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HomeMy WebLinkAboutDESIGN CHECK LIST­ 6 i� 015-? l l0e(Page n Check List for Screen / Vin I RoomP(P e1 of 2 I. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by m��f�0�0� Lawrence E. Bennett and are in compliance, with the 2004 Florida Building Code Edition with 2006 �� Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part 1--A & II -A; Exposure ���ieCOBW or'C'O or'DO; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, 120 r MPH for 3 second wind gust velocity load; Basic Wind Pressure ; Design Pressures for Screen / Vinyl Rooms can be found on page 3A-ii: Sew a. "B" exposure = PSF for Roofs & PSF for Walls b. "C" exposure = PSF for Roofs & PSF for Walls A�c c. "D" exposure = PSF for Roofs & PSF for Walls Negative I.P.C. 0.18 For "C" or "D" exposure design loads, multiply "B" exposure loads by factors in table 3A-C on page 311i. 11. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. Patricia Ann Carter Phone: 772 4615369 Con or Authorized Rep* N me lease print) —/% Date: V V ~ - tractor ( Authorized Rep* Signature Job Name & Address Note: Projection of room from host structure shall not exceed 16'. Ill. Building Permit Application Package contains the following: Yes A. Project name & address on plans ............................................... �`r B. Site plan or survey with enclosure location ........ I f .......................... ... C. Contractor's / Designer's name, address, phone number, & signature on plans .... r✓ D. Site exposure form completed ................................................. ✓ �W1sl+t No 0 E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following: _ ✓- 0 1. Plan view with host structure area of attachment, enclosure length, and ........ projection from host structure dimensions & heights 2. Front and side elevation views with all .................. 3. Beam span, spacing, & size ................................................ (Select beam size from appropriate 3A.1 series tables) �✓ 0 4. Upright height, spacing, & size .............................................. (Select uprights from appropriate 3A.2 series tables) (Check Table 3A.3 for minimum upright size) _ i ✓ 0 5. Chair rail or girts size, length, & spacing ..................................... (Select chair rails from appropriate 3A.2 series tables) ✓ 6. Knee braces length, location, & size ......................................... (Check Table 3A.3 for knee brace size) IV. Highlight details from Aluminum Structures Design Manual: Yes No A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate ...... 0 Section 3A tables used: Beam allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone, and/or "C" or "D" Exposure for load width Look up span on 120 MPH table and apply the following formula: Span / Height Required Span @ 120 MPH @ MPH G 0.00 (b or d) x 1.00 (b or d) x 1.040 (b or d) _ Wind Zone Multiplier ** L Exposure Multiplier ** * Must have attended Engineer's Continuing Education Class within the past two years. ** Appropriate multiplier from page 3A-ii and page 3A-iii. b-7 tie " n Check List for Screen / Vinyl Room (Page 2 of 2 i B. Upright tables w/ sizes, thickness, spacing, & heights ........................... M (Tables 3A.2.1, 3A.2.2, or 3A.2.3) Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: Span / Height Required Span @ 120 MPH �1.00 oo (b or d) x (b or d) x 1.00 (b or d) _ @ MPH p Wind Zone Multiplier ** J Exposure Multiplier ** Yes No C. Table 3A.3 with beam & upright combination if applicable ........................ EE ED D. Connection details to be used such as: 1. Beam to upright........................................................... ®✓ 2. Beam to wall.............................................................. 3. Beam to beam............................................................. ✓ '' ' 4. 