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I P U g'3 aouajmel � 6N saA B1913UCD olu! Sraned y6na41 o6 sjoyouV •L !q lenuepy u61sa0 sempngS wnulwnlV a41 4Um aouep�000e ul pau6lsap uaaq aney sueld asa41. (Sd39W3W 3WVdd 9-11,909 WnNIWnIV 3-mv3) :luawams u61sa0 I sainsolou3 Iood jo; }sly N39LIO utjlsgCj Inspection Guide For Pool Enclosures I. Check the building permit for the following: a. Permit card & address b. Approved drawings and addendums as required c. Plot plan or survey . d. Notice of commencement 2. Check the approved site specific drawings or shop drawings against the "AS BUILT" structure for: a. Structures length, projection, plan & height as shown on the plans b. Beam size, span, spacing & stitching screws c. Pudin size, span & spacing d. Upright size, height, spacing & stitching screws e. Chair rail size, length & spacing f. Eve rail size, length, spacing & stitching of 1 "x 2" to Tx 2" g. Enclosure roof diagonal bracing is installed snug h. Wnll cables or'K' bracing are installed snug K ^ca bracas- are- prcperfysztaCcd 3. Check load bearing uprights for the Following: a. Angle bracket size & thickness b. Correct number, size & spacing of fasteners to upright c- Correct number, size & spacing of fasteners of angle to deck and sole plate d. Upright is anchored to deck through brick pavers then anchors shall go through pavers into concrete 4. Check the load bearing beam to upright for. a. Upright to beam connection and / or splices have correct number & spacing of screws . b.: Overlap beam to upright orgussetplate c. If angle brackets are used in framing check for correct thickness and size & number of fasteners 5. Check load bearing beam to host structure and / or gutter for a.. Receiver bracket, angle or receiving channel size & thickness . b. Size, number & spacing of anchors of beam to receiver c. Size, number & spacing of anchors of receiver to host structure of gutter d. Correct anchoring of gutters to host structure 5. Check the wall cables: a. Location & number b- Top bracket size and fasteners c. Eye bolts are welded - d. Bottom strap to concrete connection . 7. Checkwall 'K` bracing (if required): a. Locaticn. & size . D. Hngie, gusset or can size -!t "nber c. Number& sizeoffasteners a- Check electrical ground: a. Properly completed b. Angle, gusset or clip size & number c. Number & size of fasteners . 9. Check the doors on pool enclosures: a. Door handle @ 54" from the deck Yes No Yes No Yes No Yes No Yes No Yes No Yes Yes Yes No No SITE EXPOSURE EVALUATION FORM I I ' NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD' SITE SCALE: 1"= 1200' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANTAND MARK ITAS'S','C', OR -D' EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE No EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1.500 FEET IN ANY QUADRANT. 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES IN'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS. SITE WILL BE'B', 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS THAT ARE 1,500 FT INLAND FROM THE SHORE LINE AND ARE EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. �NCDATE. SITE IS EXPOSURE: EVA/LUATED BY: _ SIGNATURE: �S'�yl�� -�• LICENSE #: EAGLE 6061 ALLOY IDENTIFIER T11 INSTRUCTIONS FOR PERMIT PURPOSES . To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The pictures below illustrate our unique "raised" external identification mark (Eagle 6061 -j and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers /contractors responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.D. DIE MARK 0 ii: a w 0 FaF-b U W Wwl u) J ❑ t7 wa �w LL WO 0: F- O 4 0 W U � 1-LL- �� Iw 1 U 7 ❑' WZ < 0- J Q J Q U LL W Z F W O2 U z J 0 W f1 In z p D run U < r K= -30 CF. rr rr. �-w u Ow C.� ❑ N ,: W O J C' O¢ rq K W at U F / U r W a J j ' L W LY J U Z H O 'q a v 6. J F- Q � Z J � U W C9 W U W :D Z 0.0 — O co W J LU lY O 0 D Z — I- IL W U Z 0 D W D tU O _Z O LU � 11 D C/) JQ Z IU)- Z W 2E W J Oa.. Z O C/) I ui IL O W N 6 w N m i �W m z U- w o_ C) g (V LL O Z 0 CO of Ii 0: I- F 0 O EL2 F c _Z Of O W O z � � lL W W rJ c % c o t IL W m LL H c v C m Jo W :3 m m m o co W ; �w W J ro L U O c � a m' J 1� A I- O Z r" C SHEET: " W QUADRANT[ I 1500' fj, EXPOSURE, T: I I I U I I C Z 600' QUADRANTIVn I 40 I QUADRANTII I / ( F�CPOSURE 600' 600' - � ,� I 40' I I EXPOSURE I 600' I I I QUADRANT 111 I rJ 1500' EXPOSURE I I II NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD' SITE SCALE: 1"= 1200' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANTAND MARK ITAS'S','C', OR -D' EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE No EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1.500 FEET IN ANY QUADRANT. 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES IN'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS. SITE WILL BE'B', 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS THAT ARE 1,500 FT INLAND FROM THE SHORE LINE AND ARE EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. �NCDATE. SITE IS EXPOSURE: EVA/LUATED BY: _ SIGNATURE: �S'�yl�� -�• LICENSE #: EAGLE 6061 ALLOY IDENTIFIER T11 INSTRUCTIONS FOR PERMIT PURPOSES . To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The pictures below illustrate our unique "raised" external identification mark (Eagle 6061 -j and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers /contractors responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.D. DIE MARK 0 ii: a w 0 FaF-b U W Wwl u) J ❑ t7 wa �w LL WO 0: F- O 4 0 W U � 1-LL- �� Iw 1 U 7 ❑' WZ < 0- J Q J Q U LL W Z F W O2 U z J 0 W f1 In z p D run U < r K= -30 CF. rr rr. �-w u Ow C.� ❑ N ,: W O J C' O¢ rq K W at U F / U r W a J j ' L W LY J U Z H O 'q a v 6. J F- Q � Z J � U W C9 W U W :D Z 0.0 — O co W J LU lY O 0 D Z — I- IL W U Z 0 D W D tU O _Z O LU � 11 D C/) JQ Z IU)- Z W 2E W J Oa.. Z O C/) I ui IL O W N 6 w N m i �W m z U- w o_ C) g (V LL O Z 0 CO of Ii 0: I- F 0 O EL2 F c _Z Of O W O z � � lL W W rJ c % c o t IL W m LL H c v C m Jo W :3 m m m o co W ; �w W J ro L U O c � a m' J 1� A I- O Z r" C SHEET: " W <w T: In N F- U C Z ? r7 n i0- 31 -D]07 G OF ,� vLCJ GIIIJ JIJCL:IIII:Gll VI1S: 1. The following structures are designed to be married to site built block or wood frame DCA approved modular structures of adequate structural capacity. The contractor/ home owner shall verity that the host structure is in good condition and of sufficient strength to hold the proposed addition. 2. If the owner or contractor has a question about the host structure, the owner (at his own expense) shall hire art architect, engineer, or a certified home inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to a maximum combined span and upright height of 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 4. Spans are for enclosures with mean roof heights less than 30'. For greater heights, consult engineer. 5. Connections to fascia shall be limited to overhangs shown in table 1.11 or less unless site specific engineering is provided. 6. The prope, ctruch fral name for a chair rail or top rail of an enclosure is a girt Thus the terminology shall be interchangeable. 7. Screws tbet penelrat- the'v =ter ch3nno'. of the super guitar shall have e„ds dipped on for safety of cleaning gutter and the heads of screws through the gutter Into the fascia shall be caulked. 8. Section 7 contains span tables and attachment details for pans and composite panels. 9. When using TEK screws in lieu of S.M.S., longer screws must be used to compensate for ddll head. 10. An additional super gutter strap or ferrule is required to be located near the midpoint of the beam spacing. Straps shall be attached to each truss / rafter tail when a 2" sub - fascia does not exist- Straps at the beam are not required when straps are placed @ each truss /rafter tail and spacing of straps does not exceed 2' -0 ". 11. Super or extruded gutter details are applicable to all widths of super or extruded gutters, and gutters may be substituted. Gutter straps and /or ferrules shall be the width of the inside and outside of the super or extruded gutter respectively_ The center of the knee braces shall not be more than 6' above the top of the super or extruded gutter. 12. If the sub - fascia is 314 ", and the sub - fascia is in good repair, a 3/4" P.T.P. strip the width of the fascia may be added to the existing sub -fascia by attaching the plywood with (2) 16d x 3" common nails or (2) #8 x 3" screws. This gives the equivalent of a 2" fascia. 13. Spans may be interpolated between values but not extrapolated outside values. 14. All 2" X 4" and larger purlins shall have an internal or external angle clip or screw boss to fasten the bottom of the purlin to the beam. 15. Load width and / or panel spacing used in determining spans ! heights is measured from center to center of the members. EXAMPLE: Screen panel A is 6' center to center. Screen panel B is 7' center to center. The load width of the frame member between panel A and B is (672 + 772) = 6.5 or 6' -6 ". The distance, spacing or load ,vidth is not measur =d between frame memberc as that wOC!d aad 2" to the an- Lr_T- - a.....,. 16. Fir Design Check List and Inspection Guides for Screened Enclosures, see Appendix (Section 10). 17. All aluminum extrusions shall meet the strength requirements of ASTM B221 after powder coating. 18. Other shapes than those shown in Section 8 with State Product Approvals may be used with the details of this section so long as the shapes are compatible with the details. 19. All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. Example: 6061 -T6 after heat treatment and paint process. Section i Design Statement (for Structures Constructed using Eagle 6061 T6 AIIDy Extruded Members): The structures designed for Section 1 are framing systems with screen roofs & walls and loads have been determined by wind tunnel test that include any negative internal pressure coefficient Since these structures are open, the negative internal pressure coefficient is considered to be 0.00. The design loads used are from Chapter 20 of the 2004 Florida Building Code w/ 2006 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0" to 20 "; 1 = 6.87 for 100 MPH and 0.77 for 110 or higher. All [Dads are based on 20 / 20 screen or larger. Multiply wall heights by 1.10 for members controlled by bending(b) and 1.07 for members controlled by deflection(d) when using 18114 screen. All pressures shown in the below table are in PSF ( # /SF). All framing components are considered to be 6061 -T6 alloy (see Alloy Identifier Instructions, this page). General Notes and Specifications for Section 1 Tables: SECTION 1 Uniform Loads for Structures with Screen Roof & Walls LoaaS per table 2002.4 Multipliers only apply to members when spans r heights are controlled by wind pressure, not by point load. Conversion Table 1A Wind Zone Conversion Factors for Screen Roof or Wall Frame Members From 12D MPH Wind Zone to Others; Exposure 'B' Factor Note. .dultip9es e • for v;a :c. � o�:iy. r-.._. -_ _.c Conversion Table 1B Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to "C' Exposure "6" to "D" Mean Rocf Load Height• Conversion Factor Span Multiplier Bending Deflection Load Conversion Factor Span Multiplier Bending I Deflection 1.21 0.91 0.94 1.47 0.63 0.88 15' -20' 1.29 0.88 0.92 1.54 D.61 0.87 20'-25' 1.34 0.86 0.91 1.60 0.79 0.86 25' =30' 1.40 30' -40' 7.37 0.85 0.89 0.85 0.90 1.66 1.61 0.78- 0.65 0.79 0.65 *Use larger mean roof height of host structure or enclosure Values are from ASCE 7 -02 Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Example r Convert " "." r -, Expcaurs -B" to "Cj0 g max span foundfmm spcotab;as for Gpwure "- o "_31'- it- =3t � and the mean roof height .;the structure is 0-15' then multiply span by 0.91 the span for Exposure "C" is 31.92" 0.91 = 29.05 = 2g-1" SIDE WALL MEMBER SCREEN (TYP.) T- W -{ CABLE CONNECTION T I I �- (SEE DETAILS SECTION 1) H HOST STRUCTURE (SEE TABLES GIRT 1.3.1.4 & 1.6) 1 "x 2" (TYP.) GRADE K- BRACING (OPTIONAL) CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL FLAT ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE K- BRACING (OPTIONAL) FRONT WALL ALUMINUM COLUMNS (TABLES 1.3, 1.4 & 1.6) SIZE MEMBERS PER APPROPRIATE TABLES TYPICAL FLAT ROOF - ISOMETRIC SCALE: N.T.S. SIDE WALLS AND FRAMING SIZES (TABLES 1.3, 1A & 1.6) ALUMINUM BEAMS (TABLE 1.1 OR 1.8) PURLIN DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) GIRT (TYP.) CABLE BRACING TYPICAL NOMENCLATURE FOR SCREENED ENCLOSURES: H- MAXIMUM UPRIGHTHFIGHTS L- MAXIMUM -BEAM SPAN WITHOUTKNEESRACE. (ADD HORIZONTAL LENGTH OF KNEE 3R4,CE TO SPAN FRONI TABLES) S W - SIDE WALLS CAN BE FRAMED WITHOUT TOP SEAA!.AND CAN BE SLtAL!_EST EXTRUSIONS ALLOWED BY SPAN TABLES W - SCREEN PANEL SPACING CON, NECTi0ND= 1A AN, :LSDNDT_ C - 'A 3 F0!;vDiVSU3S- _C2 U _T, _ Z. SEE TABLES 1.3, 1.4 & 1.6 K- BRACING (OPTIONAL GIRT (TYP. SCREEN t-YP.I W PURLINS (TYP.) SIDE WALL MEMBER CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) NOTE: USE H2 FOR CABLE AREA CALCULATION TYPICAL MANSARD ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE SCREEN (TYP.) K- BRACING (OPTIONAL) FRONT WALL ALUMINUM COLUMNS (TABLES 1.3, 1A & 1.6) GIRT (TYP.) 1 "x 2" (TYP.) ALUMINUM BEAM (SEE TABLE 1.1 OR 1.9. 1) SIDE WALL FRAME (TABLES 1.3, 1.4 & 1.6) DIAGONAL ROOF BRACING 0 02 (SEE SCHEMATIC SECTION 1) signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the r 0 CABLE BRACING 4 SIZE MEMBERS PER 0 w to APPROPRIATE TABLES a a purchased. This should be displayed on site for review at final inspection. vrr J � IYPICAL MANSARD ROOF - ISOMETRIC I� SCALE N.T.S. o a W CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. It, EAGLE 6061 ALLOY IDENTIFIER TM INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, 5�0 wz �O D Q O W CJ �F �Cr W W U D O c= wa Io o� J4 U u) 1= W Z d w These identification instructions are provided to contractors for permit purposes. The pictures below illustrate "raised" 0 02 our unique extemal identification mark (Eagle 6061'") and its location next to the spline groove, to -J O signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractors responsibility to ensure that the W m to Z proper alloy is used in conjunction with the engineering selected for construction. We are providing this w o identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is O a a: w (- purchased. This should be displayed on site for review at final inspection. z 00 F The inspector should look for the identification mark as specified below to validate the use of 6061 a w engineering. F-- EAGLE 6061 I.D. DIE MARK LL ON Ow D C _ D' w D' Oa C J I- o Z o l- w c ;1' J � � L J J� SF u ut rn O u n I-. v Z 0 - 11-4 2007 <'c OF U F o •� q 0 i F+ D < E3 o A � °4 t II �{I Z Q Z U) C? W 0 � J W S Q C LO } U) O ' W W J Z `- W Z C) Z O W rn C) U) "5 U) _Z J Q CO F-- Z W W J EL D- C Z) C U) CC) W 0 m N CD U M LL CD 0 0 N d' rp tD LJL Lu Z C X L LJ Q. Lz u D a Ql a oA� to Z) d N E L!J E ro x W J O U � to is N n. ppp Si J � F- Li w z z W I `n W OU z Ir g z 0 to rr W w W F F D 0 i-- a z W O O z m 0 W N 1 ' I o (SEE' 1.3 C PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE K- BRACING (OPTIONAL) J / CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - FRONT WAl I- ELEVATION :CALE: N:f:�, .._.. EXISTING STRUCTURE x ALUMINUM BEAN (TABLES 1.3, 1.4 & 1.6) SIZE MEMBERS PER APPROPRIATE TABLES K- BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) FRONT WALL ALUMINUM COLUMNS (4YP.) (TABLES 1.3, JA & 1.6) 1" x 2" (TYP.) RISER WALL WHERE 1UIRED ZLINS (TYP.) 30NAL ROOF BRACING SCHEMATIC SECTION 1) ILE BRACING WALL FRAMING (SEE !ES 1:3,1.4 &1.6) Fi si+i_ DOME ROOt - 15UNIF FRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. PURLINS (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) (SEE T CABLE CONNECTION (SEE DETAILS SECTION 1) PURLIN ( SCREEN( (SEE' 1.3 CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT (TYP.) 1 "x 2 ".(TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - FRONT !^.IAL L ELEVATION SCALE: N.T.S. L SIDE MEMBER -7 RISER WALL WHERE EXISTING STRUCTURE REQUIRED W PURLIN (TYP.) SIZE MEMBERS PER I I ALUMINUM BEAM APPROPRIATE TABLES L (TABLE 1.1 OR 1.9.1) � (SEE TABLES DIAGONAL ROOF BRACING / 6 1 "x 2- (TYP.) 1.3 & 1.6) (SEE SCHEMATIC SECTION 1) H ui / \ SIDE WALL FRAMING K- BRACING (OPTIONAL) �+., 4 (TABLE 1.3, 1.4 & 1.6) FRONT WALL ALUMINUM COLUMNS (TYP.) (TABLES 1.3, 1.4 & 1.6) SW SCREEN (TYP.) GIRT (TYP.) x.2 ( SIDE WALL FRAMING 1"4TYP.)- (TABLE 1.3, 1.4 & 1.6) CABLE BRACING TYP ;CAL 1 FLy- c VERSE STACKED GABLE RIJUF• - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES ALUMINUM BEAM L SIDE MEMBER -7 (TABLE 1.1 OR 1.8) SCREEN (TYP.) Z Q U CABLE CONNECTION F• Z Z W U h (SEE DETAILS SECTION 1) GIRT (TYP.) H - 1 "x 2" (TYP.) GIRT (SEE TABLES LLI Z / 6 1 "x 2- (TYP.) 1.3 & 1.6) WLu OU UO ui GRADE --- GRADE. CABLE CONNECTION z CD W Z p SCREEN (TYP.) K- BRACING (OPTIONAL) b O [V c° U Z o (SEE DETAILS SECTION 1) TYPICAL GABLE ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUC SIZE MEMBERS APPROPRIATE TA SIDE WALL FRAMING TABLES 1.3, 1 4 �.ol PURLINS (TYP.) RISER WALL WHERE REQUIRED ALUMINUM BEAM (TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) FRONT WALL ALUMINUM COLUMNS (TYP.) (TABLE 1.3.1.4 & 1.6) GIRT (TYP.) SCREEN (TYP.) CABLE BRACING TYPICAL GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECT;CND TA1Lo ^AN3N T=ARE FOUNDINTHESUSSEQ'UENTP.