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38B-214 (6) CLB WEB BRACE SURS'ITUTION T— BRACING THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) OR T —BRACE L, IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB — BRACING: OR I BRACING METHOD IS DESIRED. L —BRACE z ' ` 'y� APPLY TO EITHER SIDE OF WEB NARROW FACE. ' \ /`\�� ATTACH WITH lad BOX OR GUN (0.128 "x 3. ",MIN) NAILS. N NOTES: AT 6" O.C. BRACE IS A THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED MINIMUM 807 OF WEB #� MEMBER LENGTH CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T— BRACING OR SCAB '�i BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. �� 1 ��� FOR MINIMUM ALTERNATIVE BRACING, RE —RUN DESIGN WITH APPROPRIATE , 1 1/ 1 1 BRACING. \ / N T— BRACE C —BRACE WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SCAB BRACING: SIZE BRACING T OR L —BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1 -2X4 APPLY SCAB(S) TO WIDE FACE OF WEB. 2X3 OR 2X4 2 ROWS 2X6 2 -2X4 I NO MORE THAN (1) SCAB PER FACE. � 2X6 1 ROW 2X4 1 -2X6 ATTACH WITH lad BOX OR GUNS (0.128 "x 3. ",MIN) NAILS. I i 2X6 2 ROWS 2X6 2- 2X4( *) AT 6 O.C. . i 1 2X8 1 ROW 2X6 1 -2X8 BRACE IS A MINIMUM 2X8 2 ROWS 2X6 2- 2X6( *) 807 OF WEB MEMBER LENGTH I SCABBRACEH T— BRACE, L— BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE 1' I OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER`S SEALED DESIGN. ce i ' •' z ( *) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH i� FACE OF WEB. i G I ••WARNING READ AND FOLLOW ALL NOTES ON THIS SHEET' t[l VF M s + f ,� LL PSF REF CLB SUBST, Truss q extreme care in fabricating handling shipping installing and bracing. Refer Co and follow v \ VU _ HCSI (Building Component Safety Information by TR and WTCA) for safety practices n p th . /8 / //7 these f t' F pa Installers shall provide pa temporary bracing 1 ws per BCSI shal Unless t d rw ; ed PI o petor BCSI p O� "s ' ''L L ii 1 ceiling_ Locations shorn f L PSF ATE 1 / 1 / 09 / shah h rty a ownf d structural nels or permanent lateral res and traint o bottom chord be shall l ha *. ve b trig ine pri°',IF ta at l tached rigid SCOTT L n n ) I I( P SF DRWG BRCLBSUBOI 09 actions B3 & B7 See this jobs general notes page for more information. � 'r` SCHURWAN l // ✓`/ sections FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 3�OL C =. PSF 1 ITW Building Components Croup Inc. TWBCG) shall not be responsible for any deviation from this design. U STRUCTU o ( O T Building Components Group Inc. any failure to build the truss In conformance & with TPI, or fabricating, handling, shipping. installing bracing of trusses. ITWBCG connector plates ere made of 20/18/16CA (W,H /S /H) AST14 A653 grade 37/40/60 N N0. JL L l it D. PSF i (H /W /H.S) galy. steel. Apply plates to each face of truss. positioned as shown above and on Joint Details. Q IA seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely f . a for the truss component design shown. The suitability and use of this component for any building is the A G sel; y : F'AC. responsibility of the Building Designer per ANSf/TPI 1 Sec. 2. e) V /► /STt��� I I Earth City, MO 63045 ITW -HCG: www.rcwbcg.com; TPI: www.tpinst.com; wTCA: www.sbcinduatry . com; WO, wne,eeeafe.arg ,��ss /fia�� 0 7 C:ING ASCE 7 -05: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS — STIFFENERS 100 MPH, 30FT. MEAN HGT, ASCE 7 -05, CLOSED H LESS THAN 4'6" — NO STUD BRACING REQUIRED BLDG, LOCATED ANYWHERE IN ROOF, CAT II EXP C, H GREATER THAN 4'6" TO 7'6" IN LENGTH Kzt = 1.00, WIND TC DL =5.0 PSF, WIND BC DL--5.0 PSF. PROVIDE A 2X6 STIFFBACK AT MID — HEIGHT AND BRACE STIFFBACK LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING A1003005). BOT: CONTINUOUS CEILING DIAPHRAGM H GREATER THAN 7'6" TO 12'0" MAX: SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID — HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR ON THIS DETAIL. REFER TO DRWG A1003005). NAILS: 10d COMMON (0.148 "x3 ") OR BOX (0.128 "x3 ",MIN) NAILS * OPTIONAL 2X L— REINFORCEMENT ATTACHED TO STIFFBACK WITH 10D BOX OR GUN OR GUN (0.125 "X 3.", min) NAILS. (0.128" X 3 ", MIN.) NAILS ® 6" O.C. / / 2X4 BLOCKING /;;;;--'--r'' / NAILED TO I I � / / 45° SHEATHING AND 1 � ea" Max! .fir \ �� EACH TRUSS (TVP) I H i1 2 X4 STUD, #3 I i j 1 1 ri \ H�2 OR BETTER H Imo, DIAGONAL BRACE I ATTACH EACH END � FOR 560 #. r 1 ii n ; --.1 � I .I � i � 1J J I � L J � iU ( ._ n. N r / / � 1 j / // / C IINTI:'r f TS BEARING/ / / L 2X6 #2 STIFFBACK ATTACHED TO EACH ' , STUD W/ (4) 10 D BOX OR GUN (0.123" X 3 ", MIN.) NAILS. ••WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! P �tH OF Mq � PSF REF GE WHALER Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and fallow 1 I BM (Building Component Safely Information, by TPI and /VITA) for safety practices prior to performing c+ DATE I � 1 1 / ce these functions Installers shall provide temporary bracing per BCSI. Unless noted otherwise lop chord ` SCOTT I L • b, PSF DATE 1/1/09 / shall ilin have Lacai:o properly ns attached structural panels and bottom chord shall have a properly attached rigid 0� \.r 1' //I / ' g. shown far permanent lateral restraint of webs shall have bracing installed per leC • l/ I" V ections HO Se ET. see this Jobs • general notes page for more information. ° • '/ SCHURWAN : ■ + l PSF DRWG GABRST050109 / •]IdPORTANT• 1:::, • FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. STRUCTURA 1TW g Components Croup Inc. (1TwHCG) shall not be responsible for any deviallon from this design, Buildin Com • ( PSF n Building Components Group Inc. any failure to build the truss In conformance with TPI. or fabricating, handling, shipping. installing & No• 32020 bracing of trusses. ITwHCO connector plates are made of 20/18/7605 (W,H /S /R) 0500 A663 grade 37/40/60 4 I. PSF (A /W /H,S) galy. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details. �� ��r s A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely ,�...�...����,, —' -- • for the truss component design shown. The suitability and use of this component for any building is the G Fr / C ` � w FAC. responsibilit of the Buildin De per rT 1 Sec. 2. Q - - - -- Eart City, MO 63045 1TW -BCC: www.itwbe TP1: w an tpinst.com: wTCA. wwwsbc.naustry.coo ]cc: ww..,ccaafe.org n,. 0u { 0 •a/'X SPACING N GABLE Iy E - 1 l GABLE TRUSS PLATE SIZES L1 T" REINFORCEMENT ATTACHMENT DETAIL REFER TO APPROPRIATE ITW GABLE DETAIL FOR FOR LET-IN VERTICALS MINIMUM PLATE SIZES FOR VERTICAL STUDS. T REIINFORCING "T" REINFORCING MEMBE ABOUT ,+ O+ REFER TO ENGINEERED TRUSS DESIGN FOR PEAK.. N / N SPLICE, WEB AND HEEL PLATES. TOENAIL t -- OR - E \ ENDNAIL IF GABLE VERTICAL PLATES OVERLAP, USE A / �� SINGLE PLATE THAT COVERS TI3E TOTAL AREA OF / _ i \\ G - THE OVERLAPPED PLATES TO SPAN THE WEB. / f \ + / TO CONVERT FROM "L" TO "T" REINFORCING MEMBERS, o ` �� EXAMPLE: 2X4 MULTIPLY "T' INCREASE BY LENGTH (BASED UN ''''t ; l / / it APPROPRIATE ITW GABLE DETAIL). �-y � 2X4 . , 2X8 �1 GABLE 1 ",, + I MAXIMUM ALLOWABLE - T - REINFORCED GABLE VERTICAL / VERTICAL *) +t `\ LEN P TH ' II LENGTH IS 14 FROM TOP TO BOTTOM CHORD. 1 ■ 1 WEB LENGTH INCREASE IN/ " T" BRACE �' ( WIND SPEED "T" REINF. AND MRH MBR. SIZE INCREASE , * 140 MPH _ 2x4 1 10 % • 1 1 / � p - ( � 15 FT 2x6 50 140 MPH 2x4 SO i \ 30 FT 2x6 50 % 0- / �l PLC L fl� 130 MPH 2 10 15 FT 1 2x6 50 % 1 r 130 MPH 2x4 10 % 30 FT ! 2x6 50 1 1 PROVIDE CONNECTIONS FOR UPLIFT SPECIFIED ON THE ENGINEERED TRUSS DESIGN. 120 MPH ,----- 2x4 10 % ATTACH EACH "T' REINFORCING MEMBER WITH 1' 15 FT 2x6 50 % 120 MPH 2x4 10 END DRIVEN NAILS: ' 30 FT j 2x6 40 IOd COMMON (0.148'X 3. ",MIN) NAILS AT 4" O.C. PLUS ti 110 MPH 2x4 10 % ' (4) NAILS IN TOP AND BOTTOM CHORD. 15 FT 1--- 2x6 40 % I RIGID SHEATHING TOENAILED NAILS: '. 110 MPH 2x4 10 % 1 N 'p IOd COMMON (0.148 "x3 ",MIN) TOENAILS AT 4" O.C. PLUS I 4 NAILS hl (4) TOENAILS IN TOP AND BOTTOM CHORD. 30 FT 2x8 50 % 4 -1 100 MPH 2x4 � 20 % 1 15 FT 1 2x6 30 % THIS DETAIL TO BE USED WITH THE APPROPRIATE ITW GABLE DETAIL FOR ASCE 1 l I REINFORCING I WIND LOAD. I 100 MPH 2x4 10 % MEMBER 1 1 I ASCE 7 -98 GABLE DETAIL DRAWINGS d 30 FT 2x6 40 % A13015980109. Al2015980109, A11015980109, A10015980109, 1 2 90 MPH 2x4 1 20 % 1 A13030980109, Al2030980109, A11030980109, A10030980109 15 FT 2x6 j 20 GABLE NAILS ASCE 7 -02 GABLE DETAIL DRAWINGS 90 MPH 2x4 20 ' TRUS5 , 1, i SPACED AT 1 A13015020709, Al2015020709, A11015020109. A70075020109, A14015020709, 30 FT 1 2x6 30 4" O.C. A13030020109, Al2030020109, A11030020109, A10030020109, A14030020109 I, ASCE 7 -05 GABLE DETAIL DRAWINGS EXAMPLE: 1 A13015050109, Al2015050109, A11015050109, A10015050109, A14t- 505!09, ASCE WIND SPEED = 100 MPH A13030050109, Al2030050109, A11030050109, A10030050109, 1 0109 1 I MEAN ROOF HEIGHT = 30 FT, Kzt = 1.00 1 SEE APPROPRIATE ITW GABLE DETAIL FOR MAXIMUM I GABLE VERTICAL = 24" O.C. SP #3 , 1 I UNREINFORCED GABLE VERTICAL LENGTH. I "T" REINFORCING MEMBER SIZE = 2X4 • 1 �� 4 NAILS "T" BRACE INCREASE (FROM ABOVE) = 10% = 1.10 f (1) 2X4L" BRACE LENGTH 6 7" CEILING / t ( MAXIMUM "T" REINFORCED GABLE VERTICAL LENGTH I 11 1 � 1.10 x 6' 7' = 7' 3" READ AND FOLLOW ALL NOTES ON THIS SHEET ` IN\ OF MA nn REF LET IN VERT I Trusses require extreme care fabricating, h ndling shipping. installing and bracing. Refer to and follow AV 'T BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing I these functions. Installers shell provide temporary bracing per BCSI Unless noted lherwlee tap chord 4 SCOTT t 6 j fi DATE 1/1/09 / �l hall have properly attached structural panels and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI /� ,A/ AN �l1 • �� l / ` b / e rtiona B3 & 87 See this jobs general noes page more information. t f irl 1 SCHURW DRWG CiBLLETIN�1�9 I ^ -- e1 / "IMPORTANT•• FURNISH COPY CF THE DESIGN TO INSTALLATION CONTRACTOR. c., STRUCTURAL H 1 17W Building Components Group Inc. (ITWBCC) shall not be responsible for any deviation fr o corn this design, Building Components Group Inc. ' any failure to build the truss in conformance with TPI, or fabricating, handling. shipping. installing & No, 32020 bracing of trusses. ITWBCC connector plates are made of 20/18, 18CA (w,H /S /H) AM A853 grade 37/40%60 I, t7 Ayi/l QT. I.D. 60 IC �ry�. Fs 1 (E /W /14.5) gale. steel. Apply plates to each face of truss, positioned as shown above and on Joint Details - A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely ` , 7./, for the truss component design shown. The suitability and use of this component for any building is the 00 � o 1sT ok ' , FAC. ANY 4 4 . 2 . responsibility of the Building Designer per ANSI /TPI I Sec. 2. V `` A Earth City, MO 63045 ITW -BCC: www. itwbcg.corn, TPI: www m . tpinst.co: W ww, TCA: w abcindustry.one . ICC: wowiccaafe. org Sa � OA SPACING 24.0 Sint a..E GABLE STUD REINFORCEMENT DETAIL ASCE 7 - 05: 100 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 BRACE (1) 1X4 "L" BRACE * (1) 2X4 "L" BRACE * (2) 2X4 "L" BRACE ** (1) 2X6 "L" BRACE * (2) 2X6 "L" BRACE ** GABLE VERTICAL NO SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B , # / #J2 4' 2" 7' 3" 7' 5 " 8' 7 8 ' 9" 10' 2" 10' 6" ( 13' 5" 13' 10" 14' 0" 14' 0' BRACING GROUP SPECIES AND GRADES: SPF # 4' 1" 6' 9" 6' 9" 8' 7" 8' 7" 10' 2" 10' 2" 13' 5" 13' 5" 14' 0" 14' 0" I 1 GROUP A: li W Q 1 1 F STANDARD ' 1 5. 9 5' . 9" ., 7' 8” 7 7' 10' 2" 10 2 13' S' 13' 5" 14 0" i 14' 0' I � i I - F1RD! 3HEM�sTaNDAZDi STUD 4' 1 6' 9" 6' 9" 8' 7" 8 8" 0' 2" 10 d" 11' 11' 11' 11 14 0" 14 0 #1 ' 3" 10' 2" 11' 0" 13' 5" 14' 0" 14' 0" 14 0 ST 4' 6" " - 3" 6' 17 6' 10" ! 6 10" 8' 7" 9' 0" 10' 2" 10' 9" 13' S'� 14' 0' 14 0" 14' 0" 3 3 d" #3 4' 3 " 6' 11 " 8' 7" 9' 0" 10' 2" 10' 9 I " 13' S' 14' 0" i 14' 0" 14' 0" I I ! DOUGLAS FIR - LARCH SOUTHERN PINE F I S TANDARD STUD RD j STANDARD 4' 2" 5 11" ' 5' 11" 7' 10" 7' 10" 10' 2" 10' 6" 12' 2" 12' 2" 14' 0" ( 14' 0" I � STANDA - ##1 / # 4' 10" 8' 3" 8' 6" 9' 9" 10' 1" 11' 8" 12' 0; 14' 0" 14� 0" 14' 0" 14' 0" _ _ 1 H ' S F F # 4' 8" 8' 3" 8' 3" I 9' 9" 9' 9' 11' 8" 11' 8" 14' 0" 14' 0" I 14' 0" 14' 0" --- 1 �F STUD 4' 8" 8' 3" 8' 3' 9' 9' 9' 9" 11' 8" 1' 8 " 14 0" 14' 0' 14' 0" 14' 0" GROUP B: 1 ' Q 1 STANDARD 4' 8" 7' 1" 7' 1" 9' 4" 9' 4" 11' 8" 11' 8' 14' 0" 14' 0" 1 14' 0" 14' 0" > #{1 5' 3" 8' 3" 8' 11" 9' 9" 10' 7" 11' 8" 12' 7" X 14' 0" 14' 0" 14' 0" 14' 0' q1 & B R SP #2 5' 2" 8' 3" 8' 11" 9' 9" 10' 7" 11' 8" 12' 7" 14' 0" 14' 0" 14' 0" 14' 0" �` 41 W CO # 4' 11" 8' 3" 8' 6" 9' 9" 10' 4" 11' 8" 12' 4' 14' 0" 14' 0" 14' 0" 14' 0" --•-I DFL - STUD 4' 11" �8' 3" 8' 5' 9' 9" 10' 4" 11' 8' 12' 4' 14' 0" 14' 0" 1 14' 0" 14' 0" I SOUTHERN PINE DOUGLAS FIR - LARCH I 4 STANDARD 4' 10" 7 1' 7' 3" 9' 7" 9' 7" 11' 8" 12 0" 14' 0" 14' 0 14' 0" 14' 0" 1 ' 41 #1 ##1 / # 5' 3" 9' 1 9' 4" 10' 9" 11' 1" 12' 10" J 13' 3" 14' 0" � 14' 0" 1 14' 0" 14' 0 ° ,, L #2 , _ ■ �- Q � Q � ,� � F F #3 1 5' 2" 9 1" 9' 1" 10' 9" 10' 9" 12' 10" 12 10" 1 14 0' 14' 0 14' 0" I 14' 0" T T L� STUD 5' 2" 9' 1" 9' 1" 10' 9" ' 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" ) 14` 0" Q 111 STANDARD 5' 2" 8' 2" 8' 2" 10' 9" 10' 9" 12' 10" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES', X #1 5' 9" 9' 1" 9' 10" 10' 9" 11' 7' 12' 10" 13' 10" 14' 0" 14' 0" 14' 0" 14' 0" Q r SP 42 5' 8" , 9' 1" 9' 10" 10' 9' 11' 7" 12' 10" ' 13' 10" i 14' 0 14' 0" 14' 0" I 14' 0" LIVE LOAD DEFLECTION CRITERIA Is L /240. # 5' 5" 9' 1" I 9' 7" 10' 9" 11' 4" 12' 10" 13' 6" 14' 0' 14' 0" 14' 0" ' 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 60 PLF OVER r-1 D F L STUD 5' 5" 9' 1" 9' 7" 10' 9" ■ 11' 4" 12' 10" 13' 6" 14' 0" 14' 0" 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD). STANDARD 1 5' 3" 8' 5" 8' 5" 10' 9" 1 11' 1" 112' 10" 13' 3" 14' 0" 14' 0" 14' 0` 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0" OVERHANG. OR 12" SYMM ip PLYWOOD OVERHANG. ABOUT ' ATTACH EACH "L" BRACE WITH 105 NAILS. (0.128"x3' min) )K / GABLE TRUSS * FOR (1) "L" BRACE: SPACE NAILS AT 2" O.C. 2X9 {)2N OR BETTER IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. - 1111111 DIAGONAL BRACE OPTION: I ' VERTICAL LENGTH MAY BE : , � ! �' � ** FOR (2) '1," BRACES: SPACE NAILS AT 3" O.C- 18 " * l -- IN 18" END ZONES AND 6" 0.C. BETWEEN ZONES. l DOUBLED WHEN DIAGONAL j BRACE IS USED. CONNECT I / "L' � T I � • + 'L" BRACING MUST BE A MINIMUM OF 80% OF WEB DIAGONAL BRACE FOR 480# !i 1444,41 MEMBER LENGTH. AT EACH END. MAX WEB �\ BRACE --- ** _ TOTAL LENGTH IS 14'. / ' ' 70111 GABLE VERTICAL PLATE SIZES Il ( 1 12X4 STUD, y3 OR — T i l • I VERTICAL LENGTH NO 1X4 OR SPLICE 1 � BETTER DIAGONAL �� I , (' " ESS THAN 4' 0" 1 2X3 l VERTICAL LENGT SHOWN / ! BRACE. SINGLE 18 * -CO !