'Chair rail, purlins, & knee braces to beams & uprights ........................ 0 5. Extruded gutter connection .................................................. ©✓ 6. U-clip, angles and/or sole plate to deck ...................................... ®✓ M E. Foundation detail type & size.........................................bPY ..... Notes:FILEt ** Appropriate multiplier from page 3A-ii and 3A-iii. b-8 i II. FIL' OPY SCE • DESIGN / COMPONENT SELECTION FOR A ► . PATIO ROOM w/ a SOLID ROOF - Screened or Enclosed - Side 1 of 4 Using as Reference: Aluminum Structures Design Man al Florida Building Code, lition by Lawrence Eennett, .E. Designer l fit! Jobsite Address:z5u2a1,7 a Owner. ---X ze l Contractor (if other, than Designer): Fora: Screen (only) - G Vinyl . oom - ❑ Glass Room Date: Zg TO -0 7 Wind Zone. / U mph Overall. Room Size:. Lengthby Projection of: (Feet) Overhang on Host Structure: D , Attached Aluminum Cover [Clear] Spans: Room!Height @ Roof Attachment: and, @ Roof Bearing Wall: 1j 1,7 A) R Panel Selection: (for Standard 3" Riser or Composite Pans per Section 7, Table %i .7s q- Using:;❑ 3" Riser by 12' Wide by C. .026" or, ❑ .032" thickness by 3105H14 Alloy Panel (see Page , OR, 3" Industry Standard Composite Panel Roof W/ ❑ .024" or. ..030";Skin (see Page # OR, ei ��," Metals USA PRO-FAB Composite Panel Roof w/ 19 W or, ❑ .032" Skin (see Page # 7• y 6 , OR, '[I Other Specialty Panels, per B) Intermediate Beam: NO V YES (pprSection Z ' .C®a rfg L% / l )R Section 3, %o_//@ 3/4,1,3-/90�013�' i Spacing = L��.�tf Span =' l Member Selected C) Edge Beam 0, Roof Bearing: (per Section 3, Table /—,13 D /"�. V -13 �„ er Tributary Load Width ('r4 Span + Overhang) _� (Ft)-- Round Up to: / (Ft) ce Select Extrusion: X 3. X e Oy5"a/ Maximum Allowable [tabular] Span of: D) Columns (Posts. Uprights) in Roof Bearma Wall: (par Section 3, Table,34, Typical Spacing 8 Load.Width("11�): (Feet) Rounded to. Newest Tabular Value of: _rr Wall Height: �i ll Post Span is: r� , Selected & Using: Zxoe�Y� E) Columns (Posts. Uprights) in NON -Bearing Wall: (per Section .3, Table Mark ( P1 } - Width of: by height & span of: Selected / Using 2X5 x_ r 04-2 _ Marie (P2) -Width of: iT by height & span of: , Selected /Using F) Wall Ho6zontals(Secondary Screen Wall Members): (per Section, Table 3A. (Note: 114aximum vertical poacing of wall horizontals •{aka gir.= T-0") 1,) Height (from sole plate) I�e e (� e let ✓2v (ft) Load Width Span y(ft) � (ft) Using _� 2x2 Hollow or , 2) Height from sole plate) (ft) Load Width (ft) SpanA (ft) Using _ 2X2 Hollow orA06 ' G) Miscellaneous Elements: Exterior Comers / Intersection of Bearing and Bearing Walls: 2Y&Hollow and 1X2 OB (Composite 2NS) Sore PI tel, IX2 OB Top Plate of Non -Bearing (Side) Walls: 2 :r,_ 0 SOLID ROOF PANEL PRODUCTS I SECTION 7 INDUSTRY STANDARD ROOF PANELS :1-1 w 1� 12.00" 12" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 3" = 1'-0" 0 0 r� 12.00" - 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 3" = V-0" w 0 CLEATED ROOF PANEL 'T PANEL DEPTH FROM SCALE: 3" = 1'-0" ALUMINUM SKIN TABLES FF E.P.S. CORE J = z 0- SIDE CONNECTIONS a o (DO NOT AFFECT SP, 48.00" . COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 3" = 1'-0" Lawrence E.' Bennett, P.E. FL # 16644 FILE COPY*CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net I © COPYRIGHT 2008` PAGE _ I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 7-1 SECTION 7 EXISTING TRUSS OR RAFTER SOLID ROOF PANEL PRODUCTS (2) #10 x 1-1/2" S.M.S. OR iWOOD SCREW PER RAFTER OR TRUSS TAIL ALTERNATE: #10 x 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING FASCIA 6" x T x 6" 0.024" MIN. BREAK FORMED FLASHING ROOF PANEL* SCREW #10 x (T + 1/2") W/ 1-1I4" FENDER WASHER *FOR FASTENING TO ALUMINUM USE TRU FAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH POST AND BEAM (PER WIND SPEED "D" EXPOSURE; 6" O.C. ABOVE TABLES) 130 MPH AND UP TO A 150 MPH WIND SPEED f "D" EXPOSURE. f ALTERNATE MOBILE HOME FLASHING FOR FOURTH WALL CONSTRUCTION COMPOSITE ROOF PANELS SCALE: 3" = V-0" INSTALLATION INSTRUCTIONS. A. PLACE (2) BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. B. SLIDE 1" TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. C. FASTEN HEADER TO FASCIA BOARD WITH #10 x 1" SCREWS @ 6" O.C. STAGGERED TOP AND BOTTOM (SEE DETAIL ABOVE) D. PLACE COMPOSITE ROOF PANEL INTO HEADER AND ATTACH TO 4TH WALL POST AND BEAM SYSTEM ONLY. DO NOT ATTACH TO HEADER. HEADER IS USED AS FLASHING ONLY. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERINGAll— P.O. Box 214368, South Daytona, FI 32121 Telephone M (386) 767-4774 Fax #: (386) 767-6&% Email: lebpe&elisoulh net PAGE © GOPYRIGH7 2M 7-6 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 PAN ROOF ANCHORING DETAILS RIDGE CAP SEALANT PAN HEADER (BREAK - FORMED OR EXT ) #8 x 9/16" TEK SCREWS @ HEADERS AND PANELS ON PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW — HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER — ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER ROOF PANEL T_O BEAM DETAIL iWHEN FASTENING TO ALUMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP FOR PAN ROOFS: TO 130'MPH WIND SPEED EXPOSURE "D": 6" O.C. FOR (3) EACH #8 x 1/2" LONG S.M.S. ABOVE 130 MPH AND UP TO PER 12" PANEL W/ 314" 150 MPH WIND SPEED ALUMINUM PAN WASHER EXPOSURE "D" CAULK ALL EXPOSED SCREW HEADS at WASHERS ROOF PANEL FOR COMPOSITE ROOFS: (PER TABLES SECTION 7) #10 x (t + 1/2") S.M.S. W/ SUPPORTING BEAM 1-1/4"0 FENDER WASHERS @ 12" O.C. (LENGTH = (PER TABLES) PANEL THICKNESS + 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) ROOF PANEL TO BEAM FASTENING DETAIL SCALE: 3" = V-0" BOTH SIDES OF BEAM FOR GABLED APPLICATION PAN OR COMPOSITE ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM C 0 PY Lawrence E. Bennett, P.E. FL # 16W 1 CIVIL & STRUCTURAL ENGINEERING OLEP.O. Box 214368, South Daytona, Fl32121 Telephone #: (386) 767-4774 Fax #: (366) 767-6w6 Emall: lebpe@bellsoulh.net i O COPYRIGM 2t188 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 7-21 'a R 0 J N a Q C (A d f� c C M gm Q. J C to Z Q N O� m Q 00 wYE w d O LL N t, G W 2 G O 1 3 t d OX J Ro :R CL V Cl >w Oo NQ n. o. E el, O C C G m U. 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Bennett, P.E. FL # 16644 Building Products L.P. CIVIL & STRUCTURAL ENGINEERING 7815 American Way, Groveland, FL 34736 P.O. Box 214368, South Daytona, FI 32121 TEL: (352) 787-7766 x202 FAX: (352) 429-20n Telephone#: (386)767-4774 Fax#: (386)767-&5%M TOLL FREE: 1-800-342-9077 bkaufmann@metalsusa.com Emall: Iebpe@bellsouthnet I ® GOPYRIGM 2M PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-45 FILE COPY ALUMINUM FRAMING COMPONENTS SECTION 8 1.00" A = 0.243 in? 2.00" WT = 0.278 p.l.f. A = 0.451 in? o Ix = 0.136 in.4 WT = 0.620 p.l.f, L:'x2" 4" • o - Ix = 0.640 in N Sx = 0.137 in? 0.045" • + c 6063 - T6 C6 Sx = 0.427 in? 6063 - T6 0.044" OPEN BACK SECTION SCALE* 3" = r-0° C7SCALE: 7�33"= ECTION 1.00" A = 0.287 in? _ WT = 0.329 p.l.f. o Ix = 0.368 in.4 A = 0.685 in? n M Sx = 0.247 in? WT = 0.785 p.l.f. 6063 - T6 b Ix = 1.393 in" 0.050" + CD Sx = 0.697 in? 1" x 3" x 0.044" OPEN BACK SECTION 6063-T6 SCALE: 3" = V-0" 2.00" A = 0.424 in? WT = 0.486 p.l.f. 2" x 4" x 0.050" PATIO SECTION Ix = 0.232 in" SCALE: 3" = V-0" 0.044" + � Sx = 0.234 in? 6063 - T6 in .2 i .954 = 2" x 2" x 0.044" PATIO SECTION A A 0 154 p.l.f. SCALE: 3" =1'-0" Ix = 2.987 in" 2.00" A = 0.496 in? 0.062" + o Sx =1.195 in? WT = 0.568 p.l.f. In 6063 - T6 c Ix = 0.276 in" 0.055" Sx = 0.279 in? i 6063 - T6 2" x 2" x 0.055" PATIO SECTION 2" x 5" x 0.062" PATIO SECTION SCALE: 3" = V-0" SCALE: 3" = V-0" 