=.GES TYPICAL MODIFIED HIP ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAMS (TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) K- BRACING (OPTIONAL) wl SW GIRT (TYP.) FRONT WALL ALUMINUM CABLE BRACING COLUMNS SIDE WALLS AND FRAMING (TABLE 1.3, 1.4 & 1.0) SIZE MEMBERS PER SIZES APPROPRIATE TABLES (TABLE 1.3, 1.4 & 1.6) TYPICAL MODIFIED WP ROOF - ISOMETRIC C::_ -: N.T.S. PURLIN (TYP.) - SCREEN (TYP.) - Ic H (SEE TABLES 1.3 & 1.6) CABLE CONNECTION (SEE CE: AILS SECTION 1) CABLE CONNECTION W (SEE DETAILS SECTION 1) GIRT (TYP.) 1"x 2" CrYP.) GRADE:. . TYPICAL TWO STORY POOL ENCLOSURE - FRONT WALL ELEVATION (ALL ROOF TYPES) SCALE: N.T.S. FRONT WALLS FRAMING (SEE TABLE 1.3.1.4 & 1.6) K BRACING (OPTIONAL) FRONT WALL SCREEN (TYP.) 1" x 2" (TYP.) PURLIN (TYP.) ALUMINUM BEAM (TABLE 1.1 OR 1.9.1) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) i SIZE MEMBERS PER of APPROPRIATE TABLES Q EXISTING STRUCTURE o SIDE WALL CABLE U) ALUMINUM COLUMNS Ia" (TABLE 1.3, 1.4 & 1.6) (TYP.) m w J - wa FL w 0 L U O ¢o wF mQ ° 0 w co - u: w w U ° �a tr = �O wa V a uz 2:0 OZ QO z 0 Z W 00 :3 0 J w W Z Uc °° � LL CC w W � �a �a a0 �w 0 O zb, Ov O n mw a J oa Q L O F� 0 w J � 'i w JJ f7 G: Lu u wx �z ,= C7 r{PIC_A_L_TWO STORY POOL ENt:;-OSURE - 11301METRIC (ALL ROOF TYPES) SCALE N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES C) _Z O `' q cx a l • (1 J Q Z Q U F• Z Z W U co �' J W LLI Z D U) I¢ D__, WLu OU UO ui U wW a: . z CD W Z p r w b O [V c° U Z o z w O � W H ? III ^ = of W I W U U U m 0 U LL z Z CD g IN LL O Z J Q O N L ' w z Cp � CO r n Q) N� w r c J LL w w W F- Z c W (9 ° x j CL W m LL H O _ ° m _ L H r v o. K Oz) m m m a m a __ Z W co N m m 4i X lL O 0 m O L U O/° L L m Z m J u m O H i v N ? E- c� 18 GALVANIZED METAL PLATE TRUSS TAIL #2 P.T.P. AND SUB - FASCIA SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ 2' -0" O.C. 112"x 8" "L" BOLT W/ 2" SQUARE WASHER ON PLATE ALTERNATE ROOF TYPE RAFTER TAIL #2 P.T.P. AND SUB - FASCIA 2 x 8 P.T.P. TOP PLATE SEE TABLE 1.11 FOR MAX TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ 2' -0" O.C. TRUSS / RAFTER TAIL SCALE: 1"= 1'-0" ^ L CE RN ATt COP : •L-ATE TRUSS / RAFTER TAIL ASSEMBLY SCALE: V=170- 2" x 6" SELF MATING BEAM 1 "x 2" OPEN BACK SECTIONS ATTACHED TO 2" x 2" W/ #10 x 1 -1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION to 1 "x 2" OPEN BACK FASTENED TO POST W/ (2) 410 x 1 -1/2' S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) "10x 1 -1/2" S.M.S. INTO SCREW BOSSES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) tiP�+ O 0 5 6 O® 2X � HS O O IALTERNATE FLAT ROOF SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.5B) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PA RTI L L^,P) BEAM NOTCHED AROUND — — — — — — —I CONTINUOUS 2"x 2" OR (4) 1" x 2" SNAP SECTIONS _ w z SPLINE GROOVE 2 "x 3" #10 x 1 -112" S.M.S. @ 24" O.C. OR CONTINUOUS S ";AP OR CONTINUOUS SNAP ow O_ SECTIONS OR 2-x.3- (4) I 2X6 SPLINE GROOVE SECTION J ; O 2" x 2" AND 1"x 2" MAY BE O ROTATED TO RECEIVE J ROOF 0 19 I ® ALTERNATE FLAT ROOF ® 8 \ aF- 0 0 O o GUSSETT PLATE 0.050' OR nAT GREATER. GUSSET PLATE IMUM POST SIZES SHALL HAVE AN ULTIMATE QUIRED FOR EACH BEAM 1 "x 2" OPEN BACK YEILD STRENGTH OF 30 KSI E (SEE TABLE 1.6) EXTRUSION OR HIGHER N ECT FASTENER SIZE, SELECT FASTENER SIZE, BER AND PATTERN (1) #10 x 1 -1/2" S.M.S. 24' O.C. NUMBER AND PATTERN E TABLE 1.6 & 9.5A OR 9.5B) 2" x 6" BEAM TO 2" x 3" UPRIGHT CONNECTION DETAIL (FULL LAP) SCALE: 2"= 1' -0" OPTIONAL POSITION OF TOP RAIL W/ 1 "x 2" ATTACH TO 2"x 2" W/ 1" x 2" SNAP SECTIONS _ w z ATTACH TO 2"x 2" W/ #10 x 1 -112" S.M.S. @ 24" O.C. OR CONTINUOUS S ";AP OR CONTINUOUS SNAP ow O_ SECTIONS OR 2-x.3- (4) I 2X6 SPLINE GROOVE SECTION J ; O 2" x 2" AND 1"x 2" MAY BE O ROTATED TO RECEIVE J SCREEN 0 19 I ® ALTERNATE FLAT ROOF ® 8 \ aF- 0 0 O 0 0 iv fV A B�PM III 2X6 1 ALTERNATE FLAT ROOF SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.5B) Z" X 6" BEAM TO 2" X 3" UPRIGHT CONNECTION DETAIL (FULL LAP) 1 "x 2" SNAP SECTIONS U) LL ATTACH TO 2"x 2" W/ 1-T — — — — — —I _ w z #10 x 1 -112' S.M.S. @ 24" O.C. x OR CONTINUOUS S ";AP B� ow O_ SECTIONS OR 2" x 3" (4) I 2X6 SPLINE GROOVE SECTION T. .9 + ¢O n 2"x 2" EXTRUSION ® 6 I z 0 19 I ® ALTERNATE FLAT ROOF wL) \ aF- 0 0 o GUSSETT PLATE 0.050' OR U= GREATER. GUSSET PLATE wz \. SHALL HAVE AN ULTIMATE } O 1 "x 2" OPEN BACK YEILD STRENGTH OF 30 KSI J EXTRUSION OR HIGHER N ALL GUSSET PLATES SHALL a: w SELECT FASTENER SIZE, BE A MINIMUM OF 5052 H -32 W, < (1) #10 x 1 -1/2" S.M.S. 24' O.C. NUMBER AND PATTERN ALLOY OR HAVE A ULTIMATE j of (SEE TABLE 1.6 & 9.5A OR 9.56) YEILD STRENGTH OF 30 KSI. O Lu �w w 1/16" RECEIVING CHANNEL OR p NOTCH POST J w¢ i� GUSSET PLATES z s 2L w (4) #10 S.M.S. EACH SIDE c Z" x 6" BEAM TO 2'` x 3" UPRIGHT CONNECTION d 2 WITH GUSSET PLATE DETAIL (FULL LAP) V a 0 SCALE: 2" = 1' -0" W LL w w K cU] D Z wOQ L Z O wa PURLIN 2"x 3' MAX. U) LL _ w z ATTACH GUSSET PLATES TO x PURLIN & POSTS ow O_ ¢O n 2"x 2" EXTRUSION z wL) \ aF- 0 0 U= wz \. ® ® m- p C 1 "x 2" OPEN BACK O O -O rwn EXTRUSION ALL GUSSET PLATES SHALL a: w BE A MINIMUM OF 5052 H -32 W, < (1) #10 x 1 -1/2" S.M.S. 24' O.C. ® ALLOY OR HAVE A ULTIMATE j of YEILD STRENGTH OF 30 KSI. O I� �w I --= =1iccc 1/16" RECEIVING CHANNEL OR p NOTCH POST i� GUSSET PLATES z s (4) #10 S.M.S. EACH SIDE c o O¢ w w O 'j COLUMN PER TABLE 1.3 OR 1.4 G 2 "x4 "MAXIMUM J ut FOR LARGER UPRIGHT USE z DETAIL PAGES 4 and 17A O PURLIN TO UPRIGHT SAME AS C) o Li z U x� E o Q W w go U _ I J Q Z U Q U) � Z cl) � LI I Ln of J W 0 C H dZ W Op U J O Iq U co p a Z z g W K U Z U � o z �L" !— o w �U co m lLd U L z w D C z o 3 0 N L J U J Z Q O U m w d' a d z C CID it LLI N O > L 2 c ~ W U L w - N o 1- tr Q co N b a W E x w O U > m w C p 0 O U MIN. UPRIGHT TO BEAM TABLE 1.6 (I.E. 2'x 7" u- w UPRIGHT REQUIRES 2"x 4" u ¢ SHEET BEAM) 00 w ew w 3 w= gf] = 'Al Al Ll TO ° 1-L,IINN i1 = -F. °_ Z - '. <= I OF m U t- 1} 18� BEAM / PURLIN 2"x 3" MAX. ATTACHED TO RECEIVING PURLIN 2" x 2' EXTRUSION 0 0 0 d e 1 "x 2" OPEN BACK 0 EXTRUSION 9 TO POST W/ (1) #10 x 1 -1/2" (1) #10 x 1 -1/2" S.M.S. 24" O.C. O NOTCH POST i 3,4" WASHER HEADED CORROSIVE RESISTANT SCREWS AS SHOWN (SEE TABLE 1.6) 1 "x 2" SNAP SECTIONS ATTACH TO 2" x 2"W1 #10 x 1 -1/2" S. M. S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2 "x3" (4) SPLINE GROOVE SECTION 2" x 3" to 2" x 3" -CONNECTION SCALE: 2"=V-0* a €es 6. rl1 "x 2" OPEN BACK FASTENED TO POST W/ (1) #10 x 1 -1/2' S.M.S. O e O 0 EDGE OF EXISTING UPRIGHT o EXISTING 2"x 3" OR LARGER BEAM POSITION VARIES (MANSARD SHOWN) 0.045"x 1"X 2" H CHANNEL W/ (6) #10 x 1/2" S.M.S. EA SIDE (6) TOTAL COLUMN PER TABLE 1.3 OR 1.4 2" x 4" MAXIMUM FOR LARGER UPRIGHT USE DETAIL THIS PAGE AND PAGE 17A AND MIN. PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 (I.E_ 2" x T UPRIGHT REQUIRES 2" x 4" BEAM) ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPTALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS X6 gF�nk SE\'F OI IvNl NOTCH BEAM TO RECEIVE POST ADDITION 2"x 2" (0.044" MIN.) ADDITION ATTACH TO BEAMS W/ (2) 410 x 2 -1/2" S.M.S. AND 16" O.C. ADDITION OF 1" x 2" OR 2" x 2 TO EXISTING HOLLOW MEMBER OR EQUIVALENT HOLLOW MEMBER SCALE: 3" = V -0' Existing Hollow 1,lember Added lEquivelent Hollow Member Member 2'x2"x0.040" 1'x 2'x0.0 =.4' 2x 3'x 0.045 2' x 2' x 0.044" 2'x3'x 0:040' Tx2'x 0.044' 2x 3"x 0.045 2" x 2• x 0.044" 2 "x 4'11 0.040- 1-x2 "x0.04<" 2X4 "x0.045 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPTALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS (10) #8 x 112" S.M.S. EACH SIDE OF BEAM /POST 1 "x 2" OPEN BACK ATTACH TO 2"x 2" W/ #10 x 1 -1/2" S.M.S. @ 24" O.C. OR CONTINUOUS 2"x 3" (4) SPLINE GROOVE SECTION CONNECT 2"x 2" OR 2"X 3" TO SEANt WI MIN: OF (3) #10 x 1 -112' S.M.S. INTO SCREW BOSSES EXISTING 2"x 6" SELF MATING BEAM #10 x 3 112" SJM.S. 16" O.C. PROPOSED 2 "x3 "x0.050" SMOOTH SIDE DOWN 115"x 2-314"x B' GUSSET EACH SIDE OF POSTAND BEAM (FASTEN PER TABLE 1.6) EXISTING 2"x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B SCALE: 2"= V -0" ADDITIUNAL FASTENING; NUMBER OF FASTENERS PER #8 x 314" WASHER HEADED TABLE 1.6 & 9.5 EXCEPTALL CORROSIVE RESISTANT SHADED LOCATIONS SHALL BE SCREWS AS SHOWN FILLED MINIMUM OF ALL (SEE TABLE 1.6) OUTER LOCATIONS NEW POST ADDITION INSIDE 1 "x 2" SNAP SECTIONS BEAM ATTACH TO 2"x 2"W/ #10 x 1 -1/2" S. M. S. @ 24" O.C. OR CONTINUOUS SNAP SPLINE TGROOVE SECTION 0 q-El 1 "x 2" OPEN BACK FASTENED 0 TO POST W/ (1) #10 x 1 -1/2" O S.M.S. 9 OaaO O 0 / EXISTING 2"x 6" SELF MATING BEAM #10 x 3 112" SJM.S. 16" O.C. PROPOSED 2 "x3 "x0.050" SMOOTH SIDE DOWN 115"x 2-314"x B' GUSSET EACH SIDE OF POSTAND BEAM (FASTEN PER TABLE 1.6) EXISTING 2"x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B SCALE: 2"= V -0" ADDITIUNAL FASTENING; NUMBER OF FASTENERS PER #8 x 314" WASHER HEADED TABLE 1.6 & 9.5 EXCEPTALL CORROSIVE RESISTANT SHADED LOCATIONS SHALL BE SCREWS AS SHOWN FILLED MINIMUM OF ALL (SEE TABLE 1.6) OUTER LOCATIONS NEW POST ADDITION INSIDE 1 "x 2" SNAP SECTIONS BEAM ATTACH TO 2"x 2"W/ #10 x 1 -1/2" S. M. S. @ 24" O.C. OR CONTINUOUS SNAP SPLINE TGROOVE SECTION d - 112" Lj 1 -314" STRAP MADE FROM z REQUIRED GUSSET PLATE b MATERIAL o (SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) B g CONNECT 2 "z2 "OR2 "x3"TO d o o5 BEAM W/ MIN. (3) #10 x 1 -1/2" S.M.S. INTO SCREW BOSSES WHEN FASTENING 2"x 2" F¢ THROUGH GUSSET PLATE USE #10 x.2" (3) EACH MIN. a 1 "x 2" OPEN BACK ATTACHED TO2 "x2 "W / #i0x1- 1i2 "S.M.S. @ 24" O.C. , 2"x 8" BEAM CUT TO ACCEPT lYil SCREW LOCATIONS PER / WALL UPRIGHT TABLE 1.6 FILL OUTSIDE / 1 -3/4" STRAP MADE FROM LOCATIONS FIRST / REQUIRED GUSSET PLATE J MATERIAL Q (SEE TABLE FOR LENGTH AND n # OF SCREWS REQUIRED) Q W o - Z P TABLE SELF MATING UPRIGHT CUT Z LU SEAM TO MATCH BEAM ANGLE a CD U) SIZE SCREWS LENGTH `- LLI (4)#12 2 -3/4' NOTE; ,°� U) Cif J J (4) #14 3-1/4" 2" x 8" BEAM W/ 2"x 5" 0 U) Q 0_ Z (4) #14 3-1/4" UPRIGHTSHOWN F U) 0 1 j (6) #14 1 4 -1R' OTHER BEAM TO UPRIGHT COMBINATIONS PER � 0 0 c ~ a Lq ALL SCREWS 314" LONG w (D TABLE 1.6 MAY BE USED. w FS-' Z c. W w NOTES: V) 0 LLI Z O N z 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCR IS ACHIEVED. a w U Z ` O w 2. SLE TABLE 1.6 FOR SCREW SIZES AND NUMBER. L? 3 SCREW PATTERN L "YOUT W/ SPACING BETWEEN SCREW'S OR CATER THP.N MiniIMUM IS fY Lu J ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. Lau F- U � 0 W- p v (/) LL w ALTERNATE BEAM TO EXTERNAL GUSSET PLATE CONNECTION (FULL LAP) ,L -t r SCALE: 2" =1' -0' �Q _Z CD S ul lu N w o z O J O z Wa Q co WO m m. F ca W w of m LL n wz (D W xw co !- ❑ N r � Oz 2N 3; a to LL W I+- 2 rr) z Z c ; F- w LLI rD o X > j E v a- W m k y O of W Z C o c K O U a 0) °- a �1L m _ m �- 1 a Z Lu Lu O UJ ro ii IL O �a V jm� W 70 U j a O I- N n.. o� FW an J z O w CS m 0 Z w O y A) i a C 1 0- 0 O u; , W �w m w O Fa Q 0 j'; SEAL .. u" ..... _ SHEET Lo w aw to p w h U c I OF N F- C r l8 L' ® 1 "x 2" OPEN BACK FASTENED 0 TO POST W/ (1) #10 x 1 -1/2" S.M.S. p 0 O OaaO O 0 / EDGE OF EXISTING UPRIGHT 0 0 0 NOTCH BEAM TO RECEIVE EXiSTING 2" x 3" OR LARGER POST ADDITION 2"x "(0.044" MIN.) HOLLOW ADDITION ATTACH TO BEAMS W /H- CHANNEL 1 d (2) #10 x 1 /2 "S.M.S. AND i 16" O.C. BO-. i SIDES 2'x- HOLLOW EXTRUSION 2"H-CHANNEL __ : %1`AT= POSTI BEAM ADDITiO ; C= 2" x TO EXISTING 2" X „ d - 112" Lj 1 -314" STRAP MADE FROM z REQUIRED GUSSET PLATE b MATERIAL o (SEE TABLE FOR LENGTH AND OF SCREWS REQUIRED) B g CONNECT 2 "z2 "OR2 "x3"TO d o o5 BEAM W/ MIN. (3) #10 x 1 -1/2" S.M.S. INTO SCREW BOSSES WHEN FASTENING 2"x 2" F¢ THROUGH GUSSET PLATE USE #10 x.2" (3) EACH MIN. a 1 "x 2" OPEN BACK ATTACHED TO2 "x2 "W / #i0x1- 1i2 "S.M.S. @ 24" O.C. , 2"x 8" BEAM CUT TO ACCEPT lYil SCREW LOCATIONS PER / WALL UPRIGHT TABLE 1.6 FILL OUTSIDE / 1 -3/4" STRAP MADE FROM LOCATIONS FIRST / REQUIRED GUSSET PLATE J MATERIAL Q (SEE TABLE FOR LENGTH AND n # OF SCREWS REQUIRED) Q W o - Z P TABLE SELF MATING UPRIGHT CUT Z LU SEAM TO MATCH BEAM ANGLE a CD U) SIZE SCREWS LENGTH `- LLI (4)#12 2 -3/4' NOTE; ,°� U) Cif J J (4) #14 3-1/4" 2" x 8" BEAM W/ 2"x 5" 0 U) Q 0_ Z (4) #14 3-1/4" UPRIGHTSHOWN F U) 0 1 j (6) #14 1 4 -1R' OTHER BEAM TO UPRIGHT COMBINATIONS PER � 0 0 c ~ a Lq ALL SCREWS 314" LONG w (D TABLE 1.6 MAY BE USED. w FS-' Z c. W w NOTES: V) 0 LLI Z O N z 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCR IS ACHIEVED. a w U Z ` O w 2. SLE TABLE 1.6 FOR SCREW SIZES AND NUMBER. L? 3 SCREW PATTERN L "YOUT W/ SPACING BETWEEN SCREW'S OR CATER THP.N MiniIMUM IS fY Lu J ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. Lau F- U � 0 W- p v (/) LL w ALTERNATE BEAM TO EXTERNAL GUSSET PLATE CONNECTION (FULL LAP) ,L -t r SCALE: 2" =1' -0' �Q _Z CD S ul lu N w o z O J O z Wa Q co WO m m. F ca W w of m LL n wz (D W xw co !- ❑ N r � Oz 2N 3; a to LL W I+- 2 rr) z Z c ; F- w LLI rD o X > j E v a- W m k y O of W Z C o c K O U a 0) °- a �1L m _ m �- 1 a Z Lu Lu O UJ ro ii IL O �a V jm� W 70 U j a O I- N n.. o� FW an J z O w CS m 0 Z w O y A) i a C 1 0- 0 O u; , W �w m w O Fa Q 0 j'; SEAL .. u" ..... _ SHEET Lo w aw to p w h U c I OF N F- C r l8 L' I CUT 2 "x4 ",2 "z 5'. OR2 "x6" CUT 2" x 4 ", 2"x 5 ", OR 2"x 6" 2"x 2" PURLINS ATTACHED BEAMS TO SLIDE OVER EACH TO BEAM W/ MIN. 110 OTHER 2"x 7"8, LARGER PROVIDE GUSSET PLATE (3) x 1 -1/2" S.M.S. OTHER 2"x 7"& LARGER a (INSIDE OR OUTSIDE BEAM) 2' x 7"x0.055•x 0.120 ^' SAME WALL THICKNESS AS X10 - BEAM WALLS OR LARGER ALTERNATE SIDE PLATE CONNECTION DETAIL (SEE TABLE 1.6) p p O ® 0 0 + + + + + + ++ ci 0 p p p 021 OTHER 2'x 7'& LARGER THICKNESS AS BEAM WALLS 0 0 P 0 ve =o.lzs MINIMUM SPACING 000 1 (PEP. TABLE 1.6) (SEE GUSSET PLATE TA =• -E) O 0 —0- - (SEE SPLICING DETAIL PAGE 1 -21) 5116• 0 p FASTENER SIZE, NUMBER AND SPACING PER 'TYPICAL BEAM a. 0 SPLICE DETAIL AND TABLE" 0 THIS PAGE (SEE TABLE 1.6) TYPICAL SIDE PLATE CONNECTION DETAIL 1.6) SCALE: 2"= V -0" BEAM SPLICE DETAIL AND CUT 2 "x4 ",2 "z 5'. OR2 "x6" ds (n.) (PER TABLEI.6) BEAMS TO SLIDE OVER EACH (SEE SPLICING DETAIL THIS PAGE) FASTENER SIZE, NUMBER AND #6 OTHER 2"x 7"& LARGER a / 2' x 7"x0.055•x 0.120 ^' PROVIDE GUSSET PLATE X10 - 0000 ALTERNATE SIDE PLATE CONNECTION DETAIL GUSSET PLATE MOUNTED INTERNALLY (OUTSIDE BEAM) SAME WALL + + + + + + ++ ® /0 021 OTHER 2'x 7'& LARGER THICKNESS AS BEAM WALLS 0 0 P 0 ve =o.lzs OR LARGER 0 0 000 THICKNESS AS BEAM WALLS O (SEE GUSSET PLATE TA =• -E) O 0 —0- 0/0 OR LARGER 5116• 0 p FASTENER SIZE. NUMBER AND ® O a. 0 FASTENER SIZE, NUMBERAND - 0 THIS PAGE (SEE ALSO TABLE SPACING PER PAGE "TYPICAL 1.6) u BEAM SPLICE DETAIL AND CO BE A MINIMUM OF 5052 H -32 TABLE" THIS PAGE AND (SEE ALLOY OR HAVE AN ULTIMATE w TABLE 1.6) ALTERNATE SIDE PLATE CONNECTION DETAIL - i 7ANSARD ROOF ALL GUSSET PLATES SHALL SCALE: 2" = T -O' D O BE A MhgiMUM OF SU52 H -32 -- Z - ALLO "t' OR HAVE AN ULTIMATE o YIELD STRENGTH OF 30 KSI TYPICAL SIDE PLATE CONNECTION DETAIL - MANSARD ROOF SCALE: 2"= V -0" CUT2 "x4 ",2 "x5 ",OR2 "x6" 2" x 2" PURLINS ATTACHED BEAMS TO SLIDE OVER EACH TO BEAM W/ MIN. OTHER 2"x 7" & LARGER (3) #10 x 1 -1/2" S.M.S. PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) SAME WALL THICKNESS AS _ BEAM WALLS OR LARGER 0 0 (SEE TABLE 1.6) ® p I 0 ®� `® 0 MINIMUM SPACING ds (n.) (PER TABLEI.6) � 7 (SEE SPLICING DETAIL THIS PAGE) FASTENER SIZE, NUMBER AND #6 SPACING PER "TYPICAL BEAM a SPLICE DETAIL AND TABLE" 2' x 7"x0.055•x 0.120 ^' THIS PAGE AND (SEE TABLE X10 - 1.6) ALTERNATE SIDE PLATE CONNECTION DETAIL GUSSET PLATE MOUNTED INTERNALLY CUT 2"x 4 ", 2"x 5 ", OR 2" x 6" SCALE: 2" = V -0" + + + + + + ++ BEAMS TO SLIDE OVER EACH 021 OTHER 2'x 7'& LARGER sns _ PROVIDE GUSSET PLATE ve =o.lzs (INSIDE BEAM) SAME WALL O fl O 12 THICKNESS AS BEAM WALLS O 2• x 9"x 0.082"x 0.305• 1 0/0 OR LARGER 5116• (SEE TABLE 1.6) 0 0 0 0 \",e 0 0 0 a FASTENER SIZE. NUMBER AND --3 —Q O © SPACING PER "TYPICAL BEAM a. 0 SPLICE DETAIL AND TABLE" p THIS PAGE (SEE ALSO TABLE F W 1.6) u ALL GUSSET PLATES SHALL CO BE A MINIMUM OF 5052 H -32 ALLOY OR HAVE AN ULTIMATE w YIELD STRENGTH OF 30 KSI ALTERNATE SIDE PLATE CONNECTION DETAIL - i 7ANSARD ROOF GUSSET PL ATE MOUNTED INTER` -41 LY SCALE: 2" = T -O' D O BEAM SPLICE SHALL BE MIN. BEAM HEIGHT MINUS 1/2' AND 2 x (d -.50-) LENGTH d = HEIGHT OF BEAM MIN. EDGE DISTANCE f - 2 x (d- 0.50 ") d -1.00" T d -1.OD' SPLICE LOCATED 1/4 TO 1/3 BEAM SPAN STAGGERED EACH SIDE OF BEAM PLATE CAN BE INSIDE OR OUTSIDE BEAM OR LAP CUT 1 o ds (n.) - - MAX. Beam Size '4 #6 a a — — 2' x 7"x0.055•x 0.120 ^' 1116 =0.063 X10 - 0.19 318 1@ 2 x 9• x 0.072• x 0224• + + + + + + ++ MAX A MIN. EDGE DISTANCE DENOTES SCREW PATTERN NOT NUMBER OF SCREWS Minimum Distance and FASTENER SIZE, NUMBER AND SPACING (SEE TABLE 1.6) Screw Size ds (n.) Edge to Center gds in. Center to Center 2 -i@ds in. Beam Size Thickness in. #6 0.16 318 7116 2' x 7"x0.055•x 0.120 ^' 1116 =0.063 X10 - 0.19 318 1@ 2 x 9• x 0.072• x 0224• 118 =0.125 s12 021 - 7ns sns z xs xo.o7rxo.zza ve =o.lzs X14 or 1/4• 035 12 5/a 2• x 9"x 0.082"x 0.305• 1 1/8-0.12 5116• 0.31 . 518_.I._ 314 12"x 10• x 0.092­; 0.369' 114 = 025 ­--puce space ­use for 2• x 4" and 2' x 6" also Note: 1. All gusset plates stiall he minimum 5052 H -32 May or have a minimum yield of 30 kci. INTERNAL BRACING-, 1 -3/4" x 1-3/4'x 0.125" ANGLE (T -6 ALLOY) OR CUT FROM BEAM MATERIAL TYPICAL BEAM SPLICE DETAIL SCALE: 2---V-0- PLAN VIEW SCALEi 2"= V -0" MIN. (3) #10 x 2" CORROSION RESISTIVE WASHER HEADED SCREWS MIN. (4) #10 x 2" CORROSION RESISTIVE WASHER HEADED SCREWS ISOMETRIC VIEW SCALE: N.T.S. ERNAL BRACING CUT FROM 4E BEAM SIZE W/ 2 -1/4" iTH LINS TABLES 1.2, 1.6, OR 1.9.2) LATERAL BEAM BRACING DETAILS (FOR SPANS GREATER THAN 40' -0 ") NOTES: L=r BOSS TO FASTEN THE SD i i 0.