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O C C 0 0 0 M 0 0 0 0 C C M 0 0 0 CM. O HX " Sa ���r �� � rL����eM-� 1. 3Ng'rr�eN-�r��'Ox�N�O�eN� d D eTAucr LK Lawrence E. Bennett, F Ft 16e4 CIVIL & STRUCTURAL 6VIERIN ' 350 BURBANK ROAD ` OLDSMAR, FLORIDA 34677 P.O.Box 214368,South Daytiva:p32121 . ' NATIONWIDE 1-BOC-229-5257 LOCAL 81 3-855-2627 Telephone#: (386)7674774 Fax %7 Email: lebpe@bellsouth.&t FAX 81 3-855-8128 © COPYRIGHT 2008 *r A, Q�' f. ,. NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E.BENNETT,P.E. ` I !VIII - - r' ;•.^".- -..,-_.-....-.-..-... - General Notes atld Specifications Table 3B-A Wind Zone Conversion Factors r for Glass/Enclosed Rooms INTERIOR 8 (SEE TABLES 1.Certain of the following structures are designed to be married to Site Built block,wood frame,or DCA From 120 MPH Wind Zone to Others,Exposure"a approved Modular structures of adequate structural capacity.The contractor/home owner shall verify Roofs 38.1.4) Walls that the host structure is in good condition and of sufficient sU proposed ty t1Rna zone appned Loa Deflection Bending Appged Loa Deflection Bending HOST STRUCTURE OR ength to hold the ro ed addition. MPH nvsF) (d) (b (g/SF) d) (b) FOURTH WALL FRAME 2.If the owner or contractor has a question about the host structure,the owner at his ex 100 26.6 tot 1.01 14.9 1.13 1.20 architect,engineer,or a certified home inspection company to verify host structure capacity.)shah hire an 110 27.8 tgt t.o1 18,1 LO6 1.09 120 27.4 L00 1.00 2t5 PANS OR PANELS too too 3.The structures designed using this section shall be limited to a maximum 123 zes osa 0.97 22s 0.98 0.98 H ° structure.Freestanding structures shall be limited to the maximum spans and size limits of comma host 130 32.2 0s5 0.86 25.2 0.90 0.92 ALUMINUM ROOF SYSTEM w ' component parts t4o-t 37.3 0.90 0.88 29.3 0.90 o.as PER SECTION 7 set t or a max,of 16'peril i n unless a type II footing is added to load bearing walls.Larger than these limits 1ao-2 37.3 0.90 °.etS 29.3 0.90 0.86 - shall have site specific engineering. 150 42.8 o.8s 0.80 33.6 0.86 0.80 0 ; SII 4.The following rules apply to attachments involving mobile and manufactured homes: CARRIER BEAM POST Table 38-8 Wind Zone Conversion Factors N a.Structures to be Placed adjacent to a mobile/manufactured home shall use"fourth wall construction". for Over Hangs/ (•�jFs P�1�5 w' This applies to all utility sheds,carports,and!or other structures to be attached. All Room Types J V)From 120 MPH Wind Zone to Others,Exposure"B" b.Fourth wall constnlction means the addition shall be freestanding with only the roof flashing of the two MPH ne pPa91SPLoad Deiiaction Benbdinp W units being attached.The most common"fourth wall construction"Is ar J o the mobile!manufactured home.The same span tables can be used as for theefront am wall beam adjacent to 100 47.8 1.01 1.az TYPIC LOPED SOLID ROOF ENCLOSURE w fourth wall frames shall have knee braces on both fourth wall frame and outer wall frame 710 a7.7 1.00 1.00 120 48.3 t.00 7.00 a,/"� W when attaching to a slab.If post is set in concrete isolated footi @each end 123 50.8 0.98 0.96 SCALE: N.T.S. ~��~y�f ng,no knee brace is required. 130 56.6 0.95 os2 ALUMINUM ROOF SYSTEM W C.If the mobile/manufactured home manufacturer certifies in writing that the mobile home may be 74°7 65'7 0.90 0.86 PER SECTION 7 HOST STRUCTURE OR attached to,then a"fourth wall"is NOT required. 140-2 75.7 °so °.es FOURTH WALL FRAME = Q I 150 75.4 0.87 0.80 5.Section 7 contains span tables and the attachment details for pans and composite /- USE BEAM TO WALL DETAIL O~ panels. RIDGE BEAM(SEE TABLES d 8 Z 6.When using TEK screws in lieu of S.M.S.,longer screws must be used to Compensated for drill head. Conversion Table 38-C 38.1.5) 7.Glass and modular walls between existing walls,boors,and ceilings shall be allowed and spans shall be Load Conversion Factors Based on Mean Roof Height from Exposure"B"to"C"&"D" w Z U) W figured the same as other glass and modular wails. (� ! W Z LU - Exposure"B"to"C" a. I 0 ED E.p Lu Exposure"B"to D" U 8.For high velocity hurricane zones the minimum roof live load/ Mean Root Loa ler Le.d spsnMmflpner H Q d applied bad shall be 30 PSF. Het onversion areion H Z 9.Loads,coefficients,spans and heights maybe interpolated between values but not extra Factor Bending Delleetlon aor Bending Deflection Q� W d O values. plated outside 0-17 - 121 0.91 0.94 .47 0.93 _ W .] Q �- ui 7T-�, 1 0.88 W m Ld 10.For Design Check List and Inspection Guides for Glass&Modular Rooms,see 7'54 0.71 0.87 10 0 .91 1.60 0.76 Q th Appendix(Section 10). 25•-30' too 0.85 0.89 1.66 0.78 0.85 `"T/�S e W ~ O Z O O z 11.All aluminum extrusions shall meet the strength requirements of ASTM B221 after 40' ta7 0. 0.90 1.61 0.79 0.85 U N O Z , powder coating. •Use larger mean roof height of host structure or enclosure 12.All aluminum shall be ordered as to the alloy and hardness after heat treatment and paint is applied. values are from ASCE-o2 W -a U > N w Example:6063-T6 after heat treatment and paint process. W � 0 U w 13.Framing components Table 36-0 TYPICAL GABLE SOLID ROOF ENCLOSURE o g C0 m 0 9 ponents and room additions using this section of the manual cwnply w/requirements of HAMA for Glass and Modular Rooms Z /NPEA/NSA 2100-02 for category IV&V sunrooms,habitable and conditioned. SCALE: N.T.S. from Enclosed to Partially Enclosed 0 Z (' O g U) O Section 3B Design Slatement: Mmfl aro � N for for S ns I He hts O ? O Design Load bending deflection r' J Z The structures designed for Section 3B are solid roofs with glass or solid walls and are considered part of an enclosed or Rooh 7'30 0.85 os2 KQ Q O partially enclosed structural system since they are designed to be married tc an existing structure walla Dae F 0.86 0.90 The design wind loads used for glass rooms are from ASCE 7-02 Section 6.5,Ana U compliance with the 2004 Florida Building Code w/2006 Supplements.The bads assual Pamear roof height of less than 30';roof stops of 20'cis to 30°(+/_10°);I=1.00.All pressures shown in the table below are in PSF(#/SF).Negative -'Lu Z Internal pressure coefficient is 0.18 for enclosed and 0.55 for partially enclosed structures•(Multipilers must be used for LL Partially enclosed bads) O r F Anchors for composite panel roof systems were computed on a load width of 10'and 16 ¢ U 2 N ^ 3 Any greater bad width shall btt sites Protection with a 2'overhang. f J W r$ w pacific. F o LL All framing corn rWj uJ at 9 ponents are considered to be 6063-76 alloy.For components of 6005.75 and 6061-T6 multiply spans by UJ X 'I 1.13. General Notes and Specifications for Section 3B Tables: 0 (L WD LL _ Section 36 Design Loads for Roofs&Walls(PSF) Q Q5 ' 3 Bod (D r a ~ Enclosed Modular,Glass:and Screen Converted to Glass Rooms 2-14-2007 j` a Exposure" " Basle nd Live PURSUANT TO PROVISIONS OF THE FLORIDA DEPARTMENT OFm Z Nflrd Preasuro Desi n Loads Over Hang HIGHWAY SAFETY&MOTOR VEHICLES DIVISION OF MOTOR W CO x .0 E 0: Load Roofs Wags Ah Rook VEHICLES RULE 15C-2,THE SPAN TABLES,CONNECTION a) a W w Pressure +/- p..#. too MPH _ a�p_--3,3fhe 0• .`g0°^ DETAILS, ANCHORING AND OTHER SPECIFICATIONS ARE _26 8 1a s 4s a DESIGNED TO BE MARRIED TO CONVENTIONALLY -� a o O PH 14.0 3 /26.8 20.0 26.8 18. DESIGNED _ 120 MPH 17 0 4.2/2T4 2°'° CONSTRUCTED HOMES AND/OR MANUFACTURED HOMES ANp` +_•t tit:1 F 1 3 27.4 2t5 48.3 MOBILE HOMES CONSTRUCTED AFTER 1984. +t t m Z 123 MPH .18.0 4{/289 130 MPH 20.0 27.9. 22.6 56.6 .. l+ l �j - 20.0 4.!1!322 20.0 322 25.2. 56.6 { W - 23.0 5.7/37.3 20.0 37.3 2 29.3 65.7 ♦ U !i MPH P3:0-.__,,: --........3Z.3_..._._.. 29.3_.. _ , o 15o MPH 26.0 6•''/42 B 3p 0THE DESIGNS AND SPANS SHOWN ON THESE DRAWINhSE ri �O =SPSF 42.8 33.6 Rain Load 75.4 BASED ON THE LOAD REQUIREMENTS BUILDING CODE 2004 EDITION W/2006 SUPPLEMENT4.4a [ m- I, Note: - � Framing systems of glass rooms are considered to be main frame resistance components.The roof larger of the combined beds per The Florida Building Code 2004 and(-)wind bads.Wall des' n,) 4 design beds are the wall bads.To convert above wind beds to C,or"D"Exposure bads muitl ��s�°�larger of the - ill PIY by factors listed in Table 3B-C. _ rc JOB NAME: l SHEET J all r ff .. _ nc H ADDRESS: a __ �IL O DRAWING FOR ONE PERMIT ONLY 2006 OF Qu 1"x 2"TOP RAILS FOR SIDE WALLS TOP STORM PANEL WITH MAX.3.5'LOAD WIDTH SHALL RECEIVING CHANNEL PAN ROOF,COMPOSITE HAVE A MAXIMUM UPRIGHT ANCHOR RECEIVING CHANNEL 2"x 2"OR 2"x 3"POST ANCHOR(SEE TABLE 6.5) PANEL OR HOST STRUCTURAL SPACING AS FOLLOWS TO CONCRETE W/FASTENER 3"SNAP-N-LOCK COMPOSITE FRAMING MAX.UPRIGHT (PER TABLE)WITHIN 6"OF #8 x 9/16"TEK SCREWS BOTH PANEL WIND ZONE SIDES ' ar SPACING EACH SIDE OF EACH POST @ (4)#8 x 1/2"S.M.S.EACH SIDE 100 T-0" 24"O.C.MAX.* 1"x 2-1/8"x 1"U-CHANNEL OR 0.024"OR 0.030"THICK H-14 OF POST - / 110 6'-7" RECEIVING CHANNEL ( OR H-25 ALUMINUM ALLOY 1 x 2 TOP RAIL FOR SIDE / 120 6'-3" 0.024'OR 0.030"THICK H-14 WALLS ONLY OR MIN.FRONT —_ 123 6'-1' MIN.3-1/2"SLAB 2500 PSI OR H-25 ALUMINUM ALLOY WALL 2 x 2 ATTACHED TO 130 5'-8" CONC.6 x 6-10 x 10 W.W.M. POST W/1"x 1"x 2"ANGLE 140-182 5'-1" OR FIBER MESH !• • • CONCRETE ANCHOR KEYED MODULAR RECEIVING :• .,, CHANNEL EXTRUSION CLIPS EACH SIDE OF POST 150 4'-11" 4 (PER TABLE) � VAPOR BARRIER UNDER 1-1/8"MIN.IN CONCRETE ALUMINUM BACK WINDOW CONCRETE ( STOP EXTRUSION INTERNAL OR EXTERNAL 'L'CLIP OR'U'CHANNEL CHAIR WINDOW UNIT RAIL I (a ACHES. S O POST W/ ALTERNATE POST TO BASE CONNECTION-DETAIL 1 SCALE:2"=1•-0" ( GIRT OR CHAIR RAIL AND KICK PLATE 2"x 2'x 0.032"MIN. ANCHOR RECEIVING CHANNEL 2"x 2"OR 2"x 3"POST J HOLLOW RAIL TO CONCRETE W1 FASTENER Q BOTTOM RECEIVING CHANNEL (PER TABLE)WITHIN 6"OF #8 x 9/16"TEK SCREWS BOTH ANCHOR 1 x 2 PLATE TO EACH SIDE OF EACH POST @ SIDES Z ( CONCRETE WITH 1/4"x 2-12" 1 x 2 OR 2 x 2 ATTACHED TO 24'O.C.MAX.* 1"x 2-1/8"x 1"U-CHANNEL OR Q H BOTTOM W/1"x 1"x 2'x 1/16" • CONCRETE ANCHORS WITHIN 0.045"ANGLE CLIPS EACH RECEIVING CHANNEL r 6"OF EACH SIDE OF EACH SIDE AND MIN.(4)#10 x 12" Z 2 W POST AT 24"O.C.MAX.OR S.M,S. MIN.3-112'SLAB 2500 PSI ® A � O 07 � ( THROUGH ANGLE AT 24"O.C. • CONCRETE ANCHOR -J W MAX 1'x 2'x 0.032"MIN.OPEN BACK CONC.6 x 6-10 x 10 W.W.M. !, ; • :. (PER TABLE) W Q J STUDDED ANGLE ATTACHED �- EXTRUSION - OR FIBER MESH 4 1-1/8"MIN.EMBEDMENT INTO Q W Q Z TO PANEL WALL'N/#14 x 3/4" _j MIN.3-12'SLAB 2500 PSI • ;t CONCRETE (q � — a CONC.6 x 6-10 x 10 W.W.M. 4 1-1/8"MIN.IN CONCRETE Q m tD @ 6-O/C FROM EACH END ! • VAPOR BARRIER UNDER W W H w AND @ 12"OIC MAK POSITION OR FIBER MESH CONCRETE W F=3 O CvZ O W VAPOR BARRIER UNDER CONCRETE ALTERNATE POST TO BASE CONNECTION-DETAIL 2 o U O NN � w FOR POST TO WOOD DECK(MIN.2"NOMINAL LUMBER*SE THESE DETAILS W/WOOD SCALE:2"=1'-0' -j d'1.co - 06 U > tV w ATTACHMENT OF A WINDOW STORM PANEL FasTENERs(1-3/8"EMBEDMENT! Y TO COMPOSITE PANEL WALL DETAIL POST TO BASE; ;IRT AND POST JO BEAM DETAIL 'FOR POST TO WOOD DECK(MIN.2"NOMINAL LUMBER)USE THESE DETAILS W/WOOD wco 65 tt! m z SCALE: 2"=1'-0" SCALE:2"=1'-0" FASTENERS(1 318"EMBEDMENT) S2 ? u- ww ALTERNATE CONNECTION: w Z g ALTERNATE CONNECTION (2)#10 x 1-12'S.M.S. It BEAM/HEADER THROUGH SPLINE GROOVES O N O DETAIL 1"x 2"WITH It (3)#10 x 1-1/2'S.M.S.INTO SCREW BOSS LU J O EDGE BEAM Q N (2)#10 x 1 12"S.M.S.INTO Anchor Specs for the Attachment of Storm Panels to Composite Panel Walls SIDE WALL HEADER j SCREW BOSS ANGLE CLIPS MAY BE 1"x 2"OPEN BACK ATTACHED ATTACHED TO 1'x 2"OPEN SUBSTITUTED FOR INTERNAL w a acposure"B","C"or"D" ANCHOR 1"x 2"PLATE TO SCREW9p\ SYSTEMS TO FRONT POST WI BACK W/MIN.