3.00" A = 0.451 in? 3.00" A = 0.716 in? WT = 0.620 p.l.f. WT = 0.820 p.l.f. c Ix = 0.336 in. + o Ix = 0.477 in." 0.045" o Sx = 0.336 in? 0.070" N N Sx = 0.477 in? - 6063 - T6 -41 6063 - T6 3" x 2" x 0.045" PATIO SECTION 3" x 2" x 0.070" PATIO SECTION SCALE: 3" = T-0" SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F13212l Telephone #: (386) 767-4774 Fax #: (386) 767-6&% Email: lebpe@bellsouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF IAWRENCE E. BENNETT, P.E. 8-1 FILE COPY 1 , SECTION 8 r 3.00" -T 0.093" + a m ALUMINUM FRAMING COMPONENTS 2.00" A = 0.482 in? A = 1.081 in? WT = 0.552 p.l.f. WT = 1.239 p.l.f. --oo Ix = 0.609 in. 0.050" + S? Ix = 1.523 in." x = 0.406 in Sx = 1.015 in? 6063 - T6 6063 -T6 2" x 3" x 0.050" TILT SECTION 3" x 3" x 0.093" PATIO SECTION SCALE: 3" = V-0" 3.00" A = 1.438 in? WT = 1.648 p.U. 0.125" + a Ix = 1.984 in. ° M Sx = 1.323 in? 6063 - T6 3" x 3" .x 0.125" PATIO SECTION SCALE: 3" = V-0" 4.00" A = 1.938 In? WT = 2.221 p.l.f. c Ix = 4.854.in.4 0.125" o Sx = 2.427 in? .4 6063 - T6 4" x 4" x 0.125" PATIO SECTION SCALE: 3" = T-0" SCALE: 3" = V-0" 2.00° A = 0.582 in? WT = 0.667 p.l.f. c Ix = 1.228 in.° 0.050" + Sx = 0.614 in? 6063 - T6 2" x 4" x 0.050" TILT SECTION SCALE: 3" = V-0" 2.00" + o 0 ri 0.045",' A = 0.613 in? WT = 0.702 p.l.f. Ix = 0.773 in' Sx = 0.515 in? 6063 - T6 2" x 3" x 0.045" SPECIAL SECTION 3.00" A = 0.562 in? 0.0775 . WT = 1.122 p,l.f 0.045" + o Ix = 0.762 in.° a; Sx = 0.920 in .3 6063 - T6 3" x 3" x 0.045" FLUTED SECTION SCALE: 3" = T-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING_ P.O. Box 214361, South Daytona, FI32121 FILNE COPY Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@ballsouth.nat PAGE © COPYRIGHT 2006 8-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ALUMINUM FRAMING COMPONENTS 2.00" 0 0.046" +o 0 o �r L4U A = 0.772 in? WT = 0.885p.1 Ix = 1.940 in.' Sx = 0.959 in. 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 4" x 0.046" x 0.100" SELF MATING BEAM SCALE: 3" =1'-0 2.00" A=0.964in2 WT = 1.105 p.l.f. 0.050" + o Ix = 3.691 in." In N Sx = 1.468 in 3 T d 6063 - T6 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 5" x 0.050" x 0.120" SELF MATING BEAM SCALE: 3""- 1'-0" SECTION 8 2.00° -� A = 1.095 in? WT = 1.255 p.l.f. 0.050" + o Ix = 5.919 in 0 Sx = 1.965 in.3 6063 - T6 0 STITCH W/ (1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 6" x 0.050" x 0.120" SELF MATING BEAM_ SCALE: 3" = V-0" 2.00" 0.055" + CD ti 0 N T A = 1.259 in? WT = 1.443 p.l.f. Ix = 8.746 in' Sx = 2.490 in 3 6063 - T6 STITCH W1(1) #8 S.M.S. @ 24" O.C. TOP AND BOTTOM 2" x 7" x 0.055" x 0.120" SELF MATING BEAM SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING rP=1L'E COPY P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax M (386) 767-M6 Email: lebpe@bellsouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 8-3 SCREEN, ACRYLIC $ VINYL ROOMS INTERIOR BEAM (SEE TABLES 3A.1.3) H ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM (SEE TABLES 3A.1.4) SECTION 3A HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST SLOPED SOLID ROOF ENCLOSURE HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING FILE COPYP.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax A (386) 767-6556 Email: lebpe@bellsouth.net COPYRIGHT 2888 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-1 SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS H* / LW` FOR MAX. / UPRIGHT EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) HEIGHT (h) 1" x 2" MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING TYPICAL SCREEN, ACRYLIC OR VINYL ROOM (FOR FOOTINGS SEE DETAILS PAGE 3A-37) W/ SOLID ROOF TYP. FRONT VIEW FRAMING * (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) 'LW LOAD WIDTH FOR ROOF BEAM ALTERNATE CONNECTION 'P/2' 'P/2' @ FASCIA ALLOWED SIZE BEAM AND UPRIGHTS (SEE SECTION 