� { t �! II d GREATER THAN 4' 0 BUTT 2X4 IN TABLE ABOVE. OR DOUBLE CUT' L L a (AS SHOWN) AT w LESS THAN 11 6" I UPPER END. �����MV 1 r •Mini • • GREATER THAN 11' 8" I 2.5X4 i; I / r, / �,+ REFER TO COMMON TRUSS DESIGN FOR I I / / / ANT : NUOUS REAR / , ,1 " : / PEAK. SPLICE. AND HEEL PLATES. CONNECT DIAGONAL VE AT 4f�. N REFER TO CHART ABOVE FOR M ABLE VERTICAL LENGTH. O MIDPOINT OF VERTICAL WEB. "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! f ` ��� OF � REF ASCE7 05 - GAB10015 Trusses require extreme care in fabricating, handling, shipping installing and bracing. Refer to and follow 4 e! t)s SCSI (Building Component Safety information, by TP1 and WTCA) for safety practice, prior to performing / / these functions. Inatallera shell provide temporary bracing per HCSI. Unless noted otherwise, lop chord � � DATE 1 /1;'09 / shall have properly attached structural panels and bottom chord shall have a properly attached rigid SCOTT L. j ceiling. Locations shown for permanent lateral restraint of webs shall hove bracing installed per SCSI ,action, B3 & B7. see this job's general notes page for more information. 03 1 1 Jllrr DRWG A10015050109 / /// 11 i ` , "IMPORTANT" FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. :E SCHURWAN �I10 Building Components Group Inc. (ITWBCC) shall not be responsible for any deviation tram this design. STRUCTURAL' Building Components Group Inc. any failure to build the truss in conformance with 171, or fabricating. handling. shipping. installing & bracing of trusses. ITWBCG connector plates are made of 20/18/160A (W,H /S /H) ASTM 4855 grade 37/40/60 No. 32020 OT. LD. 60 Psi' (IS /w /5.5) gale. steel. Apply plates to each face of truss, positioned as shown above end on Joint Details. A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the {Q ' � responsibility of the Building Designer per ANSI /TPI I Sec. 2. ^ Rv Earth City, MO 63045 ITW -HCG: ww. itwbcg.com ww w ; TP]: w. tpinst.com, WTCA, wwve.abeindustry.com; ICC'' ww.ieesafe. org A 'rl? ‘ • T ,_ \O / 14 rt,�o`�V ■ ! X. SPACING 24.0" THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - GR -6 3'4" Flat Girder) Top chord 2x6 SP #2 100 mph wind, 19.55 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x8 SP SS Dense anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF(S) #2 psf. Special loads Wind reactions based on MWFRS pressures. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 91 plf at 0.00 to 91 plf at 3,33 End verticals not exposed to wind pressure. BC- From 20 plf at 0.00 to 20 plf at 3.33 BC- 749.36 lb Conc. Load at 1.60 (a) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purl ins: 3X4(R) III CHORD SPACING(IN OC) START(FT) END(FT) 2X4 III BC 40 0.00 3.33 p I Deflection meets L/240 live and L/180 total load. Truss must be installed as shown with top chord up. Plates sized for a minimum of 2.40 sq.in. /piece. o S 8 O L N Is' 11-• - 3 (a) (a) i 11 -. -7 1 LA A, 8 O 2 C LL i 4 V1 V\. N C c r y S L y 3X4 (R) III 2X4 III r I F N. C 3 - -Over 2 Sup ,5rts t a R =574 U =29 R =546 U =28 • a • Design Crit: IRC2006/TPI -2002(STD) ' � F L PLT TYP. WAVE FT /RT= 5 %(0 %) /3L0) • 4 . • �/4 R " O 1 i • , - - 14/71 :1 Scale = .25 " /Ft ..WARNING . " ••WARNING TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACIN / l§ SCOT , G TC LL 38.5 PSF REF R219-- 89910 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 2 . 1 m NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22314) AND NOVA (WOOD TRUSS COUNCIL OF AMERICA, 6 . ---- --- ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNL. ' SCHURWAN TC DL 7.0 PSF _DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL A PROPERLY ATTACHED RIGID CEILING. V STRUCTURAL H BC DL 10.0 PSF DRW MOUSR219 11083020 •• INIPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPON S No. 32020 ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS Q BC LL 0.0 PSF MO - ENG BAF /BAF 1 _ IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. • DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI. ALPINE A 0� � � J I L � 4 CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A853 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY �' �I TOT . LD . 5 5.5 PSF SEAN - 35 4 784 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA -Z. 1 Building Components Group, Mo. ANY INSPECT ION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEG .3. A SEAL DN THIS F sS�pryp� �� G DUR . FAC . 1.15 FROM WW DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT , M� 6345 Clt Earth DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE -- - — y BUILDING DESIGNER PER ANSI /TPI ,SEC. 2. SPACING 24.0" J RE F - 1 UA 12 1 9 ZO 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - T -7 13'7 "8 Mono) Top chord 2x4 SPF(S) 1650f -1.5E 100 mph wind, 15.27 ft mean hgt, ASCE 7 -05, CLOSED bldg, not located Bot chord 2x4 SPF(S) #2 within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL =4,2 psf, wind Webs 2x4 SPF(S) #2 :W1, W3 2x4 SPF Stud: BC DL =5.0 psf. Left end vertical exposed to wind pressure. Deflection meets L/180 Wind reactions based on MWFRS pressures. criteria for flexible wall coverings. Right end vertical not exposed to wind pressure. (H1) _ (J) Hanger not calculated (1)2x8 SP SS Dense supporting member, (a) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purl ins: Bottom chord checked for 10.00 psf non - concurrent bottom chord live CHORD SPACING(IN OC) START(FT) END(FT) load applied per IRC -06 section 301.5. BC 120 0.00 13.63 Deflection meets L/240 live and L/180 total load. Unbalanced snow loads have not been considered. 2X4111 Plates sized for a minimum of 2.40 sq.in. /piece. MWFRS loads based on trusses located at least 15.27 ft. from roof edge. 5 r 3X4% M o ON W 41 N 3X4% GA (a) : 10 - -2 0 N (a) o 4- -0 W1 IIIII g 4- N C C g MEN a. 2X4111 3X4= 3X6(R) III r E O V y C & Tu. N 13 -7 -8 Over 2 Supports >I 17 R =764 U =0 W =5.5" R =764 U =46 RL= 159/ -118 a t PLT TYP, WAVE Design Crit: FT /RT 5 %(0 %)/03(0) D) 'e.o.lb, °' 1 44 Mts ` r ' 9 C'! ` :1 MA /- /1 /- / - / -/F Scale = .25 " /Ft. IARN "IING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING- f ' 7 r�� 1 TC LL 38.5 PSF REF R219-- 89909 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TEl (TRUSS PLATE INSTITUTE. 21. i r SCH UR 1� �,,.I NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6� • ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNL r. ■ _..I TC DL 7.0 PSF DATE 03/24/11. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL STRUCTURAL ii A PROPERLY ATTACHED RIGID CEILING_ " IMPORTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING C. •1 EATS A (/��' N °.3202 BC DL 10.0 PSF DRW MOUSR219 11083019 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS MO - ENG BAF /BAF DES FOR CONMS APPLICABLPROV E (NATIONAL IGN DESSPEC, NBBRAFAPA)OAND TPSES. ALPINE .00 I � � BC LL 0.0 PSF _ CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /M) ASTM A653 GRADE 40/60 (W, M/H,SS) GALV. STEEL. APPLY �O� GJST ' ^� \�� TOT . LD . 55.5 PSF S EQN - 354758 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. V WW I Building Components Group, Inc. ANY W I NG INDICNSPECTION ATES OF PLATES TAN FO CE OF LLOWED PR BV OFE ( SSIONAL ) SHALL ENG BE INEE PER RING ABNERESPONSX A3 DF TP1 IBIL -[0 ITY 02 SOLE SEG L .3. Y FOR THE TR A USS SEAL ON TRENT s � DUR . FAC . 1 1.15 15 FROM Ytl Yf INiA COMPONENT Earth Clt M� 6345 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE - - Y BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J RE F - 1 UA 1 2 1 9 ZO 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - GR -7 3'4" Flat Girder) Top chord 2x6 SP #2 100 mph wind, 18.10 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x8 SP SS Dense anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF(S) #2 psf. Special loads Wind reactions based on MWFRS pressures. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) TC- From 91 plf at 0.00 to 91 plf at 3.33 End verticals not exposed to wind pressure. BC- From 20 plf at 0.00 to 20 plf at 3,33 BC- 764.13 lb Conc. Load at 1.73 (a) Continuous lateral bracing equally spaced on member. Truss must be installed as shown with top chord up. In lieu of structural panels or rigid ceiling use purl ins: CHORD SPACING(IN OC) START(FT) END(FT) BC 40 0.00 3.33 Deflection meets L/240 live and L/180 total load. 2X4 III 3X4= Unbalanced snow loads have not been considered. 0 s Plates sized for a minimum of 2.40 sq.in. /piece. 0 a ul PV 3 LA LA 10-1 -2 I (a) (a) 6 10 -$ -2 w 0 Hf 0 LL LL 0) 0 N o U. 0 C C M : i NN 6 N 3X4 (R) III 2X4 III L 1- E O V E. 6 m 3- 4 -FOver 2 Suprts 1 �' ffi R =553 U =36 R =581 U =38 O. i Design Cr i t : I RC2006 /TP I -2002 (STD) (t1 OF .. S PLT TYP. WAVE FT /RT =5 %(0 %)/3(0) s q c :1 MA/ /1/ / / /F Scale = .25 " /Ft. RE EXTREME CARE IN FABRICATION, * R� M TO BCS1�(BUIL I WI CONPON ENT SAFETY ETV INFORMATION ORMATION P BLISHIED BVSHIPPING. (TRUSS S PLATE N NST TUNE C . I "_ .. / O � ( S � � 0 1 rlQr '� TC LL 38.5 PSF REF R219 -- 89908 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, SCHURWAN RWAN qa ENTERPRISE LANE, MADISON, WI 03719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UN ' ..--. TC DL 7.0 0 PSF _DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL AVE A PROPERLY ATTACHED RIGID CEILING. STRUCTURAL N BC DL 10.0 PSF DRW MOUSR219 11083018 "I•PORTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING Co '. ' NTS No. 32020 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF/BAF ALPINE IN CONFORMANCE WITH TPI, OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINE AP NN OF � I ST. �� �4� TOT. LD . 55.5 PSF SEAN- 354781 CONNECTOR PLATES ARE MADE OF 20/16/16GA (W.H /SS /K) ASTM A663 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. /� {��� ___ 1 Building Components Group. InC. ANV INSPECTION OF PLATES FOLLOWED BV (1) $HALL BE PER ANNE% A3 pF TPIt -2002 SEC .3 A SEAL ON THIS `SSIA �I j11 C-\'‘ OUR. FAC . 1 .15 FROM WW W9 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COWONENT !l 11.,//1'fjy Earth City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE (� - - -- BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UA 1219_Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 — /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** — T -8 26'9 "8 Mono) Top chord 2x4 SPF(S) 1650f -1.5E :T3 2x4 SPF(S) #2: 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, not located Bot chord 2x4 SPF(S) #2 within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL =4.2 psf, wind Webs 2x4 SPF Stud BC DL =5.0 psf, :W6, W7, W8, W9, W10 2x4 SPF(S) #2: Wind reactions based on MWFRS pressures. (H1) = (J) Hanger not calculated (1)2x8 SP SS Dense supporting member. Right end vertical not exposed to wind pressure. (a) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purl ins: CHORD SPACING(IN OC) START(FT) END(FT) Bottom chord checked for 10.00 psf non - concurrent bottom chord live load BC 75 0.00 26.79 applied per IRC -06 section 301.5. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1,10, Ce =1.00, CAT II & Pf =38.50 psf. Plates sized for a minimum of 2.40 sq.in. /piece, 4X6 5 MWFRS loads based on trusses located at least 15.00 ft. from roof edge, =1 4 3 4X4 III I 3X4% CD 3X4 § co N 4X4(R) W9 1 �� W10 L 5 r (a) ` 11- -1 11- 0 -0 3X4 N 0 3X4 B C 1 -0-0 _ -- --r.�- 1. = ,, ce �� y 2X4111 3X4= 4X4° 3X4= 3X4= 5X6= - E 8 Lc 12 -2 -12 ›. 6 To 1- 26 -0 -0 -1-1 0-9-8 I < 26-9-8 Over 3 Supports H IP R =566 U =0 W =5.5" R =1697 U =0 W =5,5" R =742 U =24 • RL= 186/ -75 . / Design Crit: IRC2006 /TPI- 2002(STD) (H OF � PLT TYP. WAVE FT /RT= 5%(0 %)/3(0) 1t �:� �: ,, ` .0 :1 MA /- /1 /- / - / -/F Scale = .2 " /Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRA' N ' f f� SCC ' REL , t TC LL 38.5 PSF REF R219-- 89907 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE V I.IdT- �A NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND MICA (WOOD TRUSS COUNCIL OF AMERICA, SCHURWAN RWAN }' ENTERPRISE LANE, MADISON, WI 53]16) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, S. — TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHAjjj,,�,' E �"'( A PROPERLY ATTACHED RIGID CE I LI NO. - STRUCTURAL N ` I No. 32020 BC DL 10.0 PSF DRW MOUSR219 11083017 ** IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 17W BUILDING C. ENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD -USS A ( 44.,* BC LL 0.0 PSF MO- ENG BAF/BAF - � DESIG ORMS AP CCAB PROVIS HANDL (NOTIOONAL DESIGN SPEC, BYY AFBPA) ALPINE A ��'/'� Q�/ L CONNECTOR PLATES ARE MADE OF 20/1B/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STE . APPLY 7O ki S'T�,`` O \�V TOT . LD . 55.5 PSF S EQN - 354778 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. /` ,`Ile' 1 Building Components Group, Inc. AB INSPECTION OF PLATES FOLLOWED BV ( I ) SHALL BE PER ANNEX A3 pF TP11 -2002 SEC .3. A SEAL ON THIS S SiON A �. V DUR . FAC . 1.15 FROM Y, Y9 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPO NSIBILITY SOLELY FOR THE TRUSS COMPONENT O 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Earth City, — " -- y BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. , SPACING 24.0" JREF- 1UAl219_Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - GR -9 14' Common Girder) Top chord 2x4 SPF(S) 1650f -1.5E 2 COMPLETE TRUSSES REQUIRED 1- ` 2 Bot chord 2x4 SP 2850f -2.3E Webs 2x4 SPF Stud :W2, W8 2x4 SPF(S) 1650f -1.5E: Nail Schedule:0.131 "x3" nails :W5 2x6 SP SS Dense: Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row 0 o.c. Special loads Webs : 1 Row ® 4" o.c. (Lumber Dur.Fac, =1,15 / Plate Dur.Fac.=1.15) Use equal spacing between rows and stagger nails TC- From 94 plf at 0.00 to 94 plf at 7.00 in each row to avoid splitting. TC- From 94 plf at 7.00 to 94 plf at 14.00 BC- From 23 plf at 0.00 to 23 plf at 7.00 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located BC- From 23 plf at 7.00 to 23 plf at 14.00 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 PL- 3000.00 lb Conc. Load at ( 7.02,13.70) psf. In lieu of structural panels or rigid ceiling use purlins: Wind reactions based on MWFRS pressures. CHORD SPACING(IN OC) START(FT) END(FT) BC 97 0.00 14.00 Calculated horizontal deflection is 0.34" due to live load and 0.16" due to dead load. 6X8 Deflection meets L/240 live and L/180 total load. ;; Plates sized for a minimum of 2.40 sq.in. /piece. AS '., o 4X4 4X4 ® 4 N ,' ry W 0 8 l 8 5 -: -0 E r 5X �I �, , 5X6 5)(64-- U- 5X6 C 1io I ' 7 , 1 0 0 ,i i• `&' : . :7"--.11 H 9 L. L 2X4 III 2X4 III E 8 F 8. c 7 -0 -0 I, 7 -0 -0 0 6-9-4 7 -2 -12 14 -0 -0 Over 2 Supports ' IS R =2315 U =109 W =5.5" , , =2323 U =110 W =5.5" RL= 86/ -86 i a tl Design Cr i t : I RC2006 /TP I -2002 (STD) 0,-tti OF �AS�, PLT TYP, WAVE FT /RT= 5 %(0 %)/3(0) 10.