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HomeMy WebLinkAboutSET UP-INSTALLATIONSUPPORTANGLE, UTILIZED FOR UNITS DEPTHS THAT ARE LESS THAN STAND DEPTHS. SEE DETAILS 1A AND 1B ON SHEET 10 FOR TOP OF ROOF FINISH DS FOR A/C UNIT DEPTH BE GREATER THAN OR r(SHALL EQUAL TO MEAN UNIT HEIGHT) PROVIDE 2" MIN EMBEDMENT OF .1 r — — — — — — — — — — — - —- S UARE TUBING INTO UARE TUB G = t CENTER 10" LONG 1 SQUAR=90E A/C UNITTMSQUARE BING ABOUT AD CENT (SEE DESIGN SCHEDULES I tl z TUB NG FINDS FOR A/C UNIT SIZES) I I I zaz 20" OR 30" ADJUSTABLE SPREAD I U.L9 STAND DEPTH f ut (SEE DESIGN SCHEDULE) Va o rP INTERLOCK SQUARE TUBING" HOST STRUCTURE 4 ANCHORS \-M BASE PLATE (SEE PER PL a "STD" ASSEMBLY SCHEDULE 1 ELEVATION POR ANCHOR 1 SCALE: TUTS END ELEVATION SPECS) tE m N TOP OF U" F�- ROOF--1-FI FINISH 1--38" A/C UNIT DEPTH —� h 38"D x 50"W x 70"H A/C UNIT (SEE "CUSTOM ASSEMBLY' U U DESIGN SCHEDULE, ON SHEET a= 8, FOR CONFIGURATION n LIMITATIONS) S/16-18 INTERLOCK SQUARE TUBING LOOF HOST SUPPORTANGLE— UTILIZED FOR UNITS DEPTHS THAT ARE LESS THAN STAND DEPTHS. SEE DETAILS IA AND 1B F °P ON SHEET 10 FOR G CONFIGURATION �jII-ynI L3" ASSUMEDP ROOFING THICKNESS TOP OF ROOF FINISH AW A/C UNIT DEPTH (SHALL BE GREATER THAN OR TO MEAN UNIT HEIGHT) EQUAL I A/C UNIT (SEE DESIGN SCHEDULES I l7 p E) z E FOR A/C UNIT SIZES) I � w I I zaz 36" OR 42" ADJUSTABLE SPREAD I u: l9 STAND DEPTH-} F AW[ w (SEE DESIGN SCHEDULE) I � UU a MAX rs m �� 10" __1\ N T N TYP.t i LLN w (1)S/16-187HRUBOLT TO J INTERLOCK SQUARE a r P TUBING EACH SIDE' /-ROOF HOST STRUCTURE 4 ANCHORS J \-6 BASE PLATE 3" ASSUMED PERPLATE "HD" ASSEMBLY ROOFING (SEE 2 ELEVATION THICKNESS SCHEDULE FOR ANCHOR 1 SCALE; NTS END ELEVATION SPECS) LARGER ROOF THICKNESS. FOR ROOFING WITHOUT INSULATION OMIT 3" THICKNESS AND UTILIZE NEXT -SMALLEST STAND DEPTH FOR VALUES IN BETWEEN EXISTING TABLES WEIGHT SCANNED BY St. Lucie County TmT... z W z u� uzi 6 3"ASSUMED �ROOFING / xx/ THICKNESS 4 ANCHORS ) BASE PLATE PER PLATE "CUSTOM" ASSEMBLY (SEE 3 SCHEDULE ELEVATION FOR ANCHOR 1 SCALE: NTS END ELEVATION SPECS) A/C UNIT DEPTH REF. — CONFIGURATION DETAILS STAND WIDTH & LEG SPACING PER CONFIGURATION / DETAILS /�A/C UNIT WIDTH OCT 2 4 2019 MAXIMUM ALLOWABLE DESIGN PRESSURES: -D AS NOTED IN -'D DESIGN SCHEDULES I DESIGN NOTES: DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM SHALL BE DETERMINED SEPARATELY ON A JOB -SPECIFIC BASIS IN ACCORDANCE WITH THE GOVERNING CODE USING ASD METHODOLOGY. SITE -SPECIFIC PRESSURE REQUIREMENTS AS DETERMINED IN ACCORDANCE WITH ASCE 7-10 AND CHAPTER 16 OF THE FLORIDA BUILDING CODE SIXTH EDITION (2017) SHALL BE LESS THAN OR EQUAL TO THE LATERAL AND UPLIFT DESIGN PRESSURE CAPACITY VALUES LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN. GENERAL NOTES 1. THIS SYSTEM HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE FLORIDA BUILDING CODE SIXTH EDITION (2017). 2. MAXIMUM DIMENSIONS AND WEIGHT OF A/C UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN, MINIMUM 75LD oR MAXIMUM AS LISTED HEREIN. 3. THE ARCHITECT/ENGINEER OF RECORD FOR THE PROJECT SUPERSTRUCTURE WITH WHICH THIS DESIGN IS USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL BE COORDINATED BY THE PERMITTING CONTRACTOR. 4. REACTION FORCES LISTED FOR USE WITH HOST STRUCTURE VERIFICATION ARE CALCULATED USING ASO METHODOLOGY. DESIGN PROFESSIONAL OF RECORD TO VERIFY APPUCABILTTY AND/OR ADDITIONAL FACTORS FOR USE WITH HOST STRUCTURE VERIFICATION- S. ALL FASTENERS TO BE 010 OR GREATER SAE GRADE 5, UNLESS NOTED OTHERWISE, CADMIUM PLATED OR OTHERWISE CORROSION RESISTANT MATERIAL AND SHALL COMPLY WITH 3.3.3, SPECIFICATIONS FOR ALUM. STRUCTURES -SECTION 1, THE ALUMINUM ASSOCIATION,INC., & APPLICABLE FEDERAL,STATE, AND LOCAL CODES. PROVIDE (5) PITCHES MIN PAST THREAD PLANE. 