL -NUMBER STAND COMPONENTS STAND TYPE/COMPONENT SCHEDULE STANDTYPE PART DESCIL XHD ND SiD HD FIXED 2 OUTERTUBE .00' x 2.00' 1.25' x 1.25' x 1.25' x 1.25' x SIZE x 0.093' 0.093' 0.093' N/A (Bl x Bl x tl) OUTERTUBE 2.00' x O SIZE N/A N/A N/A 2.00' x 0.093' (B1 x B1 x t1) 2.1 INNER TUBE SIZEx 1.75' x 1.75' 1.25' x 1.25' x 1.00' x 1.00' x N/A (82 x B2 x t2) 0.125' 0.125' 0.125° O POST SIZE 1.9' x 0.20V 1.9• x 0.145' 1.5" x 0.090' 1.9' x 0.145' OD X THK •4' X 4' UP O 5 BASEPLATE SIZE 6'X6' S'XS' 24' STAND HT S*XS" (Pi (PI x PI) S'FOR 30' STAND HT FRANL BDUWRW, P.E N 49 _ LEGEND: —'D • "HD"- HEAVY DUTY '• • °STD'=STANDARD :�,C •'• TEl F�[(/` • °J01D'= EXTRA HEAVY DUN SS �RI O SHALL BE UTILIZED FOR FIXED ASSEMBLY ONLY / IN N LL g m 1 6—t MEAN UNIT HEIGHT & MAX FACE AREA CALCULATION DIRECTIVE: THIS DIREESHALL LULATTHE EANIT HEIGHT& MAACOF ANY MULTIPE Up EXAMPLE CONFIGURATIONS: 2 UNITS:2 FRAME CONFIGURATION W 1 •---t MAX AC UNIT �_ W2—� -t- _ (lxW) (H UNIT r L(H2xYY2) 1 450? 6' MAX RAIL 50 SPAN 3 UNTIS:3 FRAME CONFIGURATION L� '—W2—j I W1� � erl Ilurrl���. �6' MAX RAIL SPAN 4 UNITTSS:4 FRAME CONFIGURATION I W3 I �1 —W2� f--W3 _ AC UNIT T (HIXW1) AC UNIT _ ACUNI (H3xW3) _ (H4UxWgj 4F5 1 6' MAX RAIL 16' MAX HEIGHT — DIFFERENCE- - — — — — — — — — — — AC UNIT �I (H1xW1) ! i �C UNIT H2xW2) j I I �— SPAN _ 16' MAX 16' MAX HQGHi HEIGHT -- DIFFERENCE• DIFFERENCE• MAN UNIT E------ TIAC( —UNIT —_----- li AC UN[i + I(H2xW2) AC UNIT I(H3xW3) L& MAX RAIL r SPAN 16' MAX 16' MAX 16' MAX HEIGHT HEIGHT HEIGHT ����qqryry uu � DIFFERENCE DIFFERENCE • DIFFERENCE• FEIGHTNIIIAC AC UNIT ---- -- — -}--- — — — — — — — I(H1xW1)� UNIT TA C UNIT ' AC UNIT (H2xW2) (H3xW3) I (H4xW4 �6' MAX RAIL SPAN MY BE •MAXIMUM ALLOWABLE HEIGHT HE DIFFERENCE BETWEEN ANY UNITS IN A MULTIPLE UNIT )NS RESTRICTED TO 16N RATION IS r MAX. FORMULAS USED FOR DETERMINING MEAN UNIT HEIGHT & MAXIMUM UNIT IM 1. CALCULATE THE MEAN UNIT HEIGHT BY THE FOLLOWING EQUATION: • TWO UNITS: dlrz • THREE UNITS: H3+H2+H3 3 • FOUR UNITS: H1+H2 • 'n. UNITS: Hi+H2±P3+_Hn 2. CALCULATE THE MAXIMUM UNIT FACE AREA BY THE FOLLOWING EQUATION: • TWO UNITS: (H1xWl)+(H2xW2) • THREE UNITS: (H1xW1)+(H2xW2)+(H3xW3) • FOUR UNITS:(H3xW3)+(H2xW2)+(H3xW3)+(H4xW4) • 'n° UNITS: (H1xW1)+...(HnxWn) rr—----------- --- ---- --- — -- EXAMPLE SCENARIO: — — — — — — — — I I I 1 CONSIDER A FOUR_UNIT CONFIGURATION WITH THE-DIMENSIONSAS_SHOWN BELOW. I 2. CALCULATE THE MEAN UNIT HEIGHT. I i FOUR UNITS: H1+H2+H3+ 4 = 20'+29 = 24° MEAN UNIT HEIGHT i I I� 3. CALCULATE THE MAXIMUM FACE AREA. �I FOUR UNITS, I I (HlxWl)+(H2xW2)+(H3xW3)+(H4xW4) _(20'x21')+(29'x25")+(22'x22')+(25'x27') I I I I = 2304 Ins I I II I I TOTAL FACE I AREA- 2304 Inx LL-21' 1­25°— A22'�-27'24•MEAN