• $C 144 , n 2 , ;, _ 10) i :1 MA/ - /1 /- / - / - /F Scale = .375 " /Ft• "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND MA G. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITU'E, 18 (f 1 TC LL 38.5 PSF REF R219-- 89906 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 SC URWAFI ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE STRUCTURAL H A PROPERLY ATTACHED RIGID CEILING. No. 32020 BC DL 10.0 PSF DRW MOUSR219 11083016 •' IaPGRTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1718 BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF /BAF • ALPINE DESIGN APPL LE S L NDS (NATION DESIGNLSPEC, & BY YA AFBPA) O MID R TP SES ALPINE iO JS I O CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY �O� �• �+��� C-\ TOT • LD . 55.5 PSF S EQN - 355018 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. FSS • (100 Building Components Group, Inc. AYE INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC.3. A SEAL ON THIS R xi DUR . FAC • 1.15 FROM WW DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Earth City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE `J+ BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J RE F - 1 UA 12 1 9 ZO 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - T -1 31'10" Common) Top chord 2x4 SPF(S) 1650f -1.5E 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 SPF(S) 1650f -1.5E :B2 2x4 SPF(S) #2: anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF Stud :W2, W4, W5, W7 2x4 SPF(S) #2: psf. Left end vertical exposed to wind pressure. Deflection meets L/180 Wind reactions based on MWFRS pressures. criteria for flexible wall coverings. (H1) = (J) Hanger not calculated (3)2x8 SP SS Dense (a) Continuous lateral bracing equally spaced on member, supporting member. In lieu of structural panels or rigid ceiling use purlins: Truss passed check for 20 psf additional bottom chord live load in CHORD SPACING(IN OC) START(FT) END(FT) areas with 42" -high x 24" -wide clearance. BC 120 0.00 31.83 Bottom chord checked for 10.00 psf non - concurrent bottom chord live Deflection meets L/240 live and L/180 total load. load applied per IRC -06 section 301.5. Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1.10, Plates sized for a minimum of 2.40 sq.in. /piece. Ce =1.00, CAT II & Pf =38.50 psf. 4X6 - A co 2X4 III 2X4 III 0 — 1 5 5 r 3X4 N W5 N W 4X4 % `' 3X4 In 9- -9 ° G t W 4- -0 W2 • 3X6 U N —L 0 1 B2 v 3X6 III 4X7="=' 3X4=---- 3X4= 3X6 III 3X8= E 8 17-1-4 ,J (_ 11 -11 -0 -I, 19 -11 -0 - 1- 31 -10 -0 Over 3 Supports %1 R =1004 U =28 R =2135 =5.5" R =641 U =18 W =5.5" RL =126/ -183 a _ N Design Crit: IRC2006 /TPI- 2002(STD) pLIH OF M N PLT TYP. WAVE FT/RT= 5 %(0 %)/3(0) Al, &ARM l , d f �x SO 9 � (T1 Y:4 MA /- /1 /- / - / -/F REF 1 R219 5 89905 F °ING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRA,I . TC LL 3 8.5 PSF REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, SCH U RV NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WfCA (WOOD TRUSS COUNCIL OF AMERICA, - -- ENTERPRISE LANE, MADISON. WI 53718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. SS TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHAL t'VE STRUCTURAL A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW MOUSR219 11063015 "IMPORTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING C .. ENTS No. 32020 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS O BC LL 0.0 PSF MO - ENG BAF /BAF r ALPINE . IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. [ (( ( • DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOV (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE #CA F /� I T v V CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /R) ASTM A853 GRADE 40/60 (W, M /H,SS) GALV. STEEL. APPLY rO v ♦ • ��V TOT . LD . 55.5 PS F S EQN - 354923 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -2. ,F S S► ONA1� , 1 5 N DUR . FAC . 1 FROM WW 1 Building Components Group, inc. ANY INSPECTION ATES ACCEP OF PLATES TANC FOL OF PROLOWED BY FES SI (i) O NAL SHALL ENG BE INEE PER R ING ANN R EX A3 OF TP1LITY 1 -200SOLELY 2 SEC.3 THE TR A USS SEAL ON THIS DRAESPONSIBI COMPO City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE — Earth Celt } BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. . SPACING 24.0" J REF - 1 UA 1 2 1 9_ZO 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - G -1 31'10" DROP 3/4 WIND Gable) Top chord 2x4 SPF(S) #2 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 SPF(S) #2 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF Stud :W1, W10, C5, C6 2x4 SPF(S) #2: psf. Left end vertical exposed to wind pressure. Deflection meets L /180 Wind reactions based on MWFRS pressures. criteria for flexible wall coverings. Gable end supports 8" max rake overhang. See DWGS A10015050109, GBLLETIN0109, & GABRST050109 for more requirements. (a) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purl ins: Bottom chord checked for 10.00 psf non- concurrent bottom chord live CHORD SPACING(IN OC) START(FT) END(FT) load applied per IRC -06 section 301.5. BC 120 0.00 31.83 Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg=50.00 psf, Ct =1.10, Ce=1.00, CAT II & Pf =38.50 psf. Plates sized for a minimum of 2.40 sq.in. /piece. 4X4 II 1 s 5 7 3X4 N W1 ; W10 i, W Ik N C5 u 0 0 C6 5 9-2r12 m i ( 3X4= 3X4= 3X4= 3X4° 4--3 El U 0 0 r1 w 0 0 0 9 0 a 0 0 0 0, 0 9 0 0- 0 0 0 i- 0 -11 -3 / -/ :, / /��� i /// / �/ OS /////// �//// 1/////// i/'//// �'/ /7 %///,, //�; //72 7 // / / //.//////"/" i/ `////,:�/i/1//i/ c 5X6= 4 U u F k m L.- 11 -11 -0 -I, 19 -11 -0 ,J 0 I" 31 -10 -0 Over 2 Suppor R =115 PLF U =2 PLF W= 17 -4 -0 R =113 PLF U =8 F W= 14 -6 -0 RL =7/ -11 PLF a Note: All Plates Are 2X4 Except As Shown. t i 5 Design Crit: IRC2006 /TP1- 2002(STD) !- l'k1UF 4146 PLT TYP. WAVE FT /RT= 5 %(0 %)/3(0) / !0.0. + 0 -41' :1 MA/ - /1 /- / - / -/F Scale = .25 " /Ft. *•WARMING•. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND B" e `P SCO "IYI ,� 2 , 6 ",, n TC LL 38.5 PSF REF R219-- 89904 REFER TO RCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE % M. NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WYCA (WOOD TRUSS COUNCIL OF AMERICA, r=00 SCH U RWAN CD ENTERPRISE LANE, MADISON, WI 53716) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. "1 SS --{ TC DL 7.0 PSF DATE 03/24/11 A OTHERWISE INDICATED TOP PROPERLY ATTACHED H RIGID L CE 1 LI NG �ERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHAD AVE STRUCTURAL , -* ImpoirrANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS No. 32020 BC DL 10.0 PSF DRW MOUSR219 11083014 C ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 45,6... O , BC LL 0.0 PSF MO - ENG BAF /BAF IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINE A CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GAL /. STEEL. APPLY 4O a /STE .I. TOT. LD . 55.5 PSF SEQN- 354939 r PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. u , `1{ , ' 1 Building Components Group, Inc, ANY AW INSPECTING INDIION CATES OF PLATES FOL PRO BV F ES SI ONA (I SHALL L BE ENGINEERI PER ANNEX NG RE A3 OF TPI SPONSIBILITY 1 -2002 SOLELY SEC.3. FOR THE TRUSS A SEAL C06 ON TH PONENT IS ( �l' �� DUR .FAG . 1.15 FROM 1,710 GN Earth City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE y BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. . SPACING 24.0" J RE F - 1 UA 12 1 9_ZO 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - T -4 21'10" Common) Top chord 2x4 SPF(S) #2 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 SPF(S) #2 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF Stud psf. (a) Continuous lateral bracing equally spaced on member. Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purl ins: Bottom chord checked for 10.00 psf non - concurrent bottom chord live CHORD SPACING(IN OC) START(FT) END(FT) load applied per IRC -06 section 301.5. BC 120 0.00 21.83 Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg =50,00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =38.50 psf. Plates sized for a minimum of 2.40 sq.in. /piece. R 0 4X6= § ,D P 5 1 5 N 4X6 % 4X6 p N W 1 0 4 / 5- -9 2X4 III 2X4 III N C 1 0 'I. (a) (a) I: 1 - 0 IIIII El is 5X6(R) III 3X4= 3X4= 3X4= 5X6(R) III p E G y y C 6. N I, 10 -11 -0 _I, 10 -11 -0 ,� l < 21 -10 -0 Over 2 Supports •1 R =1224 U =48 W =5.5" R =1224 U =48 W =5.5" RL= 68/ -68 4 t r Design Crit: IRC2006 /TPI- 2002(STD) PLT TYP, WAVE FT /RT =5 %(096)/3(0) f1,'? .` i,B o M'�S k :3 MA/ - /1 / - / - / - Scale = .3 " /Ft. ••FR TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRA ,,t TC LL 38 . 5 PS F REF R2 1 9 - - 89903 REFEE TO SCS R To SCSI (BUILDING CONPON ENT SAFETY INFORMATION). PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, , ' 1 1 V NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314) AND MICA (WOOD TRUSS COUNCIL OF AMERICA. ENTERPRISE LANE, MADISON, WI 53119) FOR SAFETY PRACTICES PRIOR To PERFORMING THESE FUNCTIONS. SS SF H UR rt' 3 TC DL 7 . 0 PSF DATE 03 /2 4 /1 1 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD 51.61 A !HAVE �" A PROPERLY AAED RIGID CEILING. Q ". TRUCTURAL H BC DL 10.0 PSF DRW MOUSR219 11083013 ••IMPORTANTFURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING Co - •I ENTS a 32U2U GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TD BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF /BAF ALPINC E S NFORMS WITH � APPL IAB PROV IS C ON FO O C G I ONS OF NOS (NATIONAL DES GN SP A L L EC, BY FSPA) A AO D USES. ALPINE C ONNECTOR PLATES ARE WADE OF 2D/1W/16GA (W,H /SS /N) ASTM A653 GRADE 40/60 (W, N /H,SS) GALV. STEEL. APPLY I TOT . LD 5 5 . 5 PSF SEAN- 354 95 1 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LTED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. Building Components Group, Inc. ANY DRAW NSPECTI IND CATES ACCE PLATES PTANCE OF FOLLOWED PRBY OFE( S) SIONASHALL L ENGINEEBE PER RING RESP ANNEX A3 ONSIBI TP1L1 - IT200SOLE2 SEC.3. LY FOR THE TR USS SEAL CONPO THNEHT IS , O VDUR . FAC . 1 . 15 FROM 1W �E u f Y NAB Earth Clt , M� 6345 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE - Y BUILDING DESIGNER PER ANSI /TPI 1 SEC 2 SPACING 24 .0" JREF- 1 UA 1 219 Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - G -4 21'10" DROP 3/4 Gable) Top chord 2x4 SPF(S) #2 100 mph wind, 15.00 ft mean hgt, ASCE 7 - 05, CLOSED bldg, Located Bot chord 2x4 SPF(S) #2 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF Stud psf. Gable end supports 8" max rake overhang. Wind reactions based on MWFRS pressures. See DWGS A10015050109, GBLLETIN0109, & GABRST050109 for more In lieu of structural panels or rigid ceiling use purlins: requirements. CHORD SPACING(IN OC) START(FT) END(FT) BC 120 -8.00 13.83 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -06 section 301.5. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1.10, Plates sized for a minimum of 2.40 sq.in, /piece. Ce =1,00, CAT II & Pf =38.50 psf. Fasten rated sheathing to one face of this frame. 4X4=-=- , 00 M 0 • C ' W N W j A, UJ 5 I — S o 5 -5 -12 in C N A r 9.I. C 0-1 -3 0 • Q 0 E 0 0 D D 0 0 0-111-- B 6 / /� % % / / � /, / / /� /, % / /� /� / / ,�� / /� /i //7////./////////z////// ' 'ii % / / , i // / i / /j/ /,„/ / I I 4 1 t 3X4 = E 8 8. 7 9 L, 10 - 11 - 0 _I_ 10 - 11 - 0 --Al [H 21 -10 -0 Over 2 Supports ={ R =145 U =7 W =5.5" R =108 PLF U =4 PLF W= 21 -4 -8 RL= 68/ -68 w Note: All Plates Are 2X4 Except As Shown. ■■ r Design Crit: IRC2006 /TPI- 2002(STD) I a 1‘.‘ OF Mq` PLT TYP. WAVE FT /RT= 5 %(0 %)/3(0) 10 4 - / Y:1 MA/ - /1 /- / - / -/F REF Scale =.375"/Ft. " "WARNING "" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACI Q �+y�7-� A'. • ` vV l l TC LL 38.5 PS F Y N LEE STREET ( ALLEEXANDRIA,VVA IN 2 AND, IITCA LI WOOD T SS COUNCSS PLATE AMERICITUTE, J 6 y H R FUNCTIONS. ENTER LANE, MADISON, WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTS. U: /f /�� A SC " - "- TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD ION SHALL - A PROPERLY ATTACHED RIGID CEILING, STRUCTURAL V' No 32020 BC DL 10.0 PSF DRW MOUSR219 11083012 " IRIPORTART' `FURPoISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING C.� ENTS ALPINE _ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS Q t. BC LL 0.0 PSF MO - ENG BAF /BAF IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING a BRACING OF TRUSSES. / rj- DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE A� �� ` � C I��� Rv (�V� TOT LD . 5 5.5 PSF SEQN- 354960 - CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY I ` - PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. _ 1 Building Components Group, Inc. PAY INSPECTI OF PLATES FOLLOWED BV ( I ) S HALL BE PER ANNEX A3 OF TP I1 -2 002 SEC A SE AL ON THIS �:7 ONAL i� DUR . FAC . 1 .15 FROM WW DRA INDI ACCEPTANCE OF PROFES EN GINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COIPONENi Earth City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. . SPACING 24.0" JREF- 1 UA 1219_ZO1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - GR -4 21'10" GIRDER 3 PLY) Top chord 2x4 SPF(S) #2 3 COMPLETE TRUSSES REQUIRED 1 ` z Bot chord 2x8 SP SS Dense Webs 2x4 SPF Stud :W3 2x4 SPF(S) #2: Nail Schedule:0.131 "x3" nails :Lt Slider 2x4 SPF Stud: BLOCK LENGTH = 1.500' Top Chord: 1 Row 02.00" o.c. :Rt Slider 2x4 SPF Stud: BLOCK LENGTH = 1.500' Bot Chord: 2 Rows @ 3.50" o,c. (Each Row) Webs : 1 Row @ 4" o.c, Special loads Repeat nailing as each layer is applied. Use equal spacing (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) between rows and stagger nails in each row to avoid splitting. TC- From 92 plf at 0.00 to 92 plf at 10.92 TC- From 92 plf at 10.92 to 92 plf at 21.83 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg not located BC- From 10 plf at 0.00 to 10 plf at 19.77 within 6,50 ft from roof edge, CAT II, EXP B, wind TC DL =4.2 psf, wind BC- From 20 plf at 19.77 to 20 plf at 21.83 BC DL =5.0 psf. BC- 1846,00 lb Conc. Load at 0.85, 2.85, 4.85, 6.85 8.85,10.85,12.85 Wind reactions based on MWFRS pressures. BC- 1422.30 lb Conc. Load at 14,98 BC- 1067.00 lb Conc. Load at 15.77,17.77,19.77 In lieu of structural panels or rigid ceiling se purl ins: CHORD SPACING(IN OC) START '(FT) END(FT) This truss is designed to bear and /or support additional loads BC 120 - 8.00 13.83 at specific locations. Particular care is advised during installation to ensure that this truss is erected properly. Deflection meets L/240 live and L /180 total load. LU 7X6(R) III Plates sized for a minimum of 2.40 sq.in. /piece. a m n N •, N W 4X6---5- 4X4 (R) /// o N 5 t WWIZ `, 5 w i ` 0 5- -9 3X6 3X6 6X12(E3) III 8X8 (El )----- I^ 1 4 10 _ 1TO B CC IfiE 6X6(E3) = 3X12 III 8X8(R) III 4X7 III t 1- 6X6= g CI in 8. To 10 -11 -0 10 -11 -0 F c 21 Over 2 Supports >{ a • R =11025 U =0 W =5.5" R =8771 U =0 W =5.5" o. Ir t Design Crit: IRC2006 /TPI- 2002(STD) t1�DF My s PLT TYP. WAVE FT /RT= 5 %(0 %)/3(0) 10 I •.' s $ :1 MA /- /1 /- / - / -/F Scale = .3 " /Ft. 