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812 Ocean Boulevard DESIGN DOCS FRANK C. FROMHERZ II Professional Engineer 6226 Jefferson}iwy.,Suite A Harahan,LA 70123 (504)733-8686 (504)733-8683(Fax) August 4,2021 Mr. Dan Arlington City of Atlantic Beach, Florida City Hall 800 Seminole Road Atlantic Beach, Florida 32233 Re: Document Transmittal of Engineer's Certification Beach House at 812 Ocean Blvd.,Atlantic Beach, FL Dear Mr.Arlington: Thank you for taking the time to speak with me by phone on July 29, 2021. We discussed your com- ment to Mr. David Reed that the design documents for his home lacked information concerning the design of the roof and floor trusses. I introduced myself as the structural engineer for Mr. Reed's pro- ject, and the design of the trusses occurred under my close personal supervision. The design was accomplished using a proprietary software system that accomplishes the design and then drives machinery to produce the individual truss elements. These elements are shop-assembled and shipped to the jobsite for erection. The design met ASCE 7-10 and the Florida Building Code in force at that time. Due to the six years that have passed since this work was done, it is not possible to re-run the design of these trusses using FBC 2020. You had agreed to accept my signed and sealed record documents, as these represent the actual design, fabrication, and installation of the trusswork. As requested, I have attached two"blue books"that contain my record documents. Please let me know if you need additional Information. Thank you for your assistance. Yours very truly, Frank C. Fromherz Il,P.E. encl. cc: Mr. David Reed w/encl. Page 1 of 1 1493.01 F =+rr_-�- -- COLD FORMED STEEL DESIGN RECORD DOCUMENTS REED RESIDENCE 812 OCEAN BOULEVARD ATLANTIC BEACH, FL 32233 pwplif#-` FRANK C. FROMHERZ 119 PE 6226 JEFFERSON Hwy,, STE. A HARAHAN, LA.70123 JoB No. 1493.01 SEPTEMBER 25,2015 FRANK C. FROMHERZ 11 6226 Jefferson Hwy.,Suite A Harahan,LA 70123 (504)733-8686 (504)733-8683(Fax) September 26, 2015 Mr. David Reed 418 4th Avenue South Jacksonville Beach, Florida 32250 Re: Document Transmittal and Engineer's Certification Beach House at 812 Ocean Blvd.,Atlantic Beach, FL Dear Mr. Reed: In accordance with our agreement, I transmit herewith the instruments of service pursuant to my design of the structural system for the referenced residence. My design covers the roof system and the connections that attach these elements to each other and to the structure pre- viously designed. The various components that are identified herein constitute an engineered system for which I provided professional design services. The undersigned certifies that these documents were prepared by him or under his close per- sonal supervision and, to the best of his knowledge and belief, they comply with all regulato- ry requirements. The undersigned is not administering the construction. All elements of construction depicted in the Construction Documents prepared by myself and others that are not superseded by this transmittal shall be constructed as shown thereon. I assume professional responsibility only for the construction elements depicted herein. Transmitted Documents The following drawings and other documents are transmitted herewith and are bound into this book: 1. Drawing CFS-1 —First& Second Floor Truss Layout 2. Drawing CFS-2—Attic Floor Truss Layout and Sections 3. Drawing CFS-3 —GT08 and Truss Details 4. Drawing CFS-4—GT10 and Truss Connection Details 5. Drawing CFS-5—Truss Details and Roof Framing Specifications Page 1 of 2 1493.01 B Mr.David Reed September 26,2015 Shop drawings for the following truss design sheets are bound into this book. My seal below signifies that the truss assemblies shown on these sheets meets the acceptable design criteria for the loads,loading conditions, and configuration specified. First Story Truss Design Sheets CJO1 JOl SOl SO4 S07 GTO1 J02 S02 S05 S08 GT02 J03 S03 S06 T01 Second Story Truss Design Sheets CJOI GT04 JOlA J14 SO4 S17 T13 V05 V19 CJ02 GT05 J02 J16 S05 S17A T14 V06 V20 CJ03 GT06 J03 J17 S06 S18 T15 V07 V21 CJ04 GT07 J04 J18 S07 TO1 T16 V08 V22 CJ05 GT09 J05 J19 S08 T02 T17 V09 V23 CJ06 GTI 1 J06 J20 S09 T03 T19A V11 V24 CJ07 GT12 J07 J21 S10 T06 T19C V12 V25 CJ08 GT 13 J08 J22 S 11 T07 T20 V13 V26 CJ09 GT14 J09 J23 S12 T08 T21 V14 V27 CJ10 GT15 J10 J24 S13 T09 T22 V15 GTO1 HO1 J11 Sol S14 T10 Vol V16 GT02 H03 J12 S02 S15 Tl l V02 V17 GT03 J01 J13 S03 S16 T12 VO4 V18 Second Story Attic Floor Truss Design Sheets FGTO1 FGT02 FTO1 FT02 FT03 Contact the undersigned with any requests for explanation or clarification prior to fabrication or erection of the affected component. Any deviation from the sealed plans and bound truss and wall sheets without my prior written authorization shall relieve me from professional re- sponsibility for the affected items. Yours very y, • - •••G N S•.•�Q = �YQ'= No.40335 LL �r _ STATE OF Q' Frank C. Fromherz II,P.E. �� fiF •'••• G ��` encl. &I ONX, t Page 2 of 2 1493.01 B m m m e G => > w 0 An o 5 �, C7 0 0 c o 0 0 0 0 0 0 G _ CFS-2 GTO J10 4 1 -� -2 -� T12 CFS-2 FS_ JO J01 c RGT T13'J05 J# ao 0 0 0 0 0 0 0 00 - -02 -� h N y W tll W to m w y.. A T14- 8 O� G T FN- 313% 2 S13 S03 x #9 S13 N0 2 T � - S02 S1 S02 F ` S1 S02 Ad frDo S1 S02 IbY 51 ' o S02 IN S7 S02 SIM N cKi SO n 51 ^Loo S02 o N 1 °° AN g ao S02� o F f H to- to- co F 51 Q n = Z i 502. J�3 T17 S1 Lu x GTO2 m S7 a U T17 in Q Luu- J04 i T16 �l,� o Lam' 1� " J01 F Ot iD o 0 m T70t9 GT01 r 0 _ U m m m �' o 0 0 l 0 0 T15 Y xh0 0 0 ti ;' U4 -> 101 506 S07 0( 3 1 S06 SO7 G; {O{. CFS-3 #z Fs NOTE: EXTEND OVERHANGS PER 3/CFS-4 PER ARCHITECTURAL IN a DRAWINGS AND OWNER'S o N REQUIREMENTS. Toe NOTE: ALL TRUSSES ATTACH TO 2 CONCRETE WALLS WITH CFs SECTION OF NUCON HAT T01 EJ021 CHANNEL PER DETAIL 3/CFS-4. 3 2 T01 CFS-2 J01 I limpJ02 r G M 508 ' g N co E7 C J22 G M N M M CI M M M i"1 r N $ G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > > > > r J21 W J J T22 ZD W m La- i St a- 1st STORY TRUSS LAYOUT W F FS-1 ABOVE GARAGE 3116"=T-0" N "-� J23 H03 8 = Q' Q= n N R � GT1 La- = � WQ J18 = QQOm c vv e M N N N N N N N N N N W 0 0 0 0 o e c v o 0 0 0 0 0 0 0 0 0 0 o J19 J19 W m 04 (� W fA VJ N H fp D7 N M N N W y y y FA N H N W G) i ��� m Do o o Do m N— o4 id ZJ s I a 4 2nd STORY TRUSS LAYOUT L6 4 e FS-1 23116"=T-0" CFS CFS-2 R 2 1st STORY TRUSS LAYOUT 3 1st STORY TRUSS LAYOUT E CF5-1 ABOVE GAME ROOM 3/16"=T-0" CFS-1 ABOVE MASTER BATH 3116"=T-0" COPYRIGHT OZISSYFRANKC.FROWH I1,P.E.MLRIGHTSRES6 . p ANYDEHMEPANf.ERROR.OWMION,ORREOUEBTFORCMRIFICATIONSHALLBE 2 _ NO. OROUGHFTOTHEATTENTIDNOFFR C.FROMHER211,P.EUPONDISCOVERT C CFS— ALL BEFOREANYPURCNASEB(M CONSTRUCTION INV MND THE DISCCVERED ISSUE. W r J ALL CODES,ORDINANCES AND GOVERMEW REONIREMENFS TAKE FREGFOBICE OVER ANY PART OF THE WORK WHICH NAY CONFLICT WITH THEIR RUIEB MD REGULATIONS. 1 OF 5 SHEETS 0 Q 2 Cie s i � � 0 0 U FT03 w n o FT03 F I uz,m wC. FT03 w 0. T02 vl g 'f s 1 2nd STORY ATTIC TRUSS LAYOUT FS va°=r-0" N n 2 SECTION ABOVE GARAGE 00 a o FS- 3116"=1'.0" g Dj n a ZG x 0�4 T03 S09 W < U � Qu W � U A- 0 Y n U z oa •� � EXTEND OVERHANG EXTEND OVERHANG w Lo O PER 3/CFS-4 PER 3/CFS-4 w z �o N d cli S01 SO2 z z i R.O. _ - oC Lu w> � 0 0 R.O. Z X o u z W rn T X w X wI L wa = wa 4 SECTION ABOVE GAME ROOM/FAMILY ROOM 5 SECTION ABOVE 1st&2nd FL MASTER BATH N . 04 T01 FS- 3/16"=1'-o FS- 3/16"=l'o° Z p N p J J X X o O w W m L+. F S Q v W EXTEND OVERHANG EXTEND OVERHANG �i► U O $ 3 SECTION ABOVE GARAGE PER 3/CFS- — Q Q m 4 PER 3/CFS-4 LAJ p FS- 04 U 3n6"=r-o" T03 m NN 0 00 LL 0 U e 6 TRUSS SECTION ABOVE FAMILY ROOM FS- 3n6^=r o sI COPYRIGHT c2oiSBYFRANKC.FROWH II.P.E.ALRIG RESE , E ANY DISCREPANCY,ERROR,OMMIBBION,ORREOUESTFORCIANIRCATKINSH SE NO. BROWNTTOTHEATIENTKNJOFFRANKC.FROMHE 11.P.EUPONDISCOVERYNIO p — BEFOREA PURCHASEBORGONSTRUCTIONMOLV+WGTH SCOVEREDISSUE O CFSJ ` ALL CODEB.ORDINANCEB AND GOVERMENT REOUMEMENTSTAI�PRECEDENCE ODER aY ANY PARTOFTHEY KWHICHMAYCONFLCTWRH ORRUIEBANDREGUTATIONS. '� 2 Oi$ SlRE75 2'-103/" 7'-5%s" 10'-4" GT08 SPECIFICATIONS MEMBER NO. SIZE #12 SMS NOTES EACH END N 1 SOOS162-54 12 1,2 0 M 2 35ONF150-43 8 6 3 35ONF150-43 14 N I 2 4 5 9 A A 4 80OS162-54 12 3 3 Elo 5 350NF150-43 6 107/6" 1'-1115/6" 2'-0" 2'-0" 2'-0" l'-5%" 6"1 2'-0" 1 2'-0" 2'-0" 2'-0" V-10" f 6 3SONF150-43 6 W� d 7 3SONF150-43 10 8 35ONF150-43 8 20'-8" SCHEMATIC VIEW 9 350NF150-43 10 o 10 350NF150-43 8 TOP CHORD 800S162-54 11 35ONF150-43 10 3,4 3SONF150-43 ACROSS OVERLAID W/350NF150-43. 3 4 N TOP CHORD JOINT 12 80OS162-54 12It COPE TOP&BOTTOM CHORDS TO FIT. NOON. TOP CHORD 800S162-54 ` `+'` ,: 13 350NF150-43 8 3,4 5 ao ,,, INSTALL 3SON5150-43 AT JOINT AND _ _ OVERLAID W/350NF150-43. 'f CONNECT W/ONE ROW #12 SMS @ 14 35ONF150-43 10a� Z 1.5" SPACING STAGGERED ON 350NF. =o E O ;��•°f;' `Y 15 350NF150-43 6 = 'q Imo., 16 350NF150-43 6 Q uj 17 _ 3SONF150-43 6 �'Q N co 0 0 18 35ONF150-43 6 Z _ � O Y 190 3SONF150-43 6 Z t U MEMBER #1 -80OS162-54 FULL MEMBER VIEW MEMBER#22 -80OS162-54 ° 2le OVERLAID W/ 35ONF150-43 OVERLAID W/ 3SONF150-43 20 3SONF150-43 6 �w LL #LuZ 1 CUSTOM TRUSS GTOS 21 350NF150-43 6 _ N a lQ o FS- 1/4'=V-O; 12 N 22 8005162-54 12 , 5` NOTES TO TABLE 8 SP @ 3/4" = 6" 18 SP @ %4" = 6" 1. OVERLAY MEMBER IS SET INSIDE FLANGES OF 800S162-43. 1 „ i�z. 1 1�z„ 1 2 1'1 2. ALIGN MEMBER FLUSH TO EXTENT OF TRUSS. INSTALL 8 OF 12 SMS IN VERTICAL OVERLAY MEMBER. m 3. SEE CONNECTION DETAIL 2/CFS-3 4. NUMBER OF SCREWS PERTAIN TO BOTTOM CHORD CONNECTION ONLY. O O04 O 00 N O ° CZ, O' f M ° p Qo 0 0 F © x � a = © EXTEND OVERHANG EXTEND OVERHANG La -4 ER 3/CFS-4 o Q > UO W \ Q PER 3/CFS-4 7 a W C m $ N_ Yz Y' ADDITIONAL FASTENERS T03 m Z X41 �4' REQUIRED, SEE TABLE. 7 L�Y21/z" �44' �4' m Q e 2 GTO8 CONNECTION DETAIL 3 TRUSS SECTION ABOVE FAMILY ROOM FS- 31l6'=1'-0" FS- t-iiz•=r-0' COPYRIGHT e,p15 BY FRANK C.fRONHERZ II,P-E.ALIPoGHf5 RE9F1tJED. E A-DO EPAHCY.ERROR 0NN5IM OR REQUEST FORCA RCATIONSHALLSE �� ■NNO. C BS"FOPEMYPUERAC�GORC0"STRUCTIOf""1"O'AMI"OL"KVI'NGPTIE05" EERSDD 44 E u °h `j FV-3 u 3 OF 3 9Erm ANY PART OF THE WOK WHICH NAY CONFIICTWIRH"THEITR 0.VLE5 RRND REGUN ONS. a ALL WEB MEMBERS 35ONF150-43 WITH FLANGES ORIENTED PER SYMBOLS I 3.4"x 18 ga STRIP N 3.4" x 18 ga STRIP E C � ] 3.4" x 18 ga STRIP �3.4" x 18 ga STRIP � ip DE D 2'-0" 2'-0" 2'-0" 2'-0" 2'_011 21-011 016" 39 611 411 37/ 11 ALL SCREWS #10 SMS uN 3.4"x 18 ga STRIP @ 6" O.C. STAGGERED _ �t 1 CUSTOM TRUSS GT10 ' g N 530L150-43 ANGLE EL 530L150-43 ANGLE 3°° M 350NF150-43 CORE a Z Q 2GT10 TOP AND BOTTOM CHORDS = 4 H V N� z 0 z� c No w� N 0 LL L,w LL wz �O D IL 3 N D 2x6 COPED TO EXTEND TOP CHORD TO " Yn Yn 7611 16n 1p LENGTH REQUIRED ON ARCH. DWGS. �2 �2 v� HAT CHANNEL SECTION ±11Y" LONG ATTACHING TO HEEL MEMBER OF TRUSS. GAGE OF HAT CHANNEL MATCHES GAGE OF r TRUSS. CONNECT TO 2x6 W/ (2) %"0 GALV.THROUGH-BOLTS. (4) #10 SMS FOR #10 SMS @ 20GA& 18 GA 6' EACH SIDE l a M STAGGERED 04 G 04 TRIM INSULATION TO Z 0 MOUNT HOLDDOWN 5 y p LLJ J J W nLjCC1.� 00 Z = � Z = F x SECTION Al-Al o M CC W In °° Yl HAT CHANNEL SECTION ±11Y2" LONG WITH TOP CLIPPED I— m N U 4" CONC. WALL AND SIDES FITTED AROUND BOTTOM CHORD OF TRUSS. Z 00 Z ATTACH TO TRUSS W/ (6) #10 SMS FOR 33 MIL(20 GA) (6) #12 SMS INSTALLED INSULATION MATERIAL AND (6) #12 SMS FOR 43 MIL(18 GA) MATERIAL. THREE PER SIDE. O GAGE OF HAT CHANNEL SHALL MATCH GAGE OF TRUSS. Q 5 (2)3/8"0 x 3"TITEN HD BOLTS ATTACH HAT CHANNEL TO CONCRETE WALL WITH (2) %"0 x � 3"TITEN HD BOLTS EMBEDDED 2%4' INTO CONCRETE. — DRILL ALL HOLES FOR TITEN HD BOLTS USING 0 ROTATION-ONLY TOOL. DO NOT USE ROTATION + IMPACT. Y DETAIL OF TRUSS TIE-DOWN WITH HAT CHANNEL C13PYRIGKT OZOISBYFRMKGFROMHER211,P.E.ALLMOHT RESERVED. o E qNy DISOREFp .ERROR OMMISSION,OR REQUEST FOR CIAR RF TH)N"LL BE Z NO. NO SCALE BROUGHTTOTHEATTEMIONOFFR C.FROMHERZII,P.E.UPONDISCWERYAND W �CC�A BEFORE WRCHASES OR CONSTRUCTION ONOLVING THE DISCOVERED ISSUE. nV r J iF `- ALL CODES,ORgNANCE3 AND GOVERMENT REQUIREMENTS TAKf PRECEDENCEOVER n ANV PART OF THE WORK WHICH MAY CONFLICT WRH THEIR RULES ANO REGULAT10 6 4 OF 5 SHE ANY GENERAL NOTES - ROOF FRAMING 1. ROOF TRUSS WEB CONFIGURATION MUST BE BASED ON ENGINEER'S DESIGN AND SPECIFIED DEAD, LIVE AND WIND LOADS. NO PROVISIONS HAVE BEEN MADE FOR ANY HVAC REQUIREMENTS. GIRDER TRUSS GIRDER TRUSS 275CLA275-33@1-iM-CLIP 2 lAA 275CLA275-33@1.112'CLIP 2. ROOF DECKING SHALL BE%B" CDX OR 19/32" PLYWOOD STRUCTURAL - A A (2)CLIPS REQUIRED SHEATHING. ATTACHED SHEATHING TO TRUSSES USING #8 • SCREWS AS FOLLOWS: (4W0x3/4-HEX SCREWS 200NT162-27� EACH CLIP -6"O.C. ALONG PANEL EDGES E 10"LONG(MIN.) CORNER JACK CORNER JACK - 12"O°C. ON PANEL INTERIOR o @ JACK TRUSS 6'LONG 6(MIN.) ��.. A/� -WITHIN 4'-0"OF ALL ROOF EAVES, RIDGES,VALLEYS AND HIP @TRUSS TO GIRDER CORNERISO VIDERED MAIN GIRDER CORNER GIRDER AIRDER LINES USE #8 SCREWS AS FOLLOWS: NOTE:(1 PLACE)200NT182-27 3 NOTE:(I PLACE)200NT162-27 8"LONG(MIN.)@JACK TRUSS --4"D.C. ALONG PANEL EDGES 10'LONG(MIN.)@ JACK TRUSS WHERE LENGTH TOO SHORT CORNER JACK A175BPL250-33@3' #102314"HEX SCREWS -- 8"O.C. ON PANEL INTERIOR WHERE LENGTH TOO SHORT FOR(2 PLACES) FOR(2 PLACES) 175SPL25033 @ 3° -AS AN ALTERNATIVE TO #8 SCREWS, 0.100"DIA. E.T.&F. PINS OR GIRDER (4)#lOx314"HEXSCREW )#10x3/4"HEX SCREWS AEROSMITH PINS CAN BE SUBSTITUTED AS FOLLOWS: TRUSS WITH -- 3"O.C. ALONG PANEL EDGES(3"O.C. 22GA TRUSS) VERTICALWEBAr3"O.C. ON PANEL INTERIOR(3"O.C. 22 GA TRUSS) SIDE VIEW A TRUSS SIDE VIEW B JaixTADsB-Ta-1F--� �� / ACK TRuss - WITHIN 4'-0" OF ALL ROOF EAVES, RIDGES,VALLEYS AND HIP o LOCATION !r JACKTRUS-CORNERJACK LINES USE 0.100"DIA E.T.&F. PINS OR AEROSMITH PINS CAN NUTRUSS 2,0--_ - _NUTRUSS2.0 JACK ROSS BE SUBSTITUTED AS FOLLOWS: SIDE VIEW B TOP VIEW B -- 3"O.C. ALONG PANEL EDGES (2"O.C. 22GA TRUSS) GIRDER TRUSS CORNER JACK TO CORNER GIRDER CORNER GIRDER TO MN GIRDER 1 (2 PLACES)200NT182-27 - '� � `(2 pLACES)200Nri62-27 -- 3"O.C. ON PANEL INTERIOR(2'O.C. 22GA TRUSS) n 10'LONG NUTRUSS 2.0 SECTION 8'LONG NUTRUSS 2.0 SECTION N °' (2)#10 X 314 HEX HEADS TO (fi)#10X3/4 HEX HEAD SCREWS TO GIRDER TYPICAL JACK TRUSS CONNECTION AT HIP o M:,e GIRDER (4)#10X 314 HEX HEAD SCREWS TO N.T.S. — RDL-007 3. ROOF TRUSS BRACING I5 REQUIRED. SEE DETAILS RDL004& 00 Do— (2)#10 X 3/4 HEX HEADS TO EACH SIDE OF TRUSS EACH SIDE OF JACK RD L005. _ 3 I1 VIEW"A-A".A VIEW"A-A"B a IM. E Z JACKTRUSS TOGIRDER TRIJ.S TO GIRDER 4. ROOF TRUSS BLOCKING IS REQUIRED. SEE DETAIL RDL020. tay x,-E 0 JACK TRUSS&TRUSS TO GIRDER CONNECTION /rSTUD FOR istJACK TRUSS W M N.T.S. RDL-001 `STUD FOR CORNER GIRDER O _ Q WALL PANEUGABLE PANEL w" It ATTACH ROOF DECK TO I�"li :D to EACH TRUSS W/(1)#10X%" �0 HEX AND TO BLOCKINGZ WALL PANEUGABLE 271C-275-33 @ 1-1/2'CLIP }r7 PANEL (i)1f10X%i"HEX @ 3'O.C.. =M O 275CLA27533 @ 1-1/2'CLIP - NUTRUSS TOP CHORD `1 n V 150F125.30 � CORNER GIRDER z G �� � �. LATERAL TRUSS BRACING (4)#lOx3/4'HEX SCREWS w' 0 W/(2)#10x3/4'HEX 4i LL EACH CONNECTION PLYWOOD ROOF DECK LL 4LO z TYPICAL TRUSS O 15OF125-30 ISO VIEW A TOP VIEW A �FORTRUSSX-BRACING CORNER GIRDER TOMMNGIRDER CORNER GIRDER TO MAIN GIRDER BOTH SIDE OF WEB C', Il FOR 1TRUSS X-BRACING W/(4)#10x3/4"HEX _ BOTH SIDE OF WEB W!(4)#1Dx3/4°HEX TYPICAL JACK TRUSS CONNECTION AT WALL PANEL/GABLE PANEL BLOCKING AT EVERY 150F125.30 LAP TYP N.T.S. ROL-016A OTHER BAY W!#tOX%4" LATERAL TRUSS BRACING W/(2)#10x3/4'HEX PAN PH SCREWS @ 3" NUTRUSS BOTTOM CHORD EACH CONNECTION O.C.TO TOP TRACK TYPICAL TRUSS BRACING NUTRuss" N.T.S. RD]-004 CHOR STUD WALL AND AT SPLICES OCCURING BETWEEN TRUSSES USE TOP TRACK Q (4)#8x112"TRUSS HEAD SCREWS PER _71. V M RLEG.3"LAP MAXIMUM.FOR SPLICES AT C-6M o CENTER OF TRUSS CONNECTION IS V N 2"x 20 GA STRAP CONTINUOUS LATERIAL ATTACH AT EACH BUTT TO BUTT W/(2)#8 x 112' W N BRACING wl(1)#10 x 3/4"PAN HEAD SCREW TO TRUSS W/(2)#8x1!2" TRUSS HEAD PER LEG SIDE VIEW tZ o EACH JOIST.USE WHEN BOTTOM CHORD IS TRUSS HEAD N M NOT SHEATHED OR WHEN CONSTRUCTION SCREWS PER LEG 33'L P 0 i f TOP HORD AND BOTTOM CHORD IIS NOTS ARE BEING APPLIED TO FLOR JACK JACK TRUSS Z W J J `qb I SHEATHED.(200STR-33) CON IT NUOUS t,,W 10X314' O VJ m LL PAN PHILLIPS SCREW 1 LLJ USE 2DOFRA20033 FOR HIP, TO EACH TRUSS -7 TOP CHORD II NUTRUSS p d g TM Iwo' twoVALLEY 8 RIDGE DECK PLATE. = Q U a 0 m o NUTRUSS 8a: V O W a � BOTTOM CHORD Q Q m D W G NOTE: Z m r V VALLEY&RIDGE PLATE CONNECTION b 2"x 20 GA.STRAP X-BRACING wl IS SIMILAR _-ATTACH PLYWOOD DECKINGN CO BRIDGING REQUIREMENTS: (2)#10 x 3/4"PAN HEAD SCREWS BASED ON DETAIL RDL020 J BRACE AT 10'-0"O.C.ACROSS TO EACH END.X-BRACE TYPICAL HIP,VALLEY&RIDGE PLATE CONNECTION v JOIST SPAN(MAX). BETWEEN TWO ADJACENT JOIST N.T.S. RDL-006 ATTACH TRUSSES TO Q SPACING, RACE 10'-0' CONCRETE WALLS OC(MAX) (200S ) W/(3)#10X3/4'T STRAP PER DETAIL 31CFS-4 D ~ g TYP 16'-W TYP 18'-0' TYP PAN PHILLIPS SCREW EACH END. (� TYP TYP EVERY-OTHER BAY (/► � TYPICAL ROOF TEMPORARY BRACING TYPICAL FLOOR TRUSS BRACING TRUSS TO WALL WITH BLOCKING N.T.S. RDL-005 N.T.S FD-005 N.T.S. RDL-020A m COPYRIGHT o p16 BY FRANK C.FROMH It P.E.NL RIGHTS RESERVED. E ANY DWREPANCY,ERROR,OMMI99ION,OR REOVEST FOR CURIFKATION SHALL BE N0' BROUGHT TO THE ATTENTION OF FRANK G FROxW ERZ 11.P.E.UPON DISCOVERY AND o — BEFORE ANY PURCHA9E90RCONSTRUCTIONBNOLVINGTHE 019COVEAEOLL`MIT. Y Pl1 COOTS,ORDIWTNOES ANDGWREQUIREMENTSTAKEPRECEODICE OVER ANY PART OF THE WORK lM11CHIMY YCON CONNCT WffH THEITHEIR RULE9AND REGUTATONS $Oi 5 SIEETB W_MMF=iFr-T- FIRST -STORY TRUSS DESIGN SHEETS � REED RESIDENCE HIZ OCEAN BOULEVARD ATLANTIC BEACH, FL 32233 COLD FORMED STEEL DESIGN RECORD DOCUMENTS Job Name: Truss ID: CJ01 Qty: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 27.84 Tc FORCE .,.r. Brm csr rn SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied oL-1 27 o.00 0.57 0..,.r. :: 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 112 0.02 0.57 0.se 1 -sF 1 -975 lb -87 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 -1237 0.25 0.17 0.40 1 SP- 2 -381 lb -34 lb Galvanization: G60 TC 12.00" -1-10- 0 8- 9- 6 3-4 -1137 0.23 0.17 0.38 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 8- 9- 6 4-5 -1023 0.20 0.05 0.25 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 -991 0.20 0.12 0.30 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 -622 0.11 0.17 0.27 1 WEB 1 20TC20 50 1 0- 2- 1 4.12" 863 285 Bldg Enclosed = Yes, 7-8 -501 0.10 0.19 0.28 1 20 psf bottom chord live load NOT required 2 8- 8-10 1.50" 468 285 Truss Location = End Zone e-9 -3B 0.01 0.25 0.25 1 on this truss, per IBC/IRC requirements for Exp Category = D attics with limited storage. Bldg Length - 110.50 ft, Bldg Width = 84.00 ft BC FORCE n L BM CST 10 SCRWS Mean roof height = 14.20 ft, mph = 129 10-11 0 0.00 0.26 0.26 1 -SP Occupancy Category II, Wind Dead Load = 13.20 psf 11-12 1112 0.14 0.26 0.39 1 SF- Designed as Main Wind Force Resisting System 12-13 1112 0.18 0.14 0.32 1 and Components and Cladding 13-14 1032 0.17 0.11 0.26 1 Tributary Area = 29 sgft 14-15 1032 0.17 0.06 0.23 1 Horizontal distance from the windward edge 15-16 Ess 0.10 0.13 0.22 1 0- 0- 0 upwind and 0- 0- 0 downwind 16-17 615 0.10 0.33 0.39 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 17-18 285 0.01 0.30 0.31 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 - 1- 9-12 64.00 0- 0- 0 0.62 WEB FORCE CST 10 SCRWS ' Type lbs X.Loc LL/TL 1-10 404 0.07 1 HC Vert 300.7 1- 2-14 0.48 2-11 -1281 0.28 1 SP-SP BC Vert 300.7 1- 2-14 0.48 3-12 455 0.08 1 BC Vert 74,5 3- 2-15 0.48 4-13 415 0.07 1 BC Vert 74.5 3- 2-15 0.48 5-14 159 0.03 1aJcP BC Vert 167.0 6- 0-14 0.48- 6-15 -451 D.30 1 1-10-0 ,1-2-14 1-10-13 , 2-8-6 2.6.9 BC vert 167.0 6- 0-14 0.48 7-16 548 0.09 1B-17 -766 0.54 1 1-10-0 3-0-14 4-11-11 ui 7-10-14 m m 10-7.6 - 9-18 113 0.02 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.04• (L/999) 14-15 L/360 67 1 2 4 6 7 9 Vert LL: -0.01" (L/999) 14-15 L/480 67 3 5-- 8 Horz TL: 0.02" Cantilever 2.83 Vert TL: -0.04" (L/551) OL-1 L/ 90 90 Vert LL: -0.03" (L/793) OL-1 L/120 90 ===== Joint Locations =--== 1 0- 0- 0 10 0- 0- 0 2 1- 1- 5 11 0- 2-10 3 1- 2-14 12 1- 2-14 4 3- 1-11 13 1- 4- 8 5 3- 2-15 14 3- 2-15 2-5-13 2-5-13 2.8.0 6 3- 4- 8 is 5-11- 9 SHIP 7 6- 0-14 16 6- 0-14 8 6- 2-13 17 8- 6- 9 9 8- 9- 6 18 8- 9- 6 I0-5-0 Ll B1 B2 W:402 W:108 R:863 R:468 U:-975 U:-381 1-10-0 _J11-4 8-9-6 10 12 14 15 17 0-2-10 1-1-14 1-10� 2-8-10 �I a 2-5-11 m 0-2-10 1-4-8 3-2-15 5-11-9 =1� 8-6-9 m m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided T #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/16"=1' W111�1V, G Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 1st 7-1-15 Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk which most be Considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility ofthetruss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISl2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 7/13/2015 @ 08:21 TOTAL 42.00 psf I Seqn S8.0.4 - 14941 Job Name: Truss ID: GT01 Qty: 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 251.93 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied WEB FORCE CSI ID SCR/PLY Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-33 579 0.05 1 1 -1898 lb -581 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-34 -4603 0.5B 1 4B- 4B 2 -1899 lb -582 lb Galvanization: G60 TC 12.00" -2- 4- 0 32- 0- 0 3-35 1225 0.10 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 29- 8- 0 4-36 -1784 0.26 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 5-37 606 0.05 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-38 -306 0.10 1 WEB 1 20TC20 50 1 0- 1-12 3.50" 2648 -207 Bldg Enclosed = Yes, 7-39 315 O.D3 1 20 psf bottom chord live load NOT required 2 29- 6- 4 3.50" 2650 -207 Truss Location = End Zone 8-40 -264 0.07 1 on this truss, per IBC/IRC requirements for Exp Category = D 9-41 927 0.08 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 10-42 -749 0.30 1 Mean roof height = 15.70 ft, mph = 129 11-43 1115 0.09 1 Occupancy Category II, wind Dead Load = 7.20 psf 12-44 -944 0.53 1 Designed as Main Wind Force Resisting System 13-45 1377 0.11 1 and Components and Cladding 14-46 -1247 0.93 1 Tributary Area = 126 sqft 15-47 1457 0.12 1 Horizontal distance from the windward edge 17-4e 1564 0.13 1 0- 0- 0 upwind and 0- 0- 0 downwind 18-49 -1429 0.43 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 19-50 301 0.02 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 20-51 1342 0.11 1 TC Vert 64.00 - 2- 3-11 64.00 0- 0- 0 0.62 21-52 -1055 0.60 1 TC Vert 64.00 0- 0- 0 64.00 5- 2- 6 0.62 22-53 1133 0.09 1 TC Vert 32.00 5- 2- 6 32.00 13- 6- 0 0.62 23-54 -726 0.29 1 TC Vert 64.00 13- 6- 0 64.00 13-10- 0 0.62 24-55 916 0.08 1 TC Vert 32.00 13-10- 0 32.00 15-30- 0 0.62 25-56 -272 0.07 1 TC Vert 64.00 15-10- 0 64.00 16- 2- 0 0.62 26-57 305 D.03 1 TC Vert 32.00 16- 2- 0 32.00 24- 5-10 0.62 27-58 -263 0.08 1 TC Vert 64.00 24- 5-10 64.00 29- 8- 0 0.62 2e-59 565 0.05 1 TC Vert 64.00 29- 8- 0 64.00 31-11-11 0.62 29-60 -1743 0.27 1 BC Vert 20.00 0- 0- 0 20.00 5- 2- 6 0.00 30-61 11a5 0.10 1 BC Vert 10.00 5- 2- 6 10.00 13- 6- 0 0.00 31-62 -4676 0.60 1 4B- 4B BC Vert 20.00 13- 6- 0 20.00 13-10- 0 0.00 32-63 573 0.05 1 BC Vert 10.00 13-11)- 0 10.00 I5-10- 0 0.110 Each connection requires 3/8" diameterproprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the.truss member: SP = Spacer supplied by NUCONSTEEL WARNINGRead all notes on this sheet and verify all design parameters. WO:BEACH HOUSE 1 st 7-1-15 Truss design on this sheet is only valid with NUCRUSS sections and is for an individual building component,not a truss system.Bracing Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pari of the build design and Dsgnr: which must be considered by the building designer. Bracing shown is lateral bracing of buss members only. Any additional bracing, temporary and/or permanent,is the responsibility ofthetruss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI.2001 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.0 0 psf added on both sides oftheconnection.Typically,gussetplatesare atpitchbreakjoints." BC Dead 10.00 psf Min.screty spacing=9/16"and min.edge distance=9/16". Date: 7113/2015 @ 08:21 TOTAL 42.00 'psf Seqn S8.0.4 - 14942 Job Name: Truss ID: GT02 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 27.17 TC FORCE AXL Bxm CSI la SCEWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 0 1 -1 27 0.00 0.71 0.71 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 120 0.02 0.71 0.71 1 -SP 1 -1515 lb -130 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 -1927 0.39 0.25 0.60 1 sp- 2 -769 lb -66 lb End verticals are designed for axial loads TC 12.00" -1-10- 0 8- 5-12 3-4 -1740 0.35 0.25 0.56 1 Type ID SECTION Py(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 8- 5-12 4-5 -1423 0.28 0.20 0.46 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 5-6 -1328 0.27 0.18 0.42 1 BC 1 20TC20 50 (if any) have been designed for loads 6-7 -667 0.13 0.18 0.30 1 WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS 7-8 -482 0.10 0.25 0.35 1 -SP This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ 8-9 -29 0.00 0.27 0.27 1 SF- ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 0 3- 8 6.94" 1324 283 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 8- 4- 0 3.50" 682 283 BC FORCE AIL Bun CSI In scaws Truss Location = End Zone hinge effect that requires additional design ----------LOAD CASE #1 DESIGN LOADS ---------------- 10-11 0 0.00 0.32 0.32 1 -SP Exp Category = D consideration (by others). Dir L.Plf L.Loc R.Plf R.Loc LL/TL 11-12 1729 0.16 0.32 0.49 1 SP- Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 20 psf bottom chord live load NOT required TC Vert 64.00 - 1- 9-12 64.00 0- 0- 0 0.62 12-13 1729 0.29 0.20 0.46 1 Mean roof height = 14.16 ft, mph = 129 on this truss, per IBC/IRC requirements for TC Vert 64.00 0- 0- 0 64.00 0- 1-14 0.62 13-14 1382 0.23 0.03 0.26 1 Occupancy Category II, Wind Dead Load = 13.20 pef:tics with limited storage. TC Vert 32.00 0- 1-14 32.00 2- 1-15 0.62 14-15 1382 0.23 0.10 0.29 1 Designed as Main wind Force Resisting System TC Vert 64.00 2- 1-15 64.00 2- 6- 0 0.62 15-16 628 0.10 0.06 0.17 1 and Components and Cladding TC Vert 32.00 2- 6- 0 32.00 4- 6- 1 0.62 16-17 628 0.10 0.05 0.16 1 -sp Tributary Area = 48 sqft TC vert 64.00 4- 6- 1 64.00 5- 4- 0 0.62 17-18 0 0.00 0.06 0.06 1 sp- Horizontal distance from the windward edge TC Vert 32.00 5- 4- 0 32.00 7- 4- 0 0.62 0- 0- 0 upwind and 0- 0- 0 downwind TC Vert 64.00 7- 4- 0 64.00 8- 5-12 0.62 WEB FORCE Csx In scaws BC Vert 20.00 0- 0- 0 20.00 0- 1-14 0.00 1-10 481 0.08 1 BC Vert 10.00 0- 1-14 10.00 2- 1-15 0.00 2-11 -2024 0.43 1 4B- 4B BC Vert 20.00 2- 1-15 20.00 2- 6- 0 0.00 3-12 810 0.13 1 BC Vert 10.00 2- 6- 0 10.00 4- 6- 1 0.00 4-13 -584 0.25 1 BC Vert 20.00 4- 6- 1 20.00 5- 4- 0 0.00 5-14 329 0.05 1 BC Vert 10.00 5- 4- 0 10.00 7- 4- 0 0.00 6-15 -821 0.55 1 1-10.0 1-1-15 'n "' �2-2-11 2.8.66t 1-11-10 BC Vert 20.00 7- 4- 0 20.00 8- 5-12 0.00 7-16 6 3 0.11 1 -�-� ' ., u7 �t ...Type... lbs X.Loc LL/TL B-17 -906 0.48 1 SP-SF 1-10.0 2-112 .15 m 'a' 5-45-4-0 J7 8-2-0 m 10-3-12 BC Vert 452.1 1- 1-14 0.48 9-18 82 0.01 1 BC Vert 452.1 1- 1-15 0.48 BC Vert 84.2 3- 6- 0 0.48 1 2 4 5 7 9 BC Vert 86.3 3- 6- 1 0.48 3 � 8 2.83 2-5.0 2-2-15 2-5-0 2-7-2 SHIP I0-5-0 11 B1 B2 W:615 W:308 R:1324 R:682 1.10tQ� U:-769 tt 145-12 15 S� 10 12 13 15 17 0-2-11 .I , 2-3-1 2.8.9 1-10-12 - v.'I 1 P 6.2.9 m m, 0-2-11 3-5-0 m m cn Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided � #10 screws at each end of the truss member; SP = Spacer supplied by NUCONSTEEL Scale:7116"=1' W11I I1V Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 1st 7-1-15 Truss design on this sheet is only valid with NUCRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 7/13/2015 @ 08:22 TOTAL 42.00 psf Seqn 58.0.4 - 14943 Job Name: Truss ID: J01 Qty: 4 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 12.63 Tc FORCE n BUD CSI In sCRWs UPLIFT REACTION(S) : THIS DESIGN I8 THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 0.00 0.85 0.85 I Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 171 0.03 D.85 0.86 1 1 -445 lb -63 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 i63 0.02 0.30 0.32 1 2 -231 lb -38 lb Galvanization: G60 TC 12.00" -1-10- 0 4- 2- 6 3-4 -47 0.00 0.30 0.31 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 4- 2- 6 TC 1 20TC20 5o REACTIONS This truss is designed using the BC FORCE a,.