6. ALL EXTRUDED MEMBERS SHALL BE ALUMINUM ALLOY TYPE 6061-T6 OR 6005-75. 7. ALL 22GA DEFORMED STEEL STRAPS USED FOR UNIT TIE -DOWNS SHALL BE ASTM A36 MIN. STEEL FABRICATION OF STEEL STRAPS SHALL BE BY STRAP MANUFACTURER ONLY. 8. ALL EXISTING CONCRETE SUBSTRATE SHALL HAVE MINIMUM Pc COMPRESSIVE STRENGTH OF 3000 PSI AS VERIFIED BY OTHERS. 9. ALUMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE WITH FBC SECTION 2003.8.1.4 WITH WELD FILLER ALLOYS MEETING ANSUAWS ASAO STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL, TABLE 3.2.1. SUGGESTED WELD FILLER: 5356 ELECTRODES, ALL ALUMINUM CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE TOLERANCES, QUALITY AND METHODS OF CONSTRUCNON AS SET FORTH IN FBC SECTION 2003.2 AND THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING CODE -ALUMINUM (D1.2). MINIMUM WELD IS Ye THROAT FULL PERIMETER FILLET WELD UNLESS OTHERWISE NOTED. 10. THE CONTRACTOR IS RESPONSIBLE TO INSULATE MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 11. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS. ALL MECHANICAL SPECIFICATIONS (CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 12. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, at al. INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM MATERIAL FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL CODES & FROM DEVIATIONS OF THIS PLAN. 13. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CON3UNCTION WITH THIS DOCUMENT. 14. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 15. AC STANDS SHALL LABELED PER MIAMI-DADE REQUIREMENTS FOR NON -MANDATORY PRODUCT APPROVALS IN ACCORDANCE WITH THE FLORIDA BUILDING CODE i%j1ILI1�fill" LL N U m J ¢ Z e O Za GµL mX .a In WUj 1-3f^ Z. a m o ¢ 8 C_i V 0 G 15-2476 b STAND COMPONENTS t--2000" t--2.484 0.0946' c C n o I 0.125" c -ll ri CROSSMEMBER 0.555" tn7\Ql 1 RAIL (I -BEAM) 1�III • .r 0TYP. TYP. SS BOLT TIGHTEN TO 0.156" REFUSAL 0.250 0.1S6 '0.250" 1.00" 0.250" 2.0001, 3 C-CHANNEL 6" CHA 4 POST 6"=1'•0" 0 rI i 1 " (SEE"SCLHED) SUPPORT 5 ANGLE MFnN iiNrT HEIGHT RE MAX FACE AREA CALCULATION DIRECTIVE. AXIMUMFACEAREA OFANY MULTIPLE UNIT CONFIGURATIOE SHALL BE USED To CALCULATE THE MEAN N. EXAMPLE EXAMPLE CONFIGURATIONS: 2 UNITS:2 FRAME CONFIGURATION t—W1� T ACUNIi AC UNIT t ? (HIxW r (N2xW2) x -IL RAIL MAY OVERF 5' MAX RAIL END FRAME 1.0' MAOX SPAN (TYP. ALL CONE 3 UNITS:3 FRAME CONFIGURATION =rnry 4 UNITS:4 FRAME CONFIGURATION t-Wl� y— W3 I W4 UNIT (H1xW1) n x AC UNCf (H2xW2) ACC UNIT (H3xW3) = I AC UNIT (H4XW4) v x MAX 16" MAX HEIGHT DIFFERENCE' "elG----------_---------- Hr - AC . AC UNIT AC UNIT (H1xW1) (H2xW2) SPAN 16" MAX HEIGHT �J DIFFERENCE' HWgYNIT----_-- - IACUNI AC UNIT 1I (H2xUW: (Hlxwl) I �5' MAX RAIL SPAN 16" MAX r HEIGHT —t 16" MAX HEIGHT DIFFERENCE' AC UNIT (H3xW3) I 16" MAX 16" MAX HEIGHT j HEIGHT FFERENCE•I DIFFERENCE• rAC UNIT (H1xW1) AC UNIT H3xW3) YI (H4r xY 4 (H2xW2) �5' MAX RAIL -4 ... SPAN BE 'MAXIMUM ALLOWABLE HEIGHT DIFFERENCE BETWEEN ANY UNITS IN A MULTIPLE UNIT CONFIGURATION IS RESTRICTED TO 16" MAX. - 41, TMP, 0 :. THICK S) �Op O O1 314" TYP. 3/4" TYP. TUBE AT BASEPLATE CENTER OF 6 PLATE(SEE NTS DETAIL 3/10) MOP SED FOR DETERMINING MEAN UNIT HEIGHT & MAXIMUM UNIT 1. CALCULATE THE MEAN UNIT HEIGHT BY THE FOLLOWING EQUATIOIA: • TWO UNITS: • THREE UNITS: HI+H2+H3 3 • FOURUNITS: HI+H2+N3+H4 a • "n" UNITS: HI+H2_ +fl 3+_.Ho 2. CALCULATE THE MAXIMUM UNIT FACE AREA BY THE FOLLOWING EQUATION: • TWO UNITS: (HlxWl)+(H2xW2) • THREE UNITS:(H1xW1)+(H2xW2)+(H3xW3) • FOUR UNITS: (HIXWI)+(H2xW2)+(H3xW3)+(H4xW4) • "n" UNITS: (H1xWl)+...