'MUMMY. . TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACI . ! / Q SC O / ) 1- , N - TC LL 38.5 PSF REF R219-- 89901 REFER TO BCSI (BUILDING COMPONENT SAFETY INFDRMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, B IYldl- iir NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, '00 ENTERPRISE LANE. MADISON, WI 59]10) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UI.. ' SCH U RWAN r....; TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD OVAL .."I _ A PROPERLY ATTACHED RIGID CEILING. c..3 STRUCTURAL N BC DL 10.0 PSF DRW MOUSR219 11083011 " I IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING Co ' • ENTS No. 32020 AL GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS n � ( 44$' BC LL 0.0 PSF MO - ENG BAF/BAF isw PIN ! DES E ISIONS OF L NOS (NAT ON AL DESIGN GN L SPEC, 6 BY AFAPA) TPI ALPINE IO A ' )c T G �9 ( CONNECTOR PLATES ARE MADE OF 20/1B/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. K ry /H,SS) GALV. STEEL. APPLY •v`�� I J I ` V \� TOT . LD , 55.5 PSF SEQN- 354946 PLATES TO EACH FACE DE TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -2. S 1 Building Components Group, Inc. ANY T ES ACCEPTANCE O OF PLATES F FOLLOWED PRO BV FE ( SSIONAL I) SHALL ENG BE INEE PER RING RES ANNEX A3 OF TP11 -2 BILITY S 002 OLEL SEC .Y 3. FOR THE TR A USS SEAL ON TNENT HIS O NA � OUR . FAC . 1.15 FROM WW DRAPONSI COMPO Earth City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COIPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE y BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. , SPACING 24.0" J RE F- 1 UA 12 1 9_ZO 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - T -2 44' Common) Top chord 2x6 SP #2 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x6 SP #2 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF(S) #2 :W1, W8, W9, W10 2x4 SPF Stud: psf. :Rt Slider 2x4 SPF Stud: BLOCK LENGTH = 1.917' Wind reactions based on MWFRS pressures. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. (a) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling se purl ins: Truss passed check for 20 psf additional bottom chord live load in CHORD SPACING(IN OC) START(FT) END(FT) areas with 42" -high x 24" -wide clearance. BC 120 0.00 44.00 Bottom chord checked for 10.00 psf non - concurrent bottom chord live Deflection meets L/240 live and L/180 total load. load applied per IRC -06 section 301.5. Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1.10, Plates sized for a minimum of 2.40 sq.in, /piece. Ce =1.00, CAT II & Pf =38.50 psf. S 7X6= N 5X6 �_ T § m 3X4-*--' 4X6 0 0 ` w 5 r c 5X6 41 TO 0 5X6 ,� 11 -10 -0 0 (a) (a) — 5 2X4 III 4 4- -0 W: (a)I W9 3X4 in 0 W1 W10 • B III e. n1 .0- 1 0 01 Ce a 3X8 4X8= 5X6= 4X4- 5X6= 2X4 III 5X6(E1) _ y t 1- 3X8= 2X4 III E Lc 31 -9 -4 1. 18 -0 -0 _j, 26 -0 -0 ,I 44-0-0 Over 3 Supports R =1917 U =80 R =2 31 U =68 W =5.5" R =961 U =48 W =5.5" RL= 180/ -229 .0 Design Crit: IRC2006 /TPA- 2002(STD) Okk OF MASS PLT TYP. WAVE FT /RT= 5 %(0 %)/3(0) 1 . SOD 4..23 L 44, 9 MA/ - /1 /- / - / -/F Scale = .1667 " /Ft. RN IAING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. TC LL 38.5 PSF REF R219-- 89900 REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY 1P1 (TRUSS PLATE INSTITUTE, 218 il���� • _2 a q k NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, B3 AN in I ENTERPRISE LANE. MADISON, WI 03710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLE D —.1 TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL GA STRUCTURAL N A PROPERLY ATTACHED RIGID CEILING. Na. 32 N BC DL 10.0 PSF DRW MOUSR219 11083010 ao IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 17W BUILDING COMP NTS �� ���� GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TD BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF /BAF • ' ESIGN APPLI OF (NATIONAL DESIGN INSTA SPEC, BYYAF &PA)DAND TEl ALPINE A � [� + y ( []`.� CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/80 (W, K /H,SS) GALE. STEEL. APPLY �Q � . " , �7 T ✓ " �� TOT. LD . 55.5 PSF SEQN- 354833 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180A -7. F SSIa NA1. `N� 1 Building Components Group, Inc. ANY INSPECTION OF PL ACCEP ATES TANCE OF PROF ESS I ONAL ENG FOLLO B (I) SHAL B E PER ANNEX A3 DF TP i1 -2 002 SEC A SEAL ON T HIS DUR . FAC . 1.15 FROM WW DRAWING INDICATES INEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN DESIGNER PER U I N SHOWN. I TA L I B B I TY AND. USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Earth City, MO 63045 DE SPACING 24.0" JREF- 1UAI219_Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - G -2 44' DROP 3/4 STRUCT Gable) Top chord 2x6 SP #2 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg not located Bot chord 2x6 SP #2 within 6.50 ft from roof edge, CAT II, EXP B, wind TC DL =4.2 psf, wind Webs 2x4 SPF Stud BC DL =5.0 psf. :W7, C5, C6, C7, C8, C9, C10, C11, C12 2x4 SPF(S) #2: :Rt Wedge 2x4 SPF Stud: Wind reactions based on MWFRS pressures. Left end vertical exposed to wind pressure. Deflection meets L/180 Gable end supports 8" max rake overhang. criteria for flexible wall coverings. See DWGS A10015050109, GBLLETIN0109, & GABRST050109 for more (H1) = (J) Hanger not calculated (3)2x8 SP SS Dense requirements. supporting member. (a) Continuous lateral bracing equally spaced on member, In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) Bottom chord checked for 10.00 psf non - concurrent bottom chord live BC 75 0.00 43.97 load applied per IRC -06 section 301.5. BC 75 16.00 16.00 BC 75 30.00 30.00 Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1.10, Plates sized for a minimum of 2.40 sq,in. /piece. Ce =1.00, CAT II & Pf =38.50 psf. 6X6--=--, M An 0 3X4 i. N 5X6 N 4X4 . •� 1 7X6 1 5 0 • • , t 0 0+ 1 (a) I (a G9 11 0 11 -0 -3 0 C5 "',o 3X4 l , N 4-4 -3 Ililit 0 -11 -3 CC (//// //7///c/.////////////,////////////////////////,/,// T 3X4111 3X4 7X6= 7X6= 4X6(B2) 3X4 4X4= 3X4` 3X4 8 !- 16 -10 -8 I E. Tg I, 18 -0 -0 ,I, . 6 - J k 44 - 0 - 0 Over 3 Supports `L° R =370 U =37 R =246 PLF U =8 PLF W= 15 -1 -8 PLF U =3 PLF W= 12 -0 -0 RL= 179/ -228 iiiii Note: All Plates Are 2X4 Except As Shown. r Design Crit: IRC2006 /TPI- 2002(STD) .1H OF MASS PLT TYP, WAVE FT /RT =5%(0 %)/3(0) v.. ,@ ' `/4 9�+, k•1 MA/ - /1 /- / - / -/F Scale = .1667 " /Ft. "WARNIND�• TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRAG if O SCu I r TC LL 38 . 5 PSF F REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, �I (f REF R219-- 89899 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. SCH UR 1\ ../� - ENTERPRISE LANE. MADISON, WI 03718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. U �{ TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL STRUCTURAL H A PROPERLY ATTACHED RIGID CEILING. No. 32020 BC DL 10.0 PSF DRW MOUSR219 11083009 “ IMPORTANT *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS s L s • B GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF/BAF imp, APINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES. /p1` O S )c • DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NUS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE T S _ \ ��� TOT . LD . 55.5 PSF S - E - 354858 CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W. N /H,SS) GALV. STEEL. APPLY I �7 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. (1 c I Building Components Group, Inc. ANY 1,I{`r INSPECTI OF PLATE FOLLOWED BY (I) SHALL BE PER ANNEX A3 OFS I1 -2002 EC.. A SEAL ON THIS SAA,ONAt - DUR . FAC . 1.15 FROM WW DRAWING INDICAT ES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIB SOLELY FOR THE TRUSS COMPONENT Earth City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COIPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE - y BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J RE F - 1 UA 12 1 9_Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - GR -2A 44' GIRDER 2 PLY) Top chord 2x6 SP #2 2 COMPLETE TRUSSES REQUIRED 1 ` z Bot chord 2x6 SP #2 Webs 2x4 SPECS) #2 :W1, W8, W9, W10 2x4 SPF Stud: Nail Schedule:0.131 "x3" nails :Rt Slider 2x4 SPF Stud: BLOCK LENGTH = 1,917' Top Chord: 1 Row 02.00" o.c. Bot Chord: 1 Row @12.00" o.c. Special loads Webs : 1 Row 0 4" o.c. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac. =1.15) Use equal spacing between rows and stagger nails TC- From 73 plf at 0.00 to 73 plf at 13.44 in each row to avoid splitting. TC- From 36 plf at 13.44 to 36 plf at 18.00 TC- From 73 plf at 18.00 to 73 plf at 44.00 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg not located BC- From 20 plf at 0,00 to 20 plf at 13.44 within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL =4.2 psf, wind BC- From 10 plf at 13.44 to 10 plf at 17.06 BC DL =5.0 psf. BC- From 20 plf at 17.06 to 20 plf at 44.00 BC- 581.39 lb Conc. Load at 13.69 Wind reactions based on MWFRS pressures. BC- 573.73 lb Conc. Load at 17.15 In lieu of structural panels or rigid ceiling use purl ins: Left end vertical not exposed to wind pressure. CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.00 44.00 Deflection meets L/240 live and L /180 total load. 7X6=-- Plates sized for a minimum of 2.40 sq.in, /piece. N 5X6 T § 0 3X4-- 3X4 4X65 0 N IS 5 0 _ 5X6 L 0 0 5X6 0 11 -10 -0 a - ' 52X4111 g W9 3X4'-:--- IT a- -o W ' C W1 W10 B 0. t Li "" m 3 D 1 - 0 -0 al 4X4= = 3X8111 4X8= 5X6= - 5X6= 2X4 III 5X6(E1) 1- 3X8° 2X4 III G L 31 -9 - : .1 & To 18 -0 -0 .,i_ 26 -0 -0 J .c 44 - 0 - 0 Over 3 Supports R =2035 U =120 W =5.5" = 2262 U =118 W =5.5" R =929 U =50 W =5.5" C a C Design Crit: IRC2006 /TPI- 2002(STD) 0 PLT TYP. WAVE FT /RT= 5 %(0 %)/3(0) . 6 44 0,, • 1 MA /- /1 /- / - / -/F Scale = .1667 " /Ft. ".1AA111I NO" TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACIN / O � SCCT �. Ir , TC LL 38.5 8 . 5 PSF REF R2 1 9- - 89898 REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 2': 9L NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6.7: ENTERPRISE LANE, MADISON, WI 53116) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UN 'I SCH URWAN TC D L 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL ,' a A PROPERLY ATTACHED RIGID CEILING. 1 ica STRUCTURAL y BC DL 10.0 PSF DRW MOUSR219 11083008 - IUPORTANT *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING C. '. NTS NO. 32020 //�� - ALPINE CONFORMANCE INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE SS BC LL V . 0 PSF MO - ENG BAF /BAF IN CFORMANCE WITH TPI, OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES, A DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF &PA) AND TPI. ALPINE A ♦SS � TOT . LD . 55.5 PSF SEQN- - 35 484 8 UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. /` K!J y `_ , CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY � �h` GISTE ` PLATES TO EACH FACE OF TRUSS AND, ♦ v __ -- 1 Building Components Group, Inc. PAY INSPECTION OF P LATES FOLLOWED BV (I) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC .3. A SEAL ON THIS Fly { S /� Nv DUR . FAC . 1.15 FROM WW DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 1 W1A �' Earth Cit , MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE v �7f� y BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. SPACING 24.0" J REF - 1 UA 1 2 1 9_ZO 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - GR -3 32' GIRDER 2 PLY) Top chord 2x6 SP #2 2 COMPLETE TRUSSES REQUIRED 1- , 2 Bot chord 2x6 SP #2 Webs 2x4 SPF(S) #2 :W1, W9 2x4 SPF Stud: Nail Schedule:0.131 "x3" nails Top Chord: 1 Row @12.00" o.c. Special loads Bot Chord: 1 Row @12.00" o.c. (Lumber Dur.Fac. =1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row 0) 4" o.c. TC- From 73 plf at 0.00 to 73 plf at 13.44 Use equal spacing between rows and stagger nails TC- From 36 plf at 13.44 to 36 plf at 18.00 in each row to avoid splitting. TC- From 73 plf at 18.00 to 73 plf at 32.00 BC- From 20 plf at 0.00 to 20 plf at 13,44 100 mph wind, 16.18 ft mean hgt, ASCE 7 -05, CLOSED bldg not located BC- From 10 plf at 13.44 to 10 plf at 17.06 within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL =4.2 psf, wind BC - From 20 plf at 17.06 to 20 plf at 32.00 BC DL =5.0 psf. BC- 552.74 lb Conc. Load at 13.69 BC- 545.63 lb Conc. Load at 17.15 Wind reactions based on MWFRS pressures. End verticals not exposed to wind pressure. 4X6(R) III In lieu of structural panels or rigid ceiling use purl ins: CHORD SPACING(IN OC) START(FT) END(FT) Deflection meets L/240 live and L/180 total load. BC 120 0.00 32.00 Plates sized for a minimum of 2.40 qX4 �� sq.in. /piece. 5 3X4 3X4--e- § TO 5 N � 1 4X4 N W W 4X4 11- 0 -0 N 0 W . i W *111111111111111111111111111111111111MINii=1111■11111111111 11 n 6-i.0 g 4- -0 W1 C C B CC - N \ 3X6 III 4X47=-- 4X4 = 4X4 = 2X4 III r 1- 3X8 = E 8 EP I. GI L- 18 -0 -0 I 14- -0 -1 i' 32 -0 -0 Over 2 Supports R =1953 U =122 W =5.5" R =1916 U =119 W =5.5" a r rJ Design Crit: IRC2006/TPI-2002(STD) TYP. WAVE FT /RT =5 %(0 %)/3(0) t0 # t . ' k :1 / M + A /- /1 /- / - / -/F Scale = .2 " /Ft. • •WARNING•* TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACI tti TC LL 38.5 PSF REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. O SCOTT "air, REF R219-- 89897 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, [ �� N t f1 ENTERPRISE LANE, MADISON, WI 63719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UN SCH URWAN TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL VE A cz PROPERLY ATTACHED RIGID CEILING. m STRUCTURAL N BC DL 10.0 PSF DRW MousR219 11083007 •• 1NIPNRTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS No. 32020 r ALPINE .� GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF /BAF IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. ^ w- O � (, DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE A �/ TOT . LD . 