(2)#10 x 1-12" Z Attachment of Window Header/Studded Angle(Max.Hot.5.112"Storrs Panels) CONCRETE 0011/4"x 2-1/Z" - #10 x 1-11T S.M.S.MAX,6' S.M.S. 0 (0 W Anchor Size a Spacing CONCRETE ANCHORS WITHIN FROM EACH END OF POST Wind Ste' 6"OF EACH SIDE OF EACH MIN.(3)#10 x 1 1/2"S.M.S. AND 24"O.C. ¢ 2 w (MPH) 26 ga.Steal or OA30"Aluminum 0.024"Aluminum z 120 #1016•from ea.end a tY o.C. #10/4"from ea.end&12.O.C. POST AND 24"O.C.MAX.` INTO SCREW BOSS y J LL `✓-, _ w LL W ei c 1-- 130 #1016'from ea:end a 1T O.C. #1214"from es.end a 8"O.C. MIN.3-11W SLAB 2500 PSIF', 1'x 2"EXTRUSION O W z 2 x too #10/6 from ea.-end a 12^O.C. #12/4^from on.and a 8 0.0. CONC.6 x 6-10 x 10 W.W.M. 150 #12F4'from ee.end 6 8"O.C. #1214 from ea.end a 8"o.C• OR FIBER MESH .:' ' 1-1/8•MIN.IN CONCRETE SIDE WALL GIRT ATTACHED TO d W Is LL i - Attachment of Door Headed Studded Angie(Max.HUL T Storm Panels) 1"x 2"OPEN BACK W/MIN.(3) W 'r ~ Anchor Si sa a Spacing VAPOR BARRIER UNDER #10 x 1-12"S.M.S.IN SCREW a) � o g a Wind Spa. CONCRETE ® BOSSES W m MP 26 ga.Steel or 0.030"Aluminum _ 0.02{"Aluminum - 1zo #1016^from es.erdatz"o.c. #to/a"iromea.endaa O.C. ALTERNATE HOLLOW UPRIGHT TO BASE AND 9 m ti < e_ z 130 #10/6"from ea.end a 12^O.C. --FJ-214-from ea.and d 8"O.C. FRONT WALL GIRT W �N ro m - 1+0 #1214"from ea.end a 6^o.c. #1414"from ea.and a 8"o.C. HOLLOW UPRIGHT TO BEAM DETAIL ® o: LU „e x E o 150 #14/4'from aa.end 3 8`0.C. #14/34"from ea.end a 6"O.C. SCALE: 2"=V-0" - U m as; J NoNs: W C U O C�'. S For anchoring studded angle to concrete use 1/4'drop in receivers spaced @ 6"from ea. $ HEADER BEAM F- m .b 0 3 _ end and 12"O.C.for all wind zones and exposure categories w/a min.anchor to edge of .•- omcrete distance of 8d. ANCHOR 1"x 2"CHANNEL TO ® 1� i t Q r E- m z For andwdng studded angle to wood use V4'lag screws @ Ore same spacing as for 26 CONCRETE WITH - ga.steel panels listed above for the appropriate wind zone. 1/4"x 2-1/4"CONCRETE ®® (4)#10 x 1/2"S.M.S.EACH SIDE FRONT AND SIDE SOTTGu0 w t,The OF POST RAILS ATTACHED TO _ exposure spacing is for mean roof heights a exposure"C'spacing is for neon root heights 0-20•.Forman mot heights greater than these consultengineer. ANCHORS WITHIN 6"OF EACH H-BAR OR GUSSET PLATE- 3 O 2,Space all header a studded angle anchors to fag withkr the panel riser area. SIDE OF EACH POST AT 24" CONCRETE W/1/4"x1- 4"" z O 1"x 2"OPEN BACK ATTACHED O.C.MAX.OR THROUGH 2"x 2"OR 2"x 3"OR 2"S.M.B. CONCRETE!MASQNR ANGLE AT 24"O.C.MAX• POST TO FRONT POST W/ ANCHORS @ 6"F(30 EAC '" a #10 x 1-112"S.M.S.MAX 6" POST AND 24"O. t Z MIN.(4)#10 x 12"S.M.S.@ FROM EACH END OF POST ; MIN.3-1/2"SLAB 2500 PSI WALLS MIN.1"F13QGF U { 0 EACH POST AND 24"O.C. 1• CONC.6x6-10x10 W.W.M.OR CONCRETE' ul FIBER MESH ® MIN. t y , tau O 1"x 2"EXTRUSION '. z VAPOR BARRIER UNDER ...i'r ; 4 �. S CONCRETE !• 1-1/8"MIN.IN CONCRETE G` Q SHEE,fA. ALTERNATE PATIO SECTION TO UPRIGHT AND TYPICAL&ALTERNATE CORNER DETAIL .,U-11 _ PATIO SECTION TO BEAM DETAIL _ # r SCALE: 2"=1-0" SCALE: 2"=1'-0" FOR POST TO WOOD DECK(MIN.2"NOMINAL LUMBER)USE THESE DETAILS Wl WOOD `FOR POST TO WOOD DECK(MIN,2"NOMINAL LUMBER)USE THESE DETAILS W/WOOD . 0 FASTENERS(1-3/8"EMBEDMENT) FASTENERS(1-318"EMBEDMENT) 2-14-200T" OF 2"x 9"x 0.072"x 0.224"BEAM COMPOSITE OR PAN TYPE) SHOWN ya` (SOLID)ROOF PANELS( MENDING PLATE FASTEN PANELS TO EDGE BEAM (PER DETAILS IN SECTION 7 AND 10 R 3) WHEN FASTENING 2"x 2" THROUGH GUSSET PLATE ® \ USE#10 x 2"(3)EACH MIN. k k X®x®X \\ =O 6"MAXIMUM 1-3/4"STRAP MADE FROM ®®x®X>CACx \\ oa O LL REQUIRED GUSSET PLATE k k x ® \ � W=V Z MATERIAL \\ x ?�k k k k X \ INTERIOR BEAM(SEE TA13LE a'_4 g a k x it (SEE TABLE FOR LENGTH AND ®x k >C k® \ IF KNEE BRACE LENGTH F.2 m w EDGE BEAM TABLES(SEE #OF SCREWS REQUIRED) k k k k k k k k \ 3B.1.4) EXCEEDS TABLE 1.7 USE w= F i TABLES 3B.1.1,2.3) ®k k k k k k® \ KNEE BRACE(SEE TABLE CANTILEVERED BEAM S2 r7 rn 0 k k k k k k k k \ 38.4)16 TO 24"MAX. CONNECTION DETAILS _ 0 w BEAM SPAN MEASURED VERTICALLY 8 60 v ® k k k k k k USE W!2 HORIZONTALLY SCREEN OR SOLID WALL POST SELECT PER TABLE 36.4 ® 1` k k k FOR BEAM SIZE) (MAY FACE IN OR OUT) USE 2 x 3 MINIMUM POST SIZE(SEE TABLE 3B.4) HOST STRUCTURE ROOFING SEE INTERIOR BEAM TABLES r AFTER COMPUTING 2"STRAP-LOCATE EACH ®� �I LOAD WIDTH` POST,(2)1/4'x 2"LAG SCREWS @ 24"O.C.(MAX.) EACH STRAP ALL GUSSET PLATES SHALL f` \ LOAD WIDTH IS UBE A MINIMUM OF 5052 H-322 THE DISTANCE BETWEEN (2)#10 x 11T SCREWS ALLOY OR HAVE A MINIMUM ®� v ® J SUPPORTS ON EITHER SIDE OF THE BEAM OR ® 1� qa' Q SUPPORT BEING CONSIDERED USE ANGLE EACH SIDE FOR YIELD STRENGTH OF 23 ksl ® D 2 x 2 TO POST CONNEC71ON \\ ® 1� Z TYPICAL SECTION"FOURTH"WALL FOR ADDITIONS WITH HOLLOW POST ab=DEPTH of BEAM \ ® ® l ds=DIAMETER OF SCREW L CO Z ADJACENT TO A MOBILE/MANUFACTURED HOME 1/4•BOLT @ 24"O.C.MAX \ ® `ate Z 2 LLI SCALE: 1/8"=1'-0" WITHIN 6"OF EACH POST ® 2da 2%de \ ti (9 0fn 2 FASTEN 2 x 2 POST \ STRAP TABLE 0 -I W Extrusion Sizing Table: ® 2•x 6"x 0.050"x 0.120" \ W Q IL W/(2)EACH#10CR S.M.S.INTO UPRIGHT SHOWN \ SIZE #/SIZE LENGTH o H CL Z SCREW SPLINES Q' d Upright Size Max.Beam Size Knee Bnue ® x T 12 -3/4 LlJ 0 r x z"x 0.036" r x C 2•x r x 0.036" 2'x 2"x 0.062'ANGLE EACH O RUDED : (41#14-1 #14 3 11r LLI 0 D F_- a 3"x r x 0.060• 2"x4* r x 3•x 0.050• SIDE(3)EACH#8 S.M.S.EACH `OR SUPER •x 1 s 91 4-1 m (9 3•x 3•x 0.060• z^z 8'S.M.B. 3"x 17 - LEG INTO POST AND INTO ® GUTTER NOTE: ALL SCREWS 3/4•LONG w 5 � V) O W - 2•x 3•x 0.060• GUTTER(MIN.) MAX.DISTANCE TO 1. Fill outer positions first until required number of screws is achieved. a 1- 0 Z C� cD Z 3 x 3•x 0.063 r x s s.M.B. r x 3`x 0.050 HOST STRUCTURE WALL 2. See table for screw sizes and number, U 0 04 O z 3"x 3•x 0.125• 2"x 9'S.M.B. 3"x 3•x 0.093• FASCIA AND.SUB-FASCIA 36'WITHOUT SITE 3. Gusset plates are required on all beams 2"XT and larger. -> > - N m SPECIFIC ENGINEERING 4. Screw pattern layout w/spacing between screws greater than minimum is allowed so that equal spacing is ache;ved. a) U U w 5.Lap cut w/gusset plate H � LU EXTRUDED SUPER GU R/RISER may be used.(see section 1 for detail) � � � m z OR TRANSOM WALL FASCIA H SOLID ROOF GUSSET PLATE SCREW PATTERN FOR BEAM TO GUSSET PLATE CONNECTION D �_ g U' W SCALE: 2"=V-D" SCALE: 2"=1'-0' L9 rz EXTRUSIONS W/INTERNAL ui Z N 1-1/2'x 1-1/2"x 0.080"ANGLE SCREW BOSSES MAY BE j u NOTE: EACH SIDE OF CONNECTING CONNECTED W/(2)#10 x 1-1/2" W Z FLASHING AS NECESSARY TO _ ______ BEAM WITH SCREWS AS INTERNALLY W -I O PREVENT WATER INTRUSION -- SHOWNrn Q N rn y W ROOF PANEL IT190 HEADER (SEE SECTION W aPRIMARY FRAMING BEAM rca _ Z (SEE TABLES 38.1.4)PANS DR w � �COMPOSITE PANEiLS BEEAMS MAY BE ANGLED FOR - nw. 2 N n 3 PER SECTION 7 co tD GABLED FRAMES _ ANCHOR PER DETAIL FOR PAN ® J %rL ?,( w OR COMPOSITE PANEL MINIMUM#8 S.M.S.x 314" w LL- w m F • - FOR NUMBER OF BOLTS AND LONG NUMBER REQUIRED a0 LLi x j SIZE OF POST SES TABLE EQUAL TO BEAM DEPTH IN L) 2 a ii 0 ( INCHES INTERIOR BEAM(SEE TABLES n- w p x BEAM AND POST SIZES 38.4) 3B.1.4) � ? POST TO BEAM SIZE AVD (SEE TABLE 3B.4) #OF BOLTS • 1"x 2'MAY BE ATTACHED FOR o C r°n m(SEE TABLE 36.4) RU-BOLT HEADER SCREEN USING 1 w C V ,p HROUGH POST AND ANCHOR POST NOTCHED TO SILT O rn , co o Lt� W/(2)#10 x 314•S.M.S.Q 6" #10 x 1-1/2" @ 6"FROM TOP CARRIER BEAM TO BEAM CONNECTION DETAIL In Q = Z f FROM OIC MAX.EEACH END AND Q 24" L4 AND BOTTOM AND 24"O.C. SCALE: 2"=1'-0" LL f$em E O SIDE NOTCH POST TO CARRIER M CONNECTION BEAM TO WALL CONNECTIOW'D 0 #: w 2 2"x 2"x 0.060" w V p O 2'x "s.M.s. SCALE: r=r-0 t ) - KNEE BRACE EXTERNALLY MOUNTED- N a 0 (2)REQUIRED ANGLE OR RECEIVING F-" ------- - CHANNEL EXTRUSIONS WITH ANGLES ATTACHED TO WOOD Ot t t` ,r C Z \ FRAME WALL W/MIN.(2)rl.8A'x%'� W r r' co INTERNAL SCREW BOSSES \ iw -O (a I�r, O W ROOF PANEL MAY BE CONNECTED WITH 2"LAG SCREWS PER SID N- O a (SEE SECTION 7) (2)#10 x 1-1/2•INTERNALLY TO CONCRETE W/(2)1(4'x D 2-1/4"ANCHORS OR ft$4SON 1-314"x1-3/4'x0.063' - --- --'--- MINIMUM#8S.M.S.x314" ® WALL ADD i ANCHOR+� C� K �• a RECEIVING CHANNEL THRU LONG NUMBER REQUIRED ® SIDE FOR�A H IWH OFBEA� t x "POST BOLTED TO POST W/THRU I-C)o ..-_ ANCHOR PER DETAIL FOR PAN EQUAL TO BEAM DEPTH IN ¢ ® DEPTH�ARGER TrIA10 �a Z { BOLTS FOR SIDE BEAM OR COMPOSITE PANEL INCHES w~ O (SEE TABLE 3B.3 FOR NUMBER ' FOR NUMBER OF BOLTS AND O w ® ALTERNATE CO"ELFION^ U O OF BOLTS) ® SIZE OF POST(SEE TABLE ® (1)1-3/4"X 1-3/4"Cl-we x 116'1. �3B.4) ® INTERNAL U-CHAM4EI{ATTACHED TO WOOD�F< EOSL WALL W/MIN.(3)3/&x'2" O. t` SCREWS OR TO CON£R EK SHEET (� to BEAM AND POST SIZES INTERIOR BEAM(SEE TABLES _� ♦ +� (SEE TABLE 3B.4) 1"x 2•MAY BE ATTACHED FOR 3B 1 4) OR MASONRY WALL W/(3)1!4 "' SCREEN USING(1) x 2-1/4"ANCHORS OR A[5641)' W Lt _ ANCHOR PER SIDE FOR EACH' P R'0 q #10 x 1-1/2" @ 6"FROM TOP t7 POST NOTCHED TO SUIT AND BOTTOM AND 24"O.C. INCH OF BEAM DEPTH ALTERNATE 4TH WALL BEAM CONNECTION DETAIL _ } SCALE: N.T.S. CENTER NOTCH POST TO LARGER THAN 3" t a0 CARRIER BEAM CONNECTION BEAM TO WALL CONNECTION DETAIL U 007 SCALE: 2"=1'-0" SCALE: 2"=1'-0" 2-14-2 OF O Contractor: Schnorr Job name: Goff Date: 3/21/2007 Members for Site Specific Review Header 2"x 4"--x 0.045" Fb Sx E Ix 7216 0.82 10.1 x10^6 1 1.631 Load Width(L): 8.00' Load(W): 25.2 PSF Req'd Span: 4.17' Max Allowable Span is least of: Bending: (10*Fb*Sx/(12*WL))^(1/2)_ 4.50' or Deflection: (185*E*lx/(175*WL/12))^(1/3)/12= 7.90' Max.Allowable Span is 4.50'(d)which is greater than Req'd Span of 4.21' OK G. N' LAWREN BENNETIVP E.FL#1&66Ii 4 a eiL _ _ Q i 1. #8 x 112"S.M.S.SPACED #8 x 112" ALL PURPOSE EXISTING TRUSS OR RAFTER @ 8"O.C.BOTH SIDES CAULK " " SCREW @ 12"O.C. #10 x S.M.S.OR WOOD j ALL EXPOSED SCREW HEADS EXISTING TRUSS OR RAFTER BREAKFORM FLASHING WOO 10 WOOD SCREW(2)PER 6"6"x't x 6"0.024 MIN.BREAK RAFTER OR TRUSS TAIL FORMED FLASHING #10 X 3/4"S.M.S.OR WOOD : ?'• SCREW SPACED @ 12"O.C. �--- ROOF PANEL ROOF PANEL' EXISTING FASCIA (2)#10 x 1-1/2"S.M.S.OR WOOD SCREW PER RAFTER ROOF PANEL TO FASCIA DETAIL OR TRUSS TAIL c•.�.;;.._• :::•• SCALE: 2"=l'-0" ALTERNATE: Z 3"COMPOSITE ROOF PANEL EXISTING HOST STRUCTURE #14 x 112"WAFER HEADED WOOD FRAME,MASONRY OR S.M.S.SPACED @ 12"O.C. #10 x 3/4"S.M.S.OR WOOD (SEE SPAN TABLE) OTHER CONSTRUCTION __- � SCREW SPACED @ 12"O.C. FOR MASONRY USE: STRIP SEALANT BETWEEN (2)1/4"x 1-114"MASONRY " SCREW#10 x('P+112")W/ FASCIA AND HEADER x car: EXISTING FASCIA 1-1/4"FENDER WASHER ANCHOR OR EQUAL @ 12"O.C. � 1/2"SHEET ROCK FASTEN TO FOR WOOD USE: :•i:;: ;m PANEL W/1"FINE THREAD #14 x 1-1/2"S.M.S.OR WOOD 'a :': 'FOR FASTENING TO ALUMINUM USE TRUFAST SHEET ROCK SCREWS @ 16" SCREWS @ 12"O.C. FLOOR PANEL HD x("t"+3/4")AT 8"O.C.FOR UP TO 130 MPH POST AND BEAM(PER O.C.EACH WAY WHEN SEPARATION BETWEEN ... .... .......... WIND SPEED"D"EXPOSURE;6" O.C.ABOVE TABLES) FASTENING SCREW SHOULD DRIP EDGE AND PANEL IS 130 MPH AND UP TOA 150 MPH WIND SPEED LESS THAN 3/4"THE FLASHING BE A MIN.OF 1"BACK FROM SYSTEM SHOWN IS REQUIRED J "D"EXPOSURE. THE EDGE OF FLASHING Q ROOF OR FLOOR PANEL TO WALL DETAIL SCALE: 2"=r-0" ALTERNATE MOBILE HOME FLASHING ALTERNATE DETAIL FOR FLASHING ON SHINGLE ROOFS Q g () WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB-FASCIA FRAMING WHERE FOR FOURTH WALL CONSTRUCTION SCALE: 2"=1'4r 2 O H POSSIBLE ONLY.15%OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB-FASCIA AND THOSE AREAS COMPOSITE ROOF PANELSZ W NOTES: SHALL HAVE DOUBLE ANCHORS.ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-114" SCALE: 2"=T-0" 1. FLASHING TO BE INSTALLED A MIN � .6"UNDER THE FIRST ROW OF SHINGLES. S2 J co WASHERS OR SHALL BE WASHER HEADED SCREWS. W 2. STANDARD COIL FOR FLASHING IS 16" .019 MIL.COIL V) } J J HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH"t". THE WALL THICKNESS INSTALLATION INSTRUCTIONS: 3. FIRST ROW OF EXISTING NAILS MUST BE REMOVED TO INSTALL FLASHING PROPERLY. W Z Q Q- Z SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS 4. FLASHING WILL BE INSTALLED UNDER THE FELT PAPER WHEN POSSIBLE. > W 0- O A. PLACE(2)BEADS OF CAULKING ON BACK SIDE OF HEADER BEFORE INSTALLING. 5. HEADER WILL BE PUTTY TAPED AND CAULKED EVEN THOUGH FLASHING IS TO BE to Z) H ui SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL W ca 0 (1) _ d CONNECTED TO.THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H.FOR SBC INSTALLED. B. SLIDE 1"TAB AT TOP OF HEADER UNDER DRIP EDGE. DO NOT PUSH DRIP EDGE UP. 6. IF THE DROP FROM THE EDGE OF THE SHINGLE DOWN TO THE TOP OF THE HEADER IS w U ~ O W SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. DRIP EDGE MUST MAINTAIN SAME PLANE AS SLOPE OF ROOF. MORE THAN 1"THEN THE DRIP EDGE WILL HAVE TO BE BROKEN TO CONFORM TO THIS a H J Z C) cfl z ANCHORS BASED ON 120 MPH WIND VELOCITY.FOR HIGHER WIND ZONES USE THE FOLLOWING DROP. U U N O z - CONVERSION: C. FASTEN HEADER TO FASCIA BOARD WITH#10 x 1"SCREWS @ 6"O.C.STAGGERED 7. WHEN USING FLASHING THE SMALLEST SIZE HEADER AVAILABLE SHOULD BE USED.12" = U ~ ` N W TOP AND BOTTOM(SEE DETAIL ABOVE) .03 MIL.ROLLFORM OR 8"BREAKFORM IS BEST SUITED FOR HEADER SINCE IT KEEPS THE Q V U w 100-123 130 140 150 co E- W #8 #10 1 #12 #12D. FLAP LIP OF THE HEADER BACK FROM THE EDGE OF THE FLASHING. w Z m(1) (n 8. WHEN SEPARATION BETWEEN DRIP EDGE AND PANEL FLASHING IS REQUIRED 1/2" z 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 SEPARATION MINIMUM. LoQ W u. W REMOVE RAFTER TAIL TO ONLY. 9. STRIP SEALANT BETWEEN FASCIA AND HEADER PRIOR TO INSTALLATION. w Z X HERE U N g REMOVE ROOF TO HEREO c O #8 x 1/2"S.M.S.SPACED = z @ PAN RIB MIN.(3)PER PAN S2 HOST STRUCTURE TRUSS OR w EXISTING TRUSS OR RAFTER �-FLASH UNDER SHINGLE RAFTER � w #10 x 1-1/2"S-M.S.OR WOOD LL __—— 1'FASCIA(MIN.) It IL RAFTER 'o w w BREAK FORMED METAL SAME HOST STRUCTURE TRUSS OR 4 z SCREW(2)PER RAFTER OR O z a O Zo n TRUSS TAIL a o THICKNESS AS PAN (MIN.) O n J r N f0 ANCHOR TO FASCIA AND 2� 3 _ —— RIZER OF PAN AS SHOWN w LL LL A w HOST STRUCTURE 1-1/2" x 118"x 11-112"PLATE OF #8 x 3/4"SCREWS @ 6"O.C. 1"FASCIA(MIN. v d W iS LL a o ) W p H 32 T-5,3003 H-14 OR 5052 #8 x 1/2"SCREWS @EACH RIB -� HEADER ROOF PANEL #10 x 1-1/2"S.M.S @ 1/6"O.C. w d �c n NEW 2 x FASCIA — w aD ~ 0.040"ANGLE W!#8 x 12" w C V w n S.M.S.Q 4"O.C. m �v n .- z _REMOVED RAFTER TAIL ROOF PAN TO FASCIA DETAIL Za ` COMPOSITE ROOF PANEL u j "a cwo w o SCALE: 2"=l'-0" a p y........... L OS' '° w :.tiZ Ftirr rrtiati'^alit?':ia ?i .it':i{ :tiff::: O., V m REMOVE RAFTER TAIL TO — —— — _ :" w p O p O a.::................:........... HERE - -- ;;'aiu.: ::.::::::::.:: •;::::::tititi:ratiti:i'::r tY x ?.tia•rT:::::.^rira::::•.�:•.r::::iti:{^:{iiti•:r':^:.:::: t- A°.�' .` _ REMOVE ROOF TO HERE 1-1/2" x 1/8"x 11-112"PLATE OF "W"''`'•"`=�' :.�t�r;�;r'..:r..:W: .: '`�4 � = ? #8 x 112"S.M.S.SPACED 6063 T-5,3003 H-14 OR 5052 " ,p @ 8"O.C.BOTH SIDES �� H-32 } `�" p U #8 x 1!2"S.M.S.@ 8"O.C. HEADER(S NOTE BEL' W) f/O •*• o EXISTING TRUSS OR RAFTER FLASH UNDER SHINGLE ", HEADER(SEE NOTE BELOW) #8 x(d+1/2")'S(yLS.@ ° Q' , ' w #10 x 1-1/2"S.M.S.OR WOOD E:...... . EXISTINGFOR MASONRYUSE r HOST STRUCTURE: 1/4"x 1-1/4"MASONRY FOR MASONRY USE ;; L SCREW(2)PER RAFTER OR """' WOOD FRAME,MASONRY OR 1/4"x 1-1/4"MASONRI , TRUSS TAIL f'' :" {•':::. OTHER CONSTRUCTION ANCHOR OR EQUAL @ 24"O.C.FOR WOOD USE EXISTING HOST STRUCTURE: ANCHOR OR EQUAL Y � � w ;�::::::'•:::::::: WOOD FRAME,MASONRY OR @ 24"O.C.FOR WOOD7JS� d A$ .. . .... .......... ... #10 x 1 S.M.S. WOOD OTHER CONSTRUCTION #10 x 1-1/2"SMS OR WOOD SCREWSS @ @ 12" O.C.. SCREWS @ 12 O.C.• w• HOST STRUCTURE COMPOSITE ROOF PAN ALTERNATE ROOF PANEL TO WALL DETAIL ;- Q sHEET HEADER SCALE: 2" o NEW 2 x ALTERNATE COMPOSITE ROOF PANEL TO WALL DETAIL_FASCIA ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/(3)EACH#8 x 1/2"LONG CORROSION RESISTANT F-"- SCALE: 2'=1'-0" x S.M.S.W!1/2"WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE(1)EACH#8 x 1/2"SCREW EACH. THE COMPOSITE ROOF PANELS SHALL BE ATTACHED TO EXTRUDED HEADER W/(3)EACH " PANS MAY BE ANCHORED THROUGH BOXED PAN W/(3)EACH#8 x 1"OF THE ABOVE SCREW TYPES AND #8 x(d+112)LONG CORROSION RESISTANT S.M.S. /'2 D p REMOVED RAFTER TAIL COMPOSITE ROOF PANEL TO WALL DETAIL THE ABOVE SPECIFIED RIB SCREW. 11 Q 0 SCALE: 2"=1,-0" 2- 4-2007 OF.' 1/4'x 6"RAWL TAPPER THROUGH 1'x 2"AND ROW ALUMINUM FRAME SCREEN REQUIRED FOR STRUCTURES I BUILDINGS OVER 400 SQUARE FEET ONLY LOCK INTO FIRST COURSE OF WALL BRICKS ROW LOCK BLOCK KNEE WALL MAY HE ADDED TO FOOTING(PER ALTERNATE CONNECTION OF BRICK KNEEWALL TYPE S SPECIFICATIONS THIS PAGE) 2500 P.S.I.CONCRETE SCREENED ENCLOSURE FOR MORTAR REQUIRED FOR 6 x 6-10 x 10 WELDED WIRE LOAD BEARING BRICK WALL BRICK OR OTHER NOW MESH(SEE NOTES 36"MAX. 4"(NOMINAL)STRUCTURAL KNEE WALL )PATIO ALUMINUM UPRIGHTCONNECTION DETAILS CONCERNING FIBER MESH) 1"WIDE x 0.063"THICK STRAP CONCRETE SLAB W/6 x 6- @ EACH POST FROM POST TO 10 x 10 WELDED WIRE MESH (SEE PAGES 2&3) (2)#50 BARS CONT.W/3• FOOTING W/(2)#10 x 3/4" (SEE NOTES CONCERNING COVER LAP 25"MIN. S.M.S.STRAP TO POST AND FIBER MESH) (1)1!4'x 1-3/4"TAPCON TO (1)#5 0 BARS W/3"COVER 16"MIN, STUD WALL OR POST oo min• •':` •->s'— SLAB OR FOOTING (TYPICAL) TOTAL \\\.r.� . ' ► •, ///j//�/i\ 3-1/2' a '�-- Q / \�\ \�` MIN. s° Ir ICK KNEE W D FOUNDATION FOR SCREEN WALLS ► ✓ / \ \ 6 MIL.VIS %LE* YL"=1-0 / / / / QUEEN VAPOR . , 1\ \\ \\/�\\�� BARRIER IF AREA TO SE (2)#5 BAR COT, 12"MINENCLOSED 12' i G 1"PER FT.MAX.FOR 1 #5 BAR CONT. AW d t 2'-0"MIN. 3-1/2"(TYP ) BELOW GRADE * ALL SLABS 16"MIN. TERMITE TREATMENT OVER BEFORE SLOPE I -=-� UNDISTURBED OR COMPACTED SOIL OF UNIFORM 95%RELATIVE x DENSITY 1500 PSF BEARING JMINIMUM FOOTING DETAIL FOR STRUCTUR TYfiE 1TYPE If ES IN ORANGE COUNTY FLORIDA TYPE III RIBBON FOOTING �� FLAT SLOPE/NO FOOTING MOD TE SLOPE FOOTING STEEP SLOPE FOOTING Notes: SCALE:112"=1'-0" Z SCALE: 1/2"=1'-0" (� 0-2"/12" 1. All connections to slabs or footings shown in this section may be used with pie above footing. < 0) y s: 2"/12"-1'-10" >1'-10' � Z 2. Knee wall details may also be used with this footing, 1. The foun aeons shown are based on a minimum soil bearing pressure of 1,500 psi, Bearing capacity of soil 3, All applicable notes to knee wall details or connection details to be substituted shall be complied with. z 0 W Minimum Ribbon Footing shall be verified,prior to placing the slab,by field sail test or a soil testing lab. 4. Crack Control Fiber Mesh: Fibemtesh®Mesh,inForceTM e3TM(Formerly Fibermesh MD)per maufacturet's _ Viand x/ x Post AnchorjSPH4 stud• 2. The slab/foundation shall be cleared of debris,roots,and com specification may be used in lieu of wire mesh, (p O -t W Zone s .Ft tie"0.4nchors - pacted priar to placement of concrete, ,,,iih�� W Q d 3 -123 +20 -29 t 4• Aeu as SP 16"O.c. 3. No footing other than 3 1/2"(4'nominal)slab is required except when addressing erosion until the EXISTING FOOTING 8" 1 130-1aoA +30 -37 1 4" ABU 44 aa"O.c, from the host structure of the ca prgectton NEW SLAB W/FOOTING � < wao1408-150 +30 -43 tis• Cgpgarport or patio cover exceeds 16-0". Then a minimum of a Type 11 footing Is W J I ui SDS2 32"O.C. required. All slabs shall be 3-1/2"(4"nominal)thick LU � m a Maximum 16•Projection from hast aWclure 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6-10 x 10 welded wire mesh or For stud walls use 112'x s•L-Boas tie•O.C.and r crack control fiber mesh: Fibermesh®Mesh,InFwceTM e3TM(Formerly Fibertnesh MD \ / W 0 th aCID LU footing.Stud anchor,Shan be at the 5018 Plate only and ewi strep sheuiap overt th e Pete to specification may be used in lieu of wire mesh. )Per maufacturer s f- O Z CD on ro the studs anchors.na sfrape anefl be per manu/aclureB a top elate - - /�\\�\ /\ __ _ _ - ___ _ 0 ? N o W specifications. 5. if local building codes require a minimum footing use Type 11 footing or footing section required by local (2)#5 BARS"DOWELED INTO�\ \ °� V N W code. Local code governs. EXISTING FOOTING W/EPDXY ��////\//\//\/\// /\/�/\/\/� y H U) (See additional detail for structures located in Orange County,FL) \\/\/\/\/�/\/\/\//\//\//\//\//\// o U) W (� W 8'EMBEDMENT, 25"MIN.LAP \\i\\r\\S\\r\\i\\i\\\\i\\i\\i\\i\\i\ W (n m Z CONCRETE CAP BLOCK OR 6. If a carrier beam or fourth wall frame is required use a Type II footing minimum. W ANCHOR ALUMINUM FRAME BLOCK(OPTIONAL) g W SLAB-FOOTING DETAILS TYPICAL CONNECTION OF PROPOSED FOOTING TO EXISTING FOOTING ul Z o g TO WALL OR SLAB WITH (1)#40 BAR CONTINUOUS SCALE: 1/2'=1'-0" N 1/4"x 2-1/4"MASONRY SCALE: 112"=1'-0" 0 u ANCHOR WITHIN 6'OF POST (1)+t40 BAR AT CORNERS AND O 10'-0"O.C.FILL CELLS AND � AND 24'O.C.MAXIMUM ,i• KNOCK OUT BLOCK TOP Q 0 COURSE WITH 2,500 PSI PEA 32"MAX W RIBBON OR MONOLITHIC { ROCK CONC.DECK CO W FOOTING(IF MONOLITHIC I 6 x 6-10 x 10 WELDED WIRE W SLAB IS USED SEE NOTES OF B. —. �,� MESH(SEE NOTES DETAILS THIS PAGE) L.• 'I CONCERNING FIBER MESH) O co U) k " X 12°*� N • 8"x 8"x 16"BLOCK WALL (2)#40 BARS MIN.2-1/2"OFF � �k 2 r N 3 (MAX.32") GROUND w W W Ci m W KNEE WALL FOOTING FOR SCREENED OR GLASS ROOMS' a i 1 `- ~ O Uj 6 5 x ; 1-- SCALE:1/4"=1'-0• � d W o uid- w 0 ALUMINUM ATTACHMENT � ¢J 7 3 W �" N x CONCRETE FILLED BLOCK tD o I; 0 C Co 32" 12" 2 10'0" STEM WALL 8"X 8"x 16'C.M.U. ® j m a 36" 12" 2 8'-0" (1)#40 BAR CONTINUOUS m 125 48" 18" 3 4 0" u LLI �.w E I COR ERS AND AR AT +6 tx E of O h'VARIES D CD U > to W (SEE X) x'O.C.MAX.FILL CELLS W/ r Ea4 t io 0 2500 PSI PEA ROCK 3 CONCRETE ��SIte I� �.