%a OF THE PURLIN TO THE B -%Jr1 OR SCR =EIN 3DSS. 2" x 8" BEAMS AND 3ER ADD (1) 3/8"x (W + ') LAG SCREW INTO THE FER TAIL CLOSEST TO THE NER ON EACH SIDE FRAMING BEAM "x 1 /8" ANGLE W/ (4) #10x ACH SIDE r O J J C- CHANNEL W /THRU BOLT 2" REINFORCING STRAP W/ (2) #10 x 2" INTO HOST THRU BOLT SIZING: STRUCTURE AND (2) #10 x 5/8" (2) 1/4" UP TO 2"x 7" BEAM INTO GUTTER - (3) 1/4" FOR 2" x 7" BEAM F 1/8" PLATE OF 5053 H32 (3) 3/8" FOR 2" x 8' & 9" BEAM f UJ ALLOY OR ULTIMATE YEILD (3) 1/2" FOR 2'x 10" BEAM S_ TRENGTH OF 30 KSI W/ (4) #10 x 5/8" EACH SIDE w W OL.ITER MITE: DETALL FOR SUPER GL'TTFR TO CARRIER SEA&I b 0 t - - -- - SCALE: 2"= T -0" -' z STRAP SUPER OR EXTRUDED GUTTER o a cn W HOST STRUCTURE LLI o C1 w< [Y = O ACING 12 SPACING 12 SPACING 12 SPACING /2 c Q BEAM SET SPACING BEAM SET SPACING '-- wz �o STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT 0 z SCALE: 1/4" = T -0" J q N z 2"x _" x 0.050" STRAP @ w EACH BEAM CONNECTION Oa I AND @ 112�BEAM SPACING W/ U (2) S.M.S. PER STRAP Q N (SEE SECTION 9) w z N 2" S.M.S. OR LAG SCREWS W 0 (SEE SECTION 9) U) �w w0 C Q D o. c, O t- cc:w 0 Lu Zre Ow no SUPER OR to m p EXTRUDED p a SELF MATING BEAM A GUTTER ANGLE OR RECEIVING (SIZE VARIES) 0 CHANNEL (SEE SECTION 9 FOR DETAILS) z ¢m 0 o. Li z 1—/ o S (� 0 O X G Z� a EI e I) J Q CL tt z C.O CD t; w Z Q U. p SHEET ALTS'' ?.HATE CUT OFF BEAM &. Z F m 2 c i£ SCREW PATTERNS MAY VARY W L9 0 x r (7 W U) W 2 to co IY J J � (D W D Q D_ Z O a cl) JO � ui w U E a Z W Z O W O (0 U Z O 04 CD z 7D I'll I— Z:C;t w F W U u Ln 0 CO Z U w Z C) 3 CV D O � Z - J o w w w M k 0 z N F c �l CL tt z C.O CD t; w m TABLE 1.11) p SHEET ALTS'' ?.HATE CUT OFF BEAM &. J W w LL LU c F m 2 c i£ SCREW PATTERNS MAY VARY W L9 0 x r O D W to u- 0 2 to m 0) I y- -F@) �_ � (D H o c a as a 00 �p� z WN m E ro x W K O 0 U ° ull S C O O o O 3 m Z � m w M k 0 z N F c �l MAX. DISTANCE FROM FASCIA �w%EAL BEAM CAP TO HOST STRUCTURE (SEE TABLE 1.11) p SHEET ALTS'' ?.HATE CUT OFF BEAM &. CAP W1 RECEIVING CHANNEL SCREW PATTERNS MAY VARY ¢ w (SEE TABLES OR NOTES FOR 2 to SIZE AND NUMBER OF o i S -ELF MATING BEAPN1 CONN+ =CTiON TO SUPER OP. CXt RUDIED GUTTER SCALE: 2 " =V- 10 -31 -2007 w M k 0 z N F c �l 2"x _ S.M.B. 1" x 2" x 0.040" PATIO EXTRUSION 1/4" x 1 -1/2" S.M.S. SIDE OF BEAM & 24' O.C. TRUFAST HD x ( "I" + 1/2 ") FASTENER @ 8" O.C. FOR UP TO 130 MPH WIND SPEED; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED W RISER x.12" PAN OR 3' COMPOSITE PANEL #14 TEK SCREWS (4) EACH BRACKET 5" SUPER GUTTER BRACKET 6" WIDE AT EACH BEAM AND MID -SPAN 0.95 °BEAM GUTTER 3"x 3"x 0.090" COLUMN ALTERNATE SELF - MATING BEAM CONNECTION TO SUPER GUTTER SCALE: 2"= V-0" SELF - MATING BEAM 2"x 2" x 0.125" ANGLES W/ (SIZE VARIES) (3)114-THRU-BOLTS 1/4" x 2" LAG SCREWS @ 24" THROUGH ROOF BEAM AND O.C. OR #10 x 2" SCREWS @ (3) #14 TEK SCREWS TO 12" O.C. GUTTER (EACH SIDE) ALTERNATE SELF - MATING BEAM CONNECTION TO SUPER GUTTER SCALE: 2"= V-0" SELF - MATING BEAM 2"x 3' x 0.125" ANGLE EACH (SIZE VARIES) SIDE W/ 3/8' THRU -BOLTS & 1/4" x 2" LAG SCREWS @ 24" WASHERS TO GUTTER AND O.C. OR #10 x 2" SCREWS @ 3/8" THRU - BOLTS TO PbST ALTERNATE SELF - MATING BEAM CONNECTION TO SUPER GUTTER SCALE: 2"= V-0" SELF - MATING BEAM 1 (SIZE VARIES) cj�Lu 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ W¢ 12" O.C. . © TAIL CUT OFF BEAM p p . (OPTIONAL) 2"x 2" ANGLE WITH (4) S.M.S. .. I (SEE SECTION 9 FOR SCREW ® SUPER OR 314" FERRULE WITH 3/8"x8" SIZES ) EACH SIDE TO EXTRUDED LAG SCREWS @EACH BEAM . BEAM TO SUPER GUTTER GUTTER RECEIVING CHANNEL MAX. DISTANCE FROM FASCIA JL 2-1/8"x 1" W/ (2) #8 x 1/2" S.M.S. TO HOST STRUCTURE WALL EACH SIDE OF BEAM (SEE TABLE 1.11) SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 2"= 1-0" i 1/4"x 2" LAG SCREWS @ 24" O.C. OR 410 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1"x 2" OR 2"x 2" FOR SCREEN SELF - MATING 2" x _' z 0.050" STRAP @ BE4M SUPER OR EACH BEAM CONNECTION (SIZE VARIES) EXTRUDED AND @ 112 BEAM SPACING W/ p GUTTER (2) #8 x 1/2" S.M.S. PER STRAP ANGLE, INTERIOR OR MAX EXTERIOR RECEIVING S I DISTANCE FROM FASCIA CHANNEL (SEE SECTION 9) x TO HOST STRUCTURE WALL (SEE TABLE 1.11) SELF M T)NG BEAM CONNECTION TO SUPER OR EXTRUDED GUT E . SCAL =: = -0" 114" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1 "x 2" OR 2"x 2" FOR SCREEN SELF- MATING I p BEAM (SIZE VARIES) p T ® SUPER OR EXTRUDED GUTTER ANGLE, INTERIOR OR EXTERIOR RECEIVING CHANNEL (SEE SECTION 9) 2"x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) 48 x 1/2" S.M.S. PER STRAP MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL (SEE TABLE 1.11) ALTERNATE SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 2"= l' -0" 2 -1/2" MIN. S.M.S. OR LAG SCREW INTO 2"x- FASCIA OR IF NO SUB- FASCIA INTO RAFTER TAILS 2' WIDE x 0.050" (MIN.) STRAP SPACING PER LOCATION DETAIL (SEE PREVIOUS PAGE) SELF MATING BEAM (SIZE VARIES) 2"x 2" ANGLE W/ (4) S.M.S. EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER RECEIVING CHANNEL 2-118"x 1"W1 (2);:8 x 1/2" S.M.S. EACH SIDE OF BEAM FOR SCREW SIZES SEE SECTION 9 SOFFIT 1"x 2"x 0.062" P.T. LUMBER BLOCKING W/ 0.024" BREAK FORM CAP OR 1 "x 2" (ALLOWABLE ONLY W/ ROOF ANGLES LESS THAN 23" UP TO 5" IN 12" ROOF SLOPES) FOR ROOF SLOPES GREATER THAN 5" IN 12" USE 1/8" x 2" x _' ANGLE AS REQUIRED MAX DISTANCE FROM FASCIA TO HOST STRUCTURE WALL (SEE TABLE 1.11) TYPICAL SELF MATING BE.-^M AND SUPER OR 'EXTR1.IDED GUT-I _=. CONNECTiON SCALE: 2"_T­3" COMPOSITE EAVE RAIL W/ 2'x 2" FASTENED TO BEAM / w ,n i UPRIGHT W /(3) #10x 1 -1/2" z w S.M.S. MIN. INTO SCREW BEAM - SCREEN ROOF a > BOSSES. 1'x 2" ATTACHED POST TO BEAM FASTENING tr p I- e fl - TO 2"x 2" W/ #10 x 1 -112" S.M.S. (SEE TABLE 1.6) Ul z = 0 O I @ 24" O.C. CONTINUOUS 2 "x W<- _ p 8 3" SNAP SECTION FASTENED F ®c3 I THRU SCREW BOSSES W/ (3) MIN. #10 x 1 -1/2" OR 2 "x 3' HOLLOW SECTION FASTENED THRU SCREW BOSSES W/ °? 410 x 1 -112" S.M.S. Lli ENGTH m - -- SCREEN (MAY FACE . w O¢ lo-.._..._ ..J OR OUT) E NP BPAC w w sr w FASCIA AND SUB- FASCIA (2) 2" SCREWS (SEE SECTION 9 FOR SCREW SIZES) REQUIRED KNEE BRACE MININUM SIZE AND CONNECTION (PER TABLE 1.7) USE ANGLE EACH SIDE FOR p SUPER OR 2"x 2" TO POST CONNECTION EXTRUDED W/ HOLLOW POST GUTTER MAX. DISTANCE TO r HOSTSTRUCTURE D 1 /4 *0 BOLT @ 24" O.C. MAX ALL (SEE TABLE 1.11) WITHIN 6" OF EACH POST ¢ FASTEN 2" x 2' POST W/ (3) EACH #10 S.M.S. INTO SCREW °m SPLINES co 2" STRAP - LOCATE AND IF KNEE BRACE LENGTH w FASTEN (PREVIOUS PAGE) EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM 2'x 2'x 0.093" ANGLE W/ (4) CONNECTION DETAILS S.M.S. (SEE SECTION 9 FOR m D SCREW SIZES) EACH SIDE TO KNEE BRACE ATTACHMENT 6" n-. w R OR BEAM TO SUPER ABOVE TOP OF GUTTER MAX. i L U � i EXTRUDED Gl=R z SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 1 0 SCALE: 2"= 1'-0" co F IJ U tr 0 Cwl Q �z LI COMPOSITE 2"x 3" EAVE GIRT ¢ w¢ ¢ U U y H p i 2 6 BEAM - SCREEN ROOF w = SCREW SIZE w z l p p (SEE TABLE 1.6) F_. 2: o © O OO ¢ N POST z (SEE TABLE 1.3j w o 45° { SCREEN p U (MAY FACE IN OR OUT) U C IF KNEE BRACE LENGTH w z EXCEEDS TABLE 1.7 USE 0 C CANTILEVERED BEAM w 0 \LENOFKNEES E U) IL I CONNECTION DETAILS (2) 2" SCREWS I 1 (SEE SECTION 9 FOR SIZESI 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL (SEE PREVIOUS PAGE) REQUIRED KNEE BRACE O MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) KNEE BRACE ATTACHMENT O 6" ABOVE TOP OF GUTTER (MAX) 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER FASCIA AND SUB - FASCIA SUPER OR EXTRUDED GUTTER RISER (OR Ti24NSOM) WALL AT FASCIA - DETAIL 2 SCALE: 2" = V -0" U z H 0 G o °� 0 $Q�j o • ' 5 III J Q ZD Z Q m U) 2 Z Z w UI W C/) W w 0� J _I wD Q EL � U) O W DO w J ❑ m H- � Z CD <- ❑ = w Z C3 w U Z 0 N cD D Li F- o m,w 0 I- of LU U co U U) m U) LL. Z p N J Q c c r` J a LL m L 2 LU cD 2 12 W m i y C F=U c a n - m LU N m E "3 o w C V O C m � Fes - J a z 1 z 1 1 w w U w 3 0 Z O zo u) w Z K zz w _ F- D O of EL ¢ z af 0 w O z w ` j 110 I- O ¢ � N w 6 ay N F- Y J oZ ,- co 10-31 -2007 OF o° F L] io!) cj�Lu W¢ �a �0 o r- Cw Lu Ow zm O w 0 u) _ u� w SUPER OR SOFFIT O a EXTRUDED GUTTER w II zql O f- U Lr J Lu A1AX. DISTANCE TO / LL w HOST STRUCTURE Lu -j c (SEE TABLE 1.11) Co u SUPER OR EXTRUDED GUTTER RISER (OR Ti24NSOM) WALL AT FASCIA - DETAIL 2 SCALE: 2" = V -0" U z H 0 G o °� 0 $Q�j o • ' 5 III J Q ZD Z Q m U) 2 Z Z w UI W C/) W w 0� J _I wD Q EL � U) O W DO w J ❑ m H- � Z CD <- ❑ = w Z C3 w U Z 0 N cD D Li F- o m,w 0 I- of LU U co U U) m U) LL. Z p N J Q c c r` J a LL m L 2 LU cD 2 12 W m i y C F=U c a n - m LU N m E "3 o w C V O C m � Fes - J a z 1 z 1 1 w w U w 3 0 Z O zo u) w Z K zz w _ F- D O of EL ¢ z af 0 w O z w ` j 110 I- O ¢ � N w 6 ay N F- Y J oZ ,- co 10-31 -2007 OF o° F L] io!) 2' STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGES FASCIA AND SUB- FASCIA 2"x 2' ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2'x WEAVE GIRT POST TO BEAM FASTENING w Tn (SEE TABLE 1.6) ZaIx > Z w a g (MAY FACE IN OR OUT) ¢ate POST SELF MATING BEAM 3�: , j (SIZE VARIES) u m = MINIMUM SIZE AND p O Oz0 Fiee (L Lr IF KNEE BRACE LENGTH CANTILEVERED BEAM EXCEEDS TABLE 1.7 USE CONNECTION DETAILS 000 0 0 CONNECTION DETAILS 45 °± � ¢ W 6 .0 Iv (SEE TABLE 1.3) - - LENGT F KNEE BRA 'C ®0 0 0 Ile _ SCREEN (MAY FACE IN OR OUT) HOST STRUCTURE ROOFING REQUIRED KNEE BRACE p o (2) 2" SCREWS (SEE SECTION K E BRAC I 9 FOR SCREW SIZES) v2tt9l 2' STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGES FASCIA AND SUB- FASCIA 2"x 2' ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2'x WEAVE GIRT POST TO BEAM FASTENING w co (SEE TABLE 1.6) ZaIx > SCREEN a g (MAY FACE IN OR OUT) fY 0 1 z � POST Lu w (SEE TABLE 1.3) _ REQUIRED KNEE BRACE POST SIZE (SEE 1.3 OR 1.6) MINIMUM SIZE AND p O CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH (L EXCEEDS TABLE 1.7 USE IF KNEE BRACE LENGTH CANTILEVERED BEAM EXCEEDS TABLE 1.7 USE CONNECTION DETAILS CANTILEVERED BEAM 0 0 CONNECTION DETAILS O ® SUPER OR p EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 3 SCALE: 2"= V -0" O©® 45 "t LENG OF KNEE B E 10 HOSTSTRUCTURE ROOFING O (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 5 FASCIA AND SUB- FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER HOST STRUCTURE ROOFING 2' LAG SCREWS (SEE SECTION 9 FOR SCREW SIZE) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGES ALTERNATE LAG SCREW AND FERRULE 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE OF BEAM AND SUPER OR EXTRUDED GUTTER FASCIA AND SUB - FASCIA NOTE: MINIMUM POST SIZES ARE REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) SELF - MATING BEAM (SEE TABLE 1.1 OR 1.8) w co 0 E) ZaIx > _ BEAM - SCREEN ROOF a g 0.050" H- CHANNEL fY 0 1 z � OR GUSSETS Lu w .6019 . _ O©® 45 "t LENG OF KNEE B E 10 HOSTSTRUCTURE ROOFING O (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 5 FASCIA AND SUB- FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER HOST STRUCTURE ROOFING 2' LAG SCREWS (SEE SECTION 9 FOR SCREW SIZE) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGES ALTERNATE LAG SCREW AND FERRULE 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE OF BEAM AND SUPER OR EXTRUDED GUTTER FASCIA AND SUB - FASCIA NOTE: MINIMUM POST SIZES ARE REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) SELF - MATING BEAM (SEE TABLE 1.1 OR 1.8) 7HOST SOFFIT p SUPEEXTRG UT. DISTANCE TO STRUCTURE WALL (SEE TP.BLE'.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 5 SCALE: 2"- V-a" 2"x 3" COMPOSITE EAVE GIRT 0 E) EXTRUDED 0 e 0 ® G 0 FASTENERS SIZE, NUMBER I c`o lI - 4ND PATTERN (SEE TABLE 1.5) HOSTSTRUCTURE �1 POST SIZE (SEE 1.3 OR 1.6) 7HOST SOFFIT p SUPEEXTRG UT. DISTANCE TO STRUCTURE WALL (SEE TP.BLE'.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 5 SCALE: 2"- V-a" MAX. DISTANCE TO HOST STRUCTURE SUPER OR EXTRUDED GUTTER WALL (SEE TABLE 1 -11) 'RISER (OR TRANSOM) MALL AT FASCIA - DETAIL 4 SCALE: 2'= V-D" 0.05"H-CHANNEL OR GUSSETS COMPOSITE 2 x 3 EAVE RAIL POSTTO BEAM FASTENING (SEE TABLE 1.6) T SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1 -7) ATTACHED NO MORE THAN 6" ABOVE TOP OF GUTTER 'nn m n. W 0 0 SOFFIT COMPOSITE 2'x 3" EAVE RAIL (SEE SECTION 9 FOR SIZES) EXTRUDED 2'x _" X 0.050' STRAP @ 0 ® ' BEAM- .SCREEN � Z w �\ \ HOSTSTRUCTURE ROOF (SEE TABLE 1 -11) p O POST TO BEAM FASTENING (L G 06 (SEE TABLE 1.6) CONNECTION DETAILS � p r WU. ®0 0 0 POST � ¢ W 6 .0 (SEE TABLE 1.3) - - _ 'C ®0 0 0 _ SCREEN (MAY FACE IN OR OUT) p 0 0 REQUIRED KNEE BRACE LENGTH MINIMUM SIZE AND K E BRAC CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH p ' EXCEEDS TABLE 1 -7 USE HOST STRUCTURE ROOFING CANTILEVERED BEAM CONNECTION DETAILS (2) 2- LAG SCREWS (SEE ® 0 SECTION 9 FOR SCREW SIZES) 2" STRAP LOCATE AND ®I FASTEN PER STRAP - LOCATION DETAIL PAGE 5 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH 48 S.M.S. EACH LEG INTO POST 3 BEAM CAP O OPTIONAL 3/8" LAG SCREW 0 AND 314" FERRULE O FASCIA AND SUB - FASCIA 0 SUPER OR 0 EXTRUDED GUTT icR t MAX. DISTANCE TO HOST STRUCTURE SUPER OR EXTRUDED GUTTER WALL (SEE TABLE 1 -11) 'RISER (OR TRANSOM) MALL AT FASCIA - DETAIL 4 SCALE: 2'= V-D" 0.05"H-CHANNEL OR GUSSETS COMPOSITE 2 x 3 EAVE RAIL POSTTO BEAM FASTENING (SEE TABLE 1.6) T SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1 -7) ATTACHED NO MORE THAN 6" ABOVE TOP OF GUTTER 'nn m n. W 0 0 SOFFIT ' SUPER OR (SEE SECTION 9 FOR SIZES) EXTRUDED 2'x _" X 0.050' STRAP @ GUTTER EACH BRACE CONNECTION J IMAX. DISTANCE TO �\ \ HOSTSTRUCTURE WALL (SEE TABLE 1 -11) IF KNEE BRACE sNGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GU I i ER RISER (0R TPANSiONI) WALL AI `"ASCI A - DETAIL 5 SCALE: 2'= V-0' (2) 2' SCREWS (SEE SECTION 9 FOR SIZES) 2'x _" X 0.050' STRAP @ EACH BRACE CONNECTION i%'D @ 1/2 BEAM SPAN W/ �\ \ (2) N.2 x 1/2" S.M.S. PER STRAP FASTEN THRU MEMBER INTO SCREW BOSSES W/ (4) #10 x 1 -1/2" S.M.S. 2"x2" U z O r, m F 0 < � 9b Q Uq r .. tl� P J Q _ Z U) Q SUPEROR I- o Z EXTRUDED Z w GUTTER r (D W � a U) 2 -1 w RECEIVING CHANNEL MAX. DISTANCE TO y w D Q a_ z 2-1/8"x 1" WITH (2) 98 x 112" HOST STRUCTURE WALL ¢ 0 c F- 0-0 S.M.S. EACH SIDE OF "" (SEE TABLE 1.11) t- U) 0 w 7) - Lu CHANNELT02 "x2" w _j 0 C) 0 1- a co I .BRACE - � z O LU �a w z p co z aw UZD NO zz O e --' w !- N w NON- oTrcUI WRAL BRAGS CONNECTION T`O SUPER OR EXIRUDED GUTTER � z � � L j (� N w SCALE: 2"= V -0" - ug Tn () U) 03 Z o� �� u w TRUFAST SIP HD FASTENERS w M w CD W/ 1- 114 "0 FENDER WASHERS a Z o g @ 8" O.C. UP TO 130 "D' w SV w @ 6" O.C. 130 "D" AND UP TO nY O O 150 MPH "D" EXPOSURES z -1 z (LENGTH = PANEL THICKNESS w z Q ai +1 ") @ ROOF BEARING O Ln ELEMENT(SHOWN)AND w 24" O -C. @ NON BEARING U w 2" WIDE x 0.050" (MIN.) STRAP ELEMENT (SIDE WALLS) W � z w SPACING PER LOCATION 24" MAX • iz- o CD DETAIL PAGE 5 0 - `- O #10x1 /2 "TEK SCREWS 1- 12 "x3 "x1 -1/2 °X0.050' -z *k rr w @ 6' O.C. RECEIVING CHANNEL W/ (1) ¢ y LLL W u. e #10x112• TEK SCREW @ 8" O.C. ' z w O W 0 o' r O r ........ SIPS TRUFASTHD FAS TENER : t.i {°: - . '` w j .. �......... 0 C C U " m w 0 N a m - a 1 -1 /2'x 1 -1lZ" x 1/4' ANGLE O LL m z ED OR W /(2) #10x1 /2 "TEK SCREWS - w w O UTTER @ 8' O.C. ROOF PANEL a U > `° z -w' ANGLE OR (PER TABLES SECTION 7) _ C=i 0 V o o O RECEIVING CHANNEL SUPPORTING BEAM K � u z 1� (SEE TABLES SECTION 9) (PER TABLES) 0 w w J P 0 Lu ALTERNATE RECEIVING O w 0 CHANNEL 2-118"x 1' W/ o r (2) #B x 1/2" S.M.S. EACH SIDE _ � w i OF BEAM AND BEAM TAIL O a a REMOVED w ��� �� � w SELF MATING BEAM POST AS REQUIRED F m // , `° SIZE VARIES (PER TABLES SECTION 2) z0 hQ- F ! o Ur / WITHOUT SITE SPECIFIC ENGINEERING w c / '' / O z NOTE: N J . 1. VA"RLAT!ONS OF SUPER GUTTER ATT ACHEMENTS MAY BE MODIFIED TO ATTACH TO COMPOSITE ¢ . HEE T � ROOF SYSTEM ¢ u N 2. CAULK ALL EXPOSED SCREW HEADS g y f )tO !•cT�;' TJP ,a -P4CE CO'�'1!ECT)ON TO SUPER OR EXTP.UDED GLI I 1 ER o o c`? 18I" 10 -31 -2007 < OF L MIN. (3) 910; x 2" x 2" 5052 H BREAK F( W/ (1) #10 S.M.S. BRACING SYSTEM FOR STEEP ANGLE GABLES SCALE: 2" = T -0" :ASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) (2) ANGLE STRAPS OR FERRULES REQUIRED (3) #10 x 112" S.M.S. EACH CONNECTION a a a a a a a a a a o a a �� po 0 0 1STENEP SIZE, NUMBER AND PA't-TERN (SEE TABLE 1.6) FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) (2) ANGLE STRAPS OR FERRULES REQUIRED (3) #10 x 1/2" S.M.S. EACH CONNECTION FASTENER SIZE, NUMBER AND' PATTERN (SEE TABLE 1.6) NOTE: IF HEIGHT FROM GUTTER TO I BEAM IS GREATER THAN 1' -0" PRIMARY BEAM A KNEE BRACE IS REQUIRED SCREEN ROOF (9) #12 x 314" TEK SCREWS THROUGH ANGLE INTO SUPER GUTTER FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) BEAM AND UPRIGHT EXTRUSION SIZES (SEE TABLE 1.1 AND 1.3) SUPER GUTTER TO UPRIGHT WITH ANGLE CONNECTION DETAIL SCALE: N.T.S. SUPER GU 1 I ER TO UPRIGHT WITH H ANGLE CONNECTION DETAIL CAN TfLEVERED BRACE CONNECTION TO `vALL AND FASCIA T ^-Il SCALE: N.TS. SCALE: 2'= V -0' 0.050" H- CHANNEL OR GUSSETS �oeo 9 ®^u I NOTE: COMPOSITE 2" x 3" EAVE RAIL 3 e z Q BEAM TO MIN. POST p O fl r � U IF HEIGHT FROM GUTTER TO 80 C7 LU c w Q I 0 ID SEE TABLE 1.6 FOR BRACE BEAM IS GREATER THAN 1' -0' BEAM - SCREEN ROOF SIZE SAME AS RISER C) Q' C) — " E � COMPOSITE 2" x 3" EAVE RAIL - A KNEE BRACE IS REQUIRED MINIMUM CANTILEVER BRACE 45" ± w z w 2"x 3" x 0.050" OR EQUAL TO BEAM TO MIN. POST nQ ¢ POST SIZE (BRACE DEPTH +J) 0.050" H- CHANNEL ®® REQUIRED NUMBER OF (SEE TABLE 1.6) 910 x 9/16" S M.S. EACH SIDE I OR GUSSETS J w PER CONNECTION) = U) Lu (D -1) #10 FOR 2 "x4 " -2 "x7" 0 CD N � (D -1) #12 FOR 2 "x8" m w (D -1)#'d FOR 2 "x9 " &2 "X10" LLw 9 0 3 00 _ x: p,,ain.j x i /8" ANGLE —... - - J z U O� `m. ALTERNATE CANTILEVERED BRACE CONNECTION 0 O O _ — U O J w � 0 L 0 SCALE: 2"=l' -O" �F < � 45* ± co W m x w w Z ZQ w K J U C U O (n — 0 C Ui O i NOTCH ANGLE FOR GUTTER LL a�> RECEIVING CHANNEL OVER ow � Cwu BEAM ANGLE PROVIDE 0.060" C0= � < SPACER @ RECEIVING STRENGTH 0 CHANNEL ANCHOR POINTS U) z C7 w F- Ip 2" x 3" x 0.050" MIN. W/ (4) w E 'm mx #10 x 3/4"S. M.S. FOR LARGER w �- RECIEVING CHANNEL PER BEAMS USE (BEAM DEPTH +1) z SECTION 9 FOR NUMBER OF SCREWS Q 9I (SEE SECTION 9) U) w 1 LENGTH OF I RAFTER TAILS OR 2" O.C. MAX o y I KNEE BRACE v MINIMUM CANTILEVER BRACE 2" x 3" x 0.050" OR EQUAL TO p POST SIZE USE o (BRACE DEPTH +1) D REQUIRED NUMBER OF #10 x 9/16" S.M.S. EACH SIDE q (9) #12 x 3/4' TEK SCREWS Q O � F THROUGH ANGLE INTO SUPER ANGLE (SEE SECTION 9 FOR a 5 GUTTER SIZE AND NUMBER ® ® o SCREWS) ANGLE LENGTH TH p O rill, w FASTENER SIZE, NUMBER AND PATTERN EQUAL TO BRACE DEPTH (SEE TABLE 1.6) PLUS ( +) 4" ATTACH EACH BEAM AND UPRIGHT ANGLE TO FASCIA PER O EXTRUSION SIZES SECTION 9 - `I (SEE TABLE 1.1 AND 1.3) BEAM TO WALL CONNECTION WIDTH REQUIRED I' OVERHANG —f (SEE SECTION 9) FOR GUTTER DIMENSION SUPER GU 1 I ER TO UPRIGHT WITH H ANGLE CONNECTION DETAIL CAN TfLEVERED BRACE CONNECTION TO `vALL AND FASCIA T ^-Il SCALE: N.TS. SCALE: 2'= V -0' 0.050" H- CHANNEL OR GUSSETS �oeo 9 ®^u I E I COMPOSITE 2" x 3" EAVE RAIL 3 e z Q BEAM TO MIN. POST p O fl r � U (SEE TABLE 1.6) 80 C7 LU c w Q I 0 ID SEE TABLE 1.6 FOR BRACE 00 O W O 0 SIZE SAME AS RISER C) Q' C) — " E � 2' o LU f– W Z C> cp - ANGLE CUT FROM S.M.B. ® MINIMUM CANTILEVER BRACE 45" ± w z w 2"x 3" x 0.050" OR EQUAL TO ® nQ ¢ POST SIZE (BRACE DEPTH +J) U) LL CL 2 > REQUIRED NUMBER OF W w T 910 x 9/16" S M.S. EACH SIDE I N�zc� — Q w J LENGTH OF KNEE BRACE (3) #10 x 3" INTO 2" x 4" (MIN.) 1 - SUB - FASCIA EACH SIDE z Q BEAM TO WALL CONNECTION V-T J � U (SEE SECTION 9) C7 LU c w Q SEE TABLE 1.6 FOR BRACE p SIZE SAME AS RISER O W O 0 ui C) Q' C) — " E � 2' o LU f– W Z C> cp k w ANGLE CUT FROM S.M.B. ® wa U U. _ : 7 ® O SAME SIZE AS CANTILEVER ® io BRACE OR LARGER (# OF 13 _ 0) ® o U) LL � SCREWS BASED ON DEPTH OF O F- oz PRIMARY BEAM PER SIDE OR 9' O .0 0 J w PER CONNECTION) = U) Lu (D -1) #10 FOR 2 "x4 " -2 "x7" O' CD N � (D -1) #12 FOR 2 "x8" m w (D -1)#'d FOR 2 "x9 " &2 "X10" LLw d w0 o O _ x: p,,ain.j x i /8" ANGLE —... - - J z U O� `m. ALTERNATE CANTILEVERED BRACE CONNECTION O o @ U O TO WALL AND FASCIA DETAIL 0 L 0 SCALE: 2"=l' -O" �F < � U z H p E F oX �jF� � � 3 61 i i�i I 1 J Q z Q F. z � U C7 LU c w Q U) Df J J n�Q D-z C 0 O O W O 0 ui C) Q' C) — " E � 2' o LU f– W Z C> cp k w C) z O N rD