55 . 5 PSF SEAN- 354893 � - CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTI A663 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY ^ 0, J I cTC , \`� PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z, /` S ♦ w r 1 Building Components Group, tnC, ANV WING NS INDICATES ACC IPECTION O F PLATEPES TANCE OF FOLLOWED PROBV FES (I ) S HAL SIO NAL L ENGINEERING BE PER ANNEX RES A3 PO S TP1NSIBIL1ITY SOLE-2002 LE C.3. R THE TRUSS C A S TN IS �SS,RR/A 1✓'�� DUR . FAC . 1.15 FROM WW DRALY FO EAL OM ON P ONENT vt' Earth City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE - - BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. SPACING 24.0" JREF- 1 UA 1 219 Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - T - 3 44' Attic) Top chord 2x8 SP SS Dense 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x8 SP SS Dense :82 2x10 SP SS Dense: anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 psf. :B3 2x4 SPF(S) #2: Webs 2x4 SPF(S) #2 :W1, W3, W6, W10 2x4 SPF Stud: :W9 2x6 SP #2: Wind reactions based on MWFRS pressures. (a) Continuous lateral bracing equally spaced on member. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. In lieu of structural panels or rigid ceiling use purlins: CHORD SPACING(IN OC) START(FT) END(FT) Bottom chord checked for 10.00 psf non - concurrent bottom chord live load BC 120 0.00 43.85 applied per IRC -06 section 301,5. Collar -tie braced with continuous lateral bracing at 24" OC. or rigid Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor ceiling. for multiple live loads. Deflection meets L/240 live and L /180 total load. Truss designed for unbalanced snow load based on Pg -50.00 psf, Ct =1.10, Ce -1.00, CAT II & Pf =38.50 psf. Plates sized for a minimum of 2.40 sq.in. /piece. BC attic room floor loading; LL = 30.00 psf; DL = 10.00 psf; from 24 -4 -3 to 24 -0 -0. Truss designed for sleeping room only. No waterbeds permitted. Provide information to contractor, architect, and bldg owner. Trusses to be visibly stamped to indicate 30.00 psf MAX LL. 6X8 (R) III M 4X4 u1 I! 4X4 °' 5 4, 6X6s W6 N 6X6 W 4X4 I B3 3X4 III LA 4X6 o N 5X7 (R) $ SI a 5 11 0 -0 E 1 (a) 7 -9 -5 (a)1 2X4 III �^ W3 I W w Vi 4-0 W1 j - 12 -0 -0 c W10 i a El- m e a 1 -0 -0 B2 2X4 E 3X12 III 4X10= — 8X8 5X7 = 3X4 III 5X6 (A1) = 7. t 8X8= 6X6 5X7= = 8 Lc 31 -9 -4 18 -0 -0 _I_ '. 0 0 y 12-0-0 12-0-0 D 1 18 -0 -0 0; L ( 44 -0 -0 Over 3 Supports / , 1 a R =2353 U =78 R =2530 U =71 W =5.5" R =1155 U =44 W =5.5" RL =175/ -225 II ��{ Design Crit: IRC2006 /TPI- 2002(STD) OF L PLT TYP. WAVE FT /RT= 5%(0 %)/3(0) I.0 s. '+ A S S,► 9 MA / - /1 / - / - / - Scale =.1667 " /Ft. "WARMING.. TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACIN . 'l / O SC 'G IT V TC LL 38 . 5 PSF REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 2'e SCOT)Idr: ' + _ REF R219-- 89896 (WO NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA OD TRUSS COUNCIL OF AMERICA, 8.I... ff1 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UN SS SCH U RWAN TC DL 7.0 PSF DAT 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL VE _ A PROPERLY ATTACHED RIGID CEILING. STRUCTURAL H BC DL 10.0 PSF DRW MOUSR219 11083006 ••IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS NO. 32020 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF /BAF IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE JOw 40 J �� .0 � TOT . LD . 55.5 PSF SEQN- 354963 CONNECTOR PLATES ARE MADE OF 20/18/18GA (W.H /SS /K) ASTM A653 GRADE 40/80 (W, K /H.SS) GALV. STEEL. APPLY OF ST PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180A -2 I ` J 1 Building Components Group, ANV DRAWING INS INDIPECTIOCAN TES OF PLACCEPATES F F OLLQEED BV (I) IONAL $HALL ENG BE INEE PER RING R ANNEX A3 OF SITBILP11 -2 ITY S 002 SEC .3. A TRUS SEAL COM ON IT' Fs NAT. 4 � � g DUR . FAC . 1.15 FROM WW TANCE O PROFES SESPONOLELY FOR THE S PONEN Earth City, MO 63045 D ER UN BBILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" JREF- 1UAI219_Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - T - 3B 32' Attic) Top chord 2x8 SP SS Dense 100 mph wind, 16.18 ft mean hgt, ASCE 7 -05, CLOSED bldg not located Bot chord 2x8 SP SS Dense :B2 2x10 SP SS Dense: within 4.50 ft from roof edge, CAT II, EXP B, wind TC DL =4.2 psf, wind :B3 2x4 SPF(S) #2: BC DL =5.0 psf. Webs 2x4 SPF Stud :W4, W5, W7, W8 2x4 SPF(S) #2: :W9 2x6 SP #2: Wind reactions based on MWFRS pressures. Calculated horizontal deflection is 0.16" due to live load and 0.14" due End verticals exposed to wind pressure. Deflection meets L /180 to dead load. criteria for flexible wall coverings. (a) Continuous lateral bracing equally spaced on member. Live loads applied in combination per ASCE 7 sec. 2.4.1 use 0.75 factor for multiple live loads. In lieu of structural panels or rigid ceiling use purl ins: CHORD SPACING(IN OC) START(FT) END(FT) Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1.10, BC 75 8.00 40.00 Ce =1.00, CAT II & Pf =38.50 psf. Bottom chord checked for 10.00 psf non - concurrent bottom chord live load BC attic room floor loading: LL = 30.00 psf; DL = 10.00 psf; from 20 -0 -0 applied per IRC -06 section 301.5. to 32 -0 -0. Collar -tie braced with continuous lateral bracing at 24" OC. or rigid Truss designed for sleeping room only. No waterbeds permitted. Provide ceiling. information to contractor, architect, and bldg owner. Trusses to be 5X7 (R) III visibly stamped to indicate 30,00 psf MAX LL. Plates sized for a minimum of 2.40 sq.in. /piece. MWFRS loads based on trusses located at least 16.18 ft. from roof edge. PI 53 4 X4 5 I 0 6X6,--;.--- 5 OR i 3X4 � 0 4X4 % B3 3X4 III 5X6 (R) /!/ N W 5X6 (R) % 11- 0 -0 0 W7 •� a i 7 - (a) F, d W9 6- i-0 4 4- -0 I 1 2 -0 -0 c U - i fi ii o ce US 3X8111 4X7 = 8X8 = B2 5X8 = 3X811! r 5X7= 8X8 = g 18 -0 -0 14 -0 -0 CP 12 -0 -0 12 -0 -0 2 -0 -0 6 -0 -0 i k 32 -0 -0 Over 2 Supports 1 R =2033 U =0 R =2102 U =0 W =5,5" ? RL= 224/ -196 0 Design Crit: IRC2006 /TPI- 2002(STD) / °F MAs PLT TYP. WAVE FT /RT= 5 %(0 %)/3(0) 10, /. 1 4, -7 �L Y:6 TC /1/ 38.5 PSF REF Scale R219 / 89895 ••I TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACI ( Sc o 1 ' REFER TD SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 8 (WO SCH U RI, ' NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA OD TRUSS COUNCIL OF AMERICA, y vii ENTERPRISE LANE. MADISON, WI 53118) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, U TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTDM CHORD ORAL R .I�.E V STRUCTURAL c/5 A PROPERLY ATTACHED RIGID DEILIRG. BC DL 10.0 PSF DRW MOUSR219 11083005 "IMPORTANT" "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING C. '. ENTS No' 3202 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS O BC LL 0.0 PSF MO - ENG BAF/BAF IN CONFORMANCE WITH TEL OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. ^w- L DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE A j9 v �` G/{� `v TOT . LD . 55.5 PSF SEQN- 35 4968 CONNECTOR PLATES ARE MADE OF 20/18/1600 (W.H /SS /K) ASTM A653 GRADE 40/80 (W, K /H,SS) GALV. STEEL. APPLY J 1 G r PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600 -2. c ` 1 Building Components Group, Inc. ANY I NSP EC T I OF PLATES FOLLOWED BV ( ) SHALL BE PER ANNEX A3 OF TPI1 -2002 SEC.3. A SEAL ON THIS SS /(?NAL T.** DUR . FAC . 1.15 FROM WW DRA INDICATES A CCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Earth City, MO 63045 D U BBILITY AND, USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SPACING 24.0" JREF- 1UAl219_Z01 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - G -3 44' DROP 3/4 WIND Gable) Top chord 2x8 SP SS Dense 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x8 SP SS Dense anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF Stud psf. :W1, W10, C6, C7, C8, C9, C10, C11 2x4 SPF(S) #2: Wind reactions based on MWFRS pressures. Left end vertical exposed to wind pressure. Deflection meets L /180 criteria for flexible wall coverings. Gable end supports 8" max rake overhang. See DWGS A10015050109, GBLLETIN0109, & GABRST050109 for more (a) Continuous lateral bracing equally spaced on member. requirements. In lieu of structural panels or rigid ceiling use purl ins: Bottom chord checked for 10.00 psf non - concurrent bottom chord live CHORD SPACING(IN OC) START(FT) END(FT) load applied per IRC -06 section 301.5. BC 120 0.00 43.85 Deflection meets L/240 live and L /180 total load. Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =38.50 psf. Plates sized for a minimum of 2,40 sq.in. /piece. 0 6X8(R) III 0 M ul n T a M N 6X6----% - 10X10 1 5 w . 0, W1 . 1C 2, Cl C8 . . C9 C10 i 11 -8 -3 0 _ ( I 1(a) 3X4= (a) 1 5 • C6 (a)1 3X4= (a) ' ( a) I or ,mMIClillIMINIIININNIMMilmm 1 = I 4- -3 0 -11 -3 ✓/ / ✓ / / / ✓ ✓ ✓/ ///✓ ✓ / / / / / / ✓ ✓% / / / ✓ ✓/ ✓/✓ /// / / ✓ ✓// ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ / ✓✓/ / ✓ ✓ ✓ ✓/✓ //✓ /✓ / ✓ ✓ ✓ ✓ ✓ ✓// /✓✓ /✓ ✓/ %/ ✓ ✓ ✓ /// / ✓ ✓✓ 1 / /✓ /// ✓ ✓✓ ✓ ✓/ / / ✓// // / /✓/ ✓ ✓ ✓ ✓// / , , ✓ ✓ ✓i / I T 3X6111 10X10 = 3X4 = 3X4 = 10X10= 10X10= 5X6 (A1) -- =- 8 8 p � t 8. -9 L 18 -0 -0 I 2.-0-0 ,j ° F e 44 -0 -0 Over 4 Supports II R =111 PLF U =3 PLF W= 31 -6 -83 U =17 W =5.5" R =137 U =72 W =5.5" RL =6/ -7 PLF • -9 PLF U =8 PLF W= 11 -6 -8 a w Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2006 /TPI- 2002(STD) , \'c� OF M4 PLT TYP. WAVE FT /RT =5 %(0 %)/3(0) I . O- 4A • ii�(� , .2 ` \ 1 MA/ - /1 /- /- Lry / -/F Scale =.1667 " /Ft. •� NARNIN• ON 6• TRUSSES REQUIRE EXTREME CARE IN FABRICATI, HANDLING, SHIPPING, INSTALLING AND "I r� O V�U 1 ' TC LL 30 . 5 PSF REF R219-- 89894 REFER TO RCS' (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTEI �,+ �� ( fD NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314) AND WGA (WOOD TRUSS COUNCIL OF AMERICA, ! . SCH A f� , - -'--' ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. •S C' TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SBA VC V STRUCTURAL N I -" A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW MOL1SR219 11083004 "IM MP PORTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS No. 32020 • GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF /BAF minir ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. A i /�+ ( ((-- } DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFIPA) AND TPA. ALPINE I �O�. �I JT e�V v TOT . LD . 55.5 PSF S EQN - 354866 - CONNECTOR PLATES ARE MADE OF 20/18/18GA (W,H /SS /N) ASTM AE53 GRADE 40/60 (W. B /H,SS) GALV. STEEL. APPLY I 1 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1BDA_Z. AS SiDWAI. V B Group, Inc. ANY INSPECTION OF PLATES FOLLUA'ED BY (1) SHALL BE PER NEX A3 OF I1 -2002 SEC.3. A SEAL ON THI DUR . FAC . 1.15 FROM WW t, 1, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT , MO 63045 Earth Clt DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE y BUILDING DESIGNER PER ANSI/7P1 1 SEC. 2. ,SPACING 24.0" J REF - 1 UA 1 2 1 9_Z0 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - T -5 22'4 "8 Common) Top chord 2x4 SPF(S) #2 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 SPF(S) #2 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF Stud psf. (a) Continuous lateral bracing equally spaced on member. Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purl ins: Bottom chord checked for 10.00 psf non - concurrent bottom chord live CHORD SPACING(IN OC) START(FT) END(FT) load applied per IRC -06 section 301.5. BC 120 0.00 22.38 Deflection meets L/240 live and L /180 total load. Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1.10, Ce =1.00, CAT II & Pf =38.50 psf. Plates sized for a minimum of 2.40 sq.in. /piece. g 4X6= 1 co MS N 5 r-- —_1 5 tV 4X6 w 4X6 0 0 L.L. 1.14 �� 5 -7 15 1 2X4 III 2X4 III . N I 1- O , (a) (a) 1- 0 C I -- 0 il i 3X4= 5X6= 7 5X6(R) III 5X6(R) III E G W 1� 11 -2 -4 „1- 11 -2 -4 _,I Fc 22-4-8 Over 2 Supports S. R =1255 U =49 W =5.5" R =1255 U =49 W =5.5" RL= 69/ -69 a. Design Crit: IRC2006 /TPI- 2002(STD) 4 D F d lg s �, PLT TYP. WAVE FT /RT= 5%(0 %)/3(0) 1).0,4,5,:.. / 4.2 q 4 , :3 MA/ - /1 /- / - / -/F Scale = .3 " /Ft. • ..WARNING • TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, L V X1V {�( 4 TC LL 38.5 PSF REF R219-- 89893 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 21B • �f fl1Y U' NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 63.; / SCH UI\ �{ -- -' ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNL /+'�' p� ,.I TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL '.!/.. STRUCTURAL 1 URAL N - A PROPERLY ATTACHED RIGID CEILING. �• IWIPORTANT * • FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COP. ENTS Nd. 32�2 BC DL 10.0 PSF DRW MOUSR219 11083003 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS nn BC LL 0.0 PSF MO - ENG BAF /BAF - ALPINE' -- IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. A T�u � ` DESIGN CONF WITH APPI_i PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BV AFAPA) AND TPI. ALPINE I PO� '" , / TOT . LD . 55 . 5 PSF _SEAN- 35 4 4 94 CONNECTOR PLATETE OF 20 S ARE MADE OF 20/18/16GA (W.H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. �C•(��77 F,���• t ::/::0,/ �� 1 Building Components Group, Inc. ANY WING INSPECTINDII CATES OF PLATES ACCEPTANCE FOLLOW ED PROFES L BV (1 SIONA) SHALL EN INEE PER RING ANN RES E% A3 OF TBILITY SP11 -2002 TEEL 5EG.3. Y FOR THE TRUSS CO A SEAL ON PO TNENT HIS igS 4 �+ DUR . FAC . 1.15 FROM Y6 Y® DRAPONSIM Earth Clt , MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE – -. ., y BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. . SPACING 24.0" JRE F - 1 UA 12 1 9 Z0 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - G -5 22'4 "8 DROP 3/4 Gable) Top chord 2x4 SPF(S) #2 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located Bot chord 2x4 SPF(S) #2 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 Webs 2x4 SPF Stud psf. Gable end supports 8" max rake overhang. Wind reactions based on MWFRS pressures. See DWGS A10015050109, GBLLETIN0109, & GABRST050109 for more In lieu of structural panels or rigid ceiling use purlins: requirements. CHORD SPACING(IN OC) START(FT) END(FT) BC 120 0.00 22.38 Bottom chord checked for 10.00 psf non - concurrent bottom chord live load applied per IRC -06 section 301.5. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load based on Pg =50.00 psf, Ct =1.10, Plates sized for a minimum of 2.40 sq.in, /piece. Ce =1.00, CAT II & Pf=38.50 psf. Fasten rated sheathing to one face of this frame. 