*. END CSI ID sCRWs BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind-Specification 5-6 -271 0.04 0.46 0.49 1 WEB 1 20TC20 50 1 0- 1-12 3.50" 317 271 Bldg Enclosed = Yes, 6-7 -271 0.04 0.44 0.48 1 20 psf bottom chord live load NOT required 2 4- 1-10 1.50" 167 271 Truss Location = End Zone 7-8 271 0.04 0.08 0.12 1 on this truss, per IBC/IRC requirements for Exp Category D attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft WEB FORCE Cs1 ID scRWs Mean roof height = 13.86 ft, mph = 129 1-5 485 D.D$ 1 Occupancy Category II, Wind Dead Load = 13.20 psf 2-6 -104 0.02 1 Designed as Main wind Force Resisting System 3-7 311 0.D5 1 and Components and Cladding 4.8 118 0.D3 1 Tributary Area = 8 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.09" (L/548) 5-6 L/360 63 Vert LL: -0.07" (L/681) 5-6 L/480 63 Horz TL: 0.08" v Cantilever 1-10-0 2-0-13 t� 1-11-11 Vert TL: -0.04" (L/559) OL-1 L/ 90 45 1-10-0 3-10-13 m 6-0-6 Vert LL: -0.04" (L/499) OL-1 L/120 45 __== Joint Locations ===== 1 2 3 4 1 0- 0- 0 5 0- 0- 0 2 2- 0-13 6 2- 0-13 4.0 4 4- 2-16 8 4-12-16 1-9-13 1-9-13 2-2-0 SHIP I0-5.0 Bi B2 W:308 W:108 R:317 R:167 U:-445 U:-231 1-10-0 4-2- 5 6 7 8 2-0-13 1-11-0 IT 2-0-13 3-11-13 m d Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:23132"=1' W111�1 ITV Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE ist 7-1-15 Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing D sgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf BUIIdg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 7/13/2015 @ 08:22 TOTAL 42.00 psf Seqn 58.0.4 - 14944 Job Name: Truss ID: J03 Qty: 9 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 20.18 Tc FORCE AT BED CSI Iv scRWs UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied on-1 37 0.00 0.92 0.83 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 175 0.02 0.92 0.92 1 1 -508 lb -73 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 -421 0.00 0.76 0.76 1 2 -366 lb -63 lb Galvanization: G60 TC 12.00" -1-10- 0 6- 4- 4 3-4 -348 0.06 0.35 0.40 1 Type ID SECTION Fy(ksi) Joints BC 12'00" 0- 0- 0 6- 4- 4 4-5 -76 0.01 0.67 0.69 1 TC 1 20TC20 50 REACTIONS This truss is designed using the BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification Be FORCE AXL END CSI In SCRWs WEB 1 20TC20 5o 1 0- 1-12 3.50" 399 356 Bldg Enclosed = Yes, 6-7 -356 0.00 0.15 0.15 1 20 psf bottom chord live load NOT required 2 6- 3- 8 1.50" 261 356 Truss Location = End Zone 7-8 -504 0.05 0.15 0.19 1 on this truss, per IBC/IRC requirements for Exp Category = D 8_9 -504 0.05 0.23 0.23 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 9-10 356 0.06 0.12 0.17 1 Mean roof height = 14.22 ft, mph = 129 occupancy Category II, Wind Dead Load = 13.20 psf WEB FORCE CSI IB scaws Designed as Main Wind Force Resisting System 1-6 524 0.09 1 and Components and Cladding 2-7 380 0.11 1 Tributary Area = 13 sqft 3-8 135 0.02 1 Horizontal distance from the windward edge 4-9 553 0.36 1 0- 0- 0 upwind and 0- 0- 0 downwind 5-10 176 0.04 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.06" (L/999) 2-3 L/180 64 Vert LL: -0.05" (L/999) 2-3 L/240 64 Horz TL: 0.01" Cantilever 1-10-0 co 2-10-5 ;�' m 3-2-2 Vert TL: -0.05" (L/414) OL-1 L/ 90 90 1-10-0 'm ^' 4-10-7 'r' $-tat Vert LL: -0.04" (L/491) OL-1 L/120 90 -_-_= Joint Locations 1 3 5 1 0- o- 0 6 0- 0- 0 24 2 0- 2- 2 7 3- 0- 5 4� 00 4 3- 2- 2 9 6- 1-14 5 6- 4- 4 10 6- 4- 4 2-6-7 2-6-7 2-10-10 SHIP I0-5 B1 B2 W:308 W:108 R:399 R:261 U:-508 U:-366 1-10-0_ 6-$B3 7P 6 7 9 3-0-5 3.1.7 3-0-5 m m 6-1-14 ml� Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:17132"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 1st 7-1-15 Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,nota buss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the mss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss TC Dead 12.00 psf Buildg Spec: FBC2010R configuration and spans specified. BC Live 0.00 psf BC Dead 10.00 psf Date: 7/1312015 @ 08:22: TOTAL 42.00 psf Seqn 58.0.4 - 14946 Job Name: Truss ID: S02 Qty: 12 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 19.58 Tc FORCE A sero CSI In SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 0.00 0.82 0.82 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 169 0.02 0.82 0.83 1 1 -493 lb -70 lb .Loaded for.10 PSF non-concurrent BCLL. Max 0.C. from to 2-3 -375 0.00 0.77 0.77 1 2 -370 lb -63 lb End verticals are designed for axial loads - TC 12.00" -1-10- 0 6- 2- 4 3-4 -312 0.05 0.33 0.37 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" O- O- 0 6-.2- 4 4-5 -75 0.01 0.62 0.63 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 BC 1 20TC20 SO (if any) have been designed for loads BC FORCE AxL arra CSI In SCRWS WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS 6-7 -351 0.07 0.07 0.14 1This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ 7-8 -449 0.08 0.10 0.17 1 ASCE7-10 wind Specification considered unless shown. A drop-leg to an 1 0- 2-12 5.50" 384 351 8-9 -449 0.08 0.15 0.22 1Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 6- 0- 8 3.50" 262 351 9-10 0 0.00 0.10 0.11 1 Truss Location = End Zone hinge effect that requires additional design Exp Category = D consideration (by others). - WEB FORCE cs1 In SCRWS Bldg Length = 110.50 ft, Bldg Width = 84.00 Et 20 psf bottom chord live load NOT required 1-6 504 0.08 1 Mean roof height = 14.20 ft, mph = 129 on this truss, per IBC/IRC requirements for 2-7 337 0.06 1 Occupancy Category II, Wind Dead Load = 13.20 panics with limited storage. 3-8 113 0.02 1 Designed as Main Wind Force Resisting System 4.9 493 0.31 1 and Components and Cladding 5-10 174 0.04 1 Tributary Area = 12 sgft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.06" (L/999) 2-3 L/180 64 Vert LL: -0.05" (L/999) 2-3 L/240 64 Horz TL: 0.01"- 1-10-0 4v '' 2-9-4 � � 3-1-2 Cantilever 1-10-0 4-9-7 m' v 8_0-4 Vert TL: -0.06" (L/381) OL-1 L/ 90 90 Vert LL: -0.05" (L/468) OL-1 L/120 90 7 3 5 ===== Joint Locations = == 1 0- 0- 0 6 0- 0- 0 2 4 2 0- 2- 2 7 2- 9- 5 400 3 2-11- 7 -e 2-11- 7 4 3- 1- 2 9 5-11-14 5 6- 2- 4 10 6- 2- 4 2-5-12 2 3 10 2-5-12 2-10-0 SHIP 10.5-0 B1 B2 W:508 W:308 R:384 R:262 1-Z0-0 U:-493 U:-370 6-»-d +p 6 7 9 2-9-5 co v Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL 2-9-5 �� 3.0.7 5.11-14 6 CID SCRWS = The required number of single-sided #10 screws at each end of the truss member: 1' SP = Spacer supplied by NUCONSTEEL Scale:9/16"= WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 1st 7-1-15 Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,nota truss system.Bracing D sgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is part of the building design and Engg Chk: which mustbe considered by the building designer. Bracing shown is lateral bracing of trussmembersonly. Anyadditional bracing, Cutting temporary and/or permanent,isthe responsibility ofthe truss crector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 7113/2015 @ 08:22• TOTAL 42.00 psf Seqn S8.0.4 - 14948 Job Name: Truss ID: SO4 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 7.91 Tc FORCE n Baro CSI ID scows UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied or.-1 37 8.00 0.85 0.85 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule! 1-2 184 0.03 0.85 0.86 1 1 -424 lb -64 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 -63 0.01 0.13 0.14 1 2 -86 lb -14 lb Galvanization: G60 TC 12.00" - -1-10- 0 2- 5- 4 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 2- 5- 4 BC FORCE n BND CSI ID SCRWS TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 -190 0.04 0.39 0.43 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 190 0.03 0.39 0.41 1 WEB 1 20TC20 50 1 0- 2-12 5.50" 261 190 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 2- 3- 8 3.50" 86 190 Truss Location = End Zone m;B FORCE CSI ID SCRWS on this truss, per IBC/IRC requirements for Exp Category = D 1-4 521 0.09 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 2-5 -268 0.07 1 Mean roof height = 13.57 ft, mph = 129 3-6 196 0.03 1 Occupancy Category II, Wind Dead Load = 13.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 5 sgft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.03" (L/890) 1-2 L/180 20 Vert LL: -0.03" (L/855) 1-2 L/240 20 HOrz TL: 0.03" 11-10-00 2-2-7 I Cantilever N Vert TL: -0.07" (L/332) OL-1 L/ 90 89 1-10-0 4-0-7 m a Vert LL: -0.05" (L/454) OL-1 L/120 89 ===== Joint Locations ===== 1 2 3 1 0- 0- 0 4 0- 0- 0 2 2- 2- 7 5 1- 2-10 a.00 3 2- 5- 4 6 2- 5- 4 1-2-12 -0 10 1-2-12 1 T 1-7-0 SHIP 0-5-0 1 B1 B2 W:508 W:308 R:261 R:86 1-10-0 I1:2424 U:-86 2-5-4 4 5 6 1-2-10 1-2-10 1-2-10 2-5-4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 1st 7-1-15 Truss design on this sheet is only valid with NUCRUSS sections and is form individual building component,not a taus system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead —10.00 psf Date: 7/1312015 @ 08:23: TOTAL 42.00 psf Seqn 58,0.4 - 14950 Job Name: Truss ID: S06 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 5.53 Tc FORCE runsero CEI ID SCEWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 23 0.00 0.04 0.04 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -46 0.01 0.16 0.17 1 1 -45 lb Loaded for 10 PSF non-concurrent BOLL. max O.C. from to 2 -151 lb -28 lb Galvanization: G60 TC 12.00" 0- 0- 0 1- 9- 4 BC FORCE a sero cs1 In SCENE Type ID SECTION Fy(ksi) Joints BC 12.00" O- 0- 0 1- 9- 4 4-5 -81 0.02 0.07 0.09 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 0 0.00 0.03 0.07 1 BC 1. 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification WEB 1 20TC20 50 1 0- 1-12 3.50" 65 81 Bldg Enclosed = Yes, NEB FORCE cs1 ID SCRWS 20 psf bottom chord live load NOT required 2 1- 7- 8 3.50" 84 81 Truss Location = End Zone 1-4 70 0.01 1 on this truss, per IBC/IRC requirements for Exp Category = D 2-5 Be 0.01 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 3-6 115 0.02 1 Mean roof height = 13.57 ft, mph = 129 Occupancy Category II, Wind Dead Load = 13.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 4 sgft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.00" (L/999) 2-3 L/360 1 Vert LL: 0.00" (L/999) 2-3 L/480 1 Harz TL: 0.00" ---== Joint Locations =---- 1 0- 0- 0 4 0- 0- 0 2 0- 2-10 5 1- 6-12 3 1- 9- 4 6 1- 9- 4 0-2-10 1.6-10 0-2-10 1-9-4 1 2 3 4 00 1-2-12T 1.2.12 0-7-11 1 1-9-0 Bi 4 '- 5 X682 W:308 1-6-12 2308 U:45 1-6-12 61E.: l ;8151 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single- �si�ddeed� #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0/32"=1' Wf�1�YI G Read all notes on this sheet and verify all design parameters. Designer' WO:BEACH HOUSE 1st 7-1-15 Truss design on this sheet is only valid with NUPRUSS sections and is form individual building component,not a truss system.Bracing D sgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibilityofthe tmss erector and/or the building designer. TheProfessional Engineer's scat TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf BuildgSpec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 7113/2015 @ 08:23 TOTAL 42.00 psf Seqn S8.0.4 - 14952 Job Name: Truss ID: S08 Qty: 4 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 4.04 TC FORCE nrn. Baro CSI ID SCENE UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied m.-1 37 0.00 0.85 0.85 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 268 0.04 0.83 0.88 1 1 -607 lb -113 lb Loaded for 30 PSF non-concurrent BCLL. max O.C. from to 2-3 -41 0.01 0.10 0.11 1 2 -75 lb -26 lb -116 lb Galvanization: G60 TC 12.00" -1-10- 0 0- 9- 6 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 0- 9- 6 BC FORCE n Baro CSI In SCRws TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 -121 0.02 0.24 0.26 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 121 0.02 0.24 0.25 1 WEB 1 20TC20 50 1 0- 1-12 3.50" 282 121 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 0- 7-10 3.50" 301 121 Truss Location = End Zone wee FORCE C91 ID scawS on this truss, per IBC/IRC requirements for Exp Category = D 1-4 813 0.13 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 £t 2-3 -420 0.08 1 Mean roof height = 13.29 £t, mph = 129 3-6 124 0.02 1 Occupancy Category II, Wind Dead Load = 13.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 2 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.00" (L/999) 4-5 L/360 85 Vert LL: 0.00" (L/999) 4-5 L/480 85 Horz TL: 0.01" Cantilever Vert TL: -0.05" (L/466) OL-1 L/ 90 89 Vert LL: -0.03" (L/667) OL-1 L/120 89 =_=== Joint Locations ===== 1 0- 0- 0 4 0- 0- 0 m 2 0- 6- 3 5 0- 4-11 1-10.0. 0.6-3 rnr: 3 0- 9- 6 6 0- 9- 6 1-10-0 233 m N 1 2 3 T4 00 I 0-8-2T 0-8-2 1 l-° 06-0l 1 SHIP 00 11 0-9-6" Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL _ SCRWS = The required number of single- �si�Td7e�d� #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132"=1' Wt1t�tYl1V G Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 1st 7-1.15 Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is part of the building design and Engg Chic: which must be considered by the building designer. Bracing shown is lateral bracing of truss membersonly. Any additional bracing, Cutting temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 7/13/2015 @ 08:23. TOTAL 42.00 psf Seqn 58.0.4 - 14954 Job Name: Truss ID: T02 Qty: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 59.54 Tc FORCE ARL END cal ID Scows UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 47 0.00 0.79 0.79 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 -219 0.02 0.79 0.79 1 -SP 1 -399 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 -1233 D.06 0.75 0.81 1 SF- 2 -300 lb End verticals are designed for axial loads TC 12.00" -2- 4- 0 16-10- 4 3-4 -1415 0.28 0.26 0.52 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC - 12.00" 0- 0- 0 16-10- 4 4-5 -1308 0.26 0.26 0.52 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 5-6 -1030 0.20 0.25 0.43 1 BC 1 20TC20 50 (if any) have been designed for loads 6-7 -938 0.19 0.25 0.42 1 WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS 7-8 -554 D.11 0.46 0.56 1 This truss is designed using the the end of the extensions have not been - BRG X-LOC SIZE REACT HORIZ 8-9 -501 0.09 0.53 0.61 1 ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 0- 1-12 3.50" 854 277 9-10 53 0.01 0.52 0.53 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 16- 8- 8 3.50" 716 277 10-11 -378 0.08 0.23 0.29 1 Truss Location = Not End Zone hinge effect that requires additional design 11-12 32 D.01 0.23 0.23 1 Exp Category = D consideration (by others). Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 20 psf bottom chord live load NOT required BC Foacs AxL MW cal In scows Mean roof height = 15.70 ft, mph = 129 on this truss, per IHC/IRC requirements for 13-14 -277 0.05 0.04 0.09 1 -sP Occupancy Category II, Wind Dead Load = 13.20 panics with limited storage. 14-15 1151 0.19 0.03 0.22 1 SP- Designed as Main Wind Force Resisting System 15-16 1357 0.22 0.27 0.32 1 and Components and Cladding 16-17 1202 0.15 0.17 0.32 1 Tributary Area = 34 sqft 17-18 1060 0.13 0.17 0.29 1 Horizontal distance from the windward edge 18-19 854 0.14 0.20 0.33 1 6- 3- 6 upwind and 6- 3- 6 downwind DEFLECTION 19-20 669 0.11 0.20 0.30 1 20-21 414 0.07 0.19 0.30 1 Vert TL: -0.1133"" LOC. ALLOW. LC ((L/999) 8-9 L/360 93 L/99 21-22 262 D.03 0.24 0.26 1 Vert LL: -0.07" (L/999) 8-9 L/480 93 22-23 0 D.00 0.04 0.04 1 Horz TL: -0.03" Cantilever WEB Foacs cal ID SCawS m Vert TL: -0.19" (L/148) OL-1 L/ 90 94 1-13 -840 0.1s 1 il' m n � Vert LL: -0.20" (L/139) OL-1 L/120 94 2 N 3�-9 3-6 4 � 3-6-2 3-5�^_ m2-14 1171 0.19 1 SP-SP ' Ny3-15 -269 0.1z 1 - - 5.10.149-6-12 13-3-2 m 16-10.12 m -� ____= Joint Locations 4-16 -205 0.09 1 24-0 14-10-0 _ 2_.-4 1 0- 0- 0 13 0- 0- 0 5-17 268 O.D4 11 3 5 7 9 11 12 2 0- 2- 5 14 1- 9-12 6-18 -395 0.33 1 --� 3 3- 6-14 15 1-10- 4 1.0 7-19 472 0.15 1 2 4 6 8 I 4 3- 8- 8 16 5- 4-12 B-20 -660 0.94 1 4,00 -4,D0 5 7- 2-12 17 5- 6-12 9-21 695 0.49 15-4 5 6 7- 5- 0 1a 9- 0-15 11-22 -701 0.51 1 7 10-11- 2 19 9- 3- 4 12-23 46 0.03 1 8 11- 1- a 20 12- 9- 6 9 14- 6-12 21 12-11-12 10 14-10- 0 22 16- 7- 0 11 14-11-13 23 16-10- 4 12 16-10- 4 5.4-13 5-2-6 4.8-4 5-11-1 SHIP IO-5-0 B1 B2 W:308 W:308 R:854 R:716 U:-399 U:-300 2-4-0 :V .17 0-111 2: _ 13 14 16 18 29� 22 1-9-12 3-6.8 ru 3-6-3 3.7-4 Ir 1t 1-9-12 5 4-12 mlu�7 9-0-15 m 12-9-6 m 16-7-0 r l CP Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 1st 7-1.15 Truss design on this sheet is only valid with NUCRUSS sections and is for an individual building component,not a truss system.Bracing D sgn Chk: N U T R U S STM shown on[his drawing is not erection bracing,wind bracing,portal bracing or ri cing of t ng which is part of he building design and Engg Chk: which must be considered by the building designer. Bracing shown is/stern/bracing of truss members only. My additional bracing, Cutting temporary and/or permanent,is the responsibility ofthe truss erector and/or thebuilding designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec- AM 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC'Live 0.00 psf BC Dead 10.00 psf Date: 7/13/2015 @ 08:24 TOTAL 42.00 psf Seqn 58.0.4 - 14956 SECOND STORY TRUSS DESIGN SHEETS REED RESIDENCE 812 OCEAN BOULEVARD ATLANflC BEACH, FL 32233 COLD FORMED STEEL DESIGN RECORD DOCUMENTS Job Name: Truss ID: CJ01 Qty: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 14.08 Tc FORCEaxD Bmr CSI In scaws UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied o1.-1 27 o.o0 0.79 0.79 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 -107 o.ol oAs o.85 1 -sp 1 -939 lb -132 lb Loaded for 10.PSF non-concurrent BCLL. max o.c. from to 2-3 -913 0.10 0.85 0.93 1 SP- 2 -414 lb -58 lb Galvanization: G60 TC 12.001- -1-10- 0 4- 5- 0 3-4 -799 0.15 0.20 0.33 1 -sF Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 4- 5- 0 4-5 -so 0.01 0.44 0.45 1 SF- TC 1 20Tc20 50 REACTIONS This truss is designed using the BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification ac FORCE Atc. atm cs1 ID scaws WEB 1 20TC20 50 1 0- 2-13 5.56" 585 212 Bldg Enclosed = Yes, 6-7 -212 0.03 0.04 0.07 1 -sF 20 psf bottom chord live load NOT required 2 4- 4- 4 1.50" 286 212 Truss Location = End Zone 7-8 887 0.15 0.08 0.23 1 SP- on this truss, per IBC/IRC requirements for Exp Category = D 8-9 887 0.15 0.21 0.29 1 -sF attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 9-10 212 0.00 0.15 0.16 1 SP- Mean roof height = 23.73 ft, mph = 129 Occupancy Category II, Wind Dead Load = 7.20 psf $MB FORCE CSI ID sCRWS Designed as Main Wind Force Resisting System 1-6 -583 0.11 1 and Components and Cladding 2-7 917 0.15 1 sP-81? Tributary Area = 20 sgft 3-8 515 0.08 1 Horizontal distance from the windward edge 4-9 -931 0.51 1 sF-sF 0- 0- 0 upwind and 0- 0- 0 downwind 5-10 172 0.03 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TCVeit 64.00 - 1- 9-12 64.00 O= 0- 0 0.62 ..Type... lbs X.Loc LL/TL BC Vert 367.9 1- 8- 9 0.48 BC Vert 359.1 1- 8- 9 0.48 DEFLECTION LOC. ALLOW. LC 1-101-10 0 `n m 1-6-3 m 2-7-0 Vert TL: -0.03" (L/999) 8-9 L/360 64 1-10.0 m ^' 3-6-9 m "l 6-3-0 Vert LL: -0.02 (L/999) 8-9 L/480 64 Horz TL: 0.01" Cantilever 1 2 3 5 Vert TL: -0.06 (L/393) OL-1 L/ 90 90 Vert LL: -0.05" (L/445) OL-1 L/120 90 F 4 F12 63 == Joint Locations 1 0- 0- 0 6 0- 0- 0 2 0- 2- 6 7 1- 7- 9 3 1- 8- 9 B 1- a- 9 4 1-10- 0 9 4- 2-13 5 4- 5- 0 10 4- 5- 0 t t 1-6-8 1-6-8 1-7-10 SHIP T 0-6-0 1 B1 82 W:509 W:108 1-10-0 R:585 R:286 8 4-5-0 U:-414 6 7 9 1-7-8 I 2.6-4 1-7-8�1cp4-2-13 u7 m m v Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:314"=1 WAANINGT Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NLTMUSS sections and is form individual building component,not atruss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional-Engineer'sseal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,tmss configuration and spans specified. TC Dead 12.00 psf Buildg SpeC: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 08:59 TOTAL 42.00 psf Seqn S8.0.4 - 16086 Job Name: Truss ID: CJ03 Qty: 3 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 22.79 ' FORCE nL BIM CSI ID ECRWs UPLIFT REACTION($) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Dr.-1 27 0.00 0.72 0.72 1 Support C&C wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 -149 0.01 0.81 0.81 1 -sP 1 -1157 ib -207 lb Loaded for 10 PSF non-concurrent BCLL. max 0.C. from to 2-3 -1377 0.16 0.80 0.95 1 SP- 2 -457 lb -82 lb Galvanization: G60 TC 12.00" -1-10- 0 7- 2-15 3-4 -1298 0.25 0.13 0.36 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 7- 2-15 4-5 -643 0.03 0.29 0.31 1 TC 1 20Tc20 50 REACTIONS This truss is designed using the 5-6 -539 0.03 0.31 0.33 1 BC 1 20TC20 50 HAG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 -42 0.01 0.31 0.31 1 WEB 1 20=20 50 1 0- 2-13 5.56" 780 285 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 7- 2- 3 1.50" 418 285 Truss Location = End Zone ac FORCE rax atm CSI ID scsys on this truss, per IBC/IRC requirements for Exp Category = D 8-9 -285 0.04 0.07 0.10 1 -SP attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84-00 ft 9-30 1347 0.22 0.17 0.39 1 5P- Mean roof height = 24.06 ft, mph = 129 10-11 1347 0.22 0.21 0.39 1 Occupancy Category II, Wind Dead Load = 7.20 psf 11-12 641 0.11 0.13 0.23 1 Designed as Main Wind Force Resisting System 12-13 641 0.11 0.27 0.35 1 and Components and Cladding 13-14 285 0.01 0.25 0.26 1 Tributary Area - 26 sqft Horizontal distance from the windward edge WEB FORCE CS1 10 scows 0- 0- 0 upwind and 0- 0- 0 downwind 1-8 -767 0.14 1 ---=------LOAD CASE #1 DESIGN LOADS ---------------- 2-9 1393 0.23 1 SP-SP Dir L.Plf L.Loc R.Plf R.Loc LL/TL 3-10 364 0.06 1 TC Vert 64.00 - 1- 9-12 64.00 0- 0- 0 0.62 4-11 -777 0.49 1 ..Type... lbs X.Loc LL/TL 5-12 523 0.09 1 BC Vert 367.9 1- 8- 9 0.48 6-13 -755 0.48 1 BC Vert 367.9 1- 8-30 0.48 7-14 136 0.02 1 BC Vert 118.2 4- 6- 9 0.48 TBC Vert 118.2 4- 6- 9 0.48 1-10-0 N�m 1-6-4 ^ m 2-8-8 2.6.8 DEFLECTION LOC. ALLOW. LC 1-10-0 m ^� 3-6-10 ® 6.4-9 m 9-0-15 Vert TL: -0.05" (L/999) 10-11 L/360 93 Vert LL: -0.02" (L/999) 10-11 L/480 93 Horz TL: 0.01" 1 3 5 7 Cantilever 2 4 6 Vert TL: -0.03" (L/846) OL-1 L/ 90 90 283 Vert LL: -0.04" (L/570) OL-1 L/120 90 -- Joint Locations =_ 1 0- 0- 0 8 0- 0- 0 2 0- 2- 6 9 1- 7-10 3 1- 8-10 10 1- 8-10 4 1-10- 1 11 4- 5- 7 5 4- 6- 9 12 4- 6- 9 6 4- 8- 7 13 7- 0- 4 7 7- 2-15 14 7- 2-15 2-2-8 2.2-8 2.3-10 SHIP TO-6-0 B1 B2 W:509 W:108 R:760 R:418 1-10-6j'-1157 U:457 ' to 7-2-15 12 )4 8 9 11 13 1-7-10 Im 2-B-13 2-5.11 1-7-10 -7, 4.5.7 ;�� 7.0 4 m m o m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/2"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not t erection bracing,wind bracing,portal bracing or similar bracing which is part. he building des bracing, and EnggCutting Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 08:59 TOTAL 42.00 psf Secin 58.0.4 - 16088 Job Name: Truss ID: CJ05 Qty: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 20.17 Tc FORCE ML BM Cs1 IO SCEws UPLIFT REACTIONS) : TBIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 27 0.00 0.88 0.88 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 136 0.02 0.88 0.88 1 1 -994 lb -164 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 -819 0.16 0.06 0.22 1 2 -536 lb -88 lb Galvanization: G60 TC 12.00" -1-10- 0 6- 3-10 3-4 -764 0.13 0.08 0.21 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 6- 3-10 4-5 -620 0.04 0.24 0.27 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 -525 0.04 0.26 0.29 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT BORIZ ASCE7-10 Wind Specification 6-7 -45 0.01 0.30 0.31 1 WEB 1 20TC20 50 1 0- 2-13 5.56" 643 259 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 6- 2-14 1.50" 360 259 Truss Location = End Zone ac FORCE ML BND Cs1 ID SCRWs on this truss, per IBC/IRC requirements for Exp Category = D 8-9 0 0.00 0.36 0.36 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 9-10 757 0.08 0.35 0.42 1 Mean roof height = 23.95 ft, mph = 129 10-11 757 0.12 0.07 0.19 1 Occupancy Category II, Wind Dead Load = 7.20 psf 11-12 593 0.10 0.07 0.17 1 Designed as Main Wind Force Resisting System 12-13 593 0.10 0.21 0.28 1 and Components and Cladding 13-14 259 0.00 0.19 0.19 1 Tributary Area = 24 sqft - Horizontal distance from the windward edge w B FORCE cal ID SCENE 0- 0- 0 upwind and 0- 0- 0 downwind 1-8 562 0.09 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 2-9 -849 0.23 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 3-10 254 0.04 1 TC Vert 64.00 - 1- 9-12 64.00 0- 0- 0 0.62 4-11 -340 0.11 1 TC Vert 64.00 0- 0- 0 64-00 2- 7- 4 0.62 5-12 334 0.06 1 TC Vert 32.00 2- 7- 4 32.00 4- 7- 4 0.62 6-13 -668 0.40 1 TC Vert 64.00 4- 7- 4 64.00 6- 3-10 0.62 7-14 151 0.02 1 BC Vert 20.00 o- 0- 0 20.00 2- 7- 4 0.00 BC Vert 10.00 2- 7- 4 10.00 4- 7- 4 0.00 BC Vert 20.00 4- 7- 4 20.00 6- 3-10 0.00 1-10.0 1-7-4 m a 1-9-0 Jcp 2-6-10 ...Type... lbs X.Loc LL/TL 1-10-0 3-5-4m m 5-5 4 m 8-1-10 BC Vert 255.0 1- 8- 9 0.48 BC Vert 86.8 3- 7- 4 0.48 BC Vert 66.8 3- 7- 4 0.48 1 2 4 5 7 3 6 DEFLECTION LOC. ALLOW. LC 2.83 Vert LL: -0.01" (L/999) 12-13 L/480 93 Horz TL: 0.01" Cantilever Trtrt TL: -0.05" (L/487) OL-1 L/ 90 90 LL: -0.05" (L/475) OL-1 L/120 90 Joint Locations = 1 0- 0- 0 8 0- 0- 0 2 1- 7- 4 9 0- 2- 9 1-11-13 1.11-13 2.0.15 3 1- e- 9 10 1- e- 9 SHIP 4 1-10- 4 11 3- 5-13 5 3- 7- 4 12 3- 7- 4 6 3- 9- 0 13 6- 1- 2 7 6- 3-10 14 6- 3-10 0-6.0 B1 B2 W:509 W:108 R:643 R:360 1-10-0 U:-994 U:536 Ln 6-3-10 _12 _ 11 r8 9 19 11 13 0-2-9 1-6-0 1-9-4 2.5.14 m 0-2-9 1-8.9 3-5-13 ^ 6-1-2 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:9116"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer, Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown On this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 10.00 psf BC Dead 10.00 psf Date: 9/24/2015 TOTAL 42.00 psf Segn S8.0.4 - 16090 Job Name: Truss ID: CJ07 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 4.94 xc FORCE a L BanCSI 10 scRWs UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Oz-1 27 0.00 0.51 0.91 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 155 0.03 0.91 a.92 1 1 -738 lb -206 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 42 0.01 0.15 0.15 1 2 -88 lb -30 lb -133 lb Galvanization: G60 TC 12.0011 -1-10- 0 1- 1- 7 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 1- 1- 7 BC FORCE nXL arm CS1 ID scxws TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 0 0.00 0.47 0.47 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 99 0.02 0.47 0.47 1 WEB 1 20TC20 50 1 0- 2- 1 4.12 327 99 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 1- 0-11 1.50" 360 99 Truss Location = End Zone WEB FORCE CSI ID sCRWS on this truss, per IBC/IRC requirements for Exp Category = D 1-4 650 0.11 1 attics with limited storage- Bldg Length = 110.50 £t, Bldg Width = 84.00 £t 2-5 -130 0.03 1 Mean roof height = 23.34 ft, mph = 129 3-6 -184 0.04 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 2 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC_. ALLOW. LC Vert TL: 0.0111 (L/999) 1-2 L/180 42 Vert LL: 0.011' (L/999) 1-2 L/240 42 Horz TL: 0.0011 Cantilever Vert TL: -0.0611 (L/420) OL-1 L/ 90 90 Vert LL: -0.0511 (L/513) OL-1 L/120 90 Joint Locations === 1 0- 0- 0 4 0- 0- 0 2 0-10- 8 5 0- 2-14 3 1- 1- 7 6 1- 1- 7 1-10-0 0-10-8. 1-10-0 2-82-8-8 1 2 3 2 83 I t t 0-9"3 1 0-4-1oSH$ 0.6•D IP 1 I t 1-10-0 1-1-7 108 4 0-10-9 6 3 3 0-2.14 1-1-7 Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132"=11 WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with N(TTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S S TM shown on this drawwing is not erection bracing, nd bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:00: TOTAL 42.00 psf Segn 58.0.4 - 16092 Job Name: Truss ID: CJ09 Q : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 25.74 TC FORCE Air. END CSI ID SCRwa UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 01.-1 27 0.00 0.70 0.70 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 139 0.02 0.70 0.70 1 1 -545 lb -79 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 -591 0.04 0.62 0.66 1 2 -469 lb -88 lb Galvanization: G60 TC 12.00" -1-10- 0 7-10- 1 3-4 -698 0.08 0.28 0.35 1 Type ID SECTION Fy(ksi) Joints BC 12.00,, 0- 0- 0 7-10- 1 4-5 -668 0.08 0.31 0.39 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 -360 0.02 0.31 0.33 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 -232 0.05 0.22 0.28 1 WEB 1 20TC20 50 1 0- 2-13 5.56" 494 297 Bldg Enclosed Yes, 7-8 -19 0.00 0.23 0.23 1 20 psf bottom chord live load NOT required 2 7- 8-15 2.31" 447 297 Truss Location = End Zone on this truss, per IHC/IRC requirements for Exp Category = D BC FORCE Axr, BNo cal ID SCRwa attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 9-10 -297 0.04 0.07 0.10 1 Mean roof height = 24.13 ft, mph = 129 10-11 602 0.11 0.04 0.15 1 Occupancy Category II, Wind Dead Load = 7.20 psf 11-12 707 0.13 0.04 0.16 1 Designed as Main wind Force Resisting_System 12-13 707 0.13 0.03 0.16 1 and Components and Cladding 13-14 356 0.06 0.10 0.16 1 Tributary Area = 15 sqft 14-15 356 0.06 0.36 0.41 1 Horizontal distance from the windward edge 15-16 297 0.01 0.36 0.37 1 0- 0- 0 upwind and 0- 0- 0 downwind ----------LOAD CASE #1 DESIGN LOADS ---------------- WEB FORCE CSI ID SCR=s Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-9 546 0.09 1 TC Vert 64.00 - 1- 9-12 64.00 0- 0- 0 0.62 2-10 558 0.09 1 ..Type... lbs X.Loc LL/TL 3-11 -140 0.04 1 BC Vert 78.6 3- 4- 6 0.48 4-12 153 0.03 1 BC Vert 78.6 3- 4- 6 0.48 5-13 469 0.26 1 BC Vert 170.7 6- 2- 5 0.48 6-14 496 0.08 1 BC Vert 170.7 6- 2- 6 0.48 7-15 -656 0.28 1 8-16 97 0.01 1 1-10-0 g m N DEFLECTION LOC. ALLOW. LC305 -0 -31-10-0 5-0-10 8-0-6 m 9-8-1 Vert TL: 05" (L/999) 2 L/180 64 Vert LL: -0.04" (L/999) 2-3 L/240 64 Horz TL: 0.01" 1 3 5 6 8 Cantilever 2 7 Vert TL: -0.07" (L/326) OL-1 L/ 90 46 Vert LL: -0.03" (L/648) OL-1 L/120 46 2.83 Joint Locations Job Name: Truss ID: GT01 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 45.93 Tc Ponce - lon car ID SCRWS UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -293 0.06 0.60 0.65 1 sP-sP Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -1517 a.3o o.6o 0.87 1 BP- 1 -1132 lb -359 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -2026 0.41 0.19 0.56 1 2 -1133 lb -359 lb Galvanization: 060 TC 12.0011" 0- 0- 0 12- 9- 0 4-5 -1988 0.90 0.14 0.52 1 Type ID SECTION Fy(ksi) Joints BC 12.00 0- 0- 0 12- 9- 0 5-6 -2016 0.40 0.18 0.56 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 6-7 -1448 0.29 0.18 0.45 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 7-8 -1670 0.33 0.57 0.87 1 WEB 1 20TC20 50 1 0- 2- 4 4.5011 956 -97 Bldg Enclosed = Yes, 8-9 -1334 0.27 0.57 0.81 1 20 psf bottom chord live load NOT required 2 12- 6-12 4.5011 956 -97 Truss Location = End Zone 9-10 -1301 0.26 0.37 0.61 1 -sP on this truss, per IHC/IRC requirements for Exp Category = D 10-11 -1308 0.26 0.32 0.56 1 SP- attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 11-12 -1658 0.33 0.32 0.62 1 Mean roof height = 24.33 ft, mph = 129 12-13 -1499 0.30 0.10 0.38 1 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -2000 0.40 0.12 0.51 1 Designed as Main Wind Force Resisting System 14-15 -1978 0.40 0.12 0.50 1 and Components and Cladding 15-16 -2015 0.40 0.17 0.55 1 Tributary Area = 46 sqft 16-17 -1561 0.31 0.59 0.87 1 -sP Horizontal distance from the windward edge 17-18 -293 0.06 0.59 0.64 1 SP-SP 0- 0- 0 upwind and 0- 0- 0 downwind ----------LOAD CASE #1 DESIGN LOADS ---------------- BC FORCE ML 8x0 C$I ID SCR.S Dix L,Plf L.Loc R.Plf R.Loc LL/TL 19-20 97 0.00 0.06 0.06 1 SP-S? TC Vert 64.00 0- 0- 0 64.00 2- 1- 7 0.62 20-21 1442 0.24 0.17 0.40 1 SP- TC Vert 32.00 2- 1- 7 32.00 10- 7- 9 0.62 21-22 1886 0.31 0.20 0.49 1 TC Vert 64.00 10- 7- 9 64.00 12- 9- 0 0.62 22-23 1886 0.31 0.17 0.48 1 BC Vert 20.00 0- 0- 0 20.00 2- 1- 7 0.00 23-24 1886 0.31 0.20 0.51 1 BC Vert 10.00 2= 1- 7 10.00 10- 7- 9 0.00 24-25 1477 0.24 0.33 0.56 1 BC Vert 20.00 10- 7- 9 20.00 12- 9- 0 0.00 25-26 1477 0.24 0.33 0.56 1 ..Type... lbs X.Loc LL/TL 26-27 1372 0.23 0.12 0.34 1 BC Vert 286.0 3- 1- 7 0.48 27-28 1372 0.23 0.19 0.41 1 Bc Vert 125.4 3- 5- 0 0.48 29-29 1518 0.29 o.19 11.49 1 0-2� 2-9-2 mIN^ T 1-10-2 � `^ ^ m N 1-10-1 2-9-2 �' o, BC Vert 125.9 5- 5- 0 0.48 29-30 1518 0.25 0.16 0.41 1 m .. r.D m m m BC Vert 125.4 6- 4- B 0.48 30-31 1877 0.31 0.16 0.47 1 0.2.8 2-11-11 5.3.2 1`9-4.0 12-6-8 m BC Vert 125.4 7- 4- 0 0.48 31-32 1877 0.31 0.20 0.50 1 6.4.8 6-4.8 BC Vert 125.4 9- 4- 0 0.48 32-33 1877 0.31 0.21 0.50 1 1 3 5 6 8 10 12 14 16 17 33-34 1493 0.24 0.17 0.40 1 -sP 2 -4 7 9 11 13 18 34-35 -97 O.DO 0.07 0.07 1 SP-SP 4.00 4.00 WEB FORCE CSI ID SCRWS 1-19 -928 0.17 1 SP-9P 2- -9 2-20 1508 0.25 1 SP-SP 3-21 -615 0.21 1 4-22 283 0.05 1 5-23 -98 0.03 1 -6-24 654 0.13 1 7-25 -709 0.28 1 2.8.0 5.8 2-8-0SHIP 8-26 739 0.12 1 9-27 98 0.02 1 11-28 664 0.11 1 12-29 -508 0.20 1 I0-6-0 I0_6_o 13-30 575 0.11 1 14-31 -79 0.02 1 15-32 287 0.05 1 16-33 -563 0.18 1 17-34 1543 0.25 1 2B- 2B B1 B2 18-35 -927 0.17 1 SP-SP W:408 W:408 R:956 R:956 U:-1132 U:-1133 21 23 2.9.0 2A 31 3A 19 20 22 24 25 27 28 30 32 33 35 1.6.2 1-9-14 1-9-15 v m � 1-6- m a-0 v mmrNo NP�914 m r n 07 m m m Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11/3211=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss designon this sheet is only valid with NUTRUSS sections and is form individual building component,not afros system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf BuildgSpec: FBC201OR BC Live 0.00 psf BC Dean 10.00 psf Date: 9/24/2015 @ 09:01: TOTAL 42.00 psf Seqn S8.0.4 - 16096 Job Name: Truss ID: GT02 Qty: 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 303.00 TC FORCE - BND CSI ID SCR/PLY oL-1 47 0.00 0.40 0.40 1 1-2 202 0.01 0.40 0.42 1 -sp 2-3 -4086 0.29 0.23 0.49 1 SP- 3-4 -4398 0.02 0.31 0.59 1 -SP 4_5 -6987 0.19 0.33 0.77 1 SP- 5-6 -7406 0.23 0.17 0.66 1 6-7 -8201 0.00 0.17 0.73 1 7-8 -8995 o.05 o.15 0.76 1 B-9 -8732 0.04 0.22 0.80 1 9-30 -8677 0.03 0.22 0.80 1 30-11 -6950 0.20 0.17 0.63 1 11-12 -7441 0.23 0.17 0.67 1 12-13 -6030 0.14 0.15 0.55 1 13-14 -6406 0.16 0.13 0.56 1 14-15 -5223 O.OB 0.13 0.47 1 15-16 -5634 0.11 0.13 0.51 1 16-17 -4457 0.03 0.15 0.44 1 17-18 -5105 0.07 o.68 1.00 1 18-19 -4036 0.28 0.68 0.94 1 19-20 -4054 0.2B 0.40 0.65 1 OS- 2B 20-21 -397D 0.28 0.51 D.76 1 2B- OB 21-22 -5053 0.07 0.51 D.82 1 22-23 -4953 o.06 0.09 0.43 1 23-24 -4955 0.06 0.09 D.43 1 24-25 -5586 o.1 o 0.12 0.51 1 25_26 -5708 0.11 0.12 D.50 1 26-27 -6347 0.16 0.08 D.52 1 T T iFl T T27_28 -6732 0.180.170.62 12-4- -+I- m.