(HnxWn) r--------------------------- --- --- ----- —� - - - - - - - - - - EXAMPLE SCENARIO: I I 1 CONSIDER A FOUR UNIT CONFIGURATION WITH THE DIMENSIONS AS SHOWN BELOW. I 2. CALCULATE THE MEAN UNIT HEIGHT. I I i FOUR UNITS: H1+H2+H3 H4 = 20"+29°422"+25" = 24" MEAN UNIT HEIGHT I 13. CALCULATE THE MAXIMUM FACE AREAL I I I I i FOUR (HlxWl)+(H2xW2)+(H3xW3)+(H4xW4) =(20"x21")+(29"x25")+(22"x22")+(25"x27") I 123041nx I I I II II TOTAL FACE II AREA= 23D4 Inx I I I I j �21" 4-25" t-22" �27" 24" MEAN I I EIG UNR - - - - - - - -f UNIT HEIGHT I I u"rr f2siH2s) °n UNrr —1III I o ° (25""x27') I N 20'x21' N 22•x22') II 1 II II 1 �I I I *_ O � ox 1.. U h ;NLLmmN� ,tHgod EQ w LL1,00 3 IJL - a5z ""LL �i7 V) W O W w b0 tl 0 "STD" STAND DESIGN SCHEDULES & STAND DIRECTIVE EXAMPLE j �c ;.' 0 PE40465FRANK L. 49.-NN""i•: o . - .. - IDADTRAxsFERtnwW+Anon Eoxusewlm Han '� ' '%� �� �/ , .•.�-. STN1CnIRE VERDlGi1ON OL4Y u •%'L ' � �-._. 20" STAND DEPTH MINIMUM: MAR rAGE MICA ODUUM-- a<irvvM.- , - UNRroi1U14EMTIO MAXFACEARE.A:B E9 ACEARM:J RAN FAMAUA•6FRAMM MAxFAIMARFA:SFRANBAN AX ANCMOR] :IOR4 ANO695 :20R3 MN KITPf:IOR4 ANCHOMTYDE: 20R] ANDMRn :AOn4 ANCM03TYPE:20R] ANCHORWMI I OR4 ANCMOMTYPE:10R3 MAC lUSE MAY BASE MACBASE MAx MA% lI.AXMAXALwWABLEN'� UNRLT) (CnAPFA GRAVITY (QGHT MAX AIWVIAEIE MAY fIAXALWWABW NAXAIWWAIUE ALLOWABLE MA%AIWWABW MA%ALWWABW ALwWA6w Allow" NAXALLOWAOW AnDWABw AUL=IAiflULwAD ALLDWABWAUAWABIE A1lDWWW UPLLR I wAD UGLLR IATDULlOAD UNR IAIERALWW UWR UT. LOADU9wT UIERAI LOAD URST IAlER0.LWAD UPIIfT IAYflUL LOAD UPL[Rf09.9 t89.9 Psi 149.9 MF 17&7 MF 141.1 PSF 16&0 PSF Ill.l PSF 148.9 PSF Il).5 Mf I]BJ PSP I09J PSF 3M.40 w-R "9A W I691.O W 13]4.4 W • J6001P• PSF IB4A 3F 149.9 3� 14SJ 3F ME PSE 199.9 PSF 145A PSP 189.9 MF I6LS MF 34&9 PSF IZ)J MF t61.5 PSF I21.S Mi 138d PSF IMJ PSP 1J&4 PSF iMJ MF 89.3 PSF ISSJ MF 94JPSF 91.13E 74A PSf94.1FSP IiSJ 3P 91.1 PSG )4.O DSi ]bDAO w-R ]60AD wiT JDJ w 259.] W 1500.9 w 1]]9.9 W 1289.E W150.9 12]Ll w f'30 3� t19.1 Mi PSF 119.1 PS DS.O MF 104.2 PSF 132.0 ME 10123E 1 W.1 MF 89J PSF 113A ME ]fi0.401Bii 409.6w 108LSw 15B8AW ^ 6MO W 992 MF "a PSF )BJ PSF3E 79.3 MF kALLO��WABw 3E ]BJ MF 992 PSF 99.13E )BJ PSF ]BJ MG 9923E 99.13E JBJ MF 783 PSF 9923E 85.03E ]BJ 3F 67.13E 98.13E 85.0 3E 69.4 PST 7).S Mf 674 MF 5483i 9tA 3F MA PSF SL9 PSF45.J 12.13E 55.93E MF 81,83E 1PSF 5>.9 PSP b1AMF 55.9 Mi IS.1 PSP 360A UB J6440 WET 3173 W 359J W 1650.2 W1451.EW 15p].S LB 1M6A W 93.E PSG 11.13E PSi 81.0 PSF ".0 PSF 81.0 MF 64.0 MF 69.4 m UA MF PSF SJJ MF @.1 FSF ]60A0lBiT 4H3 W 2083-1W D99.S W 0 - 90000,• 58 85 PST 58 6.6 MF SB 62.E PSF 67.13E 60J MFJ 49A PSF.E 3F MF a 8 PSF 8 6 M 54AMP 67.1 ME 52.9 ME 43.2 PSF B 4.6 58 6 MF 54A MF SBA MF 51J MF 4L3 PSF 58 4.1 MF 57.4 MF 46.9 MP 5&5 MF 45J MF J).0 PSi MF 50 63 9 ME 55.73F 48.9 MF 5053E ".0 Mi 3).0 PSF ]5.LFSF SB 6 .8 47.9 PSF 39.1 PSF 35.0 4 PSF 48A )7- PSFSPSF 30.8 PSF 35.1 PSF 19.1 MF 36.8 3 1 ME 363 MF ]0.9 05i "JPSF60• ]60AD I ]60A0w4T 317Jw 259J W36.8 12600 W 5) PSF ]&8 55.2 MF 45A PSF 4].6P5E 5 MF 36 8 51.9 MF8 S) PSF 48 3 ME 49.0 PSF ]B,I MF 36 51.8 MF 36.8 45A MF 40.9 MF J5.8 3F J6.8 53S i ]8.B 4fA MF 4L2 ]2.