5 AS 0 0 4X4= § 1 N I W 41 0 U) i • Pi 5 -- —, 5 1 5 -7 -2 C 0 -11 -3 9 0 Q Q 0 0 0 -11 -3 B �/ /// /' /f / /'� �/ �/ / i� ii V , 3X4 0 A & W L 11-2-4 F r - 4 J 1" 22 -4 -8 Over 2 Supports �' ii R =159 U =8 W =5.5" R =107 PLF U =4 PLF W= 21 -11 -0 .,I. RL= 69/ -69 a Note: All Plates Are 2X4 Except As Shown. _______ r Design Crit: IRC2006 /TPI 2002(STD) • OF MgMM PLT TYP. WAVE FT /RT= 5 %(0 %)/3(0) 0.0. P • 42.71-n :1 MA /- /1 /- / - / -/F Scale = .3 " /Ft. ..WARMING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND t.. / O SCO 10 TT `r TC LL 38.5 PSF REF R219-- 89892 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE 8 S SCH U AN NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 --- ENTERPRISE LANE, MADISON, WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. NLESS -'' TC DL 7.0 PSF DATE 03/24/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD ORAL HAVE p -4 A PROPERLY ATTACHED RIGID CEILING. Iv STRUCTURAL N -- -° No 32020 BC DL 10.0 PSF DRW MOUSR219 11083002 '- IAPGRTAMT�' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS . GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF MO - ENG BAF /BAF ALPINE ii DESIGN CONFORMANCE WI T H H CONFORMS APPLI PROVISIONS OF (NATIONAL DESS SPEC. ABYYAAFAPA)OAND TPSES. ALPINE I / ' I � [ � t 0. O CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /SS /K) ASTM A653 GRADE 40/60 (W, K /H,SS) GALV. STEEL. APPLY / ^ � ^ [ ^i , �7T y `� ` ��� TOT.LD. LD . 5 5 , 5 PSF SEQN- 354 502 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. I' L`^ ` � . 6 ` J _ ��l� 1 Building Components Group, Inc. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPi 1 -2002 SEC.3. A SE ON THIS OS i 1 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS AL COMPONENT 10 NAL V DUR . FAC . 1.15 FROM W99Y Earth C12 , MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE - - -- City BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. ,SPACING 24.0" JRE F - 1 UA 1 2 1 9 Z0 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (366058 - /REISER RESIDENCE -- ** *NEEDS APPROVAL * ** , ** - GR -5 22'4"8 GIRDER 4 PLY) Top chord 2x4 SPF(S) 1650f -1 .5E 4 COMPLETE TRUSSES REQUIRED ` z z Bot chord 2x10 SP SS Dense Webs 2x4 SPF Stud :W3 2x4 SPF(S) 1650f -1.5E: Nail Schedule:0.131 "x3" nails :W5 2x4 SPF(S) #2: Top Chord: 1 Row 1 o.c. :Lt Slider 2x6 SP #2: BLOCK LENGTH = 2.200' Bot Chord: 3 Rows (0 3.75" o.c. (Each Row) :Rt Slider 2x6 SP #2: BLOCK LENGTH = 2.200' Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing Special loads between rows and stager nails in each row to avoid splitting, (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) In addition apply (1) 1/2" bolt at each bottom chord joint location. TC- From 92 plf at 0,00 to 92 plf at 11.19 4" o.c. spacing of nails perpendicular and parallel to TC- From 92 plf at 11.19 to 92 plf at 22.38 grain required in area over bearings greater than 4" BC- From 5 plf at 0.00 to 5 plf at 22.38 BC- 2353.05 lb Conc. Load at 1.19, 3.19, 5.19, 7.19 100 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located 9.19,11.19,13.19,15.19,17.19 anywhere in roof, CAT II, EXP B, wind TC DL =4.2 psf, wind BC DL =5.0 BC- 1632.29 lb Conc. Load at 17.77,19.19,21.19 psf. Deflection meets L/240 live and L/180 total load, Wind reactions based on MWFRS pressures. This truss is designed to bear and /or support additional loads In lieu of structural panels or rigid ceiling use purl ins: at specific locations. Particular care is advised during CHORD SPACING(IN OC) START(FT) END(FT) installation to ensure that this truss is erected properly. BC 120 0.00 22.38 6X6(R) 01 0 Plates sized for a minimum of 2.40 sq,in, /piece. co fig - N 5 r- - I 5 N 4X6 4X7 UI N 3X4 ,� � � 3X4 5 -7 -15 a N 0 i N C C 10 .. Z 1 al 3X12 III 8X8= H0715---= 4X12 III . 5X8(82) = 5X10 (B2) E O G u F y Q Fl I.. 11 -2 -4 _I, 11 -2 -4 _I F': 22 -4 -8 Over 2 Supports R =14226 U =531 W =5.5" R =14023 U =403 W =5.5" a La Design Crit: IRC2006 /TPI- 2002(STD) r' kk OF M 4` � PLT TYP. 20 Gauge HS,WAVE FT /RT= 5 %(0 %)/3(0) t.t. 4,, :1 MA /- /1 /- / - / -/F Scale = .3 " /Ft. "MINING " TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING i ... SCO kr ,y�� TC LL 38.5 PSF REF R219-- 89891 REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 21: \7LlJ 1 ryI YYYVVV NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND MICA (WOOD TRUSS COUNCIL OF AMERICA, 6 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNL:f SCH U RWAN vN' OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL Hfr C TC DL 7.0 PSF DATE 03/24/11 A PROPERLY ATTACHED RIGID CEILIRO. J ta STRUCTURAL vs BC DL 10.0 PSF DRW MOUSR219 11083001 Comm •• IMPORTANT' 'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILOINS ENTS ND. 32020 - GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS A BC LL 0.0 PSF MO- ENG BAF /BAF ALPINE DESIGN CONFORMS NW ITH (NATIONAL DESIGN INSTALLING OF TRUSSES. 1. ALPINE A `� (O t (V „ CONNECTOR PLATES AVE MADE OF 20/16/16GA (W,H /SS /K) ASTM A663 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY 4'.2 0 / NY WI N .STei \ �ty TOT. LD . 55.5 PSF SEQN- 354974 VV PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -2, I Building Components Group, Inc. A INSPG IND CA TE O S ACC PLATES EPTANCE FOLLOWOF ED PR BY OF E (I) SIONAL SHALL ENG INEERING R PER ANNEX ESPONSIBI A3 OF TP1 LITY 1 -2002 SOLELY F SEC.3. OR THE TRUSS AR SEACOMPONEL ON THNT IS F SSIONA1. 'I' DUR . FAC . 1.15 FROM WW D S v Earth City, MO 63045 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Y BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J RE F - 1 UA 12 1 9_ZO 1 ITW Building Components Group, Inc. 13389 Lakefront Drive Earth City, MO 63045 (314) 344 -9121 Page 1 of 1 Document ID: IUAI219- Z0 124 1 12307 URL: http: / /ecdrawings.alpeng.com /Third /SRSIoan.nsf/ USA/ 4D691FFD 505EE2688625785D00538760 Truss Fabricator: S.R. Sloan Transmitted From: seals#srsloan.com Job Identification: 366058- /REISER RESIDENCE -- ** *REEDS APPROVAL * ** , ** Model Code: in Truss Criteria: I RC2006 /TP I -20)02 (STD) Engineering Software: Alpine proprietary truss analysis software. Version 10.02. Truss Design Loads: Roof - 55.5 PSF 0► 1.15 Duration Floor - N/A Wind - 100 MPH (ASCE 7- 05- Closed) Notes: 1. Determination as to the suitability of these truss conponents for the Seal Date: 03/24/2011 structure is the responsibility of the building designer /engineer of record, as defined in ANSI /TPI 1 \�1\ of Mis 2. As shown on attached drawings; the drawing number is preceded by: M0USR219 9 Details: A1001 505- 66LLETIM- GABRST05- BRCLBSUB- o� SETT c \ SCHURWA N Submitted by BAF 11:23:35 03 -24 -2011 Reviewer: BAF v STRUCTURAL v. $$ 32020 # Ref Description Drawl Date FIo. 1 89891 -6R -5 22 "8 GIRD 11083001 03/24/11 A 1p• t G � 2 89892 -6 -5 22 "8 DROP 11083002 03/24/11 'PO 3 89893 -T -5 22'4 "8 Conan 11083003 03/24/11 - 4 /ONA4 - 4 89894 -6 -3 44' DROP 3/4 11083004 03/24/11 5 89895 - -T -38 32' Attic 11083005 03/24/11 6 89896 - -T -3 44' Attic 11083006 03/24/11 7 89897 -GR -3 32' GIRDER 11083007 03/24/11 8 89898 -0R -2A 44' GIRDER 11083008 03/24/11 9 89899 -0-2 44' DROP 3/4 11083009 03/24/11 10 89900 - -T -2 44' Common 11083010 03/24/11 11 89901 -08-4 21'10" GIRD 11083011 03/24/11 12 89902 -6-4 21'10" DROP 11083012 03/24/11 13 89903 -T -4 21'10" Connu 11083013 03/24/11 14 89904 -0-1 31'10" DROP 11083014 03/24/11 15 89905 -T -1 31'10" Comm 11083015 03/24/11 16 89906 -GR -9 14' Comnnn 11083016 03/24/11 17 89907 - -T -8 26'9 "8 Mono 11083017 03/24/11 18 89908 -08-7 3'4" Flat G 11083018 03/24/11 19 89909 - -T -7 13'7 "8 Mono 11083019 03/24/11 20 89910 -08-6 3'4" Flat G 11083020 03/24/11 THIS DWG PREPARE, FRGM CGMPUTER IHRUT (L04GS & DIMENSIDNS) SU?MITTEL EY TRUSS HER. (356056 - Reiser Residence - T -2 44' Common) Top chord 2x6 SF 82 Repair Specifications: Bot chord 2x6 SF 42 Webs 2x4 SPF(S) #F2 Interior bearing shifted 2' -O" to the left. :81, W8. W9, W10, W11 2x4 SPF Stud: :Rt Slider 2x4 SPF Stud: BLOCK LENGTH = 1.817' Add a 2x4 S -P-F #2 member from bottom chord at new bearing location to Lop chord two-web ,joint, 1..ul to fit beiwFen exislirig truss members. (a) Cool.inucus lateral bracing equally spaced nr. member. Repair truss using 23/32" APA Raced 48/24 Exp 1 sheathing nal ed to In lieu of structural panels or rigid ceiling use purlins: each side of truss, gussets sized as shown. CHORD SPACING(IN CC) START(FT) END(FT) BC 120 0.00 44.00 Nail using 8d Box or Gun nails (0.113" x 2.5 ") from each side in 2 rows at 3" o /c, rows staggered. Nail into all members contacted by gussets. Add 2x4 5 ,- / s 0 24 "x24" a. -44f s i ( a) ' , 1 / : ...... hit: 24 "x72" 29-9-4 18 -0-0 ,I_ W 26-0 -0 --J 44-0 -0 Over 3 ► LE_ its -- - > 9 U R 1 8 - 5.5" 9 U - 51 1 5.5" RL 1801-229 Design Crit: IRC2006 /TPI 2002 (STD) PLT TYP. WAVE FT /RT= 5 %(0 %) /3;D) 0.0 ,, ' :9 MA 9 / J1 / /R/ Scale = " /Ft. TRUSS REPAIR a Y TO LL 38.5 PSF REF R219 42101 M,,:,I. HHS.,■ R R,IHIiN E1;N1 VIII 1E11 NI TC DL 7.0 PSF DATE 04/18/11 .NB IIII II ai II II' Oi ttl PAIN- IN s II TAY S IIII PPIH,INI S 1s I p -4' THE ,,,'I'L. RHSSFS NMI, RFRHTI N. IVTF NSI I(BU FIEF(' f NSF ,0 EN FIk•IVE C., " BC DL 10.0 PSF DRW MoUSR219 11108001 ,NN,{a, I I S H ,,:CM 1301 N; 1 111 k111 :k : 1 1 N N I N H L , 'L ;M F,sr,, 32020 p ALPINE T IF VIT L - HA T THE TI S d:C I( .ND EJI LNG CONTf I L L DEC THE BC LL D D PSF MD -ENG BAF /BAF IISE (F THE r'4GE IN THE] %E([ I V 41ETHER T fEPn7R P PE EBHILU REPAIR ELK K S LEE EN THIS LV IV APPLIES GNL" TI; TII[ C SLOT[ J (- THE TEEM I Building Components Group, Inc. REP(NEEL EI THE - PUSS R,'. TIP T H -! NEtS B,JIAGEE ,L L ' LEI THIRD PANTY .40NA� t�� TOT.LD. 55.5 PSF SEON 19156 REV i DUR. FAC. 1.15 FROM WW IN.rI ,J bF SII' I NH CV d H, s I P E , . Earth City, MO 63045 N" II n xR 1JI A ,1 OL ANA I P I III R J I I ANY VLF II III-1 ROY. 1YS II -VI_ B v(H 4 U LLN FT, INUvIND LN 1111 NHv;IIVG . SPACING 24.0" JREF- 1UB7219 Z01 Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 04/28/11 Boulder, CO 80301 Phone: 303 -443 -2068 14:13:54 EWPjobs @keymark.com 5 of 5 tieyBeam® 4.506a Sunroom Ridge 4 -1 -1 =BeamEngine 4.508e1 2:42pm Materials Database 1257 Seal: Massachusetts Member Data Description: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 15 PLF Deflection Criteria: U360 live, L1240 total Snow Load: 30 PLF Deck Connection: Nailed Member Weight: 10.4 PLF Filename: KYB1 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 17' 2.00" 7' 0.00" 20 35 Snow IF if` / / 17 2 0 7 17 2 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 1.500" 3307# — 2 16' 8.750" Wall 3.500" 1.500" 3307# — 3 .11% OF Maximum Load Case Reactions carrying o `' Used for applying point loads (or fine loads) to carrying members -- ?' ROBERT O . Dead Snow , .o BROOK w • 1 1258# 2049# ,a CML. 2 1258# 2049# r? Design spans 16' 8.750" Product: 2.0 RigidLam LVL 1-3/4 x 11-7/8 2 ply Component Member Design has Passed Design Checks" Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 13832.'# 22891.'# 60% 8.36' Total load D +S Shear 2916.# 9081.# 32% 15.89' Total load D +S Max. Reaction 3307.# 9188.# 35% 0' Total load D +S TL Deflection 0.7133" 0.8365" L /281 8.36' Total load D +S LL Deflection 0.4420" 0.5576" L/454 8.36' Total load S Control: TL Deflection DOLs: Live =100% Snovr=115% Roof = 125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respemre owners. Copyright() 19LI92005 by Kernark Eraerpdses, LLC. ALL RIGHTS RESERVED. This drawing is an integral pert of a furor joist component document as defined in tneettarned General Notes. This drawing is not complete thou* the ecconpenyeg General Notes.The Engineer's Seal an this dewing indicates only that the floor joist component shaman this drawing meets applicable design ordeals for Loads, Loading CandEoes, and Spenslisted on this sheet. This design assumes product installation according to thenenufadurer s specifications Keymad Engineering KC Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 04/28/11 Boulder, CO 80301 Phone: 303 -443 -2068 14:13:54 EWPjobs @keymark.com 4of5 eylseam®4.506a Swaoom LVL 4-1 -11 lanBeam "sine 4.508e1 2:45pm Materials Database 1257 Seal Massachusetts Member Data Description: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 15 PLF Deflection Criteria: L/360 live, L/240 total Snow Load: 30 PLF Deck Connection: Nailed Member Weight: 8.3 PLF Filename: KYB2 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 12' 0.00" 6' 0.00" 20 35 Snow 11 11" > 1 12 0 0 © ®1 12 0 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 1.500" 1956# — 2 11' 6.750" Wall 3.500" 1.500" 1956# — L a .tN dF Maximum Load Case Reactions i ROBERT 0 . Used for applying point loads (a line loads) to carrying members ,fir. Dead Snow : o BROCK 1 742# 1214# CIVIL 2 742# 1214# Design spans . . . 11' 6.750" -A. Product: 2.0 RigidLam LVL 13/4 x 9 -1/2 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5653.'# 15065.'# 37% 5.78' Total load D +S Shear 1688.# 7265.# 23% 0.01' Total load D +S Max. Reaction 1956.# 9188.# 21% 0' Total load D +S TL Deflection 0.2720" 0.5781" L/510 5.78' Total load D +S LL Deflection 0.1689" 0.3854" U821 5.78' Total load S Control: TL Deflection DOLs: Live =100% Snow =115% Roof = 125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and altematives All product names are trademarks althea respective owners. Capydgt*Q 1939-2005 by Keymerk Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an ntegal part of a floor joist component document as defined in tieetached General Notes. This drawing is not complete w thout the accompanying herd Notes.The Engineer's Seal on this ,hawks indicates any that the loor joist component shownon this drawing meets applicable design criteria for toads Lmdng Conditions, end Spensksted on this sheet. This design assumes product installation according to trey anufacture✓s specifications. Keymerk Engineering Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 04/28/11 Boulder, CO 80301 Phone: 303 -443 -2068 14:13 :54 EWPjobs @keymark.com 3 of 5 9. LATERAL BRACING CONDITIONS When the Lateral Bracing condition is stated as "Continuous ", this is defined as a lateral support for both the top of the member and the bottom of the member along the entire length of the member. It is important to note that the compression flange is therefore assumed to be always fully braced. 10. MULTI -PLY COMPONENTS Multi -ply components shall be connected together in accordance with the manufacturer's recommendations. 