7 FOR DETAILS (SEE TABLES) O w� O.H. z v SOLID ROOF X ix NO MAXIMUM w 11- N (ELEVATION SLAB OR GRADE) P =PROJECTION FROM BLDG VARIES VARIES LW = LOAD WIDTH NOTES: 'P' VARIES 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION W/ 1/4" x 2-1/4" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND W/ IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL W/ #10 x 2-1/2" S.M.S. W/ WASHERS OR #10 x 2-1/2" WASHER HEADED SCREW 2'-0" O.C.. ANCHOR BEAM AND COLUMN INTERNALLY OR W/ ANCHOR CLIPS AND (2) #8 SCREWS W/ WASHERS @ EACH POINT OF CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 123 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 TYPICAL SCREEN ROOM SCALE: 3/16" = V-0" '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@bellsoulh.net 1-13A-2 I O NOT TO BE EPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN, ACRYLIC $ VINYL ROOMS PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING (4) #8 x 1/2" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x 2" ANGLE CLIPS EACH SIDE OF POST 1 IGIRT OR RAIL AND KICK LATE 2IR 2HOLLOW RAIL SECTION 3A 1" x 2" TOP RAILS FOR SIDE WAI KITH MAX. 3.5' LOAD WIDTH SH, HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE MAX. UPRIGHT SPACING 100 7'-0" 110 6'-7" 120 6'-3" 123 6'-1" 130 5'-8" 1401&2 5'-1" 150 4'-11 " INTERNAL OR EXTERNAL 'U CLIP OR'U' CHANNEL CHA RAIL ATTACHED TO POST W/ MIN. (4) #10 S.M.S. ANCHOR 1 x 2 PLATE TO V 1 x 2 OR 2 x 2 ATTACHED T CONCRETE WITH 1/4" x 2-1/2" BOTTOM W/ 1" x 1" x 2" x 1/ CONCRETE ANCHORS WITHIN 0.045" ANGLE CLIPS EACH 6" OF EACH SIDE OF EACH SIDE AND MIN. (4) #10 x 1/e POST AT 24" O.C. MAX. OR S.M.S. THROUGH ANGLE AT 24" O.C. MAX. 1" x 2" x 0.032" MIN. OPEN E MIN. 3-1/2" SLAB 2500 PSI EXTRUSION CONC. 6 x 6 -10 x 10 W.W.M. °' a OR FIBER MESH a °� 1-1/8" MIN. IN CONCRETE (ALTERNATE WOOD DECK: 2" PTP USE WOOD FASTENERS VAPOR BARRIER UNDER W/ 1-1/4" MIN. EMBEDMENT) CONCRETE POST TO BASE, GIRT AND POST TO BEAM DETAIL SCALE: 3" = V-0" COP Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #., (386) 767-4774 Fax #: (386) 767.66M Emall: lebpe@belLwuthnet I O COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 3A-3 SCREEN, ACRYLIC $ VINYL ROOMS COMPOSITE ROOF PANELS: (4)1/4" x 4" LAG BOLTS W/ 1/4" FENDER WASHERS PER 1 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES 2"x2"OR2"x3"HOLLOW GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 3" = V-0" SECTION 3A RISER PANELS ATTACHED CHAPTER 7 HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2" x 2", 2" ( 3" OR 3" x 2" ) fl HOLLOW SEE SPAN TABLES 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 2-1W' MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) Lawrence E. Bennett, P.E. FL # 16644 FILE COPYCIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: Iebpe@belisouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-7 SCREEN, ACRYLIC & VINYL ROOMS SECTION 3A Table 3A.1.1-130 Allowable Edge Beam Spans -Hollow Extrusions for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF (56.6 #/SF for Max. Cantilever) Aluminum Allnv WWII TA 2" x 2" x 0.044" 2" x 2" x 0.055" Load Width (ft.) Max. span 'L' ! (bonding 'b" or deflection 'd') Load Width (ft.) Max. Span 'L' ! bending 'b' or deflection 'd j 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Ca Max. r 5 4'-10" d 5'-11" d 6'-0" b 0'-11" d 5 5'-1" d 6'-4" d 6'-5" d 0'-11" d 6 41-6" d 5'-7" d 51-6" b 0'-10" d 6 4'-10" d 5'-11" d 61-0" b 0'-11" d 7 1 4'-4" d V-3" b S-1" b 0'-10" d 7 4'-7" d 5'-8" 'd 5'-7" b 0'-10" d 8 4'-1" d 4'-11" b 4'-W b 0'-9" d 8 4'-4" d 5'-W d V-3" b V-10" d 9 T-11" d 4'4' b 4'-6" b 0'-9" d 9 4'4' d 5'-1" b 4'-11" b 0'-10" d 10 3'-10" d 4'-5" b 4'-3" b 0'-9" d 10 4'-1" d 4'-10" b 4'-8" b 0'-9" d 11 T-8" d 4'-W b 4'-1" b 0'-W d 11 T-11" d 4W" b 4'-0" b. 01-V" d 12 T-7" d 4'-0" b 3'-11" b 0'-8" d 12 T-10" d 4'5" b 4'-3" b 