-.I m �r - -, .-�I ~ ry r=�.�1 .�I 28-29 -7404 0.23 0.17 0.66 1 -+29-30 -67710.190.070.53 130_31 _67 a7 0.19 O.LO 0.561 � cD m , m m m mm r u� �31_32 -6066 0.14 0.10 0.51 1 2.4.Qr7 32-33 -5728 0.11 0.25 0.62 1 -SP 33-34 -3813 0.27 0.25 0.49 1 SP- 14-10-0 14-10-0 34_35 -3539 0.25 0.16 0.38 1 -sP �1 24 5 7 9 10 12 14 16 182022 24 25 2719 31 333 35-3fi 44 0.00 0.16 o.16 1 sP- 2-PLYS 3 6 �11 13 15 17 1921 23 -26 ,28 30 32 3436 REQUIRED 4.00 -4.00 BC FORCE A% END CSI ID SCA/PLY 5- -5 37-38 0 0.00 0.16 0.16 1 -SP 38-39 3530 0.21 0.05 0.26 1 9P-SP X 39-40 3485 0.21 0.69 0.86 1 SP- X 40_41 3654 0.22 0.69 O.B7 1 -9P 41_42 6551 0.15 0.12 0.53 1 SP- 42-43 6793 0.17 0.o9 o.sz 1 5.5.13 3 5-11-1 43-44 7766 0.24 o.13 0.62 1 SHIP 44-45 8404 0.01 0.13 0.66 1 45-476 8335 0.00 0.10 0.63 1 OS- 6B ZQ-6-� 1,18 �( X 8B TO-6-0 46-47 8233 0.00 0.16 0.69 1 6B- OB 47-48 8242 0.00 0.44 0.97 1 48-49 7006 D.19 o.44 0.89 1 B1 B2 49_50 7006 0.19 0.26 0.70 1 w:408 w:408 so-51 6041 0.12 0.17 o.5a 1 R:2570 2.00 1 -2L 00 R:1982 s1-52 6041 0.12 0.16 0.54 1 U:-2317 U:-1782 52-53 5300 0.08 0.15 0.49 1 2-4-0- 18-5.9 O- -1 53_54 5300 o.ae o.1s o.sa 1 B A2 444648 50 52 54 2063.0 5860 62 64 66581_E0 727444648 50 52 54 2@63.0 5880 62 64 6658t_E0 727p 59-55 9621 0.03 0.31 o.s9 1 '3739 41 4345 47 49 51 53 55 57 59 61 63 666 769 71 75 55-56 4621 0.03 0.31 0.59 1 s6-57 4225 O.o1 o.15 0.42 1 0.2'12 m m m m 57.58 4225 D 01 0.32 0.591 2Iml l 11� ml� ml mll ml1llmllll 58-59 4672 0.04 0.32 0.62 1 59_60 4672 0.04 0.25 0.53 1 6o-61 4933 o.05 0.27 0.55 1 61-62 5252 0.07 0.12 0.46 1 62-63 5611 0.10 0.08 0.41 1 63-64 5988 0.12 0.13 0.51 1 64_65 6653 0.16 0.16 0.59 1 65-66 6868 0.18 0.16 0.60 1 OB- 43 Scale:1t8"=V WARNING Read all notes on this sheet and verb all design parameters. Designer: coo:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk N U T R U S S TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec- AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on tbis sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:02 TOTAL 42.00 psf I Seqn S8.0.4 - 16097 Job Name: Truss ID: GT02 Qty: 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 303.00 ..Type... lbs X.LoC LL/TL BC Vert 213.9 13- 5- 0 0.48 BC Vert 213.9 14-10- 0 0.48 BC Vert 779.6 16- 3- 0 0.48 DEFLECTION LOC. ALLOW. LC Vert TL: -0.49" (L/710) 13-14 L/360 93 Vert LL: -0.24" (L/999) 13-14 L/480 93 Horz TL: 0.24" Cantilever Vert TL: -0.01" (L/999) OL-1 L/ 90 94 Vert LL: -0.07" (L/467) OL-1 L/120 94 ==== Joint Locations ==_= 1 0- 0- 0 39 0- 7- 0 2 1- 4- 1 40 1- 5-13 3 1- 5-13 41 2-10- 2 4 1- 7- 7 42 2-11-10 5 2-11-10 43 4- 1-13 6 3- 1-10 44 4- 3-10 7 4- 8-10 45 4-11- 4 8 4-11- 4 46 5- 7- 3 9 5- 8- 5 47 5- 8- 5 10 7- 3- 2 48 5-10- 7 11 7- 5- 0 49 7- 5- 0 12 9- 3- 0 50 7- 7- 3 13 9- 5- 0 51 9- 5- 0 14 11- 2-15 52 9- 7- 4 15 11- 5- 0 53 11- 5- 0 16 13- 2-14 54 11- 7- 4 17 13- 5- 0 55 13- 5- 0 18 14- 4-11 56 13- 7- 4 19 14- 6-14 57 14- 6-14 20 14-10- 0 58 16- 0-12 21 15- 1- 5 59 16- 3- 0 22 16- 3- 0 60 16- 5- 4 23 17- 7- 3 61 19- 1- 1 24 17- 9-10 62 19- 3- 6 25 20- 6-14 63 22- 0-13 26 20- 9- 3 64 22- 3- 0 27 23- 6- 8 65 23-11- 8 28 23- 8-13 66 24- 0-12 29 23-11- 0 67 25- 0- 7 30 25- 2-10 68 25- 2-10 31 26- 6- 9 69 25- 4- 7 32 26- 8- 6 70 26- 8- 6 33 27-11- 8 71 26-10- 0 34 28- 1- 3 72 28- 1- 3 35 28- 2- 9 73 29- 0-15 36 29- 8- 0 74 29- 5- 4 37 0- 0- 0 75 29- 8- 0 38 0- 2-12 X-Brae. Locations (Joints) O: CH HOUSE 2nd WARNING Read all notes on this sheet and verify all design parameters. Chk: 61 24 Truss design on this sheet is only valid witb NUTRUSS sections and is loran individual building component,not atruss system.Bracing U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Dsgnr: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. My additional bracing, TC Live 20.00 ps£ Design Spec' AISI-2001 temporary and/or permanent,is the responsibility of the truss erector mclior the building designer. The Professional Engineer's sea) A NUCONSTEEL Product indicatesonly thatthe trussassembly shownonthis sheetmeetsthe acceptable design criteria for the loads,loading condition,truss TC Dead 12.00 ps£ Bulldg Spee: FBC201OR configuration and spans specified. BC Live 0.00 ps£ When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge grtsset plate must be BC Dead 10.00 ps£ added on both sides of the connection.Typically,gusset plates are at pitch break joints." Date: 9/2412015 09:02 Min.screw spacing=9/16"and min.edge distance=9116". TOTAL 42.00 ps£ Seq n S8.0.4 - 16097 Job Name: Truss ID: GT04 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 126.81 BRGX-LOC REACT SIZE 1 0- 1-12 270 3.50" 2 1- 2- 7 56 3.50" 3 2- 4-14 123 3.50" 4 2- 7- 9 124 3.50" 5 3-10- 8 49 3.50" 6 5- 1- 7 544 3.50" 7 5- 5- 0 254 3.50" 8 7- 2-14 60 3.50" 9 7- 5- 0 239 3.50" 10 9- 2-13 74 3.50" 119- 5- 0 248 3.50" 12 11- 2-12 71 3.50" 13 11- 5- 0 249 3.50" 14 13- 2-12 91 3.50" 15 13- 5- 0 239 3.50" 16 14- 4-10 483.50" 17 14- 6-14 40 3.50" 18 14-10- 0 244 3.50" 19 16- 3- 0 260 3.50" 20 16- 5- 4 65 3.50" 21 18- 3- 0 274 3.50" 22 18- 5- 4 49 3.50" 23 20- 3- 0 279 3.50" 24 20- 5- 3 42 3.50" 25 22- 3- 0 293 3.50" 26 22- 5- 2 41 3.50" TI TTTI;- TT 27 24- 3- 0 284 3.50" rvl rh�r� rvl m rvl i I m �® r28 24- 5- 1 70 3.5029 25-11- 7 477 3.5030 27- 4- 3 603.50ry u7 m mm m m m 31 28- 7- 4 43 3.50" 1-1� C FORCE , aND CSI ID SCRWS .1 0-R 14-10-0 13-11-0 OL-1 37 0.00 0.64 0.64 1 1 3 4 6 8 10 12 14 6 18 20 22 24 26 2F'30 1-2 141 0.02 0.64 0.65 1 2 �9 11 13 15 17 19 21 23 25 27 29 31 2-3 158 0.02 0.53 0.54 1 4.00 -4.00 3-4 217 0.03 0.22 0.22 1 55-5 4-5 63 0.01 0.21 0.21 1 5-6 170 0.03 0.21 0.23 1 6-7 134 0.02 0.11 0.13 1 T X 7-8 98 0.01 0.11 0.12 1 I X 8-9 96 0.00 0.09 0.09 1 9-l0 76 o.oa o.09 0.09 1 5.5-13 5-9.1 10-11 61 0.00 0.09 0.09 1 SHIP 11-12 77 0.00 0.09 0.09 1 1 1 12-13 as o.01 o.1a D.10 1 SO-6-0 10.9.11 13-14 95 0.00 0.10 0.10 1 X X 14-15 110 0.01 0.06 0.07 1 15-16 125 0.01 0.06 0.07 1 16-17 120 0.02 0.02 0.04 1 17-18 118 0.02 0.06 0.08 1 18-19 104 0.02 0.07 0.08 1 19-20 70 0.01 0.09 0.09 1 1-1�0� 20-21 62 0.01 0.09 0.09 1 34 37 39 41 43 2849,47 49 52 54 56 58 60 21-22 39 0.00 0.09 0.09 1 32 3335 36 38 40 42 444648 50 51 53 55 57 59 61 22-23 35 0.01 0.08 0.09 1 2-4-14 Y w 24-13 -22 0.11 0.10 0.10 1 2-4-14 ml' tlql +J� ®l' �J l vl l ~l 1 11 1 25-26 -44 0.01 0.10 0.10 1 26-27 -26 0.00 0.06 0.06 1 27-28 -43 0.01 0.12 0.13 1 28-29 -64 0.01 0.23 0.24 1 29-30 -186 0.04 0.23 0.26 1 30-31 -30 0.00 0.02 0.02 1 OVER CONTINUOUS SUPPORT Scale:118" 1' 1 D STT = WAR vlNG Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with.11SS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portalbracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 ps£ Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 ps£ Bulldg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:03 TOTAL 42.00 psf Seqn S8.0.4 - 16099 Job Name: Truss ID: GT04 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 126.81 ..Type... lbs X.Loc LL/TL BC Vert 418.1 5- 1- 7 0.48 BC Vert 213.9 5- 5- 0 0.48 BC Vert 213.9 7- 5- 0 0.48 BC Vert 213.9 9- 5- 0 0.48 BC Vert 213.9 11- 5- 0 0.48 BC Vert 213.9 13- 5- 0 0.48 BC Vert 213.9 14- 9-13 0.48 BC Vert 2139 16- 3- 0 0.48 BC Vert 213..918- 3- 0 0.48 BC Vert 213.9 20- 3- 0 0.48 BC Vert 213.9 22- 3- 0 0.48 BC Vert 212.8 24- 3- 0 0.48 BC Vert 235.3 25-11- 7 0.48 DEFLECTION LOC. ALLOW. LC Vert TL: —0.02" (L/999) 2-3 L/180 20 Vert LL: —0.02" (L/999) 2-3 L/240 20 Horz TL: 0.00" Cantilever Vert TL: -0.05" (L/405) OL-1 L/ 90 90 Vert LL: -0.04" (L/512) OL-1 L/120 90 --- Joint Locations --- 1 0- 0- 0 32 0- 0- 0 2 0- 2- 5 33 2- 4-14 3 2- 5-11 34 2- 5-11 4 4-11-13 35 2- 7- 9 5 5- 1- 7 36 5- 1- 7 65- 5- 0 37 5- 5- 0 7 5- 7- 5 38 7- 2-14 8 7- 5- 0 39 7- 5- 0 9 7- 7- 6 40 9- 2-13 10 9- 5- 0 41 9- 5- 0 11 9- 7- 6 42 11- 2-12 12 11- 5- 0 43 11- 5- 0 13 11- 7- 6 44 13- 2-12 14 13- 5- 0 45 13- 5- 0 15 13- 7- 4 46 14- 4-10 16 14- 6-14 47 14- 6-14 17 14-10- 0 48 14-10- 0 18 16- 0-11 49 16- 3- 0 19 16- 3- 0 50 16- 5- 4 20 18- 0-10 51 18- 3- 0 21 18- 3- 0 52 18- 5- 4 22 20- 0-10 53 20- 3- 0 23 20- 3- 0 54 20- 5- 3 24 22- 0-10 55 22- 3- 0 25 22- 3- 0 56 22- 5- 2 26 24- 0-11 57 24- 3- 0 27 24- 3- 0 58 24- 5- 1 28 25- 9- 3 59 25-11- 7 29 25-11- 7 60 26- 0- 8 30 28- 6- 8 61 28- 9- 0 31 28- 9- 0 X-Brae. Locations (Joints)== BC TC 40 10 51 21 WO:BEACH HOUSE 2nd WARNING Read all notes on this sheet and verify all design parameters. Chk: Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing f V U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Dsgnr: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, TC Live 20.00 ps£ Design Spec: AISI-2001 temporary and/or permanent,is the responsibilityofthetrusserector and/or the building designer. The Professional Engineer's seal TC Dead 12.00 s£ 8011d Spec: FBC2010R A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for die loads,loading condition,truss P 9 P configuration and spans specified. BC Live 0.00 ps£ When the specified screw count cannot be achieved at the chord to web connections,a 16gauge gusset plate must be BC Dead 10.00 ps£ added on both sides of the connection.Typically,gusset plates are at pitch breakjoints." Date: 9/24/2015 @ 09:03 Min.screw spacing=9116"and min.edge distance=9/16'( TOTAL 42.00 psf Secin S8.0.4 - 16099 Job Name: Truss ID: GT06 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 22.81 xc FORCE n END cal ID SC"S UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 34 0.01 0.18 0.18 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -979 0.10 0.18 0.27 1 1 -632 lb -102 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -429 0.09 0.11 0.19 1 2 -892 lb -145 lb Drainage must be provided to avoid ponding. TC _ 12.00" 0- 0- 0 8- 6- 8 4-5 -652 0.13 0.11 0.23 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 6- 8- 8 5-6 -618 0.12 0.07 0.18 1 TC 1 20TC20 50 This truss is designed using the 6-7 -615 0.12 0.16 0.27 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -705 0.14 0.16 0.29 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -708 0.14 0.04 0.17 1 20 psf bottom chord live load NOT required 1 0- 2- 4 4.50" 474 -96 Truss Location = End Zone 9-10 -716 0.13 0.12 0.24 1 on this truss, per IBC/IRC requirements for 2 6- 6- 4 4.50" 651 -96 Exp Category = D 10-11 -775 0.15 0.12 0.26 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 11-12 204 o.a3 0.90 0.91 1 Mean roof height = 23.72 ft, mph = 129 12-OR 37 0.00 0.90 0.90 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as.Main Wind Force Resisting System SO FORCE 7.xL mm CST To SCRs and Components and Cladding 13-14 0 0.00 0.07 0.07 1 Tributary Area = 26 sgft 14-15 346 0.06 0.07 0.12 1 Horizontal distance from the windward edge 15-16 346 0.06 0.04 0.09 1 0- 0- 0 upwind and 0- 0- 0 downwind 16-17 615 0.10 0.01 0.11 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 17-18 615 0.04 0.19 0.22 1 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 18-19 705 0.05 0.19 0.24 1 TC vert 32.00 0- 0- 0 32.00 5- 1- 1 0.62 19-20 705 0.12 0.14 0.25 1 TC Vert 64.00 5- 1- 1 64.00 6- 8- 8 0.62 20-21 705 0.03 0.44 0.44 1 TC Vert 64.00 6- 8- 8 64.00 8- 6- 3 0.62 21-22 0 0.00 0.38 0.38 1 BC Vert 10.00 0- 0- 0 10.00 5- 1- 1 0.00 BC Vert 20.00 5- 1- 1 20.00 6- 8- 8 0.00 WEs FORCE CSI ID SCRWS ..Type... lbs X.Loc LL/TL 1-13 90 o.o1 1 BC Vert 116.4 0- 9- 8 0.48 2-14 -679 0.13 1 BC Vert 103.9 2- 9- 8 0.48 3-15 151 0.02 1 vT ry m BC Vert 116.4 3- 9- 8 0.48 4-16 287 0.05 1 0-7 4 I 1-9-6 m m m m m 2-5-0 1-10-0 BC Vert 309.4 4- 1- 1 0.48 n m m m 6-17 -58 0.01 1 0.7.4 m m 2-8-8 m 7 $.$.$ $.$.$ 7-18 275 0.05 1 B-19 -101 0.02 1 2-8-8 1-2-0 2.10-0 1-10-0 DEFLECTION LOC. ALLOW. LC 10-20 253 0.04 1 1 2 4 5 7 8 10 12 Vert TL: -0.02" (L/999) 20-21 L/360 65 11-21 -793 a.42 1 Vert LL: -0.02" (L/999) 20-21 L/480 65 12-22 600 0.10 1 3 6 9 11 Horz TL: 0.01" 4.00 -4.0 Cantilever Vert TL: -0.05" (L/483) 12-OR L/ 90 89 Vert LL: -0.05" (L/451) 12-OR L/120 89 T =� Joint Locations =- T1 0- 0- 0 12 6- 8- 8 2 0- 7- 4 13 0- 0- 0 1-5-5 3 0- 9- 8 14 0- 3- 3 - .4 1-8-9 4 0-11- 2 15 0- 9- 8 T SHIP 5 2- 8- 8 16 2- 9- 0 TO -6-8 10-6-0 6 2-10- 4 17 2-10- 4 I Ll 7 3- 0- 8 18 3- 7- 1 8 3- 9- 5 19 3- 9- 5 9 3-10- 8 20 4- 2- 9 10 4- 2- 9 21 6- 5-15 11 4- 3- 8 22 6- 8- 8 B1 B2 W:408 w:408 RA74 R:651 U:-632 1-1:1WO 14 376-8-8 19 22 13 15 16 18 20 21 0-3� � � 1-11-8 �I F �I m��� 2-3-1 NI W 0-3-3 2-9-0 m 1I 6-5-15 1 v m LD Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:17132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,,s the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201 OR HC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:03 TOTAL 42.00 pe£ Seqn 58.0.4 - 16101 Job Name: Truss ID: GT07 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 108.85 17-41 -925 0.67 1 UPLIFT REACTION(SI THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 18-42 965 0.18 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 19-43 -639 0.32 1 1 -1700 lb -528 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 20-44 790 0.10 1 2 -1791 lb -556 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 22- 0- 7 21-45 -309 0.10 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 20- 8- 0 22-46 391 0.05 1 TC 1 20TCIS 50 This truss is designed using the 23-47 -530 0.30 1 BC 1 20TCIS 50 REACTIONS ASCE7-10 Wind Specification 24-48 385 0.05 1 WEB 1 20TCIS 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 25-49 -3432 0.63 1 413- 415 20 psf bottom chord live load NOT required 1 0- 2- 4 4.50" 1667 -374 Truss Location = End Zone 26-50 338 0.04 1 on this truss, per IBC/IRC requirements for 2 20- 5-12 4.50" 1755 -374 Exp Category = D attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft Mean roof height = 24.99 ft, mph = 129 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 81 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 4- 1- 7 0.62 TC Vert 32.00 4- 1- 7 32.00 16- 6-10 0.62 TC Vert 64.00 16- 6-10 64.00 20- 8- 0 0.62 TC Vert 64.00 20- 8- 0 64.00 22- 0- 2 0.62 BC Vert 20.00 0- 0- 0 20.00 4- 1- 7 0.00 BC vert 10.00 4- 1- 7 10.00 16- 6-10 0.00 BC Vert 20.00 16- 6-10 20.00 20- 8- 0 0.00 ..Type... lbs X.Loc LL/TL BC Vert 418.1 5- 1- 7 0.48 BC Vert 213.9 5- 5- 0 0.48 BC Vert 213.9 7- 5- 0 0.48 BC Vert 213.9 9- 5- 0 0.48 BC Vert 213.9 11- 3- 0 0.48 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verb all design parameters. w0:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Chk: N U T R U S STM eh on this drawing s not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building des and whichich must bracing, be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Dsgnr temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI.2001 A NUCONSTEEL Product indicatesonly thatthe trussassembly shownonthis sheetmeetsthe acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.Typically,gusset plates are at pitch breakjoinis." BC Dead 10.00 psf Min.screw spacing=9116"and min.edge distance=9/16". Date: 9/24/2015 @ 09:04: TOTAL 42.00 psf Seqn S8.0.4 - 16102 Job Name: Truss ID: GT09 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 46.89 xC FORCE A END CSI iB SCRWS UPLIFT REACTION . S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied or.-1 37 O.OD 0.71 0.71 1 Support CSC Wind Main Wind Non-wind MULTIPLE LOAD CASES. per the following schedule: 1-2 167 0.03 0.71 0.72 1 -SP 1 -1376 lb -306 lb Loaded for 10 PSF non-concurrent BOLL. max o.c. from to 2-3 -1952 0.38 0.08 0.44 1 Sr- 2 -1376 lb -306 lb Drainage must be provided to avoid ponding. TC 12.00" -1-10- 0 15- 2- 0 3-4 -leas 0.37 0.17 D.53 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 13- 4- 0 4-5 -2098 0.42 0.20 0.59 1 TC 1 20TC20 50 This truss is designed using the 5-6 -2005 0.40 0.20 0.58 1 05- 4B BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 6-7 -1964 0.39 0.19 0.55 1 4R- OR WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 7-8 -1956 0.39 0.26 0.61 1 20 psf bottom chord live load NOT required 1 0- 2- 4 4.50" 1185 -40 Truss Location = End Zone 8-9 -2091 0.42 0.26 0.65 1 on this truss, per IHC/IRC requirements for 2 13- 1-12 4.5011 1184 -40 Exp Category = D 9-10 -2091 0.42 0.26 0.64 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 £t 10-11 -1956 0.39 0.26 0.61 1 Mean roof height = 24.03 ft, mph = 129 11-12 -1963 0.39 0.19 0.55 1 0- 4E Occupancy Category II, wind Dead Load= 7.20 psf 12-13 -2004 0.40 0.21 0.58 1 4R- OB Designed as Main Wind Force Resisting System 13-14 -2098 0.42 0.21 0.60 1 and Components and Cladding 14-15 -1901 0.38 0.17 0.53 1 Tributary Area = 56 sqft 15-16 -1964 0.38 0.07 0.44 1 -SP Horizontal distance from the windward edge 16-17 167 0.03 0.71 0.72 1 SP- 0- 0- 0 upwind and 0- 0- 0 downwind 17-OR 37 0.00 0.71 0.71 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Pl£ R.Loc LL/TL BC FORCE Axr. Into CST 10 SCRKS TC Vert 64.00 - 1- 9-11 64.00 0- 0- 0 0.62 18-19 0 0.00 0.31 0.31 1 -SP I TC Vert 64.00 0- 0- 0 64.00 3- 5- 7 0.62 19-20 1766 0.28 0.15 0.43 1 SF- TC Vert 32.00 3- 5- 7 32.00 9-10- 9 0.62 20-21 1766 0.28 0.15 0.43 1 TC Vert 64.00 9-10- 9 64.00 13- 4- 0 0.62 21-22 1956 0.32 0.17 0.47 1 TC Vert 64.00 13- 4- 0 64.00 15- 1-11 0.62 22-23 1956 0.32 0.06 0.38 1 BC Vert 20.00 0- 0- 0 20.00 3- 5- 7 0.00 23-24 1956 0.32 0.09 0.41 1 BC Vert 10.00 3- 5- 7 10.00 9-10- 9 0.00 24-25 1956 0.32 0.09 0.41 1 BC Vert 20.00 9-10- 9 20.00 13- 4- 0 0.00 25-26 2091 0.34 0.17 0.51 1 ..Type... lbs X.LOC LL/TL 26-27 2091 0.34 0.17 0.51 1 BC Vert 360.3 4- 5- 7 0.48 27-2e 1956 0.32 0.08 0.41 1 T T BC Vert 184.9 4- 9- 0 0.48 2a-29 1956 0.32 0.08 0.41 1 1-10-0 2-2-12 �I m24-0 j ®2-4-1 m m23.9 1-10-0 BC vert 184.9 6- e- 0 0.48 29-30 1956 0.32 0.06 0.38 1 BC Vert 184.9 8- 7- 0 0.49 30-31 1956 0.32 0.16 0.47 1 1-10-0 4-0-12 46-6.0 X10-10-1 ^ ^15-2.0 17.0-0 31-32 1780 0.28 0.15 0.43 1 1.10.0 4-8.0 4-0-0 4-8-0 1-10-0 32-33 1780 0.28 0.16 0.43 1 -SP 1 2 4 6 8 9 101214 15 17 33-34 0 0.00 0.31 0.31 1 SP- 3 5 7 1113 WE8 FORCE CSI Io SCRWS 4.D -4� 1-18 485 0.08 1 2-19 -2000 0.91 1 4B- 4B 4B 413 3-2D 238 0.04 1 T T 4-21 -341 0.17 1 5-22 300 0.05 1 7-24 331 0.05 1 2-0-11 1-1 2-3-14 e-25 226 0.04 1 T SHIP 9-26 266 0.07 1 0-6-0 IU-6-0 10-27 226 0.04 1 11-28 326 0.05 1 13-30 304 0.05 1 14-31 -323 0.16 1 61 B2 15-32 227 0.04 1 W:408 W:408 16-33 -2011 0.97 1 4B- 4B RA 185 RA 184 17-34 486 0.08 1 U:-1376 U:-1376 1.10.0 11-100 21 23 13-449 29 a2 34 18 20 2224 2527 2830 31 33 0-2� 2-1-7 1.2-3-11 1-10-5 �� N7, -2-4-9 0-2-9 2-4-0 4-9-11 6.8-0 m 1 613-4.0 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each and of the truss member: SP = Spacer supplied by NUCONSTEEL Scale-1/4"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUIRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this dmw ng isnot erection bracing w nd brat ng,portal bracing or sim laz bracing which is part of he bu!ding design and Engg Chk: Mich most be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Suildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:05 TOTAL 42.00 psf Seqn S8.0.4 - 16104 Job Name: Truss ID: GTI 1 Qty: 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 347.43 TC FoaCS A L NM CSI In SCR/PLY 1-2 65 0.01 0.29 0.29 1 -SP 2-3 -3483 0.35 0.29 0.60 1 8P- 3-4 -3579 0.36 0.39 D.6I 1 -8P 4-5 -6347 0.23 0.34 0.94 1 8P- 5-6 -6739 0.26 0.16 D.81 1 6-7 -6847 0.28 0.29 0.93 1 7-8 -7140 0.30 0.29 0.97 1 8-9 -6627 0.25 0.12 0.77 1 9-10 -6105 0.20 0.10 0.70 1 10-11 -6092 0.20 0.09 0.69 1 11-12 -5357 0.13 0.09 O.fil 1 12-13 -5586 0.15 0.08 0.63 1 13-14 -4838 0.07 0.12 0.59 1 14-15 -5132 0.10 0.29 0.78 1 15-16 -4279 0.02 0.29 0.68 1 16-17 -4308 0.02 0.18 0.58 1 17-18 -4492 0.04 0.25 0.67 1 18-19 -4599 0.05 0.34 0.76 1 -SP 19-20 -3068 0.31 0.34 0.62 1 SP-SP 20-21 -3775 0.38 0.28 0.63 1 SP- 21-22 -3017 0.30 0.28 0.56 1 22-23 -3483 0.350.43 0.74 1 23-24 -2902 0.29 0.43 0.69 1 -SP 24-25 -2908 0.29 0.23 0.50 1 SP- 25-26 -3464 0.35 0.23 0.55 1 26-27 -3096 0.31 0.16 0.45 1 T27---28 -3745 0.37 0.16 0.52 1 28-29 -3464 0.350.11 .44 1 2 9 3 4 0 30-31 -3816 0.380.08 045 1 -4030 0. 'l.49 1-0-1 u7�LD M601 -6 mm u5 o N�m mmT I TI TI� iq -aleso. 6 N1A-131-32 02 0.08 0.50 1 1m 3233 toT -4135 0.00 0.05 0.46 1 33-34 -4483 0.04 0.05 0.50 1 17-10-0 17-6-8 34-35 -4406 0.03 0.03 0.46 1 2-PLYS 1 2 4 5 7 8 10 11 13 1517 19 21232527 29 31 33 35 37 39 41 35-36 -4582 0.05 0.04 0.49 1 3 6 9 I 14 1618 20 222426 28 30 32-341 36 38 40 42 36-37 -4587 0.05 0.01 0.47 1 REQUIRED I 37-38 -4479 0.04 0.06 0.50 1 4.00 x.00 38-39 -4605 0.05 0.06 0.51 1 -5 39-4D -3818 0.38 0.10 0.47 1 40-41 -4074 0.41 0.10 0.50 1 -SP T T 41-42 34 0.00 0.06 0.06 1 SP- X X 6-5-13 -3 6-5-13 1 SHIP - 7 T0-6-0 16B X 12 =0-7 X X B1 B2 W:408 2.00 W:408 R:2227 R:2154 U:-1148 U:-1111 0-7- 9.2-0 ...$n 485052 54 56 58 062 64695.0 70 72 22410-,9 76 78 80 82 84 8fi 4345 474951 5355 57 59 6163 65 67 69 71 73 75 77 79 81 83 85 ll 0.2-14 m m ® min m m lm m m m 0-2-14 ml ala11� 1llmmlrvmllrv01m1mlJ� Scale:1l8"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with IQUTAUSS sections and is form individual building component,nota truss system.Bracing Dsgn Chk: IV U T R U S S TM shown on this drawing is not erection bracing,wind bracing,portal bracing or sirrlar bracing which is part of the building design and Engg Chk: Which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicatesonly thatthe trussassembly slrownonthis sheetmeetsthe acceptable design criteria forthe loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 ps£ BC Dead 10.00 ps£ Date: 9124/2015 @ 09:07 TOTAL 42.00 psf Segn 58.0.4 - 16106 Job Name: Truss ID: GT11 Qty: 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 347.43 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1MR PORCE CSL In SC"LY Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-87 2067 0.44 1 1 -1148 lb -854 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 7-18 -476 0.94 1 2 -1111 lb -826 lb Galvanization: G60 TC 12.00" 0- 0- 0 35- 4- 8 1-43 175 0.01 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 35- 4- 8 2-44 -3844 0.42 1 2B- 28 TC 1 20Tc20 50 REACTIONS This truss is designed using the 3-46 -319 0.03 1 BC 1 20TC20 50 BRGX-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 4-47 3262 0.27 1 213- 2s WEB 1 20TC20 50 1 0- 2- 4 4.50" 2227 -270 Bldg Enclosed = Yes, 5-48 -1293 0.14 1 20 pelf bottom chord live load NOT required 2 35- 2- 4 4.50" 2154 -270 Truss Location = Not End Zone 6-49 604 0.05 1 on this truss, per IBC/IRC requirements for Exp Category = D 7-51 536 0.04 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 8-52 861 0.07 1 Mean roof height = 26.24 ft, mph = 129 9-53 -1016 0.22 1 Occupancy Category II, Wind Dead Load = 7.20 psf 0-54 130 0.01 1 Designed as Main wind Force Resisting System 1-55 933 0.08 1 and Components and Cladding 2-56 -736 0.23 1 Tributary Area = 104 sgft 3-57 1041 O.D9 1 Horizontal distance from the windward edge 4-58 -936 0.44 1 8- 4-13 upwind and 8- 4-13 downwind 5-59 1280 0.11 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- 6-60 -123 0.08 1 Dir L.Plf L.Loc R.Plf R.LCc LL/TL 7-61 -639 0.42 1 TC Vert 32.00 0- 0- 0 32.00 33-11- 0 0.62 9-B7 2651 0.22 1 SP-SP TC Vert 64.00 33-11- 0 64-00 35- 4- 8 0.62 4-88 4696 0.39 1 4B- 4B BC Vert 10.00 0- 0- 0 10.00 33-11- 0 0.00 0-65 -2242 0.80 1 SP-SP BC Vert 20.00 33-11- 0 20.00 35- 4- 8 0.00 1-66 1328 0.14 1 ..Type... The X.LOC LL/TL 2-67 -1479 0.66 1 BC Vert 165.4 0-11- 7 0.48 3-68 1506 0.18 1 BC Vert 177.5 2-11- 6 0.48 5-69 1279 0.17 1 BC Vert 166.7 4-11- 6 0.48 6-70 -1168 0.51 1 BC Vert 163.4 6-11- 6 0.48 7-71 1128 0.14 1 BC Vert 169.3 8-11- 6 0.48 8-72 -896 0.89 1 BC Vert 166.0 10-11- 6 0.48 9-73 935 0.08 1 BC Vert 166.0 12-11- 6 0.48 0-74 -681 0.54 1 HC Vert 166.0 14-11- 6 0.48 1-75 727 0.06 1 2-76 -485 0.30 1 3-77 498 0.07 1 4-78 -275 0.12 1 5-79 220 0.06 1 6-80 194 0.02 1 7-81 -168 0.06 1 8-82 393 0.03 1 9-83 -926 0.25 1 0-84 807 0.07 1 1-85 -4170 0.51 1 48- 45 2-86 -67 0.01 1 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WiQRIVING Read all notes on this sheet and verb all design parameters. WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUIRUSS sections and is for an individual building component,not a truss system.Bracing Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Dsgnr temporary and/or permanent,is the responsibility ofthetrusserector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI-2001 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FEC201OR When the specified sere[,count cannot be achieved at the chord to tveb connections,a 16 gauge gusset plate must be BC Live 6.00 psf added on both sides of the connection.Typically,gusset plates are at pitch breakjoints." BC Dead 10.00 psf Min.screw spacing-9116"and min.edge distance=9/16': Date: 9124/2015 @ 09:07: TOTAL 42.00 psf Seqn S8.0.4 - 16106 V{-0 %,13 — 0 Truss ID: GT11 Qty: _ 2 SPACING: 2- 0- 0 PLY: 2 WEIGHT: 347.43 —Brac. Locations (Joints)— BC TC 57 13 69 25 79 35 WARNING Read all notes on this sheet and verify all design parameters. WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with N.111S sections and is for an individual building component,nota truss system.Bracing Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Dsgnr: temporary and/or permanent,is the responsibility of the tmss erector and/or thebuilding designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI-2001 A NUCONSTEEL Product indicatesonly thatthe trussasserribly shownonthis sheetmeetsthe acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.Typically,gusset plates are at pitch break joints." BC Dead 10.00 psf Min.screw spacing=9116"and min.edge distance-9116". Date: 9/24/2015 @ 09:07 TOTAL 42.00 psf Seqn 58.0.4 - 16106 Job Name: Truss ID: GT12 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 28.61 Type... lbs X.LoT LL/TL BC Vert 201.7 6— 9-13 0.48 BC Vert 201.7 6— 9-13 0.48 DEFLECTION LOC. ALLOW. LC Vert TL: -0.06" (L/999) 3-4 L/360 93 Vert LL: -0.03 (L/999) 3-4 L/480 93 Hort TL: 0.02" Cantilever Vert TL: -0.05" (L/464) OL-1 L/ 90 94 Vert LL: -0.06" (L/430) OL-1 L/120 94 _= Joint Locations - 1 0- 0- 0 10 0- 0- 0 2 1- 0- 9 11 0- 2-13 3 1- 1-15 12 1- 1-15 4 3-10-13 13 1- 3- 7 5 3-11-14 14 3-11-14 6 4- 1-10 15 6- 8- 4 7 6- 9-13 16 6- 9-13 8 7- 0- 1 17 a- 4- 9 9 8- 7-12 18 a- 7-12 WO:BEACH HOUSE 2nd WARNING Read all notes on this sheet and verify all design parameters. Cbx: Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing U T R U S S TM shown on this const is not erection bracing,d wind Bract Dsgnr: g g, g,portal bracing or similar bracing which is part of the building design and LN!, which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, TC Live 20.00 psf Design Spec: AISI.2001 temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Dead 12.00 s£ BUlld Spec: FBC2010R A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss P 9 P configuration and spans specified. BC Live 0.00 ps£ When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge glssetplate must be BC Dead 10.00 ps£ added on both sides of 1he connection.Typically,gusset plates are at pitch break joints." Date: 9/24/2015 @ 09:07: Min.screw spacing=9/16"and min.edge distance=9/16", TOTAL 42.00 ps£ Segn S8.0.4 - 16107 Job Name: Truss ID: GTI 3 Qty: 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 62.08 UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied WE FORCE CSI In scsws Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-23 -34 0.01 1 1 -47 lb -13 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-24 187 0.03 1 2 -32 lb -8 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 18- 9- 8 3-25 313 0.05 1 3 -354 lb -55 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 16-11- 8 4-26 154 0.05 1 4 -102 lb -28 lb Drainage must be provided to avoid ponding. Galvanization: G60 5-27 80 0.02 1 5 -429 lb -117 lb This truss is designed using the 7-29 37 0.01 1 6 -280 lb -76 lb ASCE7-10 Wind Specification REACTIONS 8-30 as n.04 1 7 -103 lb -28 lb Bldg Enclosed = Yes, Erg Reac Horiz Erg Reac Horiz 9-31 193 0.03 1 8 -271 lb -74 lb Truss Location = End Zone 1 44 0 9 37 -8 10-32 -24 0.01 1 9 -12 lb -3 lb Exp Category = D 2 58 0 10 240 0 11-33 38 0.01 1 10 -263 lb -72 lb Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 3 187 167 11 16 -22 12-34 75 0.01 1 11 -68 lb -36 lb -4 lb Mean roof height = 24.17 ft, mph = 129 4 94 -108 12 261 0 13-35 110 0.02 1 12 -286 lb -78 lb Occupancy Category II, Wind Dead Load = 7.20 psf 5 392 0 13 163 -44 14-36 -74 0.05 1 13 -150 lb -117 lb -248 lb Designed as Main wind Force Resisting System 6 255 0 14 1129 -210 15-37 -61 0.02 1 14 -1239 lb -338 lb and Components and Cladding 7 115 50 15 339 0 17-39 373 0.10 1 15 -466 lb -121 lb Tributary Area = 73 sq£t 8 247 271 0 18-40 276 0.08 1 Type ID SECTION Fy(ksi) Joints Horizontal distance from the windward edge ----------LOAD CASE #1 DESIGN LOADS ---------------- 19-41 276 0.06 1 TC 1 20TC20 50 0- 0- 0 upwind and 0- 0- 0 downwind Dir L.Plf L.Loc R.Plf R.Loc LL/TL 20-42 76 0.01 1 BC 1 20TC20 50 20 psf bottom chord live load NOT required TC Vert 64.00 0- 0- 0 64.00 3-11- 7 0.62 21-43 175 0.03 1 WEB 1 20TC20 50 on this truss, per IBC/IRC requirements for TC Vert 32.00 3-11- 7 32.00 12- 8- 1 0.62 22-44 480 0.08 1 attics with limited storage. TC Vert 64.00 12- 8- 1 64.00 16-11- 8 0.62 TC Vert 64.00 16-11- 8 64.00 18- 9- 3 0.62 BC Vert 20.00 0- 0- 0 20.00 3-11- 7 0.00 BC Vert 10.00 3-11- 7 10.00 12- 8- 1 0.00 BC Vert 20.00 12- B- 1 20.00 16-11- 8 0.00 ..Type— lbs X.Loc LL/TL BC Vert 402.8 4-11- 7 0.48 BC Vert 221.2 5- 3- 0 0.4B BC Vert 221.2 7- 3- 0 0.48 BC Vert 221.2 8- 3-15 0.48 BC Vert 221.2 9- 4- 8 0.48 BC Vert 221.2 11- 4- 8 0.48 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verb all design parameters. WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not atruss system.Bracing Chk: U T R U S STM sh on this drawing not erection bracing,wind bracing,porta bracing or similar bracing which is part of the didesign and whichich must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Anyy additional onal bracing, Dsgnr temporary and/or permanent,is die responsibility of die truss erector and/or the building designer_ The Professional Engineer's sea] TC Live 20.00 psf Design Spec: AISI-2001 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spee: FBC201OR When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.typically,gusset plates are at pitch breakjoints." BC Dead 10.00 psf Min.screw spacing=9116"and min.edge distance=9/16". Date: 9/24/2015 @ 09:07 TOTAL 42.00 psf Secin S8.0.4 - 16108 Job Name: Truss ID: GT14 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 49.74 TC FORCE aL BBD CSI ID SCRWS UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied or.