11. BEARING LENGTH The "Input Brg. Length" listed on the individual floor joist, beam, or girder design drawing is the actual length of bearing at that location. The "Minimum Brg. Length" on the individual floor joist, beam, or girder design drawing is the minimum required length of bearing at that location. The length of the bearing is measured along the length of the member. The width of the bearing is measured perpendicular to the length of the member. Each ply of the member shall be supported for the full member width, for the full required minimum length of the bearing. See detail below. 12a. POINT LOADS ON I- JOISTS for "KEYBEAM@" Point loads applied over a bearing are considered to be carried by the I-joist. Therefore the point loads over the bearings will be considered when evaluating the interior and end reactions. 12b. POINT LOADS ON I- JOISTS, BEAMS OR GIRDERS FOR "KEYBUILD® STRUCTURE" Point loads applied over a bearing are assumed in this calculation to be carried not by the Hoist, beam, or girder, but instead by either rim board, squash blocks, or some other means. Therefore the points loads over the bearings will not be considered when evaluating the interior and end reactions. 13. PONDING WARNING Where components are used in roof systems, these component have not been investigated for the effects of ponding. The Building Designer shall ensure that adequate drainage has been provided, and that the roof system as a whole is not susceptible to ponding. All product names are trademarks of their respective owners. Copyright0 1989-2006 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an integral pert of a floor joist component document as defined in theetached General Notes This drawing o not complete without the accompanying General Notes.The Engnee,s Seel an this &awing indicates only that the tow joist component shownon this drawing meets applicable design criteria for Loads, Loafing Conditions, and Spansisted on this sheet. This design assumes product installation according to thenarwfa tuner's npecifcatims. Keymat Engineering KeyBeam® Calculations Keymark Engineering, Inc. 6707 Winchester Circle 04/28/11 Boulder, CO 80301 Phone: 303 - 443 -2068 14:13:54 EWPjobs @keymark.com 2 of 5 Floor Joist, Beam, and Girder Component General Notes 1. FLOOR JOIST, BEAM, AND GIRDER COMPONENT DOCUMENT A Member Component Document is defined herein as being composed of a cover letter, this set of general notes, individual floor joist, beam, or girder design drawings. The cover letter lists the contents of the Member Component Document. Each sheet of this Member Component Document is an integral part of the whole, and shall be used only for the specific job name listed on the cover letter. This Member Component Document is the exclusive property of Keymark Engineering, and shall not be copied, transferred, or reproduced, in whole or in part, without the written consent of Keymark Engineering, Inc.. Copyright Keymark Engineering, Inc., 2011, ALL RIGHTS RESERVED. 2. COMPONENT DESIGN This design is for an individual building member component and has been based on information provided by the client. The Member Component Designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications, and /or designs furnished to the Member Component Designer by the client and the correctness or accuracy of this information as it may relate to a specific project. The Member Component Designer accepts no responsibility and exercises no control with regard to fabrication, handling, shipment, and installation of member components. Each member component specified herein has been designed as an individual building component. Each component shall be incorporated as part of the building design by a Building Designer (registered architect or professional engineer, as applicable). The Building Designer shall review the design loading, member component geometry, and all other aspects of each component design to ensure that the data shown are in agreement with the local building codes, local climatic records for snow or wind loads, project specifications, or special applied loads. 3. FABRICATION NOTES Prior to fabrication, the fabricator shall review this Member Component Document to verify that this Member Component Document is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Fabrication of member components shall not proceed until the fabricator has certified drawings in hand. 4. PRECAUTIONARY NOTES Refer to the manufacturer's recommendations for instructions on handling, bundling, and delivery of the member components specified herein. 5. MODIFICATION OF COMPONENT MEMBERS Refer to the manufacturer's recommendations for instructions on allowable modifications of the member components specified herein. 6. MEMBER COMPONENT TO MEMBER COMPONENT CONNECTION DESIGN The design of any connections between member components and other member components is not provided with the component designs specified herein. Web stiffener requirements at hangered connections depend on the connection style and are not included in this design. Supported components attached to the side of this member with reactions greater than 400 lbs shall be attached in such a way to preclude twisting of this member. 7. MEMBER COMPONENT TO STRUCTURE CONNECTION DESIGN The design of any connections between the member component and other elements of the overall structure is not provided with the component designs specified herein. 8. UPLIFT REACTIONS Floor joists, beams or girders with multiple spans may generate uplift reactions due to gravity loads. The reactions shown in these calculations assume that all of the bearings are infinitely stiff. The Building Designer shall review all reaction forces and ensure that the structure can generate uplift reactions appropriately. Al product names are trademarks of their respective owners CappghtO 1989.2005 by Keym ,k Enterprises, U.G. ALL RIGHTS RESERVED. This drawing is an integal part of a floor Mist component document es defined in theartached General Notes. This drawing is not compete without the eccornrenying General Notes.The Engineer's Seal on this dewing i,dicoes airy that the Ioer Mist component shownon this doming meets applicable design creerie for Loads, Loafing Conditions, and Spensiol d on this sheet. This design assumes product installation acwdig to thenenufacture specifications. Keymark Engineering Ke Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 04/28/11 Boulder, CO 80301 Phone: 303 -443 -2068 14:13:54 EWPjobs @keymark.com 1 of 5 Cover Sheet Job : 36FairviewAve2 Confirmation # : 0428161342 Contact Person : Bill Ingham Company Name : Roseburg Forest Products 7 Olde Plains Hollow South Hadley, MA 01075 Phone / Fax : 4134273233 / 8772711080 Email : billi @rfpco.com;davea @rfpco.com Ship -To Contact : Brian Kubeck Ship -To Company : 7D Ship -To Phone / Fax : 8008006894 / Ship -To Email : plans@ degol. com; davea @rfpco.corn;aguyot @keymark.com Member Information ( 1)- sunroom LVL.KYB (2)- sunroom ridge.KYB Comments • Ali product nacres me trademarks of their respective owners. CopyrkftQ 1989 -207 by Kwymark Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an irtegal part of a Hoar joist component document as dekned in theattached General Notes. This drawing is not complete without the accomperryirg General Notes The Engneers Seal on this dewing indicates only that the toor joist component shownon this drawing meets applicable design criteria Ice Loads, Loafing Conditions, and Spansisted on this sheet. This design assumes product instahation according to dterenufa:hirers ape i6cations. Keymark Engineering Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 03/31/11 Boulder, CO 80301 Phone: 303 -443 -2068 08:07:12 EWPjobs @keyma rk. corm 5 of 5 Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names we trademarks of the respective owners. Copyright° 1969 -2006 by Keymenk Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an integral pert of a floor joist component document as defined in theatta hed General Notes. This drawing n not complete without the accompanying General Notes.The Engineers Seal on this dewing ndcates onty that the lloorioist component shavnoi this drawing meets applicaNe design criteria for Loads, Leading Conditions, and Spansisted on this sheet. The design assumes product instatahoi according to thenanutacturers spe:itatens. Keymark Engineering Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 03/31/11 Boulder, CO 80301 Phone: 303 -443 -2068 08:07:12 EWPjobs ©keymark. corn 4 of 5 e yBeam® 4.506a Reiser Residence 3 -31 -1 lanBeamEngine 4.SOge1 36 Fairview Ave 10 :06am Materials Database 1277 Northampton, MA Seal: Massachusetts Member Data Description: Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 15 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 15.6 PLF Filename: Reiser Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 2' 4.00" 11' 0.00" 20 40 Snow Point (LBS) 2' 4.00" 3671 7354 Snow Point Load from Girder Truss GR-4 Additional Uniform (PSF) 2' 4.00" 9' 0.00" 2' 0.00" 15 40 Snow 1 T T / 7 900 900 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 2.511" 9885# -- 2 9' 1.750" Wall N/A 1.500" 3713# -- Maximum Load Case Reactions Used for applying pant loads (or line loads) to carrying members ,tN OF ear Dead Live Snow �ss���7_ 1 3348# 99# 6537# y.� .. �4 � 2 1298# 170# 2415# .. K lBERT l3. Design spans a BROCK 9' 1.750" - . CIVIL . Product 2.0 RigidLam LVL 1-3/4 x 11 -7/8 3 ply Component Member Design has Passed Design Checks.°° Minimum 2.51" bearing required at bearing # 1 Minimum 1.50" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21831.'# 35710.'# 61% 2.41' Total load D +S Shear 9217.# 13622.# 67% 0.01' Total load D +S TL Deflection 0.1749" 0.4573" L/627 4.12' Total load D +S LL Deflection 0.1153" 0.3049" L/952 4.12' Total load S All proditt nines are trademarks of their respective owners. Copyright° 1989-2005 by Ko nark Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an integral part of a Mohr jdst comment document as dekned in theeOedred Genet Notes. This drawing is not complete without the accompanying General Notes.The Engeeees Seal on this dewing imitates only that the floor joist component shownon this dewing meets applicable design criteria kw Loads, Loading Condaons, and Sp■nslisted on this sheet. This design assumes product inOagaticn according to themansitecturer's speciktriims. Keynad Engineering Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 03/31/11 Boulder, CO 80301 Phone: 303 -443 -2068 08:07:12 EWPjobs @keymark.com 3 of 5 9. LATERAL BRACING CONDITIONS When the Lateral Bracing condition is stated as "Continuous ", this is defined as a lateral support for both the top of the member and the bottom of the member along the entire length of the member. It is important to note that the compression flange is therefore assumed to be always fully braced. 10. MULTI -PLY COMPONENTS Multi -ply components shall be connected together in accordance with the manufacturer's recommendations. 11. BEARING LENGTH The "Input Brg. Length" listed on the individual floor joist, beam, or girder design drawing is the actual length of bearing at that location. The "Minimum Brg. Length" on the individual floor joist, beam, or girder design drawing is the minimum required length of bearing at that location. The length of the bearing is measured along the length of the member. The width of the bearing is measured perpendicular to the length of the member. Each ply of the member shall be supported for the full member width, for the full required minimum length of the bearing. See detail below. 12a. POINT LOADS ON I- JOISTS for "KEYBEAM®" Point loads applied over a bearing are considered to be carried by the I-joist. Therefore the point loads over the bearings will be considered when evaluating the interior and end reactions. 12b. POINT LOADS ON I- JOISTS, BEAMS OR GIRDERS FOR "KEYBUILD® STRUCTURE" Point loads applied over a bearing are assumed in this calculation to be carried not by the I-joist, beam, or girder, but instead by either rim board, squash blocks, or some other means. Therefore the points loads over the bearings will not be considered when evaluating the interior and end reactions. 13. PONDING WARNING Where components are used in roof systems, these component have not been investigated for the effects of ponding. The Building Designer shall ensure that adequate drainage has been provided, and that the roof system as a whole is not susceptible to ponding. All product names are trademarks of their respective owners. Copyright° 1989-2005 by Keymar, Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component document as defined in Ihattached General Notes. This drawing is not complete vithot the accompanying General Notes.The Engineer's Seal an this drawing indicates only that the tot joist component shownon this drawing meets apphooble design criteria for (Dads, Lading Conditions, end Spensksted on this sheet. This design assumes product installation according to Ihemarwfaturers specifications. Keymark Engineering Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 03/31/11 Boulder, CO 80301 Phone: 303 -443 -2068 08:07 :12 EWPjobs @keymark.com 2 of 5 Floor Joist, Beam, and Girder Component General Notes 1. FLOOR JOIST, BEAM, AND GIRDER COMPONENT DOCUMENT A Member Component Document is defined herein as being composed of a cover letter, this set of general notes, individual floor joist, beam, or girder design drawings. The cover letter lists the contents of the Member Component Document. Each sheet of this Member Component Document is an integral part of the whole, and shall be used only for the specific job name listed on the cover letter. This Member Component Document is the exclusive property of Keymark Engineering, and shall not be copied, transferred, or reproduced, in whole or in part, without the written consent of Keymark Engineering, Inc.. Copyright Keymark Engineering, Inc., 2011, ALL RIGHTS RESERVED. 