> ME 36A ". MP 36.8 >B 9 MF 30.7 PSF 34.5 ME 17.2 ME MF ]L9 ML S&2 MF 35.E PSF J60.40 LB4T 360AB 184T ]RJ W 259JW 1961.7 W I>5&5W 177&8 W 16J23 W ]0^ 36.e 45.1 ESE I 35.63E J68 651 MF ]5.6 MF J6A J9.5 MF 312 ME 1 36A 39.5 F ]12 Mi 3J.8 PSF S6J MF ]]A PSF 26.]MF 2B2 MF TS2 3223f wwTPANSSERDJREvUnONnG"o WTM MOST cl SINICNRE VFAIflGnON ONLY 20'• STAND DEPTH MINIMUM: MA)[ rAGE AMW aeaum- • A..uemn-i rnnm& vwnm... ­ - uxRro FRAF9: Mno MAXFACEAREA!7FRAMES MU FACE An' A:6 FRAMES MAX FACE AT: 5 FRAMES MAX FACE APFA 14 FRAHB �� MA% MEAN NAX FACE ANf]10R]YPE:SOR4 ANQIORST3EE:20RJ ANCHD0.JYPE:IOR4 AHCILOnS :20RJ ANODRTEE:10R4 ANCH03TYM:20R] ANCNOR7YPE:10R4 ANCHOM TYM:2 OR3 MAX, BASE FIAC BASE MAIL BASE MAC BASE CFAR MAX MAX MAXRf"M MOMEWPU B Mm UP1IR(T) GMVIIY(c) HflQR UNR MflGMI ARG MA%AIlDWA81E NAX ALLDWAOw MAX ALLOWABLE MA%ALLOWABw ALLOWWABtE MAM M IULOWAM AllO ARw MWLAUO3YABW ALLOWABLEOWABLE ALIOWAOW NAX AIWLQAD ALLOWABLE ALOWABW A110WABw ALOWWw unMLLDAD UPLLR LAEALLDAD UPLDT LxE wm UPIIfT LATERALWAD UPLLR LATERALLDAD �IIT LATERAL. WAD UPLLR LI0A0 UPDR UTEMLIOPD UEWT ME IN.1 MP 145.9 ME 172.9 PSF 1364 PSF PSF 117.599E 138J PSF 109J PSF J6D.4018•R 409X w 101.7 w 1374.40 is" 30' lawM. 189.9 FSF 189.9 PSF 149.9 PSF 149.9 ME 189.9 ME IM.9 ME 149.9 ME 149.995E L09.9 ME 17L0 ME I49B 3P 136.6 ME 169.9 ME IM.O ME 149.9 116.6MF 1442 ME 113AMi I"2 ME 11].8PSF 93A ME PSF PSF 91.1 PSf 74A P5 115JMP 96J 91.1 ME >dA PSF 360.40 LB-R ]60.40IIFR 317JW 25930 1500.0w 1381.1 LB D85.60 1231.I W 24- l0' 165.0 PSF 100.J PSF 165.0 ME 13D3 PSF 14L4 ME 111.6 PSF I41A MP UL6 MF 117.9 ME 93.0 PSF 217.9 PSF MA PSF 64.E ME J60.40 w-FT 409.E W 1882.5 W 158BA w w • 40 • 4800IM 992 ME 992 PSF 7&3 ME 78.] MF 992 PSF 99.2 PSF "a PSF 78.3 PSF 992 MF 992 ME J8J MF )8.3 ME 992 MF 99.2 PSF )&] ME 7" ME 992 PSF IvLs 95F 7L3 PSF 783 ME 0.9 ME 0.1 ME 99.1 MF 0&5 PSF M.3 PSF >BJ MG 69.9 PSF 5?.1 PSF PSF PSF ME 12.1 PSF S5.9 PSF 45.7 MP MAKE 52.9 PSF 55.9 ME 45.7 PSF J60A0 FT 3MO Ul-R 37.3 W 2593 W ]6482 W 15025 w 145Lfi w 1366A W id ^ 30 • 992 ME 78.J MF 992 Mi 78J PSF 86X PSF 683 PSF 66.0 ME M.5 PSF S2.6 MEA 48A ME 53J ME 42.1 ME 360.40 L0-R 409.6W 2085.9W 1799.Sw IB• I. >t001K 58 MP 58 B]A MF 67.1 ME 66.1 PSF SB BS PSF 58 81.1 PSF 67A PSF 641 PSf 58 a PSF 58 8 ME 67.1 ME 5&>PSF SO 79.9 ME 58 69.E PSF 63.0 ME 55.0 PSF 5B 2 MG 58 59.8 ME 61.0 ME 47.2 PSF 58 66.E PSF 58 58.1 45Z ME MF MF ]]A PSF J0.9 PST 46395E 39.E PSf ]6.1 PSf ]0.9 PSi 3WA0 w-R30" ]60.40 w-R 159JW 16]0.8w i500Jw 24- 58 68.5 MF 54.0MF SB 69.5 Mf S4A PS 58 SO. MF 46J PSF 58 58 ME 44]MF 45.9 PSF ]&6 MF 4&Mf ]8.6 PSF1 W 60 ^ ]0080 N4 ]6.8 DSF 6 8 45A PSF 45A MF ]bA MF ) 6 MF 45.0 PSF "A MF 16.8 MF 36 8 S 45.0 PSF 409 Mi 36A 55. 36 6 MF UA PSF JBA MF J6.B 55. PSF 16 a 43.9 PSF NA Mf J6 46. PSF ]b 00 6 i 36.5 MF. 3L0 Mf 3).e ME MF ]I.S PSG 38.23E J5.1 MF 372 DSL 322 PSF 6.8 ]> I PSF 3L5 MF 282 PSf 29J PSF 25.8 Mf 232 MG 360A0 WR 36DA0 w-R 360A01&R 409.E w JiJ.J W 359.]W 22MG w ]9M.8 W V51Aw 20=4 1TfiA W lfi]LSW 24 • 30• J6.8 49A PSF 39A ME 16.8 WA PSF 39.0 ME 36 43J MF ]]A 95f MA 4SJ ME 33.4 PSF 352. 27A Mf J523G STAND EXAMPLE (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.) - - - - - -r(ZS"xZj7') - MECHANICAL UNIT/STAND CRITERIA:"LT UNI CONSIDERTHE INSTALLATION OF (4) MECHANICAL UNITS, (1)-20-TALLx 241 DEEP x 21- WIDE, (1)-29" TALLx 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) INSTALLED WITH THE FOLLOWING CRITERIA: ZO"x2t") 22"x22') NUMBER OF LEG FRAMES- (4)FRAMES • STAND HEIGHT= 30' HEIGHT STAND DEPTH= 20' STAND DEPTH SPREAD L HOST STRUCTURE TYPE= 3,000 PSI CONCRETE (AS VERIFIED BY OTHERS). PROCEDURE: RESULT: SEE SHEET 2, CALCULATION DIRECTIVE STEP *1 FOR METHOD OF CALCULATING THE MEAN UNIT HEIGHT. FOR CLARIFICATION, THIS 1 DETERMINE THE MEAN UNIT HEIGHT FOR THE GIVEN CONFIGURATION CONFIGURATION HAS BEEN WORLD OUT IN THE EXAMPLE SCENARIO. (MEAN UNIT HEIGHT o 24 in) SEE SHEET 2, CALCULATION DIRECTIVE STEP #2 FOR METHOD OF CALCULATING THE MAXIMUM TOTAL UNIT FACE AREA. FOR CLARIFICATION, THIS 