wa U U. _ : 7 1-- W L LI � LL uz U) U U) m 0 U) LL =w p z o° F- oz L n LL O J z Q U) O Q w O O' CD N � U) _ J W LL 75 d w0 E' O w 0 o U O� D W LL O o @ U O 0 J F co W m x w w Z J m J U C U O (n — 0 C Ui O MINIMUM 2" x 4" FASCIA NOTCH ANGLE FOR GUTTER ¢ RECEIVING CHANNEL OVER ow � Cwu BEAM ANGLE PROVIDE 0.060" MUST REMAIN FOR ANGLE � < SPACER @ RECEIVING STRENGTH 0 CHANNEL ANCHOR POINTS w F- 2" x 3" x 0.050" MIN. W/ (4) w ANGLE, ANCHORS, AND #10 x 3/4"S. M.S. FOR LARGER w �- RECIEVING CHANNEL PER BEAMS USE (BEAM DEPTH +1) z SECTION 9 FOR NUMBER OF SCREWS o y (SEE SECTION 9) U) w 1 (3) #10 x 2 1/2" S.M -S. @ O a RAFTER TAILS OR 2" O.C. MAX o y I U z H p E F oX �jF� � � 3 61 i i�i I 1 J Q z Q F. z C7 LU c U) Df J J n�Q D-z O W O 0 ui C) Q' C) — " E p- 2' o LU f– W Z C> cp k w C) z O N rD w U. _ : 7 1-- W L LI w U) U U) m 0 U) LL w z o° 5 L n LL O J z Q U) of of w W CD N � � J W LL 75 _ LL W A C . H w 0 o S O D W LL O o @ C ti m c n cl! a co W m x w 0 J m J U C U O O L J ow W/ 2" x 6" SUB FACIA m 0 < w CANTILEVERED BRACE CONNECTION AT FASCIA (END VIEW) SCALE: 2" = T -0' - - j ;5�� & .... AL C Q uHEET �w y pw ez 10 -31 _007 E w OF 18 w m O O z N E- U U BEAM (2) 910 x 112" S.M.S. TOE SCREW INTO BEAM AND /OR SIDE WALL RAIL 7. WIND BRACE CONNECTION DETAIL SCALE: 2"= T -0" ANGLE OR PLATE AT BOTTOM OF BRACE WIND BRACE 2"x 2" EXTRUSION W/ 1" x 2" EXTRUSION EAVE RAIL NO': t =: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. CUT RECEIVING CHANNEL TO 2"x 6" BEAM FIT BEAM AND BRACE ANGLE WIND BRACE V (3) MIN. #10 x 1/2" S.M.S. I BRACE TELESCOPE MIN. 12" TELESCOPING WIND BRACE CONNECTION DETAIL SCALE: 2"= V- ' NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panals from host structure. Structures of four or more oanals shall be spaced for ev en number cf p=nals for opposing :wind 2. aid s n a :ter 3. CuE race-PAre C ^_::i i wi n a e. HEADER I.VLUMIN WIND BRACE CONNECTION DETAIL SCALE: 2'= V -0" SLOPED ROOF OR GABLED SCALE: 2"=V-0" N END ROOF Z F- 1"x 2" OR 2" z 2" ATTACHED H < TO WALL W1 #10 x 2" S.M.S. @ 16" O.C. '� ccZ V G W r - 12" MIN. o �' 1 -3/4" x 2"x 1 -3/4" RECEIVING w o CHANNEL ATTACHED TO BEAM ATTACHED TO WALL W/ #10 x O o x W/ (4) (TOTAL) #10 x 1/2" S.M.S- Hm O o arzi 2" x 2" EXTRUSION W/ IL F aW O 1 1'x 2" EXTRUSION OR a O 2" x 3" SPECIAL SECTION F, w BRACE ATTACHED TO WALL ADD (1) ANCHOR PER CHANNEL W/ (4) (TOTAL) W J (V 910 x 1/2' S.M.S. SIDE FOR EACH INCH OF BEAM OR FRAMED WALL (2) TOP AND (2) BOTTOM m DEPTH LARGER THAN 3" EAVE RAIL TELESCOPING WIND BRACE CONNECTION DETAIL SCALE: 2"= V- ' NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panals from host structure. Structures of four or more oanals shall be spaced for ev en number cf p=nals for opposing :wind 2. aid s n a :ter 3. CuE race-PAre C ^_::i i wi n a e. HEADER I.VLUMIN WIND BRACE CONNECTION DETAIL SCALE: 2'= V -0" SLOPED ROOF OR GABLED SCALE: 2"=V-0" N END ROOF Z F- 1"x 2" OR 2" z 2" ATTACHED H < TO WALL W1 #10 x 2" S.M.S. @ 16" O.C. '� ccZ V G W r - EXTERNALLY MOUNTED o �' DIAGONAL PURLIN w o FRAME WALL W1 MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x O o x 2" LAG SCREWS PER SIDE OR Hm O o arzi 2d (1/2" FOR 114 ") IL F aW O 1 z ui a O 2 -1/4" ANCHORS OR MASONRY F, w PRIMARY OR WALL ADD (1) ANCHOR PER MISCELLANEOUS FRAMING W J (V BEAM (SIZE PER TABLES) SIDE FOR EACH INCH OF BEAM OR FRAMED WALL NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. C•,t brace part_ with min. 12" lap of iarger and cmatier bi atc. 3. Cut recprving channel with angle. CONNECTOR MAY BE (2) ANGLES, INTERNALLU' CHANNEL OR EXTERNAL 'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUALTO BEAM DEPTH (SEE SECTION 9) EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNEC -1 L W/ (3) #10 x 1 -1/2" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 2"=V-0" N Z F- BEAM TO WALL CONNECTION: H < (2) 2"x 2" x 0.060" '� ccZ V G W r - EXTERNALLY MOUNTED ALTERNATE �' ANGLES ATTACHED TO WOOD 1'x 2 "• 1" x 3" OR 2'x 2" o FRAME WALL W1 MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x O o x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. o arzi 2d (1/2" FOR 114 ") TO CONCRETE W1 (2)114" x o a z ui 9 2 -1/4" ANCHORS OR MASONRY F, w W WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY W J (V z _ -HOST STRUCTURE TRUSS/ SIDE FOR EACH INCH OF BEAM OR FRAMED WALL t=- ¢ 0 m DEPTH LARGER THAN 3" (SELECT FASTENERS FROM w ~ orrn or W FROM SECTION 9) SECTION 9 TABLES) O ww LLI r[ ALTERNATE CONNECTION: ® W (1) 1-314"x 1-3/4'x 1- 3/4''x 1/8" ~ 0 O INTERNAL U- CHANNEL H 3 U a of ATTACHED TO WOOD FRAME PRIMARY OR MISC. FRAMING / 4 BEAM (SIZE PER TAB1LES) N WALL W/ MIN. (3) 318"x 2" LAG SCREWS OR TO CONCRETE LLI co N � az x w K O OR MASONRY WALL W/ (3)1/4" ANGLE OR RECEIVING C U' c x 2 -114" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH BEAM T 0 Vi`ALL CONKS 0 T i0 D =TAIL SC.AL =-: 2' = I I I UPLIFT /FORCE ON FASTENER ANCHOR IN SHEAR ANCHOR IN LOAD TENSION OR TENSILE LOAD CALCULATE THE NUMBER OF SCREWS REQUIRED BY SOLVING THE FOLLOWING EQUATION: 0 J Q m N Lu f w ROOF WIND LOAD' x BEAM SPACING x BEAM SPAN 0 2 = # OF ANCHORS w (� IL ANCHOR ALLOWABLE LOAD - - 00 'FIND ROOF WIND LOAD IN DESIGN SPECIFICATIONS ON PAGE 1 O C¢ BEAM TO FASCIA CONNECTION DETAIL w° SCALE: 2"=T-0" co w of W U �0 Z C1 Q Z �O W Um_ Z) _LL U F �o oz �O iA z W LL U. O� U C wZ W� 0 O W LL ¢O W Q �a 00 a, Ww F- O LL ?of Ow ❑Q CO C J. O Q, t- �N w J O 1Q- C SF Q W W N G+ m L, ^' U Oz 10- 312007 t: Oc J Q 0 N Z F- H H < '� ccZ V G W r - U) � J W J O �' ❑f/) Fa- az o 4d (1" FOR 114 ") u i O o x o_ F o arzi 2d (1/2" FOR 114 ") o a z ui U) U U) m F, w W z o g (V z _ -HOST STRUCTURE TRUSS/ 1 ¢ V RAFTER TAILS OR BARGE m RAFTER (SELECT FASTENERS. orrn or W FROM SECTION 9) �II 19 CO r N ^ I I I UPLIFT /FORCE ON FASTENER ANCHOR IN SHEAR ANCHOR IN LOAD TENSION OR TENSILE LOAD CALCULATE THE NUMBER OF SCREWS REQUIRED BY SOLVING THE FOLLOWING EQUATION: 0 J Q m N Lu f w ROOF WIND LOAD' x BEAM SPACING x BEAM SPAN 0 2 = # OF ANCHORS w (� IL ANCHOR ALLOWABLE LOAD - - 00 'FIND ROOF WIND LOAD IN DESIGN SPECIFICATIONS ON PAGE 1 O C¢ BEAM TO FASCIA CONNECTION DETAIL w° SCALE: 2"=T-0" co w of W U �0 Z C1 Q Z �O W Um_ Z) _LL U F �o oz �O iA z W LL U. O� U C wZ W� 0 O W LL ¢O W Q �a 00 a, Ww F- O LL ?of Ow ❑Q CO C J. O Q, t- �N w J O 1Q- C SF Q W W N G+ m L, ^' U Oz 10- 312007 t: Oc J Q N Z CO Q F- H U '� ccZ V G W r - U) � J W J - C ❑f/) Fa- az W W � O u i JO 6--U r €D❑ o_ W Z p CO z U Z U N o —� L I F-. O Df UJ W z ui U) U U) m z U W z o g (V LL O J p Q m orrn or W a z 19 CO r N ^ LLI r[ ? p J 3r,2 W LL m Z c -1z , ~ W U x > W° LL m O _ J A N fy o ^ H 3 U a of C O 5 n ti m < a_ In " _ _ � Z LLI co N � az x w K O J m U J O C U' c J J~ O w Lu O N F- r - - C 18 t�uli 1 UKC UNBRACED BY HOST STRUCTURE TO BE BRACED O ELEMENTS BRACED BY BY DIAGONALS IN DIAGONALS PERIMETER PANELS (MIN.) ALTERNATE BRACING ELEMENTS BRACED BY HOST Q — — PATTERN, CORNER BRACES STRUCTURE CONNECTION STILL REQUIRED CABLE OR BEAMS AND/ OR PURLINS l� K- BRACING 1 (IN WALLS) / \ 1z / \ r j a / QO U Co w C3 EXAMPLE OF ALTERNATING BRACE POSITION CABLE OR TYPICAL LAYOUT OR ABLE K- BRACING BEAMS OR PURLINS CABLE (IN'WALLS) K-BRACING OR WALLS) ADDITIONAL ROOF BRACING IS. REQUIRED.FOR ALL SIDE EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING EACH #10 S.N.S. (• " ",N.) SHOULD BE EVEN TO PERMIT AT C_ORNER.S rTY- ) POSITION OF BRACES - ALTERNATING (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 1/4"= 1�0" HOSTSTRUCTURE TYPICAL LAYOUT BEAMS OR PURLINS z K a_ W O co 2 u m WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 1/8" =1' -0" HOST STRUCTURE SCALE: CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTALALLOWABLEWALLAREA 3/32 233 Sq. Ft. / PAIR OF CABLES i /8' 445 Sq. Ft. / PAIR OF CABLES • TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (B' x 32') = 256 Sq. Ft. SIDEWALLAREA@ 50% (8'x20')= BDSq.FL TOTAL WALL-AREA= 336 Sc. Ft. - 233 Sq. FL x 2 sets = 466 Sq. FL > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES -7x 19 STAINLESS STEEL CABLE DIAMETER SIDE WAL&L01 3/32" ONE PER 233 SLL 1/B" ONE PER 445 SLL "` SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for freestanding pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mia -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. FL. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use hvo cables: if the number of sables caiculated is 2.5 Dairs or greater Usea r!irs of calves. _ 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. S.S. CABLE @40" - ANGLE 3 -112 "ASTM A -36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2"x 2"x 0.125" ANGLE MIN. 3 -3/4" (4" NOMINAL) SLAB MIN. (2) 1/4" OR 5/16'x 1 -3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A -36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 2'= V-0" ANCHOR PER TABLE 9 -1A MIN. SHEAR 6079 FOR 3/32" CABLE - AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER 0 I� P f . Oz Z � �m J =m . SLAB FOR 1/6" CABLE SHALL HAVE A THICKENED EDGE TO ACHIEVE 5d MIN. AND A3/8' x 2 "ANCHOR r Z I- z x 1 -1/2" x 8" FLAT BAR ANGLE TO SLAB V o O ® © C 2 a J a J w QO wa � ur U m }F a< W m 0 CONCRETE TYPICAL LAYOUT mz BEAMS OR PURLINS T OR TURNBUCKLE FOR O 'WIND BOA -CING PATTERN :ABLE TENSION TYPICAL FOR ODD 14UiMISER, OF SIDE P.4NEI S OVER SCALE: CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTALALLOWABLEWALLAREA 3/32 233 Sq. Ft. / PAIR OF CABLES i /8' 445 Sq. Ft. / PAIR OF CABLES • TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (B' x 32') = 256 Sq. Ft. SIDEWALLAREA@ 50% (8'x20')= BDSq.FL TOTAL WALL-AREA= 336 Sc. Ft. - 233 Sq. FL x 2 sets = 466 Sq. FL > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES -7x 19 STAINLESS STEEL CABLE DIAMETER SIDE WAL&L01 3/32" ONE PER 233 SLL 1/B" ONE PER 445 SLL "` SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for freestanding pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mia -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. FL. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use hvo cables: if the number of sables caiculated is 2.5 Dairs or greater Usea r!irs of calves. _ 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. S.S. CABLE @40" - ANGLE 3 -112 "ASTM A -36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2"x 2"x 0.125" ANGLE MIN. 3 -3/4" (4" NOMINAL) SLAB MIN. (2) 1/4" OR 5/16'x 1 -3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A -36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 2'= V-0" ANCHOR PER TABLE 9 -1A MIN. SHEAR 6079 FOR 3/32" CABLE - AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER 0 I� P f . Oz Z � �m J =m . SLAB FOR 1/6" CABLE SHALL HAVE A THICKENED EDGE TO ACHIEVE 5d MIN. AND A3/8' x 2 "ANCHOR ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A W LL SCALE: 2 "= V -0" - F 5) #10 S.M.S. (MIN.) r Z 0 -r x 1 -1/2" x 8" FLAT BAR ANGLE TO SLAB V J N w O ® © C 2 a _ ANCHORS (MIN.) J w 2500 P.S.I. CONCRETE wa � ur Gx6 -1Gx 10 WELDED WIRE Q — MESH OR FIBER MESH 0 CONCRETE o mz Co I- ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A W LL SCALE: 2 "= V -0" - F 5) #10 S.M.S. (MIN.) WU Lu Q O S.S. CABLE @ 40" TO 60" MAX. x 1 -1/2" x 8" FLAT BAR ANGLE TO SLAB V CABLE CLAMP O ® © C 2 a _ ANCHORS (MIN.) (SEE TABLE) O Wr CLIP: W ASTM A -36 = w PRESSED STEEL CLIP MAY BE O o NOTE: 25" PLATE OUT ON SEE GENERAL NOTES AND 45" ANGLE d SPECS. FOR NUMBER OF mz . CABLES REQUIRED T OR TURNBUCKLE FOR O :ABLE TENSION 3 -1/2" ASTM A -36 PRESSED :SS STEEL (SEE TABLE) STEEL CLIP MAY BE W SUBSTITUTED FOR iIMETER FRAMING 2"x 2"x 0.125" ANGLE MEMBER f:lE51; 03 FI >ER I•i:ESH TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 2"= T-0- 1" x 2" x 0.125" CLIP AND (4) #10 x 3/4" S.M.S, EACH SIDE FOR CABLES EITHER A OR B P ALTERNATE: USE (1)1/4 "x 1 -1/4" FENDER WASHER EACH SIDE OF FRAME MEMBER (IF B MIN. (2) CLAMPS REQUIRED (TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNED. OF CABLE CONNECTION - DETAIL 1A SCALE: 2'=V-0' ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B w o w SCALE 2" = 1' -0" w O Z 2 �m N 61 Z Co C7 SELECT ANCHOR FROM TABLE _ a¢ WU Lu Q O �o — 2" x 2" x 0.125" ANGLE w ¢ 0: 1 a c_ O 2-1/4"x 1 -1/2" CONCRETE 2 a _ ANCHORS (MIN.) ? 2 /ALTERNATE Wr CLIP: W ASTM A -36 = w PRESSED STEEL CLIP MAY BE O o SUBSTITUTED FOR 2" x 2"x - p 0.125" ANGLE ? U) mz / w d U O� Uof DISTANCE FROM EDGE OF W SLAB = 5(D) OF SCREW z m _ 6 x 6 - 10x 10 WELDED WIPE o� ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B w o w SCALE 2" = 1' -0" w O Z 2 �m N 61 Z Co C7 SELECT ANCHOR FROM TABLE _ a¢ 9 -1, MIN. SHEAR 607# FOR Q O 3/32" CABLE AND 590 FOR 118" w F- FOR 3/32" CABLE (1) 0: 1 a 1/4"x 1 -1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. zo c M o W vz Oa.l m g I- C 4: oz I¢ w� I w ru C J r 4 3f 2500 P.S.I. CONCRETE P: < u 6 x 6 - 10x 10 WELDED WIPE rn f:lE51; 03 FI >ER I•i:ESH ❑w w CONCH =—! E N ALT rN,dT;= L, -= COQ: <= CTfOi�S ' F �?L•��D >1 T i0i•) - C• =Ta1L �C ° . SCALE' 2 " =1 0 10 -31 -2007 :D OF U rz O / Jv cl A � �s5 d II J Q Z Q Z Cl) W fn W J ❑ U) C/) O W W J ❑ �z W Z U Z O _ 5 W "_ Q' W U) U 10 U) Z J Q i(r7 H Z W W 6 Z O � F w IL O WW C) w N O Z t" m U w m Z U- w o' 0 5 O N LL ' m m co m CD r` Z N [O J LL W v 2 c 3t r D LU m u $ Et p ` V C (~j m Q) Z5 ca ar c' UJ m X E o w U Sm= C q O o N a ca t`7 J O z O of ul a- z o! u r f- F- 3 0 c z K O al O x 3- z 1/ m O J J�l 0 / 1 SAL i !EE I o ���111 FN- 'F n U 18 +o 1/8" STAINLESS STEEL CABLE 40" TO 50" MAX. ANGLE TO SLAB I � g� I N NOTE: CLIP MAY ALSO BE MOUNTED TO SIDE OF SLAB- MAINTAIN 2" EDGE DISTANCE K- BRACING DOUBLE COMPRESSION SLEEVES General Notes and Specifications: 3" ASTM A -36 STEEL CLIP WITH 1) The following shall apply to the installation of K- BRACINGas additional bracing to diagonal wind bracing for CONCRETE ANCHORS TO Pool enclosures: CONCRETE DECK a) FRONT WALL K- BRACING -ONE SET FOR EACH 800 SF OF TOTAL WALL AREA TOTAL WALL AREA =100 % OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100%(8'x32)= 256 Sq. Ft- SIDE WALL AREA @ 50 % (8' x 20') = 80 Sq. Ft TOTAL WALL AREA = 336 Sq. Ft 800 SF> 336 SF THUS ONE SET OF FRONT WALL K- BRACING IS REQUIRED. b) SIDE WALL K BRACING - ONE SET FOR 233 SF TO 800 SF OF WALL. I c) To calculate the required pair of k- bracing foi free standing goof enclosures use 100% of each wall area & 50% of the area of one adjacent wall. 2500 P.S.I. CONCRETE 5 x 6- 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2D SCALE: 2" = V -0" 4"x 4"x 0.062" PLATE 2" x 2"x 0.044" BRACE (TYP.) 114"x 1 -1/4" EMBEDMENT EXPANSION BOLT @ 24" O.C. SEE TABLE 1 -8 FOR REQUIRED QUANTITY OF -10 x3/4" S.M.S. K- BRACING CONNECTION DETAILS NOTES: SCALE: 2"= V -0" 1. Can trim plate this area. 2. Alternate covnecuors use "r,' b r cut tefii co ^nac_c: ^s PURLINS ANCHORED W/ CLIPS OR #10 SCREWS THROUGH PURLINS INTO SCREW BOSSES EAVE RAILS SHALL BE STITCHED W/ #10 x 1 -1/2" SMS @ 6" FROM EACH END AND 24" OC MAX. 0 EAVE RAIL (4) #10'x 1/4" S.M.S. OR TEK FASTENER TYP. OF CLIP OR FRAME CONNECTION 2" x 2" x 0.044" BRACE (TYP.) TELSOOPING BRACE SYSTE!,i ALTERNATE K- BRACING CONNECTION DETAILS SCALE: 2" = 1' -0" NOTE_ .,_..-e_:.__: _ >> ❑ e:. PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST INTERNAL EXTERNAL V CLIP OR'U' CHH ANNEL W / MIN. (4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES r O J Q 0 J LU M w w ¢' e- w OO PURLIN & CHAIR RAIL DETAIL o SCALE: 2" = 1' -0" C LL O of U.1 w O Q_ O � Z W � Z Cl) O Co w U W z H o /-- SCREW BOSSES z i1 Q a N O Z w Q 0 U O K 0 ❑ z V_ O — SNAP OR SELF MATING BEAMS r✓ ONLY UJ 0 xlu �a O =O } 1 tJ PURLIN TO BEAM OR GIRT TO POST DETAIL 1­_ o" z M SCALE: 2" = T -0" O w CJ z f-t q F o °< 3:0 a l l J Q Z Q .Z (.9 W Cf) 0Y J W :D Q ❑ fn F- U) O W W U C) W Z U Z O -5 r 11 1— of W U r 7 U co 2U) _z J Q U) I— Z W Li W J Q_ Z O l!J H ul 0 o ❑W K N CO z CD z C y C) w to U LL. z w o: CD 3 0 Io rfl � ro N rn J �D 11 `i w °> LU 2 c W X t Q li o - J d L d N0 C ti ° v i 91 J m m W c" N m E tU ;m C U O N a J Z O Co f K W z _� w F=- 1- 7 O of CLof G Z_ o' O Lu 0 Mw z FRONT AND SIDE BOTTOM a RAILS ATTACHED TO NOTES: CONCRETE W/ 1/4"x 2 -1/4" CONCRETE /MASONRY 1. K- bracing shall be used for all wind zones of 130 MPH and higher. ANCHORS @ PRIMARY & SECONDARY ANGLES OR @ 6" 2. Side walls do not require k- bracing until the side wall area is greater than 233 SF. FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" 3. Standard rounding o8 rules apply. le: if the number of k -0racing sets calculated is less than 1.5 FROM EDGE OF CONCRETE sets use'one set of k- braces; if the rromber of kbraces calculated is 1.5 sets or use 2 FOR WALLS LESS THAN 6' -8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTI ON OR greater sets of k- bracing. i 0 EAVE RAIL (4) #10'x 1/4" S.M.S. OR TEK FASTENER TYP. OF CLIP OR FRAME CONNECTION 2" x 2" x 0.044" BRACE (TYP.) TELSOOPING BRACE SYSTE!,i ALTERNATE K- BRACING CONNECTION DETAILS SCALE: 2" = 1' -0" NOTE_ .,_..-e_:.__: _ >> ❑ e:. PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST INTERNAL EXTERNAL V CLIP OR'U' CHH ANNEL W / MIN. (4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES r O J Q 0 J LU M w w ¢' e- w OO PURLIN & CHAIR RAIL DETAIL o SCALE: 2" = 1' -0" C LL O of U.1 w O Q_ O � Z W � Z Cl) O Co w U W z H o /-- SCREW BOSSES z i1 Q a N O Z w Q 0 U O K 0 ❑ z V_ O — SNAP OR SELF MATING BEAMS r✓ ONLY UJ 0 xlu �a O =O } 1 tJ PURLIN TO BEAM OR GIRT TO POST DETAIL 1­_ o" z M SCALE: 2" = T -0" O w CJ z f-t q F o °< 3:0 a l l J Q Z Q .Z (.9 W Cf) 0Y J W :D Q ❑ fn F- U) O W W U C) W Z U Z O -5 r 11 1— of W U r 7 U co 2U) _z J Q U) I— Z W Li W J Q_ Z O l!J H ul 0 o ❑W K N CO z CD z C y C) w to U LL. z w o: CD 3 0 Io rfl � ro N rn J �D 11 `i w °> LU 2 c W X t Q li o - J d L d N0 C ti ° v i 91 J m m W c" N m E tU ;m C U O N a J Z O Co f K W z _� w F=- 1- 7 O of CLof G Z_ o' O Lu 0 Mw z a - ❑ �w O O O ui' 4 j 0 FOR WALLS LESS THAN 6' -8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTI ON OR i BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS-MAY BE REMOVED AND z a• 1 ° INSTALLED IN PILOT HOLES O OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE LU z OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050'x 1 -3/4" x 4" STRAP � . bEAI AND (4) -10 x 3/4" S.M.S. SCRE'r:'S TO POST AND G'I,4T C SHEET io u o IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON 2 1.11 N THE POST AND HAVE A TOTAL (12) X10 x 3/4' S.M.S. n w ~ LU %, E 0 z = o 10- 31-2a07 _� � � i CF 10 SCREWS OR THR'J -BOLTS (SEE SECTION 9) 1"x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 POST SIZE 2"x 4" MAX. MIN. 3 -1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -1 o x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 2"= l' -0" 2"x 2'x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3 -1/2" SLAB 2500 P.S.I. CONCRETE 6x6 -10xi0 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2'x 4" MAX (SEE TABLE) 1' x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6' MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX OR THRU PRIMARY ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL AL:I ERNFTE -POST TO BEAD ". AND PLATE-TO CONORPTE DETAIL SCALE: 2" = V -0" FOR WOOD DECKS (MIN- 2" NOMINAL THICKNESS) USE WOOD FASTENERS W/ THESE DETAILS 1" x 2' EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS OR THRU PRIMARY ANGLE 6" MAX. EACH SIDE OF POST SIZE 2" x 4" MAX. EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS VV I FROM SECTION 9 n MIN. 3 -1/2" SLAB 2500 P.S.I. CONCRETE 6x6 -10x10 WELDED WIRE MESH OR FIBER MESH CONCRETE 1/8" x 2" x 1 -3/4" INTERIOR U -CLIP OF EITHER 6005 T -5 ALLOY OR BREAK FORMED 5052 H -32 OR 34 ALLOY 2 -318" BRICK PAVERS THIN SET BETWEEN CONCRETE AND PAVERS ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS . OR EQUIVALENT CONCRETEANCHOR (SEE SCHEDULE THIS PAGE) 2500 P.S.I. CONCRETE NOTE: DETAIL ILLUSTRATES TYPICAL 2'x 4" S.M.B. COLUMN CONNECTION PRIMARY 2"x 2' ANGLE (SEE SECTION 9) CONCRETE ANCHOR THRU PRIMARY ANGLE 1 "x 2" BASE- PLATE (TYP.) ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT I I' SCREEN - 'd' VARIES IV PRIMARY 2" x 2" x 0.063" ANGLE vl (4" SHON /N) EACH SIDE IjI e S I ' -10 x 314" S.M.S, EACH SIDE I (SEE SCHEDULE THIS PAGE) 1 "x 2" O.B_ BASE PLATE (TYP.) n Sd' MINIMUM EDGE DISTANCE c FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT •5d DISTANCE 8 114' 1 -1/4- ° d e 3/8' 1 -7/8" GRADE ---1 =1 14`(MIN:)CONCRETE ANCHOR EMBEDMENT 2' (MIN.) (MIN.) Sd SIDE VIEW TYPICAL SELF MATING OR SNAP SECTION (2) #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHORS @ 24" O.C. M�_� 2 -3/8' BRICK PAVERS ��'-'" THIN SET BETWEEN 6" (MAX.) MAX. SPACINGS O.C: FOR BOTH SIDES CONCRETE LAYERS 1" x 2" EXTRUSION ANCHOR 2500 P.S.I. CONCRETE FRONT VIEW 1 -1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT 2" 4 "..OR LARGER SELF MATING SECTION POST TO DECKIPAVER DETAILS HOLLOW SECTION SCALE: 2 " =1' -0" NOTE FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 1/8"X 2" X 1-314"X 2" INTERIOR U -CLIP OF EITHER EXTRUDED 6005 T -5 ALLOY OR BREAK FORMED 6063 T -6 OR 5052 H -32 OR 34 ALLOY 2 -3/8" BRICK PAVERS THIN SET BETWEEN CONCRETE AND PAVERS CONCRETEANCHOR (SEE SCHEDULE THIS PAGE) SIDE WALL POST TO PLATE TO CONCRETE DETAIL 2500 P.S.I. CONCRETE 'd' VARIES SCALE: 2"= V -0" NOTE: DETAIL ILLUSTRATES 1" x 2" EXTRUSION ANCHOR 2"x 2 ", 2'x 3" OR 2"x 4' TYPICAL 2'x 4" S.M.B. TO CONC. W/ CONC. ANCH. 6" (SEE SCHEDULE THIS PAGE) HOLLOW SECTION COLUMN CONNECTION MAX. EA. SIDE OF EA. POST 5d' MINIMUM EDGE DISTANCE (SEE TABLES) FROM EXTERIOR OF COLUMN AND @ 24" O.C. MAX. SELECT TO OUTSIDE EDGE OF SLAB BOLT6 •5d DISTANCE CONCRETE ANCHORS FROM y MIN. 131#10x 1 -1/2" S.M.S. INTO 1/8"X 2"X 1 -3/4" X 2" INTERIOR SECTION 9 SCREW BOSSES U -CLIP OF EITHER EXTRUDED ' 1 -1/4" (MIN.) CONCRETE 6005 T -5 ALLOY OR BREAK ANCHOR EMBEDMENT FORMED 6063 T -6 OR 5052 H -32 SIDE VIEW t OR 34 ALLOY MIN.. SLAB 2500 P.S.I. C MASONRY ANCHOR @ 6" EA. 1 "x 2" BASE PLATE (NP -) 6 x 6 CONE.6x6-10x W.W.M. SIDE OF POST AND @ 24" O.C. S OR FIBER MESH CONE. MAX SELECTCONCRETE A D ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 2" = V -D" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The upIM load on a pool enclosure upright is calculated as 1/2 the beam SDan X the beam spacing x the screen load of 7= / Sq. Ft. EXAMPLE: FOR A 2" x 6--BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF 7' USE: 1/2 x 17' -11" x T x 1 Cr / Sq. Ft. = 627.2= UPLI,cT 2. Table 1.6 of this manual uses the �.vOrs_ case_ loads fcr all cases. - 3- In =_i! c=ases a.,o;B (mill. 1-318" ern :admant). ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT u 1 I SCREEN 'd' VARIES ALL CONCRETE ANCHOR BOLTS TO BE (4" SHOWN) RAWL EXPANSION BOLTS OR EQUIVALENT d10 x 314" S.M.S. EACH SIDE hII (SEE SCHEDULE THIS PAGE) I� 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT6 •5d DISTANCE ' 1/4' 1 -1 ®® 9S o GRADE ' 1 -1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT (MIN.) 5d SIDE VIEW TYPICAL SELF MATING OR SNAP SECTION #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE THIS PAGE) CONCRETE ANCHORS @ 24' D.C_ PREDRILL PILOT HOLE ag � -114" MIN. 2 -3/8' BRICK PAVERS A � 6 "(IM.X_) MAX. SPACING 24" O.C. t/2" (MAX) TYPES LAYERS J / FOR BOTH SIDES BETWEEN CONCRETE LAYERS � 1 -ii4- (MIN.) CONCRETE 2500 P.S.I. CONCRETE FRONT VIEW ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVEP, DETAILS . -_ °. SCALE: 2"= 1 • -^ D_ E SCREEN 1"x 2" O.B. BASE PLATE (TYP.) If SECONDARY 121' 2" x (D - 2 ") x 0.663" ANGLE EACH SIDE OF COLUMN W/ M10 S.M.S. (SEE SCHEDULE THIS PAGE) CONCRETEANCHOR(SEE SCHEDULETHIS PAGE) NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES —} 2" X. 2"x 0.053" PRIMARY ANGLE EACH SIDE X10 X 314" S.M.S. EACH SIDE (SEE SCHEDULE) 5d" MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLTO -5d DISTANCE 4d 1/4' 1 1 -1/4' 11 3/8' 1 1 -716' 1 1 -12" GRADE 1 -1/4" MIN. CONCRETE ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE OR ALTERNATE 2"x -- WOOD DECK TYPICAL S.M. OR SNAP SECTION COLUMN #10 x 3/4" S.M.S. EACH SIDE -(SEE SCHEDULE THIS PAGE) PRIMARY 2" x 2"x 0.063' ANGLE 1"x 2" BASE PLATE (TYP.) } p ° JO q� J m NOTE: SELECT CONCRETE 1 -1 /4 "MIN. CONCRETE � ANCHOR FROM TABLE 9.1 ANCHOR EMBEDMENT N , 6" (MAX.) 6" (MAX.) 2500 P.S.I. CONCRETE MAX. SPACING 24" O.C. W FOR BOTH SIDES rn 0 wWc FL Lu FRONT VIEW 2" x d." OR LARGER, SELF 10ATiNG OR SNAP SECTION POST TO DECK DE -AILS - z J .Z NOTE: SCALE: 2"= l' -o" iL Q co 1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 0 V 2. PREDRILL PAVERS WI MIN. 1/4" MASONRY BIT. W rn F DETAIL ILLUSTRATES TYPICAL 2 "x4 "S.M.B. THRU 2"x9"SUB wrj CONNECTIONS CONCRETE DECK EDGE O W Wo to 2"x 2" PRIMARYANGLE _ — SCREEN W ~ wa "ABSOLUTE MINIMUM EDGE U y� OF CONCRETE TO C.O. of [_- VARIES 1" FASTENER = Sd = w Sd (MIN.)' yy A" O z ® Y ¢ O 2 -112- (MIN.) B SECONDARY 2'x 2"x 0.063' z ' ANGLE (SEE SECONDARY w — ® ANGLE ANCHOR SCHEDULE O 0 1" x 2" 0.6. BASE PLATE (TYP.) — AND SECTION 9) J of C mt D x 3/4" S.M.S. (l CONCRETE ANCHORS INTO w _(TYP.) O) PRIMARY AND SECONDARY U) 2"xS.M.B:COLUMN B ANGLES w C 0 MIN. EDGE DISTANCE & O.C. L✓ W ANCHOR SPACING S.M.S. STITCHING SCREWS w 4 ANCHOR ALUM. WOOD CONE. @ 24" O.C. FOR S.M.B. K a 2 -12d 4d sd (SEE TABLE 1.6 FOR SIZE) p O w F" 3/6' 15/16' 1 -72" 1x16- TOP VIEW POST TO DECK DETAIL SCALE: 2";=V-0" z Primary and Secondary Anchor Schedule o y IL_ Column Secondary Angle Maximum Numberand Spacing Anchors W Size Angla Nil barofAnchors 114" 5116" 318" OF n C5 j ­9 o W L� •' S W •r 3 ¢I i 41 I ' L J Q z Q 1- z z W W U) U) IY —I LU ❑ t0 F- a- z wO❑ tnF- D w wz 6 I= O N 10 z ❑ W � C) ul �� W S N .U1 U) C) c!) M w LL z U w K z o 5 O J z O CO .g Er w z c0 "' w CD ro _ r �k z LL 2 c aE l ~ W C98 xL d u m � °° O 2 N S o @ C C) Q DO r z W N E � as x W O 0 U > m C U p c O N a Fo — _ _t Length L 1!4 5/16 3/8 "A" "B" 'C" 2 "A" "B" "C" ,°, "A" "B" -C" 7- O rri i' I r Jl W 2x4 2- 4 4 4 4 1' 4 1' 1" T a 1. V 1- 1 � � ci /j m O ¢ !` /. / 0O. 2 x 7 5" 6 4 4 6 1' 4 /. - 2 x 8 6' 6 4 4 6 1' 5 /8" 2 -3/8" 4 1' 3' - 4 1' 3' '"1 _ Z 2 x 9 7' 6 5 4 1 6 V 5/8' 2 -718' 6 1' 13/10' 2 -7lB' 4 1' 3-12' c- ,P r r.. G EAL 2x10 1 61 8 6 - 8 7" 5 /B" 2- 1 6 I 1' i3'10 3- 3 /i -o' 6 1' 3tr �3_7/g• u E.:a.' e: SHEET n Ca:v.a:.a the number of ancho,o required: 1.5xbeamsoan /2xbeamspacin xroofi wind r_s-urz w 9 p' (PSF) = towel m; w N if 1.5 x 30'2 x'o' x 10 PSF = = 13509 and 1A" x 114'T apcon in tansion @ 5d = 427r / ca. (see table 9.1) rn f.• than 1350:/427!/ ea. = 316 aa. use (3) =_a., secondary angle not r=quird r� W •- Actu=_I Edge Distance Example: =_ U _ ___e of ^.r_.-a:'eb =s _ __ _C >._, '� :�•..:a'_„__ coca,.:" _..o�,,, =s._: =�,,.,,,.n..__ca._ _,3__._._. >.::.- - - j - SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES —} 2" X. 2"x 0.053" PRIMARY ANGLE EACH SIDE X10 X 314" S.M.S. EACH SIDE (SEE SCHEDULE) 5d" MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLTO -5d DISTANCE 4d 1/4' 1 1 -1/4' 11 3/8' 1 1 -716' 1 1 -12" GRADE 1 -1/4" MIN. CONCRETE ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE OR ALTERNATE 2"x -- WOOD DECK TYPICAL S.M. OR SNAP SECTION COLUMN #10 x 3/4" S.M.S. EACH SIDE -(SEE SCHEDULE THIS PAGE) PRIMARY 2" x 2"x 0.063' ANGLE 1"x 2" BASE PLATE (TYP.) } p ° JO q� J m NOTE: SELECT CONCRETE 1 -1 /4 "MIN. CONCRETE � ANCHOR FROM TABLE 9.1 ANCHOR EMBEDMENT N , 6" (MAX.) 6" (MAX.) 2500 P.S.I. CONCRETE MAX. SPACING 24" O.C. W FOR BOTH SIDES rn 0 wWc FL Lu FRONT VIEW 2" x d." OR LARGER, SELF 10ATiNG OR SNAP SECTION POST TO DECK DE -AILS - z J .Z NOTE: SCALE: 2"= l' -o" iL Q co 1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 0 V 2. PREDRILL PAVERS WI MIN. 1/4" MASONRY BIT. W rn F DETAIL ILLUSTRATES TYPICAL 2 "x4 "S.M.B. THRU 2"x9"SUB wrj CONNECTIONS CONCRETE DECK EDGE O W Wo to 2"x 2" PRIMARYANGLE _ — SCREEN W ~ wa "ABSOLUTE MINIMUM EDGE U y� OF CONCRETE TO C.O. of [_- VARIES 1" FASTENER = Sd = w Sd (MIN.)' yy A" O z ® Y ¢ O 2 -112- (MIN.) B SECONDARY 2'x 2"x 0.063' z ' ANGLE (SEE SECONDARY w — ® ANGLE ANCHOR SCHEDULE O 0 1" x 2" 0.6. BASE PLATE (TYP.) — AND SECTION 9) J of C mt D x 3/4" S.M.S. (l CONCRETE ANCHORS INTO w _(TYP.) O) PRIMARY AND SECONDARY U) 2"xS.M.B:COLUMN B ANGLES w C 0 MIN. EDGE DISTANCE & O.C. L✓ W ANCHOR SPACING S.M.S. STITCHING SCREWS w 4 ANCHOR ALUM. WOOD CONE. @ 24" O.C. FOR S.M.B. K a 2 -12d 4d sd (SEE TABLE 1.6 FOR SIZE) p O w F" 3/6' 15/16' 1 -72" 1x16- TOP VIEW POST TO DECK DETAIL SCALE: 2";=V-0" z Primary and Secondary Anchor Schedule o y IL_ Column Secondary Angle Maximum Numberand Spacing Anchors W Size Angla Nil barofAnchors 114" 5116" 318" OF n C5 j ­9 o W L� •' S W •r 3 ¢I i 41 I ' L J Q z Q 1- z z W W U) U) IY —I LU ❑ t0 F- a- z wO❑ tnF- D w wz 6 I= O N 10 z ❑ W � C) ul �� W S N .U1 U) C) c!) M w LL z U w K z o 5 O J z O CO .g Er w z c0 "' w CD ro _ r �k z LL 2 c aE l ~ W C98 xL d u m � °° O 2 N S o @ C C) Q DO r z W N E � as x W O 0 U > m C U p c O N a Fo — _ _t Length L 1!4 5/16 3/8 "A" "B" 'C" 2 "A" "B" "C" ,°, "A" "B" -C" 7- O rri i' I r Jl W 2x4 2- 4 4 4 4 1' 4 1' 1" T a 1. V 1- 1 � � ci /j m O ¢ !` /. / 0O. 2 x 7 5" 6 4 4 6 1' 4 /. - 2 x 8 6' 6 4 4 6 1' 5 /8" 2 -3/8" 4 1' 3' - 4 1' 3' '"1 _ Z 2 x 9 7' 6 5 4 1 6 V 5/8' 2 -718' 6 1' 13/10' 2 -7lB' 4 1' 3-12' c- ,P r r.. G EAL 2x10 1 61 8 6 - 8 7" 5 /B" 2- 1 6 I 1' i3'10 3- 3 /i -o' 6 1' 3tr �3_7/g• u E.:a.' e: SHEET n Ca:v.a:.a the number of ancho,o required: 1.5xbeamsoan /2xbeamspacin xroofi wind r_s-urz w 9 p' (PSF) = towel m; w N if 1.5 x 30'2 x'o' x 10 PSF = = 13509 and 1A" x 114'T apcon in tansion @ 5d = 427r / ca. (see table 9.1) rn f.• than 1350:/427!/ ea. = 316 aa. use (3) =_a., secondary angle not r=quird r� W •- Actu=_I Edge Distance Example: =_ U _ ___e of ^.r_.-a:'eb =s _ __ _C >._, '� :�•..:a'_„__ coca,.:" _..o�,,, =s._: =�,,.,,,.n..__ca._ _,3__._._. >.::.- - - j - C5 j ­9 o W L� •' S W •r 3 ¢I i 41 I ' L J Q z Q 1- z z W W U) U) IY —I LU ❑ t0 F- a- z wO❑ tnF- D w wz 6 I= O N 10 z ❑ W � C) ul �� W S N .U1 U) C) c!) M w LL z U w K z o 5 O J z O CO .g Er w z c0 "' w CD ro _ r �k z LL 2 c aE l ~ W C98 xL d u m � °° O 2 N S o @ C C) Q DO r z W N E � as x W O 0 U > m C U p c O N a Fo — _ _t Length L 1!4 5/16 3/8 "A" "B" 'C" 2 "A" "B" "C" ,°, "A" "B" -C" 7- O rri i' I r Jl W 2x4 2- 4 4 4 4 1' 4 1' 1" T a 1. V 1- 1 � � ci /j m O ¢ !` /. / 0O. 2 x 7 5" 6 4 4 6 1' 4 /. - 2 x 8 6' 6 4 4 6 1' 5 /8" 2 -3/8" 4 1' 3' - 4 1' 3' '"1 _ Z 2 x 9 7' 6 5 4 1 6 V 5/8' 2 -718' 6 1' 13/10' 2 -7lB' 4 1' 3-12' c- ,P r r.. G EAL 2x10 1 61 8 6 - 8 7" 5 /B" 2- 1 6 I 1' i3'10 3- 3 /i -o' 6 1' 3tr �3_7/g• u E.:a.' e: SHEET n Ca:v.a:.a the number of ancho,o required: 1.5xbeamsoan /2xbeamspacin xroofi wind r_s-urz w 9 p' (PSF) = towel m; w N if 1.5 x 30'2 x'o' x 10 PSF = = 13509 and 1A" x 114'T apcon in tansion @ 5d = 427r / ca. (see table 9.1) rn f.• than 1350:/427!/ ea. = 316 aa. use (3) =_a., secondary angle not r=quird r� W •- Actu=_I Edge Distance Example: =_ U _ ___e of ^.r_.-a:'eb =s _ __ _C >._, '� :�•..:a'_„__ coca,.:" _..o�,,, =s._: =�,,.,,,.n..__ca._ _,3__._._. >.::.- - - j - 1/8" x 2" x 1-3/4"x2" INTERIOR U -CLIP OF EITHER EXTRUDED • - —.1— -5 LLOY OR BREAK FORMED 6063 T -6 RO 5052 H -32 OR 34 ALLOY CONCRETE DECK EDGE VI 5d 5d i' x 2" O.B. BASE PLATE (TYP.) DETAIL ILLUSTRATES TYPICAL 2"x 4' S:M.B- THRU 2"x 9' SUB CONNECTIONS SCREEN W2-1t2d- nce aOlTO ncrete 5d 1/4' 1 -1/4' . 5116' 1 -9A6' . 3/8' 1 -7 /a• WALL SCREWS #10 x 314" S.M.S. (TYP -) (SEE SCHEDULE PREVIOUS PAGE) S.M.S. STITCHING SCREWS 2 "x S.M.B. COLUMN @ 24" O.C. FOR S.M.B- (SEE TABLE 1.6 FOR SIZE) TOP VIEW POST THRU PAVER DETAIL SCALE: 2 ".= T -0" EXAMPLE OF NUMBER OF SRCREWS REQUIRED: ANCHOR LOAD = BEAM / U FRIGHT SPACING x BEAM SPAN / 2 x 10 PSF' = P 1. CONCRETE ANCHORS: ANCHORS ARE IN TENSILE OR TENSION LOAD P / ALLOWABLE LOAD FROM TABLE 9.1 = TOTAL NUMBER OF ANCHORS 2. UPRIGHT WALT. ANCHORS- AN!'•rir1RS API !N SuFAR & THROUGH BOLTS ARE IN.CCUBLE SHEAR P; ALLOWAFE LOAD i:ROM TABLE 9.,i = TOTAL NUMBER OF ANCHORS SEE PAGE 1!i FOR ROOF WIND LOAD BREAK FORMED OR EXTRUDED END CAP W/ INSULATED PAN ROOF OR COMPOSITE ROOF PANEL. COMPOSITE PANELS SHALL BE OPEN WITH PAN ROOF, THRU SCREWED THRU THE ALUMINUM BREAK FORMED ENDCAP AND INTO THE 0.040" X 2- Z STRAP OR GUTTER STANDARD L STRAP W/ (2) SOLID COVER ATTACHED #10 x 314" S.M.S. OR 1/4" THRU- (PERSECTION 7) BOLTAND 1/2" PVC OR EQUAL FERRULE @ 24' O.C. S.M. OR SNAP SECTION - T VARIES (2) #10x 1/2" S.M.S. SCREEN s ROOF BEAM SUPER OR EXTRUDED QQQ GUTTER ATTACHED BEAM VARIES WITH 2 -1/2' LONG G S.M.S. SELECTED FROM SECTION 9 FOR BEAM SIZE SPACED AT (2) 314" CORROSION 24" O.C. RESISTIVE AND WASHER HEADED SCREWS (PER FOR ALLOWABLE SPANS OF SECTION 9) SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1 -10) NOTE: BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B. PROVIDED A STRAP OR tit" P.V.C. OR EQUAL FERRULE IS PROVIDED AT EACH BEAM. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREE,' ROD COMBINA I ION SCALE: _ = V -0" ALUMINUM FRAME SCREEN SEE POST TO DECK DETAILS WALL h ANCHOR ALUMINUM FRAME iF3 q4 TO WALL OR SLAB W/ 32' 114"x 2 -1/4" MASONRY 3 2 ANCHOR W/ IN 6" OF POST #30 BARS VERTICALLY CAGE AND @ 24" O.C- MAXIMUM STEEL @ 12" O.C. MAX (1) 95 0 BAR CONTINUOUS 45" CONCRETE ANCHORS SHALL WA " EMBED INTO CONC. THROUGH "H" VARIEE CAP BLOCK OR BRICK 1 -1/2" MIN. NIA 3 4' -0• 64" 24" NIA 3 GRADE CONCRETE CAP BLOCK OR BRICK (OPTIONAL) 8"x 8" x 16" BLOCK WALL `j (MAX. 32 ") (1) #4 BAR @ CORNERS AND • x" O.C. FILL CELLSAND - KNOCK OUT BLOCK TOP COURSE W/ 2500 PSI PEA ROCK CONCRETE �— DECK OR GROUND LEVEL °o— 6" MIN. RIBBON FOOTING OR. MONOLITHIC IF MONOLITHIC SLAB IS USED (SEE NOTES OF DETAILS THIS PAGE) ("N") #5 0 BARS MIN. 2 -1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ENCLOSURES SCALE: 112"= V -0" Knee Wall Table SEE POST TO DECK DETAILS N h w iF3 q4 X 32' 12' 3 2 10' -0• #30 BARS VERTICALLY CAGE U) CC J J STEEL @ 12" O.C. MAX ❑ U) � Z 45" 18' WA " LW ❑ U 56" 18' NIA 3 4' -0• 64" 24" NIA 3 F-� 72" 30• N/A 4 T -8' OPTIONAL BRICK _ --mac PAVERS 8 ., °a • d 8" OR 12" " OR 12 8" OR 12" x" ALUMINUM STRUCTURE (i6' MAX. HEIGHT SIDE WALL ONLY) FOOTING 2500 PSI CONCRETE W/ (1) #50 OR (2) #30 CONT. BARS MIN- 2 -112" OFF GROUND RIBBON FOOTING - TYPE 1 SCALE: 1/2"=V-0" ALUMINUM STRUCTURE (ALL FRONT WALLS) FOOTING 2500 PSI CONCRETE W/ In t) #30 OR (n2) #50 BARS CONTINUOUS BARS-MIN. 2 -1/2" OFF GROUND RIBBON FOOTING - TYPE 2 Allowable Beam Span for Wind Zone & Exposure Cateaory SCALE: 1/2"=V-0" ^a2 = number of 450 bars @ 0.31 sq- in grade 60 steel UPRIGHT SIZE VARIES (2" x 6" SHOWN) SLOPE OF GRADE MUST BE FLAT FOR AT LEAST 2' FROM OUTER SURFACE OF FOOTING GRADE MAX DIFFERENCE ± 8" — HZ I • I ' Iii = i2 = 24' MAX. t -- 2' MIN. (T -1/2".-1 AR COVER (TYP. ALL AROUND) 12" MIN. TO 18" MAX - RETAINING WALL FOOTING - DETAIL 1 SCALE: 1/2 "= 1' -0" SEE POST TO DECK DETAILS ON PREVIOUS PAGES UPRIGHT SIZE VARIES (2" x 6" SHOWN) #30 BARS HORIZONTALLY CONTINUOUS @ 12" O.C. MAX BEND (1) #30 BAR INTO 32" OF SLAB @ 24.O.C. •f� —a 0 Q 24" MAX ° I • °I #30 BARS VERTICALLY CAGE o a n STEEL @ 12" O.C. MAX w GRADE I .' 2" MIN. TO 2 -112" MAX - F �IIt III . -- COVER(TYP - ALL AROUND) 8" MIN- �.d +< — w Oo 12' MIN. TO 78" MAX. a w U �_I RE I AiNINv WALL TO FOOTING - DETAIL 2 J z SCALE: 1/2"= 1'0" C Q 0 1/4"x 6" RAWL TAPPER y a THROUGH 1"x2 "AND ALUMINUM FRAME SCREEN ROWLOCK!NTOFIRST - WALL w COURSE OF BRICKS o CAP BRICK Q Q w �z BRICK KNEEWALL TYPE'S' O ALTERNATE CONNECTION OF -I MORTAR REQUIRED FOR q SCREENED ENCLOSURE FOR O LOAD BEARING BRICK WALL m P BRICK OR OTHER NON- 36" MAX. Q STRUCTURAL KNEE WALL � 4" (NOMINAL) PATIO w z 1" WIDE x 0.063" THICK STRAP CONCRETE SLAB (SEE NOTES W @ EACH POST FROM POST TO CONCERNING FIBER MESH) _ FOOTING W/ (2) #10 x 314" S.M.S. STRAP TO POSTAND (1) 1/4" x 1 -314" CONCRETE - a (3) #30 BARS OR (1) w O ANCHOR TO SLAB FOOTING ° 450 BAR W12 -1/2" COVER 0- (TYP -) U of �r BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS w z SCALE 1/2'=1' -0" 00 �1 '5 BAR CONT. W 0 33 #3 BAR CONT, OR � LLB 2 #3 BAR CONT- OR a c w 1" PER FT. MAX. FOR �1 45 BAR CONT- ° • - 2'-0" MIN, w O ALL SLABS) /° ° / / Q BEFORE SLOPE � 8„ ` 4 — —" 12" ° / � %� \% ? n. w0 lO- / ./\ / \�\ ' w B" 1, Z C lu TYPE I TYPE II TYPE III o0 y - FLAT SLOPE 1 NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING CO < 0 -2" / 12" 2"/ 12"- V -10' > V -10" of a Notes for all foundation types: ty 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF- Bearing capacity of z soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a sail testing lab. z 2. The slab / foundation shall be cleared of debris, roots and compacted prior to placement of concrete. O F I 3. No footing is required except when addressing erosion until the slab width in the direction of the primary w (I beams exceeds the span per table on to the left, then a type 11 slab is required under the load bearing wall only !