�° Z 8- 8"x 12"CONCRETE F 1 ttf OOTING � 0 'R WITH(N)#5 BAR CONT. 3' 'W'� LOCATE ON UNDISTURBED NATURAL SOIL ALL MASONRY KNEE WALLS SHALL HAVE A FILLED CELL AND VERTICAL BAR Notes: @ALL CORNERS k3f 3-1/2'concrete slab with 6 x 6-10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh a ° > InForceTM e3-(Formerly Flbermesh MD ".a . t„1 Mesh, , ui Visqueen vapor )Per maufacturer's specification maybe used in lieu of wire mesh "J q Dor barrier under slabs having structures above compacted clean fill over(scarified)natural sal 90%density. �� Local code footing requirements shall be used in of the minimum footings shown. Orange County footings �r� W shall be a minimum of 12"x 16"with(2)#50 continuous bars for structures/buildings over 400 sq.ft.. . SM . KNEE N RAISED PATIO FOOTING N ti WALL FOOF TING FOR SCREENED OR GLASS ROOMS s SCALE: 1/4"=1'-0" 0 t- > a O 2-14-2007 of Resign Check List for Glass RoomsPa e 1 of 2 ( g ) Inspection Guide For Carports and Screen Glass&Vinyl Rooms(page 1 of 1) I. Design Statement: SITE EXPOSURE EVALUATION FORM These plans have been designed in accordance with the Aluminum Structures Design Manual by 1. Check the building permit for the following: Yes No Lawrence E.Bennett,and are in compliance with the 2004 Florida Building Code Edition with 2006 a.Permit card&address. . . . . . . . . . . . . __ __ _—,—--- -——-——-——-——-——-——-——- Supplements, — Supplements,Chapter 20,ASfvy35 and The 2005 Aluminum Design Manual Part Il4_&II-A and ASCE b. Approved drawings and addendums as required. , • , , , • • , r — ——'——"'- ——'——'—— —— , 7-02;Exposure'B' or'C' or'D'_;Importance Factor 1.00;120 MPH orWMPH for 3 second e.Plot plan or survey . : = wind gust velocity load;_Partially Enclosed or Enclosed;Basic Design Pressure_; d.Notice of commencement . . . . . . . . . . . . . . . . . . . . . I Design Pressures are found on page 3B-ii. 2.Check the approved site specific drawings or shop drawings against the"AS B"exposure= PSF for Roofs& PSF for WallsBUILT"structure for. Yes No I I b�C"exposure='XTPSF for Roofs& PSF for Walls a.Structure's length,projection,plan&height as shown on the plans. . . . . . . . .— I QUADRANT 1 i sar i c.'D'exposure=__PSF for Roofs&_PSF for Walls b.Beam sizes,span,spacing&stitching screws('d required). i EXPOSURE� I Negative LP.C.0.18 for Enclosed or 0.55 for partially enclosed. c.Purlin sizes,span&spacing. . . . . . . . - - - - - - - - - - - - - - - -— — d.Upright sizes,height,spacing&stitching screws(if required). . . . . . . . . If. Host Structure Adequacy.Statement: a.Chair rail sizes,length&spacing. i E I have inspected and verify that the host structure is in good repair and attachments made to the f.Knee braces are properly installed(if required) . structure will be slid. g.Roof panel sizes,length&thickness. . . . . . . . . . . . . . . . . —_ -IM-9h � v( 3. Check load bearing uprights/welts to deck for. 43 or I th � � r�rs Phone:_ `7 'T a.Angle bracket n e&thickness. Yes No Contractor I Authorized Rep"Na (please print) b.Correct number,size&spacing of fasteners to upright . , . , I ow Date: e.Correct number,size&spacing of fasteners of angle to deck and sole plate . . . .— I QUADRANT N I I QUADRANT II d.Upright is anchored to deck through brick pavers then anchors shall go through I ww /� / i Contractor/Authorized Rep`Signature pavers Into concrete . i EXPOSURE I .o i EXPOSURE V I J .1 7 2 4.Check the load bearing beam to upright for Yes No Q 6 Nanoe Address �f n~✓ a.Receiver bracket,angle or receiving channel size&thickness. . . . . . . I I B00' I I Cn b.Number,size&spacing of anchors of beam to receiver or receiver to host structure Note: Projection of room from host structure shall not exceed 16'. c.Header attachment to host structure or beam . �_h _�—— —1•—_. Q Y 111. Building Permit Application Package contains the following: Yes No d.Roof panel attachment to receiver or host structure I O E A.Project name&.address on plans . . . . . . . , , , , , , a.If angle brackets are used for framing connections,check number,size&thickness i I O = Z B. Site plan or survey with enclosure location of fasteners. .— I U f.Post to beam attachments to slab. _ _ C. Contractors/Designer's name,address,phone number,&signature on plans • 5.Check roof panel system for Yes No I QUADRANT III I W 0 W D.Site exposure conn completed a.Receiver bracket,angle or receiving channel size&thickness . . . . . . . . Z E.Proposed project layout drawing @ 1/8"or 1/10"scale with the following: b.Size,number&spacing of anchors of beam to receiver . . . . . . . I '�° I C3 W (q d O — EXPOSURE 6� I � J W = ui 1. Plan view with host structure area of attachment,enclosure length,and. c•Header attachment to host structure or beam : _ I W - p � a d.Roof panel attachment to receiver or beam I i 0 projection from host ti structure Notes I a F-- O W O W k 2. Front and side elevation views with all dimensions&heights.. Lu— 3. Beam span,spacing,&size. . . . . . . . . . . . . . . . . . . . . . L—._.—.——.—— —— O N O z —.J Z � Z) � O m (Select beam from appropriate 3B.1 series tables) ——•——•—— ——•——•——•— l— 2 — U N W 4. Upright height,spacing,&size. L NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD Select uprights from a Z ( appropriate prig series tables) SITE v00 U) Q O m W (Check Table 3B.3 for minimum upright size) —i S. Chair rail or gins size,length,&spacing. SCALE: 1"=1200' Z Ur - O W (Select chair rails from appropriate 313.2 series tables) 6. Knee braces length,location,&size . . . . . . . . . . i USING THE FOLLOWING CRITERIA,EVALUATE EACH QUADRANT AND MARK ITAS'B','a,OR-D- W a N a EXPOSURE. 'C'OR'D`EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. a � to O LIJ(Check Table 3B.3 for knee brace size) � � � � � � J Z O IV. Highlight details from Aluminum Structures Design Manual: Ye No EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1,500 FEET IN ANY QUADRANT. Lu Q — N A. Beam&puriin tables w/sizes,thickness,spacing,&spans/lengths.Indicate. 2. ANY'C'EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. V Section 313 tables used:,--' . �� Lu �r� nd o ne �• 3. NO SHORT TERM CHANGES IN'B',2 YEARS BEFORE SITE EVALUATION AND BUILD w Beam allowable:span conversions from 120 MPH wind zarhe,'B'Exposure to IQ Z _MPH wind zone and/or'C"or"D"Exposure forbad widthOUT WITHIN 3 YEARS,SITE WILL BE'B'. w_ 4FLATOPEN COUNTRYGRASSLANDSPONDS AND OCEAN OR SHORELINES IN `v4f Look up span on 120 MPH table and apply the following formula: . , , , 0 CD ro n Span!Height Required Span ANY QUADRANT FOR GREATER THAN 1,500 FEET. 120 MPH _MPH EXPOSURE D: FLAT,UNOBSTRUCTED AREAS THAT ARE 1,500 FT INLAND FROM THE SHORE ¢ cO w (b or d)x_(b or d)x (b or d)_ //. LINE AND ARE EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF w -J ieLL W a m = Wind Zone Multiplier" _� �— Exposure Multiplier" AT LEAST 1 MILE, a 2 d6 or partially enclosed O W 0 5 a SITE IS EXPOSURE: _e- EVALUATED BY: DATE: -U+ a J p LL m 2 B. Upright tables w/sizes.thickness,spacing,&heights, Yes No SIGNATURE: a LICENSE#: k°n (Tables 310 8.2.1,3B.2.2,or 38.2.3) . — � O r � Upright or wall member allowable height/span conversions from �120 MPH N . n m o v _ wind zone,"B"Exposure to_MPH wind zone and/or'C'w Co Z"D"Exposure iz W x for load widthW O Look up span on 120 MPH table and apply the following formula; O U ; reo # J Span/Height Required Span .� W e O e � psi'' 120 MPH F(cr)_MPH = N`v d r (b ord)x_(bord)x_(bord)= said@ireyf. z �� 0►190 o F I Wind Zone Multiplier•• _� Exposure Multiplier 0 "�� /A a 0 C.Table 3B.3 with beam&upright combination If applicable . . . . . D. Connection detaih to be used such as: ..� ` O p a I. Beam to upright. . . . . . . . ui 2. Beam to wall. . . . . . . . . �, M 3. Beam to beam. . . . . . . . . . . . . . . . . . . . . . 4. Chair rail,purlins,&knee braces to beams&uprights . • u, 5. Extruded gutter connection. . . . . . . . . . . . . y <• w _ "' 6. U-clip,angles,and/or sole plate to deck. / SHEET E. Raised slabs and I or foundation detail type&size `. ✓ k W i 'Must have attended Engineers Continuing Education Class within the past two years. W �;�a��� <, :t••,,_ - " Appropriate multiplier from page 1. o w Y 2-14-2007 OF O U I H URRICANE CLIPS FOR WOOD DO NOT BLOCK PAN OR COMPOSITE PANEL (SEE ANCHOR SCHEDULE)2 x (SEE TABLES SECTION 7) 4 TOP PLATE @ROOF OSB SHEATHING SPECIFICATIONS / FIRE EXIT WINDOW (DOUBLE TOP PLATE IF LENGTH OVER 12'OR IF PLATE All wood framing and sheathing shall be in accordance with the 2004 Florida Building Code w/2006 SEE CONNECTION DETAILS IS SPLICED) Supplements,Chapter 23,Section 2306 or as noted on the following page. (SECTION 7) n9 P 9 Nailing Specifications for Wail Sheathing over#2 SPF I FOURTH WALL FRAMING TOP PLATE P.T.OR W!VAPOR Partially Enclosed,Mean Roof Height up to 30';1=1.0 FOURTH WALL FRAME I WHERE REQUIRED BARRIER @ ALUMINUM ROOF Exposure"B","C"or"D"Sheathing (IF REQUIRED) Sheathing Wind Spd. N48 ener Nall 2"x_" BEAM OR PURLINS BEAM SELECT"L"FROM EXISTING HOST STRUCTURE SHEATHING:7/16"O.S.B.OR (MPH) SELECT'L'FROM BEAM SPAN 1/2"PLYWOOD W/STUDS 24" Spacing BEAM SPAN TABLES FOR 1!2"or 7/16' 100-123mmon 12"O.C.Field,6"Edges TABLES FOR ATTACHED 2 x 4 LUMBER#2 S.P.F.(MIN.) O.C.OR STRUCTURAL GRADE ATTACHED COVERS USE _____= COVERS USE'A2'=W/2+O.H. THERMAL PLY W/STUDS 16' mmon 6"O.C.Field,3"Edges 'At'=W/2+O.H. OR 2'x 2'ALUMINUM MAY BE @ 112"or 7/16" 130-140ASUBSTITUTED WITHOUTO Cmmon 8"O.C.Field,6"Edges HURRICANE CLIPS mmon 4"O.C.Field,3"Edges ALTERNATE BEAM LOCATIONS 2 x 4 PRESSURE TREATED Exposure"C"Sheathing EXISTING HOST STRUCTURE ---- SEE NEXT PAGE FOR TERMITE PLATE W13/8"x 4-112' W SHIELD DETAIL IF TOP OF CONCRETE ANCHORS 1408-150 4 tOd common 12"O.C.Field,6"Ed as / SLAB IS LESS THAN 6"FROM 4'-0'O.C.(SEE SLAB DETAILS) 5 16d common 6"O.C.Field,3"Edges _ j GRADE Exposure"B","C"or"D"Double Top Plates 2"x 3"MIN.(SEE TABLE 2.2.1 ------ AND/OR TABLE 2.2.2) ALL All 16d common UTILITY SHED WALL SECTION Top or Sole Plate to Stud "B"&'C"Double Top Plates 'W VARIES O.H. SCALE: 1/8"=1,4r IA.End Nail 100-140A F=ALL 16d common 2)Each CROSS BEAM B.Toe Nail 100-140A ALL 8d common 4 16"O.C. SINGLE CARPORT-PLAN VIEW ALUMINUM WALL FRAMING MAY BE USED IN LIEU OF WOOD FRAMING.SEE TABLES FOR MAXIMUM g,7/16'O.S.B.,1/2" '--i Sheathing, plywood,or structural grade thermal ply,shag be fastened to wood surds using j SCALE: 118"=l0' STUD HEIGHTS. the Specifications found shove. 3"RECEIVING CHANNEL Z W ANCHORS W/(3)EACH#8 SHEATHING,7-16'O.S.B.,1/2"PLYWOOD,OR STRUCTURAL GRADE THERMAL PLY SHALL BE to S.M.S.@ 12"O.C. SEE ROOF ROOF PANELS ( FASTENED TO WOOD STUDS USING THE SHEATHING SPECIFICATIONS FOUND ON THIS PAGE. CONNECTION DETAILS -\� (SEE TABLES SECTION 7) 7/16"O.S.B.OR 112"PLYWOOD SHEATHING SHALL BE ATTACHED TO WOOD STUDS WITH#8d Z UU W SECTION 7) _ COMMON AT 6"O.C.EDGES&12"O.C.FIELD FOR UP TO A 130 MPH WIND SPEED"D"EXPOSURE;4' Framing and Sheathing Schedule 0 (D 2 / - O.C.EDGES&8"O.C.FIELD FOR ABOVE 130 MPH UP TO A 150 MPH WIND SPEED"D"EXPOSURE.#6 x &5 Z J W / 1-1/4"DRYWALL OR DECK SCREWS MAY BE SUBSTITUTED FOR#8d COMMON NAILS AT THE SAME Connection Fastener Number and Spacing W - p -d FOURTH WALL FRAME POST TO BEAM(SELECT FROM SPACING.USING THE SAME PATTERNS O.S.B.AND PLYWOOD SHEATHING MAY BE FASTENED TO Up to 120 MPH;"B"Exposure;12"cr7116"Sheathing Q Z W 1--'d Z T REQUIRED) TABLE 2.3) ALUMINUM STUDS W/#6 x 1"STEEL STUD DRYWALL SCREWS. 1.Roof to edge zones #8d common 3"O.C.edges&6"O.C.field fn Q 2 W EXISTING HOST STRUCTURE / � W F- � 0(A F" w POST SIZE AND SPACING 2.Roof interior zones #8d common 6"O.C.ed es&12"O.C.field UU F- CD N U) o WALL OR FASCIA / Al=W/2 W2+O.H STRUCTURAL GRADE HEADED SCREWS SHALL BE FASTENED TO EITHER WOOD OR ALUMINUM STUDS 3.Wall ed e&interior zones #8d common 6"O.C.ed es&12'O.C.fieM a W Z 00 W w / (SEE TABLE 2.2.1 AND!OR WITH#8 x 1"WAFER HEADED SCREWS USING THEABOVE FASTENER PATTERNS / 2.2.2) - Up to 120 MPH;-C"Exposure; Roof Haight Up to 151;Min.6/s"CDX or 9116"OSB O W ,J O N tp Z FOR FASTENING TO ALUMINUM USE TRUFAST HD x("t"+3/4")AT 8"O.C.FOR UP TO A 130 MPH WIND 1.Roof to edge zones #10d common 4"O.C.ed es&8"O.C.field J 0 X F- C 00 w *_PROJECTION SEE FOOTING DETAILS 2.Roof interior zones #10d common 6"O.C.ed es&12"O.C.field D > m VARIES SPEED EXPOSURE;6"O.C.ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED"0"EXPOSURE. U> N PAGES 5&6 3.Wail edge&Interior zones #10d common 6"O.C.edges&12"O.C.field to f- 06 06 W U w SINGLE CARPORT-ELEVATION VIEW FOR FASTENING TO WOOD USE TRUFAST SO x('r+1-112")AT 8"O.C.FOR UP TO A 130 MPH WIND 121 to 140A MPH;"B"Exposure;12"or7n6"sheathing W CO W U)m w SPEED'D'EXPOSURE;6"O.C.ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED"D"EXPOSURE. 1.Roof to edge zones #8d common 3"O.C.ed es&6"O.C.field _ LL Z SCALE: 118"=1'-0" 2.Roof interior zones #8d common 4"O.C.ed es&8"O.C.field = U O 3 3.Wall edge&interior zones #8d common 4"O.C.ed es&12"O.C.field ? ¢ N LL EXISTING HOST STRUCTURE / I t 1 1 * f 121 to 140A MPH;"C"Exposure; Roof Haight Up to 15;Min.518"CDX or W16"OSB p / ? * t 1 1 1.Roof to edge zonas #10d common 3"O.C.ed es&6"O.C.field w = Q Z // SEE CONNECTION DETAILS / �, APPLIED LOAD FROM 2.Roof interior zones #10d common 4"O.C.ed es&8"O.C.field rn Ix Q rn (SECTION 7) O.H: TABLE 4.3='AP' w (a 3.Wall edge&interior zones #10d common 4"O.C.ed es&12"O.C.field OVERHANG='O.H.'=2-0" to U 1408 to 150 MPH;"B"Exposure;12""7116"SheathingIr W 1.Roof to edge zones #8d common 3"O.C.edges&6"O.C.field wEL PROJECTION='P'=1Z4r LOAD WIDTH='LW= 2.Roof interior zones #8d common 4"O.C.edges&8"O.C.field F two. k >� POST AND BEAM 'P'/2+•OH•=8'-0" 12"x PAN o 3.Wall edge&interior zones #8d common 4"O.C.edges&12"O.C.field N 9 (SEE TABLES SECTION (DETAILS AND TABLES OPTIONAL SHEATHING: 7/16" 1408 W 15o MPH;"c" 7) 2 Exposure; Min.19132"Sheathing USE W'TO SELECT PAN SECTION 2) o O.S.B.OR 1!2"COX NAILED 6" 1.Roof to edge&interior zones #8d common 6"O.C,ed es&6"O.C.field a J 'C 2U. 2 _ O.C.EDGES AND 12'O.C. 2.Wall edge&interior zones #8d common 6"O.C.edges&6"O.C.field w u- W W c FOR REQUIRED SPAN FOR FRONT BEAM USE: FIELD -W VARIES A=w/2+ovERHANG WALL UPLIFT EXAMPLE 3.Gabled end wags #10d common 4"O.C.edges&4"O.C.field 0 W ?9- Double top plates #12d common 2 16"O.C. W o a e, O SCALE: 1/8"=1'-0" Top or Sole Plate to Studs - -4 y .m F CALCULATE UPLIFT'U'IN#1 L.F.FOR 120 M.P.H.ZONE=AP x'LW End nail #16d comnwn 2 @ each stud o CD y FOOTING AND CONNECTION qp•=21.1#1 SQ.FT. Double to fates #Bd conxnon 4 each stud m C U a DETAILS SEE PAGES 5&6 'LW` 1212"+O.H.=8" >W 'U'=21.1#/SO.FT.x8'xCf=168.8#/L.F. in ? CARPORT WALL SECTION W 0 w '0 E 9 W "a x `:w O SCALE: 118"=1'-0* REQUIRED ANCHOR SPACING CAN BE FOUND BY DIVIDING ANCHOR CAPACITY BY THE :3 (D m° # W UPLIFT VALUE PREVIOUSLY DETERMINED. a C U O _ NOTES: EXAMPLE: FOR AN H-3.0 CAPACITY=415#1168.8#/L.F.=SPACING OF 2.46 FT. F- a r $ 1. SHED IS FRAMED WITH FOURTH WALL(IF REQUIRED)OR ATTACHED TO HOST,MAXIMUM FLOOR THUS,STUDS AT TYPICAL SPACINGS RECEIVE ANCHORS AS FOLLOWS O m Z AREA 200 SQ.FT.,IF FLOOR AREA IS GREATER THAN 200 SQ.FT.USE SECTION 4,ATTACH SHED OR �S`t w ROOM WALL TO HOST STRUCTURE W/1/4"x 3-1/4'TAPCONS @ 16"O.C.FOR MASONRY OR#16d Anchor Schedule Allowable Uplift Per Anchor Wind Load Conversion Table: ,+ ffi q i F COMMON @ 16'O.C.OR#10 x 3-1/2"FOR WOOD OR#10 x 2-112"S.M.S.FOR 1"x 2"ALUMINUM OR#10 Stud spacing H 2.5A Spacing sun For Wind Zones/Re ions other than `,� O p x 4"S.M.S.FOR 2 x 2 ALUMINUM P e psora Uplift Rating 9 12"O.C. Alternating skids H z.5A 600# 120 MPH(Tables Shown),multiply -,�.. ,dj a 0 2. SHEDS AND UTILITY ROOMS BUILT LINDER SECTION 2 SPECIFICATIONS SHALL BE LIMITED TO 16 allowable loads and roof areas b theAA a FT.IN ROOF SPAN. 1fi O.C. Each Surd H 3.0&5.0 455# Y " ul 3. ALL WOOD FRAMING AND SHEATHING CONNECTIONS SHALL BE IN COMPLIANCE WITH THE 24"O.C: Eech Stud H 6.0 sts# conversion factor. MST76^ 1 260# Wind Applied Conversion a 't l'- W FLORIDA BUILDING CODE 2004 w/2006 SUPPLEMENTS CHAPTER 23,TABLE 2306.1 OR AS NOTED. O MSTC28' 2.760# Region Load Faa" 'Header and beam straps, 100 16.6 1.13 _ A toot »-1 Lu _ O. 110 17.7 1.09 ~O: 120 21.1 1.00 _ "" , - Z Nailing Schedule: 123 22.2 0.97011 Connection Fastener Number/Spacing130 24.8 0.92 SH F�,." Wall Sheathing 12"or Less #8 Common 6'O.C.Edges and 12"O.C.Fie 140-1 28.7 0.86 Y. Top or Sole Plate to Stud 140.2 30.9 0.83 �� ,r`f A.End Nail #16 Com on 2 NOTES: 1.1 33.3 0.80 ii�� B.Toe Nail #8 Common 2 - * so aftoff 1. Above example can be used to calculate uplift and anchor spacing for any applied load or wind load. 2. For headers use 112 the header span x the#/LF value calculated from the example above. f v 2-114"6 a�„ . 10 Table 38.1.1-130 Allowable Edge Beam Spans-Hollow Extrusions Table 38.1.3-130 Allowable Edge Beam Spans-Hollow Extrusions Table 3B.2.2 Allowable Upright Heights,Chair Rail Spans or Header Spans Glass$Modular Rooms For Screen Rooms Converted to Glass/Enclosed Rooms or Typical Glass Room Framing For 3 second wind gust at 130 MPH velocity; For Glass$Modular Rooms For 3 second wind gust at 130 MPH velocity;using design load of 32.2#ISF(56.6#/SF for Max.Cantilever) g y;using design load of 32.2 IWSF(56.6#/SF for Max.Cantilever) Aluminum Allo Aluminum Alloy 6063 T-8 Aluminum Alloy 6063 T-0 y 6063 T-6 For 3 second wind gust at 130 MPH velocity;using design load of 252#/SF 2'x a x 0.044"Max. 2"x 2"x 0.055" 2"z 2"x 0.044'w/Snap Cap Attached 1"x 2"x 0.044"to 2"x 2"x Exisflng Load MaS en'L'/ bondin 'b'or deflection'd' Load Max.spa n'L'/(bendin 'b'or deflection'd•) Load Max.Span T/(bonding'b•or deflection'd') Load Max.Spsn'L•/(banding W or deflection'it*) Sections Tributary Load Width TMs Purlin Spacing width(ft.) ax. Width ft 3'-0" 3'-6" 4'-0" 4'-6" 5'0" 5'-6" 6'-0' 6.6" 1 d 2 Span 3 Span 4 Span ( ) 1 d:2 Sp 3 Span 4 Span ax' Width in)1 d 2 Span 3 Span 4 Span Max. Width(ft.) Max. - Allowable Height'H'1 bending Cantilever Cantilever P W P Cantilever 1&2 Span 3 Span 4 Span Cantilever 9 Silo'or deflection'd' 5 3'-9• d 4•-3" b 4'-1" b g-11' d 5 3'119" -d 4•-8" b 4'-0• b 1'-0' d 5 4'-7' b S-2' b C-11" b 1•-2" d 5 5'A" d 6'-0• b 5'-10• b 1'A" d 2"x 2"x 0.044" Hollow 5'-5' b 4'-11" b 4'-8" b 4'-5' b 4'-2' b 3'-11' b 3'-10' b 3'-8" D 3•-6' B 3'-6' b 3'-11' b 3'•9' b 0'•10" d 6 3'-9' 0 4'-3' b C-1" b 0'-11" d 2"x 2"x 0.055" Hollow 54• b 5'-10" b Wb �-.I' 4•-11' b 4•-8' b 4'-6" b 4'-4• b 4'-2' b 4'-0' b 7 T-3' b 3'--7b 3-6• b 0'-10' d 7 3•-6• b 7-11' b 3•-10" b 0•-11" d 6 4'-2' b 4'-B' b 4'-6' b 1'-1' 0 6 4'-11• b 5-8• b S4' b 1'-3" d 3"x 2"x 0.045- Hollow 6'-8• b 6'-2" 5-2- ba 3'-0" 6 34' b 3'•3" b g-9' d 8 3'-3' b 3'-8' b 3'-7" b 0'-10' d 7 3•-10• b 4'd• b 4'-2" b 1•-0• d 7 4-T b 5-1• b 4'-i t' b 1'-2' d - 3"z 2"z 0.070" Holbvr T-9' T•4' 6'-2" b 5'11b 5'-8b 55b9 740• b 3-2" b 3'-1' b g-9' d 93'-1' b 3'•8' b 34' b 0'-10' d 3'-7' b 4•-1• b 3•-11" b 0'-11' d 8 4'-3' b 4•-9• b 4•-T b 1•-2" d 2"x 3"x 0.045" Hollow 5.8' b 6'-2" b 5'-2" b 4'-11• p 4'-9" b 4'-6' b 4'-4' b 4'-3' b 10 7-8" b 3'-0" b 7-1 b g-9' d 10 2'-1 i" b 3'-3' b T-2" b 0'-10" d 9 3'-5' b 3'-10' b 3'-8' b g-11' 0 9 4'-0• b 4'-6• b 4'4" b 1•-1" d - 2"x 4"x 0.050' Hollow T-8' b_7_1" b 6'-8" b 8'-3' b 5'-i 1' b 5•-8" b-5F5-' b 5•-2" b 5-0' b 4'-10" b 11 7-7" b 2'-10' b 2'-9' b g-8' d 11 2'-10' b 3'-2". b T-0" b 0•-9" d 10 3'-3' b 3'-T b 3'-6' b 0•-11' d 10 3'-10' b 4'-3' b 4'-1" b p_7" d 2`x 5"x 0.062" Hoilow 9'-11'b 9•-2" b F77 b -8" 6 7.4" b 6'-11• b 6'-9" b. 6'-6• b 6'-3" b 12 7-6" b 7-9' b 2'-6' b g-6' d 12 7-8' b 3'6 b 7-11' b 0'-9' d 11 3'-1' 6 3'-S -b 3'-4" b 0'-11• d 11 3'A' b 4'-1• b 3'-11• b 1•-0• d 2"`-x 5`-k 0:050"--S.M.B�: ..13'-3'-b 12'-4' b--11 6'- 10'-10'6 1 -3' b 9'-10' 8.6• b 8'-5' b x x .045 12 7-11' 6 T4' 6 3'-2" b T-10" d 12 3'-6' b 3'-11' b 1-9" b 0'-N' d 2"x 6"x 0.050" S.M.B. 14'-8• b 13•-5' b 12'-T '-3' b 10'-8' b TO'-3" b 9.40• b g-8` b 9'-2' b 3'x2"x0.70 2"x 2'x0.044" Snap 6' Load Max.Span'L•/ bondin •b'or deflection'd' Load Max.S m'C/bmdi 'b'or deflection'd 2"x 2"x 0.044-to 2'x T x Existing P 7 b 6'-1" b 5'-8' b S4".,D S-1• b 4'-10" b 4'-8" b 4'-0• b-7--4-b 4'-2" b Width IfL1 1 a 2 Span 3 3 n 4 S.an Max. Width(R) ex. 2"x 3"x 0.045" Sna T-6' b 5-11" b 5-8' b S-i' b 5'-9" b 5'-0" b 5'3" b 5'-t" -9" D P W P Cantilever 1 3 2 Span 3 Span 4 Span Load Max.Span V/(banding b•or deflection'd j 2'x 4`x 0,045• Sna T-1" b T-8' b 5-11' D 6'-T b 5-3" b 5'-11" b 5'-8" b 5'-6" b S-3' b 5'-1• b Cantilever_er Width(R) 5 4'-3' d 4'-11' b 4'-g' b 1'-0' d 5 4'-9' d 5'-10' d 5-11' b 1'-2" d 1 d 2 Span 3 Span 4 Spm Max• For 3 second wind gust at 140A&B MPH velocity;using design load of 29.3#/SF 6 3•-11• d 4'-6• b 4'4" b 0'•11• d a 4'-6' d 5-8" d 54" b 1•-1" d Cantilever 5 6.4• b T-2• b 6'-11' b 1'-T d Trlbuta Load Width 9M-Purlin Spadn 7 T-9• b 4'-7' b 4'-0" 6 g-11' d -7 4'-3' d 5-T b 4'-11' b 1'-0" d Sections T-0" 3'-6" 4'-0" 4'-0• 5'1" 5'•6" 6•-0" 6•-6' T-0' 7•{>^ 0 3'-0' b 3'-11` b 3'-9' b 0'-1P 0 8 4'-1' d 4•-10' b 4'-8' b 0'-11" d 6 5•-10• b V4r b 6•-3• b 1•-6' d 9 3'-3" b 3'-8' b 3'-6' b 0'-10' d 9 3'-11' d 4'{' b 4'-5' b 0'-11" d Allowable Hei ht'H'/bondin b•or dellection'd• 7 5'-5' b 6'-0' -b 5'-10' b 1'-5• d 2'x 2"x 0.044" Hollow 5'-0' b 4'-8' b 4'4' b 4'-1' D 3'-i i' b 3'-B" b 3'-6' b 3•S' D 3•-3• b 3'-2• b 10 -11 b 3'-6" b 3'4' b 0•-10• d 10 T-9• d 44' b 4'-2• b 0'-11" d 8 5'-0' b 5-8' b 5.5' b 1'-5' d _ 2"x 2"z 0.055" Hollow 5'-10' 6 5'-5" b 5'-1• b 4'-9' b 4•-7• p 4.4" b 4'-2• b T-11• b T-10` b 3•-9" b 71 7-11' b 14' b 3'-2' b 0'•10' d 11 3•-8' d 4'-1' b T-11' b 0'-11' d 9 4'-9• b 54' b 5•-2' b 14" d - 3"z 2"x 0.045" Hollow 8'-7' b 5'-9' b- 5'S b 5-1' b 4'-10' b 4'-T b 4'-5' b 4'-3' b 4'-1' b 3'-11^ b -t 12 7-10• 6 3'-2" 6 3'-1" b 0'-9• d 12 3'-6' b 3'-ti' b 3'-10' b 0'-10" d 10 4'-6'• b 5-0' b 4'-10" b t'3' d 3'x 2"x 0.070" Hollow TS• 6'-10' b 6'-5" b 6-0' b 5'-9" b 5'•6' b 5'•3' b 5'-0' b 4'-10' b 4'-8- b a 2 x 3 x 0.045 "z 4"x .050 2"x T•x 0.045" Hollow 5.2• b S-9" b -4 b 5'-1" b 4'-9' 6 4'-T b 4'4" b 4'-2' b 4'-1- b 3'-11' b Max.S n 1'/ bendin 'b'or deflect on'd' Load Max.Span'L'/ endin 'b'or deflectlon'd' 11 4'4' b 4'-10' b 4'-8' b 1'-3' d T x 4"x 0.050` Hollow T•1' b 8'-T b B'-2• 6 5'-10' b 5'-6' b 5'-3' b 5'-0' b 4'-10' b 4'-6" b 4'S' b Z �Lo.d K)1a 2 Span 3 Span 4 Span ' Width(ft.) Max 72 4'-1' b 4'-T b 4'•5' 6 1'-3' d 2"x a"x 0.062" Hollow g�5" b " 11' b T-1' b 6'-9" b 6'-6' b 6'-3" b 6'-0' b 5'-10• b Q Cantilever t b 2 Span. &5pan 4 Span Cantilever 2'x 5"x 0.050" S.M.B. 17 '-8' b D'-•" '-0' b 9'-1' b 8'-8' b B'4' b F-1- b T-9- b fn z 5 5'-2' b S-9' b F1_-_FF b i'-3' d 5 6'-3' b 6'-11' b B'-9" b 1'-8' d 2"x 6"x 0.050" S.M.B. 13 •-8' b - 10'-5• b 9•_11' b g-0• b 9'-2" b-8'-10' b 8'-6' D z (L L1J 6 4'-8' b 5-3" b S-1" b 1'-2d 6 5'-8" b 8'4' b 6'-2' b 1'-T d 2'x 2'x 0.044" Sna 6' '-3' b 4'-i 1' D 4'-9' b 4'-6" b 4'4' b 4'-2' b'3•-11' b 3'•10• b l,� (n 7 4'4" b 4'-10' b 4'-8" b 1'-2" d '-3' b 5-11' b b 1'-6" d 2"x 3"x 0.045" Snap 6'-11' b 6'-5" b 5'-11' b 5.8' b 5'4" b 5'-i" b 4'-1 t' b 4'-8` 6 4•-S b 4'-S b ZI 11J • 8 4'4" b 4'-7" b 4'S" b 1•-t' 8 i 1' b S-6' b 5'-4' b 1'-5" d 2•x 4"x 0.045' Sna T-6' b 6'-11' b-FV-b 8'-1' b 5'-9" b 5'-6' b 5'-3" b 5'-1" b 4'-11' b 4'-9' b W (r (jJ a 9 3'•10• b 4'-3• b 4. 1_b 1'-T 4'-5` b --z• b 1•_4• d - .Table 38.1.4-130 Allowable Spans For Fourth Wall or Miscellaneous Framing Beams for Glass$Modular Rooms Notar. 