-1 37 0.00 0.64 0.64 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 124 0.02 0.64 0.65 1 1 -362 lb -95 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 -242 0.05 0.87 0.91 1 2 -1380 lb -351 lb Mark all interior bearing locations. TC 12.00" -1-10- 0 16-11- 8 3-4 -338 0.07 0.46 0.52 1 3 -442 lb -159 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 16-11- 8 4-5 -423 0.08 0.46 0.54 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 5-6 431 0.07 0.21 0.28 1 TC 1 20TC20 50 This truss is designed using the REACTIONS 6-7 397 0.06 0.21 0.26 1 BC 1 20TC20 50 ASCE7-10 Wind Specification BRG X-LOC SIZE REACT HORIZ 7-8 188 0.03 0.18 0.22 1 WEB 1 20TC20 50 Bldg Enclosed = Yes, 1 0- 2- 4 4.50 289 -104 8-9 480 0.08 0.75 0.80 1 20 psf bottom chord live load NOT required Truss Location = End Zone 2 5- 8- 0 4.50" 1311 0 9-10 722 0.12 0.75 0.85 1 on this truss, per IHC/IRC requirements for Exp Category = D 3 16-10-12 1.50" 427 -104 10-11 -597 0.08 0.91 0.91 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft ----------LOAD CASE #1 DESIGN LOADS ---------------- 11-12 139 0.03 0.26 0.28 1 Mean roof height = 24.71 ft, mph = 129 Dir L.Plf L.Loc R.Plf R.Loc LL/TL Occupancy Category II, wind Dead Load = 7.20 psfTC Vert 64.00 - 1- 9-11 64.00 0- 0- 0 0.62 BC FORCE xrL BND CS1 ID SCRWS Designed as Main Wind Force Resisting System TC Vert 64.00 0- 0- 0 64.00 4- 6- 7 0.62 13-14 104 0.00 0.10 0.10 1 and Components and Cladding TC Vert 32.00 4- 6- 7 32'.00 6- 6- 7 0.62 14-15 318 0.00 0.10 0.11 1 Tributary Area = 45 sqft TC Vert 64.00 6- 6- 7 64.00 16-11- 8 0.62 15-16 406 0.06 0.20 0.26 1 Horizontal distance from the windward edge BC Vert 20.00 0- 0- 0 20.00 4- 6- 7 0.00 16-17 618 0.10 0.19 0.29 1 0- 0- 0 upwind and 0- 0- 0 downwind BC Vert 10.00 4- 6- 7 10.00 6- 6- 7 0.00 17-18 618 0.08 0.27 0.37 1 BC Vert 20.00 6- 6- 7 20.00 16-11- 8 0.00 18-19 zoo 0.02 0.54 0.54 1 ..Type... lbs X.Loc LL/TL 19-20 381 0.05 0.24 0.28 1 BC Vert 447.2 5- 6- 7 0.48 20-21 626 0.09 0.39 0.39 1 21-22 545 0.07 0.12 0.19 1 - 22-23 -104 0.00 0.12 0.12 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.10" (L/999) 10-11 L/360 94 WEB FORCE cal ID 9CRWs Vert LL: -0.06" (L/999) 10-11 L/480 94 1-13 373 0.06 1 m HOLZ TL: 0.01" 2-14 336 0.06 1 u] p) ^ m .�-, ^ m Cantilever 1-10-0 3-11-10 2-10-5 3-10-6 3-11-7 Q 3-15 195 0.07 1 �� m -+ ry y �q m Vert TL: -0.10" (L/212) OL-1 L/ 90 94 4-16 421 0.11 1 1-10-0 m ry 6-0-0 m ^ ^ 10-2-12 0 14-5-14 m ^ 18-7-1 6 ^ Vert LL: -0.09" (L/231) OL-1 L/120 94 5-17 139 0.03 1 6-18 839 1.00 1 .1-10-0 _ 8-7-12 8-3-12 =__= Joint Locations =_ 8-19 -396 0.42 1 1 3 5 6 8 9 11 1 0- 0- 0 13 0- 0- 0 9-20 556 0.22 1 2 4 7 ] 12 2 0- 2- 6 14 2- 1- 5 10-21 197 0.07 1 3 4- 2- 0 15 2- 1-15 11-22 564 0.16 1 4.00 -4.00 4 4- 3-14 16 5- 4- 4 12-23 439 0.08 1 5 5- 6- 7 17 5- 6- 7 6 8- 4-12 18 5- S- 8 7 a- 7-12 19 10- 6-10 6 8- 9- 820 10- 8-11 9 12- 7-14 21 14- 9-11 10 12- 9-10 22 14-10- 9 11 16- 9- 1 23 16-11- 8 3-5-1 3-8-5 12 16-11- 8 SHIP I0-6-0 I0-7-511 W:408 B1 R:1311 B3 W:408 U:-1380 W:108 R:289 5-8-0 R:427 U:-362 U:-442 1-10-0 �B 17 16-11-8 20 __Z2 13 14 1618 19 21 23 2-1-5 3-2-5 4-10-2 4-1-0 D m 5 4It 4 q m 10-6-1D m 14-9-11 m V m U7 m 6 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of double-aided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:1/4"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: 1V U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: Mich must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201OR BC Live 0.00 psf BC Dead _ 10.00 psf Date: 9/2412015 @ 09:08 TOTAL 42.00 psf Segn S8.0.4 - 16109 Job Name: Truss ID: H01 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 35.59 Tc FORCE - BrmC'I 1D SCRNS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.43 0.43 1 -sP Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -691 0.14 0.43 0.55 1 SP-SP 1 -365 lb -92 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -1470 0.29 0.07 0.35 1 SP-SP 2 -464 lb -132 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 13- 3-14 4-5 -1517 0.30 0.15 D.43 1 SP- Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 13- 3- 4 5-6 -1190 0.24 0.41 0.63 1 TC 1 20TC20 50 This truss is designed using the 6-7 -799 0.16 0.21 0.36 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -803 0.16 0.12 0.26 1 WEB 1 20TC20 50 BRG x-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -1102 0.13 0.48 D.60 1 20 psf bottom chord live load NOT required 1 0- 1-12 3.50" 557 -237 Truss Location = End Zone 9-10 -1273 0.17 0.48 0.65 1 on this truss, per IBC/IRC requirements for 2 13- 1- 0 4.50" 557 -237 Exp Category = D 10-11 -1214 0.24 0.72 0.95 1 -SP attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 11-12 -142 0.03 0.72 0.75 1 9P- Mean roof height - 24.20 ft, mph = 129 12-13 -161 0.03 0.43 0.46 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System BC FORCE ISL END CSI ID SCRws and Components and Cladding 14-15 237 0.04 0.10 0.13 1 -SP Tributary Area = 27 sgft 15-16 691 0.11 0.13 0.24 1 8P-SP Horizontal distance from the windward edge 16-17 1485 0.24 0.35 0.37 1 SP- 0- 0- 0 upwind and 0- 0- 0 downwind 17-18 1083 0.14 0.14 0.28 1 18-19 840 0.10 0.14 0.24 1 19-20 1003 0.15 0.14 0.28 1 20-21 1247 0.24 0.14 0.36 1 DEFLECTION LOC. ALLOW. LC 21-22 1160 0.22 0.02 0.24 1 -SP Vert TL: -0.21" (L/745) 5-6 L/360 1 22-23 1123 0.18 0.54 0.72 1 SP-SP Vert LL: -0.12" (L/999) 5-6 L/480 1 23-24 -187 0.01 0.54 0.55 1 SP- Horz TL: 0.05" 24-25 -170 0.03 0.07 0.10 1 25-26 -237 0.05 0.07 0.11 1 =__- Joint Locations 1 0- 0- 0 14 0- 0- 0 NEB FORCE CSI ID sCRWs O ® 2 0- 2-14 15 1- 1-11 0-2-14 2.2.11 m 3-9-10 m 2-10-11 2-9 4 3 2- 5- 9 16 1- 3- 2 1-14 -582 0.12 1 m y m u 2-15 894 0.15 1 SP-SP 0-2-14 2.5.9 m m 6-7-13 m ^ 9-11-2 m 12-10-4 m 4 2- 6- 4 17 4- 7- 1 3-16 -932 0.24 1 se-se 5 2-10- 3 18 4- 8- 8 5-17 -446 0.15 1 2.6-4 r 4-4-8 _ 6-4-8 6 6- 7-13 19 8- 3-15 6-18 360 0.06 1 1 3 5 6 8 9 1113 7 6-10-12 20 8- 5-14 -19 -361 0.20 1 2 4 7 12 8 7- 0- 7 21 11- 0- 9 9 9-20 537 0.10 1 9 9-11- 2 22 11- 1-10 10-21 -136 0.04 1 4.00 4.00 10 10- 1- 0 23 11- 8- 2 11-23 1275 0.23 1 se-se 11 12-10- 4 24 12- 8- 2 12-25 239 0.04 1 2-4-6 12 12-11-14 25 12- 9-13 13-26 -509 0.09 1 � � � 13 13- 3- 4 26 13- 3- 4 2;1-14 0.10.14 2.7-15 2-5-8 2.7-15 SHIP 0.10-14 0.3.2 ID-6-0 B1 W:308 -2.00 B2 R:557 W:408 U:-365 R:557 11-1-10 0-7-01 U:-464 16 18 13-3-4 7,p 2_y 8-10 26 r 14 15 17 19 21 23 2426 1-1-11 I 3-3-15 m 3-7-7 2-6-11� m ^ a 1-1-11 1^ 4-7-7 �m 6.3.15 14 11-0-9 ;1'n 4 m m y o m m m m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or racing bracing which is part of the building design and EnggCutting Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ D9:08 TOTAL 42.00 psf Seqn S6.0.4 - 16111 Job Name: Truss ID: J01 Qty: 7 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 5.10 Tc FORCE n END CSI ID SCRws UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 o.00 o.96 o.96 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 226 0.04 0.96 0.97 1 1 -744 lb -166 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 54 0.01 0.14 0.14 1 2 -91 lb -32 lb -136 lb Galvanization: G60 TC 12.00" -1-10- 0 1- 1- 6 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 1- 1- 6 Bc FORCE AXL END csx ID SCMS TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 0 0.0o 0.51 0.51 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 140 0.02 0.51 0.52 1 WEB 1 20TC20 50 1 0- 2- 4 4.50" 330 140 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 1- 0-10 1.50" 368 140 Truss Location = End Zone w 13 FORCE csx ID scaws on this truss, per IBC/IRC requirements for Exp Category = D 1-4 690 o.11 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 2-5 -198 0.04 1 Mean roof height = 23.39 ft, mph = 129 3-6 -172 0.03 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 2 sgft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.01" (L/999) 1-2 L/180 42 Vert LL: 0.01" (L/999) 1-2 L/240 42 Horz TL: 0.00" Cantilever Vert TL: -0.06" (L/405) OL-1 L/ 90 89 Vert LL: -0.05" (L/491) OL-1 L/120 89 Joint Locations =- 1-10-0 0-10-6 1 0- 0- 0 4 0- 0- 0 'i 2 0-10- 6 5 0- 3- 0 1-10-0 2-8-6 m r� 3 1- 1- 6 6 1- 1- 6 1 2 3 4 00 0-10-7T 0-10-7 qq 0.6.0 1 13HIp 1 � 1-10-0 := �� � 1 6 OTO 0-10-6 , 0-3-0 1-1-6 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Tmss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be Considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading Condition,truss Configuration and spans specified. TC Dead 12.00 psf, Bulldg Spec: FBC201 OR BC Live 0.00 psf BC Dead lo.00 psf Date: 9/24/2015 @ 09:09 TOTAL 42.00 psf Seqn 58.0.4 - 16113 Job Name: Truss ID: J02 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 5.09 xC FORCE M sun cs1 1n scaws UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL 36 0.00 0.93 0.93 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 223 0.04 0.93 0.95 1 1 -731 lb -163 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 5 2 0.01 0.13 0.14 1 2 -88 lb -31 lb -133 lb Galvanization: G60 TC 12.00" -1- 9-12 1- 1- 6 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 1- 1- 6 BC FORCE rOrr. END cs1 10 SCRWS TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 0 0.00 0.51 0.51 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 139 0.02 0.51 0.51 1 WEB 1 20TC20 50 1 0- 2- 4 4.50" 325 139 Bldg Enclosed = Yes, 20 psf bottom chord live lead NOT required 2 1- 0-10 1.50" 359 139 Truss Location = End Zone WEB FORCE est 10 Scaws on this truss, per IBC/IRC requirements for Exp Category = D 1-4 680 0.11 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg width = 84.00 ft 2-5 -197 0.04 1 Mean roof height = 23.39 ft, mph = 129 3-6 -166 0.03 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main wind Force Resisting System and Components and Cladding Tributary Area = 2 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.01" (L/999) 1-2 L/180 42 Vert LL: 0.01" (L/999) 1-2 L/240 42 Horz TL: 0.00" cantilever Vert TL: -0.06" (L/417) OL-1 L/ 90 90 Vert LL: -0.05" (L/506) OL-1 L/120 90 Joint Locations =- = m^' 1 0- 0- 0 4 0- 0--0 1.9.12y 0.1� r" 2 0-10- 6 5 0- 3- 0 1-9-12 2-8-2 3 1- 1- 6 6 1- 1- 6 1 2 3 4 00 t 0-10-7T 0.10.7 1-1-10 0.6-0 SHIP 1 8 B2 1.8-12 133 0-3-0 0-1_ 0-6 0-3-0 1-1-6 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-aided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Thus design on this sheet is only valid with NUTRUSS sections and is form individual building component,not atruss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe miss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the thus assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201 OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:13 TOTAL 42.00 psf Seqn 58.0.4 - 16115 Job Name: Truss ID: J04 Qty: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 10.61 Tc FORCE n BBn CSI ID SCRWs UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Ox.-1 37 0.00 0.88 0.68 1 Support CSC Wind Main wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 154 0.03 0.88 0.69 1 1 -468 lb -104 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 -117 0.00 0.82 0.82 1 2 -168 lb -42 lb Shim bearings (i£ needed) for req. support. TC 12.00" -1-10- 0 3- 1- 6 3-4 -58 0.01 0.11 0.12 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 3- 1- 6 TC 1 20TC20 50 This truss is designed using the EC FORCE 6 Rim CE1 ID SCR S BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 5-6 -221 0.05 0.00 0.05 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 6-7 -218 0.04 0.15 0.19 1 20 psf bottom chord live load NOT required 1 0- 2- 4 4.50" 280 221 Truss Location = End Zone 7-8 189 0.00 0.15 0.15 1 on this truss, per IBC/IAC requirements for 2 3- 0-10 1.50" 118 221 Exp Category = D 8-9 226 0.00 0.14 0.14 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 23.00 ft Mean roof height = 8.82 £t, mph = 129 WEB FORCE Cs1 In SCRWa Occupancy Category II, Wind Dead Load = 7.20 psf 1-5 470 0.06 1 Designed as Main wind Force Resisting System 2-7 255 0.04 1 and Components and Cladding 3-8 129 0.03 1 Tributary Area = 6 sqft 4-9 180 0.03 1 Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.04" (L/999) 6-7 L/360 63 Vert LL: -0.03 (L/999) 6-7 L/480 63 T Horz TL: 0.01" 1-10-0 2-8.7O Cantilever r� m jl:� Vert TL: -0.06" (L/376) OL-1 L/ 90 89 1-10-0 4-8-11 Vert LL: -0.05" (L/429) OL-1 L/120 89 -== Joint Locations -- 1 2 3 4 1 0- 0- 0 6 0- 7- 0 2 0- 2- 5 7 1- 6- 1 4.00 3 2-10-11 8 1- 7- 3 4 3- 1- 6 9 3- 1- 6 5 0- 0- 0 1-1-6 1-6-7 1-8-11 T SHIP 0-6-0 0-5-1 1 1 B2 W:108 R:118 B1 U:-168 W:408 2.00 R:280 1-10-0 U:468 0.7.0 3-1-82A.s 5 6 7 9 0-7-0 0-11-1 1-63 0-7-0 1-6-1 3-1-6 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:718"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NOTRUSS sections and is for an individual building component,not arms system.Bracing Dsgn Chk: f V U T R U S S TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/2412015 @ 09:13 TOTAL 42.00 psf Seqn S8.0.4 - 16117 Job Name: Truss ID: J06 Qty: 6 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 16.88 Tc FoRa A atm CsI 10 scBWs UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 0.00 0.96 0.96 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 205 0.03 0.96 0.97 1 1 -628 lb -139 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 204 0.02 0.86 0.87 1 2 -376 lb -92 lb Shim bearings (if needed) for req. support. TC 12.00" -1-10- 0 5- 3- 4 3-4 474 0.01 0.81 0.83 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 5- 3- 4 4-5 495 0.08 0.24 0.31 1 TC 1 20TC20 50 This truss is designed using the 5-6 -68 0.01 0.39 0.40 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, Be FORE A L BM CSI 10 scaws 20 psf bottom chord live load NOT required 1 0- 2- 4 4.50" 357 343 Truss Location = End Zone 7-8 -343 0.07 0.03 0.09 1 on this truss, per IBC/IRC requirements for 2 5- 2- 8 1.50" 214 343 Exp Category = D 8-9 -313 0.06 0.03 0.08 1 attics with limited storage. Bldg Length : 110.50 ft, Bldg Width = 84.00 ft 9-10 -318 0.06 0.04 0.09 1 Mean roof height = 24.08 ft, mph = 129 10-11 -594 0.12 0.02 0.14 1 Occupancy Category II, Wind Dead Load = 7.20 psf 11-12 -605 0.12 0.11 0.22 1 Designed as Main Wind Force Resisting System 12-13 322 0.05 0.12 0.17 1 and Components and Cladding Tributary Area = 11 sqft Wes FORE cel Io ecaws Horizontal distance from the windward edge 1-7 628 0.10 1 0- 0- 0 upwind and 0- 0- 0 downwind 2-8 99 0.02 1 3-10 354 0.12 1 4-11 86 0.01 1 5-12 637 0.19 1 DEFLECTION LOC. ALLOW. LC 6-13 171 0.03 1 Vert TL: -0.06" (L/999) 3-4 L/180 63 Vert LL: -0.06^ (L/999) 3-4 L/240 63 Horz TL: 0.02" 1-10-0 o m 2-2-10 rn r, 2-6� Cantilever n Vert TL: -0.05" (L/423) OL-1 L/ 90 89 1-10-0 0 ^' 4-5-10 m 7-1-4 Vert LL: -0.05^ (L/462) OL-1 L/120 89 ===== Joint Locations =_ 1 2 4 6 1 0- 0- 0 8 0- 5- 7 3 �_ 5 2 0- 3- 6 9 0- 7- 0 3 0- 5- 0 10 2- 6-15 4.00 4 2- 7-10 11 2- 7-10 5 2- 9- 0 12 5- 1- 2 6 5- 3- 4 13 5- 3- 4 7 0- 0- 0 1-5-11 2-3-1 2-6-5 SHIP T 0-9-6 0-6-0 B2 W:106 l R:214 U:-376 B1 W:408 2.00 R:357 U:-628 1-10-0 0-7-0 9 5.3118.4 7 3 '7 8 10 12 0-5-7 �� 1-17-15 m 2.5.8 v 0-5-7 2-6-15 ml� 5-1-2 Each connection requires 3/8" diameter proprietary bolt supplied by MUCO L SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:518"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NOTRUSS sections and is form individual building component,not atmss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or sinular bracing which is part of the building design and Engg Chk which most be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201 OR BC Live 0.00 psf BC Dead 10.00 psf - Date: 9/24/2015 09:13 TOTAL 42.00 psf Seqn 58.0.4 - 16119 Job Name: Truss ID: J08 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 17.48 TC FORCE w:r. awn C11 ID scows UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied on-1 39 0.00 1.02 1.02 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 182 0.03 1.02 1.02 1 1 -547 lb -114 lb Loaded for 10 PSF non-concurrent BCLL. max 0.C. from to 2-3 -295 0.00 0.94 0.94 1 2 -337 lb -81 ib Galvanization: G60 TC 12.0011 -1-11-10 5- 3- 4 3-4 240 0.04 0.19 0.22 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 5- 3- 4 4-5 -64 0.01 0.37 0.38 1 TC 1 20TC20 50 REACTIONS This truss is designed using the BC 1 20TC20 50 BAG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification BC FORCE nxr. atm CB1 I0 scows WEB 1 20TC20 50 1 0- 2-'4 4.50" 369 326 Bldg Enclosed = Yes, 6-7 -326 0.07 0.06 0.12 1 20 psf bottom chord live load NOT required 2 5- 2- 8 1.50" 213 326 Truss Location = End Zone 7-8 -379 0.03 0.10 0.13 1 on this truss, per IBC/IRC requirements for Exp Category = D 8-9 -379 0.01 0.12 0.19 1 attics with limited storage. Bldg Length = 110.50 £t, Bldg Width = 84.00 ft 9-10 326 0.05 0.12 0.17 1 Mean roof height = 9.18 ft, mph = 129 Occupancy Category II, Wind Dead Load = 7.20 psf wEa FORCE Cs1 In scows Designed as Main Wind Force Resisting System 1-6 5sa 0.09 1 and Components and Cladding 2-7 263 0.04 1 Tributary Area = 11 sgft 3-8 108 0.02 1 Horizontal distance from the windward edge 4-9 434 0.17 1 0- 0- 0 upwind and 0- 0- 0 downwind 5-10 158 0.03 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.06" (L/999) 2-3 L/180 64 Vert LL: -0.06" (L/999) 2-3 L/240 64 Horz TL: 0.01" 1-11-10 N 2-5-0 m 2-6-2 Cantilever 1-11-10 m ^ =-6 -- m 7-2-14 Vert TL: -0.08" (L/289) OL-1 L/ 90 90 Vert LL: -0.07" (L/339) OL-1 L/120 90 1 2 3 5 =- Joint Locations == 1 0- 0- 0 6 0- 0- 0 4 2 0- 2- 4 7 2- 6-10 4.00 3 2- 7- 4 8 2- 7- 4 4 2- 9- 2 9 5- 0-11 5 5- 3- 4 10 5- 3- 4 2-3-1 2-3-1 2-6-14 SHIP I0 6-0 B1 B2 W:408 w:108 R:369 R:213 U:-547 U:-337 1-11-10 53 �p 6 7 9 2-6-1 0 v V 2-5-7 P 2.6.10 0 5-0-11 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL m ry m SCRWS = The required number of single-sided q10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:518"=1, WARNING Read all notes on this sheet and verify all design parameters. Designer: w0:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not atruss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201 OR BC Live 0.00 psf BC Dead 10.00 PSE Date: 9/2412015 @ 09:14 TOTAL 42.00 psf Segn S8.0.4 - 16121 Job Name: Truss ID: J10 Q : 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 8.88 Tc FORCa ML aim CSI In snxws UPLIFT REACTIONS) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Or.-1 37 0.00 0.96 0.96 1 Support CSC Wind Kain Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 201 0.03 0.96 0.97 1 1 -483 lb -101 lb Loaded for 10 PSF non-concurrent BCLL. max o.c' from to 2-3 -86 0.02 0.18 0.19 1 2 -149 lb -39 lb Galvanization: G60 TC 12.00" -1-10- 0 2- 9- 4 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 2- 9- 4 Be FORCE AxL BM CSI In SCRWS TC 1 20Tc20 50 REACTIONS This truss is designed using the 4-5 -223 0.04 0.53 0.57 1 BC 1 20TC20 50 BAG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 223 0.04 0.53 0.55 1 WEB 1 20TC20 50 1 0- 2- 4 4.50" 270 . 223 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 2- 8- 8 1.50" 102 223 Truss Location = End Zone w 13 FORCE CSI In SCRWS on this truss, per IHC/IRC requirements for Exp Category = D 1-4 587 0.10 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 2-5 -318 0.09 1 Mean roof height = 23.67 ft, mph = 129 3-6 271 0,04 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 6 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0-05" (L/654) 4-5 L/360 88 Vert LL: -0.05" (L/678) 4-5 L/480 88 Horz TL: 0.06^ 1-10-0 2-6-7 Cantilever rL �: Vert TL: -0.07" (L/323) OL-1 L/ 90 90 1-10-0 4-4-7 m Vert LL: -0.06" (L/381) OL-1 L/120 90 --_= Joint Locations =__ 1 2 3 1 0- 0- 0 4 0- 0- 0 2 2- 6- 7 5 1- 4-10 4.00 3 2- 9- 4 6 2- 9- 4 15-1 1.5.1 1-8-5 T SHIP 0.6-0 1 B1 B2 W:408 W:108 R:270 R:102 1-10-0 U:483 U:-149 2-9-4 4 5 6 1-0-10 1-4-10 1-4-10 2.9.4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:15/16"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building Component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be Considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf BuildgSpec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:14 TOTAL 42.00 psf Seqn S8.0.4 - 16123 Job Name: Truss ID: J12 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 9.24 sc FORCE rarr. BUD csl ID scRws UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 o.00 0.09 a.o9 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 -87 0.02 0.09 D.to 1 1 -150 lb -38 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 -19 0.00 0.02 0.02 1 2 -164 lb -39 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 2- 9- 4 4-5 -24 0.00 0.00 0.01 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" 0- 0- 0 2- 9- 4 5-6 -16 0.00 0.01 0.02 1 TC 1 20TC20 50 This truss is designed using the 6-7 -15 0.00 0.01 0.02 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, Be FORCE n BM cal ID SCANS 20 psf bottom chord live load NOT required 1 0- 2- 4 4.501' 116 33 Truss Location = End Zone 8-9 -33 0.01 0.48 0.48 1 on this truss, per IBC/IRC requiremn " ets for 2 2- 8- 8 1.50 116 33 Exp Category - D 9-10 87 0.01 0.49 0.49 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 £t 10-11 -20 0.00 0.49 0.50 1 Mean roof height = 23.60 ft, mph = 129 11-12 -20 0.00 0.21 0.21 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-13 33 0.01 0.11 0.11 1 Designed as Main Wind Force Resisting System and Components and Cladding WEB FORCE csI ID scRws Tributary Area = 6 sqft 1-8 -90 0.02 1 Horizontal distance from the windward edge 2-9 237 0.04 1 0- 0- 0 upwind and 0- 0- 0 downwind 3-10 126 0.02 1 6-12 62 0.D1 1 7-13 36 0.01 1 DEFLECTION LOC. ALLOW. LC Vert TL: 0-05" (L/734) 10-11 L/360 44 Vert LL: 0.05" (L/669) 10-11 L/480 44 Horz TL: 0.10" -- Joint Locations 1 0- 0- 0 8 0- 0- 0 2 0- 3- 4 9 0- 7-12 Tm m w m 3 1- 6- 4 10 0-10- 0 03-0 1-3-0 �Im a=vry 0-6.12 4 1- 8- 0 11 2- 0- 6 0-3-4 11-6-4 m�+ o"�^� 229-4 5 2- 0- 8 12 2- 6- 0 1-8-0 0-4.8 0.8-2 6 2- 2- 8 13 2- 9- 4 1 2 3 4 IS 6 7 7 2- 9- 4 004 00 -18 00 1-2-81-1 5 1_1_y 1-2-8 SHIP W 11 12 3X11:116 R:1 0-7-12 m 1 0-5 6 q q rRc 116 U:-150 0.70.7-12 m10 2-0.8 2-6-0 m1N U:-164 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132" 1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Tr ss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is pan of the building design and Eagg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AIS12007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201 OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:15 TOTAL 42.00 psf Segn S8.0.4 - 16125 Job Name: Truss ID: J14 Q : 4 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 8.12 TC FORCE M arm CSI ID SCANS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 01-1 37 0.00 0.96 0.96 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 199 0.03 0.96 0.97 1 1 -486 lb -103 lb Loaded for 10 PSF non-concurrent BCLL. max 0.C. from to 2-3 -74 0.01 0.15 0.17 1 2 -114 lb -31 lb Galvanization! G60 TC 12.00^ -1-10- 0 2- 5- 6 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 2- 5- 6 BC FORCE MtL END CS1 ID scawS TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 -206 0.04 0.46 0.49 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT BORIZ ASCE7-10 Wind Specification 5-6 206 0.03 0.46 0.47 1 WEB 1 20TC20 50 1 0- 2- 4 4.50" 261 206 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 2- 4-10 1.50" 87 206 Truss Location = End Zone WEB FORCE Cs1 ID SCRWS on this truss, per IBC/IRC requirements for Exp Category = D 1-4 590 0.10 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 2-5 -304 0.08 1 Mean roof height = 23.61 ft, mph = 129 3-6 233 0.04 1 Occupancy Category II, Wind Dead Load = 7.20 PEE Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 5 sgft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.04" (L/822) 1-2 L/180 19 Vert LL: -0.04" (L/804) 1-2 L/240 19 Horz TL: 0.04" 1-10-0 2-2.8a D Cantilever Vert TL: -0.07" (L/319) OL-1 L/ 90 90 1-10-0 4-0-8 m 4 Vert LL: -0.06" (L/380) OL-1 L/120 90 _= Joint Locations 1 2 3 1 0- 0- 0 4 0- 0- 0 2 2- 2- 8 5 1- 2-11 4.00 3 2- 5- 6 6 2- 5- 6 1-3-131-3-13 1-7-0 T SHIP 0-6-0 1 B1 B2 W:408 W:108 R:261 R:87 1-10-0 U:-486 U:-114 2-5-6 4 5 6 1-2-11 1-2-11 1-2-11 2-5-6 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided r #10 screws at each and of the truss membor: SP Spacer supplied by NUCONSTEEL Scale:0132"=1' WAR I Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: IV U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: - which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading Condition,truss Configuration and spans specified. TC Dead 12.00 psf BuildgSpec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:15 TOTAL 42.00 psf Segn S8.0.4 - 16127 Job Name: Truss ID: J17 Qty: 7 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 4.65 xc FORCE ML arm CSL LD scows UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 0.00 0.96 0.96 1 Support C&C Wind Main wind Non-wind MULTIPLE LOAD CASES. per the following schedule: 1-2 244 0.04 0.96 0.97 1 1 -855 lb -192 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 66 0.01 0.16 0.17 1 2 -130 lb -47 lb -185 lb Galvanization: G60 TC 12.00" -1-10- 0 0-11- 4 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 0-11- 4 Be FORCE ML END CSI ID sCRws TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 0 0.00 0.58 0.58 1 EC 1 20TC20 "50 ERG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 135 0.02 0.58 0.58 1 WEB 1 20TC20 50 1 0- 1-12 3.50" 368 135 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 0-10- 8 1.50" 490 135 Truss Location = End Zone - wEB FORCE CST 10 screws on this truss, per IBC/IRC requirements for Exp Category = D 1-4 748 0.12 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 £t 2-5 -220 0.04 1 Mean roof height = 23.36 ft, mph = 129 3-6 -207 0.04 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main wind Force Resisting System and Components and Cladding Tributary Area = 2 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.01" (L/999) 1-2 L/180 42 Vert LL: 0.01" (L/999) 1-2 L/240 42 Horz TL: 0.00" Cantilever Vert TL: -0.06" (L/424) OL-1 L/ 90 89 Vert LL: -0.05" (L/515) OL-1 L/120 89 =_= Joint Locations == 1 0- 0- 0 4 0- 0- 0 Y 1-10-0 2 0- 8- 5 5 0- 3- 2 . 0-8.5 �m 1-10-0 2-6-5 ��+ 3 0-11- 4 6 0-11- 4 1 2 3 4 00 t 0.9-12T 1 0-9-12 0-6-0 1 SHIP 1 1.10-0 5 0.0.1-].441916 03 2 0-8-2 6 0-3=2 0-11-4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: w0:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: iV U T R U S S TM shown on this drawing is not erection bracing w nd bracing po tal bracing or aim laz bracing which is part of he building des gn and Engg Chk: - which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's sea] TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:15: TOTAL 42.00 psf Seqn 58.0.4 - 16129 Job Name: Truss ID: J19 Qty: 4 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 5.56 TC FORCE Axl. min Cal ID SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 0.00 0.96 0.96 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 215 0.03 0.96 0.97 1 1 -679 lb -151 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 45 0.01 0.10 0.11 1 2 -65 lb -22 lb -105 lb Galvanization: G60 TC 12.00" -1-10- 0 1- 3- 6 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 1- 3- 6 Be FORCE nxr. END CSI ID SCRWS TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 0 0.00 0.47 0.47 1 BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 148 0.02 0.47 0.48 1 WEB 1 20TC20 50 1 0- 2- 4 4.50" 309 148 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 1- 2-10 1.50" 292 148 Truss Location = End Zone WEB FORCE cs1 ID SCAMS on this truss, per IBC/IAC requirements for Exp Category = D 1-4 653 0.11 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 2-5 -193 0.04 1 Mean roof height = 23.42 £t, mph = 129 3-6 -142 0.03 1 Occupancy Category II, Wind Dead Load = 7,20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 3 sgft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.01" (L/999) 1-2 L/180 20 Vert LL: -0.01" (L/999) 1-2 L/240 20 Horz TL: 0.00" Cantilever Vert TL: -0.06" (L/388) OL-1 L/ 90 90 Vert LL: -0.05" (L/470) OL-1 L/120 90 ---= Joint Locations =--- 1-10-0 1-0-11 1 0- 0- 0 4 0- 0- 0 1-10-0 2-10.11 m m 2 1- 0-11 5 0- 2-14 3 1- 3- 6 6 1- 3- 6 1 2 3 4 00 t 0-11-2T 0-11-2 1-2-6 0-6-0 SHIP t X11 1-10-0 11:309 1292 9 1 -g U:405 4 5 6 0-2-14 1-0-8 , 0-2-14 1-3-6 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #SO screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: Ill U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's sea] TC Live 20.00 psf Design Spec: AISl2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR HC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:16: TOTAL 42.00 psf Seqn S8.0.4 - 16131 Job Name: Truss ID: J21 Qty: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 13.07 TC FORCE nL R" car 1" R'"s UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 0.00 0.96 0.96 1 support C&C Wind Main Wind Non-wind MULTIPLE LOAD CASES. per the.following schedule: 1-2 187 0.03 0.96 0.97 1 1 -525 lb -112 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 176 0.02 0.34 0.35 1 2 -291 lb -72 lb Galvanization: G60 TC 12.00" -1-10- 0 4- 3- 6 3-4 -52 0.00 0.34 0.34 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 4- 3- 6 TC 1 20TC20 50 REACTIONS This truss is designed using the Be FORCE x L 1111D CSI I0 sCRWs BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 -298 0.04 0.50 0.54 1 WEB 1 20TC20 50 1 0- 2- 4 4.50" 320 298 Bldg Enclosed = Yes, 6-7 -298 0.04 0.49 0.53 1 20 psf bottom chord live load NOT required 2 4- 2-10 1.50" 171 298 Truss Location = End Zone 7-8 298 0.05 0.10 0.15 1 on this truss, per IHC/IRC requirements for Exp Category = D attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft WEB FORCE cal ID sCRWs Mean roof height = 23.92 ft, mph = 129 1-5 555 0.09 1 Occupancy Category II, Wind Dead Load = 7.20 psf 2-6 -110 0.03 1 Designed as Main Wind Force Resisting System 3-7 347 0.06 1 and Components and Cladding 4-8 144 0.03 1 Tributary Area = 9 sq£t Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.10" (L/494) 6-7 L/360 63 Vert LL: -0.09^ (L/548) 6-7 L/480 63 Horz TL: 0.09" 1-10-0 2-1-1 a 2-0-7 Cantilever -+ m Vert TL: -0.05^ (L/467) OL-1 L/ 90 45 1-10-0 3-11-1 m y 6-1-6 Vert LL: -0.05^ (L/452) OL-1 L/120 45 -- Joint Locations ==_= 1 2 3 4 1 0- 0- 0 5 0- 0- 0 2 2- 1- 1 6 2- 1- 1 4.00 3 2- 2-15 7 4- 0-13 9 4- 3- 6 8 4- 3- 6 1.11-2 1-11-2 2.2.6 SHIP T 0.6-0 1 B1 B2 W:408 W:108 11:320 R:171 U:-525 U:-291 1-10-0 4-3-6 5 6 7 8 2-1.1 1-11-12 2-1-1 4-0-13 N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:23132"=1' WARNING Read all notes on this sheet and ver fy all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUIRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S S TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of miss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec' AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201 OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:16: TOTAL 42.00 psf Seqn S8.0.4 - 16133 Job Name: Truss ID: J23 Qty: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 4.25 Tc FORCE x acro CS1 ID SCRws UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied or.