2. COMPONENT DESIGN This design is for an individual building member component and has been based on information provided by the client. The Member Component Designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications, and /or designs furnished to the Member Component Designer by the client and the correctness or accuracy of this information as it may relate to a specific project. The Member Component Designer accepts no responsibility and exercises no control with regard to fabrication, handling, shipment, and installation of member components. Each member component specified herein has been designed as an individual building component. Each component shall be incorporated as part of the building design by a Building Designer (registered architect or professional engineer, as applicable). The Building Designer shall review the design loading, member component geometry, and all other aspects of each component design to ensure that the data shown are in agreement with the local building codes, local climatic records for snow or wind loads, project specifications, or special applied loads. 3. FABRICATION NOTES Prior to fabrication, the fabricator shall review this Member Component Document to verify that this Member Component Document is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Fabrication of member components shall not proceed until the fabricator has certified drawings in hand. 4. PRECAUTIONARY NOTES Refer to the manufacturer's recommendations for instructions on handling, bundling, and delivery of the member components specified herein. 5. MODIFICATION OF COMPONENT MEMBERS Refer to the manufacturer's recommendations for instructions on allowable modifications of the member components specified herein. 6. MEMBER COMPONENT TO MEMBER COMPONENT CONNECTION DESIGN The design of any connections between member components and other member components is not provided with the component designs specified herein. Web stiffener requirements at hangered connections depend on the connection style and are not included in this design. Supported components attached to the side of this member with reactions greater than 400 lbs shall be attached in such a way to preclude twisting of this member. 7. MEMBER COMPONENT TO STRUCTURE CONNECTION DESIGN The design of any connections between the member component and other elements of the overall structure is not provided with the component designs specified herein. 8. UPLIFT REACTIONS Floor joists, beams or girders with multiple spans may generate uplift reactions due to gravity loads. The reactions shown in these calculations assume that all of the bearings are infinitely stiff. The Building Designer shall review all reaction forces and ensure that the structure can generate uplift reactions appropriately. P9 product names are trademarks of their respective tamers. Capyrght() 19832005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component &comer. as dtimed no thaartached General Notes. This drawing is not complete without the accompanying General NatesThe Engineers Seal on this drawng :.dates only that the 6v joist component sham= this drawing meets applicable design cresol. for Loads Lowing cordons, and Spensbsted on this sheet. This desig, assumes product installation according to themanufecbners specifications. Keymark Engrtreereg Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 03/31/11 Boulder, CO 80301 Phone: 303 -443 -2068 08:07:12 EWPjobs @keymark.com 1 of Cover Sheet Job : Reiserl 6 ^ Ocbt Confirmation # : 0331100649 `J �� Contact Person : Bill Ingham ^ tJ C(, ti e r' Company Name : Roseburg Forest Products r ` 7 Olde Plains Hollow South Hadley, MA 01075 Phone / Fax : 4134273233 / 8772711080 Email : billi @rfpco.com;davea @rfpco.com Ship -To Contact : John Oleary Ship -To Company : 7D Ship -To Phone / Fax : 80080068941 Ship -To Email : plans@ degol. com; aguyot @keymark.com;davea @rfpco.com Member Information ( 1)- Reiser.KYB Comments All product names are trademarks of their respective owners. Copyright° 19832005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an integral pert of a hoar joist component document as defined in theattached General Notes. This drawing is not complete without the accompanying General Notes.The Enginee's Seal on this drawing indicates only that the floor joist component shuwnon this drawing meets applicade design criteria for Loads, Loading Conditions, and Spenststed on this sheet. This design assumes product installation according to tinenanutacturers specifications. Keymark Engineering Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 03/24/11 Boulder, CO 80301 Phone: 303 -443 -2068 07:21:00 EWPjobs @keymark.com 4 of 4 'ey:-ame'' ''Pa 'can - - smBeamEngine 4.508e1 11:39am Materials Database 1257 Seal: Massachusetts Member Data Description: Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 15 PLF Deflection Criteria: 11360 live, 0240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 15.6 PLF Filename: KYB2 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 14' 0.00" 16' 0.00" 20 35 Snow Point (LBS) 7' 0.00" 1075 1702 Snow I 'ft II' / / 1400 D / / 14 0 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 1.895" 7462# — 2 13' 6.750" Wall 3.500" 1.895" 7462# — 0' ' 'Jam. Maximum Load Case Reactions � ` .mow Used for applying pant loads (a line loads) to carrying members r John M . , ' Dead Snow 4 Drrozde 1 2813# 4649# CAVIL 2 2813# 4649# Design spans 486(3 13' 6.750" Product: 2.0 RigidLam LVL 13/4 x 11 -7/8 3 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 30008.'# 35710.#1 84% 6.78' Total load D +S Shear 6576.# 13622.# 48% 0.01' Total load D +S Max. Reaction 7462.# 13781.# 54% 0' Total load D +S TL Deflection 0.6355" 0.6781" L /256 6.78' Total load D +S LL Deflection 0.3952" 0.4521" U411 6.78' Total load S Control: TL Deflection DOLs: Live =100% Snow =115% Roof = 125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All pratd names we trademarks of thek respective owners. Copyrigdd 19892005 by Keymrrk Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an integral part of a floor joist component documen as defied in gnetdred General Notes. This drawing is not complete without the accompanying General Notes.The Engineer's Seal on this drawing indicates only that the goof joist component showron this drawing meets eppkcadedesign cnteria for Loads, Loading Cond - arts, and Spensisted on this sheet. This design assumes product installation according to the,mnufadurees specifications. Keymark Engnewi g Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 03/24!11 Boulder, CO 80301 Phone: 303 -443 -2068 07 :21:00 EWPjobs @keymark.com 3 of 4 9. LATERAL BRACING CONDITIONS When the Lateral Bracing condition is stated as "Continuous ", this is defined as a lateral support for both the top of the member and the bottom of the member along the entire length of the member. It is important to note that the compression flange is therefore assumed to be always fully braced. 10. MULTI -PLY COMPONENTS Multi -ply components shall be connected together in accordance with the manufacturer's recommendations. 11. BEARING LENGTH The "Input Brg. Length" listed on the individual floor joist, beam, or girder design drawing is the actual length of bearing at that location. The "Minimum Brg. Length" on the individual floor joist, beam, or girder design drawing is the minimum required length of bearing at that location. The length of the bearing is measured along the length of the member. The width of the bearing is measured perpendicular to the length of the member. Each ply of the member shall be supported for the full member width, for the full required minimum length of the bearing. See detail below. 12a. POINT LOADS ON I- JOISTS for "KEYBEAM ®" Point loads applied over a bearing are considered to be carried by the I-joist. Therefore the point loads over the bearings will be considered when evaluating the interior and end reactions. 12b. POINT LOADS ON I- JOISTS, BEAMS OR GIRDERS FOR "KEYBUILD® STRUCTURE" Point loads applied over a bearing are assumed in this calculation to be carried not by the I-joist, beam, or girder, but instead by either rim board, squash blocks, or some other means. Therefore the points loads over the bearings will not be considered when evaluating the interior and end reactions. 13. PONDING WARNING Where components are used in roof systems, these component have not been investigated for the effects of ponding. The Building Designer shall ensure that adequate drainage has been provided, and that the roof system as a whole is not susceptible to ponding. All product names are trademarks ottheir respective owners. CappigtoQ 1989 -2005 by Keymer, Enterprises, LLC. AU. RIGHTS RESERVED. This drawing is an integral pert of a Boar jail component document as defined n theettached General Notes. This drawing is not complete without the accompanying General Notes.The Engineers Seal on this &awng indcates only that the Ioorjaist component shownon this drawing meets applicable design criteria for Loads, Loading Conditions, end Spensbsted on Cos sheet. This design assumes product installation according to themen faclurers speci &cams . Keymark Engineering Key Beam® Calculations Keymark Engineering, Inc. y 6707 Winchester Circle 03/24/11 Boulder, CO 80301 Phone: 303 -443 -2068 07:21:00 EWPjobs@keymark.com 2 of 4 Floor Joist, Beam, and Girder Component General Notes 1. FLOOR JOIST, BEAM, AND GIRDER COMPONENT DOCUMENT A Member Component Document is defined herein as being composed of a cover letter, this set of general notes, individual floor joist, beam, or girder design drawings. The cover letter lists the contents of the Member Component Document. Each sheet of this Member Component Document is an integral part of the whole, and shall be used only for the specific job name listed on the cover letter. This Member Component Document is the exclusive property of Keymark Engineering, and shall not be copied, transferred, or reproduced, in whole or in part, without the written consent of Keymark Engineering, Inc.. Copyright Keymark Engineering, Inc., 2011, ALL RIGHTS RESERVED. 2. COMPONENT DESIGN This design is for an individual building member component and has been based on information provided by the client. The Member Component Designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications, and /or designs furnished to the Member Component Designer by the client and the correctness or accuracy of this information as it may relate to a specific project. The Member Component Designer accepts no responsibility and exercises no control with regard to fabrication, handling, shipment, and installation of member components. Each member component specified herein has been designed as an individual building component. Each component shall be incorporated as part of the building design by a Building Designer (registered architect or professional engineer, as applicable). The Building Designer shall review the design loading, member component geometry, and all other aspects of each component design to ensure that the data shown are in agreement with the local building codes, local climatic records for snow or wind loads, project specifications, or special applied loads. 3. FABRICATION NOTES Prior to fabrication, the fabricator shall review this Member Component Document to verify that this Member Component Document is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Fabrication of member components shall not proceed until the fabricator has certified drawings in hand. 4. PRECAUTIONARY NOTES Refer to the manufacturer's recommendations for instructions on handling, bundling, and delivery of the member components specified herein. 5. MODIFICATION OF COMPONENT MEMBERS Refer to the manufacturer's recommendations for instructions on allowable modifications of the member components specified herein. 6. MEMBER COMPONENT TO MEMBER COMPONENT CONNECTION DESIGN The design of any connections between member components and other member components is not provided with the component designs specified herein. Web stiffener requirements at hangered connections depend on the connection style and are not included in this design. Supported components attached to the side of this member with reactions greater than 400 lbs shall be attached in such a way to preclude twisting of this member. 7. MEMBER COMPONENT TO STRUCTURE CONNECTION DESIGN The design of any connections between the member component and other elements of the overall structure is not provided with the component designs specified herein. 8. UPLIFT REACTIONS Floor joists, beams or girders with multiple spans may generate uplift reactions due to gravity loads. The reactions shown in these calculations assume that all of the bearings are infinitely stiff. The Building Designer shall review all reaction forces and ensure that the structure can generate uplift reactions appropriately. AX pmdrud MIMS are trademarks of their respective owners. Copyright° 19832005 by Keyrnad Etetptises, LLC. ALL RIGHTS RESERVED. This drawing is an irtegal pert of a floor post component document as defined it theettadted General Notes. This drawing is not complete without the accornpanying Genera Notes.The Engineers Seel on this drawing indicates only that the Sod joist component shnonon this drawing meets applicable design criteria fu Loads, Lowing Conditions, and Spenahted on this sheet. The design assumes product installation according to thema,utct urers specifications. Keymark Engineering Key Beam® Calculations Keymark Engineering, Inc. \ y 6707 Winchester Circle 03/24/11 Boulder, CO 80301 ( 1 Phone: 303 -443 -2068 07:21:00 EWPjobs @keymark.com 1 of 4 Cover Sheet Job : Sunroom1 G v Confirmation # : 0324092038 ■ Ingham O ll In Contact Person : Bill 9 Roseburg Forest Products V '� Company Name: 9 7 Olde Plains Hollow South Hadley, MA 01075 Phone I Fax : 4134273233 / 8772711080 Email : billi @rfpco.com;davea @rfpco.com Ship -To Contact : Brian Kubeck Ship -To Company : 7D Ship-To Phone t Fax : 8008006894 / Ship -To Email : plans@ degol. com; davea @rfpco.com;aguyot @keymark.com Member Information ( 1)- sunroom.KYB Comments Ali product names are trademarks of the respective owners. Copyright° 19832005 by Keymaric Enterprises, LLC. ALL RIGHTS RESERVED. This drawing is an integral part of a Boor joist component document as define) in theaaached General Notes. This drawing is not complete Without the accompanying General Notes.The Engineer's Seal on this drawing indcotes only that the toorjoist component shownon this drawing meets applicable design criteria for Loads, Lowing ComMtions, and Spertslstect on this sheet. This des ge assumes product Installation according to thernanufac>orees specifications. Keymark Engineering