10 T-8' b a'-t' b 3'-71' b t•-0' d 10 4•-5' b 4•-11" b 4'-9• b 1'-4• d For 3 second wind gust at 130 MPH velocity;using design load of 32.2#/SF 1•Above spans do not include length of knee brace.Add horizontal distance from upright to center of brace to beam connecHm to the W it m a t1 _FF-b 3•-11' b 3'-9' b g-11' d 11 4'-2' b 4'-6' b 4'-T b 1'-3" d Aluminum Alloy 6063 T-6 - - above spans fw total beam spans, W J W � LD l- tli 12 3'4• b 3•-9" b V-7- b 0'-11' d 72 4•-0" b 4•-6" b 4'-4• b 1•-3' d 2.Spans may be interpolated. W _ � a Notes: Single Self-Mating _ _ Tribute Load Width Q I- 1.Above spans do riot include length of knee brace.Add horizontal distance from u Beams 4'-0 8'-0 8'-0" 10'-0' 17.0• 14'-0" 16'-0" I W_0" 20'-0" 22'-0" 24'-0' 26-0" W (,L J O LU !- connection to the above spans for total beam spans. Aright to tamer of brace to beam Allowable Span'L'I bonding'b•or deflection•d' Table 38.3.1-130 Allowable Upright Heights&Chair Rail Spans Spans-Hollow Extrusions W H O L N LU z 2.Spans may be interpolated, - 2"x I"x 0.044"x 0.100`. T-T b 6'-7 b 5'4" b 4'-10" b 4'4" b 4'-1• b 3'•9" b 3'-T 6 3'-5" b 3'-3• b 3'-i' b 7-11' b For Screen Rooms Converted to or Typical Construction of Glass/Enclosed Rooms U U 2 >� O Z LLd 2"x 5"x 0.050"x 0.100" g4• b T-T b 6'-T b 5-11' b 5'4- b 4'•11' b 4'-8' b 4'-5" b 4'-2" b 3•-11" b 3••10' b 3•-8" b For 3 second wind gust at 130 MPH velocity;using design food of 25.2 NSF Aluminum Alloy 6063 T-6 °� > CCD V W �q �ty(� .�� e G / 2"x 6"x 0.050"x 0.120" 70.5 b 8'-6' b T4' b - 5'-T b S-2' b 4'-11" 6 4'-6• b 4'S" b 4'•3` b 4'-1• b Tribut Load WWth'1M•Purlin Spacing a) i- fn LL m •` ) O`,( °�� � ' ,✓ "xT x0.055"x0.120" 11•-3• b g-2' b 7'41 b T-1' b 6•-6' b '-0• b 5•-8' b 5.4' b 5'-0• b 4'-10" b 4'-7" b 4'-5" b Sections 3'-0" 3'-6" 4•-0^ 4'-6` S-0" 5••6' 6'-0" 8'-6" T-0" T-0` O Cn f� = V W Table 38.1.2-130 Allowable Edge Beam Spans-Snap Sections&Hoilow Extrusions r x e"x 0.072'x o.zu" 76_'7_d_ 13'6 b t r-to b e" b e'-11• b 8-5' b T-1 r b T 6 b T-2" b 5-to b 6'-7` b d m z Allowable Height 1d'I bendin •b•or deflection'd' W Glass B Modula r Rooms 2"x 9-x 0.072"x 0.224' 1T-T b 14.4• b 12•-5- b 11••1• b 10'-2- b 9'-5• b 040• b g•-3" b 7-10 b 7'-0" b T-2' b 6•-11• b 2"x 2`x 0.044"with 5•-t• b 4'-9` 6 4'S" b 4'-2" Ir 3'-11" b 3'-9' b 3'-7" b 3'8" D 3'4' b 3'-3' b For 3 second wind gust at 130 MPH 1•elodty;using design load of 32.2#/SF(56.6#iSF for Max.Cantilever) 2"z 9"x 0.082"x 0.306" 16•-11•d 16•-7• d 14'-0• b 17-11•b 11'-10'b to'-11'b 10'-3• b 9'-0' b 9'-2• b 8'-9• b 8•-5• b g'-t' b Sna Cap anaehad � 2"x 2"umi1110 6063 T-6 2"x 10"x 0.092-x 0.369`DF-Ur d tg-1 t"d 1 T-8' b 15'-9" b 14'•5' b t3'4' b 17.8• b 11'-9" D 11'-T b 107.8• D 10'-2' b 9'-g" p 1"x 2'z 0.044" 4'-8" b 4'4' b 4'-0" 6 3'-10' b 3'-7" b 3'-6" b 3'4' bIT-2:" b 3'-1' b 2'-11' b W Z g "x 2'z 0 ro rusion x. x o.0 napExtrusion to 2"x 2"x Existing r N a Width Load Max.Span'L'/(bending b'cK deflection' Load Max.3 an'L'!(bending'b'or dMection'd' 7nibuta. Load Width 2"x 2"x 0.044" 4'-11' b 4'-T b 4'4' 6 4'-1' b 3'-10' b 3'-8' S 3'-0' b 3'-5' b 3'-3' b 3'-2' b W Z In•)1 b 2 Spa 3 Span 4 5 n Width(1L) ax. Double Salf-Mating 4.0" 6'-0• 8'-0" 10b" 12'-0' 74'-0' 18'-0" 18'-0" 20'-0" 27.0" 24'-0" 26-0" to 2'x 2'x Exlating ,J W Cantilever 1&2 Sps 3 Span 4 Span Beam a Q 5 4'-2" d 4'-9' 6 4'-T b 1'-0" d 5 S• Cantilever Allowable Span'C/borrdlog b'or deflection'd' 3"x 3"x O.D93`5 .Tube 9•-0' b 8'4' b T-10' b T4' b 6'-11'b 6'-8' b 6'-6'-b 5-7 b 5'-11' b S-0' b Q 6• b 5.2' b 6-5" b 1'-5" d 2"z 8"x 0.072^x 0.224' 21'-0• d 18'4' d 16'-8' d 14'-11'b 13'-6' b 17-B• b 11••10•b 11'-2' b 10'-T b TO'-1' b g-8' b 9'4' b 3"x 3"x 0.093"to(1) 104" b g-T b 0•-11" b 8'-6' b V-(r b_TT_b-T--4b_FF_b 5-9' b 6'•T b W a 3•-10" b 4'4' b 4'-2" b 0'-it• d 6 5'-0' b 5'-8' b 5'-5' b 1'4'- dth 7 :Fr-b T-11• 6 3'-10' b g-11' d 7 4'-8" b 5'-3' b 5'-0" b 1'-3' d 2"x 9"x 0.072"x 0.224" 2T-1' d 20'-2• d 1T-T b 15'-9" b 14'4' b 13'4' b 175• b 11'-9• b 11'-1' b 70'-7" b 10'-T b g_g• b 1"x 3"x 0.44"Open Back = 2"x 8"x 0.062"x D.306' 24'-6' d 21'-5" d 19'-6' d 18'-1" d 16'-9' b TS-6• b 14'-6• b 11-8' ti 17-11-b 17.5 b 11'•10'b 11'5' b load to 4^Direction• I W B 34' b 3'-9" b 3'-5- b 0-11' d 8 44` b -4;-r- b 4'-9• b 1'-2 d 9"x S"x 0.093"to(1) 8'-1 i" b g'-3' b 7-8• b T-3' b 8'-11" b 6'-7" b 8'-3• b 6'-0' b 5-10` b 5'-T b - = dam' l2 9 3'-2" b 3'-6" b 3'-5' b g-10' d 9 4'-t• b 4'-T b 4'-5' b p_2• d 2"x 70"x 0.092"x 0.369" 2g•-9• d 25-1' d 27-10'd 2T-2' d 1g-11'd 18••10"b 1T-8' b 18'-8' D 15'-9• b 1T-1- b 14'5 6 13'-70'b 1'x 3"x 0.14"Ocean Back 10 7-11" b 3'4" b 3'-3" b 0'-W d 10 3'-11• b 44• b 4'-3- b t'-1• d Nota: Q � 11 7-10' b 3'• t. tt le recommended that the engineer be consulted an any miscellaneous framing beam that Load to 3"Direction)' n 2" D 3'-1" b 0-10• d 11 T-9" b 4'-2• b 4'-0• b 1•-1" d spans more than 40' 3'x 3"x 0.125"Sq.Tube g-1' b 8'-5' b T-1 P D T-5" b T-i" b 6'•9' b 8'3' b 5-7 b 5•-11• b 5'-9' bCo 12 2'-9' b 3'-0' b 2'-11' b g-9' d 12 3'-' 2.Spens are based or 130 M.P.H.wind ked plus dead bad for framing, 3"x 3'x 0.093"W 2 11'- ¢ *k 2 a � 7 b 3'-11' b 3'-10' b 1'-0' d 3.Span is measured from center of connection to fascia or wall connection. O T b ig-9' b 10•-1` b 9'4 b 8•-11" b 8'-T b 8'J• b T-11" b T-T D T4' b 2^x -x0.045 na Extrua on x 3'x 0.093' uare xWs on 1"x 3"x 0.44"O n Back U J '2 2 W Load Max.Span'L'/bondin b'or deflection'd' Load Max.Span l'/bendin 'b'or deflactlon'd' 4'Above spent do not include length of knee brace.Add horizontal distance from upright to center of brace to beam connection to the above a ns for total W Ll" W m beam spans.5.Spans may be interpolated. 4"x 4"x 0.125" ,Tube 14•-0' D 17-11"b 12'-2' b 11'6" b 1D'-00'b 10'4' lo g-11' b 9'-6' b 9'-2' b 8•-10• b O U_ Lu # L j (n') 1 b 2 Spa 3 Span 4 Span Max' Width ifL)1 8 2 3 Max. _ Note: _ Cantilever Pa 3Span 4Span Cantilever -!fir' ,L Q.q r ' J �� /� �. l �� 5 8'-5' b 7'-2" b 6'•11" b 1'-9' d S 6•-11" d 8'-7' d 8'-T b 1'-9' d Z _I (>i r0 'Load assumed to be applied in the direct normal to gw spacfied side. _ Q a W Q LL � _ e 5'-10` b 5 6" b 64 b 1'e' d 6 s'-7•' d 6-" Table 38.1.5-130 Allowable Spans for Ridge Beams with Self Mating Beams or Square Tubes Spans may be interpolated. ul L 0 ~ t b T-10" b 1'-T d P 9 b 6'-1' b 5'-10" b 1'-7' d 7 6'-3" d T•6" b TJ" 6 1•-S d For Glass$Modular Rooms Qq :35 n13 8 5'-1' b 5'-8" b 5'-8' b T-8" d 8 5'41' d T-0' b s'-9' b 1'-8" d For 3 second wind gust at 130 MPH velocity;using design load of 32.2#/SF j_ .f. O O t- 9 4'-9" b 5'4' b 11" b 1•-5' d 9 5•-9' d 6'-7" b g'S•. b 1'-S d N hY�S{'t/ .X`�. X. 0'b-5b sr44 13 W C in a S tr Tribute Load Width W- rn C U of(0 m n to 10 4'-6' b 5'-1' b 4'-11' 6 1'-5' d 10 5'-0' d 53' b S-1' b 1'4" d PurIM Spaeln / m to n 11 4'4' b 4'-10" b 4'-8" b 1'4• d 11 54" b 5'-11" b S-9' b 1.4• d Self Mating Sections 6'-0" 6'-0" 7•-0" g•-0' 9•-0• 1p•-0• 111-0" - 12 4'-2' b 4'-T b 4'-6' b 1.4• d 12 5'•2- b 5'-9" b 5-6' b 1•-3" d 2"x 4"x 0.041 x 0.100' 7-T b 5-11' b Allowable Span L'!to n 5$"b'b r d5fl4ectlob•d'S 1' b 4'-11' b bl H w mop W va x `✓w O 7"x 3"x 0.125"S aero Extrusion 17 = o 2"x 5"x 0.050"x 0.100` g4' b 8'-6• b 7••10• b 74• b 6'-11' b 6'-7" b 5-3' b 6'-0' b O U >m dE L Load Max.8 n'L'/bonding b'a dMeetion'd' 2"x 6"x 0.050`x 0.120" 1015 b g-8' b 8'-9' b 8'-3" b T-9" b T4' b T-0" b 6•-9" b W U m O Width(ft) 1 6 2 Spa 3 Span 4 Span ax. - l 2"x T x 0.055"x 0.120" 11'-3' D 10.3' b 9'-6• b B'-11' b 8'-5' b T-11' b T-T b T-3" 6 1/� �g�^. (G�r�.- yL,,r.{, G h�•C(J a� a Canfllaver j 4 ;fifid#4;rfg f Z. 5 T-7" d _FS- d g-7 i 1 10" d 2`x 8"x 0.072"x 0.224" 16'-9' 6 154• b 14'-2• b 13•-3' b 12'-6" b 11'-10' b 11'4' b 1 g-10• D > B T-2• d 8'•10' d 8'-11 rn 1-9' d 2"x 9"x 0.072"x 0.224" 1T-T 6 16'-1' b 14'-10' b 13'-11' b 13'•1" b 17.5" b 11'-10' b 11.4• b ���� �.g W 7 6'-10' d 8'-5" d 8'-3 b 1-8' d 2"x 9"x 0.082"x 0.310" 2p'-T b 18'-9' b 1 T4' b 16'-3' b 154' b 14'-0" b 13'-10' b 13'-3'. b P O B 673 d 8'-0' b T-9 b 1'-T d T"x 10"x 0.092"x 0.389"24'•11' 6 27-g b 21'-1' b Tg-9" b 18'-7" b 1T-8' b 16'-10' b 16'-1" b - `�4" O 9 6'•3" d T•T b T4" h 1'-6" d - Tributa Load Width'9P:Purlin Spacing /�:y�� � / c'"� �ryr' Of ' 10 G-1- d 7.2' b 6'-11` b 1'-6• d - Square Tubes 5'-0` 5-0" 7--0" 8'-0" 9•-0` L/rr Vt.��'/ tit 16•-0" 11'-0' 12'-0" ° 3 W 11 5-10' d 6'-10' b 6••T b 1'-S d Allowable S an'L'/bendin 'b'or daesctlon'd' r/ "Cf 12 5'-8' d 8'-T 6 6'4' h 1'-5' d 3"x 3"x 0.093"Square 8'-6• D 5'-11' b 5'-6' b 5'-2' b 4'-10' b 4'-T b 4'-S b 4'-Y b ���116,E f i - w r..� Notes - 3"x 3"x 0.125"Square 9'3' b B'-0' b T-10' b T4" b 6'-11- b 8'-T b 6'-3" b 5'-11' b I` ( iv w Z 1.Above spans do not include forgot of knee bansAdd horizontal distance from upright to carder er of brace to beam Nates: U ._ connection to the above spans for total beam stens. 1.Glass Rooms:The addition of aluminum frame windows with glass.panes that are designed to 130 M.P.H.wind bad r �• i W 2.Spans may be interpolated. - requirements to the above upright sizes Increases the strength so that additional framingis nxx r to equ 3. Spans may be interpolated. - ,...° - 2.Tables assume extrusion oriented with longer extrusion dimension parallel to applied - ° - ppliedload. ° .Z. m . '; A-130 } } 0. O 2-14-2007 `.OF I Q Table 2.5 Maximum Allowable Spans/Heights for Aluminum Pans Table fo 2.7A Maximum Stud Wall Height0 Utility Shed Roof or Walls r Various Wind Loads,Stud Spacing, and Species of Lumber Aluminum Alloy 3105 H-14 or H-25 - For Walls W/Vinyl Siding,Aluminum or Other Flexible Finishes 1-114"x 12"x 0.026"Rizer Panel 1-1/4"x 12"x 0.032"Rizer Panel Residential Construction Utility Sheds Wind 1b2 3 4 CantileverM123 t& 3 Cantilever Wind Velocity 100 MPH,Applied Load-15#/3F Wind Velocity110 MPN,Applied Load=18#/SF Zone spaNlood' spaMoad' spon/load' spaMoad' span/load• spanlload• spon0oad• spaMoad' Stud Stud Size&Lumber Grads Stud Size Lumber Grade 100 4' 36.0 5-7" 30.0 '-8 30. Y- 30. 5'-2 30.0 6'4 3.0 3. .0 '-2" .0 Spacing 2z4 2x6 2x8 2x4 2x6 2x8 2x4 2xe 2x8 2x4 2x8 2x8 _ 110 4'-3 36.0 6-3-T39-10- 54 .0 2'-0' 36. 4'-3' 36.0 5'-11' 36. 6'-1 6. -0" 120 4-0' 43.0 -11 4 .0 5'-' 3.0 -1 3.04•-0" 43.0 5-7 '-9 43.0 1'-11' 43.0 #3 SPF #3 SPF #3 SPF #3 ine #3 pine #3 pine #3 SPF #3 SPF #3 SPF #3 pine #3 Ine #3 pima 123 T-11' 45.4 4'-10" 45.4 4'-11' 45.4 1'-10' 45.43'-11" 45.4 5'$• 4.4 5'-8• 45.4 1'-10' 45.4 12" 10'-9' b 15'$" b 19'-10'b 1Y-5" b 18'-3" b 23'-3" b 9'-9' b 14'4' b 78'-t' b 11'-4• b 16'$' b If lib730 3'-0" 51.0 4'-" 510 4'-9' 51.0 1'-9" 51.03'-1 • 5.0 '4' 51.0 5'-5" 51.0 1'-' 57.0 16" 9'4' b 13'-7" b 1T-2' b 10'-9" b 15'-10•b 20'-2" b 8'3' 6 12'5' b 15'$` b 9'-t0"b W V b 18'-5" b740-1 3'-T 59.0 4'-" 59:0 4'-7" 59.0 V-8' 59.03'4' 59.0 5'-1" 59.0 5'-2' 5.0 t'$' 59.0 24• T-T b 11'-1• b 14'-0' b B'-9" b 12'-11'b 16'5' b V-11• b 10'-1- D 12'-10"b T-17" b 112 3'-T 59.0 4'-6" 59.0 4'-7" 59.0 1'$' 5903'-T 590 5'-1" 59.0 5'-2' S9 1'$'. 59.0-5' 68.0 4'-3" 68.0 4'4' 6801'-T 68.03'-5' 68.0 4'-10" 68.0 4'-11' 88.0 T- a8.0 Wind Velocity 170 MPH,Ap Ikd Loads 22#!SF Wind Velocity 130 MPH,Applied load a 25#JSF 1-1/2' - Stud Stud Size&Lumber Grade Stud &Lumber Grade x12"x0.026"Riot Panel 1-112"x12"x0.032"Rizer Panel Spacing 2x4 2x8 2x8 2x4 2x6 2x6 2x4 2x6 2x8 2x4 2x6 2x8 Wind 18 antilever Wind 1&2 4Cantilever #3 SPF #3 SPF #3 SPF #3 pine #3 pine #3 ine #3 SPF #3 SPF #3 SPF #3 pine #3 Ine #3 tm Zone spaMoad• spa spaMoad• spaMoad• Zone spantload• spaMoad' spaMoad• spaMoad• 12" 8'-10' b 12--11'b 16'4' b 10'.1" b 15'-1" b 19'•2• b 8'4' b 13X2" b 15'-4` b 3 pi b 14'-Y b 18'-0' b 100 5-5' 0.0 -11 0.0 -0" .0 30.0 1 0 '4 30. -1 30. T-11. 