-1 37 0.00 0.96 0.96 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 274 0.04 0.96 0.98 1 1 -1024 lb -232 lb Loaded for 10 PSF non-concurrent BOLL. max o.c. from to 2-3 73 0.01 0.19 0.20 1 2 -185 lb -67 lb -255 lb Galvanization: G60 TC 12.0011 -1-10- 0 0- 9- 6 Type ID SECTION Fy(ksi) Joints BC 12.0011 O- 0- 0 0- 9- 6 BC FORCE nxr. Bim Csx 13) SCRWS TC 1 20TC20 50 REACTIONS This truss is designed using the 4-5 - 0 0.00 0.68 0.68 1 BC 1 20TC20 50 - BAG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 130 0.02 0.68 0.68 1 WEB 1 20TC20 50 1 0- 2- 4 4.5011 430 130 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 0- 8-10 1.5011 669 130 Truss Location = End Zone WEB FORCE Csx ID SCRNS on this truss, per IBC/IAC requirements for Exp Category = D 1-4 845 0.14 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 2-5 -290 0.06 1 Mean roof height = 23.34 ft, mph = 129 3-6 -232 0.04 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 2 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.0111 (L/999) 1-2 L/ 90 41 Vert LL: 0.0111 (L/999) 1-2 L/120 41 Horz TL: 0.0011 Cantilever Vert TL: -0.0611 (L/441) OL-1 L/ 90 90 Vert LL: -0.0511 (L/537) OL-1 L/120 90 =_== Joint Locations 1 0- 0- 0 4 0- 0- 0 2 0- 6- 4 5 0- 3- 4 11 , 0-6-4 3 0- 9- 6 6 0- 9- 6 0 CJ N 1 2 3 4 00 0-9-21 0-9-2 1 SNIP 1.10-04_ -9.6 614 0.3.3 0-6-3 0-3-3 0-9-6 Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-aided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:0132"=V WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUPRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss Configuration and spans specified. TC Dead 12.00 psf BUildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:16 TOTAL 42.00 psf Seqn 58.0.4 - 16135 Job Name: Truss ID: S01 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 38.66 Tc FORCE "L - CSI In SCRUB UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.17 0.17 1 _SP Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -909 0.18 0.15 0.32 1 SP- 1 -454 lb -141 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 -909 0.18 0.11 0.28 1 2 -412 lb -137 lb Drainage must be provided to avoid ponding. TC 12.0011 0- 0- 0 13- 3-14 4-5 -1399 0.28 0.03 0.31 1 _SP Type ID SECTION Fy(ksi) Joints Galvanization: G60 BC 12.00" O- 0- 0 13- 3- 4 5-6 -1396 0.28 0.33 0.59 1 SP- TC 1 20TC20 50 This truss is designed using the 6-7 -1315 0.26 0.33 0.57 1 BC 1 20TC20 50 REACTIONS ASCE7-10 Wind Specification 7-8 -979 0.20 0.22 0.40 1 _SP WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 8-9 -941 0.19 0.31 0.48 1 BP- 20 psf bottom chord live load NOT required 1 0- 1-12 3.5011 567 -184 Truss Location = End Zone 9-10 -1403 0.28 0.31 0.56 1 on this truss, per IBC/IRC requirements for 2 13- 1- 0 4.5011 548 -184 Exp Category = D 10-11 -1390 0.14 0.21 0.35 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 11-12 -1567 0.18 0.21 0.39 1 Mean roof height = 9.13 ft, mph = 129 12-13 -1653 0.33 0.06 0.38 1 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -1062 0.11 0.76 0.76 1 _SP Designed as Main Wind Force Resisting System 14-15 -171 0.03 0.31 0.34 1 SP- and Components and Cladding Tributary Area = 27 sqft BC FORCE Axr. BM Cal ID SCRWS Horizontal distance from the windward edge 16-17 D 0.00 0.05 0.05 1 -SP 0- 0- 0 upwind and 0- 0- 0 downwind 17-18 909 0.15 0.11 0.26 1 SR- 18-19 909 0.15 0.11 D.26 1 19-20 1411 0.23 0.50 0.50 1 20-21 1200 0.20 0.20 D.39 1 DEFLECTION LOC. ALLOW. LC 21-22 1006 0.17 0.60 0.75 1 Vert TL: -0.2311 (L/684) 24-25 L/360 1 22-23 1298 0.21 0.60 0.80 1 Vert LL: -0.1111 (L/999) 24-25 L/480 1 23-24 1298 0.21 0.37 0.57 1 Horz TL: 0.0511 24-25 1525 0.25 0.25 0.49 1 -8P 25-26 1524 0.25 0.43 0.67 1 SP- '-- Joint Locations 26-27 1564 0.26 0.43 0.67 1 1 0- 0- 0 16 0- 0- 0 27-28 959 0.15 0.15 0.29 1 -8P 2 2- 1- 9 17 0- 2-10 2-1-9 0, , 2-2-10 m m m 2-0-0 ^ j 1-iD-11 2-10-2 3 z- 3- 2 18 2- 3- 2 28-z9 -181 0.0E 0.1s 0.1e 1 se- r7 .� .� �--� `� 29-30 -184 0.04 0.00 0,04 1 2.1-9 e6 1v 4-5-12 m m v 6-10-12 m ^ m 10-2-14 13-1-0 m 4 4- 5-12 19 2- 4-11 5 4- 6- 4 20 5- 6- 3 WEB FORCE CSI In SCRWS _ 4-6-4 2-4-8 I 6-4-8 , 6 4-10-12 21 5- 8- 8 1-16 75 0.01 1 1 2 4 6 7 9 10 1113 14 7 6- 7- 9 22 8- 2- 0 2-17 -1042 0.44 1 aF-se 3 5 8 �12-, 15 8 6-10-12 23 8- 4- 3 3-18 345 0.06 1 I 9 7- 1-14 29 8- 5-19 4-19 -564 0.27 1 4.00 -4.00 10 8- 4- 3 25 9- 1-10 6-20 -458 0.11 1 11 9-10-15 26 10- 1- 0 7-21 420 0.08 1 2 -6 12 10- 1- 0 27 11- 7- 3 9-22 -599 0.22 1 13 10- 2-19 28 11- 7-19 10-23 222 0.04 1 14 13- 1- 0 29 12- 8- 2 11-24 389 0.08 i 1-2-14 15 13- 3- 9 30 13- 3- 4 12-26 262 0.05 1 13-27 -700 0.22 1 2-0-14 T 1 1 14-28 1004 0.17 1 SP-SR 2.7.15 I 2.7-15 15-30 -542 0.10 1 -2-14 2'5.8 SHIP �0-7-z I0-6-0 all W:308 R:567 -2.00 B2 U:-454 W:408 R:548 9-1-10 0.7-0 U:412 17 19 2113-3-4 23 3.&Inn 2a 40 16 18 20 2224 25 26 lI m27vA 29 0-2.10 3-1-8 2-5-8 q cp ^lImD_2.1D 2-3-2 5.6.Eelml tp m Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a tmss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: 1 which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthetruss erector and/or thebuilding designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading Condition,truss Configuration and spans specified. TC Dead 12.00 psf BuildgSpec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/2412015 @ 09:17 TOTAL 42.00 psf Segn 58.0.4 - 16137 Job Name: Truss ID: S02 Qty: 10 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 129.50 66-67 1795 0.24 0.49 0.70 1 SP- UPLIFT REACTION(S) : THIS-DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 67-6a 1720 0.23 0.49 0.69 1 -sP Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 68-69 1737 0.22 0.02 0.24 1 SP-SP 1 -1367 lb -34 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 69-70 0 0.00 0.02 0.02 1 sr- 2 -1201 lb -285 lb + + + + + + + + + + + + + + + + + + + + + + TC 12.00" -1-10- 0 29- 8- 0 Type ID SECTION Fy(ksi) Joints Unrestrained horiz. LL deflection = 0.30 " BC 12.00" 0- 0- 0 29- 8- 0 wEs FORCE cat Io scows TC 1 20TC18 50 + + + + + + + + + + + + + + + + 4• + + + + + Galvanization: G60 1-36 397 0.05 1 BC 1 20TCIS 50 This truss is designed using the 2-37 -1981 0.31 1 se-SP WEB 1 20TCIB 50 REACTIONS ASCE7-10 Wind Specification 3-39 749 0.10 1 20 psf bottom chord live load NOT required BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 4-40 1704 0.26 1 SP-SP on this truss, per IBC/IRC requirements for 1 0- 2- 4 4.50" 1367 -204 Truss Location = End Zone 5-41 -856 0.12 1 attics with limited storage. 2 29- 5-12 4.50" 1244 -204 Exp Category = D 6-42 663 0.09 1 Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 7-43 -582 0.13 1 Mean roof height = 25.74 £t, mph = 129 8-44 180 0.03 1 Occupancy Category II, Wind Dead Load = 7.20 psf 9-45 171 0.03 1 Designed as Main Wind Force Resisting System 10-46 205 0.03 1 and Components and Cladding 11-47 -223 0.09 1 Tributary Area = 59 sqft 12-48 421 0.10 1 Horizontal distance from the windward edge 13-49 -484 0.25 1 0- 0- 0 upwind and 0- 0- 0 downwind 14-50 691 0.23 1 15-51 -507 0.24 1 16-52 697 0.31 1 DEFLECTION LOC. ALLOW. LC 17-19 -3498 0.76 1 2s- 2S Vert TL: -0.66^ (L/532) 52-53 L/360 93 20-54 993 0.43 1 Vert LL: -0.31" (L/999) 52-53 L/480 93 21-55 -533 0.26 1 Hort TL: 0.35- 22-56 748 0.26 1 Cantilever 23-57 -523 0.27 1 Vert TL: -0.09'- (L/264) OL-1 L/ 90 43 24-58 455 0.11 1 Vert LL: -0.11-- (L/216) OL-1 L/120 43 25-59 -341 0.14 1 26-60 311 0.04 1 Joint Locations -_ 27-61 113 0.03 1 1 0- 0- 0 36 0- 0- 0 28-62 140 0.02 1 2 1- 1- 4 37 0- 2-14 29-63 -508 0.12 1 3 1- 2-13 38 0- 7- 0 30-64 Sal 0.08 1 4 1- 4-10 39 1- 2-13 31-65 -768 0.11 1 5 2- 5-11 40 2- 3-13 32-66 1536 0.23 1 SP-SP 6 2- 7-11 41 2- 5-11 33-67 499 0.06 1 7 4- 9- 5 42 3- 6-13 34-69 -2165 0.36 1 1S- 1S a 4-11- 5 43 3- B- 8 35-70 38 0.00 1 9 7- 2-12 44 6- 0- 1 10 7- 5- 0 45 6- 2- 3 11 9- e- 5 46 a- 5- 9 12 9-10-11 47 8- 7-13 13 12- 1-15 48 10-11- 2 14 12- 4- 5 49 11- 1- 8 15 13- 7- 3 50 13- 4-12 16 13- 9- 8 51 13- 7- 3 17 13-10-10 52 14- 4- 0 18 14-10- 0 53 14-10- 0 19 15- 6-12 54 15- 2- 2 20 15- 8- 2 55 15-10- 7 21 15-10- 7 56 16- 0-13 22 17- 1- 4 57 18- 4- 2 23 17- 3-11 58 18- 6- 8 24 19- 7- 0 59 20- 9-14 25 19- 9- 5 60 21- 0- 3 26 22- 0-12 61 23- 3-11 27 22- 3- 0 62 23- 5-13 28 24- 6-10 63 25- 9-12 29 24- 8-11 64 25-11- 8 30 26-10-13 65 27- 0-13 31 27- 0-13 66 27- 2- 9 32 28- 2- 1 67 28- 3-13 33 28- 3-13 68 29- 0-14 34 28- 5- 6 69 29- 5- 3 35 29- 8- 0 70 29- B- 0 _= X-Brae. Locations (Joints)- Each connection requires 3/81' diameter proprietary bolt supplied by NUCONSTEEL BC TC SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL 48 13 59 25 WARNING Read all notes on this sheet and verify all design parameters. WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Chk: N U T R U S STM shown on this drawing is not erection bracing wind bracing,portal bracing or similarbracing which is pan of the building des and Dsgnr: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, temporary and/or permanent,isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI.2001 A NUCONSTEEL Product indicatesonly thatthe trussassembly shownonthis sheetmeetsthe acceptable design criteria forthe loads,loadingcondition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201OR When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.Typically,gusset plates are at pitch break joints." BC Dead 10.00 psf Min.screw spacing=9/16"and min.edge distance-9/16". Date: 9/24/2015 @ 09:18: TOTAL 42.00 psf Seqn S8.0.4 - 16138 Job Name: Truss ID: S03 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 120.50 UPLIFT REACTION(S) . THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied WEB FORCE Cal rD SCRWB Support CSC Wind Main Wind Non-wind MULTIPLE LOAD CASES. per the following schedule: 1-28 158 0.02 1 1 -822 lb -18 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-29 -2140 0.31 1 1s- 1s 2 -705 lb -286 lb Galvanization: G60 TC 12.00" -1- 4- 0 29- 8- 0 3-31 852 0.11 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 29- 8- 0 4-32 -794 0.11 1 TC 1 20TC18 50 REACTIONS This truss is designed using the 5-33 1511 0.19 1 SP-SP BC 1 20TC18 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-34 -622 0.10 1 WEB 1 20TCIS 50 1 0- 2- 4 4.50" 1332 -212 Bldg Enclosed Yes, 7-35 417 0.05 1 20 psf bottom chord live load NOT required 2 29- 5-12 4.50" 1245 -212 Truss Location = Not End Zone 8-37 86 0.01 1 on this truss, per IHC/IRC requirements for Exp Category = D 9-38 768 0.16 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 10-39 -727 0.32 1 Mean roof height = 25.74 ft, mph = 129 11-40 669 0.26 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-41 -773 0.60 1 Designed as Main wind Force Resisting System 13-42 774 0.53 1 and Components and Cladding 15-43 774 0.52 1 Tributary Area - 59 sqft 16-44 -780 0.62 1 Horizontal distance from the windward edge 17-45 678 0.29 1 8- 4-13 upwind and 8- 4-13 downwind 18-46 -725 0.33 1 19-47 830 0.20 1 20-48 94 0.01 1 21-50 391 0.05 1 DEFLECTION LOC. ALLOW. LC 22-51 -586 0.09 1 Vert TL: -0.520 (L/667) 12-13 L/360 93 23-52 1333 0.17 1 SP-SP Vert LL: -0.25" (L/999) 12-13 L/480 93 24-53 -766 0.11 1 Horz TL: 0.25" 25-54 987 0.13 1 Cantilever 26-56 -2139 0.31 1 IS- is Vert TL: -0.021, (L/839) OL-1 L/ 90 67 27-57 188 0.02 1 Vert LL: -0.02^ (L/999) OL-1 L/120 67 -_= Joint Locations 1 0- 0- 0 30 0- 7- 0 '2 0-10- 0 31 1- 8- 7 3 0-11-12 32 1-10- 4 4 1-10- 4 33 3- 5-14 5 1-11-13 34 3- 7- 4 6 3- 7- 4 35 5- 0- 2 7 3- 9- 8 36 5- 8- 0 8 5- 9- 2 37 5- 9- 2 9 7- 2-15 38 5-11- 4 10 7- 5- 0 39 9- 1- 1 11 10-11- 3 40 9- 3- 4 12 11- 1- 8 41 12- 9- 6 13 14- 6-12 42 12-11-12 14 14-10- 0 43 16- 5-14 15 15- 1- 5 44 16- 8- 4 16 18- 4- 3 45 20- 2- 9 17 18- 6- 8 46 20- 4-12 18 22- 1- 0 47 23- 8-13 19 22- 3- 0 48 23-10-15 20 23-10-15 49 24- 0- 0 21 25- 9- 3 50 24- 7-12 22 25-11- 8 51 25-11- 8 23 27- 7- 9 52 26- 0-15 24 27- 9- 1 53 27- 9- 1 25 28- 8-12 54 27-10-13 26 28-10- 5 55 29- 0-14 27 29- 8- 0 56 29- 4-14 28 0- 0- 0 57 29- 8- 0 29 0- 3- 2 X-Brac. Locations (Joints)= BC TC 39 11 45 17 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verb all design parameters. WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NVUTRUSS sections and is for an individual building component,not a truss system.Bracing Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Dsgnr temporary and/or permanent,is the responsibility ofthe tmss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI-2001 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides oj'the connection.Typically,gusset plates are at pitch break joints." BC Dead 10.00 psf Min.screw spacing-9176"and min.edge distance=9116'. Date: 9/24/2015 @ 09:19 TOTAL, 42.00 psf Segn S8.0.4 - 16139 Job Name: Truss ID: SO4 Q : 1 SPACING: 2- 0-0 PLY: 1 WEIGHT: 130.82 UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied wEBFORCE C81 1D sCRws Support C6C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-30 403 0.05 1 1 -913 lb -49 lb Loaded for 10 PSF non-concurrent BCLL. max 0.a. from to 2-31 -1838 0.26 1 SP-SP 2 -703 lb -284 lb Galvanization: G60 TC 12.00" -2- 4- 0 29- B- 0 3-33 843 0.11 1 Type ID SECTION Fy(ksi) Joints BC12.00" 0- 0- 0 29- 8- 0 4-34 -1235 0.17 1 TC 1 20TC18 50 REACTIONS This truss is designed using the 5-35 1898 0.24 1 SP-SP BC 1 20TC18 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-36 -530 0.08 1 WEB 1 20TC18 50 1 0- 2- 4 4.50 1401 -200 Bldg Enclosed = Yes, 7-38 306 0.04 1 20 psf bottom chord live load NOT required 2 29- 5-12 .4.50" 1243 -200 Truss Location = Not End Zone B-39 547 0.06 1 on this truss, per IBC/IRC requirements for Exp Category = D 9-40 -505 0.16 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 10-41 440 0.11 1 Mean roof height = 25.74 ft, mph - 129 11-42 -468 0.28 1 Occupancy Category I1, Wind Dead Load= 7.20 psf 12-43 566 0.28 1 Designed as Main Wind Force Resisting System 13-44 -715 0.65 1 and Components and Cladding 14-45 704 0.53 1 Tributary Area = 59 sqft 16-46 716 0.54 1 Horizontal distance from the windward edge 17-47 -733 0.68 1 8- 4-13 upwind and 8- 4-13 downwind 18-48 592 0.31 1 19-49 -495 0.30 1 20-50 932 0.16 1 21-51 -541 0.20 1 DEFT CTION LOC. ALLOW. LC 22-52 530 0.11 1 Vert TL: -0-4111 (L/850) 13-14 L/360 93 23-53 361 0.05 1 Vert LL: -0.2011 (L/999) 13-14 L/480 93 24-55 -541 0.08 1 Harz TL: 0.191.1 25-56 1465 0.19 1 SP-SP Cantilever 26-57 -1205 0.17 1 Vert TL: -0.131' (L/238) OL-1 L/ 90 94 27-58 1071 0.14 1 Vert LL: -0.13".(L/230) OL-1 `L/120 94 28-60 -1958 0.27 1 8P-SP 29-61 176 0.02 1 == Joint Locations 1 0- 0- 0 32 0- 7- 0 2 0- 8-14 33 1- 3- 7 3 0-10- 8 34 1- 5-13 4 1- 5-13 35 2- 8- 4 5 1- 7- 9 36 2- 9-13 6 2- 9-13 37 3- 8- 0 7 2-11-13 38 4- 1- 4 8. 5-11- 8 39 4- 2-15 9 6- 1- 9 40 7- 2-12 10 8- 8- 7 41 7- 5- 0 11 8-10-13 42 10- 2- 4 12 11- 8- 0 43 10- 4-10 13 11-10- 6 44 13- 1-13 14 14- 6-12 45 13- 4- 3 15 14-10- 0 46 16- 1- 7 16 15- 1- 5 47 16- 3-13 17 17- 7- 3 48 19- 1- 0 18 17- 9-10 49 19- 3- 6 19 20- 6-13 50 22- 0-12 20 20- 9- 3 51 22- 2-15 21 23- 9- 7 52 25- 6- 3 22 23-11- 7 53 25- 8- 0 23 26- 8- 7 54 26- 0- 0 24 26-10- 6 55 26-10- 6 25 27-11- 5 56 27- 0- 3 26 28- 1- 2 57 28- 1- 2 27 28- 9-15 58 28- 3- 7 28 28-11-12 59 29- 0-14 29 29- 8- 0 60 29- 4-15 30 0- 0- 0 61 29- 8- 0 31 0- 3- 1 = X-Brae. Locations (Joints)= BC TC 42 12 49 18 Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verify all design parameters. WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Chk: TM shown on this drawing is not erection bracing,wind bracing,portalbracing or similar bracing which is part of building design and U T R U S S Mich must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Dsgnr: i. temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20 00 psf Deslgn Spec: AISI-2001 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.Typically,gusset plates are at pitch breakjoints." BC Dead 10.00 psf Min.screw spacing=9116"and min.edge distance=9/16". - Date: 9/2412015 @ 09:20 TOTAL 42.00 psf Segn S8.0,4 - 16140 Job Name: Truss ID: S05 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 105.07 UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied WER FORCE CS1 10 SCR=s Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-30 149 0.02 1 1 -993 lb Loaded for 10 PSF non-concurrent BOLL. max O.C. from to 2-31 -2105 0.44 1 2S-2S 2 -996 lb -269 lb Galvanization: G60 TC 12.00" -1- 0- 6 30- 9- 0 3-33 421 0.07 1 Type ID SECTION .Fy(ksi) Joints BC 12.00" 0- 0- 0 29- B- 0 4-35 1226 0.20 1 SP-SP TC 1 20TC20 50 REACTIONS This truss is designed using the 5-36 -521 0.13 1 BC 1 20TC20 50 BAG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-37 43 0.01 1 WEB 1 20TC20 50 1 0- 2- 4 4.50" 1311 -209 Bldg Enclosed = Yes, 7-38 75 0.02 1 20 psf bottom chord live load NOT required 2 29- 5-12 4.50" 1315 -209 Truss Location = End Zone B-39 99 0.02 1 on this truss, per IHC/IRC requirements for Exp Category = D 9-40 -234 0.13 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 10-41 294 0.16 1 Mean roof height = 10.84 ft, mph = 129 11-42 -403 0.38 1 Occupancy Category II, Wind Dead Load = 7.20 psf 12-43 485 0.42 1 Designed as Main Wind Force Resisting System 13-44 -648 0.93 1 and Components and Cladding 14-45 643 0.99 1 Tributary Area = 59 sqft 16-46 632 0.98 1 Horizontal distance from the windward edge 17-47 -620 0.91 1 0- 0- 0 upwind and 0- 0- 0 downwind 18-48 494 0.43 1 19-49 -424 0.41 1 20-50 310 0.18 1 21-51 -245 0.14 1 DEFLECTION LOC. ALLOW, LC 22-52 98 0.03 1 Vert TL: -0.39" (L/896) 13-14 L/360 98 23-53 e7 0.01 1 Vert LL: -0.19" (L/999) 13-14 L/480 98 24-54 54 0.01 1 Horz TL: 0.15" 25-55 -631 0.17 1 Cantilever 26-56 1173 0.19 1 SP-SP Vert TL: -0.0411 (L/392) OL-1 L/ 90 44 27-58 440 0.08 1 Vert LL: -0.05" (L/304) OL-1 L/120 44 28-60 -2096 0.45 1 1s- 1S 29-61 159 0.03 1 =_= Joint Locations - 1 0- 0- 0 32 0- 7- 0 2 0-11- 3 33 1- 1- 2 3 1- 1- 2 34 1- 8- 0 4 1- 3- 9 35 1-10- 0 5 2- 9-10 36 1-11-15 6 2-11-10 37 2-11-10 7 3- 1-13 38 4- 3- 7 8 5- 8-15 39 4- 5- 6 9 5-11- 3 40 7- 2-11 10 8- 8- 7 41 7- 5- 0 11 8-10-13 42 10- 2- 3 12 11- 8- 0 43 10- 4-10 13 11-10- 6 44 13- 1-13 14 14- 6-12 45 13- 4- 3 15 14-10- 0 46 16- 1- 7 16 14-11-13 47 16- 3-13 17 17- 7- 3 48 19- 1- 0 18 17- 9-10 49 19- 3- 6 19 20- 6-13 50 22- 0-11 20 20- 9- 3 51 22- 3- 0 21 23- 6- B 52 25- 0-10 22 23- B-13 53 25- 2-10 23 26- 4- 7 54 26- 6-11 24 26- 6-11 55 27- 9- 0 25 26- B-11 56 27-11- 1 26 28- 4- 9 57 28- 0- 0 27 28- 6-14 58 28- 6-14 28 28- 8- 9 59 29- 0-14 29 29- 8- 0 60 29- 5- 2 30 0- 0- 0 61 29- 8- 0 31 0- 2-15 _= X-Brae. Locations (Joints)== BC TC 42 12 49 18 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL WARNING Read all notes on this sheet and verb all design parameters. WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUMUSS sections and is far an individual building component,not a truss system.Bracing Chk: f U T R U S S TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Dsgnr: temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI-2001 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201OR When the specified screw count cannot he achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.Typically,gusset plates are at pitch breakjoints." BC Dead 10.00 psf Min.screw spacing=9/16"and min.edge distance=9116". Date: 9124/2015 @ 09:21: TOTAL 42.00 psf Seqn 56,0.4 - 16141 Job Name: Truss ID: S07 Qty: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 37.53 TC FORCE A arm CSI 1D SCRWS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied oL-1 37 0.00 0.76 0.76 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following scheduler 1-2 235 0.03 0.76 0.77 1 1 -717 lb -198 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 -853 0.04 0.65 0.67 1 2 -711 lb -217 lb End verticals are designed for axial loads TC 12.00" -1-10- 0 11- 5- 8 3-4 820 0.14 0.46 0.58 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00-' 0- 0- 0 11- 5- 8 4-5 -48s 0.07 0.46 0.51 1 TC 1 20Tc2O 50 Extensions above or below the truss profile Galvanization: G60 5-6 352 0.06 0.63 0.67 1 BC 1 20TC20 50 (if any) have been designed for loads 6-7 -77 0.01 0.75 0.76 1 WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ Be FORCE AxL END CSI In SCRWS ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 0- 2- 4 4.50" 596 537 8-9 -537 0.00 0.29 0.29 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 11- 3-12 3.50" 488 537 9-30 -1134 0.23 0.05 0.27 1 Truss Location = End Zone hinge effect that requires additional design 10-11 -1134 0.23 0.10 0.32 1 Exp Category = D consideration (by others). 11-12 -618 0.05 0.18 0.23 1 Bldg Length = 110.50 £t, Bldg width = 84.00 ft 20 psf bottom chord live load NOT required 12-13 -618 0.09 0.31 0.39 1 Mean roof height = 25.12 ft, mph = 129 on this truss, per IBC/IRC requirements for 13-14 0 0.00 0.13 0.13 1 Occupancy Category II, Wind Dead Load = 7.20 paktics with limited storage. Designed as Main Wind Force Resisting System WEB FORCE CS1 I0 SCRWS and Components and Cladding 1-8 724 0.12 1 Tributary Area = 23 sgft 2-9 789 0.65 1 Horizontal distance from the windward edge 3-10 116 0.02 1 0- 0- 0 upwind and 0- 0- 0 downwind 4-11 571 0.49 1 DEFLECTION LOC. ALLOW. LC 5-12 287 0.14 1 Vert TL: -0.08 (L/999) 2-3 L/360 93 6-13 816 0.86 1 Vert LL: -0.OS" (L/999) 2-3 L/480 93 7-14 176 0.12 1 Horz TL: 0.02" 1-10-0 � � 3-7-11 � 4' 3-8-1 ^' � 3.7.12 Cantilever m n Vert TL: -0.07" (L/295) OL-1 L/ 90 94 1-10-0 m ^' 5-7-13 m 1' 9-5-11 m a' 13.3-8 Vert LL: -0.09" (L/237) OL-1 L/120 94 1 3 $ 7 ----= Joint Locations 1 0- 0- 0 8 0- 0- 0 2 4 6 2 0- 2- 2 9 3- 9-11 4 00 3 3- 9-13 10 3- 9-13 4 3-11- 9 11 7- 6- 3 5 7- 7-11 12 7- 7-11 6 7- 9-12 13 11- 2- 9 7 11- 5- 8 14 11- 5- 8 4-3-13 4- 12 4-3-13 4.7-1 SHIP I0.6-0 K�. B1 B2 W:408 W:308 R:596 R:488 1U111107 U:-711 10 11.5-8 8 9 11 13 3-9-11 3;3-6 dI 3-6-15 m 3-9-11 m o 7-6-3 ;1� 11.2-9 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL m r7 m m SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:11132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of muss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicatesonly thatthe tussassembly shownonthis sheetmeetsthe acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201 OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9124/2015 @ 09:21: TOTAL 42.00 psf Segn 58.0.4 - 16143 Job Name: Truss ID: S09 Qty: 9 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 12.29 TC FORCE nzr. BBO CSI ID SCRWS UPLIFT REACTION . S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 0.00 0.96 0.96 1 support C&C Wind blain Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 166 0.03 0.96 0.97 1 1 -494 lb - -105 lb Loaded for 10 PSF non-concurrent BCLL. max o.0. from to 2-3 170 0.02 0.32 0.34 1 2 -279 lb -70 lb End verticals are designed for axial loads TC 12.00" -1-10- 0 3-11-10 3-4 -41 0.00 0.32 0.33 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 3-11-10 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 sC FORCE - BBn CSI In sCMS BC 1 20TC20 50 (if any) have been designed for loads 5-6 -283 0.04 0.50 0.54 1 WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS 6-7 -283 0.04 0.49 0.52 1 This truss is designed using the the end of the extensions have not been ERG X-LOC SIZE REACT HORIZ 7-8 0 0.00 0.07 0.07 1 ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 0- 2- 4 4.50" 300 283 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 3- 9-14 3.50" 166 283 WEB FORCE C21 1D SCRWS Truss Location = End Zone hinge effect that requires additional design 1-5 553 0.09 1 Exp Category = D consideration (by others). 2-6 -132 0.03 1 Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 20 psf bottom chord live load NOT required 3-7 337 0.06 1 Mean roof height = 23.87 ft, mph - 129 on this truss, per IBC/IRC requirements for 4-a 110 0.03 1 Occupancy Category II, Wind Dead Load = 7.20 pm&tics with limited storage. Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 8 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.09" (L/515) 1-2 L/180 63 Vert LL: -0.08^ (L/550) 1-2 L/240 63 Horz TL: 0.08" Cantilever 1-10-0 1-11-13 1-9-14 Vert TL: -0.05" (L/409) OL-1 L/ 90 89 1-10-0 3-9-13 m ^' 5-9-10 Vert LL: -0.05" (L/441) OL-1 L/120 89 __= Joint Locations 1 2 3 4 1 0- 0- 0 5 0- 0- 0 2 1-11-13 61-11-13 3 2- 1-12 7 3- 9- 0 4.00 4 3-11-10 8 3-11-10 1-9-14 -7.12 1-9-14 2-1-2 SHIP T 0-6-0 1 B1 B2 W:408 W:308 R:300 RAN 1-10-0 tt.AOA U:-279 3-11-10 5 6 7 8 1-11-13 1.9-3 m m 1-11-13 3-9-0 m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale'3/4"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AIS12007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf BuildgSpec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:22 TOTAL 42.00 psf Segn S8.0.4 - 16145 Job Name: Truss ID: S11 Q 1 SPACING: 2- 04 PLY: 1 WEIGHT: 16.04 TC FORE ax aero car ID scans UPLIFT REACTION . S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 O.OD 0.18 0.18 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -3 0.00 0.30 0.30 1 1 -241 lb -58 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 166 0.03 0.30 0.32 1 2 -275 lb -66 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 3-11-10 4-5 166 0.03 0.16 0.18 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 3-11-10 5-6 0 0.00 0.15 0.15 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 BC 1 20TC20 50 Extensions above or below the truss profile BC FO= "L BMCs1 ID sCREs WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 7-8 0 0.00 0.01 0.01 1 This truss is designed using the indicated only. Horizontal loads applied at BRG X-LOC SIZE REACT HORIZ 8-9 3 0.00 0.01 0.01 1 ASCE7-10 Wind Specification the end of the extensions have not been 1 0- 2- 4 4.50" 156 0 9-10 10 0.00 0.16 0.16 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 2 3- 9-14 3.50" 177 0 10-11 -133 0.01 0.16 0.17 1 Truss Location = End Zone otherwise unsupported wall may create a 11-12 -170 0.01 0.13 0.14 1 Exp Category = D hinge effect that requires additional design 12-13 -166 0.03 0.07 0.10 1 Bldg Length = 110.50 ft, Bldg Width = 84.00 ftconsideration (by others). 13-14 0 0.00 0.07 0.07 1 Mean roof height = 24.00 ft, mph = 129 20 psf bottom chord live load NOT required Occupancy Category II, Wind Dead Load = 7.20 pm& this truss, per IBC/IRC requirements for w B FORCE cal ID sCRWs Designed as Main Wind Force Resisting System attics with limited storage. 1-7 236 0.05 1 and Components and Cladding 2-8 33 0.01 1 Tributary Area = 8 sgft 3-10 -264 0.10 1 Horizontal distance from the windward edge 4-11 225 0.04 1 0- 0- 0 upwind and 0- 0- 0 downwind 5-13 224 0.06 1 DEFLECTION LOC. ALLOW. LC 6-14 97 0.02 1 Vert TL: -0.03" (L/999) 12-13 L/360 91 Vert LL: -0.01 (L/999) 12-13 L/480 91 Horz TL: 0.01" 0-33D' m 1-6-5 1-9-14 Job Name: Truss ID: S13 Qty: 3 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 20.51 xc FORCE " BRD CSI ID scows UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied on-1 37 0.00 0.93 0.93 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 194 0.03 0.93 0.94 1 1 -577 lb -129 lb Loaded for 10 PSF non-concurrent BOLL. max O.C. from to 2-3 -309 0.02 0.84 0.84 1 2 -558 lb -130 lb End verticals are designed for axial loads TC 12.00" -1-10- 0 6- 8- 0 3-4 304 0.05 0.36 0.40 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 6- 0- 8 4-5 -177 0.01 0.63 0.63 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 5-6 -181 0.04 D.21 0.24 1 BC 1 20TC20 50 (if any) have been designed for loads 6-OR -13 0.00 0.12 0.12 1 WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ EC FORCE Axr. 3t4D Cs1 ID SCRUB ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 0- 2- 4 4.50" 386 415 7-B -415 0.08 0.06 0.13 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 5-10- 4 4.50" 291 415 8-9 -520 0.10 0.06 0.15 1 Truss Location = End Zone hinge effect that requires additional design 9-10 -529 0.11 0.17 0.26 1 Exp Category = D consideration (by others). 