2 DETERMINE THE MAXIMUM FACE AREA FOR THE GIVEN CONFIGURATION CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MAXIMUM UNIT FACE AREA = 2304 InA) 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 In-. FOR A 2304 In' MAX TOTAL UNIT FACE AREA ON A 30' STAND HEIGHT WITH (4) SUPPORTING FRAMES, THE ALLOWABLE WIND (GADS ARE AS FOLLOWS: 4 DETERMINE THE MAXIMUM ALLOWABLE LATERAL & UPLIFT WIND LOADS IT ALLOWABLE LATERAL WIND LOAD: 943 PSF (FROM TABLE ABOVE) IT ALLOWABLE UPLIFT WIND LOAD: 74.4 PSF UTILIZE ANCHOR TYPES FROM DESIGN SCHEDULE ASSOCIATED WITH THE ALLOWABLE WIND VALUES DETERMINED IN STEP 4. FOR THE TABIE S INSTALL STAND PER PERMISSIBLE ANCHOR TYPES AND VERIFY HOST STRUCTURE TYPE L 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 9. V • 6 MAXIMUM ALLOWABLE LATERAL DESIGN PRESSURE= 94.3 PSF (FROM TABLE ABOVE) MAXIMUM ALLOWABLE UPLIFT DESIGN PRESSURE= =74.4 PSF COMPARE VALUES FROM STEP#6 TO THE SEPARATE SITE SPECffIC REQUIRED DESIGN WIND PRESSURE PROVIDED BYA LICENSED 7 _ COMPARE TO SITE SPECIFIC DESIGN CONDITIONS ENGINEER OR REGISTERED ARCHITECT; NOT INCLUDED IN THIS CERTIFICATION. SITE -SPECIFIC PRESSURE REQUIREMENTS SHALL BE LESS THAN OR EQUAL TO THE LATERAL AND UPLIFT DESIGN PRESSUREALLOWABLE CAPACITY VALUES LISTED. N ILFPI CVIA O NW uy U. 0W a2w IW<aLLMuw KaW WWO m Z pNN DId 'fiiw0 LL yl9 V) W E s W p (D � Q r4 N U m JJ 6 O I--` ^ n Z CC o, LU Q 6 �w.4 V M� a00 + uj re 0; n El3�N �r ib Q rti Z Q� �Na m Jo Q M c a DESIGN L-+ SCHEDULE NOTES: z 1. MAXIMUM CALCULATED FACE x a AREA SHALL BE EQUAL TO OR LESS THAN THE MAXIMUM ALLOWABLE FACE AREA FOR EACH CONFIGURATION. 2. REFERENCE ANCHOR SCHEDULE FOR ANCHOR �L1 c Pd " C NOS! � ^ � �E ^ �9 k •p TYPES LISTED HEREIN. o o S o r� 9 3. DESIGN VALUES IN PARENTHESIS REPRESENT gg u ti v Lei F 8 CAPACITIES WHEN TIE -DOWN STRAPS ARE 3 M'$ � �S � g USED. SEE DETAILS ON o x S2 SHEET 9 FOR STRAP DETAILS. O 12 p & 669 TABLE LEGEND: i OEXAMPLE VALUE FOR USE WITHCOVER WPYMiRFN".L�TfW1:GE2RIE8, DIRECTIVE PAGE 15-2476 I i _`111111111f///.. 42' STAND DEPTH MINTMLLMF MAY FACE AREA (1AAD1n¢ - Sn4.n)n2l. FRAME 611& Y f2-5 MAMFSI wAOTRANSFEA mFORMAnox FaausEwlm Hosr niHrF9mr nnx nxHv 6TµD MAX - � - .• - uxnroFRAME - U FACEARI A • 5 FRAMES FP AREA ; MUM S RAno MSX FACE AREA : 3 FUMES MAXFACE AAPA i MES CFA0. NEW MAX FACE ANCHORtt :l OR 4 ANCHORS TYPE: 200.) PNQIO0.IYPE:100.0 ANCIOMl19E:20RJ ANCHORn7E:10R4 ANCM00.q TWE:200.] ANCIO0.ME:100.1 ANCHORS ttPEil OaJ ILNL BASE MAL BASE MAX. RASE MA%. 815E MD(M LOOT HDGGff AREA MAX ALLOWABLE UTEMLIOL MAX ALLOWABLP uMIFr MAXALLOWABLE UTERALlOAO M"MAXAILWABLE ALLOWME unUT UIERALIOAD HAW ALLOWABLE UPLIFTLWUFT MAR ALLOWABLE UnAALwAD KuMAXALLOWABLE ALLOWABLE UTERALIAAD MAX I ABLE M" MANNLWASLE LATFRAt lOAC No ALLOWABLE unuT MAX ALLOWABLE IATELUL lOAD MAx ALLOWABLE LINR MAX ALLOWABLE LATER AL wAO xA% UPLIFT MOMENT01) . SMEAR(9) HMIR(D GRM11Y(C) Is- 198.0 M 156J FSF 193.0 PSF 1563 M 198.0 MF 155.3 PSF I9&V M 15" MF 190.0 M MJ M 19M PSF 156J F% 137.9 MP IW.9 FSi 1]).9 M108.E PSF MAD L&fT NJ OFMS.6lB. 567510 34• JO• HMO NF 198.0 PSF 156J PSF 19BA PSi I5&3 M198A M1563 PSF ImO PSF 1S63 MF _ 162AMF 127A PSf 1614PSF 127.E MF SD7.9M 851 MF 107.9M 852 PSF 36CAO MIT 29&7L 749.018 SS&ILA ]0' 199.0 PSF 1553 PSF 198.0 PSF - 1563 FSF 1nA PSF 1403 PSF 177A M 1403 PSP IO3 PSF 1051 M " • PSF 105.2 PSF 08.9 PSF 70.1 M B8.9 PSF 70.1 M MAO MFT 2K5 U 08.0 M SOS L 10^ 125.0MP m6PSF 125.0 PSF 98.6 PSF 1]S.OFSF SIX PSF 125.0MF 9&5M USA PSF SSAm 1257M 9&6FSF MA3F 66Z MF M.6 FSP 66A PSF MA01B-FT 3794 0927.0W 666.71E 30^ M• 2"a M. 1L5.a PSF mb MP 125.0PSF 98.6 PSF 1250 MF 98APSF 1]SA Mi 90.63E 993 