• unless the side wall exceeds 16' in height or the enclosure is in a "C' exposure catagoy in which case a type 11 c i u z O A � ° �W R: '2 a s 4�1 J Q SEE POST TO DECK DETAILS ON PREVIOUS PAGES H'' �I #30 BARS HORIZONTALLY 1- Z CONTINUOUS @ 12" D.C. MAX. GRADE I•° C 29 W Cl) —' #30 BARS VERTICALLY CAGE U) CC J J STEEL @ 12" O.C. MAX — HZ I • I ' Iii = i2 = 24' MAX. t -- 2' MIN. (T -1/2".-1 AR COVER (TYP. ALL AROUND) 12" MIN. TO 18" MAX - RETAINING WALL FOOTING - DETAIL 1 SCALE: 1/2 "= 1' -0" SEE POST TO DECK DETAILS ON PREVIOUS PAGES UPRIGHT SIZE VARIES (2" x 6" SHOWN) #30 BARS HORIZONTALLY CONTINUOUS @ 12" O.C. MAX BEND (1) #30 BAR INTO 32" OF SLAB @ 24.O.C. •f� —a 0 Q 24" MAX ° I • °I #30 BARS VERTICALLY CAGE o a n STEEL @ 12" O.C. MAX w GRADE I .' 2" MIN. TO 2 -112" MAX - F �IIt III . -- COVER(TYP - ALL AROUND) 8" MIN- �.d +< — w Oo 12' MIN. TO 78" MAX. a w U �_I RE I AiNINv WALL TO FOOTING - DETAIL 2 J z SCALE: 1/2"= 1'0" C Q 0 1/4"x 6" RAWL TAPPER y a THROUGH 1"x2 "AND ALUMINUM FRAME SCREEN ROWLOCK!NTOFIRST - WALL w COURSE OF BRICKS o CAP BRICK Q Q w �z BRICK KNEEWALL TYPE'S' O ALTERNATE CONNECTION OF -I MORTAR REQUIRED FOR q SCREENED ENCLOSURE FOR O LOAD BEARING BRICK WALL m P BRICK OR OTHER NON- 36" MAX. Q STRUCTURAL KNEE WALL � 4" (NOMINAL) PATIO w z 1" WIDE x 0.063" THICK STRAP CONCRETE SLAB (SEE NOTES W @ EACH POST FROM POST TO CONCERNING FIBER MESH) _ FOOTING W/ (2) #10 x 314" S.M.S. STRAP TO POSTAND (1) 1/4" x 1 -314" CONCRETE - a (3) #30 BARS OR (1) w O ANCHOR TO SLAB FOOTING ° 450 BAR W12 -1/2" COVER 0- (TYP -) U of �r BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS w z SCALE 1/2'=1' -0" 00 �1 '5 BAR CONT. W 0 33 #3 BAR CONT, OR � LLB 2 #3 BAR CONT- OR a c w 1" PER FT. MAX. FOR �1 45 BAR CONT- ° • - 2'-0" MIN, w O ALL SLABS) /° ° / / Q BEFORE SLOPE � 8„ ` 4 — —" 12" ° / � %� \% ? n. w0 lO- / ./\ / \�\ ' w B" 1, Z C lu TYPE I TYPE II TYPE III o0 y - FLAT SLOPE 1 NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING CO < 0 -2" / 12" 2"/ 12"- V -10' > V -10" of a Notes for all foundation types: ty 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF- Bearing capacity of z soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a sail testing lab. z 2. The slab / foundation shall be cleared of debris, roots and compacted prior to placement of concrete. O F I 3. No footing is required except when addressing erosion until the slab width in the direction of the primary w (I beams exceeds the span per table on to the left, then a type 11 slab is required under the load bearing wall only !• unless the side wall exceeds 16' in height or the enclosure is in a "C' exposure catagoy in which case a type 11 c i u z O A � ° �W R: '2 a s 4�1 J Q Z Q 1- Z 29 W Cl) —' U) CC J J ❑ U) � Z Ui O co ui LW ❑ U IL !Y ❑ w i�-W Z oCO CO Z o- N CD z Cf N W S m F-� ui C J C7 CO z U) IL w Z) Z ° O of S N 0 J O O 0 Q W m w a w (fl CD r N � W } z N rp LL Lu LL N Lli Lu M ~ 2 c W CO g x m u1° y O D W _ I d a 0 ti F JZ C0 CL) �. °- Q o_ m p z co W X Lu p J m F J U d O U G = a o �_ L N Z J footing is rewired. '= :7 5NELT 4. Monolithic slabs and footirgs shall be minimum 2,500 psi concrete With 6 x 5 -10 x 10 welded wire mesh or Ill crack cr=ack control fiber mesh; Fibermeshe Mesh, InFcrce- e3- (Formerly Fibe„nesh MD) per manufacturer's :' w rn sp ci tcation may be used in lieu ofwire mesh. All slabs /footings shall be allowed to cure for 7 days before ❑ m m. uma.,. T' yp 1; ti SLAB-FOOTING DETAILS SCALE: 112 " =£ -0" 10- 31 -20.D �• OF // I c t- 0 z I v E O l y_ r .0) I I L = TOTAL S ?A.Y FROM TA4L3 SPLICE POINTS FOR FLAT-OR DOME ROOF SCALE: N.T.S. SPLICE POINT �� GPI ;CE POINT L 4L LAlV4 L= TOTAL SPAN FROMTABLFS SPLICE POINTS FOR FLAT OR DOME ROOF SCALE: N.T.S U Z F1 0 n4 A '}W w 30 a - G c J Q Z Z or Z W — w W L> C) � J J J 0 v? Q n 0 W w U O D u LU W 0 (n — U a 0 cn 0 �W Z o W O w LU 2w Uz No z o ij 5 = r LLI 1 o F F- W W U w U) U U) p] O ❑ U .5 U) LL W W LL Q� F K D z d O N O Z O Q w = Z O W U) Wa cr my LU Z w w _ r O Z N n D n,2 U3 LLn = W p m c F- 3 j IL O �° p Q m o d() ) V N WO n n "-� Q_ U LL m � V _ Z W v W O co W 43 X � Q a O a> / m w U WO O a7 Ua J S ,LU ! / 'S / Z z a! K J F % 0 W O � Q ` O M C) Vi I/ w � LL zW m I �.q /// / O FF-- /// !r FO-- O rc J /�p / f- Ld �/ / / Z �" LL B! Lv J 1EA - U' Q w N U F p w N F - V O 10 -31 -2007 ¢ I OF I 111 2.OD" f n A = 0.423in' 0.043" o° Ix = 0.233 in' w Sx = 0.233 in' 6061 -T6 2" x 2" x 0.043" HOLLOW SECTION SCALE 2" =1' -0" z.o0" A = 0.580 in.' 0 0.045" � Ix = 0.683 in' Sx = 0.453 in' 6061 - T6 2" x 3" x 0.044" HOLLOW SECTION SCALE 2"= T-D" 1 2.00' o A = 0.745 in? 0.050" `r Ii = 1.537 in.' Sx = 0.765 in' 5061 - T6 2" x 4" x 0.050" HOLLOW SECTION SCALE 2" = T -0" T 2.00" 0 6 A =1.005 in' 0.060" Ix = 1.26 in' Sx = 1:268 in' 6061 -T6 2" x 5" x 0.060" HOLLOW SECTION SCALE 2"= 1' -0•' 3.00' -�j' I A =0.543 in' Ix = 0.338 in.' 0.045" ° Sx = 0.335 in' 6061 -To 3" x 2" x 0.045" HOLLOW SECTION SCALE 2"= 1' -0" 3.00" 'A = 0.826 in' 0.070" °o Ix = 0.498 in' °i Sx = 0.494 in' 6061 -T6 3" x 2" x 0,070" HOLLOW SECTION SCALE 2"= 1' -0" 2.00' ?. 2.00" . A = 0.868in.' r I Ix = 2.303 in.` i o Sx =1.142 in? 6061 - T6 A NOMINAL THICKNESS: 0.045' WEB, 0.044" FLANGE - 0 0 STITCH W/ (1)!,10x3/4- S.D.S. HEX HEAD @ 12" O.C. c6 A = 1.880 in.' TOP AND BOTTOM OF EACH BEAM Ix = 17.315 in` Sx= 4.312 in' 2" x 4" x 0.045" x 0.043" 6061 - T6 SELF MATING SECTION NOMINAL THICKNESS: SCALE 2"= V-0" 0.045" WEB, 0.044' FLANGE 1 2.00" A = 1.049 in 0 Ix = 4.206 in! Sx = 1.672 in.' 6061 -T6 NOMINAL THICKNESS: 0.050' WEB, 0.058" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 5" x 0.050" x 0.058" SELF MATING SECTION SCALE 2" =1' -0" .OG T A= 1.187 in' o° Ix = 6.686 in' fO Sx = 2.217 in' 6061 - T6 NOMINAL THICKNESS: 0.050' WEB, 0.060' FLANGE STITCH W/ (1) 910x314" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 6" x 0.050" x 0.060" SELF MATING SECTION SCALE 2" = 1' -0" * 2.00" I' o° A = 1.351 in? n Ix = 9.796 in' Sx = 2.766 in' 6061 -T6 NOMINAL THICKNESS: 0.055' WEB, 0.060" FLANGE STITCH W/ (1) #10x314" S.D.S. HEX HEAD @ 12" D.C. TOP AND BOTTOM OF EACH BEAM 2" x 7" x 0.055" x 0.060" SELF MATING SECTION SCALE 2" = 1' -0" STITCH W/ (1) #10x314" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 8" x 0.070" x 0.112" SELF MATING SECTION SCALE 2"= T -0" 1200'1. 0 0 ai A = 1.972 in' Ix = 21.673 in' g ; =A Rliij n�° NOM INAL -T6 NOMNAL THICKNESS: 0.070' WEB,. 0.102" FLANGE STITCH W/ (1) #10x3/4" S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF FACH BEAM 2" x 9" x 0.070" x 0.102" SELF MATING SECTION SCALE 2" = 1' -0" j 2.00" I I 0 A = 3.003 in' Ix = 42.601 in` Sx = 8.493 in' 6061 - T6 d NOMINAL THICKNESS: 0.090' WEB, 0.187" FLANGE RAISED EXTERNAL IDENTIFICATION MARK TI-1 FOR IDENTIFICATION OF EAGLE 6061 ALLOY PRODUCTS SCALE 2" = 1" EAGLE 6061 ALLOY 1DENTIFIERT" INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The pictures below illustrate our unique "raised" external identification mark (Eagle 6061'"') and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. STITCH W/ (1) #10x314' S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.090" x 0.187" SELF MATING SECTION SCALE 2" =1' -0" EAGLE 6061 I.D. DIE MARK r O J J in � o W J a¢ QOW W f in � J wW LL O W= C¢ CF wV K of Ww W U 3 ❑ W _ W¢ �z o° J < J ¢ U LL Wz EL w 09 L)= JO W rn mz 0 ❑wr r7 U ¢ 0 it W y if z �O OF Lu �w 0 LL O W zc OW ❑ rn n¢ LyW OJ a I- <w Z ro O J � � LL W . of J Fu Q 'SF C7 u- < eT N F C O Oz o) of J j _J Q 2 ❑ U W z fn W' Q W ::) fn ❑ C/) W U) 0O F- � U W ❑ W W U Z W ::)Wa ri U, U) U U 0 _z a ❑ iD J Q G(O F- Z W W J Z O. 0 � ` W F- W CD W �n N C.0 Z ` O z w Lu ? N m 0 ull DO Z LL W o: CD g O N I LL I m m r � -1 m LL LL Lu Z c r t Lli o x p .w m LL ° L a) C min v n N j m m m 111 E °a X w U 5 n, 3t QL7 Ua. d to Fi J Z O C W o_ E W 0 O a z C O O z ❑ W O 0 Q O X w c M SEA ET . N _ F 15 } n 18 p •,. 4 F o - pi y_ F o o z o A= 1.071 in? h o °. Ix = 2.750 'c - F .096 iO 60 1 1.096 in' sosl - TS a NOMINAL THICKNESS: 5.00 0.070' TYPICAL 5" EXTRUDED GUTTER JI ' SCALE 2"= 1' -0" RAISED EXTERNAL IDENTIFICATION MARK TI-1 FOR IDENTIFICATION OF EAGLE 6061 ALLOY PRODUCTS SCALE 2" = 1" EAGLE 6061 ALLOY 1DENTIFIERT" INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These identification instructions are provided to contractors for permit purposes. The pictures below illustrate our unique "raised" external identification mark (Eagle 6061'"') and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchaser's / contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. STITCH W/ (1) #10x314' S.D.S. HEX HEAD @ 12" O.C. TOP AND BOTTOM OF EACH BEAM 2" x 10" x 0.090" x 0.187" SELF MATING SECTION SCALE 2" =1' -0" EAGLE 6061 I.D. DIE MARK r O J J in � o W J a¢ QOW W f in � J wW LL O W= C¢ CF wV K of Ww W U 3 ❑ W _ W¢ �z o° J < J ¢ U LL Wz EL w 09 L)= JO W rn mz 0 ❑wr r7 U ¢ 0 it W y if z �O OF Lu �w 0 LL O W zc OW ❑ rn n¢ LyW OJ a I- <w Z ro O J � � LL W . of J Fu Q 'SF C7 u- < eT N F C O Oz o) of J j _J Q 2 ❑ U W z fn W' Q W ::) fn ❑ C/) W U) 0O F- � U W ❑ W W U Z W ::)Wa ri U, U) U U 0 _z a ❑ iD J Q G(O F- Z W W J Z O. 0 � ` W F- W CD W �n N C.0 Z ` O z w Lu ? N m 0 ull DO Z LL W o: CD g O N I LL I m m r � -1 m LL LL Lu Z c r t Lli o x p .w m LL ° L a) C min v n N j m m m 111 E °a X w U 5 n, 3t QL7 Ua. d to Fi J Z O C W o_ E W 0 O a z C O O z ❑ W O 0 Q O X w c M SEA ET . N _ F 15 } n 18 for Primary Screen Roof Frame Members , Aluminum Alloy 6061 T -6 For 110 & 120 MPH Lind Zones, Exposure "B" and Latitudes Below 30'- 30-00" North (Jacksonville, FL) Uniform Load = 4 # /SF, a Point Load of 300 #/SF over (1) linear ftJs also considered Hollow Sections xa x x5 "x Self Mating Sections Note: 1. Thicknesses shown am'nondnar industry standard tolerances. No wall thickness shall be less than 0.040'. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 50 and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span Is measured from center of beam and upright connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Tables are based on a maximum wall height of 16' Including a 4' max, mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 6. Spans may be interpolated_ 7. To convert spans to *C" and '0' exposure categories see exposure multipliers and example on page 1 -6. Table 1.2120 E Allowable Spans for Eagle Metal Distributors, Inc. for Secondary Screen Roof Frame Members Aluminum Alloy 6051 T -6 'For110 & 120 MPH Wind Zones, Exposure "B" and Latitudes Below 30•- 30' -00" North (Jacksonville, FL) Uniform Load = 4 # /SF, a Point Load of 300 VSF over (1) linear ft. is also considered A. Sections Fastened To Beams With Clips Tributary Load Width 'W' = Purfin Spacing Hollow Sections 3'-6`. 4' -0" 4' -6` 5' -0" 5' -6" 6' -0" I 6'-8" Allowable span 'L' f Point Load (P) or Uniform Load (u), bending (b), deflection (d) 2'x2 "x0 -043" 1 5'S' Pb 5'-5" Pb 5' -5' Pb 5'-5^ Pb 5' -5' Pb 5' -5' Pb S -S Pb 3' x 2" x 0.045" 6' -10" Pd 8'-10' Pd 6' -10' Pd 6' -10' Pd 3" x 2" x 0.070" T -9' Pd T -9" Pd T -9" Pd T' -9' Ptl T•9' Pd T' -9" Pd T -9' Pd 2" x 3' x 0.045' 6' -T Pd , 8' -7" Fd h' -7' I Pd 8' -T 1 od A' -T Z "x4 "x0.050" 2 x 5" x 0.060" B. Sections Fastened Through Beam Webs Into Screw Basses 1. Thicknesses shown are "nominar industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16' including a 4' max, mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 4. Spans maybe interpolated. S. 2- x 4' & 2' x 5' Hollow Girls shall be connected w/ an internal or external 1-112'x 1-112"x 0:044' angle. 6. To convert spans to -C• and 'D" exposure categories sea exposure multipliers and example on page 1 -6. Table 1.3 120E Allowable Post / Upright Heights for Eagle Metal Distributors, Inc. for Primary Screen Wall Frame Members Aluminum Alloy 6061 T -6 For 3.second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq. ft. Tributary Load Width' _'= Upright Spacing Hollow Sections 3' -0" 4' -0` 5'-0" 6' -0" 7-0' Allowahir Hrinhf •'H" / h"...1..... /,.+ a 2" 12" x 0.043" 7' -1" Tributary Load Width 1W = Purlin Spacing Hallow Sections 3' -6" 1 4 - -0' 1 4 - -6" 1 S -0" 5' -6" 6' -0" 6 - -8" 6 4'-11' b 4' -7' Allowable Span 'L' f Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2' x T' x 0.043- 8' -2' Pb 8' -2" Pb 8' -2" Pb B' -2' Pb 8' -2' Pb B' -2" Pb B' -Z' Pb 3- x 2` x 0.045" _ 10' -S Pb 10' -5' Pb 10' -5' Pb 10' -5' Ud 10'-1' Ud 9 - -10- Ud 9'-6' Ud 3'x2 "x0.070' 12' {- Pd 1 ' 2 {' Pd 12'-4" 2 {' Pd 11 -1Y Ud 71' -6' Ud 11' -2' Ud 10' -70' Ud 2-x3"x0.045" 13' -B' Pd 13' -B' Pd 13' -8' Pd 13' -2' Ud 12 -10' Ud 12' -5' Ud 1T -11" Ud 2'x4 "x0.050" 17'-11' Ptl 1r -11' Pill 17'-11-[Pd 17"-4- Ud 16' -9' Ud 16' -3' Ud 75 -9' Utl 2" x SIX 0.060' 22 -10' Pd 22' -10" Pd 1 22' -10' 1 Pd 22' -1' Ud 2114' Ud 20' -9' Ud 20' -0' Ud 1. Thicknesses shown are "nominar industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16' including a 4' max, mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 4. Spans maybe interpolated. S. 2- x 4' & 2' x 5' Hollow Girls shall be connected w/ an internal or external 1-112'x 1-112"x 0:044' angle. 6. To convert spans to -C• and 'D" exposure categories sea exposure multipliers and example on page 1 -6. Table 1.3 120E Allowable Post / Upright Heights for Eagle Metal Distributors, Inc. for Primary Screen Wall Frame Members Aluminum Alloy 6061 T -6 For 3.second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq. ft. Tributary Load Width' _'= Upright Spacing Hollow Sections 3' -0" 4' -0` 5'-0" 6' -0" 7-0' Allowahir Hrinhf •'H" / h"...1..... /,.+ a 2" 12" x 0.043" 7' -1" d 6' -S' d 5' -11 • d 5' -5' 6 4'-11' b 4' -7' b 4'-4" b l3-x2-x0.045- T -11- d T -3' d 6' -9' d 6' -3" 0 5' -B' b 63' b 4' -11' b 3- x 2" x 0.070" 9'-1' d 8'-3' d 7- -3" tl T -2' d 6 -10' xG 2' x 3" x 0.045" 10' -7" d 9'-2' d 8'-4^ 6 T -f- 6 6' -71" 6 2' x 4" x 0.050" 13' -2' d 11' -11' b I ow, 2'x5- x 0.060' 16' -10" - 15' -3' Tributary Load Self Mating Sections 3' 0" 4 - -0" 5'-0" x 6': x 0.050'x x 7" x 0.055" x Note: 1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be lass than 0.040'. 2. Using screen panel width' W' select upright length'H'. 3. Above heights do not i. -.duda length ..'knee brace. Ado varJn -I pdght to center cf brca to L=am Connection to the above Saans for = .3._: __ -m 53_n5. 4. Site specific engineering required for cool enclosures ova. 30' in mean -if haigM, 5. Height is to be measured from center of beam and upright connection to fascia- o. vall connection. 6. Chair rails of 2'x 2"x 0.044" min. and seat C 3'0' in height are designed lobe residential guardrails provided they are aYauh=_tl viith min. (3) r10 x 1 -V2' S.RtS. into Gie srlaa looses =_�d ca of r_xcea a' -0' in -oan. 7. Max. be =_m size for 2"x 5^ is 2"-- 7' x [1055"x 0.129" a. -- - zs ���_ eagle meial ulstnbutors, Inc. - Post / Girt! Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6061 T -6 For 3 second wind gust at a velocity of 120 MPH, Exposure 'B-or an aoolied load of 15 # / se- ft Table 1.5.1 120 E Eagle Metal Distributors, Inc. Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members Both Ends of Beam Attached to Host Structure (Not Axially Loaded) for Areas with Wind Loads up to 12D M.P.H., Exposure "B" and Latitudes Below 300- 305 -00" North`(Jacksonville, FL) Uniform 'Load =4 #/SF, a Point Load of 300 NSP over (1) linear ft. is also considered , Aluminum Alloy 6051 T.6 7. Thicknmsas shown are *nominal- industry standard tolerances. No wall thickness shall be less than 0.040': 2. Using screen panel width W select girt lengths. 3. Site specific engineering required for pool enclosures over Win mean roof height. 4. Span/height is to be measured from center of beam and upright connection to fascia or wall connection. S. Chair mils of 2'x 2 "x 0.044' min. and set @ 36' in height are designed to be residential gardra0s provided they are attached with min. (3) #10 x 1- 1 /2's.m.s. into the screw bosses and do not exceed 13'-0" o.c. 6. Girt spacing shall not exceed 6' -8'. 7. Max. beam size for 2'x 5" is 2'x T x 0.055 x 0.120' 8.2'x4' &2 "x5' hollow girls shall be connected w /an internal or external 1- 12'x1 -12"x 0.044'angla. 9. Spanstheights may be interpolated. 10. To convert spans to "C' and '0" exposure categories see exposure multipliers and example on page 1 -u. Table 1.10 120 E Eagle Metal Distributors, Inc. Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side /Solid Roof Other Side Aluminum Alloy 6061 T -6 forAreas in Wind Zones of 110 and 120 M.P.H., Exposure "B" or Less and Latitudes Below 30 ° -00' -00" North Uniform Load on Screen =4 # /SF, Solid Roof = 27.4 #ISF 300# Point Load Is Considered over(1) LF of Beam Tributary Load Width Single Self - Mating 10' -0" 12'-0" 14' -0" 16' -0" 16' a" 20'-0" 22' -0" Beams Allowable Span'L' / Point Load (P) a. Uniform Load (u), bending (b) or deflection (di 2"x6 "x0.050 "x0.120" 15'{ Ud 15 14' -1Y Ud, 14' -9• -, i-•.5• liin +a•-a• Ud 14'- 2'..'Jd 12' -1" Ub 7 P -1n^ U i 11' -N' Ub I1' -S Uo 11' -3' Ub 2"xe "x 0.072"x 0.224" 7T -3' Ub 16' -11 Ub tfi' -T Ub 16' -3' Ub 15' -11' Ub 15' -T Ub W-V Ub 2 "X9"x .0.072 "X0.204" 1T -9' Ub 1T {' Ub IT-D' Ub 16' -B' Ub 76' {' Ub 16' -1' Ub 15 -9' Ub 2" x 9'" z 0.082° x 0.326' 21' -6' Ub 21' -D' Ub 20' -T Ub 20' -2' Uh 19' -9' Ub 19' -5" Ub 19' -1' Ub 0.090" x 0.374" 25' -T Ub 25 -0' Ub 24'-6• Ub 24' -0- Ub 23'-7" lob 23' -1- Ub 22'-6' Ub Note: 1. If the solid panel is greater or less than 10' -0 ", then the 12 the allowable screen roof beam span shall be adjusted by the factor 1 0 1 x 12 (the solid roof panel span difference between the actual and 10' -0'). The adjustment to the allowable screen fool anal width "s I applied as P a plus if the solid obd roof . P anal is larger than n 10' -0' and ' smaller than 10' -0'. panel minus if the solid roof panel is 2. Far span of "L' of beam: use screen panel width 'W' from drawing. 3. Load span= 12 of screen beam length + 12 of solid roof span. 4. Spans may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to'C' and "D" exposure categories see exposure multipliers and example on page 1 -n. 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 50' 2 Span is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance fmm upright to center of brace to beam connection to the above spans for total beam spans. 4. Spans maybe interpolated. 5. To convert spans to 'C' and *D' exposure categories see exposure multipliers and example on page 1 -iu Table 1.5.2 120 E Eagle Metal Distributors, Inc. Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members One End of Beam Attached to Host Structure for Areas with Wind Loads of 110 & 120 M.P.H., Exposure "B" and Latitudes Below 30 "- 30' -00" North (Jacksonville, FL) Uniform Load= 4#/SF, a Point Load of 300 #/SF over (1) linear ft. is also considered Aluminum Alloy 6061 T -6 1. It is recommended that the engineer be consulted on any carrier beam that spans more than 50' Z Span is measured from center of connection to fascia or wall connection. 3. Above spans do not include length of knee brace. Add horizontal distance from upright to cenlerof brace to beam connection to the above spans for total beam spans. 4. Spans may be interpolated. 5. To convert spans to'C' and "D' exposure categories see exposure multipliers and example on page 1 -ii. EAGLE 6061 ALLOY IDENTIFIERTI -I INSTRUCTIONS FOR PERMIT PURPOSES To: Plans Examiners and Inspectors, These Identification instructions are provided to contractors for permit purposes. The pictures below illustrate our unique "raised" external identification mark (Eagle 6061 TM') and its location next to the spline groove, to signify our 6061 alloy extrusions. It is ultimately the purchasers /contractor's responsibility to ensure that the proper alloy is used in conjunction with the engineering selected for construction. We are providing this identification mark to simplify identification when using our 6061 Alloy products. A separate signed and sealed certification letter from Eagle Metals will be provided once the metal is purchased. This should be displayed on site for review at final inspection. The inspector should look for the identification mark as specified below to validate the use of 6061 engineering. EAGLE 6061 I.D. DIE MARK U Z 0 b U xG [ 3 Q iii w a'= a ��I I I 0 O Q D N W J aA O F- _ uJ IiJ co J D l7 w9 ran LL IY ¢ O wZ Cy Q O W V co F m K cow W CJ D C1 wZ a x Ora J Q U LL co Z aw Ora U z -0 W in co Z WD F ran U Q p c�M W y L Z DO aF 0' W DLL uj Z W Ow 0 V co 0 J LU 120 O c I- J z 03 Z O 1¢- O w c' Lu 0 C J Sh G7 W L" ❑ w J N Q C O Z N Q = 2 W N W r ❑U) - U) tLl O Z 0) W U Z f W m U) C) 8 O � Q Z J Q O O 1-- Z W W J D_ Z 0-0 � fD ❑ a O W CD N C Z W W U- u Z w It O gO [V w O Z O co Lu Z Lu H D 0 O F=- n¢. Z 0_ O d rc CD m rL CDN� LL Wu"Em Lu C w C W F3 o X L ti o L � C C U a CD J ro A rD - W co N vLOi E o w Q) m O �_ U a: > �xo+mrr J r 16A -12.0 O Z 1-3 Z 1-- O Z N J- Table 1,6 Minimum Upright Sizes and Number of Screws for Number of #10 X 314° S.M.S. Required 20' Max. Enclosure Connection of Roof Beams To Wall Uprights or Beam Splicing Diagonals (K Beam /Upright Upright or Minimum Purlin, Girt Minimum Number of Screws• Beam 51 or Post PostfBeam &Knee Brace Size #8x %" #10x "', #12x%" Screwat 2x4Sh18 12x3SMBorHj 2 2 7 x2 "x0.044" B I 6 4 yl 2x5SM6 2x3SMSorH 2'x2 "x0.044• R 6 G T yo Screw 5/16• ' 0.082' wall thickness, 0.310• flange thickness (1) Stitching screw at 1S" O.C. max. Connection Example: 2'x7' beam &2'x4" al beam & gusset plate, (14) #8 x 1/2'.sms & upright & gusset plate (14) #e x 12" sms ea. side of beam & upright. Note: 1. Connection of 2' x 6' to 2'x 4' shall use a full lap cut or 1/16' gusset plate. 2. For beam splice connections the number of strews shown is the total for each splice with 1/2 the screws on each side of the at 3. The number of screws is based an the maximum allowable moment of the beam. 4. The number of deck anchors is based on BAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 5. Hollow sprite connections can be made provided the wnnection is approved by the engineer. 6. If a larger than minimum upright is used the number of screws is the same for each splice with 12 the screws an each side of the at. 7. The side wall upright shall have a minimum beam size as shown above, ie., a 2'x 4' upright shall have a 2• x 3" beam. 8. For minimum girt size read upright size as a beam and purlin size is minimum girt size. (.e. 2'x 9' x 0.07'2'x 0.224's.m.b. w/ 2"x 6'x 0. 050 x0. 120' s.m.b. upright requires a Z x W x 0.045" girt / chair rail.) 9. All connection shall use a full lap cut. Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T -6 Bmce Length• Extrusion Anchoring System 2'x 0.044° 2' H- Channel With 3 #10 x 1 12" each lea of channel 3• x 0.045" 12"H-Channel With 3 #10 x 12" each lea of channel Up to 6' -0' 2'x 4'x 0.044 "x0.100' 2'H- Channel With f4l #10x72 "each ten of channel shal! bc =-tal ac,:.el Goal leaylh @ a45* angle from the center of the - - - cunneutiun to me f:- of me baam cr upr ,,r.L Note: 1. For required knee braces greater than 4'-6' contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1 40 shall be used for transom wall to host structure a0achment when knee brace length exceeds 6' -0'. Table 1.6 K- Bracing Fastening Schedule Table 1.11 Maximum Overhang for Rafter/ Truss Tails when Connected to Screen Roof Number of #10 X 314° S.M.S. Required 20' Max. Enclosure Maximum Comer Post Diagonals (K Intermediate Comer Post Plate to Wall Width = @ Top per End Post @ Chair Rail @ Bottom Sole Plate 20' -0" 2 2 4 2 2 30' -0^ 2- 2 4 2 2 40' -0" 3 4 6 2 2 50'-0" 4 5 B - 3 3 60' -0". 6 7 72 3 3 ' Use screw sizes specified in the table below. to 2 to D' h Use front wall width when determining number of s.m.s. for the side wall K- bracing. 150 Use side wall width when determining number of s.m.s, for the fmnl and / or back rall K- bracing. Wind Zone I Screw Size b 3'-6' 1 6 I 5' -9^ I b 1 90 MPH I .#10 ' qp C ti to v C (Jmt`a ¢ m LL 100 MPH.. #10 W N N -5 V 0 'D Y ¢ a LU O 0) m R W U j! 110 MPH #10 or W I - ' 3 z - U- o c 120 MPH #10 0W O F a / W Vi 1 130 M PH #12 m 0 f- '� !1 o 14 1&MPH 914 c y 150 MPH #14 Table 1.11 Maximum Overhang for Rafter/ Truss Tails when Connected to Screen Roof 2x4 20' Max. Enclosure Span Rafter/ Truss Tail #2 Span/bending (b) or deflection (d) Wind Zone ( "B Exp,) t' /ind P (#/SF) 2x4 Zx6 2x8 2x10 2x12 - 100 -110 4 2' -2' b 5' -0' b 9' -3" b 15' -0' 6 120 4 2' -2' b S -0' b 9' -3' T -5' 123- 4.3 b 10'-0' b 130 5 4.3 V-4' 140 6 6 9'-4" b '2 7 30' Max. Er1CIp5are Span 1' -3' 6 3' -0" b 5' -3' 6 8' -7" 6 12' -9' b Rafter /Truss Tail #2 Span / hendlnn fhl n. nono, -w.,,, rdt Wind Zone ( "B' Exp.) Wind Pressure # /SF 2x4 2x6 2x8 2x10 2x72 100.110 4 i' -5' 6 T -T b 6' -2" b 1D' -0' 6 b. 7'-6' 120 4 T -5' 6 3 -T 6 8' -2' b 10'-0' b 6 1 4' -0• d23 4.3 V-4' h 3' -0^ b 5' -9• 6 9'-4" b b 2' -2' 130 5 1' -2' h 2' -10' b 140 6 0'-9' b 1'-9' I b 12f W to 2 to D' h Z 2 W 150 7 150 7 0' -1.0" 6 2' -0' b 3'-6' 1 6 I 5' -9^ I b 1 8 - -6' b Span / bending (b) or deflection (d) Wind Zone Wind Pressure 2.4 2x6 2x8 2x10 1 2x12 100 -110 4 i' -1' b T-8' b 4'--r b T-6' b 1 71' -' b 120 4 i' -1' 6 2'-8' b 4' 7^ b. 7'-6' b 11'-1' b 123 4.3 1' -0' b 2' -5' 6 1 4' -0• 6 1 6' -11' b 1 10'-4' b 730 5 0' -10^ b 2' -2' b 3' -8' 6 6' -0• b B' -t i" b 140 6 0'-9' b 1'-9' I b 12f W to 2 to D' 0 a _ Z 2 W 150 7 N Z N D ¢ rn J W u_ x� _ W p 2 c 00 W c0 °Xs Q. W no a w° O Note: 1. For overhangs with spans that exceed those listed above site specific engineering is required. 2.. If truss bottom cord extends more than 24' over the wall site specific engineering is required. 3. To convert from exposure ^B• spans to "C or 'D" exposure spans see multipliers and example on page Iii. Exampla: For a'pool inclosure with 30' max beam span, in a 123 MPH wind zone, *B' exposure. For 2 x 6 miler/ truss the max overhand from the wall of the host structure to the sub - fascia is T-4% To convert from exposure "B" spans to "C' or "D" exposure spans see multipliers and example on page M. U Z o mq A �u 6 SHEET W N t=-- U O Z 1 4� B } - Z _ 12-.1. 6--2007 � ;" I ILS. 0= V' J Q Z 0 Z -r Z W Q CDWW u CO 0� p W W J a ❑Wm a- 0 co uj O F- W ~ fi) ti � �- co ❑ �0 aw Z �W Z ID (D )- (O UZ� No z O LL �o ❑ W F- O W ll�WU m W Lu ff) U C [� U W U tu W z (D g W O N O J CY WQ Z. Q o O ca W ¢ U 12f W to 2 to D' 0 a _ Z 2 W (D IW- LD f 1= OZ N Z N D ¢ rn J W u_ x� _ W p 2 c 00 W c0 °Xs Q. W no a w° O J H Z F- a cr o t- ' qp C ti to v C (Jmt`a ¢ m LL m a_ Z Q W N N -5 V 0 'D Y ¢ a LU O 0) m R W U j! O O U a o z /� or W I - ' 3 z - U- o c � - J ; LL, C W o U) o 0W O F a / W Vi 1 r w M =Q m 0 f- '� !1 o Li uc O~ S ESP L Z c y SHEET W N t=-- U O Z 1 4� B } - Z _ 12-.1. 6--2007 � ;" I ILS. 0= V' 2'x 9" x 0.072"x 0.224" BEAM SHOWN 1 -3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) WHEN FASTENING 2 "x2" THROUGH GUSSET PLATE USE #t0 .x 2'(3) EACH MIN. lip:, 9 \ o \ O fl \ db _ p \ E) \ O 9 \ \� a ® 9 O ALL GUSSET PLATES SHALL O BE A MINIMUM OF 5052 H -32 \ ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi db = DEPTH OF BEAM \\ 0 ds = DIAMETER OF SCREW eO® 2 = ALTERNATE FLAT ROOF a ryas 2 x 6 UPRIGHT CUT TO MATCH 2 ".x 8" BEAM CUT TO ACCEPT BEAM ANGLE AND NOTCH FOR WALL UPRIGHT EAVE RAILg 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE m m > MATERIAL (SEE TABLE FOR LENGTH AND C 9 I ( I jogs ® # OF SCREWS REQUIRED) OTHER BEAM TO UPRIGHT STRAP TABLE d - 1/2" I a Q 11 O O 1Q o s� # /sRl�ze oa� I sj J ® I I ® (18) #8 SCREWS PER TABLE 1.6 °9 2 X 6 SELF MATING BEAM —v f' E> I I I 2• z s• (a) #1a 3-t!a• R G z ^xIO^ (s} #1a a -1rz' THICKNESS & SCREW I �E) �I NOTES: 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. \ ® 2(de -2 ") 2d: 2 /d: \\ STRAP TABLE BEAM SCREWS STRAP 2 "x6 "X0.050 "X0.120" (de- z-)(MIN.) \ _ SIZE # /SIZE LENGTH UPRIGHT SHOWN z•xT a #tz 2 -3/4' 2`x a• a #ia 3-va• Z• x 9' 4 #14 3 -il4' rxm• a Nia a-irz• NOTES: ' ALL SCREWS 314" LONG' 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSErr SIZE, SCREW SIZES, AND NUMBER. 3. GUS 3ET PLATES ARE REQUIRED 01 ALL BEAMS 2" x 7" AND LARGER. 4. SCREW PATTERN LAYCUT W/ S- AC;NG BETWEEN SCREWS GRFAi ER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. BEAM SPLICE CUT, GUSSET PLATE CONNECTION & GUSSET SCREW PATTERN BEAM TO POST MOMENT CONNECTION DETAIL SCALE: 2" =1'-0" I d - 1/2" I I ALTERNATE - FLAT ROOFI 1 -314" x 1 -3/4" x 1 -3/4" 5052 H -32 ALLOY SAME THICKNESS AS GUSSET PLATE FOR BEAM MATERIAL SCREW LOCATIONS PER I e 0 I 2 ".x 8" BEAM CUT TO ACCEPT TABLE 1.6 FILL OUTSIDE, I O I WALL UPRIGHT LOCATIONS FIRST I ® 9 ALL GUSSET PLATES SHALL I O BE A MINIMUM OF 5052 H-32 I o gOTggEAMW ® ALLOY OR HAVE A MINIMUM 10 /2 "x6" UPRIGHTSHOWN O I YIELD STRENGTH OF 23 ksi I E) OTHER BEAM TO UPRIGHT STRAP TABLE d - 1/2" I a Q COMBINATIONS PER TABLE 1.6 MAYBE USED o s� # /sRl�ze oa� I sj J 2•x7• (a) #12 2 -3la• I O — 5-1/2" "FLAT BAR" INSIDE WALL (D z x e (a) #14 3 va I SECTION 2• z s• (a) #1a 3-t!a• (SEE TABLE 1.6 FOR z ^xIO^ (s} #1a a -1rz' THICKNESS & SCREW • ALL SCREWS 3W LONG PATTERN) NOTES: 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREV- 'SIZES, AND NL; "ABE . 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS Y x 7" AND La?9F-11 -- - - - - 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. 5. BEAMS THAT ARE 2 x 7 OR LARGER MUST HAVE GUSSET PLATE. ALTERNATE BEAM TO POST MOMENT CONNECTION DETAIL SCALE: 2"= V -0" U z q o - H � cz � o _ A �= �yII �dl J J Q O C) I- D z Z W ¢ U` LU o (Q E U W y Lu Iii z w W z� O u U O 0 d z U ow y U I'- W I--• O w N aw U Z Z _ o co z 0 0 D_ w —5: � o m 00 m U) U m 0 w LL w w z O_ 0 3 w �y W U Z z Q U) o o r2 wa w. w w U) Z) LL Lu LL' Z CCD W = W (D k h — Cl Z ? N n Q0 J W LL _ Z u W m 6 H o ? t F. U I (- ° x — wD O j C1- Q. LL �0„ O o D W Z m C ❑ C z U _a ¢ Uw O i m C m a v _ z co w0 W -6 x vw O x ¢ Iv zz! m a w LL U ) 0 a0 V p o O W z z g` J /~ : o Ll t U 0 m U j D o — �' A F aj �r C CL �m I t w Z I / i, U .- F I wJ w '-) S;HEET �u < W N 1 7A � y N � O C 5 z i0 -31 -? 07 c. OF- 1 O I u L} 6 r Table 9.1 Allowable Loads for Concrete Anchbrs ' Table 9.3 Wood & Concrete Fasteners for Partially Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowable - Load and Attr ibutable Roof Area for 120 MPH Wind Zone (35.53 4 /SF) (For Wmd Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO:. WOODfor PARTIALLY ENCLOSED Buildings Fastener I Length of u.....�_ -_: r•__._____ i© 1/4 "0 511 "0"o I I_ 1" ( 356m -10 SF 712! -20S1 706Bf<' -30SF 1424m 40SF 3I8 "e I 1 -uz wegge colt 114" 2 -72" 2 -1/4" 8784 3854 318" 1 3 -12" 3 -114" 7,7054 916{1 12" 4" 3 -3/4" 7,7744 1,0954 Notes: 1. Concrete screws are limited to 2' embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable bads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. B. Manufacturers recommended reductions for edge distance of 5d have applied. Example: Determine the number of concrete anchors required fora pool enclosure by dividing the uplift load by the anchor allowed load. For a 2'x 6" beam with: spacing = T -0" O.C. allowed span = 20' -5" (fable 1.1) UPLIFT LOAD = 12(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS = 12(20.42) x Tx 1041Sq. Ft A_ LI-OWED LOAD ON 4NCHOR Nt r.,no.o nF aurunPS- 77474 -,..,. 4274 Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Table 9-2 Wood & Concrete Fasteners for Open or Enclosed Buildings Loads and Areas for Screws in Tension Only Maximum Allowablo -Load and Attributable Roof Area for 120 MPH Wind Zone (27.4241 SF) (For Wind Regions other than 120 MPH, Use Conversion Table at Bottom of this page) CONNECTING TO: WOOD for OPEN or ENCLOSED Buildings Fastener I Length of . Numberof Fasteners Diameter Embedment 1 /4 "a 1 -112" 2 -12" 1" 5!16"0 1 -112" 2 -112" 1" 310 "o 1 -112" 1. The minimum distance from the edge of the WIND LOAD CONVERSION TABLE: 1. The minimum distance from the edge of the For Wind Zones/Regions other than 120 h1PH concrete to the concrete anchor and spacing (fables Shown), areas by the conversion factor. between anchors shall not be less than 5d whore d multiply allowable loads and roof areas by the is the anchor die. •nelec cenverskm factor. 3. Allowable roof areas are based on loads for 2. Allowable roof areas 2nol)33ed on loads for Glass/ Enclosed Rooms (MWFRS); I = 1.00. WIND APPLIED CONVERSION 3. For partially enclosed buildings use a mulliplierto REGION LOAD FACTOR roof areas of 0.77. 100 25.6 1.01 .. Fors =_rions 1 & 2 m!� ?;dy moi areas by 7 �0. 110 0'.8 1.01 134 120 27.4 t.Op 100 123 28:9 0.9i 1 0.81 130 322 D.S2 118 110 -1 ( 37 3 0.80' ( = 2 I I 16= I 132 YD 1. The minimum distance from the edge of the WIND LOAD CONVERSION TABLE: concrete to the concrete anchor and sparing For Wind Zones/Regions other than 120 MPH between anchors shall not be less than Sri where d (Tables Shown), multiply allowable loads and roof is the anchor diameter. areas by the conversion factor. 2. Allowable loads have been increased by 1.33 for _ wind loading_ LIED CONVERSION 3. Allowable roof areas are based on loads for AD CTOR Glass /PadiallyEnclosed Rooms (MWFRS)I =1.00 1" 2,272 -82 4,544 -160' 6,816 -249 9.068 -331 1/2" 1" 4. For Glass/ Enclosed Roams and Sections 1 82 0bs.) (tbs.} (tbs.) use a multiplier to roof area of 1.30. PWINDA v 1.0- 46 ( 134 71 -- 0.94 100 0.88 120 69 1 0.81 Table 9.4E Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6061 T -5 Alloy Aluminum Framing (As Recommended By Manufacturers) - Self- Tapping and Machine screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Table 9.5A Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections _ Steel Mandrel Open or Enclosed Structures @ 27.42 RlSF Fastener diam. min.edge min-hr. N-.of Fastenars /RoofAm4(SF) distance to ctr, 1 /Area '1 Are 3 /Area 4 /Area 114" 112" 518" 1,454 -53 2,908 -106 4,362 -159 5,819 -212 5116" 318" 718" 1,894 -69 3,788 -138 5,662 -207 7,576 -27_0 318" 3/4" 1" 2,272 -82 4,544 -160' 6,816 -249 9.068 -331 1/2" 1" 1 -114" 3,030 -110 6,060 -221 9,090 -332 12,720 -442 Table 9.56 Allowable Loads & Roof Areas Over Posts for Metal to Metal, Beam to Upright Bolt Connections _ Steel Mandrel Partiall Enclosed Structures @ 35.53 NSF Fastener 112 "4 ply diam. min. edge min. ctr.: No. of Fasteners! Roof Area (SF) distance to cir. 1 /Area 2. /Area 3 /Area 4 /Area 1/4" 12" 518" 1,454 -41 2,908 -82 4,362 -125 5,819 -164 •5116" .318 "- -718" 1.894 -53 3,788- 107 5,682 -160 7,576 -213 318" 3/4" 1" 2,272 -64 4.544 -128 6,815 -192 9,088 -256 112" 1" 1 -114" 3,030 -BS 6,060 -171 9,090 -256 12,120 -341 Notes for Tables 9.5 A, B: I . Tables 9. 5A&' are based on 3 second wind gusts at 120 MPH; Exposure -B"; I For carports & screen moms multiply the Glass / Partially Enclosed loads & roof areas above by 1.3. 2. Minimum spacing is 2 -12d O.C. for screws & bolts and 3d O.C. for rivets. 3. Minimum edge distance is 2d for screws, bolts, and rivets. Table 9.6 Maximum Allowable Fastener Loads for Metal Plate to Wood Support t Table 9.10 Alternative anchor Selection Factors for Anchor/ Screw Sizes U Metal to Metal Z Y-1 Anchor Sire 46 410` 412 414' 5116" 3/8" .3 1.00 0.80 0.59 1 0.46 0.27 0.21 40 •� 4 010 0.80 1.00 0.72 0.;7 0.33 0.26 }J •V. 'x 412 0.56 0.72 1.00 0.78 0.40' 0.36 q O <'o 414 0.46 OS7 0.7a 7.00 (�. 5116" 0.27 0.33 0.46 0.59 1.00 0,79 O A 318" 1 031 0.26 0.36 0.58 I p.7g 7,pp io a xq Alternative Anchor Selection Factors for Anchor/ Screw Sizes W z� =-- nd Wood Anchors Oyna Bolts (1 -518" and W ° 2" maximum embedi 2 -t/4" embedment respectively) '''t 3c 116" 1/4" Anchor 3/16 12" .00 0.63 3116" 1.00 0.46 83 - 1.00 - -- - - ' - 1!2" 0.46 - 1 A0 .50 0.59 M. w Multiply the num ber of48 screws x size of anchodscrew desired and round up to the next even number of screws. Example: OP If (10) 46 screws are required, the number of 410 screws desired is- 0.8x10= (8)410 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Metal to Plywood _ Steel Mandrel Rivet Diameter Tension (tbs.) Shear 112 "4 ply 518"4 ply 3/4 "4 ply 210 325 Shear Pull Out Shear Pull Out Shear Pull Out ScewH (tbs') (lbs.) 0bs.) (tbs.} (tbs.) (lbs.) 412 93 46 113 1 59 134 71 -- ' 410 100 55 120 69 141 78 i112 118 71 131 78 143 94 414 132 YD 145 BB 157 105 t Table 9.10 Alternative anchor Selection Factors for Anchor/ Screw Sizes U Metal to Metal Z Y-1 Anchor Sire 46 410` 412 414' 5116" 3/8" .3 1.00 0.80 0.59 1 0.46 0.27 0.21 40 •� 4 010 0.80 1.00 0.72 0.;7 0.33 0.26 }J •V. 'x 412 0.56 0.72 1.00 0.78 0.40' 0.36 q O <'o 414 0.46 OS7 0.7a 7.00 (�. 