0'-0" d 3" x 2" x 0.045" 3" x 2" x 0.070" Load Width (ft") Max. Span I (bending'b' or deflection'd' Load Width (ft-) Max. Spa I (bendln 'b' or deflection'd') 1 & 2 Span 3 Span 4 Span Cantilever 1 & 2 Span 3 Span 4 Span Cantilever 5 5'S" d 6'-9" d 6'-10" d 1'-0" d 5 &-1" d 7W" d T-B" d 1'-2" d 6 IVA" d V-4" d 6'4" b 0'-11" d 6 5'4' d 7'-1" d 7'-3" d VA" d 7 4'-10" d V-0" d T-10" b 0'-11" d 7 5'-8" d 6'-0" d 6'-11" d 1'-0" d 8 4'-8" d V-8" b 5'S" b 0'-11" d a 6-3" d 6'-5" d 6'-6" b 0'-11" d 9 4'-6" d V-4" b 5'-2" b 0'-10" d 9 5'-0" d 6'-3" d 6'-V b 0'-11" d 10 4'-4" d 5'-V b 4'-11" b 0'-10" d 10 4'-10" d 5'-11" b 5'-9" b 0'-11" d 11 4-2" d 4'-10" b 4'-0" b 0'-10" d 11 4'-8" d V-8" b 5'-6" b 0'-11" d 12 4'-1" d 4'-8" b 4'-6" b 0'-9" d 12 4W" d 5'S" b 5'S" b 0'-10" d 2" x 3" x 0.045" 2" x 4" x 0.050" Load Width (ft-) Max. 3 an 'L' !(bending W or detection 'd') Load Width (ft.) Max. Span 'L' I (bendln 'W or deflection 'd') 1 & 2 Span 3 Span 4 Span Cantilever ever 1 & 2 Span 3 Span 4 Span x. Cantilever 5 6'-9" d 8'-4" d 8'-2" b 1'-3" d 5 8'-9" d 10'-9" b 10'5" b 1'-W d 6 6 4' d 7'-B" b T-6' b 1'-2" d 6 8'-3" d 9'-10" b 9-6" b 1'-7" d B_ __'d T-2" b 6'-11" b 1'-2" d 7 T-10" d 9'4" b 8'-10" b 1'-6" d 8 V-9" d V-8" b 6'-W b 1'-1" d 8 1 T-6" d 8'-6" b 8'S" b 1'S" d 9 5'-T' d 6'-3" b 6'-1" b 1'-1" d 9 7'-2" b. 8'-0" b 7'-9" b V-4" d 10 5'-4" b 5'-11" b 5'-W b 1'-0" d 10 6'-10" b 7'-7" b 7'-4" b 1'-4" d 11 T-1" b 5'-8" b V-6" b 0'-11" d 11 6'-6" b 7-3" b 7'-0" b V-3" d 12 4'-IW b 5'S" b 5'-0" b 0'-11" d 12 V-3" b V-11" b 6'-9" b 1'-3" d Notes: 1. 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. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 166U CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6 5 Email: lebpe@betk*uth.net O COPYRIGHT 2000 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3A-13 =f� 3t<<. r z CD c C 7 z r— o Qa 0) m ?� w CO ITI m m X � C 00 CD m A N C Ill O CD # N 2 tD T Y^�J ~ ,m -n 81Nm I— V'� m s 0) N s Table 3A.1.3-130 Allowable Beam Spans for Miscellaneous Framing Beams for Screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15.0 #/SF Aluminum Alloy 6063 T-6 Hollow and Single Self -Mating Beams Tributary Load width 2'-0" 1 T-O" 1 4'-0" 1 9-0" W[ti'=0'!:J ' 7'-0.' 1 8'-0" 1 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 1 18'.0" Allowable Span'L' I bending'b' or deflection'd' F2" x 4" x 0.050" HOIIOvZ 11'-10" d 10'-4" d 9'-5" d 8'•9" .' 3"-di T-10" d T-6" d 6'-10" b 6'-3" b 5'-9" b 5'-5" b 5'-l" b 2" x 5" x 0.062" Hollow 15'-3" d 13'-4" d 12'-2" d 11'-3" 0'-7"J IVA" d 9'-8" d 8'-11" b 8'-2" b T-7" b T-1" b 6'-8" b 2" x 4" x 0.046" x 0.100" 13'-3" d 11'-7" d 10'-6" d 9'•9" '-1" b j 8'-5" b T-10" b 7'-0" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b2" x 5" x 0.050" x 0.100" 16'-5" d 14'-4" d 13'-0" d 12'-1" 1'-1" b 10W b 9'-B" b 8-7" b T-10" b 7'-3" b 6'-10" b 6'-5" b 2" x 6" x 0.050" x 0.120" 19'-2" d 16'-9" d 15'-3" b 13'-8" 2'-5" b 11'-6" b 10'-9" b 9'-B" b 8'-10" b 8'-2" b 7'-7" b 7'-2" b 2" x 7" x 0.055" x 0.120" 21'-11" d 19'-1" b 16-6" b 14'-9" b 13'-6" b 12'-6" b 11'-8" b 10'-5" b 9'-6" b 8'-10" b 8'-3" b 7'-9" b 2" x 8" x 0.072" x 0224" 27'-1" d 2T-8" d 21'-6" d 19'•11" d 18'-10" d 1 T-10" d 1 T-1" d 15'-6" b 14'-2" b 1 T-2" b 12'-3" b 11'-7" b 2" x 9" x 0.072" x 0.224" 29'-9" d 26-11" d 23'-7" d 21'-11" d 20'-7" d 19'-6" b 18'-3" b 164' b 14'-11" b 1 T-9" b 12'-11" b 12'-2" b 2" x 9" x 0.082" x 0.306" 30'-10" d 26'-11" d 24'-6" d 22'-9" d 21'-5" d 20'-4" d 19'5" d 18'-0" d 16-11" d 16'-1" b 16-1" b 14'-2" b 2" x 10" x 0.092" x 0.369" 37'-1" d 32'-5" d 29'-5" d 2T-4" d 25'-9" d 24'-5" d 23'-4" d 21'-B" d 20'-5" d 19'5" d 18'-3" b Double Self -Mating Beams Tribute Loed width 2'-0" 3'-0" 4-0" 5-0" 6'-0" 7'-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'.0" Allowable Span'L' 1 bending'b' or