FSF )B.4 PSF 993 FSF M PSF b61 MF UJPSf� 662 FSF 533 M 36DA018-FT 29&71B BIL7lB 615.)IB )0- 125.0 PSF 9"FSF 125.0 PSF 98.6 PSF Toll MF 86.1 PSF 1094m 96.1 PSF BLS PSF 64.6m BIAM 64.6 PSF. 545 PSF 43.0 PSF M.SM 0.0 PSF ]ROAD L&Ff NCSIB 740.5E 617AW 18^ 83d 113.0 PSF 831 ftIZ.01 ESE 113,03E 83.1 M. FSF 90A PSF 9111114LSIMF 90.4 FSF MA HIM m 67X f5F 83405.81M 67.5M 573 PSF 451 MF "am 452 PSF 36DA0I ffl LB 1025AW 76L5W 24• 50^ 3600 MR 1 g3,1 U64 PSF M, M4 MW. 9. PSF 70.7 PSF LLL PSF 70.7 FSF 67.1 PSF 5103E 67.1 PFF S1C MP MJ M3S3 FSF M.7 PSF 35JM MAO is -FT 29&7 L8 USA 710.70 ]0 ^ B3.1 9].2 3f nA m 0.1 2.2 M 72.8 PSF 7]A PSG "am 73A PSF S8.2 FSF SS3 PST 43.7 PSF SSJ PSF 43.7 MF 36.9 MF 29.1 PSF ]5.9 PSF 29.13E 130.0 L f 2MS U 797A M W1e I23B40'•• MMMfFF S5991..1 BlA 3 5, 98.E F BlbM 5q,2 815 PSF 5l S 52 6.5 P 6513 A SF 93 4I.13F lI9,M PMBF B 9LA18 B67]85964.163m 60 ^ SMO M. 06B06..95 L7M M 5 um 510 M 40M ]81S 4 F S S .P &7U- IS 95L8 U.59 591 66. PSY U.S M 20PSF 4S 3 33 ]9.9 MSMF 26.6E 26.6 S 3IAPF]4 2I , BS].2 LB n9.81B CUSTOM ASSEMBLY ALLOWABLE 1 UNIIS:3 FRAME CONFIGURATION AC UNIT _ (H1xW1) 825# MAX I I 5�041 I rs,_D" MAX MAX 42" STAND DEPTH MINIMUM: MAX FACE AREA 7201nX - 25201n2FRAME QUANTITY 2-3 FRAMES IDAD TPANSFEAmREvw aMTvONO WLTN xon sraucTURE veuMunnx Oxtr WAND CEM HEIGHT MAX MEW UNIT HEIGHT MAX FACE AAFA uxlrm FRAMERAno MAX FACE AREA • 3 FUMES MAX FACE t FRA MAX, 015E MOfRr MA%.EASE 9HEAR(M MA%.8ASE Vn1FT(T) HAX.BASE GMVIIY(C) MCN00.7rFE:10R4 ANCHORML-IOR3 ANCHORTWE:IOR4 ANCMORTME:I ORJ MAXALIOWABIE LATERAL wAD MAX ALLOWABLE DER MAX ALLOWMIE LATERALL D MU ALLOWARf UPLIFT MA%ALLOWABIE LATERALLAD MA% AIwWA61E WWUPLD MA%ALLOWABa LATERAL LAD MAX ALLOWABLE UPLIFT 10^ Imam 156J 3F 19&O MT I563 PSF IS&03F 15633E I98Am 156JMF 258.7010iT 2721 IS 611.9w 3n.910 24 ^ 30 • no NI imam IS&3 PSF 198.0 FSF 1563 3F 198.0 PSF Ina PSF Imam 1563 M 330.7010iT 3T2.] W 6B9.7 M 455.7 W ]O• 198.03E Ma Imo PSF 156J ME Ind MF 14033F Ind PSF ]4OJPSF MAO 18-FT 34SW 6B6.OL M6AW IB ^ I1SA MF SBA FSF 1250 PSF 98A FSF 1250 MF 98.6 PSF 12SA MF 9&b PSF M.OD L04T 279.918 609.5 w 459A LB 21• 40- 12M N7 USA PSF "APSE USAPSF 98A 3F 115.0 MF MOM InAPSF 90.6 MF ]M.00 LOFT 279.9W 70.5E 09ALA b ^ 125.0 MF 986 PSF MOM 9&6 MF 109.1 MF 86.1 PSF 109.E PSF ".I MP 360A0 LR4F 2MS L 740.Sw S49.9 W is- F 119.0MF 80. 8 F U9.OMF 90.4 PSF 1 9OAMf j36OA0W4T 379JL 10211 IS 695A LS 21 ^ So- 1NO NA 83.1 2d M 1064 MF 0]. In.B Mi 10&1 MF wa (89.51 w 70.7 PSF 03.1019,51 MF ]OJ MF ]60AD LA -FT 29b.] LA BMSLB 69]S LB ma to So; 03.1 I10. F 87A 95F glf IfO. MF BIA PSF nd 3F 5&2 MF U.B MF SB3 PSP ]60A018-FT 2M.5II 798.9L Ig• 59. 9g MF 97.7 PSi 59.2 909 f5P W.i MF 592 835 PSF 65,1 PSF S 5 651 Mi 360A0 LA+7 ]793L 131]AL 709.1w 11• 60• 2520 W. 591 69 Mi )65 MF 5. 6.9 PSF ]65 MF 59I M6 3F 51.0 MF 59.2 64.6 3F SLO PSF ]60A018-fT 29510 1 9SC3lB 1 716.E LB JO^ 591 d PSF 53.0 PSF 59.2 .8 MF 60.0 Mf SI3 MF 42.0 FSF I 5JJPSF /2A FSF ]60.1D 18fT 2MSLA I BMJ IB 1 572JIS 7E i i 44 �; A A4A4 S I n 0 a W EZLL CW uJ.'"=3X� SHALL BE EQUAL TO OR LESS THAN THE MAXIMUM ALLOWABLE FACE AREA FOR EACH CONFIGURATION. 2. REFERENCE ANCHOR SCHEDULE FOR ANCHORTYPES LISTED HEREIN. (1) UNITS TO (3) FRAMES (2) UNITS TO (4) FRAMES (3) UNITS TO (5) FRAMES MAX MAX MAX STAND ANCHOR TYPE: 1 OR 4 ANCHORTYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORTYPE: 2 OR 3 ANCHORTYPE: I OR 4 ANCHOR TYPE: 2Olt 3 UNIT UNIT UNIT CLEAR WIDTH DEPTH HEIGHT HEIGHT MAX HAS MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE LATERAL LOAD UPLUT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERALLOAD UPLIFT 50 " 38 " 7p " 24 94.5 PSF 74.6 PSF 94.5 PSF ' 74.6 PSF 63.0 PSF 49.7 PSF 63.0 PSF 49.7 PSF 52.5 PSF 41.4 PSF 52.5 PSF 41.4 PSF 30 " 79.5 PSF 62.8 PSF 79.5 PSF 6M PSF S3.0 PSF 41.8 PSF 53.0 PSF 41.8 PSF 44.3 PSF 35.0 PSF 44.3 PSF 35.0 PSF mum naacmO�r rvv i o: 1. EACH UNIT SHALL UTILIZE (4) TIE -DOWN STRAPS INSTALLED PER DETAIL 5/9 OF THIS DRAWING IN ADDITION TO THE TUI-DOWNS PER DETAIL 2/9 OR 3/9. 