10-11 285 0.05 0.16 0.20 1 Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 20 psf bottom chord live load NOT required 11-12 415 0.04 0.05 0.12 1 Mean roof height = 24,21 ft, mph = 129 on this truss, per IBC/IRC requirements for Occupancy Category II, Wind Dead Load = 7.20 ps&tics with limited storage. WEB FORCE cs1 10 SCRws Designed as Main Wind Force Resisting System 1-7 s96 0.10 1 and Components and Cladding 2-0 290 0.05 1 Tributary Area = 12 sqft 3-9 -76 0.03 1 Horizontal distance from the windward edge 4-10 501 0.08 1 0- 0- 0 upwind and 0- 0- 0 downwind 5-11 -365 0.21 1 DEFLECTION LOC. ALLOW. LC 6-12 s64 0.14 1 Vert TL: -0.06" (L/999) 2-3 L/180 64 Vert LL: -0.05" (L/999) 2-3 L/240 64 Horz TL: 0.01^ 1-10-0 N m 2.7-14 m 2-9-2 0-114 Cantilever 1.10•D m 4$-7 m v 7.7 6 8.6-10 Vert TL: -0.06" (L/379) OL-1 L/ 90 90 Vert LL: -0.05" (L/430) OL-1 L/120 90 1 2 3 5 6 Joint Locations -- Job Name: Truss ID: S15 My: 6 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 3.83 ' FORCE Mx Elm CSI ID SCRWS UPLIFT REACTION . S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 26 0.00 0.50 0.50 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 160 0.03 0.50 0.52 1 1 -626 lb -139 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 2-3 23 0.00 0.07 0.07 1 2 -98 lb -38 lb -142 lb Galvanization: G60 TC 12.00" -1- 4- 0 0- 9- 6 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 0- 9- 6 BC FORCE nxL BND CSI ID SCRWS TC 1 20TC20 5o REACTIONS This truss is designed using the 4-5 0 0.00 0.44 0.44 1 HC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 5-6 100 0.02 0.44 0.45 1 WEB 1 20TC20 50 1 0- 2- 4 4.50^ 284 100 Bldg Enclosed = Yes, 20 psf bottom chord live load NOT required 2 0- 7-10 3.50" 356 100 Truss Location = End Zone WEB FORCE cs1 ID SCRWS on this truss, per IBC/IRC requirements for Exp Category = D 1-4 552 0.09 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 2-5 -233 0.04 1 Mean roof height = 23.34 £t, mph = 129 3-6 -72 0.01 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 2 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.01" (L/999) 1-2 L/ 90 42 Vert LL: 0.01" (L/999) 1-2 L/120 42 Horz TL: 0.00" cantilever Vert TL: -0.02" (L/997) OL-1 L/ 90 90 Vert LL: -0.02" (L/999) OL-1 L/120 90 Job Name: Truss ID: S17 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 15.99 Tc FORCE - Run Csx xn scRws UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 0L-1 37 0.00 0.96 0.96 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 176 o.o3 o.96 0.96 1 1 -534 lb -114 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from �to 2-3 -231 0.00 0.89 0.99 1 2 -350 lb -86 lb End verticals are designed for axial loads TC 12.00" -1-10- 0 4- 9- 6 3-4 190 0.03 0.16 0.19 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 4- 9- 6 4-5 -61 0.01 0.29 0.30 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 BC 1 20TC20 50 (if any) have been designed for loads Be FORCE AXL Run Cs1 In scRws WEB1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS 6-7 -323 0.06 0.04 0.10 1 ThiS truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ 7-8 -318 0.05 0.05 0.09 1 ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 0- 2- 4 4.50" 330 323 8-9 -318 0.06 0.11 0.16 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 4- 7-10 3.50" 202 323 9-10 0 o.00 o.lo o.lo 1 Truss Location = End Zone hinge effect that requires additional design Exp Category = D consideration (by others)_ was FORCE cal In scows Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 20 psf bottom chord live load NOT required 1-6 53a 0.09 1 Mean roof height = 24.00 ft, mph = 129 on this truss, per IBC/IRC requirements for 2-7 255 0.04 1 Occupancy Category II, Wind Dead Load = 7.20 pa&tics with limited storage. 3-8 81 o.ol 1 Designed as Main Wind Force Resisting System 4-9 371 0.11 1 and Components and Cladding 5-10 153 0.03 1 Tributary Area = 10 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.04" (L/999) 2-3 L/180 64 Vert LL: -0.05" (L/999) 2-3 L/240 64 Horz TL: 0.01" a Cantilever 1-10-0 1-10-0 2-2-6 2-2.13 Vert TL: -0.07" (L/330) OL-1 L/ 90 90 1-10.0 m 4-2-11 m y 6-7 6 Vert LL: -0.06" (L/386) OL-1 L/120 90 Joint Locations = Job Name: Truss ID: S18 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 20.01 TC FORCE Axr, slur CSI ID sCRws UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Or.-1 37 0.00 0.93 0.93 1 Support C&C Wind Main Wind Non-wind MULTIPLE LOAD CASES. per the following schedule: 1-2 193 0.03 0.93 0.93 1 1 -587 lb -131 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 -345 0.01 0.85 0.85 1 2 -453 lb -115 lb End verticals are designed for axial loads TC 12.00" -1-10- 0 6- 2- 8 3-4 330 0.05 0.37 0.42 1 Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0 0 6- 2- 8 4-5 -75 0.01 0.50 0.51 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 BC 1 20TC20 50 (if any) have been designed for loads RC FORCE Axl srtD os1 To sCRws WEB1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS 6-7 -382 0.08 0.08 0.15 1 This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ 7-e -502 0.08 0.10 0.17 1 ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 0- 2- 4 4.50" 385 382 e-9 -502 0.10 0.13 0.23 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 6- 0- 4 4.50" 263 382 9-10 0 0.00 0.12 0.12 1 Truss Location = End Zone hinge effect that requires additional design Exp Category = D consideration (by others). PrER FORCE Cs1 ID SCANS Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 20 psf bottom chord live load NOT required 1-6 591 0.10 1 Mean roof height = 24.24 £t, mph = 129 on this truss, per IHC/IRC requirements for 2-7 308 0.08 1 Occupancy Category II, Wind Dead Load = 7.20 psuttics with limited storage. 3-8 112 0.02 1 Designed as Main Wind Force Resisting System 4-9 567 0.27 1 and Components and Cladding 5-10 184 0.04 1 Tributary Area = 12 sgft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.06" (L/999) 2-3 L/180 64 Vert LL: -0.06" (L/999) 2-3 L/240 64 Horz TL: 0.01" 11-10�N -11-7 m 2-11-1 2 Cantilever 1-10-0 m `�' 4-11-4 m "' 8-0$ Vert TL: -0.06" (L/369) OL-1 L/ 90 90 Vert LL: -0.05" (L/418) OL-1 L/120 90 1 5 --= Joint Locations 3 lY 0- 0- 0 6 0- 0- 0 2 4 2 0- 2- 3 7 3- 0- 1 4.00 3 3- 1- 4 8 3- 1- 4 4 3- 3- 1 9 6- 0- 0 5 6- 2- 8 10 6- 2- 8 2-0-13 2412 2-6-13 2-10.1 SHIP I0-6-0 B1 B2 W:408 W:408 11:385 R:263 1-10-OU:-587__H U:453 6-2-1 �p 6 7 9 3-0.1 2-10-12 ,j,p 3-0-1 6.0.0 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL m SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:9116"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NVU7RUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20 00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:24: TOTAL 42.00 psf Seqn 58.0.4 - 16155 Job Name: Truss ID: T02 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 7.81 Tc FORCE ML Bxn CEI In ECxws UPLIFT REACTIONS) . THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -104 0.02 0.23 0.25 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 80 0.01 0.82 0.82 1 1 -218 lb -50 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2 -123 lb -24 lb End verticals are designed for axial loads TC 12.00" D- 0- 0 2- 9-14 Be FOxcE nxr, mm CSI ID scxws Type ID SECTION Fy(ksi) Joints only unless noted otherwise. BC 12.00" 0- 0- 0 2- 9- 4 4-5 127 0.02 0.43 0.44 1 TC 1 20TC20 50 Extensions above or below the truss profile Galvanization: G60 5-6 -127 0.03 0.43 0.45 1 BC 1 20TC20 50 (if any) have been designed for loads WEB 1 20TC20 50 indicated only. Horizontal loads applied at REACTIONS w5 FORCE CSI In scxws This truss is designed using the the end of the extensions have not been BRG X-LOC SIZE REACT HORIZ 1-4 325 0.05 1 ASCE7-10 Wind Specification considered unless shown. A drop-leg to an 1 0- 1-12 3.50" 116 -127 2-5 -221 0.07 1 Bldg Enclosed = Yes, otherwise unsupported wall may create a 2 2- 7- 0 4.501' 116 -127 3-6 212 0.04 1 Truss Location = End Zone hinge effect that requires additional design Exp Category = D consideration (by others). Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 20 psf bottom chord live load NOT required Mean roof height = 8.88 ft, mph = 129 on this truss, per IBC/IRC requirements for Occupancy Category II, Wind Dead Load = 7.20 psdttics with limited storage. Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 6 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.06" (L/569) 2-3 L/180 41 Vert LL: 0.06" (L/540) 2-3 L/240 41 Horz TL: 0.08" 0-3-0 2-6-14 �_ = Joint Locations =- 0.3-0 2-9.14 1 0- 0- 0 4 0- 0- 0 2 8-10 2 0- 3- 0 5 1- 3- 0 3 2- 9- 4 6 2- 9- 4 1 2 3 116.00 -4.00 1-7-131.6-13 1-7-13 T SHIP 0.61 0-8-15 131 W:308 2-9 4 W:408 R:116 4 5 6RA16 U:-218 1-2.15 1.6-5 U:-123 1-2-15 2.9-4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:31132"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 pef Bulldg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 Psf Date: 9/24/2015 @ 09:24 TOTAL 42.00 psf Seqn 58.0.4 - 16157 Job Name: Truss ID: T03 Qty: 7 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 105.68 63-64 -227 0.05 0.02 0.07 1 se- UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: WEB FORCE car XD SCRws 1 -368 lb -162 lb -269 lb Loaded for 10 PSF non-concurrent BCLL. max o-c. from to 42-65 -815 0.59 1 sr- 2 -863 lb -221 lb Mark all interior bearing locations. TC 12.00" -2- 4- 0 32- 2- 4 65-10 250 0.24 1 3 -664 lb -351 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 29-10- 4 55-67 503 0.81 1 Type ID SECTION Fy(ksi) Joints Shim bearings (if needed) for req. support. Galvanization: G60 67-23 -90 0.08 1 TC 1 20TC20 50 This truss is designed using the 1-32 398 0.07 1 BC 1 2DTC20 50 REACTIONS ASCE7-10 Wind Specification 2-33 -650 0.14 1 WEB 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ Bldg Enclosed = Yes, 3-34 490 0.08 1 20 psf bottom chord live load NOT required 1 0- 2- 4 4.50" 270 -227 Truss Location = Not End Zone 4-35 -263 0.07 1 on this truss, per IBC/IAC requirements for 2 9- 0- 0 4.50 2003 0 Exp Category = D 5-36 295 0.05 1 attics with limited storage. 3 29- 8- 0 4.50" 814 -227 Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 6-37 -426 0.19 1 Mean roof height = 25.76 ft, mph = 129 7-38 437 0.16 1 Occupancy Category I1, Wind Dead Load = 7.20 psf 8-39 753 0.17 1 Designed as Main Wind Force Resisting System 9-65 -1252 0.63 1 SP-SP and Components and Cladding 40-68 -1597 0.35 1 1s- is Tributary Area = 60 sqft 11-43 -909 0.62 1 SP-SR Horizontal distance from the windward edge 12-44 95 0.02 1 8- 4-13 upwind and 8- 4-13 downwind 13-45 490 0.08 1 14-46 -921 0.48 1 SP-SP 15-47 711 0.12 1 DEFLECTION LOC. ALLOW. LC 16-48 -1469 0.39 1 SP-SP Vert TL: -0.33" (L/766) 21-22 L/360 101 17-50 607 0.10 1 Vert LL: -0.16" (L/999) 21-22 L/480 101 19-51 937 0.25 1 SP-SP Horz TL: 0.15" 20-52 -689 0.18 1 Cantilever 21-53 403 0.08 1 Vert TL: -0.17" (L/165) OL-1 L/ 90 90 22-54 -162 0.04 1 Vert LL: -0.13" (L/214) OL-1 L/120 90 24-67 1324 0.22 1 SP-SP 57-66 1737 0.57 1 IS- 1S Joint Locations x- 25-58 -1063 0.81 1 SP-SP 1 0- 0- 0 35 3- 6-10 26-59 -287 0.17 1 2 0- 2-12 36 3- 8-13 27-60 221 0.04 1 3 2- 3-15 37 6- 0- 4 28-61 -95 0.03 1 4 2- 5-14 38 6- 2-10 29-62 -375 0.13 1 5 4- 9- 6 39 7-10-11 30-63 952 0.16 1 SP-SP 6 4-11-11 40 8- 0- 8 31-64 -804 0.15 1 7 7- 3- 3 41 8-11- 0 8 7- 5- 9 42 8-11- 0 9 7- 7-13 43 9- 1- 2 10 8-11- 0 44 9-11- 7 11 9- 9- 4 45 11- 0- 0 12 9-11- 7 46 11- 2- 6 13 10- 1-12 47 13- 6- 5 14 12- 3- 5 48 13- 8- 3 15 12- 5- 4 49 14- 8- 0 16 14- 5-15 50 14- 9- 9 17 14- 8- 1 51 16- 3-12 18 14-11- 2 52 16- 5- 1 19 15- 0-10 53 19- 3- 3 20 17- 9-10 54 19- 4-14 21 17-10-15 55 20- 8- 2 22 20- 6- 3 56 20- 8- 2 23 20- e- 2 57 22- 2- 8 24 21- 9- 5 58 22- 4-11 25 21-11- 3 59 22- 6-14 26 23-10-10 60 25- 2- 6 27 24- 0-15 61 25- 4- 8 28 26- 8-10 62 28- 3- 5 29 26-10- 7 63 28- 4- 5 30 29- 7-12 64 29-10- 4 31 29-10- 4 65 8-11- 0 32 0- 0- 0 66 20- 8- 2 33 1- 1-10 67 20- 8- 2 34 1- 2-15 68 8-11- 0 _= X-Brae. Locations (Joints)== BC TC Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL 43 11 SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL 53 21 WARNING Read all notes on this sheet and verb all design parameters. WO:BEACH HOUSE 2nd Thus design on this sheet is only valid with NUIRUSS sections and is for an individual building component,not a truss system.Bracing Chk: U T R U S STM shown on this drawing inot erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. My additional bracing, Dsgnr: temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI-2001 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR When the specified screw count cannot be achieved at the chord to web connections,a 16 gauge gusset plate must be BC Live 0.00 psf added on both sides of the connection.Typically,gusset plates are at pitch break joints." BC Dead 10.00 psf Min.screw spacing=9116"and min.edge distance=9/16". Date: 9/24/2015 @ 09:25 TOTAL 42.00 psf I Seqn S8.0.4 - 16158 Job Name: Truss ID: T07 Qty: 4 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 96.54 TC FORCE nxL aero CSI In SCRWS UPLIFT REACTIONS) . THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 -59 0.01 0.11 0.12 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -206 0.00 0.33 0.33 1 1 -77 lb -7 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 252 0.02 0.31 0.32 1 2 -894 lb -97 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 29- 7-14 4-5 363 0.04 0.30 0.33 1 3 -440 lb -268 lb Install interior support(s) before erection. BC 12.00,, 0- 0- 0 29- 7-14 5-6 593 0.10 0.26 0.35 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 6-7 648 0.10 0.26 0.35 1 TC 1 20TC20 50 This truss is designed using the REACTIONS 7-8 700 0.12 0.46 0.51 1 -sp BC 1 20TC20 50 ASCE7-10 Wind Specification BRG X-LOC SIZE REACT HORIZ 8-9 -313 0.05 0.41 0.46 1 SP- WEB 1 20TC20 50 Bldg Enclosed = Yes, 1 0- 2- 4 4.50" 198 -227 9-10 -354 0.04 0.46 0.46 1 20 psf bottom chord live load NOT required Truss Location = Not End Zone 2 8- 9-12 4.50" 1599 0 10-11 -608 0.11 0.30 0.40 1 on this truss, per IBC/IRC requirements for Exp Category = D 3 29- 6- 2 3.50" 790 -227 11-12 -303 0.06 0.30 0.35 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 12-13 -751 0.15 0.39 0.53 1 Mean roof height = 25.76 ft, mph = 129 13-14 -789 0.16 0.39 0.54 1 Occupancy Category Ii, Wind Dead Load = 7.20 psf 14-15 -1154 0.23 0.23 0.45 1 Designed as Main Wind Force Resisting System 15-16 -1231 0.25 0.23 0.45 1 and Components and Cladding 16-17 -1489 0.30 0.33 0.62 1 Tributary Area = 59 sqft 17-18 -1565 0.31 0.33 0.61 1 Horizontal distance from the windward edge 18-19 -1249 0.11 0.75 0.75 1 -sP 8- 4-13 upwind and 8- 4-13 downwind 19-20 -244 0.05 0.49 0.53 1 SP- Be FORCE ML BND cel In SCRWS DEFLECTION LOC. ALLOW. LC 21-22 227 0.00 0.11 0.11 1 Vert TL: -0.14-- (L/999) 18-19 L/360 93 22-23 322 0.02 0.12 0.13 1 Vert LL: -0.07" (L/999) 18-19 L/480 93 23-24 288 0.01 0.25 0.25 1 Horz TL: 0.03-- 24-25 -334 0.04 0.13 0.16 1 25-26 -464 0.09 0.29 0.37 1 Joint Locations =- 26-27 -623 0.12 0.50 0.61 1 1 0- 0- 0 21 0- 0- 0 27-28 -623 0.12 0.50 0.63 1 -sP ,ti .m. m ry m �p Tu7 m 2 0- 2- 7 22 1- 9-10 28-29 181 0.00 0.29 0.29 1 SP- 0-2-7 ,3-4-1D m ml r^ m m� `t'I,� m m m r` 3 3- 7- 1.7 23 1-10- 6 29-30 313 0.04 0.27 0.33 10-2-7o�m m m m m N ry m ry 4 3- 8-13 24 5- 5- 2 30-31 476 0.08 0.22 0.30 1 m m 5 7- 3- 4 25 5- 7- 3 31-32 660 0.11 0.22 0.33 1 14-11-2 14-8-12 6 7- 5- 9 26 8- 7- 6 32-33 888 0.15 0.18 0.32 11 3 5 7 8 1012 13 15 17 19 7 8- 9-12 27 8- 9-12 33-34 1058 0.17 0.18 0.35 1 2 4 9 11 14 �i6� 18 20 8 11- 0- 6 6 28 9- 0-- 34-35 1246 0.21 0.13 0.33 1 9 11- 2- 6 29 12-10- 6 35-36 1371 0.23 0.13 0.35 14.00 -4.00 10 14- 7-19 30 13- 0-12 36-37 1486 0.25 0.30 0.36 1 ` 11 14-11- 2 31 16- 6-13 37-38 1175 0.19 0.07 0.26 1 -SP A -11 12 15- 0-15 32 16- 9- 4 38-39 -227 o.05 o.0s OAS, 1 sP- t 1C 13 19- 4-15 33 20- 3- 1 14 18- 7- 5 34 20- 5- 7 WEE FORCE c3I ID scRws 15 22- 1- 3 35 23-11- 8 1-21 -188 0.03 1 16 22- 3- 8 36 24- 1-10 2-22 179 0.03 1 X 17 25- 9-15 37 27- 8-14 3-23 173 0.03 15.6-3 - 5-0_g 18 25-11-11 38 27- 9-13 3.12 19 29- 5- 6 39 29- 7-14 4-24 -349 0.16 1 5-25 339 0.19 1 HIP 20 29- 7-14 6-26 -420 0.33 1 = X-Brae. Locations (Joints)= 7-27 38 0.01 1 TO�.0BC TL' 8-28 -1319 0.67 1 SP-SP I0-6-11S 29 10 9-29 723 0.52 1 X X 35 16 10-30 -610 0.46 1 12-31 679 0.90 1 B1 6_9_12 B2 B3 13-32 -622 0.95 1 W:408 W:408 W:308 14-33 456 0.42 1 R:198 11:1599 R:790 15-34 -386 0.36 1 U:-77 U:-894 U:440 16-35 251 0.15 1 17-36 208 0.08 1 21 25 . 2 SO-7.14 32 3d 36 38 18-37 -423 0.21 1 19-38 1221 0.20 1 SP-se X21 22 24 2628 29 31 33 35 37 39 20-39 -773 0.14 1 1.9.10 m -12�3-6-2 y m t g m11-9.10 m FQ Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S S TM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spansspecified, TC Dead 12.00 psf BuildgSpec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:26: TOTAL 42.00 psf Seqn 58.0.4 - 16160 Job Name: Truss ID: T09 Q : 3 SPACING: 2- 0-0 PLY: 1 WEIGHT: 98.46 xc FoscE . arm esl ID scaws UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied oL-1 47 0.00 0.91 0.91 1 Support CSC Wind blainWind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 145 0.02 0.91 0.91 1 1 -423 lb -107 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 -248 0.02 0.82 0.82 1 2 -850 lb -50 lb Mark all interior bearing locations. TC 12.00" -2- 4- 0 29- 7-14 3-4 238 0.02 0.26 0.28 1 3 -453 lb -278 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 29- 7-14 4-5 336 0.00 0.40 0.40 1 Type ID SECTION Fy(ksi) Joints Galvanization: G60 5-6 547 0.08 0.29 0.35 1 TC 1 20TC20 50 This truss is designed using the REACTIONS 6-7 601 0.08 0.29 0.36 1 BC 1 20TC20 5o ASCE7-10 Wind Specification BRG X-LOC SIZE REACT HORIZ 7-8 654 0.11 0.45 0.50 1 -sp WEB 1 20TC20 50 Bldg Enclosed = Yes, 1 0- 2- 4 4.50" 408 -198 8-9 -387 0.08 0.39 0.46 1 8P- 20 psf bottom chord live load NOT required Truss Location = Not End Zone 2 8- 9-12 4.50" 1568 0 9-10 -425 0.05 0.48 0.48 1 on this truss, per IBC/IRC requirements for Exp Category = D 3 29- 6- 2 3.50" 809 -198 10-11 -650 0.12 0.29 0.39 1 attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 £t 11-12 -358 0.07 0.29 0.36 1 Mean roof height = 25.76 ft, mph = 129 12-13 -804 0.16 0.39 0.54 1 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 -842 0.17 0.39 0.55 1 Designed as Main Wind Force Resisting System 14-15 -1205 0.24 0.23 0.46 1 and Components and Cladding 15-16 -1282 0.26 0.23 0.46 1 Tributary Area = 59 sq£t 16-17 -1537 0.31 0.33 0.64 1 Horizontal distance from the windward edge 17-18 -1611 0.32 0.33 0.62 1 8- 4-13 upwind and 8- 4-13 downwind 18-19 -1282 0.11 0.76 0.76 1 -sP 19-20 -250 o.05 0.50 0.55 1 sp- DEFLECTION LOC. ALLOW. LC so FORCE n END CSI ID scaws Vert TL: -0.14" (L/999) 18-19 L/360 94 21-22 198 0.00 0.12 0.12 1 Vert LL: -0.08" (L/999) 18-19 L/480 94 22-23 306 0.02 0.13 0.15 1 HOrz TL: 0.03" 23-24 275 0.01 0.22 0.23 1 Cantilever 24-25 -306 o.o3 o.12 a.15 1 Vert TL: -0.14^ (L/195) OL-1 L/ 90 89 25-26 -424 0.08 0.29 0.36 1 Vert LL: -0.11^ (L/242) OL-1 L/120 89 26-27 -580 0.12 0.49 0.60 1 27-28 -580 0.12 0.49 0.62 1 -SP --' Joint Locations Job Name: Truss ID: T11 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 102.38 xc FORCE A Brm CSI In SCMS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based On chord bracing applied 1-2 -65 0.01 0.12 0.13 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -233 0.00 0.49 0.49 1 1 -101 lb Loaded for 10 PSF non-concurrent BCLL. max 0.C. from to 3-4 -115 0.02 0.34 0.36 1 2 -845 lb -14 lb Mark all interior bearing locations. TC 12.0011 0- 0- 0 29- 7-14 4-5 232 0.03 0.89 0.89 1 3 -482 lb -254 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 29- 7-14 5-6 507 0.08 0.57 0.64 1 -SP Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads Galvanization: G60 6-7 187 0.02 0.57 0.65 1 SP-SP TC 1 20TC20 50 only unless noted otherwise. 7-8 -130 0.01 0.48 0.49 1 SP-SP BC 1 20TC20 50 Extensions above or below the truss profile REACTIONS 8-9 -634 0.13 0.48 0.60 1 SP- WEB. 1 20TC20 50 (if any) have been designed for loads BRG X-LOC SIZE REACT HORIZ 9-10 -655 0.07 0.68 0.68 1 This truss is designed using the indicated only. Horizontal loads applied at 1 0- 2- 4 4.50" 218 -205 10-11 -720 0.14 0.10 0.23 1 ASCE7-10 Wind Specification the end of the extensions have not been 2 8- 5- 4 4.5011 1487 0 11-12 -531 0.11 0.24 0.34 1 Bldg Enclosed = Yes, considered unless shown. A drop-leg to an 3 29- 6- 2 3.50^ 843 -205 12-13 -862 0.17 0.30 0.46 1 Truss Location Not End Zone otherwise unsupported wall may create a 13-14 -856 0.17 0.30 0.46 1 Exp Category = D hinge effect that requires additional design 14-15 -1076 0.22 0.15 0.35 1 Bldg Length = 110.50 ft, Bldg Width = 84.00 ftconsideration (by others). 15-16 -1092 0.22 0.15 0.34 1 Mean roof height = 25.99 ft, mph = 129 20 psf bottom chord live load NOT required 16-17 -1152 0.23 0.24 0.46 1 Occupancy Category II, Wind Dead Load = 7.20 psrfr this truss, per IBC/IRC requirements for 17-18 -1125 0.23 0.39 0.59 1 Designed as Main Wind Force Resisting System attics with limited storage. 18-19 -657 0.13 0.69 0.81 1 -9P and Components and Cladding 19-20 -269 0.05 0.69 0.74 1 sP- Tributary Area = 59 sqft Horizontal distance from the windward edge RC FORCE "L arm CSI In SCRWS 8- 4-13 upwind and 8- 4-13 downwind DEFLECTION LOC. ALLOW. Ir- 21-22 C21-22 205 0.00 0.12 0.12 1 Vert TL: -0.120 (L/999) 9-10 L/360 93 22-23 288 0.03 0.12 0.15 1 Vert LL: -0.0711 (L/999) 9-10 L/480 93 23-24 226 0.01 0.28 0.28 1 Horz TL: 0.021- 24-25 .02^24-25 232 0.02 0.18 0.20 1 25-26 -367 0.05 0.18 0.23 1 -SP 26-27 -5D0 0.10 0.34 0.44 1 SP-SP ry -, .-. - 0- Locations 0 '0- 0 1 0- 0- 0 21 0- D- 0 27-28 199 0.00 0.34 D.46 1 SP-SP zi u7 rn `" ry m 2 0- 2- 6 22 1-11-14 28-z9 447 0.07 0.37 0.37 1 SP- 0-2-6 3-9�, �4-1 1 m 4-1-1 , r" m m y ni 3 3-11- 6 23 2- 0- 8 29-30 552 0.07 0.23 0.29 1 0-2-6 3.11.6 m a 8.2.1 m m ^7 �16-4-2 'm `D m °.' m ry rn ry m q q- 1- 1 24 5-11- 9 30-31 655 0.11 0.18 0.28 1 5 7-11-15 25 6- 1- 9 31-32 771 0.13 0.18 0.30 1 , 16-4-2 13-3.12 6 8- 2- 1 26 8- 5- 4 32-33 909 0.15 0.12 0.26 1 1 3 5 7 8 1012 13 15 17 19 7 8- 4- 6 27 10- 0- 4 33-34 989 0.16 0.12 0.28 1 2 49 11 14 .__16I_, 18 20 9 12- 0-11 28 10- 2- 9 34-35 1060 0.17 0.08 0.26 1 9 12- 3- 2 29 14- 1- 4 35-36 1058 0.17 0.11 0.28 1 4.00 -4.00 10 16- 0-14 30 14- 3-10 36-37 992 0.16 0.22 0.35 1 5- 1-6 11 16- 4- 2 31 17- 9-11 37-38 629 0.10 0.19 0.29 1 -SP 12 16- 5-15 32 18- 0- 2 38-39 -205 0.00 0.14 0.14 1 8F- 13 19- 5-11 33 21- 1-10 X X 14 19- 8- 1 34 21- 4- 1 WEB FORCE C8I 10 SCRWS 15 22- 9-10 35 24- 5-10 1-21 -206 0.04 1 16 23- 0- 0 36 24- 8- 0 2-22 200 0.03 1 17 26- 1-11 37 27- 9-13 3-23 161 0.03 1 5-11-14 5-9 5-11-14 18 26- 3-15 38 27-11-15 4-24 -347 0.19 119 29- 4-11 39 29- 7-14 5-25 368 0.24 1 SHIP 20 29- 7-14 6-26 -1532 0.45 1 SP-SP == X-Brae. Locations (Joints)= 7-27 1070 0.59 1 SP-SP =0-6-0 11-6-2 27 Te 8-28 -927 0.53 1 SP-SP 9-29 403 0.33 1 X X 33 14 10-30 -294 0.71 1 12-31 529 0.85 1 B1 B2 B3 13-32 -473 0.86 1 W:408 $-5-4 W:408 W:308 14-33, 275 0.36 1 R:218 R1487 R:843 15-34 219 0.24 1 16-35 47 0.05 1 UA01 U:-845 U:-482 17-36 141 0.02 1 18-37 -698 0.49 1 13 25 29 29-73M32 `SIF. 5A 19-38 898 0.17 1 SP-SP 21 22 24 26 27 29 31 33 35 37 39 20-39 -851 0.21 1 1-11-14 'I Q 4-1-1 3-6-2 D m .4-1-1 1-11-14 T1 P6-1-9 1� m1�14-3-10 17-9-11 m ? 1 r; K m d, 0, ry ry m m Each connection requires 3/811 diameterproprietary bolt supplied by NUCONSTEEL OVER 3 SUPPORTS SCRWS = The required number of singfee l -�BiiTded #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:5/32"=1' W�11�t v1NG Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which most be considered by the building designer. Bracing shown is lateral bracing of thus members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AIS!2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201 OR BC Live 0.00 psf BC Dead 10.00 PEE Date: 9/24/2015 @ 09:28 TOTAL 42.00 psf Seqn S8.0.4 - 16164 Job Name: Truss ID: T13 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 39.30 xc FORCE x sun car ID scows UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-I 37 0.00 0.71 0.71 1 -se Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 zs0 o.0s 0.71 0.74 1 ee- 1 -888 lb -46 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 933 o.15 0.36 0.51 1 2 -833 lb -164 lb Galvanization: G60 TC 12.00" -1-10- 0 14- 9- 6 3-4 1236 0.20 0.39 0.59 1 Type ID SECTION Fy(ksi) Joints BC 12.00" 0- 0- 0 13- 4- 0 4-5 1085 0.17 0.71 0.71 1 TC 1 20TC20 50 REACTIONS This truss is designed using the 5-6 905 0.15 0.24 0.38 1 -se BC 1 20TC20 50 BRG X-LOC SIZE REACT HORIZ ASCE7-10 Wind Specification 6-7 901 0.15 0.14 0.28 1 se- WEB 1 20TC20 so 1 0- 2- 4 4.50" 682 -96 Bldg Enclosed = Yes, 7-S 1089 0.18 0.43 0.59 1 20 psf bottom chord live load NOT required 2 13- 1-12 4.50" 653 -96 Truss Location End Zone 8-9 1239 0.20 0.43 0.62 1 on this truss, per IBC/IRC requirements for Exp Category = D 9-10 936 0.15 0.39 0.53 1 attics with limited storage. Bldg Length = 110.50 £t, Bldg Width = 64.00 £t 10-11 269 0.04 0.44 0.47 1 Mean roof height = 24.38 ft, mph = 129 11-OR 29 0.00 0.44 0.44 1 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System BC, FORCE ML RM car ID SCRWS and Components and Cladding 12-13 96 0.00 0.07 0.07 1 SP- Tributary Area = 27 sgft 13-14 797 0.15 0.04 0.19 1 Horizontal distance from the windward edge 14-15 -1010 0.20 0.12 0.31 1 0- 0- 0 upwind and 0- 0- 0 downwind 15-16 838 0.15 0.12 0.26 1 16-17 720 0.13 0.11 0.23 1 17-18 839 0.11 0.14 0.24 1 18-19 -1021 0.20 0.08 0.28 1 DEFLECTION LOC. ALLOW. LC 19-20 804 0.15 0.07 0.22 1 Vert TL: -0.09" (L/999) 4-5 L/360 98 20-21 -96 0.00 0.07 0.07 1 Vert LL: -0.05" (L/999) 4-5 L/480 98 Horz TL: 0.02" WEB FORCE CSI ID SCRWS Cantilever 1-12 899 0.15 1 SP-SP Vert TL: -0.06 (L/349) OL-1 L/ 90 94 2-13 830 0.21 1 Vert LL: -0.08" (L/258) OL-1 L/120 94 3-14 331 0.10 1 1-10-0 mN -0 m -1-9 1-7-13m21112 30-13 = Joint Locations4-ls 345 0.0e 1 1-700 o- 0 12 0 14-11-9 16-7-6 - o- _o5-1 -241 0.16 1 5-04 m 8.2.13 m 11-8dm 1 0 7-17 -273 0.19 1 2 0- 2- 8 13 1- 7- 1 8-18 362 0.08 1 1-10-0 6-8-0 - 6-8-0 .1-5 3 3- 2- 9 14 1- e- 0 9-19 338 0.10 1 1 3 5 7 8 10 4 3- 4- 0 15 4- 9-15 10-20 833 0.21 1 5 6- 4-13 16 5- 0- 0 11-21 835 0.14 1 2 - 4 6 -1- 11 6 6- 8- 0 17 e- 1-15 4.00 -4.00 7 6- 9-12 18 8- 4- 0 8 9-10- 4 19 11- 7- 2 2- -11 9 10- 0- 0 20 11- 8- 0 T 10 13- - 9 21 13- 9- 0 4 11 13- 4- 0 2-9-2 2-6-11 3-0-6 Io6o 10 1SHIP B1 B2 W:408 W:408 R:682 R:653 U:-888 U:-833 1-1� 0-0 1-5-6 14 is 13-4-0 is 20 112 13 15 17 19 21 3-1-15 m -1-:.1 m 33-2 m 1-7-1 mPm 3 4.9-16 8-1-11 5 m m 11-7-2 m m m m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:9132"=1' WAR V1Nv Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,w nd bracing,portal bracing or sim larbracing which is part 0f the bu ld ng design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9124/2015 09:29 TOTAL 42.00 psf Sec(n 58.0.4 - 16166 Job Name: Truss ID: T15 Qty. 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 126.02 xC FORCE xzL BNn CSI ID SCRWS OL-1 47 0.00 0.92 0.92 1 1-2 179 0.03 0.92 0.92 1 -SP 2-3 -2221 0.44 0.20 0.61 1 31- 3-4 -2342 0.47 0.20 0.65 1 -8P 4-5 -3087 0.62 0.18 0.77 1 SP- 5-6 -3177 0.63 0.17 0.83 1 6-7 -3138 0.63 0.23 0.82 1 7-8 -3086 0.64 0.23 0.93 1 8-9 -2783 0.56 0.33 0.83 1 9-30 -2803 0.58 0.33 0.98 1 10-11- -2293 0.46 0.41 0.83 1 11-12 -2422 0.48 0.5] 1.01 1 12-13 -19fi3 0.39 0.57 0.93 1 OS- 15 13-14 -1964 0.39 0.58 0.94 1 1S- 08 14-15 -2413 0.47 0.58 1.03 1 15-16 -2332 0.47 0.44 0.86 1 16-17 -2779 0.57 0.29 0.92 1 17 -1B -28100.56 0.29 0.81 1 18-19 -3081 0.62 0.21 0.86 1 19-2D -3133 0.63 0.21 0.81 1 20-21 -3199 0.64 0.18 0.85 1 21-22 -3131 0.63 0.18 0.78 1 22-23 -2448 0.48 0.18 0.64 1 23-24 -23450.47 0.16 0.60 1 -SP 24-25 90 0.01 0.30 0.31 1 SP- 25-OR 27 0.00 0.30 0.30 1 BC FORCE ML HND CSI ID SCRWS 26-27 0 0.00 0.42 0.42 1 -se 27-28 1872 0.12 0.43 0.53 1 SP- 28-29 2219 0.34 0.20 0.54 1 -SP � r*) m N�mm�... IT 'Tu7 �Tm �� ml m 29-30 2842 0.46 0.26 0.65 1 SP- 2 I N ID m m m m ~�y��y~ 2 6-1 30-31 2985 0.48 0.09 0.57 1 r*1N 0i rl ck m V^ N�i N N rev m rn fV 39-4-2 31-32 3005 0.50 0.18 0.s7 1 -4-0 17-10-0 17-10-0 32-33 2888 0.48 0.11 0.58 1 33-34 2743 o.4s 0.11 0.56 1 1 2 4 6 8 10 214 15 17 19 21 23 25 34-35 2615 0.43 0.23 0.65 1 3 5 7-7- 9 11 13 16 1"0 22 24 35-36 2348 0.39 0.26 0.61 1 4.00 -4.00 36-37 2233 0.37 0.23 0.59 1 6.5-5 37-38 2064 0.34 0.22 0.56 1 38-39 2226 0.37 0.25 0.61 1 T X X T 39-40 2384 0.39 0.28 0.63 1 40-41 2594 0.43 0.22 0.64 1 41-42 276 0.46 0.11 0.n 1 6-6-13 -3 6-11-1 42-43 28B7 0.48 0.11 0.59 1 I X SHIP 43-44 3006 0.50 0.17 0.57 1 11 S• 44-45 3004 0.49 0.08 0.57 1 =0.6.0 X X X =0-6- 45-46 2895 0.47 0.36 0.64 1 46-47 2318 0.37 0.17 0.54 1 B1 B2 47-48 2003 0.33 0.13 0.46 1 -SP W:408 W:408 48-49 0 0.00 0.20 0.20 1 SP- R:1651 R:1582 U:-1023 U:-932 WE S FORCE CSI ID SCRKS 7-,{Jt 1 1-26 534 0.09 1 Z' 27 2g 31 33 35 3578-0 39 41 43 45 47 4 2-27 -2353 0.55 1 2S- 2s 26 28 30 32 34 3� 38 40 42 4Q 46 48 3-28 770 0.13 1 0-3-3 Lo rn ry m rn r" rn r-, r•� M m m 4-29 -966 0.37 1 31_31 03-3 ml� v1N1� ml mll ml ml mlm 5-30 235 0.04 1 6-31 82 0.05 1 7-32 -231 0.19 1 8-33 316 0.21 1 9-34 -478 0.66 1 10-35 620 0.85 1 11-36 -769 0.58 1 12-37 810 0.51 1 14_38 784 0.49 1 15-39 -762 0.56 1 Scale:3132"= WAMINGT Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss designon this sheet is only valid with NUTRUSS sections and is for an individual building component,nota truss system.Bracing Dsgn Chk: IV U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing orsimilarbracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthetrvsserector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the miss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:30 TOTAL 42.00 psf Seqn S8.0.4 - 16168 Job Name: Truss ID: T16 My: 2 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 124.98 TC FORCE - BM CSI ID SCRwS OL-1 97 0.00 0.83 0.83 1 1-2 163 0.03 0.83 D.83 1 -SP 2-3 -2236 0.45 0.16 D.58 1 8P- 3-4 -2354 0.47 0.16 0.62 1 -SP 4-5 -3087 0.62 0.17 0.76 1 SP- 5-6 -3178 0.63 0.17 0.83 1 6-7 -3140 0.63 0.23 0.83 1 7-8 -3088 0.64 0.23 0.93 1 8-9 -2784 0.56 0.33 0.831 9-10 -2805 0.58 0.33 0.98 1 10-11 -2294 0.46 0.41 0.83 1 11-12 -2649 0.48 0.57 1.02 1 12-13 -1966 0.39 0.57 0.93 1 OS- 13 13-14 -1964 0.39 0.58 0.94 1 1S- OS 14-15 -2416 0.47 0.58 1.04 1 15-16 -2334 0.47 0.44 0.86 1 16-17 -2783 0.57 0.29 0.93 1 17-18 -2815 0.56 0.29 0.81 1 18-19 -3088 0.62 0.21 0.86 1 19-20 -3140 0.63 0.21 0.81 1 20-21 -3211 0.64 0.18 0.85 1 21-22 -3147 0.63 0.17 0.78 1 22-23 -2481 0.49 0.17 0.65 1 23-24 -2378 0.48 0.15 0.61 1 -SP 24-25 20 OAD 0.08 0.08 1 SP- BC FORCE AXL BND CSI ID eCAwB 26-27 0 O.OD 0.39 0.39 1 -8P 27-28 1889 0.29 0.26 0.59 1 SF- D0 28-29 2229 0.34 0.20 0.54 1 -SP 2-4-0 -1,.