deflection'd' 2" x 8" x 0.072" x 0.224" 34'-2" d 29'-10" d 27'-1" d 25'-2" d 23'-8" d 22'-6" d 21'-6" d 19'-11" d 18'-10" d 17'-10" d 17'-1" d 16-4" b 2" x 9" x 0.072" x 0.224" 37'-6" d 32'-9" d 29'-9" d 2T-7" d 25'-11 " d 24'-8" d 23'-7" d 21'-1I'd 20'-7" d 19'-6" b 18'-3" b 17'-2" b 2" x 9" x 0.082" x 0.306" 39'-10" d 34'-10" d 31'-8" d 295" d 27'-8" d 26'-3" d 25'-1" d 23'-4" d 21'-11" d 20'-10" d 19'-11" d 19'-2" d 2" x 1 O" x 0.092" x 0.369" 46-9" d 40'-10" d 37'-l" d 34-5" d 32'-5" d 1 30'-9" d 29'-5" d 27'-4" d 25'-8" d 24-5" d 23'-4" d SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS Table 3A.2.2 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms Aluminum Alloy 6063 T-6 For'3 second wind aust at 130 MPH velocitv: usina desian load of 18.0 #/SF Sections Tributa . Load Width W =Yt!riin Spacing 3'-0" 1 3'-6" 1 4'-0" I tW-6' VMjM 7 '41[51E6':,F'� P 6'-0" 1 6'-6" 1 7'-0" 7'-8" Allowable Height 'H' / bending 'b' or deflection 'Cr 2" x 2" x 0.044" Hollow 5'-5" b 5'-0" b 4'-9" b 4'-5" b 4'-3" b 4'-0" b 3'-10" b 3'-8" b 3'-7" b 3'-5" b 2" x 2" x 0.055" Hollow 6'-3" b 5'-9" b 5'-5" b 5'-1" b 4'-10" b 4'-7" b 4'-5" b 4'-3" b 4'-1" b T-11" b 3" x 2" x 0.04V Hollow 6"-7" b 6'-1" b 5'-S" b 5'4' b 5'-1" b 4'-10" b 4'-8" b 4'-V, b 4'4' b 4 -2" b 3" x 2" x 0.070" Hollow 9'-11" b 9'-3" b 8'-0" b 8'-2" b 7'4' b 7'-4" b 7'-1" b 6'-9" b 6'-0" b 6'-4" b k2'1x_3" x 0.045","Hoil®w,i 7'-1" b 6'-6" b 6'-l" b r5`-9".,A �516" _ 5'-3" b 4'-11" b 4'-10" b 4'-7" b 4'-6" b 2" x 4" x 0.050'-H6ll6w 8"-10" b 8'-2" b 1 71-8" b 7'-2" b 6'-10" b 61-61" b 6'-3" bi 5'-111" b 5'-9" b 5'-7" b t2!L"T x-0:062"- Hol owl 12'-0" b 11'-6" b 1 10'-9" b 10'-l" b (9"-7"-& w912^' 8'-9" b 8'-5" b 8'-1" b 1 7'-10" b 2" x 4" x 0.046"- &M:B: " 11'-7" b 10'-9" b 10'-l" b 9'-0" b 8'-11" b 8'-7" b 8'-2" b 7'-11" b 7'-7'.' b 7'4" b 2" x 5" x 0.050" S.M.B. 14'-8" b 13'-7" b 12'-9" b 12'-0" b 11'-5" b 10"-10" b 10'-5" b 9'-11" b 9'-8" b 9'4" b 2" x 6" x 0.050" S.M.B. 16'-6" b 15'-3" b 14'-3" b 13'-0" b 12"-9" b 12'-2" b 1 T-8" b 11'-2" b 10'-9" b 10'-5" b 2" x 2" x 0.044" Snap 6'-6" b 5'-11" b 5'-7" b 5'-3" b 5'-0" b 4'-9" b 4' 7" b 4'-5" b 4'--3" b 4'4' b 2" x 3" x 0.045" Snap T-10" b 7'-3" b 6'-10" b 676" b 6'-1" b 5'-10" b 5'-7" b 5'-4" b 5'-2" b 4'-11" b 2" x 4" x 0.045" Snap 9'-0" b 8"-7" b 7'-11" b T-6" b T-2" b 6'-10" b 6'-6" b 1 6'-3" b 6'-1" b 1 5'-10" b 3" x 3" x 0.045" - Fluted 6'-0" b 5'-9" b 5'-0" b &-1" b 4"-10" b 4'-T' b 4'-S' b 4-3". b 4'-l" b 3'-11" b 3" x 3" X 0.000" Square 7'-8" b T-1" b 6'-8" b 8'-3" b 5'-11" b T-B" b 5'-5" b 5'4' b 5'-0" b 4'-10" b 3" x 3" x 0.093" Square 11'-2" b 10'-&' b 9'-8" b 9'-2" b 8'-8" b 8'-3" b T-11" b 7'-7" b 7'-4" b T-1" b 3" x 3" x 0.125" Square 16'-0" b 14'-10" b 13'-11" b 13'4' b 12'-0" b 11'-10" b 11'-4" b 10'-11" b 10'-6" b 10'-2" b 4"' x 4" x 0.125" Square 17'-4" b 16'-l" b 15'-0" b 1 14'-2" b 1 13'-5" b 12'-10" b 12'4' b 11'-9" b 11'-4" b 10'-11" b For 3 second wind aust at 1404&2 MPH velocity: usina desian load of 21.0 #/SF Sections Tributary Load Width W = Purlin Spacing 3'-0" 1 3'-6" 1 4'-0" 4'-6" 5'-0" 5'-6" 6%0" 1 6'-6" 1 7'-0" 7'.6" Allowable Height 'H' / bending 'b' or deflection'd' 2" x 2" x 0.044" Hollow 5'-0" b 4'-8" b 4'-4" b 4'-1" b T-11" b 3'-9" b T-7" b T-5" b 3'-4" b 3'-2" b 2" x 2" x 0.055" Hollow 5'-9" b 5'-4" b 4'-11" b 4'-8" b 4'-0" b 4'-3" b 4'-1" b T-11" b 3'-9" b 3'-8" b 3" x 2" x 0.045" Hollow 6'-1" b 5'-8" b 5'-3" b 4'-11" b 4'4' b 4'-6" b 4'4' b 4'-2" b T-11" b T-10" b 3" x 2" x 0.070" Hollow 9'-3" b 8'-6" b 7'-11" b 7'-6" b 7'-2" b 6'-10" b 6'-6" b 6'-3" b 6'-0" b 5'-10"- b 2" x 3" x 0.045" Hollow 6'-6" b 6'-l" b 5'-8" b 5'4" b 5'-1" b 4'-10" b 4'-7" b 4'-5" b 4'-3" b 4'-2" b 2" x 4" x 0.050" Hollow 8'-2" b 7'-7" b 7'-1" b 6'-8" b 6'4" b 6'-0" b 5'-9" b 5'-7" b 5'-4" b 5'-2" b 2" x 5" x 0.062" Hollow 11'-6" b 10'-7" b 