2. EACH FRAME (POST PAIR) SHALL UTILIZE THE CROSS BRACING PER DETAIL 1/8 ON THIS SHEET. 3. EACH STAND SHALL UTILIZE (3) SUPPORT ANGLES PER DETAIL 1110 OF THIS DRAWING EQUALLY SPACED ALONG LENGTH OF STAND (12- MINIMUM FROM ENDS OF STAND). 2' MAX* 2 UNITS:4 FRAME CONFIGURATION 3 UNITS:S FRAMES CONFIGURATION y� 1 2• AC UNIT AC UNIT PA AC UN1T AC UNIT(HixW1) _ AC UNIT _ AC UNIT _ AC UNIT W GOOD 0 / 15 ED ROOF LEVEL MAY VARY 825#MAX 825# A5 FIELDCONDITIONS MAX I DICTATE MAX + MAX + MAX � T� MAX MAX + MAX NOTE: FOR THE "CUSTOM ASSEMBLY" STANDS 36.0'- 7HE-NUMBER OF UNITS PER STAND IS RESIRICITED TO THE CONFIGURATIONS ILLUSTRATED ABOVE. SEE DESIGN SCHEDULE FOR MORE INFORMATION. 1 CROSS BRACE DE VS 1 SCALE: NTS UNIT (SEE CUSTOM ASSEMBLY DESIGN SCHEDULE) ATTACH CROSS BRACE ANGLES TO POST W/ (1) 5/16.0 SS OR SAE GR 5 THRUBOLT OR W/ )a FILLET WELD (Y2' LONG TOP AND BOTTOM OF ANGLES) 12' MIN. O 30" HT. 10' MIN. O 24" HT. 16^ MAX. 0 30' HT. .1-12' MAX. ® 24' HT. PROVIDE (2) 1'X2'XY4' 6061-T6 ALUM CROSS BRACES AS SHOWN PER FRAME VIEW =Wgo a+ Z yaa �Luu .4 o Ni L. W o O 2 6 i •a-1 tD LLI � n Q 7 4A 9L SH Z Q m H f AO f�il Q ^ o J Q a �a 1 1 M v O LL W 8 IIIIIIII FRAME ASSEMBLY & UNIT TIE -DOWN DETAILS: I -BEAM ZSQUARE NEL TO TUBE W/ PERIMETER WELD' "C"CHANNEL ROVIDE FILLET WELD OR FULL VISIBLE ERIMETER OF PIECE TO PIECE3.0" MAX 0x%" SS BOLT HTEN TO REFUSAL ING ®,(a "ROUND TUBING FRAME ASSEMBLY DETAIL 9 NTS .. DETAIL •C-CHANNEL TO POST WELD NOTE: IN AREAS WHERE K" WELD DIAMETER CANNOT BE ACHIEVED, CONTINUE WELD AROUND FULL PERIMETER OF POST TO PREVENT WATER INFILTRATION. WELD DIAMETER WILL DECREASE TO 0.0S" ALONG C-CHANNEL EDGE. SEE DETAIL BELOW. C-CHANNEL FILLET (2) 1" WIDE x 14GA (0.070") OR x 12GA (0.105") ASTM A-653 FU-90KSI GALV STEEL ANGLE (CUTD-1 _T .-�.. BY MIAMI TECH). UTILIZE (2) MIN. PER CORNER. FOR 1" �TIE-DOWN RHEEM UNIT INSTALLATIONS, SEE SEPARATE STEEL CLIP NOA (ROOF MOUNTED) FOR 22 GA (0.0299" TIEDOWN CLIP REQUIREMENTS. ��'� MIN.) STEEL A/C / 'FASTEN UNIT Q 'MIN.) CLIP VERTICAL LEG TO 22 GA 0.0299"HOUSING STEEL HOUSING WITH (S) #10 SAE GRADE 2 IM MIN. SHEET METAL SCREWS PER CLIP. FASTEN CLIP HORIZONTAL LEG TO I -BEAM RAIL WITH (1) Y4 0M SAE GRADE 2 MIN. THRU BOLT CENTERED ABOUT LEG. I-BEISOLATOR PADS BEYOND (BY OTHERS). MIN. 4 PER z A/C UNIT TIE -DOWN DETAIL 9 NTS - 1"x 22ga CONTINUOUS GALV. ASTM A36 _ STEEL STRAP SHALL PASS OVER UNIT TO I -BEAM ON OPPOSITE SIDE AT 3' O.C. MAX. UNITS LESS THAN 3' WIDE SHALL HAVE (1) STRAP AT CENTER OF UNIT. STRAPS SHALL BE SECURELY TIGHTENED SNUG AGAINST UNIT. A/C UNIT HOUSING - 22GA (0.031") MIN CUSTOM STANDS PER SHEET 8 SHALL USE STEEL (4) 1 "x22ga CONTINUOUS GALV. ASTM - A36 STEEL STRAPS EQUALLY SPACED ALONG UNIT(S), 6' MIN FROM UNIT ENDS ISOLATOR PADS BEYOND. MIN. 4 PER UNIT I -BEAM 1 (2) #14 SMS AT EACH STRAP END TO UNDERSIDE OF I -BEAM 5 ALT. A/C UNIT TIE -DOWN DETAIL 9 NTS NOTE: UNIT TIEDOWN DETAILS MAY ALSO BE USED TO ANCHOR THE UNIT TO THE SUPPORT ANGLE SHOWN ON SHEET 10. (I.E. I -BEAM CAN BE SUBSTITUTED WITH ANGLE SUPPORT AS BASE MATERIAL) 22 GA (W MIN.) STEE 1"x 22 GAGE, A36 MIN. A/C UNIT HOUSING HOUSING GALVANIZED STRAP W-90" o TWIST 8 PER UNIT. 1 EACH 0" TO 45"o SIDE OF EACH CORNER. MAX, FASTEN W/ (3)014 SAE GRADE 2 MIN. SMS TO A/C UNIT, (3)#14 SAE GRADE 2 MIN. SMS TO I -BEAM ISOLATOR PADS BEYOND I -BEAM Q BY OTHERS) MIN. 4 PER UNIT UNIT TIE -DOWN DETAIL UNIT TIE -DOWN DETAIL 9 NTS . . TWO Y4"0 S.S. THRU BOLTS WHERE A\C UNIT FRAMING IS ACCESSIBLE. FASTEN A/C FRAMING DIRECTLY TO I -BEAM W/ (2) %"0 BOLTS W/ S/8" WASHER AND NUT C) EACH CORNER I -BEAM QLy \ ISOLATOR PADS BEYOND. MIN. 4 PER UNIT �ALT. A/C UNIT TIE -DOWN DETAILA/C UNIT TIE -DOWN DETAIL 9 NTS No Pw STi �!