uNrrNIT HEIGHTUNIT ry (2'1 N.UNIT 20 x2]•I N II � II I L — I I �s9�7 H O � O � N�'n O e ll 2: _ W z m $ 6 ^�= S�a� J Ada ego ¢ o sg um z aoo N z0� Ran n 02 � Hill 15-2480 PH DIRECTIVE LOAD TRANSFER X LF?!t4 10N wR USE V4D FACE AREA 2 1 F.S mAxFAcEApEA:7mmEs UNIT To THE RATIO m- AREA, 6 Is I E"m MMN ANCHOR TYP �M JOR I.. mr—IT, =.1 ragi= mmm.7—mmmm � �m � NOR MAIMOIZINE EMBER NEDOUR mm�mExxmmNEE3E3� Mallon Nmm� NOR ��I////I.%//I.%////I%//I����L7����������0 a I 12 mI/////%///%///%I///I MEMON MMEEZZAN MINUBIZINE IffEmmm 5 13 3 2 IN W, 0 AFWA VA PAM VA I VA I VA P W, WA I PA 9 Me i V050A A 1IFrnr1rI1II mw� MOR M ENIZE%////."///"WAv /%///.%////I%//I%////I///I/////.%///.%// OWN %/// �� � �� %////I///II/////.////.I/////%///%////II///I ��� ® � �/////I%//I%////I►////%////.I///I////I.%//I,%////I%//I%////////I �� ////.'1I///.I////.%///.%////I%//I%////////►/////.%///./////I%//I%////I///II/////.'////.I///I%///.%///I//// /////.%///.%/////%///%////I//%I////I.%///I/////%///%////II///I %//ONAAA0/I/////.%//I,%///I////%///. MAIN /I TABLELEGEND: ® -DENOTES VALUES NOT APPROVED FOR USE STAND EXAMPLE 0 a DESIGN a p M SCHEDULE NOTES: p M N ULATED FACE AREA 1. SHALLil SHALLLTO0a O A LJ'1 W ei b LESST"A` 7NEANFA FROBUFFAACETL ! JM oi.CND LISTED HEREIN. w0. F- LNl a (THE FOLLOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DETERMINE THE MAXIMUM ALLOWABLE WIND PRESSURE & UPLIFT FOR ANY GIVEN MECHANICAL UNIT' CONFIGURATION THAT CONFORMS TO THE DIMENSION RESTRICTIONS LISTED HEREIN. SEE SHEET 2 FOR MEAN UNIT HEIGHT & MAXIMUM FACE AREA CALCULATION DIRECTIVE. SEE SHEET 2 FOR COMPONENT SCHEDULE. SEE SHEET 9 FOR ANCHOR SCHEDULES.) _ _ _ _ _ _ _ MECHANICAL UNIT/STAND CRITERIA: N7i CONSIDER THE INSTALLATION OF (4) MECHANICAL UNITS, (1)-20' TALL x 24' DEEP x 21' WIDE, (1)-29" TALL x 24' DEEP x 25" WIDE,(1)-22" TALL x 24" DEEP x UNIT (29"x25') UNIT 22" WIDE, 1 -25" TALL x 27' DEEP x 27• WIDE, 350 LB MAX WEIGHT] 20"x21`) ,22'x22") () [ GHT) INSTALLED WITH THE FOLLOWING CRITERIA: NUMBER OF LEG FRAMES_ (5) FRAMES • STAND HEIGHT- 18" HQGHF STAND DEPTH- 2STAND DEPTH SPREAD • HOST' STRUCTURE TYPE= 3,000 PSI CONCRETE (AS VERIFIED BY OTHERS). PROCEDURE: RESULT: 1 DETERMINE THE MEAN UNIT HEIGHT FOR THE GIVEN CONFIGURATION SEE SHEET 2, CALCULATION DIRECTIVE STEP #1 FOR METHOD OF CALCULATING THE MEAN UNIT HEIGHT. FOR CLARIFICATION, THIS CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MEAN UNIT HEIGHT - 24 In) 2 SEE SHEET 2, CALCULATION DIRECTIVE STEP t2 FOR METHOD OF CALCULATING THE MAXIMUM TOTAL UNIT FACE AREA. FOR CLARIFICATION, THIS DETERMINE THE MAXIMUM FACE AREA FOR THE GIVEN CONFIGURATION CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MAXIMUM UNIT FACE AREA = 2304 In-) ) 