1 9'-11" b 9'-4" b 8'-11" b 8'-6"' b 8'-l" b 1 7'-10" b 7'-6" b 7'-3" b 2" x 4" x 0.046" S.M.B. 10'-9" b 9'-11" b 9'4" b 8'-9" b 8'-4" b 7'-11" b T-7" b T-4" b 7'-0" b 6'-9" b 2" x 5" x 0.050" S.M.B. 13'-7" b 12'-7" b 11'-9" b I VA" b 10'-7" b 10'-1" b 9'-8" b 9'-3" b 8'-11" b 8'-7" b 2" x 6" x 0.050" S.M.B. 15'-3" b 14'-l" b 13-2" b 12'-5" b 11'-10" b 11'-3" b 10'-9" b 10'4" b 9'-11" b 9'-8" b 2" x 2" x 0.044"' Snap 5'-11" b 5'-7" b 5'-2" b 4'-11" b 4'-8" b 4'-5" b 4'-3" b 4'-l" b 3'-11" b T-9" b 2" x 3" x 0.045" Snap 7'4" b 6'-9" b 6'-4" b 5'-11" b 5'-&' b 5'4' b 5'-2" b 4'-11" b 4'-9" b 4' 7" b 2" x 4" x 0.045" Snap 8'-7" b 7'-11" b 7'-5" b 6'-1 V •b 6'-7" b 6'4' b &A" b 5'-10" b 5'-7" b 5'-5" b 3" x 3" x 0.045" Fluted 5'-9" b 5'4" b 1 5'-0" b 4'-9" b 4'-0" b 4'-3" b 4'-1" b 1 3'-11" b 3'-9" b T-8" b 3" x 3" x 0.060" Square T-1" b 6'-7" b 6'-2" b 5'-10" b 5'-6" b 5'-3" b 5'-0" b 4'-10" b 4'-8" b 4'-0" b 3" x 3" x 0.093" Square 10'-5" b 9'-7" b 8'-11" b 8'-6" b 8'-0" b T-8" b�7'44" b T-1" b 6'-10" b 6-7" b3" x 3" x 0.125" S uare 14'-10" b 13'-9" b 12'-10" b 12'-l" b 1 T-6" b 10'-11" b6" b 10'-1" b 9'-9" b 9'-5" b 4" x 4" x 0.125" Square IVA" b 14'-10" b 13'-11" b 13'-l" b 12'-5" b 11'-10" b4" b 10'-11" b 10'-6" b 10'-2" b Notes: 1. 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. 2. Spans maybe interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING FILE COPY P.O. Box 214361, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6&% Email: lebpe@bellsouth.net PAGE r COPYRIGHT"26NOT TO BE REPR2008ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Table 3A.3 Schedule of Post to Beam Size o � Aluminum Alloy 6063 T-6 m # Thru-Bolts '�" Beam Size Minimum Alternate @ L=D+1/;' Mtnimum Min. # Knee Min. Stiching o'� Post Size Post Size 1/4" a 3l8"o Knee Brace* Brace Screws Screws 24" o.c. ° 2" x 4" x 0.050" Hollow 3" x 3" x 0.060" 2" x 3" x 0.050"'*' 2 - 2" x 3" x 0.050" 3 #8 #8 ,Self-mating_Beams_ v 0 Z t2' x 4"-x-0.040Z-x_0.,10t1"--3 �Tlx3L' x.0.060n *2'x 3."_x.0A50"••* F2----� - x 3"x_0 050" (3)`#8-- r#8� o M 2" x 5" x 0.050" x 0.100" 3" x 3" x 0.060" 2" x 3" x 0.050"**' 2 - 2" x 3" x 0.050" (3) #8 #8 m Z 2" x 6" x 0.050" x 0.120" 3" x 3" x 0.060" 2" x 3" x 0.050" 2 - 2" x 3" x 0.050" 3 #10 #10 2" x 7" x 0.055" x 0.120" 3" x 3" x 0.060" 2" x 3" x 0.050" 2 2 2" x 3" x 0.050" (3) #10 #10 ° z 2" x 7" x 0.055" w/ Insert 3" x 3" x 0.093" 2" x 3" x 0.050" 2 2 2" x 3" x 0.050" (3) #10 #10 n 0 2" x 8" x 0.072" x 0.224" 3" x 3" x D.093" 2" x 4" x 0.050" 3 2 2" x 4" x 0.050" 3 #12 #12 2" x 9" x 0.072" x 0.224" 3" x 3" x 0.093" 2" x 5" x 0.050" x 0.100" 3 3 2" x 5" x 0.050" x 0.100" (3) #14 #14** M 2" x 9" x 0.082" x 0.306" 3" x 3" x 0.126" 2" x 6" x 0.050" x 0.120" 4 3 2" x 6" x 0.050" x 0.120" 4 #14 #14•` r x 10" x 0.092" x 0.369" 2" x 4" x 0.038" X 0.100" 2" x 7" x 0.055" x 0.120" 5 4 2" x 7" x 0.055" x 0.120" 6 #14 #14" ° MU2" 0i Qp Double Self Mating Beams 2 2" x 8" x 0.072" x 0.224" 2" x 5" x 0.050" x 0.100 4" x 4" x 0.125" 6 4 2" x 4" x 0.044" x 0.100" 8 #12 #12 m C 2 2" x 9" x 0.072" x 0.224" 2" x 6" x 0.050" x 0.120' 4" x 4" x 0.125" 6 1 4 2" x 6" x 0.050" x 0.120" (8) #14 #14** 2 2" x 9" x 0.082" x 0.306" 2" x 7" x 0.055" x 0.120' 4" x 4" x 0.125" 8 6 2" x 6" x 0.050" xD.120" (8) #14 #14*' v r 2 2" x 10" x 0.092" x 0.369" 2" x 8" x 0.072" x 0.224' 4" x 4" x 0.125" 10 8 2" x 7" x 0.055" x 0.120" 10 #14 #14" The minimum number of thru bolts is (2) X U) r :Minimum post / beam may be used as minimum knee brace O z Iv Decrease spacing to 16" o.c. Knee Brace Min. Length Max Length 0 ° n "' or 2" x 3" x 0.045" 2" x 2" x 0.044" 1'-4" 2'-0" m CD 2" x 2" x 0.055" 114, 2'-0"S. (n r n s 2" x 2" x 0.093" 114" 2'-0" z m o 2" x 3" x 0.050" 1'-6" 2'-6' m m a ITI 2" x 4" x 0.050" 1'-6" 3'-0" m Na x 'J 03 V C) CD miZ m JJ V A 0 CD CD -n w #dzm CO)_Nm,i m D Z 4 D