- 2 r7 29-30 2842 0.46 0.26 0.65 1 SP- 30-31 2986 0.48 0.09 0.57 1 -4-0 17-10-0 17-10-0 31-32 3007 O.SD 0.18 0.'7 1 1 2 4 6 8 10 1214 15 17 19 21 2325 32-33 2745 0.45 0.11 0.53 1 3 5 9 11 13 16 20 22 24 33-34 2745 0.45 0.11 0.58 1 34-35 2617 0.43 0.22 0.65 1 4.00 -4,00 35-36 2349 0.39 0.27 0.63 1 36-37 2260 0.37 0.25 0.61 1 6 41 37-38 2065 0.34 0.21 0.55 1 38-39 2229 0.37 0.25 0.61 1 X X 39-40 2387 0.39 0.28 0.63 1 40-41 2598 0.430.22 0.64 1 61-42 2774 0.66 0.11 0.57 1 42-43 2893 0.48 0.11 0.59 1 65-13 6.3 6-11-1 43-44 3014 0.50 0.17 0.58 1 X I SHIP 44-45 3015 0.50 0.07 0.57 1 11 45-46 2912 0.48 0.33 0.64 1 5 96-47 2348 0.39 0.16 0.54 1 =0-6-0 1-IJ-6-0 47-68 2036 0.36 0.13 0.66 1 -SP X X X 48-49 0 0.00 0.02 0.02 1 SP- B1 B2 wEn FORCE CSS To scaws W:408 W:408 1-26 484 0.07 1 11:1651 R:1496 2-27 -2355 0.56 1 25-25 3-28 756 0.12 1 U:-819 U:538 9-29 -952 0.3T 1 9P-SP 2.40 5-30 236 0.04 1 97 29 31 33 35 38+8-0 39 41 43 45 474A 6-31 82 0.05 1 I 7-32 -231 0.19 1 26 28 30 32 34 36 38 40 42 44 46 48 8-33 316 0.15 1 0.3.3 9-34 -478 0.66 1 vCe ��rv �tD �m � � �m m 10-35 621 0.59 1 D-3-3 11-36 -774 0.57 1 m u] m r*t nt r� m - , m r�i m m 12-37 819 0.40 1 14-38789 1.00 1 15-39 -764 0.56 1 16-40 580 0.52 1 Scale:118"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUIRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is part of the building design and Engg Chk which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility 5f the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 ps£ Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss confi guration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:31: TOTAL 42.00 psf Seqn S8.0.4 - 16169 Job Name: Truss ID: T17 Qty: 3 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 123.05 TC FORCEML HND CBI IO SCRWS 1-2 18 0.00 0.06 o.06 1 -sP 2-3 -2330 0.47 0.14 0.59 1 SP- 3-4 -2445 0.48 0.16 0.63 1 4-5 -3131 0.63 0.16 0.76 1 5-6 -3212 0.64 0.17 0.84 1 6-7 -3162 0.63 0.24 0.63 1 7-8 -3108 0.64 0.24 0.94 1 8-9 -2796 0.56 0.33 0.84 1 9-10 -2817 0.58 0.33 0.99 1 10-11 -2302 0.46 0.41 0.83 1 11-12 -2457 0.48 0.57 1.02 1 12-13 -1971 0.39 0.57 0.93 1 OS- 1S 13-14 -1971 0.39 0.58 0.94 1 13- oS 14-15 -2423 0.47 0.58 1.04 1 15-16 -2341 0.47 0.44 0.87 1 16-17 -279D 0.58 0.29 0.93 1 17-18 -2821 0.56 0.29 0.81 1 18-19 -3095 0.62 0.21 0.86 1 19-20 -31a7 0.63 0.21 0.81 1 20-21 -3217 0.64 0.18 0.85 1 21-22 -3153 0.63 0.17 0.78 1 22-23 -2485 0.49 0.17 0.65 1 23-24 -2382 o.48 0.15 0.61 1 -S2 24-25 2D 0.00 0.08 0.08 1 SP- EC FORCE A]tL HND CSI In SCRWS 26-27 0 0.00 0.02 0.02 1 -SP 27-28 1983 0.33 0.13 0.46 1 aP- m o 28-29 2315 0.38 0.16 D.54 1 lD lD 9 N .�+ .�+ '+ co ix i -�+ m'29-30 28900.48 0.31 0.64 1136 N _ mm ^ '" �''30313018 0.50 0.07 0.57 1 1-3 rv� � r7 ' 31-32 3031 0.50 0.18 0.58 1 17-10-0 17-10-0 32-33 2908 0.48 0.11 D.59 1 33-34 2759 0.46 0.11 0.57 1 1 2 4 6 8 10 1214 15 17 19 21 2325 39-35 2629 o.43 0.23 D.65 1 3 5 9 11 13 16 18- 20 22 24 35-36 2358 o.39 0.270.63 1 36-37 2268 0.37 0.25 D.61 1 4'00 -4'00 37-38 2072 0.34 0.21 0.55 1 6 5 38-39 2235 0.37 0.25 0.61 1 39-402394 o.39 0.28 0.63 1 X X 40-41 2605 0.43 0.22 0.64 1 41-42 2781 0.46 0.11 D.57 1 42-43 2900 o.48 0.11 0.59 1 43-44 3020 0.5D 0.17 0.58 1 6-5-13 6-3 6-5-13 44-45 3021 0.50 0.07 0.57 1 X I SHIP 45-46 2917 0.48 0.33 0.64 1Qllll- 46-47 2352 0.39 0.16 0.54 1 47-4a 2040 0.34 0.13 0.46 1 -SP �-6-0 �-6- 48-49 o o.00 O.o2 o.02 1 sP- X X X NEB FoRca CSI In SCRWS B1 82 1-26 31 0.01 1 W:408 W:408 2-27 -2472 0.59 1 2S- 2S R:1498 R:1498 3-28707 0.12 1 4-29 -813 0.31 1 U:-621 U:-621 5-30186 0.03 1 6-31 72 0.02 1 �� 29 31 '4'4 35 15 -8-0 39 41 43 45 4749 7-32 247 0.20 1 26 28 30 32 34 36 38 40 42 44 46 48 B-33 327 0.35 1 0.33 ii9-- m ° - mm rno mm o7mmv M n m 3 03335 628 0.6716 m r%t 10 3 -779 o.5m 12- 5 37 824 0. 3 mum 1 14-38 7B9 0.49 1 15-39 -764 0.56 1 16-40 5110 0.71 1 17-41 -474 0.67 1 Scale:1/8"= WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss desigr on this sheet is only valid with I4ilTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,w nd bracing portal bracing orsim lar bracing which is part of the bu ld ng des design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility ofthetrusserector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201OR EC Live 0.00 pS£ BC Dead 10.00 psf Date: 9/24/2015 @ 09:31 TOTAL, 42.00 psf Secin S8.0.4 - 16170 Job Name: Truss ID: T19A Q : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 187.68 TC FORCE A L BM CSI IB SCEWS 1-2 43 O.D1 0.29 0.30 1 -SP 2-3 -2575 0.36 0.29 0.62 1 SP- 3-4 -2759 0.39 0.35 0.69 1 -SP 4-5 -4213 0.02 0.35 0.90 1 SP- 5-6 -4248 0.02 0.05 0.64 1 6-7 -4993 0.13 0.18 0.86 1 7-8 -4826 0.1D 0.18 0.94 1 8-9 -5299 0.17 0.10 0.82 1 9-10 -5222 0.15 0.21 0.92 1 10-11 -4455 0.05 0.21 0.80 1 11-12 -4719 0.09 0.10 0.75 1 12-13 -4075 0.57 0.22 0.76 1 13-14 -3930 0.54 0.26 0.82 1 19-15 -3376 0.47 0.26 0.70 1 15-16 -3337 0.47 0.91 0.83 1 is-17 -3332 0.47 0.41 0.83 1 17-18 -3304 0.46 0.57 0.98 1 -SP 18-19 -1866 0.26 0.57 0.81 1 SP-SP 19-20 -2567 0.36 0.38 0.70 1 SP- 20-21 -2566 0.36 0.36 0.68 1 21-22 -2099 0.29 0.16 0.43 1 22-23 -2393 0.33 0.45 0.74 1 23-24 -1943 0.27 0.45 0.69 1 -SP 24-25 -1950 0.27 0.24 0.48 1 SP- 25-26 -2374 0.33 0.30 0.62 1 26-27 -2358 0.33 0.30 0.59 1 27-28 -2726 0.38 0.20 0.58 1 28-29 -2751 0.38 0.20 0.55 1 ����.yl �� til �I m rn���.--i� �� y ti ry m u-i .m. 29-30 -3000 0.42 0.16 0.59 1 m r+1 r+'1 m m m ry m ry '� ry m� n� 3D-31 -3041 0.43 0.16 0.56 3 1-4 07 ry tr u7 -+ ry ry m v m in in o7 m 31-32 -3069 0.43 0.14 0.57 1 1-4-2 '" '� ' m '"i �-� 32-33 -2981 0.420.14 0.54 1 33-34 -2273 0.31 0.14 0.44 1 17.10.0 17-6-8 34-35 -2486 0.35 0.13 0.46 1 -sP 1 2 4 6 8 10 12 1416 1820 22 24 26 28 30 32 34 36 35-36 24 0.00 0.05 0.06 1 Sp_ 3 5 7 9 , . 13 15 17 19 21 2325 27 ?�31 33 35 Be FORCE AXL BBD C01 In SC-S 14.00 -4.00 37-38 0 0.00 0.03 0.03 1 -SP -5 38-39 2239 0.29 0.03 0.31 1 OS- is 39-40 2218 0.2a 0.70 0.96 1 is- 4 &- OS X X 4o-4i 2320 0.30 0.70 0.97 1 -9P 41-42 3954 0.51 0.22 0.73 1 SP- 42-43 3987 0.51 0.21 0.72 1 T 43-44 4683 0.07 0.21 0.80 1 6-5_13 1 -3 6-5-13 44-45 4598 0.O6 0.17 0.75 1 SHIP 45-46 5016 0.12 0.17 0.80 1 46-47 4980 0.11 0.11 0.75 1 OS- 4a 47-4a 4923 0.11 0.18 0.81 1 4S- os Sp_6-0 4S X 4.1 =0-7- 48-49 4447 0.05 0.20 0.76 1 X X 49-50 4447 0.05 0.20 0.76 1 Is 50-51 4063 0.52 0.22 0.71 1 B1 B2 51-52 3680 0.47 0.20 0.66 1 W:408 2.00 W:408 52-53 3396 0.44 0.12 0.55 1 R:1486 R:1486 53-54 3396 0.44 0.35 0.77 1 0:.636 U:-637 54-55 3104 0.40 0.35 0.73 1 OS- 48 0_711 7-2-0 55-74 1668 0.21 0.57 0.91 1 sp-se 4--fr3A4g„7A'2 44 4648 5D 52 545658 M4-8 63 9M-8 67 69 7173 79-56 -122 0.02 0:57 0.59 1 SP- 56-57 -324 0.05 0.36 D.4o 1 -se 3739 4143 45 47 49 51 53 555759 61 62 64 66 68 70 72 57-58 2426 0.31 0.36 0.68 1 SP-sP 0-2-12 m m u7 m N r.o ry m 58-59 2378 0.30 0.28 0.58 1 SP- m r•1 59-60 2195 0.28 0.26 0.53 1 0-2-12 112 n r 60-61 2195 0.28 0.26 0.53 1 61-62 2047 0.26 0.15 0.41 1 62_63 2200 0.28 0.16 0.43 1 63-64 2397 0.31 0.15 DAG 1 64-65 2548 0.33 0.15 0.48 1 65-66 2705 0.35 0.08 0.43 1 Scale:1/8"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUPRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S S TM shown on this drawing is not erection bracing,windbracing portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the miss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:34: TOTAL 42.00 psf Seqn S8.0.4 - 16171 Job Name: Truss ID: T19C Qty: 12 SPACING: 1- 4- 0 PLY: 1 WEIGHT: 148.41 TC FORCE A L ERD CSI ID SCANS 1-2 26 0.00 0.17 0.17 1 -SP 2-3 -1697 0.24 0.17 0.38 1 SP- 3-4 -1816 0.25 0.24 0.47 1 4-5 -2798 0.39 0.24 0.60 1 5-6 -2948 0.410.09 0.49 1 6-7 -3214 0.45 0.10 0.55 1 7-8 -3493 0 A 9 0.05 0.53 1 8-9 -3528 0.99 0.09 0.58 1 9-10 -3496 0.49 0.04 0.52 1 10-11 -3453 0.48 0.06 0.54 1 11-12 -3290 0.46 0.13 0.57 1 12-13 -3225 0.45 0.20 0.64 1 13-14 -2888 0.40 0.20 0.57 1 14-15 -2967 0.42 0.34 0.71 1 15-16 -2759 0.38 0.53 0.88 1 16-17 -2345 0.33 0.53 0.82 1 OS- IS 17-18 -2347 0.33 0.29 0.59 1 1S- OS 18-19 -2723 0.38 0.29 0.65 1 19-20 -2945 0.41 0.28 0.65 1 20-21 -2878 0.40 0.20 0.58 1 21-22 -3164 0.44 0.20 0.64 1 22-23 -3228 0.45 0.12 0.56 1 23-24 -3401 0.47 0.06 0.54 1 24-25 -3442 0.480.04 0.52 1 25-26 -3474 0.48 0.09 0.57 1 26-27 -3443 0.48 0.05 0.53 1 27-28 -3176 0.44 0.10 0.54 1 29-29 -2876 0.40 0.11 0.50 1 29-30 -27110.380.29 0.63 30-31 - 849 0. 6 0.29 0.52 1 -SP 71-4-3- 3 nm' Nr -. Nnm m J,�6 N'' mm m .a�-i Nmn_ mfmlNm -t-N Nc.o lV L.-O' N N7 . m 1- 2 1 2 1 33 -1 2 1 4-3 32-33 22 0.000.14 0.14 1 17-8-4 uurell 17-8-4 SO FORCE AXL MM CSI In SCRws 1 2 4 6 7 9 11 1315 1618 1921 22 24 26 28 3032 34-35 0 0.00 0.01 0.01 1 -SP 3 5 8 1D 12 14 17 20 23�25_, 27 29 3133 35-36 1474 0.19 0.01 0.20 1 SP-SP I I 36-37 1459 0.19 0.47 0.63 1 SP- 4.00 -4.00 37-38 1525 0.20 0.47 0.64 1 -4-12 38-39 2630 0.34 0.09 0.43 1 39-40 2720 0.35 0.08 0.42 1 X 40-41 3038 0.39 0.08 0.47 1 41-42 3323 0.43 0.16 0.51 1 42-43 3371 0.43 0.01 0.45 1 43-44 3381 0.43 0.11 0.49 1 6-5.4 X 6.5-4 44-45 3324 0.43 0.04 0.47 1 J I SHIP 45-46 3225 0.41 0.04 0.44 1 Ill 1y11SX 0.IIIL 46-47 3118 0.40 0.14 0.54 1 X 47-48 2882 0.37 0.43 0.71 1 SO-6-0 X =0.6- 48-49 3031 0.39 0.63 1.00 1 49-50 2674 0.34 0.63 0.95 1 OS- 1S So-51 2552 0.33 0.22 0.55 1 1S- OS B1 B2 51-52 2470 0.32 0.22 0.54 1 W:408 2.00 -2.00 WAN 52-53 2534 0.32 0.21 0.53 1 09- 1s 11:990 R:990 53-54 2647 0.34 0.56 0.88 1 1S- 0S U:402 U:402 54-55 2996 0.38 0.56 0.92 1 0.7- 1 2-8 0- 55-56 2968 o.37 0.20 0.54 1 35 37 39 41 45 47 3 5355 57 61 63 65 Eel9 56-57 3060 0.39 0.09 0.49 1 16$-0 16-�-0 57-58 3167 0.41 0.08 0.46 1 3436 38 40 42 44 46 4850 5254 56 56 60 62 64 6668 58-59 3274 0.42 0.03 0.45 1 0-2-12 Tt m tIj cn c' cD m m N co u7 ro 59-60 3330 0.43 0.10 0.48 1 m m m 60-61 3319 0.43 0.02 0.94 1 0.2.12 m m N N N N N N N N IN'1 61-62 3276 0.42 0.15 0.99 1 62-63 3000 0.38 0.07 0.95 1 63-64 2648 0.34 0.09 0.42 1 64-65 2550 0.33 0.10 0.43 1 65-66 1557 0.20 0.46 0.64 1 66-67 1486 0.19 0.46 0.63 1 -SP Scale:118"=1, WARNING Read all notes on this sheet and verb all design parameters. Designer: j WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S S TM shown on this drawing is not erection bracing,wind bracing,portalbracing or similar bracing which is part of the building design and Engg Chk: which most be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:35 TOTAL 42.00 psf Seqn S8.0.4 - 16172 Job Name: Truss ID: T20 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 11.83 TC FORCEAxr. sero Cal In SCRwe UPLIFT REACTIONS) : S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 o o.Do 0.05 0.05 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 64 0.01 0.05 0.09 1 1 -219 lb -55 lb Loaded for 10 PSF non-concurrent BCLL. Max o.a. from to 3-4 120 0.02 0.14 0.16 1 2 -282 lb -74 lb Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 3-11-10 4-5 -230 0.04 0.15 0.18 1 Type ID SECTION Fy(ksi) Joints shim bearings (if needed) for req. support. Be 12.00" 0- 0- 0 3-11-10 5-6 245 0.04 0.14 0.18 1 TC 1 20TC20 50 Galvanization: G60 6-7 -41 0.01 0.14 0.14 1 Be 1 20TC20 50 This truss is designed using the REACTIONS WEB1 20TC20 50 ASCE7-10 wind Specification BRG X-LOC SIZE REACT HORIZ Bc FORCE x Tun csI In scnws 20 psf bottom chord live load NOT required Bldg Enclosed = Yes, 1 0- 2- 4 4.50" 170 156 8-9 0 0.00 0.02 0.02 1 on this truss, per IBC/IAC requirements for Truss Location = End Zone 2 3- 9-14 3.50" 163 156 9-10 -214 0.04 0.01 0.05 1 attics with limited storage. Exp Category = D 10-11 -213 0.04 0.20 0.24 1 Bldg Length = 110.50 ft, Bldg width = 84.00 ft 11-12 -267 0.04 0.23 0.26 1 Mean roof height = 23.90 ft, mph = 129 12-13 -286 0.04 0.23 0.26 1 Occupancy Category II, Wind Dead Load = 7.20 psf 13-14 16 0.D0 0.06 0.06 1 Designed as Main Wind Force Resisting System and Components and Cladding WEB FORCE cal In scRws Tributary Area = 8 sgft 1-8 23 0.00 1 Horizontal distance from the windward edge 2-9 265 0.04 1 0- 0- 0 upwind and 0- 0- 0 downwind 4-11 175 0.03 1 5-12 131 0.02 1 6-13 358 0.07 1 DEFLECTION LOC. ALLOW. LC 7-14 97 0.02 1 Vert TL: -0.05" (L/783) 9-10 L/360 91 Vert LL: -0.02 (L/999) 9-10 L/480 91 TT Horz TL: 0.01" 0-4-14 �I v 1-3-3 m 1-8-6 -_ Joint Locations 04-14-14 2.1.70 m 3.11.10 1 0- 0- a a 0- 0- 0 2 0- 4-14 9 0- 3- 4 0-6-0 3-5-0 3 0- 6- 0 10 0- 7- 0 1 2 4 5 6 7 4 0-10- 7 11 2- 0- 1 3 5 2- 1-10 12 2- 1-10 4.00 1g,p0 6 2- 3- 4 13 3- 9- 3 7 3-11-10 14 3-11-10 T 1-1-15 1-9-11 0.8A 4-7 A2 1-9-11 SHIP T T0 012 132 W:308 2.00 I 11:163 U:-282 B1 0-7A W:408 F _ _ 3-11-1a�in i4 11:170 8 9 10 11 13 U: m 1-5-1 m m 1-7.9 m Tm1m 2-0-1 mlry 3-9-3 m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/8"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NOTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AIS12007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR Be Live 0.00 psf Be Dead 10.00 psf Date: 9/2412015 @ 09:36- TOTAL 42.00 psf Seqn S8.0.4 - 16173 Job Name: Truss ID: T22 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 29.69 TC FORCE n Run Csl ID scnxs UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied OL-1 37 0.0o 0.61 0.81 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 1-2 244 0.04 0.81 0.83 1 1 -754 lb -70 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 2-3 685 0.08 0.58 0.65 1 2 -521 lb -103 lb Drainage must be provided to avoid ponding. TC 12.00" -1-10- 0 9- 5- 8 3-4 777 D.13 0.29 0.36 1 Type ID SECTION Fy(ksi) Joints End verticals are designed for axial loads BC 12.00" 0- 0- 0 9- 5- 6 4-5 591 0.10 0.17 0.26 1 TC 1 20TC20 50 only unless noted otherwise. Galvanization: G60 5-6 623 0.10 0.01 0.11 1 BC 1 20TC20 50 Extensions above or below the truss profile 6-7 496 0.08 0.15 0.22 1 WEB 1 20TC20 50 (if any) have been designed for loads REACTIONS 7-8 496 0.08 0.26 0.33 1 This truss is designed using the indicated only. Horizontal loadsappliedat BRG X-LOC SIZE REACT HORIZ e-9 0 0.00 0.26 0.26 1 ASCE7-10 Wind Specification the and of the extensions have not been 1 0- 2- 4 4.50" 514 273 Bldg Enclosed Yes, considered unless shown. A drop-leg to an 2 9- 3-12 3.50" 403 273 BC FORCE n BBD CSI ID SCRws Truss Location = End Zone otherwise unsupported wall may create a 10-11 -273 0.05 0.11 0.15 1 Exp Category = D hinge effect that requires additional design 11-12 -770 0.15 0.10 0.24 1 Bldg Length = 110.50 ft, Bldg Width = 84.00 ft consideration (by others). 12-13 -770 0.15 0.10 0.24 1 Mean roof height = 24.01 ft, mph = 129 20 psf bottom chord live load NOT required 13-14 -623 0.05 0.35 0.35 1 Occupancy Category II, Wind Dead Load = 7.20 pmfa this truss, per IBC/IRC requirements for 14-15 -495 0.05 0.18 0.22 1 Designed as Main Wind Force Resisting System attics with limited storage. 15-16 -495 0.05 0.18 0.22 1 and Components and Cladding 16-17 0 0.00 0.07 0.07 1 Tributary Area = 19 sqft Horizontal distance from the windward edge VrEB FORCE cal ID scows 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC 1-10 753 0.12 1 2-11 631 0.20 1 Vert TL: -0.0511 (L/999) 13-14 L/360 91 3-12 270 0.05 1 Vert LL: -0.02" (L/999) 13-14 L/480 91 4-13 224 0.11 1 Horz TL: 0.0111 6-14 172 0.06 1 Cantilever 7-15 185 0.03 1 Vert TL: -0.07" (L/291) OL-1 L/ 90 94 8-16 646 0.36 1 T Vert LL: -0.07" (L/323) OL-1 L/120 94 9-17 103 0.02 1 1110-0 IP ^ 2-0-14 1-11-11 �� 2-2.6 ° 2.5-5 - �v m 07 Joint Locations =- 1.10-0 ® 4-1-3 6-0-14 m n 8-8-4 m m 11-3-8 1 0- 0- 0 10 0- 0- 0 2 0- 2- 5 11 2- 2- 2 1-10-0 4-6-6 4-11-2 3 2- 3- 3 12 2- 3- 3 1 3 4 5 7 9 4 4- 2-14 13 2- 5- 3 26 8 5 4- 6- 6 14 6- 8- 5 6 4- 7-15 15 6-10- 4 4.00 7 6-10- 4 16 9- 2-10 8- 7- 0- 3 17 9- 5- 8 9 9- 5- 8 T 11 2-0-2 1 _2 2-0-2 2-3-6 SHIP 1 I0-6 B1 B2 W:408 W:308 R:514 R:403 1-4&-j54 U:-521 9-5-8 15 17 10 1113 14 16 2-2-24.3.3 I Y 2-4-6 v m 2-2-2 r u 6-8.5 elm 9.2-10 � T 6 Ar m n m Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:13132"=V WAMINGT Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portalbracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf BUIIdgSpec: FBC201OR BC Live 0.00 psf BC Dead 10.00 Psf Date: 9/2412015 @ 09;36: TOTAL 42.00 psf Segn S8.0.4 - 16175 Job Name: Truss ID: V02 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 7.72 Tc FORCE AxL MD cs1 1D SCRUB UPLIFT REACTION . S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based On chord bracing applied 5-2 -141 0.00 0.00 0.37 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES, per the following schedule: 2-3 46 0:00 0.00 0.25 1 1 -76 lb -18 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-7 -127 0.00 0.00 0.88 1 2 -436 lb -116 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 5- 3- 0 3 -118 lb -32 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 5- 3- 0 BC FORCE AEL BND CS1 ID SCRUB Type ID SECTION Fy(ksi) Joints Valley Truss application only; not designed Galvanization: G60 5-6 0 0.00 0.00 0.14 1 TC 1 20TC22 50 for wind load applied to the face. Web 6-7 0 0.00 0.00 0.14 1 BC 1 20TC22 50 bracing is required if shown. REACTIONS WEB 1 20TC22 50 This truss is designed using the BRG X-LDC SIZE REACT HORIZ WEB FORCE Cs1 11) SCRUB 20 psf bottom chord live load NOT required ASCE7-10 Wind Specification 1 0- 1-12 3.50" 66 176 2-6 454 0.09 1 on this truss, per IBC/IRC requirements for Bldg Enclosed = Yes, 2 2- 4- 7 3.50" 282 0 attics with limited storage. Truss Location = End Zone 3 5- 1- 4 3.50" 93 -176 Exp Category = D Bldg Length = 110.50 ft, Bldg Width = 84.00 ft Mean roof height = 23.53 ft, mph = 129 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 11 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.05" (L/999) 3-7 L/180 44 Vert LL: 0.05" (L/999) 3-7 L/240 44 Horz TL: 0.00" --�= Joint Locations =_ 1 0- 0- 0 5 0- 0- 0 m 2 2- 4- 7 6 2- 4- 7 2 4-7 ry 2 7 8 3 2- 7- 8 7 5- 3- 0 24-7 'm � 5-3-0 4 5- 3- 0 2-7.8 _ 1 2-7-8 1 2 3 J4 4.00 -4.00 I I 1-0-10 -10-12 1-0-10 1SHIP I0-2-2 I0-2-2 5-3-0 5 6 7 2-4-7 2-10-9 2-0-7 5-3-0 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/8"=V WARNING Read all notes on this sheet and verify all design parameters. Designer: coo:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not atruss system.Bracing Dsgn Chk: U T R U S S TIN shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: ' which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 09:36 TOTAL 42.00 psf Seqn 58.0.4 - 16177 Job Name: Truss ID: V05 Q : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 36.37 xC FORCE ML END CSI ID scnws UPLIFT REACTION($) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 11-2 -195 0.00 0.00 0.25 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -148 0.00 0.00 0.23 1 1 -6 lb -6 lb Loaded for 30 PSP non-concurrent BCLL. max O.C. from to 3-4 -85 0.00 0.00 0.28 1 2 -231 lb -82 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 20- 8- 7 4-5 93 0.00 0.00 0.29 1 3 -183 lb -99 lb Install interior support(s) before erection. -BC 12.00" 0- 0- 0 20- 8- 7 5-6 130 0.00 0.00 0.09 1 4 -238 lb -104 lb Valley Truss application only; not designed Galvanization: G60 6-7 82 0.00 0.00 0.42 1 5 -157 lb -46 lb for wind load applied to the face. Web 1-8 -45 0.00 0.00 0.32 1 6 -261 lb -110 lb bracing is required if shown. REACTIONS 8-9 -115 0.00 0.00 D.24 1 7 -179 lb -97 lb This truss is designed using the BRG X-LOC SIZE REACT HORIZ 9-19 -191 0.00 0.00 D.26 1 8 -232 lb -83 lb ASCE7-10 Wind Specification 1 0- 1-12 3.50" 58 189 9 -7 lb Bldg Enclosed = Yes, 2 1- 4- 4 3.50" 212 0 Be FORCE Axr. END CSI ID scars Type ID SECTION Fy(ksi) Joints Truss Location = End Zone 3 4- 4- 4 3.50" 261 0 11-12 0 0.00 0.00 0.09 1 TC 1 20TC22 50 Exp Category = D 4 7- 4- 4 3.50" 247 0 12-13 0 0.00 0.00 0.13 1 BC 1 20TC22 50 Bldg Length = 110.50 ft, Bldg Width = 23.00 ft 5 10- 1- 3 3.50" 234 0 13-14 0 0.00 0.00 0.13 1 WEB 1 20TC22 50 Mean roof height = 11.76 ft, mph = 129 6 13- 4- 4 3.50^ 279 0 14-15 0 O.OD 0.00 0.12 1 20 psf bottom chord live load NOT required Occupancy Category II, Wind Dead Load = 7.20 psf 7 16- 4- 4 3.50" 252 0 15-16 0 O.OD 0.00 0.13 1 on this truss, per IBC/IRC requirements for Designed as Main Wind Force Resisting System 8 19- 4- 4 3.50" 215 0 16-17 0 OAD 0.000.13 1 attics with limited storage. and Components and Cladding 9 20- 6-11 3.50" 45 -189 17-18 0 0.00 0.00 0.12 1 Tributary Area = 41 sqft 10-19 0 0.0D 0.00 0.09 1 Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind ma Foacs csI xo scaws DEFLECTION LOC. ALLOW. LC 2-12 245 0.05 1 Vert TL: 0.02" (L/999) 4-5 L/180 44 3-13 200 0.07 1 Vert LL: 0.02" (L/999) 4-5 L/240 44 4-14 254 0.12 1 Horz TL: 0.00" 5-15 174 0.20 1 7-16 278 0.14 1 -- Joint Locations -- 8-17 196 0.07 1 1 0- 0- 0 11 0- 0- 0 9-18 246 0.05 1 2 1- 4- 4 12 1- 4- 4 1-4.4 3-0-0 3-0-0 2-8-15 a 3-0-0 3-0.0 3-0-0 rn m 3 4- 4- 4 13 4- 4- 4 , 4 7- 4- 4 14 7- 4- 4 1-4.4 4-4-4 7.44 10-1-3 m m 13-4-1 16-4-4 19-4-4 5 10- 1- 3 15 10- 1- 3 10-4.4 I 10-4-3 6 10- 4- 4 16 13- 4- 4 7 13- 4- 4 17 16- 4- 4 1 2 3 4 5 7 8 9 10 8 16- 4- 4 18 19- 4- 4 6 9 19- 4- 4 19 20- 8- 7 10 20- 8- 7 4.00 4.00 - X-Brac. Locations (Joints)- BC TC X 15 5 T T 3-7.9 3 10 3-7-9 l 1SHIP 0.2-2 0-2-2 X 20.8.7 11 12 13 14 15 16 17 18 110 1-4-4 3.03.0 0 3-0-0 2-8-15 3-3-1 3-0-0 3-0-0 I 1-0-0 4.4.4 7-4-0 10-1-3 13-4-4 16-4-4 19-0-4 7 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-aided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/32"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Deign Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building des gn and Engg Chk: which most be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AIS]2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:37: TOTAL 42.00 psf I Secin S8.0.4 - 16179 Job Name: Truss ID: V07 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 20.25 Tc FORCE nrr. ERD CSI In SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 7-2 -119 0.00 0.00 0.72 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 54 0.00 0.00 0.54 1 1 -97 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 115 0.00 0.00 0.10 1 2 -422 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 12- 8- 7 4-5 56 0.00 0.00 0.59 1 3 -202 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 12- 8- 7 5-11 -121 0.00 0.00 0.69 1 4 -447 lb -147 lb Valley Truss application only; not designed Galvanization: G60 5 -93 lb -30 lb for wind load applied to the face. Web BC FORCE xxL atm CSI ID scxws Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS 7-8 0 0.00 0.00 0.22 1 TC 1 20TC22 50 This truss is designed using the ERG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.00 0.17 1 BC 1 20TC22 50 ASCE7-10 Wind Specification 1 0- 1-12 3.5011 114 153 9-10 0 0.00 0.00 0.20 1 WEB 1 20TC22 50 Bldg Enclosed = Yes, 2 3- 4- 4 3.50" 308 0 10-11 0 0.00 0.00 0.21 1 20 psf bottom chord live load NOT required Truss Location = End Zone 3 6- 1- 3 3.501, 202 0 on this truss, per IBC/IRC requirements for Exp Category = D 4 9- 4- 4 3.50" 333 0 WEB FORCE CSI In scxws attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 5 12- 6-11 3.50" 110 -155 2-8 442 0.09 1 Mean roof height = 24.17 ft, mph = 129 3-9 217 0.07 1 Occupancy Category II, Wind Dead Load = 7.20 psf 5-10 469 0.09 1 Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 25 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: -0.03" (L/999) 7-2 L/360 1 Vert LL: -0.02" (L/999) 7-2 L/480 1 Horz TL: 0.00" __= Joint Locations 1 0- 0- 0 7 0- 0- 0 2 3- 4- 4 8 3- 4- 4 3 4 4 2-8-15 3-0-0 3 4� 3 6- 1- 3 9 6- 4- 3 4 6- 9- 410 9- 9- 4 3-4-4 6-1-3 mJ'it LD 9.4-4 12-8-7 5 9- 4- 4 11 12- 8- 7 6 12- 8- 7 6.4.4 6-4-3 1 2 3 5 6 4 4.00 .4.00 2 -9 T T 2 4-0 .1-y 2 4.0 SHIP =0-2-2 =0.2. 12.8.7 7 8 9 10 11 344 2-8-15 3.3.1 3-4-3 344 6-1-3 9-44 12.8.7 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP - Spacer supplied by NUCONSTEEL Scale:11132"=1' WAMING Read all notes on this sheet and verb all design parameters. Designer: W0:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRU55 sections and is for an individual building component,not atruss system.Bracing Dsgn Chk N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chic: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility ofthe truss erector and/or thebuilding designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR HC Live 0.00 psf BC Dead 10.00 Psf Date: 9124/2015 @ 09:37 TOTAL 42.00 psf Seqn 58.0.4 - 16181 Job Name: Truss ID: V09 My: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 6.93 Tc FORCR - BNDCSI ID scores UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 5-2 -92 0.00 0.00 0.26 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -40 0.00 0.00 a.20 1 1 -77 lb -19 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-7 -79 0.00 0.00 0.58 1 2 -370 lb -98 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 4- 8- 7 3 -116 lb -29 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 4- 8- 7 Bc FORCE A:n, BND cal ID SCRWS Type ID SECTION Fy(ksi) Joints Valley Truss application only; not designed Galvanization: G60 5-6 0 0.00 0.00 0.12 1 TC 1 20TC22 50 for wind load applied to the face. Web 6-7 0 0.00 0.00 0.12 1 BC 1 20TC22 50 bracing is required if shown. REACTIONS WEB 1 20TC22 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ NEB FORCE CSI ID SCRWs 20 psf bottom chord live load NOT required ASCE7-10 Wind Specification 1 0- 1-12 3_.50" 62 124 2-6 387 0.08 1 on this truss, per IBC/IRC requirements for Bldg Enclosed = Yes, 2 2- 1- 3 3.50" 244 0 attics with limited storage. Truss Location = End Zone 3 4- 6-11 3.50" 88 -123 Exp Category = D Bldg Length = 110.50 ft, Bldg Width = 84.00 ft Mean roof height = 23.48 ft, mph = 129 Occupancy Category II, Wind Dead Load = 7.20 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 9 sqft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.0311 (L/999) 3-7 L/180 44 Vert LL: 0.0311 (L/999) 3-7 L/240 44 Horz TL: 0.0011 == Joint Locations 1 0- 0- 0 5 0- 0- 0 2-1-3 11 2-4.3 2 2- 1- 3 6 2- 1- 3 7 9- 8- 7 2.1-3 m ^ 4-8-7 4 4- 8- 7 2-4-4 2-4-3 1 2 3 4 4� 4.0� I 0-11.9 0.11-9 r0-9-10� ii SHIP IO-2-2IO-2-2� 4.8-7 5 6 7 2-1-3 2-7-4 2-1-3 4-8-7 Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided r #10 screws at each end of the truss member; SP = Spacer supplied by NUCONSTEEL Scale:0132"=1' W11n1V11 vRead all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: f U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which most be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 Psf Date: 9/24/2015 @ 09:37 TOTAL 42.00 psf Seqn S8,0.4 - 161 B3 Job Name: Truss ID: V12 My: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 42.47 Tc FoRrg - sem cal ID scEws UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 11-2 -255 0.00 0.00 0.42 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CABER. per the following schedule: 2-3 -168 0.00 0.00 0.39 1 1 -43 lb -2 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 68 0.00 0.00 0.37 1 2 -339 lb -121 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 23- 7- 4 4-5 155 0.00 0.00 0.36 1 3 -310 lb -106 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 23- 7- 4 5-6 182 0.00 0.00 0.09 1 4 -335 lb -120 lb Valley Truss application only; not designed Galvanization: G60 6-7 141 0.00 0.00 0.43 1 5 -124 lb -45 lb for wind load applied to the face. Web 7-8 33 0.00 0.00 0.41 1 6 -353 lb -126 lb bracing is required if shown. REACTIONS 8-9 -119 0.00 0.00 0.41 1 7 -308 lb -104 lb This truss is designed using the BRG X-LOC SIZE REACT HORIZ 9-19 -238 0.00 0.00 0.44 1 8 -340 lb -121 lb ASCE7-10 Wind Specification 1 0- 1-12 3.50" 91 257 9 -27 lb - lb Bldg Enclosed = Yes, 2 2- 9-10 3.50" 275 0 ac FoncE ML arm cs1 ID scros Type ID SECTION Fy(ksi) Joints Truss Location = End Zone 3 5- 9-10 3.50" 247 0 11-12 0 0.00 0.00 0.14 1 TC 1 20TC22 50 Exp Category = D 4 8- 9-10 3.50" 251 0 12-13 0 0.00 0.00 0.14 1 BC 1 20TC22 50 Bldg Length = 110.50 ft, Bldg width = 84.00 ft 5 11- 6- 9 3.5011 230 0 13-14 0 0.00 0.00 0.12 1 WEB 1 20TC22 50 Mean roof height = 25.06 ft, mph = 129 6 14- 9-10 3.50" 283 0 14-15 0 0.00 0.00 0.12 1 20 psf bottom chord live load NOT required Occupancy Category II, Wind Dead Load = 7.20 psf 7 17- 9-10 3.50" 239 0 15-16 0 0.00 0.00 0.14 1 on this truss, per IHC/IRC requirements for Designed as Main Wind Force Resisting System 8 20- 9-10 3.50" 277 0 16-17 0 0.0D 0.00 0.14 1 attics with limited storage. and Components and Cladding 9 23- 5- 8 3.50" 90 -257 17-18 0 0.00 0.00 0.14 1 Tributary Area = 47 sq£t 18-19 0 0.00 0.00 0.14 1 Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind crEa FoxcE cs1 1D senors DHFLECTION LOC. ALLOW. LC 2-12 357 0.07 1 Vert TL: 0.02" (L/999) 4-5 L/180 44 3-13 327 0.08 1 Vert LL: 0.02" (L/999) 4-5 L/240 44 4-14 350 0.17 1 Horz TL: 0.00" 5-15 -170 0.25 1 7-16 371 0.20 1 Joint Locations 8-17 324 0.08 1 1 0- 0- 0 11 0- 0- 0 9-18 358 0.07 1 2 2- 9-10 12 2- 9-10 J m m q 3 5- 9-10 13 5- 9-10 2-9-10 3.0.0 3-0-0 2-8-15 m m m mmo, m_ 4 8- 9-10 14 8- 9-10 2-9.10 5.9.10 B-9-10 11-6.9 � 5 11- 6- 9 15 11- 6- 9 6 11- 9-10 16 14- 9-10 11-9-10 11-9.10 7 14- 9-10 17 17- 9-10 1 2 3 4 7 B 9 10 8 17- 9-10 18 20- 9-10 6 9 20- 9-10 19 23- 7- 4 10 23- 7- 4 4.00 -4.00 = x-Brae. Locations (Joints)= BC TC X 15 5 18 9 T T 1 4-1-5 3. 