130.0 -6 16" T•8' b 11'-3' b 14'-2' b 8'-10' b 13'-t` b 16'-8" b 7'-7 b 10'3" b 13'4' b 8'4" b 12--3' b 15'•T b 110 -7" 36.r $" 36.0 6'•8" 36.0 '-S 10 5-1' 364- 3.0 T 36. -5' :0 120 4'-9" 43. 6'-1" 4 . 6'•3 4.0 2-3' 4.0 20 4'-9 4.0 -11 T 43. Z-3' q3.0 - 24" - b 9'-2' b 11'-7' b T-3" b 10'-8' b 13'-7" b - b 8'-T 6 10'-10"b V-9- b 10'-0" b 12'-9' b - 723 4 45.4 5-0" 45.4 6'-1' 45.4 2--2" 45.4 123 4 45.4 6• 45.4 -1 45.4 2'-2 45.4 Wind Velocity 140-182 MPH,A plied Load=29#/SF Wind Velocity150 MPH,Applied Load:34#/SF - 730 4 59 0 5'-7" 51.0 5'-11' 51.0 7.1' 51.0 730 51. 51.0 -' S1. - 51. Stud Stud Size 8 Lumbar Grade Stud Size b Lumber Grant 11,111T 4'4' 59.0 .5'4" 59.0 5'-7' 59.0 Y-0• 5190 140-1 4'4" 59.0 6 59.0 '4' .0 .0 JIM•2 4'4" 59,0 5'4" 59.0 5'-5' 59.0 2'-0" 59.0 - 4'4 -59.0 59.0 '4' S9. Y-0' 59,0 Spacing 2 x 4 2 x 8 2 x 8 2 x 4 2 x 8 2 x 8 2 x 4 2 x 6 2 x 8 2 x 4 2 x 8. 2 x 8 750 4'-3" 66.0 5'-3" 68.0 5'-5' 68.0 Y-0" W. 150 4'-3' 88,0 5'-11" 68.0 S'-1' 68.0 -0' 68.0 - #3 SPF #3 SPF #3 SPF 1q pine #3 ne #3 Ina #3 SPF #3 SPF #3 SPF #3 Ine. #3 piny #3 pine 12' T-9' b 17'-3" b 14'-3" b 8'-11' b 13'-2' b 16'-9' b T•T b 10'-5' b 13'-2' b -5' b .__I 1 114"x 12"x 0.026"Cleated Panel 1-314^x 12"x 0.032"Clealed Panel 16" 6'-8' b 9'-9' b 12'4' b T-9" b 71'•5" b 14'-6• b - b 9'-0" b 11'-5' b T-2' b 10'3' b 13'-5• b Wind 1d2 4 and wa Wind 1 2 4 Cantilever - 24' - b T-11' b 10'-1' b - b 9'4" b 11-10 b - b T4' b 9'4' b - b 8'-T b 10'-11"b in Zone spanlload• spaMoad• spanAoad' spaMoad' Zone span/load• spaMoad' spaMoad` spaMoad• Notest iY 100 - LU .0 81-5 .0 •-1' 3 " 3. 100 0. 7 '- 127.0 3'- 30.0 1.Applied load values based on ASCE 7-02 Table rs2.1-1.0 ;- Q fm" 710 5- .0 8'-5 36.0-8*-7" .0 J .0 110V-10. 3.0 - T-3' .0 20 - 43.0 '-11 43.0 '-1" 4.0 3-0 43.0 20 '$' 43.0 43. 3' 4. 2.Wood design values are based on#3 S.P.F.(South)and Southam Pine construction grade wood from NDS American Forest&Paper Z U <W 123- 64 45.4. '-9 45.4 '-11" 45.4 -11 45. 2 6'-4' _437- 8-1 .4 45.4 -1 45.4 Association,current edition. 0 1- 130 - 51.0 T-3 51.0 7 4" 51.0 2'- 51. 130 5'-10' St.O 5. '{ 51. 1- 3.For'C'wind exposure category,multiply allowable stud heights by 0.85. 140- - 59.0 7- 59. T- 9.0 -T 59.0 140-7 -9' 9 0 8- 8'- 59. ,0 4. For ullfity sheds rtxgllpy heights by 1.14.For utility sheds in exposure'C category wind zonas,multiply allowable height by 0.97. - (� 0 140- 5-9 59. '-• 59.0 7'-3" .0 2- 58.0 140-2 5-9' S9A 8- 8'-3' S9. 59.0 - S. Stud heights are limited by code and 2 x 4 greater then 10'-0'(stud length)are not shown.2 z 6 greater Oran 18'-0"(stud length)an not shown, Z J 150 5'3 66.0 6-0 68.0 68.0 130.6 -11 68.0 Maximum stud heights less than 6'3'are not listed. 3"x 72"x 0.028"Panel 8. Stud heights are limited by code and 2 x 4 greater than 10'-0"(stud length)are rad shown.2 x 8 greater than 18'-0'(stud length)are not shown. Z W Q d Z 3'x 12"x 0.032"Penal Maximum stud heights less than 6'3'are not listed. to Q = Z= O Wind 182 3 4 Cantilever Wind 1&2 4 Cantilever 7.7/16.O.S.B.or 112"plywood sheathing shall be attached to wood studs with#8d common at 6'O.C.etlges 8 12'O.C,field for up b a 130 MPH ui Zone spaMoad' apanAoad• apanAoad• spaMoad• Zone spanlload• spaMoad• spa span#oad' wind speed,'D•F_xposure;4'O.C.edges and 8"O.C.fend for wind speeds above 130 MPH up to 150 MPH,•D"exposure.#6 drywall or deck W P- Q U5 ri 1 - 1 - �12 4 100 11- 7. 15'.4" .0 screws may be substituted for#8d common nails at the same spacing. W ` J O 0 710 - 6. - 1-11 2.0 N4. 4 0 9'-' 0 1 2.0. 13-9 - - 8.UseTruFasl SDx('C+1-12')et8'O.C.forup toa 130 MPH wind speeds,'D"exposure;6'O.C.for wind speeds above 130 MPH and up te W W1-' W O W 43.0 7 - 9.0 4 43,0 �'2 4. 1 - 9. -1 t 4.0 750 MPH,'D'Exposure. UJ Q N 001 - 45. 1 - 4 .8 .4 .4 10. 1 - 4-0' 4.4 30 8'- 51: 1 4.0 - 45. -1 1. 4_03. 8'-' 51.0 1 - 45. 1 120-.81 . 4-0" 1.0 - Ll. j IZ_ N m -1 8-2" 59. -i 9. t '- 53. 3-10" 59. UO-1 8'-2 5. 1 ,0 7 3. .0 7j 10-2 -T 59. -1' 9.0 - 3-1 140-2 8''' 1 .0 1' 4 5 w Q U W w 1 s.og'-8-MU-8,01Q. .0 3$• 68.o Iso 1 10- 60. 1- a' o ad ad Room Roof panel span= w'as shown on drawings. 06 Table 2.78 Maximum Stud Wall Height for Various Wind Loads,Stud Spacing, W =m z Note: and Species of Lumber rn _ LL t.Install z•x 2•xIn e36•aced.Extrusion at Midspan inrlaese span by 25%maximum shed area. For Walls w/Vinyl Siding,Aluminum or Other Flexible Finishes Z Q }_O g 2.Spans may be Interpolated. Residential Construction Util She - F- Wind Veloc 100 MPH,Applied Load a 15#/SF Wind Velocity110 MPH,A Iletl Load=18#!SF J N O Stud Stud Sita&Lumber Grade Stud Size&Lumber Grade p Z Spacing j1Z.1' EIY-V 2x8 2x4 2x6 2x8 2x4 2x6 2x8 2x1 2x6 2.x8 J Q O _ #2 SPF 82 pine #2 pine #2 pins 02 3PF #2 SPF 02 SPF #2 pim #2 pine 02pine Q W 12" 24-T b 13'•1' d 20'-6' d 2T-0" d 114" d iT-W b 22'-5• b 12--3• d 19'-3" b 24'-9" b W Table 2.6.1 Allowable Stud Heights - 16" 21'4• b 1T-10"d 18'-3" D 23'$" b 10'4• d iS4- b 19'-Vb 71'-2• d 16'$" b 21'-6 b co24" 17'-5" b 10'•3' bi 14'-11'b 19'-Y b 8'-T b 12- ' ul Utility Sheds Framed With Hollow Aluminum Extrusions 3 b 15-10 b 9'4' b 13'-7" b 1T-B" b _ Z Wind Velocity 120 MPH,Applied Load=22#/SF Wind Veloc 130 MPH,Applied Load=25#/SF W Z 6063 T-6 Aluminum Alloy - Stud Stud SM&Lumber Grade Stud SIa&Lumber Grade uj Maximum Allowable ht'M/Deflection'd'or Bendin 'b' Sparing 2 x 4 2 x 6 2 x 8 2 x 4 2 x 8 2 2x8 2 x 4 2 x 6 2 x 8 2x 4 2 x 6 2 x 8 O Co n Wind Zone MPH 100 110 20 #2 3PF #2 SPF #2 SPF 112 ine #2 Pine #2 m f1Z SPF #2 SPF #Z SPF #2 pine #2 Ina #2 Ine 2 N A 3 90 740.1 15 Applied Load 26.6#I5F 28.8#!SF 27.4 t13F 211WIS 322#/SF 37.3#1SF 42.8 IMSF 12" 10'-7' d 18'-W b 20'4" b 11'3• d lr-W b 22'-5" b 10'-T d 15'-0" b 19'-1" b 71'-0' d 16'4' b 21'-0' b V1 J LL W Load Width 2"x 2"x 0.014"Hollow Extrusion 16" 9'3' b 13'-11'b 1T-7" b 10'-5' b 75'-7" b 19'-5' b B'-11' b 13'-0' b 16'-6' b 9'-9' b 14'-2' b 18'-3" b W LL LU W m 16' S-0' b 5-11' b 5'-t t" b S-9' b 5'3' b 5'-1' b 4'-9" b 24" - b 11'4" b 14'4• b 8'-8' b 12-4" b 15'-10'b - b 10'$• b 13'-6• b T-11" 97117--b 74'-10'b a T4" 4'-11' b 4'-71' b 4'-10' b 4'-8' b 4'-5' b Wind Velocity 140 MPH,Applied Load=29#/SF Wind Velocity 150 MPH, Tied Load 34#/SF V W Z E M O Load Width 2"x 2"x 0.055"Hollow Extrusion -- Stud Stud Size&Lumber Grade Stud Stu&LumMr Grade LL 16" 6'-77• b 5-10' D is i:: b S-T b S-3' b 5'-10'.b 5'•5" b Spacing 2x4 2 x 6 2x8 2x4 2x6 2x8 2x4 2x6 2x8 2x4 2x6 2x8 a 't m W s( r a 24` 5'-T b 5'-T b 53' b S3" b 5'-T b 4'-9' b 4'-5" b - #2 SPF #2 SPF #2 SPF #2 pine #2 pine #2 ine #2 SPF #2 SPF #2 SPF #2 pine #2 pine #2 ine to N p 3 Load Width 2"x 3"x 0.045"Patio Extrusion 12' 9'-7• b 13'-11"b 1T-8' b 10'-6• b 15'-2' b 19'-6" b 8'-10' b 12'-71'b 78'4' b 9'$' b 13'-11"b 18'-0" b N tD J m n Q 16` T-10' D T-8' b T$' b T3' b T-1' b 5-T b 5-2" b - 16" 8'-3" b 12--1" b 154' b 9'-1' b 13'-2" b 15-11`b b 11'-2' b 14'-2" 6 8'4' b 12'-2" b 15'-T b - d 54' 6 8'4' b 6'-3" b 6'-1" b 5'-9' b 54' b 5'-W b 24" - b 9'•10• b 12'-6' b - b 1V-8' b 13'-10'b - b 9'-1' 6 11' 9'-11' b 72'-9" b m � _ 2 Load Width 2`x 4"x 0.050"Patio Extrusion Notes: w h a .W tr 16" 9`-9' b 9'-9' b 9'-T b 9'4• b 8'-10" b 8'-3" b T3" b 1.Applied bad values based on ASCE 7.02 Table 6-2.1=1.0 - K W rd c -w O Z4" 7'-11' b T-11" b 7'-10" b T-8' b T-3' b 6'-9' b 5-3' b - 2.Wood design values are based on#2 S.P.F.(South)and Southern Pim construction grade wood from NDS American Forest&Paper - O U > 17 ik Note: - Association,current edition. - 0 O O c = 1.The above listed allowable heights are measured from the bottom of 3.For'C'wind exposure category,multiply allowable stud heights by 0.65. © � a L r 3 2.Spens may be interpolated. top plate to top d bottom plats. 4. For utility sheds multiply heights by 1.14.For utility sheds in exposum'C'category wird zones,multipy agowabie height by 0.87.. e 5.Stud heights are limited by code and 2 x 4 greater than 10'-0"(stud length)are net shown.2 x 6 greater then 18'-0"(stud length)are not shown. - Z ro ? 3.Structural grade thertnalpiy shag be fastened to aluminum studs with#8 X 1'wafer headed screws 'da s a r i r r r r t=0 W using the fastener patterns described with the details of this section. Maximum stud heights less than 5.6"are not fisted. CO 4.For fastening to aluminum use Wrest HD X +3/4' 6.Stud heights are limited by code and 2 x 4 greater than 1 W4r(stud length)are not shown.2 x 6 greater than 1 W-W(stud length)are not shown. ,s O f O ('d ) 0 M O.C.xp up to 730 MPH wind speed,•p• Maximum stud heights less than F-6"are not fisted. �� '+gx Exposure:6'O.C.ht above rad MPH wind speed up to 150 MPH,Exposure'17. 7.7116"O.S.S.or V2•plywood sheathing shag be attached to wood studs with#8d common at 6"O.C.edges&12"O.C.field for up to a 130 MPH 5.Wood stud heights aro found in Section 4 tables. - - _ �• wind speed,"D"Exposure;4"O.C.edges and 8"O.C.laid gd fpr wind speeds above 130 MPH up 150 MPH,"D'exposure.#6 drywall or deck O - F- , tY screws may be substituted for#8d common nags at the same spacing. - ,a +fir+•' a W ►� j rJ; }n�"/� 8.Use H,"D't 50 x('P+1-t/2•)a(8'O.C.for up to a 130 MPH wind speeds,•D'exposure;8'O.C.for wind speeds above 130 MPH end up to • 1� ;]. .- 150 MPH,"D'Exposure. gff44iiit}ifff--- Of �./ Z t3 C m- .. O - LL `\y f- $., v t► .m 0170- l_1 CL F S 0 2-14-2002.. OF. Table 9,1 Allowable Loads for Concrete Anchors Table 9.3 Wood&Concrete Fasteners for Partially Enclosed Buildings Table 9.5A Allowable Loads&Roof Areas Over Posts Table 9.10 Alternative Anchor Selection Factors for Anchor/Screw Sizes r Embedment Min.Edge Dist.& Loads and Areas for Screws In Tension Only for Metal to Metal,Beam to Upright Bolt Connections Metal to Metal Screw Slze Depth Anchor Spacing Allowable Loads Maximum Allowable-Load and Attributable Roof Area for 120 MPH Wind Zone(35.53#!SF) Oen or Enclosed Structures @ 27.42#/SF d-diameter (in.) 5d(in.) Tension Shear For Wind Regions other than 120 MPH,Use Conversion Table at Bottom of this page) - Fastener Anchor Size #8 #10 #12 #14• ZAMAC NAIUN(Drive Anchors) CONNECTING TO:WOOD for PARTIALLY ENCLOSED Buildings diem. min,edge min.ctr. No.of Fasteners!Roof Area SF #8 7.00 0.80 0.58 0.46 0.27 0.21 1-112" 1.114" 273# 236# Fastener Length of Number of Fasteners distance to CV. 1/Area 2lArea 7/Ana 41 Area #70 0,80 1.00 0.72 0.57 0.33 026 23 Diameter Embedment 1 2 3 4 114" 12" 5/8" 1,454.53 2,308-106 4.362.159 5,819-212 TAPPER Concrete Screws 1" 264#-7 SF 528#-15 SF 792#-22 SF 1056#-30 SF 5/16" 316" 7I8" 7,894-69 3,788-138 5,682-207 5_716T 278 #12 0.58 0.72 1.00 0.78 0.46 0,36 3116" 1-1/4" 15/16" 288# 167# 1!4's 1.12" 396#-71 SF 792#-225E 1188#-33 SF 1584#-45 SF 313" 314" 1" 2,272-82 4,544-186 6,816-249 9,088-331 #14 0.46 0.57 0.78 1.00 0.59 0.45 15118" 371# 259# 2-112" 660#•19 SF 1320#•37 SF 1980#-56 SF 2840#-74 SF 12" T 1-114' 3,030-110 6,060-221 9,090-332 12,120-442 3116" 0.27 0.33 0.46 0.59 1.00 0.79 Ill" 1-1/4" t-U4" 427# 200# t" 312#-9 SF 6240-18 SF 836#-26 SF 1243#-35 SF - 3/8" 0.21 0.26 0.36 0.58 0-79 1-00 1-3/4" 1-114" 544# 216# - 5116"e 1-12" 468#-13 SF 936#-26 SF 1404#-40 SF 1672#-53SF Table9.5B Allowable Loads&Roof Areas Over Posts - Alternative Anchor Selection Factors for Anchor/ScrewStzes SAI" 1-12" 1AM6" 511# 402# 1 42" 780#-22 SF 1560#-44 SF 2340#-66 SF 3120#-88 SF - for Metal to Metal,Beam to Upright Bok Connections Concrete and Wood Anchors tela" 3-313" 703# 455# t" 356#-10 SF 712#-20 SF 1088#-30 SF 1424#-40 SF Partlall Enclosed Structures @ 35.53#/SF Dyna Boles "and POWER BOLT Ex anion Bok 318"e 1-112" 534#-15 SF 1068#-30 SF 1602#-45 SF 2136#-60 SF Fastener - _ (concrete screws:2"maximum embedment) 2-114"embedment respectively) 114" 2" 1-114" 624# 261# 2-12" 890#-25 SF 1780#-511 SF 2670#-75 EF 3560#-100 SF diam. min.edge In.ctr. No.of Fasteners/Roof Aroa SF Anchor Size 3116" - 114" 3/8" Anchor 3116" 12" 5116" 3' 1-7/8' 936# 751# ONNECTING TO:CONCRETE Min.2,500 psii for PARTIALLY ENCLOSED Buildings distance to ctr. 1!Area 2/Ana _31A.