� fin'•. FLi Io V£ .LLI� V)=a w. W LLw7 tmq$�zz M O Z' .� w 3 r, UI W axw ow W �D p .a n U z H t N 0 > p K y, v `c[ 22 m RRy�W.r U m.LL a0Lu N O 2T £ it s„ o 'a Fy v W O LL 9 nr-----� --- SUPPORT ANGLE F (4) #14 SAE GRADE,2 NIT SHEET METAL SCREWSWITH %"0 MIN. WASHER PER SUPPORT ANGLE END, TYP. ROUND TUBING DEPTH SUPPORT ANGLE lA ATTACHMENT DETAIL 10 NTS PROVIDE (2) #14 SMS THRU I -BEAM FLANGE INTO SUPPORT ANGLE PROVIDE (2) *14 - SMS THRU I -BEAM WEB INTO CLIP ROUND TUBING SUPPORT ANGLE (PROVIDE 1"x2" PROVIDE 2"xVxi" ANGLE 2" LONG W/ FILLET WELD AS SHOWN SUPPORT ANGLE 1B ATTACHMENT DETAIL 10 INTS 1" TYP. EDGE BASE PLATE @1 ti- (4) %"0 SAE GRADE 5 THREADED RODS WITH- 3/4-0 MIN. WASHER AND LOCKING NUTS, TYP. UTILIZE LOCKING NUT EACH SIDE OF ALUMINUM ANGLE, TYP. ANGLE TO MATCH BASE PLATE FOOTPRINT ABOVE. UTILIZE (1) ANGLE EACH SIDE OF ANCHOR ROW, SEE SIDE VIEW FOR MORE DETAILS. -----------.--- --------------I 1 SUPPORT ANGLE Yn u I -BEAM MUST BE PARALLEL TO TRUSSES FOR THIS DETAIL AD3ACENT POST ASSEMBLY, TYP. STAND DEPTH PER DESIGN SCHEDULE -ROUNDTUBING /3. zzT�-_ y }SEE ANCHOR CONNECTION A -A THIS DETAIL PROVIDE 2" MIN LAG SCREW TIP TO TIP SPACING it 3/4 MIN. WOOD EDGE DISTANCE.. SEE ANCHOR CONNECTION B-B THIS DETAIL in EXISTING WOOD TRUSS MEMBERS (G=0.55 MIN.) OR'/6" A36 MIN STEEL (INTEGRITY BY OTHERS), TYP. 1:1 SECTION A -A (SIDE -VIEW) E HO (SE ANCHOR SCHEDULE FASTEN ANGLE VERTICAL LEG TO 22 GA (0.0299" MIN.) STEEL HOUSING WITH (4) #14 SAE GRADE 2 MIN. SHEET METAL SCREWS AT EACH UNIT CORNER TUBING ANCHOR SCHEDULE ANCHOR HOST ANCHOR DESCRIPTION ' TYPE STRUCTURE 3WO SAE GRADE 5 SHEET METAL SCREWS WITH O STEEL V0 MIN. WASHER. TO STRUCTURAL A36 STEEL MEMBERS(%e MIN HOST THICKNESS) 35'0 POWERS CARBON STEEL WEDGE -BOLT CONCRETE 91 CONCRETE ANCHOR WITH I"O MIN. WASH ER. 2-1I2' EMBEDMENT S 6" MIN EDGE DISTANCE. SEE BASE PLATE COMPONENT 06 (ON SHEET 2) FOR TYPICAL ANCHOR SPACING. 3❑ WOOD- 'SEE DETAIL 4HD OR SITE SPECIFIC ENGINEERING 13 REQUIRED 31WO SAE GRADE 5 THRUBOLTWITH 1"0 MIN. © STEEL WASHER S NUT. TO STRUCTURAL A36 STEEL MEMBERS s' MIN HOST THICKNESS STANDARD BASE PLATE s ATTACHMENT DETAIL 10 NTS ANCHOR A -A (WOOD MEMBER) ADD (4) V4 0 LAG SCREW, %*0 MIN. WASHER, 3W MIN. EMBED,%a MIN. EDGE DISTANCE. UTILIZE (2) TOP AND (2) BOTTOM, TYP. ANCHOR B-B (STEEL MEMBER) ADD (4) N"0 THRUBOLT,Y4"0 MIN. WASHER AND LOCKING NUT. UTILIZE (2) TOP AND (2) BOTTOM, TYP. ALTERNATE BASE PLATE ATTACHMENT NTS DETAIL 0 LLET WELD ;CUMFERENCE PLATE 1" TYP. E BASE PLATE ANCHOR NOTES: 1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 2. ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE FOR EACH ANCHOR. 3. WOOD HOST STRUCTURE SHALL BE "SOUTHERN PINE" G-0.55 OR GREATER DENSITY. ALL CONCRETE SUBSTRATE SHALL BE UN -CRACKED CONCRETE AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. CONCRETE SUBSTRATE THICKNESS SHALL BE GREATER THAN OR EQUAL TO 1.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. UTILIZE LOCKING NUT EACH SIDE OF ALUMINUM ANGLE, TYP. TUBING (4) %"0 SAE GRADE 5 THREADED RODS WITH 3/4"0 MIN. WASHER AND j LOCKING NUTS, TYP. MEMBER �f ALUMINUM ANGLE I TO MATCH BASE PLATE FOOTPRINT ABOVE. SECTION B-B (SIDE -VIEW) BE I /a racooi 10 5 0