3 LOCATE DESIGN SCHEDULE THAT APPLIES TO THE GIVEN CONFIGURATION SEE SHEET 3 FOR THE 20" STAND DEPTH WITH A MAXIMUM FACE AREA OF 2304 Ina. FOR A 2304 In- MAX TOTAL UNIT' FACE AREA ON A IS- STAND HEIGHT WITH (5) SUPPORTING FRAMES, THE ALLOWABLE WIND LOADS ARE AS FOLLOWS: 4 DETERMINE THE MAXIMUM ALLOWABLE LATERAL & UPLIFT WIND LOADS • ALLOWABLE LATERAL WIND LOAD: 69.4 PSF (FROM TABLE ABOVE) • ALLOWABLE UPLIFT WIND LOAD: 37.4 PSF UTILIZE ANCHOR TYPES FROM DESIGN SCHEDULE ASSOCIATED WITH THE ALLOWABLE WIND VALUES DETERMINED IN STEP 4. FOR THE TABLE 5 INSTALL STAND PER PERMISSIBLE ANCHOR TYPES AND VERIFY HOST STRUCTURE TYPE LISTING, ANCHOR TYPES 2 & 3 MAY BE APPLIED. FOR THIS EXAMPLE UTILIZE ANCHOR TYPE 2 FOR CONCRETE HOST STRUCTURE TYPE. INSTALL STANDS PER ANCHOR SCHEDULE AND DETAILS AS ILLUSTRATED ON SHEET 16. coma Ucmxe 6 MAXIMUM ALLOWABLE LATERAL DESIGN PRESSURE= 69.4 PSF (FROM TABLE ABOVE) MAXIMUM ALLOWABLE UPLIFT DESIGN PRESSURE= S7.4 PSF COMPARE VALUES FROM STEP #6 TO THE SEPARATE SITE SPECIFIC REQUIRED DESIGN WIND PRESSURE PROVIDED BYA LICENSED 7 COMPARE TO SITE SPECIFIC DESIGN CONDITIONS ENGINEER OR REGISTERED ARCHITECT; NOT INCLUDED IN THIS CERTMICATION. SITE -SPECIFIC PRESSURE REQUIREMENTS SHALL BE LESS THAN OR EQUAL TO THE LATERAL AND UPLIFT DESIGN PRESSURE ALLOWABLE C4PACITY VALUES LISTED. DESIGN SCHEDULE NOTES: M nC,A I J m E Q W n 0 Z O o z G D C1 U Q a 3 O 1. MAXIMUM CALCULATED FACE AREA SHALL BE EQUAL TO OR LESS THAN THE H a� 7 MAXIMUM ALLOWABLE FACE AREA FOR EACH MN.I V w E CONFIGURATION. Lu 2. REFERENCE ANCHOR 0� a SCHEDULE FOR ANCHOR CL TYPES LISTED HEREIN. 3. DESIGN VALUES IN PARENTHESIS REPRESENT CAPACITIES WHEN TIE -DOWN STRAPS ARE pg gq !L SHEET 9EFOR STRAP AIL 5 ON YU C DETAILS. l F m B. R TABLE LEGEND: �a O-DENOTES EXAMPLE VALUEFOR milli i USE tiir�> COVER PAGEN 8 B DIRECTIVE tnWILLflRB1lHM- 15M80 EHNEN NON IN � �NiVFSCERl Q91t) CBL CBL 0615-1 r�vFecem D tAo FiB osax-r 00 naooa�ert�neniaiaNsa�aW,a++� O w�meir�iro nN miaariewmia Fg� 16IIvxmBanm helm irg* 66666666666666666 r g� �nrNL�mS��nwa��aem �� �o 666G6666�6f6666�66 3� o� � 666666666666666666 �� :ISION ALUMINUM PRODUCTS, 1339 SW 1ST WAY DEERFILED BEACH, FL 33441 PH:(954)-480.6919 tINUM AM STANDS HVHZ & NON-HVHZ APPLICAT FLORIDA BUILDING CODE SDRH EDITION (2017) PRODUCT APPROVAL FLf16921.1 w unman munnn RONNIE Ilk Rem 160 SW 12th AVE, SUITS DEERFIELD BEACH, FL 3`t A, P. (954) 351-0669 F: (934) 3540143 // ' V . • ��; E: HUMDEN61NEE ENGINE. 