- 4/A. Size 311!" 9.12^ 7-9116" 1,575# 1,425# Festaner Length of Number of Fasteners 1/4" 1/2" 518" 1,454-41 2,908-82 4,362-125 5,819-164 3116" 7.00 0.83 0.50 3116" 1.00 0.46 1f!" 5" 2-12" 2,332# 2.220# Diameter Embedment 1 2 3 4 5/16" 3!B" .718" 1,694-53 3,788-107 5,682-160 7.576-213 1/4" 0.83 -.1.00 0.59 12" 0.46 1.00 POWER STUD edge-Bok® PE OF FASTENER-"Quick Set'Concrete Screw Rawl Zamae Nailin or Equivelent Slit" 314" 1" 2,272-64 4,544-128 6,816-192 9,088.256 0•� 0.59 1.00 t/d" 2-314" 1.1/4" 812# 326# 114"s 1-12' 233#-8 SF 466#-17 SF 8990-25 SF 9320-34 Sf 12" Y 1.114" 3,030-85 8,060-171 9,090-256 12,120-341 •MWtiply the number of#8 screws x size of anchor/screw desired and round up to the next even number SAI" 41/4" 1.78" 1,358# 921# 2' 270#-10 SF 1 540#•20 SF 810#-30 SF 1 1080#-39 Notes for Tables 9.5 A,B: laws. 1r,!" B" 2-112" 2,271# 1,218# TYPE OF FASTENER-Concrete Screw(Rawl Tapper or Equivalent) I.Tables 9.5 A&B an based on 3 second Example: r•#!t" 7" 9-114" 3,288# 2,202# wind us Allowable Load Conversions k(10)#8 screws are required,the number of#10 screws desired is: - 3116"s 1-12" 246#-7 SF 492#-14 SF 738#-2t SF 9tM#•28 Sf gusts at 120 MPH;Exposure"B';i=1.0. Wedge Bolt For carports&screen rooms multi the for Edge Distances More Than 5d 0.8 x 10=(8)#10 1314" - 317#-9SF 634#-18 SF 951#-27 SF 1268#-36 Allowable Load 114" 2" 1-114" 696# 55Q# Glass/Partially Enclosed loads 8 roof areas Edge 114"s 1.12" 365#-10 SF 730#-21 SF 1095#-31 SF 1460#-41 MuPo hers 3/tl" 3-12" 1-7/8" 2,150# 1,504# 1$/4• 465#-13 SF 930#-26 SF 13959-39SF 1860#-5 above by l.3. Distance .Tension Shear Q 2.Minknum 1G!" 9.12" 2-12" 1,666# 2,791# 3/8's 1-112" 437#-12 SF 874#-25 SF 1311#-37 SF 1748#-4 screws 8 bolts saand 3d O.C.for rivets.r 12d 1.25 - Notes: 14314" 601#-17 SF 1202#-34 SF 1803#-51 SF 2404#-68 3.Minimum edge distance Is 2d for screws, 17d 1.21 Z 1.Concrete screws are limited to 2"embedment by manufacturers. PE OF FASTENER- on Bolts Rawl Power Bok or Equivalent) - bolts,and rivets. 10d 1.18 2.00 2.Values Hated an allowed bads with a safety factor of 4 applied. Allowable Load Covenlon Multipliers 318"s 2-112' 7205#-34 SF 24100-68 SF 36159-102 S 4820#-1 fid 1.14 1.80 < o l"-" 3.Products equal n real may be perpendicular to t for Edge Distances More Than 5d 3-V2" 1303#-37 SF 26069-73 SF 311099-110 5212#-74 Sd 1,17 1,60 Z o W 4.Anchors receiving loads acedy1.0 tit the diameter are in tension. 12"s 3" 1808#-51 SF 3612#-102 54781-152 S 72249-2 7d 1.08 1.40 5.AlkhwalNe bads an Increased by 1.00 for wind load. Edge Multpllen - 6.Minima m edge distance and center to center spacing shall be 5d. Distance Tension Shear 5' 1993#-56 SF 39!!69-112 SF 5979#-168 SF 79729-22. 6d 1.04 1.20 J IX 2 7.Anchors receiving bads parallel to the diameter are shear bads. 5d 1.00 1.00 NOW: 54 1.00 1.00 }• W J 6d t-04 1.20 t.The minimum distance from the edge of Gro WIND LOAD CONVERSION TABLE: W Example: 7d 1.08 1.40 cerhvete fothe b anchor and spacing For Wind ZonWfteglons oilrr Man 120 M - a Z "•-I EL Z Determine Ota number of concrete anchors required icr a pool fid 1.11 1.80 between anchors sbeil not be leas than Sd where 4 (Tables Slnoash),rrs/tlply elorrabb loads end > m all enclosure by dividing the uplift bad by the anchor allowed bad. Is the anchor diameter. areas by the conversion factor. co � < � �- W _ - Fora 2•x 6'beam with: 9d 1-14 7.80 2.Allowabie toads have been increased by 1.33 for Table 9.6 Maximum Allowable Fastener Loads a -. spocintl=r-O.O.C. 10d 1.18 2.00 wind loading. WIND APPLIED CQNVE] for Metal Plate to Wood Support to U O O FF-- aibwerlspan=2DS'(Table 1.1) 11d 1.21 3.Allowable roof areas are based on beds for REGION - LOAD FACT Metal to Plywood d J Z 00 Lll 1- UPLIFT LOAD=12(SEAM SPAN)x BEAM&UPRIGHT SPACING 12d 7.25 Glass/Partially Enclosed Rooms(MWFRS)I-1.00 100 25 122 12'4 518"4 314"4 1 O _fJ �' C D O,4 CID Z NUMBER OF ANCHORS= 12(20.42')z T x 10#!Sit.FL 4-For Glass/Enclosed Rooms and Sections 1&2 110 30 1 17 SMw Pup Out Shear PWI Out Shear Pull Out q l- O mW ALLOWED LOAD ON ANCHOR use a multiplier to roof area of 1.30. 120 35 1.03 Screw 0 (lbs.) Obs. lbs. (lbs. fabs.) lbs. D U U (V NUMBER OF ANCHORS= 7427# =1.67 123 37 1.00 98 93 1 46 1-113 1 59 134 1 71 W )... W e LLI W 130 42 0.94 910 700 55 120 69 741 TB ❑ (n Z Car m W The afore,use 2 anchors,one(t)on each ante of upright. - 140-1a2 48 0.88 #12 118 71 131 78 743 94 W 1 jJ LL W Table Is based on Rawl Products'allowable bads for 2,500 p.s.i-concrete. 150 56 0.31 #14 732 70 145 88 157 105 Nt tY Table 9.2 Wood&Concrete Fasteners for Open or Enclosed Buildings Table 9.4 Maximum Allowable Fastener Loads IIICD Z U CD g C 0 Loads and Areas for Screws in Tension Only for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel O O Maximum Allowable-Load and Attributable Roof Area for 120 MPH Wind of this page#/SF) (As Recommended By Manufacturers) Aluminum Mandrel Stell Mandrel J O For Wind nN Ions other than 120 MPH,Use Conversion Table at Bottom of this a SaO•Tapping and Machine Screws Allowable Loads Tensile - Rivet Diameter Tension lbs. Shear Tension ba Shear W Q 0 CONNECTING 70:WOOD for OPEN or ENCLOSED Buildin 1/8" 129 176 210 325 W cn W Fastener Length of Number of Fastener Strength 55,000 psi;Shaw 24,000 psi 5132" 187 263 340 49p N Cn Diameter Embedment 1 2 3 4 Serew/Bolt Allowable Tensile Loads on Screws for Nominal Well Thickness('l')lbs.)41 262 375 445 720 7 W 1" - 264#-70 SF 528#-19 SF 792#-29 SF 1056#-39 SF #8 0.164" 722 139 153 200 228 255 - W V 0. 2 " 1/4"e 1-12" 396#-14 SF 7920-29 SF 1188#-43 SF 1584#-58 SF #10 0.190" 141 161 177 231 263 295 - r�i 2 Z 2-12" 660#-24 SF 1320#-48 SF 1980#-72 SF 2640#-96 SF #12 0210" 156 178 196 258 291 327 - Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to O (O 1' 312#-11 SF 624#-23 SF 936#-34 SF 1248#-46 SF #14 0250" 186 212 232 305 347 389 529 Walls,Uprights,Carrier Beams,or Other Connections ¢ 2 cv n SM6"s 1-12 8#" 46 -17 SF 936#-34 SF 1404#-51 SF 11772#•68 SF tl4" 0240" 179 203 223 292 333 374 508 2.12" 780#-28 SF 1560#-57 SF 2340#-85 SF 3120#-114 SF SMB' 0.3125' 232 285 297 SBt 433 486 661 Maximum Screw/Anchor Size _..! W _ 1" 356#-13 SF 772#•26 SF 10689-39 SF 1424#-52 SF 3R 0,375" 279 317 349 457 520 584 793 - W LL W s F- 318"e 1-12" 534#-19 SF 1066#-39 SF 1602#-58 SF 2138#-78 SF 12" 0.50 373 423 465 809 - �3 779 7057 Extrusion Type Size Description To Wall To Upright/ a 2 if a 0 W Z � 2-12 890#-32 SF 1780#-65 SF 2870#-97 SF 3560#-130 SF Allowable ghee Loads on Screws for Nominal Wall Thickness lbs- MgM t'x 1'x 0.045" 3116' #10 J a W O a a = CONNECTING TO:CONCRETE Min.2,500 psi for PARTIALLY ENCLOSED Buildtn s Screw/6°k SI Shear Angle t'x 1'x 1/16'(0.083") 3175• p12 Q y 0 Fastener Length of Number of Faatenen Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092' 0 125"- Angle 7'x 1'x 18'(0.125') 3116' ply y Q o TYPE OF lx Embedment 1 2 ; 4 178 OA94" 177 133 147 192 278 245 Angle 1-7/2"x 1-112"1/16"(0.062") 1/4' 912 W C U w r Q - TYPE OF I°ASTENER- Quick Set"Concrete Screw Rawl Zamae Nailin or Equivalent 010 0.780" 136 154 170 222 253 284 - , #12 0.210" 150 171 188 248 - 280 293 Angle 1-112'x 1-12'3116"(0.188•) 1/4' 014 > m n m a 114"s 1-12" 273#-10 SF 548#-20 SF 819#-30 SF 1092#-40 SF #14 0250" 179 203 223 292 ____53_3____37_4 _ 508! Angle 1-12'x 1-12'1/8"(0.062•) 1/4• #14 m �Q �_ z 2" 3160-12 SF 632#-23 SF _9409-355F 1264#-48 SF 114" 0240' 172 195 214 281 320 358 467 Angle 1J/4"x 1-314"x 1/8"(0.125") 1/4' #14 W� ria N C E TYPE OF FASTENER='Concrete Screw(Rawl Ta par or E uivakM SM6" 0.3125 223 254 279 366 416 467 634 a5 x -- E O 3116"e 1-1/4" 288#-11 SF 5769.21 SF 864#-32 SF 1152#-42 SF Angle 2'x 7 x 0.093" 310• 318• n. - 3/8" 0.375 268 305 335 439 499 560 761: Angle 2"x 2"x 16'(0.125•) 5/16' 5/15' O 3 ;,Ute.j Ul - 1-314" 371#.14 SF 742#.27 SF 1113#-47 SF 1484#-54 SF 12' 0.50" 357 406 447 585 6661-7-47-11015 K C U O 114e 1-1/4" 365#-13 SF 730#-275F 1095#-40 SF 1480#-53 SF Angle 7x2'x3176'(0.313') 12' 72' "F iacimt'1f0.1 0 1 J/4" 427#-16 SF 854#-31 SF 1281#-47 SF 1708#-62 SF -Allowable Shaw Loads on Screws for Nominal Wall Thickness Ibs.) U•channel 1-314'x 1.3(4"x 1-314"x 78' 38• #14 �r • 313Y i-ffi" 571#-19 SF 10220-37 SF 1533#-56 SF 2044#-75 SF Bolt Double Shear U-channel 1'x 2-18'x 1'x 0.050" 5116• 5118 ;��y1 - ,r."• ± s`-]�„ma,- r' `Q Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0,725" U-channel t-12'x 2-118"x 1-12'x 0.043" 12" O T 1-3/4" 703#-28 SF 1408#-51 SF 2109#-77 SF 28129-703 SF 114" 0240' 343 390 4Z9 581 639 717 974 #14 TYPE OF FASTENER=Expansion Bolts Rawl Power Bolt or E uivaleIn SNB" 0.372 446 508 559 732 832 934 1269 318"s 2-112' 1050#•38 SF 2100#-77 SF 3150#-115 3 42000-153 SF Note•, 316" 0.375" 536 610 670 878 998 7120 1572 #of screws to beam,wall,and/or post equal to depth of beam.For screw sizes use the stitching �� v , _ 3-12" 15750-57 SF 3150#-115 S 4725#-172 S 6300#-230 SF 12' 9M- 714 812. 894 1170 1332 1494 2030 screw size for beam/upright found in table 1.6. ` 12"s 3" 139W 51 SF 2798#-102 SF 4197# 5596#-204 SF - ; 5" 2332#-65 SF 4684#-170 S 6998#-255 SF 93289.340 SF Notes: - 1.Screw goes through two sides of members. Note: WIND LOAD CONVERSION TABLE: 2.All banal kegihs;Cetus tndusbfal Quality.Use manufacturers grip range to match total wall thickness Table 9.9 Minimum Anchor Size for Extrusions - 1.The minimum distance from the edge of the For Wind Zones/Regions other than 120 MPH of connection-Use tables to select rivet substitution for screws of anchor specifications in drawings. - • U '� concrete to I he concrete anchor andspacing5d w (Tables Shown), 3. Minimum thickness of frame members is 0.036"aluminum and 26 go.steel. Wall Connection isbetween hwdianchors shag not be less than Sri where d multiply allowable loads and roof areas by the - Extrusions Wail Metal U Concrete Wood - "✓v '�- 4 \OI lam,• y 2 the anchor diameter. - conversion facto. MuMplien for Other Alloys 2"x 10" 114" #14 1/4" 1/4' _ •ti •.2! 2.AllowaWo roof areas we based on loads for 2"x 9" 714" 014 714" 114" Glass/Encfhsed Rooms(MWFRS);I=1.00. WIND APPLIED CONVERSION 6063 T-6 1269 2"x 8" 1/4" #12 114" #12 3.For peninlly endosac buildings use a multiplier b REGION LOAD FACTOR - 5052 H-25 1522 2"x 7" 3116" #10 3/16" #70 r SHEET • roof areas tk 0.77- 100 26.6 1.01 6005 T-5 2030 --2'7-x 6"or less 3/16" #8 3/16" #8 H�T o 4. For sections 1&Z multiply roof areas by 1.30. 110 26.8 1.01 v 120 27.4 1.00 Note•. .h 123 28.9 0.97 Wall,beam and upright minimum anchor sizes shall be used for super gutter ,.N o 730 32.2 0.92 connections. } 140.1 37.3 0.86 37.3 0.86 -F..tr1 _ O 140-2 - - CL 150 42.8 0.80 - Q-: U. 2-14-2007 OF 10 O. U