5116" 0.27 0.33 0.46 0.59 1.00 0,79 O A 318" 1 031 0.26 0.36 0.58 I p.7g 7,pp io a xq Alternative Anchor Selection Factors for Anchor/ Screw Sizes W z� =-- nd Wood Anchors Oyna Bolts (1 -518" and W ° 2" maximum embedi 2 -t/4" embedment respectively) '''t 3c 116" 1/4" Anchor 3/16 12" .00 0.63 3116" 1.00 0.46 83 - 1.00 - -- - - ' - 1!2" 0.46 - 1 A0 .50 0.59 M. w Multiply the num ber of48 screws x size of anchodscrew desired and round up to the next even number of screws. Example: OP If (10) 46 screws are required, the number of 410 screws desired is- 0.8x10= (8)410 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum tdandrel _ Steel Mandrel Rivet Diameter Tension (tbs.) Shear Tension (tbs.) Shear 118" 129 176 210 325 ..4 1 187 1 263 340 490 ' 3116" 262 315 445 720 Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, Carrier Beams, or Other Connections Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (tbs.) Boll Double Shear size s.11 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" 114" 0.240" 353 402 442 Soot 658 738 1003 5116" 0.3125" 4E0 523 576 732 B57 9fi2 1307 318" 0.375" 552 628 690 878 1028 7154 1568 1/2" 0.50" 736 830 921 7170 1372 1539 2091 Notes: 1. Bolts go through two sides of members. 2 All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution fcr screws of anchor specifications in drawings. 3. Minimum thickness W frame members is 0.044" aluminum and 26 ga. steel. 4. All fastener shall be zinc plated, coated for aluminum protection, or 300 series stainless steal_ yore; ,. of spews to beam, wall, and/or post equal to depth of beam. For screw sizes use the stitching screw size for beam /upright found in table I.G. Table 9.9 Minimum Anchor Size for Extrusions Q Well Connection Extrusions Wal I hie tat Upright . Co e Concrete Wood 2" x 10" 1/4" 474 1/4' 1/4' 2" x 9" 114" 414 1/4' 114 - 2" x e" 114" 412 14' 412 2" x 7" 3116" =10 I 410 x 6"c; lass i 3;76 .0 31i'o' I Role: 'llal!, L=am a: d !•crght ^L ^:mum acchcr s._as shoo Sa usa9 fcr super guGS. connections. . J Q Z J Z 1 Z W U W G W LLI D to J J a. Z 0 W 02 rL Q O W U) i�- W X C) p0 CD a w :DZ Z Oft H LU Njz W C) o1, C) o F- U I CJ CV m -. _- J. 0 - - W LL) (_� W U) U CO F U In c7 U, LL QQW K W z O g o ' N O wa _7 Q Ot Z O W Q IL W Z = w W CD r: 1- O 0 Z Z� n K t � 3: 2 � LL III EC a: L1 o w z t 1- F o� LLI 0 S x D w L o --u F- 0 Cr =D w = C rA v m F- ❑Lv U C Uo; a Q a rt CO 0- Z < UJ -6ovW. 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O tfv N Q c 3 O 3 D m ° U E O F• N n in '4\ qS�\ c c T cc v p w U -con Q ° 3 o, C U cz cu > Ev E f]n T 0 cn N ° o F• N rt Cl E� c z� U v C C O O ZZ .N N N •E •c V U a z C te 75 a+ � U O U a O. .= z c. c Q� a - cm S N C M � �p�OE U3 ;E xQ•p A Z ®' 'o o sc 90 C C O cc U c v 'O v U 7 "O O C- O O T m C O U c .R C ° c V U w c ca LI. C � L � cn •o y �O m cz ccv z; a� c '- U N a� -o C C3 L � U CL 3 0 O C ci c w � o L h a> v 'D 'O Y C v ° A C .n 0 N G z O 2 o = Ilk. r E N c 0 once U o v O 'Q L v L v cr � a� Q i L i) O U �— v N5 O U a� Fb > o v cz — U N o G `o _ = oC UOUr_� C M- O O _z U L]M Z Z z O��zO z C = C' Mc�z` 'ar E-.CC CcnLO C�Z�F U> n ��CnC z ^��C >ZZ— c CSC z =FOZ�? FLL:7CC <iFi•z CCU' =,c z C 7 cr �- < z z (-Cy z= p- =coin � p L �vC) Lvc =zw <z U zr Uy- L <C) :] C z zz �cz < < Z Z U F < Q L•:GL-]p C7 o�Q2oz zz"z�o r p U N� `•�Zzw �o�ozo 'J L C CO C O a. a� 4=. 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FLL:7CC <iFi•z CCU' =,c z C 7 cr �- < z z (-Cy z= p- =coin � p L �vC) Lvc =zw <z U zr Uy- L <C) :] C z zz �cz < < Z Z U F < Q L•:GL-]p C7 o�Q2oz zz"z�o r p U N� `•�Zzw �o�ozo 'J L C CO C O a. a� 4=. O tfv N Q c 3 O 3 D m ° U E O F• N n in '4\ qS�\ c c T cc v p w U -con Q ° 3 o, C U cz cu > Ev E f]n T 0 cn N ° o F• N rt Cl E� c z� U v C C O O ZZ .N N N •E •c V U a z C te 75 a+ � U O U a O. .= z c. c Q� a - cm S N C M � �p�OE U3 ;E xQ•p A Z ®' 'o o sc 90 C C O cc U c v 'O v U 7 "O O C- O O T m C O U c .R C ° c V U w c ca LI. C � L � cn •o y �O m cz ccv z; a� c '- U N a� -o C C3 L � U CL 3 0 O C ci c w � o L h a> v 'D 'O Y C v ° A C .n 0 N G z O 2 �-y 1' CITY OF SANFORD PERMIT APPLICATION # y A Submittal Date: App t f ca ton Job Address: �FS S C . t Y r (���- �a� V �� �rL,n-�o t -cl �L Value of Work: $ f5o0 ' 00 Parcel ID: N - 2-0- 3C1 - SlZ ' U 000 ^ y 3�r Zoning: Historic District: Description of Work: /�CDO gceee cl eX%C /-o Set /2 Square Footage: /560 ......................................................................................... ............................... Permit Type: Building X Electrical ❑ Mechanical ❑ Plumbing ❑ Fire Sprinkler /Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition /Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non - Residential X Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines Plumbing/New Residential: # of Water Closets Occupancy Type: Residential ❑ Commercial X Industrial ❑ Construction Type: &A04,_ # of Stories: / # of Dwelling Units: # of Gas Lines Plumbing Repair- Residential ❑ Commercial ❑ Occupancy Use Group(s): Flood Zone: (FEMA form required) ... ....... I ..... .......................... .............................I. ............ .........I....I................ Property Owner: i� er(Alf � LLL -- Contractor -SLi YNS)r yo Sc y-.Pn 1 Enc.loS i y5n 2- Q Address: 1'?�S5 ex�c YYl Lo Address: y 10 t, Mn.\1 2 Y " C C_() \.—f V Phone: E -mail: Phonelo -1 fr-o'7576 State License NumberScc. \'i \\1Act8'$I Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer:�,(�r �rP_ F �C Y1 �1�� 1-t �1 Phone3FS'lo -"7 �`f - y iii Address'?0 St�l��h_, Fax Plan Review Contact Person: Phone: Fax: E -mail: Application is hereby made to obtain a permit to do the work and installations as. indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of p ii"'s verifica ' n tha I will ify the owner of the propert o r ire is o Li Law, FS 713. Signature of Owner /Agent Date Signature of Con or nt Date / P i t Owner/Age n ' Name 4Con tra ctor /Agent's Na Ignature ofuar�t- State���C�Y Date g ture of Notary -State o F>brtaa DONNA M. OSO �° , MY COMMISSION # DD 6175 "`" Commu DD0517247 �o� � °o f4 EXPIRES: March 6, 2011 -N :;_ Expires v2eno�o : �'q R BondedThtuBudgetNotaryServlces (/��J�o Bonded lhru (800)432 4254: �OFFVO ''�'�F���� m�` Flontla Naary Assn.. Inc :.n ........................... ... .. .....b Owner /Agent is ✓Personally Known to Me or Contractor /Agent is Xpersonally Known to Me or Produced ID _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 UTIL: FD: ENG: BLDG: CITY OF SANFORD PERMIT APPLICATION Application # : Job Address: ��C� J� t Y Wit( �l��' I V A Sb,40, -t.( i=L Submittal Date: REGEWL` NOV 2 ' 2008 Value of Work: $ 7-S00 - Oo Parcel TD: L t - 2_0 _ 35U - S -1 -2- ° U 000 _ b 3Z A'' Zoning- : Historic District: Description of Work: /,:,Od / Sc2ee- tl e jyc /_ o S Square Footage: h6o ......................................................................................... ............................... Permit Type: Building k Electrical ❑ Mechanical ❑ Plumbing ❑ Fire Sprinkler /Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition /Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non - Residential X Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing /New Residential: # of Water Closets Occupancy Type: Residential ❑ Commercial Industrial ❑ Construction Type: AJAM,- # of Stories: / # of Dwelling Units: Plumbing Repair- Residential ❑ Commercial ❑ Occupancy Use Group(s): Flood Zone: (FEMA form required) ......................................................................................... ............................... Property Owner: C _h Q.Y'Csyjet"_ L` l Contractor�V.ky b,►'te_ Sf tree. -� Address: �S� T3r tx rY� I-C�C� Address: 1 t� lY\C,\G 2 Y C K • �. Phone: E -mail: Phonel State License Numberl5 0,i\VcA8'$'1 Bonding Company: Address: Mortgage Lender: Address: Architect /Engineer:. iaL m PrA_P_ E 1P env1'LA A --,?-C- Phone3�6lo -"7 "1- �177� Address 0 lac x � F . olr�e_ Faz.(��-"1— Plan Review Contact Person: Phone: Fax: E -mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this pen-nit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the propertv of r ire nts of Li Laty, FS 713 ' Id � Signature of Owner /Agent Date Signature of Cont or , nt Date Print Owner /Agent's Name &inContractor/Agent's Signature of Notary-State of Florida u, uu.,nu Date g ture of Notary-State o Fi'�nc�a DONNA M. OSO $ _' 9� Comm# DD0511247 Expires 1/2612010 >('c Bonded thru (800)432.4254: SRonda Nc ;airy Assn.. Inc i Owner /Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 UTIL: FD: ' Contractor /Agent is APersonally Known to Me or Produced ID ENG: BLDG: C� -�D CITY OF SANFORD PERMIT APPLICATION Application # : 00, - A 910 Job Address: ��SS C t Y } T-2 I V Submittal Date: REIULM- .. NOV 2 5 2008 Value of Work: S 5,00 ' O0 Parcel ID: (ii 20— 3C7 - 51Z U 000 - (7 3Ff Zoning:, Historic District: Description of Work: �OC�� SCRee� �XJC� oSU 2� Square Footage: �l ......................................................................... ............................... •Permit Type: . Building X Electrical ❑ Mechanical ❑ Plumbing ❑ Fire Sprinkler /Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition /Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non - Residential Replacement ❑ New ❑ (Duct Layout .& Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing /New Residential: # of Water Closets_ Plumbing Repair - Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial Industrial ❑ Occupancy Use Group(s): Construction Type: AA t, It of Stories: / # of Dwelling Units: Flood Zone: (FEMA form required) .................................................................... ............................... ..................... �/ 1 Property Owner: r h O Y'«KP e- Contractors Address:J��S1S l at�1CA-YY-\ -U � r-- Address: y 10 t, `(Y a,\V 2 Y 1 C `i( C-n�-`l , ► �Z a�—� 32 4arJ AFL _ Phone: E-mail: Phonelo' loll R -6-17 t, State License Numbergcc- 0,XNA. 1 1 Bonding Company: Address Mortgage Lender: Address: Architect/Engineer:. ,(�r ��-°-� r-�� Phone ---a AddressT0 T',ck'°2142 bV? '300h EL (-!S B' Fax' R (_ . Ilo�f— �s 5 No Plan Review Contact Person: Phone: Fax: E -mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the propert' o t@ r ire is o Li La t. FS 713. Signature of Owner /Agent Print Owner /Agent's Name Date Signature of Notary-State of Florida Date Owner /Agent is _ Personally Known to Me or _ Produced ID �p APPROVALS: ZO ��Z�w UTIL: FD: Special Conditions: Rev 07.07 Signature of ke/ ... .......... I....... .. .. ..........1 Sig ture ofNotary =State o F ;n�a DONNA M. OSO Comm# DD0511247 Expires 1/26/2010 Bonded thru (800)4324254: Flonda Notary Assn Inc 3 ............................... Contractor /Agent is APersonally Known to Me or Produced ID ENG: BLDG: 11.2�u- f.$ Lawrence E. Beennett, P.E. P.O. Box 214368 South Daytona, FL 32121 386-767-4774 fax: 386-767-6556 January 1, 2008 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering "ALUMINUM STRUCTURES DESIGN MANUAL" 2004 Florida Building Code with 2006 Supplements Dear Building Official/Plans Examiner: This is to certify that the following contractor /company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2008. Authorization is on a January to January basis regardless of the edition of the manual. This authorization also applies to contractor master file drawings, "ONE PERMIT ONLY" drawings or any "site specific" drawings that I may furnish the contractor. The following contractor /company is hereby added to my 2008 MASTERFILE LIST: Keith Jones Sunshine Screen Enclosures Inc 4100 Maverick Ct Sanford, FL 32771 SCC131149881 Should you have am ies_ ion lease contact me at your convenience. y 'G Sincerely. f +T � A < � .u; n eA 5�•�� �av� S�rvic �So ]" �rL��c,r S l /a -��� ao, /1 <o�ev - �if Ij to rn 96 , o� oa ooh u o � oa ti o Rv �- �- 1 a. If -c 1, ti I > ! I a L, GnrS � r— u2 S' �' r ? 13 8A zit l S� I SASb /6i6' i 6A �a o0 �D .2X�t .3X� �� IXa- s ley —y a I� pr NO �K 68 47 ! ?i o0 0o 1 J /^ V� n 7° 00 h /8 68`Sia t ?z ► I z I -) a I 7� � � 7a %7th .�Xy .2N zX `� ��� �X;L. n /y 00 �a o0 �D %a %b �� 7° 00 h /8 68`Sia t ?z ► I z I -) a I 7� � � 7a %7th .�Xy .2N zX `� ��� �X;L. SECTION 2 1 ATTACHED & FREE- STANDING COVERS.AND UTILITY SHEDS LiJ �Z T N t ALUMINUM/STEEL COLUMN 'U' CHANNEL (SEE SECTION 9 FOR ANCHORS (SEE SECTION 9) CONNECTIONS) CONCRETE SLAB OR FOOTING 4 �' MAX. CONCRETE ANCHORS °.' (SEE TABLE NEXT PAGE) * FOR POST CONNECTIONS" WOOD DEGKS,(2 NOMINAL, LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1 -3/8" EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 3" =1' -0" Z_ _ W. CO i N t - - -ALUMINUM /. STEEL COLUMN 2" x 2" WITH WALL THICKNESS ANCHORS (SEE SECTION 9) EQUAL TO OR GREATER THAN COLUMN WALL 4Z CONCRETE SLAB OR FOOTING 4- < MAX. CONCRETE ANCHORS a (SEE TABLE NEXT PAGE)* * FOR POST CONNECTIONS TO WOOD DECKS (2 NOMINAL LUMBER) USE THESE DETAILS W/ WOOD FASTENERS (1 -3/8" EMBEDMENT) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL ANGLE CLIPS SCALE: 3"= V -0" NOTE: ANGLES OR U- CHANNELS SHALL BE A MINIMUM OF 2 -1/8" IN HEIGHT AND SHALL BE 0.125"6063 T-6 EXTRUDED ALLOY OR 0.125" 5052 H -32 BREAK FORMED ALLOY Lawrence E. Bennett, P.E. FL # 1.6644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 . Telephone M. (386) 767 -4774 Fax #: (386) 767.6556 Emall: Iebpe @bellsouth.net PAGE © COPYRIGHT2006 2-20 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. SCREEN, ACRYLIC & VINYL ROOMS COMPOSITE ROOF PANELS: (4) 1/4" x 4" LAG BOLTS W/ 1 -1/4" FENDER WASHERS PER 4' -0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2" x 2" OR 2" x 3" HOLLOW GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM WI MIN. (3) #10 x 1 -112" S.M.S. IN SCREW BOSSES V SECTION 3A RISER PANELS ATTACHED PER CHAPTER 7 HEADER ATTACHED TO POST WI MIN. (3) #10 x 1 -1/2" S.M.S. IN SCREW BOSSES 2" x 2", 2" x 3" OR 3" x 2" HOLLOW (SEE SPAN TABLES) TYPICAL UPRIGHT DETAIL SCALE: 3" = 1' -0" FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 1" x 2" OPEN BACK BOTTOM RAIL 114" x 2 -114" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767 -4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 3A -7 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN; ACRYLIC & VINYL ROOMS SECTION 3A 06 �. s r "a v N O O O N Co co CO # ## # ## N N N N CO V m 3 m N � O O O O O N_ V V• � N V' d' � _ a d N � o O N N o N v N 0] e r C C) r � r O r O r O r O N x a) E E N co c (0 o ca 0 W 0 c00 0 c G OMf C, a) o N r X x x 0 0 0 0 0 0 0 O x O x O x co x O x O O G c0 o O E m C U) e e e O s O O O O O O O O O o O O O O M E o M 0 0 0 0 0 o x x x x x x x v �0 x 0060o00 x x x x x oiD x vooin x _• x x `�° u�Moo m x x x x x x x o 0 0 0 0 0 0 mo 0 0 0 0 _e m (o W O o fo Co M M c 7 V 8 0 8 0 0 0 0 m o c o c o Y x x x x x x x x x x x x x x x Y x x x x x N N O N N N N N N (0 (0 n 'q () (D 1 N N -- V M tT - m d O Q x x x x x x x x x x x x - y ;r ;;r W( N fV N = N N N N N N N N 0 0 V• •v 'CO i0 E m N N N N O M M O' .� E (D G m °rr eNNr°�c00 N N N M M V' x R tY• W m in t M G O O O O O O x 01 : e - N m p) rfl ma x x x x 3 _x x x M% 10 l n c o E a 3 0 E o N m m o oe 0 O o O u'f 0 in W N ti N N N Do of 0 O 0 O 0 O 0 a N O I- # :!t r N N N N N N c0 c'n 0 t[') O 0 -140W IC x x x O O O O N 01 O O O O C m m C X O X = ic) N rA N iry N fJ p ip r r r N B B B e o o 0 8 0 0 0 0 0 0 0 x x x x o 0 o x x x x Q 0= = - C) )`co`v00o 'T "v`v`v x x x x x x x x x x x x x x ( 1- 6 N N N N co N = N x x x © COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE.OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A -27 N a d N � o O N N o N v N 0] e r C C) e r O r O r O r O N x a) E E N co c (0 o ca 0 W 0 c00 0 0 OMf C, a) o N r X x x X x E M a) 7 E 0 x O x O x O x co x O x O O G c0 o O E m C U) e e e c s s: x x e x M O 0 0 o i 0 a M co M M M M M M a M p 0000 x C E - x x x x x x x x x x _• x x �o o M ihM�MMx MMM� �O1D W O o x x x x x AD N N N O O N N � .2 - m d O Q - y ;r ;;r W( � '>, 6 7 3 0 0 0 0 0 V• •v 'CO i0 E m N N N N O M M O' .� E (D r °rr eNNr°�c00 x x x x °E o ,C E m N O N G O O O O O O x 01 : e - N m p) rfl ma x x x x 3 _x x x M% 10 l n c o E a 3 0 E o N m m o oe 0 O o O u'f 0 in W N ti N N N Do of 0 O 0 O 0 O 0 a N O M O 0 0 0 0 0 0 0 O 0 r• IC x x x E 0 y x m O C 0 0 0 0 O O O O x m- L C O a y M to x x x x x x x x x e N moor E E x d K1 c- to I- 1� I c 00 -• � Qi o r m � x C x x - >< - a) c E m N E � x x x x x x x x x x N N N N — C Q p F.., N U) N N lV M N (V N N N 00 G m Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 Telephone #: (386) 767 -4774 Fax #: (366) 767.6556 Email: lebpe @babouth.net © COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE.OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A -27 SECTION 7 I SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1 -1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS - ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL EXISTING HOST STRUCTURE SCALE: 3"= V -0" #14 x 1/2" WAFER HEADED WOOD FRAME, MASONRY OR S.M.S. SPACED @ 12" O.C. OTHER CONSTRUCTION � .. ....... FOR MASONRY USE. (2) 1/4" x 1 -114" MASONRY . . . ANCHOR OR EQUAL @ 12" O.C. FOR WOOD USE: #14 x 1 -1/2" S.M.S. OR WOOD ... ...... ..... SCREWS @ 12" O.C. "" ° FLOOR PANEL ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 3" =1' -0" WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB - FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB - FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1 -1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t ". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE,ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 1100-1231 130 1 140 1 150 #8 1 #10 1 #12 1 #12 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F1 32121 Telephone #: (386) 767 -4774 Fax t (386) 767 -6556 Email: lebpe @belisouth.nat PAGE QC COPYRIGIiT 2006 7-4 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SOLID ROOF PANEL PRODUCTS SECTION 7 Ul G m tt3 D O 0 J O d co a Ln m Q > >, C ie Of •y m ♦O) G tu y v 0 C E E Q, O O O O N LL LL LL LL O m Of a w U, n m a [e G G G C 3 v l7 0 `o o m m O J O O c10, O O Cr Q LL (1 U U V m N N N In Q N Q) > W W W W O O O O ♦;i., a r r r r C m w_ N N co N E m O `o `o o p O O , D a r r Lo CI) 14 r r v 'D 3 0 — 0 0 0 + O U) o 0 0 0 3 a a a O C C C e •� Q. 7 7 7 E 11 a a a a Q fq q q q d Z m d 01 m 3 m O t0 CGO W IGO C W as a a a a r O O O O O cl CL CD C Lo C-4 N w X X cl x O d w O DD 67 Op .G a 1'e O X X X tD F- i+) O Z EUCE 2000m Lawrence E. Bennett, P.E. FL # 16644 Elite Aluminum Corporation CIVIL & STRUCTURAL ENGINEERING 1801 N.W. 64th Street P.O. Box 214368, South Daytona, F132121 Penal P,oduds Telephone #: (386) 767 -4774 Fax #: (366) 767.6556 Ft. Lauderdale, FL 33309 Email: lebpe�bellsouln.net Tel: (954) 491 -3700 Fax: (954) 491 -1433 © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT. 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