1.7 X 4-1-5 I SHIP 0.2.2 X X 0.2.2 23-7-4 T 11 12 13 14 15 16 17 18 19 2.9-10 3.0-0 3-0-0 2-8-15 3-3-1 3-0-0 3-0-0 2.9-10 2-9-10 5-9-10 8-9-10 11-6-9 14-9-10 17-9-10 20-9-10 23-7-4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3116"=V WARNING Read all notes on this sheet and verb all design parameters. Designer: w0:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S S TM shown on this drawing snot erection bracing,wind bracing,portal bracing or similar la bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or thebuilding designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf BuildgSpec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:38: TOTAL 42.00 psf Seqn S8.0.4 - 16185 Job Name: Truss ID: V14 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 25.98 Tc FORCE AXL BND SI ID sCRWs UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied C 9-2 -167 0.00 O.00 o.31 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -92 o.00 o.00 0.39 1 1 -2 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 49 0.00 0.00 0.37 1 2 -283 lb -97 lb Mark all interior bearing locations. TC 12.00 0- 0- 0 15- 7- 4 4-5 116 o.00 o.00 o.10 1 3 -340 lb -118 lb Install interior support(s) beforeerection. BC 12.00" 0- 0- 0 15- 7- 4 5-6 58 0.00 0.00 0.43 1 4 -213 lb -67 lb Valley Truss application only; not designed Galvanization: G60 6-7 -94 0.00 0.00 0.45 1 5 -369 lb -128 lb for wind load applied to the face. Web 7-15 -187 0.00 0.00 0.29 1 6 -274 lb -94 lb bracing is required if shown. REACTIONS Type ID SECTION Fy(ksi) Joints This truss is designed using the BRG X-LOC SIZE REACT HORIZ Be FORCE AxL BND Car ID sCRWs TC 1 20TC22 50 ASCE7-10 Wind Specification 1 - 0- 1-12 3.50" 45 195 9-10 0 0.00 0.00 0.10 1 BC 1 20TC22 50 Bldg Enclosed = Yes, 2 1- 9-10 3.50" 227 0 10-11 0 o.00 o.00 a.11 1 WEB 1 20TC22 50 Truss Location = End Zone 3 4- 9-10 3.50" 255 0 11-12 0 0.00 0.00 0.12 1 20 psf bottom chord live load NOT required Exp Category = D 4 7- 6- 9 3.50" 232 0 12-13 0 0.00 0.00 0.14 1 on this truss, per IBC/IRC requirements for Bldg Length = 110.50 ft, Bldg Width = 84.00 £t 5 10- 9-10 3.50" 288 0 13-14 0 0.00 0.00 0.14 1 attics with limited storage. Mean roof height = 24.39 ft, mph = 129 6 13- 9-10 3.50^ 217 0 14-15 o 0.00 0.00 0.09 1 Occupancy Category LI, Wind Dead Load = 7.20 psf 7 15- 5- 8 3.50^ 47 -195 Designed as Main Wind Force Resisting System WEB FORCE CS1 ID sCRws and Components and Cladding 2-10 298 0.06 1 Tributary Area = 31 sq£t 3-11 356 0.07 1 Horizontal distance from the windward edge 4-12 230 0.12 1 0- 0- 0 upwind and 0- 0- 0 downwind 6-13 3aa 0.08 1 DEFLECTION LOC. ALLOW. LC 7-14 288 0.06 1 Vert TL: -0.02" (L/999) 5-6 L/360 1 Vert LL: -0.01" (L/999) 5-6 L/480 1 Horz TL: 0.00" === Joint Locations = 1 0- 0- 0 9 0- 0- 0 2 1- 9-10 10 1- 9-10 m 3 4- 9-10 11 4- 9-10 1-9-103-0.0 2-8-15 3-0-0 3-0-0 1-9-10 4 7- 6- 9 12 7- 6- 9 1-9-10 4-9-10 7-6-9 m 10-9-10 13-9-10 15-7-4 5 7- 9-10 13 10- 9-10 6 10- 9-10 14 13- 9-10 7.9.10 7-9-10 7 13- 9-10 15 15- 7- 4 1 2 3 4 6 7 8 8 15- 7- 4 5 4.00 -400 T T 2-9.5 7.7 2.9.5 HIP S 2 IS 0.2.2 0-2-2 15-7-4 9 10 11 12 13 14 15 1-9-10 3-0-0 2-82-815 3-3-1 3-0-0 1-9-10 1-9-10 4-9-10 7-6-9 10-9-10 13-9-10 15-7.4 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP - Spacer supplied by NUCONSTEEL Scale:9/32" 1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,nota truss system.Bracing Dsgn Chk: IU U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing orsimilar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : - 7 temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:38: TOTAL 42.00 psf Seqn S8.0.4 - 16187 Job Name: Truss ID: V16 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 11.66 TC FORCE - RRO CSI 1n SCRWS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 7-2 -204 0.00 0.00 0.36 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -94 0.00 0.00 0.33 1 1 -39 lb -37 lb -32 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 39 0.00 0.00 0.19 1 2 -329 lb -97 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 7- 7- 4 4-5 -80 0.00 0.00 0.54 1 3 -357 lb -100 lb Install interior support(s) before erection. - BC 12.00" 0- 0- 0 7- 7- 4 5-11 -218 0.00 0.00 0.51 1 4 -415 lb -121 lb Valley Truss application only; not designed Galvanization: G60 5 -67 lb -35 lb -64 lb for wind load applied to the face. Web BC FORCE AXL BM CS1 In SCRWS Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS 7-8 0 0.00 0.00 0.07 1 TC 1 20TC22 50 This truss is designed using the HAG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.00 0.14 1 BC 1 20TC22 So ASCE7-10 Wind Specification 1 0- 1-12 3.50" 103 180 9-10 0 0.00 0.00 0.14 1 WEB 1 20TC22 50 Bldg Enclosed = Yes, 2 0- 9-10 3.50" 205 0 10-11 0 0.00 0.00 0.12 1 20 psf bottom chord live load NOT required Truss Location = End Zone 3 3- 6- 9 3.50" 263 0 on this truss, per IHC/IRC requirements for Exp Category = D 4 6- 9-10 3.50" 268 0 WEB FORCE Cs1 10 SCRWS attics with limited storage. Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 5 7- 5- 8 3.501, 147 -180 2-8 341 0.07 1 Mean roof height - 23.72 ft, mph = 129 3-9 375 0.08 1 Occupancy Category II, Wind Dead Load = 7.20 psf 5-10 431 0.09 1 Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 15 sgft Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.04" (L/999) 4-5 L/180 44 Vert LL: 0.04" (L/999) 4-5 L/240 44 Horz TL: 0.00" -- Joint Locations -_ 1 0- 0- 0 7 0- 0- 0 2 0- 9-10 8 0- 9-10 0-9-10 2-8-157' m 3-0.0 ^ 3 3- 6- 9 9 3- 6- 9 0-9-10 3-6-9 m r 6-9-10 a 4 3- 9-10 10 6- 9-10 5 6- 9-10 11 7- 7- 4 3-9-10 3-9.10 6 7- 7- 4 1 2 3 4 5 6 4.00 .4.00 l T 1-5-5 1.3.7 1-5-5 SHIP 10-2-2 IO-2- 7117 1111111111 7-74 7 8 9 10 11 0-9-10 2-8-15 3-3-1 m 0.9.10 3-6-9 6-9-10 q Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:19132"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building Component,not a truss system.Bracing Dagn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent, isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicatesonly thatthe trussassembly shownonthis sheetmeetsthe acceptable design criteria for the loads,loadingcondition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:38 TOTAL 42.00 psf Seqn 58.0.4 - 16189 Job Name: Truss ID: V18 9!y: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 42.08 Tc FORCE Ra BUD CSI ID scows UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 11-2 -255 0.00 0.00 0.41 1 Support CSC Wind Main Wind Non-wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -169 0.00 0.00 0.38 1 1 -39 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 66 0.00 0.00 0.37 1 2 -332 lb -119 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 23- 5- 0 4-5 154 o.00 o.00 0.36 1 3 -313 lb -107 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 23- 5- 0 5-6 182 0.00 0.00 0.09 1 4 -334 lb -120 lb Valley Truss application only; not designed Galvanization: G60 6-7 140 0.00 0.00 0.43 1 5 -125 lb -46 lb for wind load applied to the face. Web 7-8 33 0.00 0.00 0.41 1 6 -353 lb -126 lb bracing is required if shown. REACTIONS 8-9 -122 0.00 0.00 0.39 1 7 -310 lb -105 lb This truss is designed using the BRG X-LOC SIZE REACT HORIZ 9-19 -239 0.eo 0.00 0.42 1 8 -333 lb -119 lb ASCE7-10 Wind Specification 1 0- 1-12 3.50" 87 256 9 -22 lb Bldg Enclosed = Yes, 2 2- 8- 8 3.50" 269 0 Be FORCE Air. atm CSI ID SCRUB Type ID SECTION Fy(ksi) Joints Truss Location = End Zone 3 5- 8- 8 3.50" 249 0 11-12 o o.00 o.00 0.13 1 TC 1 20TC22 50 Exp Category = D 4 8- 8- 8 3.50" 251 0 12-13 D DAD 0.00 0.13 1 BC 1 20TC22 50 Bldg Length = 110.50 ft, Bldg Width = 84.00 £t 5 11- 5- 7 3.50^ 231 0 13-14 0 0.00 0.00 0.12 1 WEB 1 20TC22 50 Mean roof height - 25.04 ft, mph = 129 6 14- 8- 8 3.50^ 282 0 14-15 0 0.00 0.00 0.12 1 20 psf bottom chord live load NOT required Occupancy Category II, Wind Dead Load = 7.20 psf 7 17- 8- 8 3.50" 240 0 15-16 0 0.00 0.00 0.14 1 on this truss, per IBC/IRC requirements for Designed as Main Wind Force Resisting System 8 20- S- 8 3.50^ 271 0 16-17 0 0.00 0.00 0.14 1 attics with limited storage. and Components and Cladding 9 23- 3- 4 3.50" 87 -256 17-18 0 0.00 0.00 0.14 1 Tributary Area = 47 sqft 18-19 0 0.00 0.00 0.14 1 Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind wEH FORCE csI ID scaws DEFLECTION LOC. ALLOW. LC 2-12 350 0.07 1 Vert TL: 0.02" (L/999) 4-5 L/180 44 3-13 329 0.08 1 Vert LL: 0.021, (L/999) 4-5 L/240 44 4-14 350 0.17 1 Horz TL: 0.00" 5-15 -171 0.25 1 7-16 371 0.19 1 --- Joint Locations 8-17 326 0.08 1 1 0- 0- 0 -11 0- 0- 0 9-18 351 0.07 1 2 2- S- 8 12 2- 8- 8 m m m m m 3 5- 8- 8 13 5- e- 8 2-8-8 3-0-0 3-0-0 2-8-15S m m m m m m m m u 4 8- S- 8 14 8- 8- 8 FP 2.8-8 5-8-8 8-8-8 11-5-7 m m ^ N N 5 11- 5- 7 15 11- 5- 7 6 11- 8- a 16 14- 8- 8 11.8.8 11-8-8 7 14- 8- 8 17 17- 8- 8 1 2 3 4 7 8 9 10 8 17- 8- 8 18 20- e- 8 6 9 20- 8- a 19 23- 5- 0 10 23- 5- 0 4.00 -4.00 - X-Brae. Locations (Joints) BC TC X 15 5 T T 18 9 l4-0-15 3. 1-1 X 4-0-15/SHIP 0-2-2 X X 0.2-2 23.5.0 11 12 13 14 15 16 17 18 19 2-8-8 3-0-0 3-03-0 2.8-15 33.1 3-0-0 3-0-0 2-8-8 2-8-8 5-8-8 8-8-8 11-5-7 14-8-8 17-8-8 20-8-8 23-5-0 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:3/16"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,nota truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which most be considered by the building designer. Bracing shown is lateral bracing of truss members only.. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthe truss erector and/or thebuilding designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:39 TOTAL 42.00 psf Segn 58.0.4 - 16191 Job Name: Truss ID: V20 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 25.62 xc FORCE - nem CST 10 SCANS UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 9-2 -1Se 0.00 0.00 0.31 1 Support CSC wind Main Wind Non-wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -94 0.00 0.00 0.39 1 1 -3 lb Loaded for 10 PSF non-concurrent BOLL. max o.c. from to 3-4 48 0.00 0.00 0.37 1 2 -279 lb -95 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 15- 5- 0 4-5 115 0.00 0.00 0.11 1 3 -341 lb -119 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 15- 5- 0 5-6 56 0.00 0.00 0.44 1 4 -215 lb -67 lb Valley Truss application only; not designed Galvanization: G60 6-7 -96 0.00 0.00 0.46 1 5 -371 lb -128 lb for wind load applied to the face. Web 7-15 -187 0.00 0.00 0.29 1 6 -270 lb -92 lb bracing is required if shown. REACTIONS Type ID SECTION Fy(ksi) Joints This truss is designed using the BRG X-LOC SIZE REACT HORIZ BC FORCE AXL atm cal 10 SCRNS TC 1 20TC22 50 ASCE7-10 Wind Specification 1 0- 1-12 3.5011 40 194 9-10 0 0.00 0.00 0.10 1 BC 1 20TC22 50 Bldg Enclosed = Yes, 2 1- 8- 8 3.5011 223 0 10-11 0 0.00 0.00 0.11 1 WEB 1 20TC22 50 Truss Location = End Zone 3 4- 8- 8 3.50" 256 0 11-12 0 0.00 0.00 0.12 1 20 psf bottom chord live load NOT required Exp Category = D 4 7- 5- 7 3.50" 232 0 12-13 0 0.00 0.00 0.14 1 on this truss, per IHC/IRC requirements for Bldg Length = 110.50 ft, Bldg Width = 84.00 ft 5 10- 8- 8 3.50" 288 0 13-14 0 0.00 0.00 0.14 1 attics with limited storage. Mean roof height - 24.37 ft, mph = 129 6 13- 8- 8 3.50" 213 0 14-15 0 0.00 0.00 0.09 1 Occupancy Category II, Wind Dead Load = 7.20 psf 7 15- 3- 4 3.50" 43 -194 Designed as Main Wind Force Resisting System WEB FORCE CST 10 SCRWs and Components and Cladding 2-10 294 0.06 1 Tributary Area = 31 sgft 3-11 357 0.07 1 Horizontal distance from the windward edge 4-12 231 0.11 1 0- 0- 0 upwind and 0- 0- 0 downwind 6-13 390 0.08 1 DEFLECTION LOC. ALLOW. LC 7-14 284 0.06 1 Vert TL: -0.02^ (L/999) 5-6 L/360 1 Vert LL: -0.01" (L/999) 5-6 L/480 1 Horz TL: 0.00" Joint Locations 1 0- 0- 0 9 0- 0- 0 2 1- a- 8 10 1- 8- 8 3 4- 8- 811 4- 8- 8 1-8-8 3-03-0 0 2-8-15 jcp 3.0.0 3-0-0 1-8-8 4 7- 5- 712 7- 5- 7 1.8-8 4-8-8 7-5-7 ^ 10-8-8 13-8.8 15-5-0 91 5 7- e- 8 13 10- 8- 8 6 10- 8- 8 14 13- 6- 8 7.8.8 _ 7-8.8 7 13- 8- 8 15 15- 5- 0 1 2 3 4 6 7 8 8 15- 5- 0 5 4.00 -4.00 T T 2-8-15 7-1 2-8-15 1 I SHIP 0.2-2 0.2.2 15-5-0 _ 9 10 11 12 13 14 15 1-8-8 3.0-0 2-8-15 3-3-1 3-0-0 1-8-8 1-8-8 4-8-8 7-5-7 10-8-8 13-8-8 15-5-0 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:9132"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer; WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not a truss system.Bracing Dsgn Chk: T' TIN shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: � � U T R U S S which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,isthe responsibility ofthe truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Bulldg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:39 TOTAL 42.00 psf Seqn 58.0.4 - 16193 Job Name: Truss ID: V22 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 11.35 Tc FORCE ML BM CSI ID SCANS UPLIFT REACTIONS) . THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 7-2 -209 0.00 0.00 0.37 1 Support C&C Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -96 0.00 0.00 0.34 1 1 -50 lb -45 lb -44 lb Loaded for 10 PSF non-concurrent BCLL. max O.C. from to 3-4 39 0.00 0.00 0.19 1 2 -338 lb -99 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 7- 5- 0 4-5 -63 0.00 0.00 0.54 1 3 -360 lb -100 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 7- 5- 0 5-11 -226 0.00 0.00 0.53 1 4 -432 lb -126 lb Valley Truss application only; not designed Galvanization: G60 5 -83 lb -47 lb -81 lb for wind load applied to the face. Web BC FORCE nxr. Arm cal ID SCRWS Type ID SECTION Fy(ksi) Joints bracing is required if shown. REACTIONS 7-8 o 0.00 0.00 0.07 1 TC 1 20TC22 50 This truss is designed using the BRG X-LOC SIZE REACT HORIZ e-9 0 0.00 0.00 0.14 1 BC 1 20TC22 50 ASCE7-10 Wind Specification 1 0- 1-12 3.50" 123 179 9-10 0 0.00 0.00 0.14 1 WEB 1 20TC22 50 Bldg Enclosed = Yes, 2 0- 8- 8 3.501' 209 0 10-11 0 0.00 0.00 0.12 1 20 psf bottom chord live load NOT required Truss Location = End Zone 3 3- 5- 7 3.50" 262 0 on this truss, per IBC/IRC requirements for Exp Category = D 4 6- 8- 8 3.50" 277 0 NEB FORCE CSI ID SCENE attics with limited storage. Bldg Length = 110.50 ft, Bldg width = 84.00 ft 5 7- 3- 4 3.50" 173 -179 2-8 351 0.07 1 Mean roof height = 23.71 ft, mph = 129 3-9 377 0.08 1 Occupancy Category II, Wind Dead Load = 7.20 psf 5-10 449 0.09 1 Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area = 15 sq£t Horizontal distance from the windward edge 0- 0- 0 upwind and 0- 0- 0 downwind DEFLECTION LOC. ALLOW. LC Vert TL: 0.04" (L/999) 4-5 L/180 44 Vert LL: 0.04" (L/999). 4-5 L/240 44 Hors TL: 0.00" --= Joint Locations ---- 1 0- 0- 0 7 0- 0- 0 0-8-8 2-82-8-15 m m 3-0-0 m N 2 0- e- 8 8 0- e- 3 3- 5- 7 9 3- 5- 7 7 0-8-8 3-5-7 e, '"' 6-8-8 in n 4 3- 8- 8 10 6- 8- 8 5 6- 8- 8 11 7- 5- 0 3-8-8 3-8-8 6 7- 5- 0 1 2 3 4 5 6 4.00 -4.00 I I 7-4-75 1-3-1 1-4-15 SHIP 10-2-2 10-2-2 7-5-0 7 8 9 10 11 0-8-8 2-82-8-1 5 3.3.1 m m 0-8.8 3-5-7 6-8-8 m D m � Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:518"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: U T R U S S TIN shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: - which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified TC Dead 12.00 psf Bulldg Spec: FBC201OR BC Live 0-00 psf BC Dead 10.00 psf Date: 9/24/2015 @ 09:39 TOTAL 42.00 psf Segn S8.0.4 - 16195 Job Name: Truss ID: V24 Q : 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 24.99 Tc FORCE - s110 CSI In SCRNS UPLIFT REACTION(S) THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 9-2 -Ira 0.00 0.00 0.30 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 -98 0.00 0.00 0.40 1 1 -6 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 45 0.00 0.00 0.38 1 2 -274 lb -93 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 15- 1- 0 4-5 113 0.00 0.00 0.11 1 3 -344 lb -119 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 15- 1- 0 5-6 54 0.00 0.00 0.44 1 4 -218 lb -68 lb Valley Truss application only; not designed Galvanization: G60 6-7 -100 0.00 0.00 0.46 1 5 -374 lb -128 lb for wind load applied to the face. Web 7-15 -188 0.00 0.00 0.28 1 6 -264 lb -90 It, bracing is required if shown. REACTIONS Type ID SECTION Fy(ksi) Joints This truss is designed using the BRG X-LOC SIZE REACT HORIZ Be FORCE nxr, man Cs1 To SCRWs TC 1 20TC22 50 ASCE7-10 Wind Specification 1 0- 1-12 3.50" 32 192 9-10 0 0.00 0.00 0.10 1 BC 1 20TC22 50 Bldg Enclosed = Yes, 2 1- 6- 8 3.50^ 218 0 10-11 0 0.00 0.00 0.11 1 WEB 1 20Tc22 50 Truss Location = End Zone 3 4- 6- 8 3.50" 257 0 11-12 0 0.00 0.00 0.12 1 20 psf bottom chord live load NOT required Exp Category = D 4 7- 3- 7 3.50" 232 0 12-13 0 0.00 0.00 0.14 1 on this truss, per IBC/IRC requirements for Bldg Length = 110.50 ft, Bldg Width = 84.00 £t 5 10- 6- 8 3.50" 289 0 13-14 0 0.00 0.00 0.14 1 attics with limited storage. Mean roof height = 24.35 ft, mph 129 6 13- 6- 8 3.50" 207 0 14-15 0 0.00 0.00 0.09 1 Occupancy Category II, Wind Dead Load = 7.20 psf 7 14-11- 4 3.501' 34 -192 Designed as Main Wind Force Resisting System WEB FORCE Cs1 In SCENE and Components and Cladding 2-10 288 0.06 1 Tributary Area = 30 sqft 3-11 360 0.07 1 Horizontal distance from the windward edge 4-12 234 0.11 1 0- 0- 0 upwind and 0- 0- 0 downwind 6-13 393 0.08 1 DEFLECTION LOC. ALLOW. LC 7-14 278 0.06 1 Vert TL: -0.0211 (L/999) 5-6 L/360 1 Vert LL: -0.0111 (L/999) 5-6 L/480 1 Horz TL: 0.0011 Joint Locations - 1 0- 0- 0 9 0- 0- 0 1-6-8 3-0-0 2-8-15 m 3-0-0 3-0-0 m m 2 1- 6- 8 10 1- 6- 8 _ -� 3 4- 6- 8 11 4- 6- 8 1.6.8 4-6-8 7-3-7 m ^ 10-6-8 13-6.8 4 7- 3- 7 12 7- 3- 7 5 7- 6- 8 13 10- 6- 8 7-6-8 7.6.8 6 10- 6- 8 14 13- 6- 8 1 2 3 4 6 7 g 7 13- 6- 8 15 15- 1- 0 8 15- 1- 0 5 4.00 -4.00 T T 2.8.5 6.g 2-8.5 SHIP =0-2-2 =0-2-2 15-1-0 9 10 11 12 13 14 15 1-61-6 8 3-03-0 0 2-8.15 3-3.1 3-0-0 m m 1-6-8 4-6-8 7-3.7 10-6-8 13-6-8 1 71 Each connection requires 3/811 diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #SO screws at each end of the truss member: SP Spacer supplied by NUCONSTEEL Scale:5116"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,nota truss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 psf - Date: 9/24/2015 @ 09:40 TOTAL 42.00 psf Segn 58.0.4 - 16197 Job Name: Truss ID: V26 Qty: 1 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 11.23 TC FORCE w = CSI ID SCRWS UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 7-2 -66 0.00 0.00 0.17 1 Support CSC Wind Main Wind Non-Wind MULTIPLE LOAD CASES. per the following schedule: 2-3 32 0.00 0.00 0.16 1 1 -46 lb -10 lb Loaded for 10 PSF non-concurrent BCLL. max o.c. from to 3-4 94 0.00 0.00 0.09 1 2 -248 lb -71 lb Mark all interior bearing locations. TC 12.00" 0- 0- 0 7- 1- 0 4-s 42 0.00 0.00 0.22 1 3 -186 lb -49 lb Install interior support(s) before erection. BC 12.00" 0- 0- 0 7- 1- 0 5-11 -68 0.00 0.00 0.23 1 4 -287 lb -82 lb Top chord supports 24.0 ^ of uniform load Galvanization: G60 5 -37 lb -8 lb at 20 psf live load and 12 psf dead load. -BC FORCE AXL BND cal ID SCRWS Type ID SECTION Fy(ksi) Joints Additional design considerations may be REACTIONS 7-8 0 0.00 0.00 0.04 1 TC 1 20TC22 50 required if sheathing is attached. BRG X-LOC SIZE REACT HORIZ 8-9 0 0.00 0.00 0.06 1 BC 1 20TC22 50 [+] indicates the requirement for lateral 1 0- 1-12 3.5011 53 83 9-10 0 0.00 0.00 0.06 1 WEB 1 20TC22 50 restraint (designed by others) 2 1- 6- 8 3.50" 156 0 10-11 0 0.00 0.00 0.06 1 This truss is designed using the perpendicular to the plane of the member at 3 3- 3- 7 3.50^ 153 0 ASCE7-10 Wind Specification 0" intervals. This restraint is a result 4 5- 6- 8 3.50^ 187 0 WEB FORCE CSI To SCRWS Bldg Enclosed = Yes, of wind load applied to member.(Combination 5 6-11- 4 3.50" 46 -83 2-8 258 0.05 1 Truss Location = End zone axial plus bending). Refer to BCSI for 20 psf bottom chord live load NOT required 3-9 197 0.04 1 Exp Category = D proper required lateral restraint. on this truss, per IBC/IRC requirements for 5-10 298 0.06 1 Bldg Length = 110.50 £t, Bldg Width = 84.00 £t This truss requires adequate sheathing, as attics with limited storage. Mean roof height = 23.68 £t, mph = 129 designed by others, applied to the truss Occupancy Category II, Wind Dead Load = 7.20 psfface providing lateral support for webs in Designed as Main Wind Force Resisting System the truss plane and creating shear wall and Components and Cladding action to resist diaphragm loads. Tributary Area = 14 sq£t DEFLECTION LOC, ALLOW. LC Horizontal distance from the windward edge Vert TL: 0.00" (L/999) 4-5 L/360 1 0- 0- 0 upwind and 0- 0- 0 downwind Vert LL: 0.00" (L/999) 4-5 L/480 1 Horz TL: 0.00" Joint Locations 1 0- 0- 0 7 0- 0- 0 1-6-8 1-8-151P 2-0.0 1-6.8 2 1- 6- 8 a 1- 6- a ,+, ,D 3 3- 3- 7 9 3- 3- 7 1-6-8 3-3-7 m m 5-6-8 7-1.0 4 3- 6- a 10 5- 6- 8 5 5- 6- 8 it 7- 1- 0 3-6-8 3-6-8 6 7- 1- 0 1 2 3 4 5 6 4.00 -4.00 1 4-54-5 1-2-6 1 SHIP I0-2-2 10-2. 7-1-0 7 8 9 10 11 1-6-8 1-8-15 2-3-1 1-6-8 1-6-8 3-3-7 5-6-8 7-1-0 Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL OVER CONTINUOUS SUPPORT SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:21132"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE 2nd Truss design on this sheet is only valid with NUTRUSS sections and is for an individual building component,not atmss system.Bracing Dsgn Chk: U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: N which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,isthe responsibility of the truss erector and/or thebuilding designer. The Professional Engineer'sseal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 10.00 PSf Date: 9/24/2015 @ 09:40 TOTAL 42.00 psf Secin S8.0.4 - 16199 .SECOND STORY ATTIC FLOOR TRUSS DESIGN SHEETS REEDRESIDENCE 812 OCEAN BOULEVARD ATLANTIC BEACH, FL 32233 COLD FORMED STEEL DESIGN RECORD DOCUMENTS Job Name: Truss ID: FGT01 Qty: 2 SPACING: 1- 4- 0 PLY: 2 WEIGHT: 110.18 xc FORCEAXL Shut) CST LD SCR/PLY Type ID SECTION Fy(ksi) Joints NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 " O.C. This design based on chord bracing applied 1-2 0 0.00 0-09 0.09 1 -SP TC 1 20TC20 50 THIS DESIGN IS THE COMPOSITE.RESULT OF per the following schedule: 2-3 -1522 0.15 0.10 0.24 1 SP- BC 1 20TC20 So MULTIPLE LOAD CASES. max O.C. from to 3-4 -1522 0.15 0.10 0.24 1 -SP WEB 1 20TC20 50 Loaded for 10 PSF non-concurrent BCLL. TC 12.00" 0- 0- 0 21- 3- 6 4-5 -3068 0.31 0.06 0.35 1 SP-SP Galvanization: G60 Drainage must be provided to avoid ponding. BC 12.00" 0- 0- 0 21- 2-12 5-6 -4813 0.07 0.07 0.55 1 SP- . 20 psf bottom chord live load NOT required ----------LOAD CASE #1 DESIGN LOADS ---------------- 6-7 -4813 0.07 0.10 0.57 1 REACTIONS on this truss, per IHC/IRC requirements for Dir L.Plf L.Loc R.Plf R.Loc LL/TL 7-8 -5651 0.16 0.11 0.67 1 BRG X-LOC SIZE REACT HORIZ attics with limited storage. TC Vert 42.67 O- 0- 0 42.67 4- 7- 7 0.62 8-9 -5651 0.16 0.10 0.66 1 1 0- 2- 4 4.50" 947 0 TC Vert 21.33 4- 7- 7 21.33 5-11- 7 0.62 9-10 -5439 0.13 0.04 0.58 1 2 21- 0- 8 4.50" 696 0 TC Vert 42.67 5-11- 7 42.67 6- 8-13 0.62 10-11 -5050 0.10 0.11 0.62 1 TC Vert 21.33 6- 8-13 21.33 8- 0-13 0.62 11-12 -4602 0.05 0.04 0.49 1 TC Vert 42.67 8- 0-13 42.67 21- 2-12 0.62 12-13 -3893 0.39 O.OB 0.47 1 BC Vert 6.00 0- 0- 0 6.00 4- 7- 7 0.00 13-14 -3141 0.31 0.06 0.37 1 BC Vert 3.00 4- 7- 7 3.00 5-11- 7 0.00 14-15 -2072 0.21 0.12 0.31 1 BC Vert 6.00 5-11- 7 6.00 6- 8-13 0.00 15-16 -loll 0.10 0.09 0.19 1 BC Vert 3.00 6- 8-13 3.00 8- 0-13 0.00 16-17 -1158 0.12 0.01 0.12 1 BC Vert 6.00 8- 0-13 6.00 21- 2-12 0.00 17-18 11 o.DO 0.01 0.01 1 ..Type... lbs X.Loc LL/TL BC Vert 338.4. 5- 3- 7 0.55 BC PORCH AML MM CST TO SCR/PLY BC Vert 338,.4 7- 4-13 0.55 19-20 0 0.00 0.00 0.00 1 -SP 20-21 1522 0.13 0.09 0.21 1 SP- 21-22 1522 0.13 0.09 0.22 1 -SP DEFLECTION LOC. ALLOW. LC 22-23 3D68 0.25 0.16 0.34 1 SP-SP Vert TL: -0.5411 (L/465) 27-28 L/360 1 23-24 4813 0.06 0.14 0.53 1 SP- Vert LL: -0.29" (L/851) 27-28 L/480 1 24-25 4813 0.06 0.16 0.53 1 Horz TL: 0.07" 25-26 5651 0.13 0.10 0.56 1 26-27 5651 0.13 0.10 0.56 1 =---= Joint Locations =---- 27-28 5439 0.11 0.35 0.54 1 1 0- 0- 0 19 0- 0- 0 28-29 5050 0.08 0.07 0.48 1 2 1- 6- 2 20 0- 2-12 29-30 4602 0.04 0.18 0.45 1 3 1- 7-12 21 1- 7-12 30-31 3893 0.32 0.07 0.39 1 4 3- 2- 9 22 1- 9- 6 31-32 3141 o.z6 0.13 0.33 1 m �-, :; �' m � ;+ .� 47 m m m 5 3- 3- 7 23 5- 2- 0 1.6-2 m 3-2-7 3-2-7 3-24 32-33 2072 0.17 0.07 0.24 1 .'. �; ^ m rP 6 5- 3- 7 24 5- 3- 7 33-34 997 0.06 0.01 0.09 1 1-6-2 -' 13.0-13 16-4-4 19-7-8 7 5- 4-14 25 7- 3- 6 34-35 0 O.OD 0.01 0.01 1 8 7- 4-13 26 7- 4-13 -12 1-6-0 9 9- 9-10 27 7- 6- 2 148B FORCE CSL ID SCR/PLY 12 4 6 8 9 11 13 1517 10 9-10- 6 28 11- 5- 1 1-19 10 0.00 1 2-PLYS 3 5 7 10 12 14 7�1A 11 13- 0-13 29 11- 6- 2 2-20 -1816 0.25 1 SP-SP REQUIRED I 12 13- 1-13 30 14- e- e 3-21 939 0.08 1 -4.00 13 16- 4- 4 31 14- 9- 9 4-22 -1788 0.26 1 SP-SP 14 16- 5- 5 32 18- 0- 0 5-23 1909 0.16 1 SP-SP X 15 19- 7- 8 33 18- 1- 0 6-24 -437 0.04 1 16 19- 8-12 34 21- 0- 0 7-25 918 0.08 11 1-0-0 17 19- 9- 2 35 21- 2-12 I 8-26 -68 0.01 1 =0.6. HIP 19 21- 2-12 9-27 226 0.02 1 == X-SrdC. LOCatiOriS (JOiIItB)== 10-28 .441 0.07 1 X BC TC 11-29 509 0.04 1 B162 28 10 12-30 .804 0.12 1 13-31 853 0.07 1 W:408 W:408 14-32 -1213 0.19 1 R:947 R:696 15-33 1221 0.10 1 U: U: 17-34 -1195 0.16 1 1B-35 -27 0.00 1 i an 22 24 29 21-2-12 -24 11 33 19 21 23 2527 28 30 32 34 0-2-12 I 3 4-1_ 0 II N 3-10II 3-2-7 I 3-2-7 0-2-12 elm 5-2-0 a�"r �lcp 11.5.1 1 14-8-8 1 18-0-0 I m21-0-0 N Mo :n rN r. m m m m Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of double-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7132"=1' WARNING Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE ATTIC FLOOR 7- Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk: which most be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting : temporary and/or permanent,is the responsibility ofthetruss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the trussassembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,thus configuration and spans specified. TC Dead 12.00 psf Buildg Spec:-FBC201OR BC Live 0.00 psf BC Dead 4.50 psf Date: 7/712015 @ 09:15 TOTAL 36.50 psf Seqn S8.0.4 - 14322 Job Name: Truss ID: FT01 Qty: 6 SPACING: 1- 4- 0 PLY: 1 WEIGHT: 54.31 Tc FORCEA8L m6D CS1 ID SCRWS Type ID SECTION Fy(kSi) Joints NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 " O.C. This design based on chord bracing applied 1-2 0 0.00 0.12 0.12 1 -SP TC 1 20TC20 50 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2-3 -780 0.16 0.13 0.27 1 SP- BC 1 20TC20 50 MULTIPLE LOAD CASES. max O.C. from to 3-4 -780 0.16 0.13 0.27 1 WEB 1 20TC20 50 Loaded for 10 PSF non-concurrent BOLL. TC 12.00" 0- 0- 0 21- 3- 6 4-5 -1549 0.31 0.10 0.39 1 Galvanization: G60 Drainage must be provided to avoid ponding. BC 12.00" 0- 0- 0 21- 2-12 5-6 -2119 0.42 0.14 0.56 1 20 psf bottom chord live load NOT required 6-7 -2636 0.53 0.06 0.5B 1 REACTIONS on this truss, per IBC/IRC requirements for 7-8 -2880 0.5B 0.15 0.74 1 BRG X-LOC SIZE REACT HORIZ attics with limited storage. 8-9 -3084 0.62 0.02 0.64 1 1 0- 2- 4 4.50" 516 0 9-10 -3025 0.61 0.15 0.77 1 2 21- 0- S 4.50n 517 0 10-11 -2933 0.59 0.05 0.63 1 11-12 -2561 0.51 0.16 0.68 1 12-13 -2111 0.42 0.05 0.46 1 13-14 -1517 0.30 0.05 0.34 1 14-15 -1517 0.30 0.14 0.43 1 -SP .15-16 -722 0.14 0.14 0.27 1 SP- 16-17 -828 0.17 0.28 0.43 1 -SP 17-18 34 0.01 0.28 0.28 1 SP- EC FORCE A L END CSI ID SCRWS 19-20 0 0.00 0.00 0.00 1 -SP 20-21 780 0.13 0.09 0.21 1 SP- DEFLECTION LOC. ALLOW. LC 21-22 780 0.13 0.10 D.23 1 Vert TL: -0.61- (L/408) 9-10 L/360 1 22-23 1549 0.26 0.15 0.35 1 Vert LL: -0.33- (L/743) 9-10 L/480 1 23-29 2118 0.35 0.07 0.92 1 Horz TL: 0.08- 24-25 2636 0.43 0.21 0.52 1 25-26 2880 0.48 0.08 0.56 1 Joint Locations =---- 26-27 3084 0.51 0.26 0.61 1 1 0- 0- 0 19 0- 0- 0 27-28 3025 0.50 0.08 0.58 1 21- 5-10 20 0- 2-12 28-29 2933 0.48 0.22 0.57 1 3 1- 7-12 21 1- 7-12 29-30 2561 0.42 0.06 0.48 1 4 3- 2- 7 22 1- 9- 6 30-31 2111 0.35 0.28 0.53 1 5 3- 3- 7 23 4-10- 2 31-32 1517 0.25 0.19 0.44 1 1-5-10 1' -rv' -�' ^ 3-2-7 �' 'N'' 3-2-7 m 3-2-7 ;'! 2 3.2.7 -', er-, -�" e4 �~," m m 6 6- 5-14 24 4-11- 3 32-33 1517 0.25 0.12 0.37 1 -SP n m 7 6- 6-15 25 8- 1-10 37-39 712 0.12 0.12 0.23 1 SP-SR 1-5-10 ^' ^' `�' 6-5-14 �' '� 9.9-5 d' 13-0-13 �' 16-4-4 �' `� m `(' '" 8 9- 9- 5 26 8- 2-10 34-35 0 0.00 0.05 0.05 1 SP- 9 9-10- 6 27 11- 5- 1 19-8-12 � 10 13- 0-13 28 11- 6- 2 WEB FORCE CSI ID SCR.S 1 2 4 6 8 10 12 14 1517 11 13- 1-13 29 14- 8- 8 1-19 7 0.00 1 12 16- 4- 4 30 14- 9- 9 2-20 -940 0.25 1 SP-SP 3 5 7 9 11 13 X18, 13 16- 5- 5 31 17-1a- 5 3-21 474 0.08 1 -4.00 I 14 18- 0- 0 32 18- 0- 0 4-22 -892 0.26 1 15 19- 7- 9 33 18- 1- 9 5-23 646 0.11 1 X 16 19- 8-12 34 20-11-11 6-24 -587 0.18 1 17 20- 1-10 35 21- 2-12 7-2s 277 0.07 1 18 21- 2-12 8-25 -231 0.07 1 I1-0-0 I0.6" 1HIP == X-Brac. Locations (Joints)== 9-27 -67 0.D2 1 BC TC 10-29 130 0.02 1 X 27 9 11-29 -422 0.13 1 B1 B2 12-30 510 0.08 1 13-31 -689 0.20 1 W:406 W:408 14-32 -81 O.D2 1 R:516 R:517 15-33 922 0.15 1 SP-SP U: U: 17-34 -923 0.21 1 SP-SP 2a 3n 18-35 62 0.01 1 21-2-12 19 21 23 25 27 29 3133 34 0-2-12 mI lm3-0ml 3-2-7 3-2-7 jjtT21 0-2 11148-8 17 - -11-2-1241 -2 -10 11-5-7 - 000 m m� N Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP = Spacer supplied by NUCONSTEEL Scale:7/32"=1' WARNING Read all notes on this sheet and verb all design parameters. Designer: WO:BEACH HOUSE ATTIC FLOOR 7 Ttuss design on this sheet is only valid with NUTRUSS sections and is for anindividual building component,nota truss system.Bracing D sgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similarbracing which is pact of the building design and Engg Chk: which most be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 4.50 psf Date: 717/2015 @ 09:15 TOTAL 36.50 psf j Seqn 58.0,4 - 14324 Job Name: Truss ID: FT03 Qty: 3 SPACING: 2- 0- 0 PLY: 1 WEIGHT: 14.39 TC FORCEA lam CSI ID SCRWS Type ID SECTION Fy(ksi) Joints THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied 1-2 0 0.00 0.11 0.11 1 TC 1 20TC20 5o MULTIPLE LOAD CASES. per the following schedule: 2-3 -279 0.06 0.11 0.16 1 BC 1 20TC20 50 Loaded for 10 PSF non-concurrent BCLL. Max O.C. from to 3-4 -279 0.06 0.11 0.16 1 WEB 1 20TC20 50 Drainage must be provided to avoid ponding. TC 12.00" 0- 0- 0 5- 1-11 4-5 0 0.00 0.11 0.11 1 Galvanization: G60 BC 12.00" 0- 0- 0 5- 1-11 20 psf bottom chord live load NOT required REACTIONS BC FORCE AEn MND Cal ID SCRWS on this truss, per IBC/IRC requirements for BRG X-LOC SIZE REACT HORIZ 6-7 0 0.00 0.04 0.04 1 attics with limited storage. 1 0- 1-12 3.50" 188 0 7-8 279 0.05 0.04 0.08 1 2 4-11- 7 4.50" 188 0 8-9 279 0.05 0.04 0.08 1 9-10 0 0.00 0.04 0.04 1 WED FORCE CSI ID SCRWS 1-6 -64 0.01 1 2-7 -297 0.15 1 3.8 74 0.01 1 4.9 -297 0.15 1 5-10 -64 0.01 1 DEFLECTION LOC. ALLOW. LC Vert TL: -0.01" (L/999) 1-2 L/360 1 Vert LL: -0.01" (L/999) 1-2 L/480 1 Horz TL: 0.00" ---_= Joint Locations =---- 1 0- 0- 0 _ 6 0- 0- 0 2-5-10 O7 ^ 2-5-9 2 2- 5-10 7 0- 2- 5 ,L m -� 3 2- 6-14 8 2- 6-14 2-5.10 m ^� 5-1-11 4 2- 8- 2 9 4-11- 7 5 5- 1-11 10 5- 1-11 1 2 4 5 3 T l 1-0-0 -0 1-0-0 B1 B2 W:308 5-1-11 _ to W:408 RAN '6 7 8 9 R:188 UO-2-2_ 5 2-4-9 2-42-4 9 U: 0-2.5 2-6-14J� Each connection requires 3/8" diameter proprietary bolt supplied by NUCONSTEEL SCRWS = The required number of single-sided #10 screws at each end of the truss member: SP Spacer supplied by NUCONSTEEL Scale:29/32"=1' This truss has no Pre-Camber W�11>,X v,1 D��rAr G Read all notes on this sheet and verify all design parameters. Designer: WO:BEACH HOUSE ATTIC FLOOR 7. Truss design on this sheet is only valid with NUTRUSS sections and is form individual building component,not a truss system.Bracing Dsgn Chk: N U T R U S STM shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing which is part of the building design and Engg Chk e which must be considered by the building designer. Bracing shown is lateral bracing of truss members only. Any additional bracing, Cutting temporary and/or permanent,is the responsibility of the truss erector and/or the building designer. The Professional Engineer's seal TC Live 20.00 psf Design Spec: AISI 2007 A NUCONSTEEL Product indicates only that the truss assembly shown on this sheet meets the acceptable design criteria for the loads,loading Condition,truss configuration and spans specified. TC Dead 12.00 psf Buildg Spec: FBC201OR BC Live 0.00 psf BC Dead 4.50 psf Date: 7/7/2015 @ 09:15: TOTAL 36.50 psf I Seqn 58.0.4 - 14326