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MEMBERS (G=0.55 MIN.; B A36 MIN STEEL (INTEGT 41/112/4 A/C UNIT HOUSING (8) #14 316 SS SHEET METAL SCREWS TO 22GA (0.031') MIN STEEL HOUSING PER ANGLE 4'x1-1/2'x14GA (0.078") A36 MIN. STEEL C 1P W/ (2) 1140 316 SS BOLT W/ NUT& 0.75'O.D WASHER TO I -BEAM. MIN (4) THROWN CUPS PER UNIT, (1) PER CORNER SOLATOR PADS (BY ANUFACTURER) BEYOND. MIN. 4 PER UNIT z C UNIT TIE -DOWN DETAIL i6 DESIGN PROFESSIONAL OF A., SEE DESIGN SCHEDULES RECORD SHALL VERIFYFORREACTIONSPER EACH CAPACITY OF HDSTPOST, AS ILLUSTRATED STRUCTURE HEREIN, T/P. 3• ROOFING FINISHM (ASSUMED MAXIBY��7 I WOOD: ADD (4) % 0 LAG SCREW, 3'i O MIN. WASHER, 3W MIN. EMBED, I' MIN. EDGE DISTANCE STEEL: ADD (41 �§'0 THRUSOLT,% O MIN. WASHER AND LOCKING NUT. UTILIZE (2) TOP AND (2) BOTTOM, TYP. TYR 3ASEPLATE REACTIONS FOR ILLUSTRATIVE PURPOSES ONLY TUBING ANCHOR SCHEDULE FOR USE WITH DETAIL 3 ON THIS SHEET ONLY ANCHOR HOST ANCHOR DESCRIPTION TYPE STRUCTURE (4) 318-0 SAE GRADE 2 GALVANIZED BOLTS W/ l] STEEL : 63/4'0 MIN- WASHER TO STRUCTU AL A38 STEELMEMBERS 3/18'MINHOSTTMCIWESS (4)114-0POWERS WEDGE -BOLT CONCRETE ANCHORS OR EQUIVALENT WITH 618`0 MIN. WASHER 2-IrC 2❑ CONCRETE EMBEDMENT 63" MIN EDGE DISTANCE. 2-IW SPACING PER 'STD- BASE PLATE. 3.1/4" SPACING PER-MM BASEPLATE. 4.1/4' SPACING PER 7DHD' BASE PLATE - USE DETAIL 516. USE DETAIL 316 FOR GROUND MOUNT 3❑ WOOD ONLY WHEN APPROVED BY EORIBUILD64G OFFICIAL(SEE NOTES BELOW) (4) S/16' SAE GRADE 5 SHEET METALSCREWS ® STEEL WITH WO MIN. WASHER TO STRUCTURAL A36 STEEL MEMBERS (3118" MIN HOST THICKNESS) ANCHOR NOTES: IT IS UP TO THE INSTALLER TO ENSURE THAT THE HOST STRUCTURE IS SOLID AND CREATES A FIXED CONNECTION WITH THE AC STAND IN THAT ROTATION IS STRICTLY PREVENTED. IF THIS IS AT ALL IN QUESTION, THE BUILDING OFFICIAL SHALL REQUIRE A SITE SPECIFIC EVALUATION TO ENSURE STAND STABILTTY 1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 2. ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE FOR EACH ANCHOR SAE GRADES 3. ALL CONCRETE SUBSTRATE SHALL HAVE MINIMUM 3 RODS WITH COMPRESSIVE -STRENGTH OF-3000-PSI.-CONCRETE BASE PLATE I / % 0 MIN. WASHER AND LOCKING NUTS, TYP. /MEMBER EXISTING TRUSS (2) 3-X3-XW 6061-T6 ALUMINUM ANGLE TO MATCH BASE PLATE • FOOTPRINT ABOVE UTILIZE LOCKING NUT I EACH SIDE OF ALUMINUM ' jL ANGLE, TYP. ALTERNATE BASE PLATE SECTION A -A (SIDE -VIEW) ATTACHMENT AT WOOD/STEEL s TRUSS MEMBERS i6 FOR USE AS AN ALTERNATE ATTACHMENT METHOD FOR ALL ANCHOR TYPES ON DESIGN SCHEDULE TABLES. SITE SPECIFIC DESIGN RECOMMENDED. SUBSTRATE THICKNESS SHALL BE GREATER THAN OR EQUAL TO L.SXANCHOR EMBEDMENT. INSTALL CONCRETE ANCHORS TO UN -CRACKED CONCRETE ONLY. 4. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES ROOFING FINISHES. S. WHERE EXISTING STRUCTURE IS WOOD TRUSSES, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD TRUSS MEMBERS, NOT INTO PLYWOOD. ,�0 o VJ Pul ww oW=1== ugaQ�� 3n°3a WW Lj^ i ul o 10 W 15-2480 16