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<br />TRUcE:> f=Fr<AM INa, NOT5f!.>
<br />
<br />= -
<br />
<br />UPLIFT CONNECTION
<br />
<br />CROSS- REFERENCE***
<br />
<br />f--
<br />
<br />iD~~8U' t5-Jdi~9r . .I~;U::( \ to~~;r- ..\ ~T~.. \ ~~}~~~ r~r~~~~~~~.1
<br />I TYPE I La.. CATION. I. \LB.SI-. A20 \_ 2....1 .. 25. ~_6J ~2 19d.-~ 1.12.".1 I
<br />\ T 1 ___ ___" F__ ____ -1-- __?~3 !-l\____ Ij~J_____ ------ 2 ~-. --- .2546 1 32 -1 Od x JX(- !
<br />_.__n____ B.' 2437, HETA20 .______---\----- ____un_on_on I
<br />l-: ;5=....\...-- --F ...~- \-_-2~j7\-HG~S~~-3C.\:=--C:-1.... ....--~::~. ~. 3;~{;:~d1;~i=
<br />t~ n~._n l~ ..~==J:. ::;r-H:::~-~_~~~ :~:t~_:-5.2:5i"~.. :i~~10d ..,
<br />.~~:TT:A[~I~;~EtRU~S~~J2~SO.~~N"~MEfi~~~~RFt;~:~~Ji:~g}J~yJ~~~~S:;.\
<br />I MASONRY; DOUBLE SIMP I !
<br />I ON GIRDER UNLESS OTHERWISE NOTED, ACITY i
<br />l M~~~~~:S~T-;~Ss-~prY-rv~Luf:AR:T~:S~!~r~~NT~TI:N1~~Ll0;~~~1:~l,.
<br />
<br />I TIMBER-\' ...n. - -\ ...: - - i .. ... MfS12n-l[. _.1 .! ...._.8' 0\'4_-: 1 O(jx 1 h Ij,
<br />
<br />I GIR~ER+-:_ .. _ I .. ._ - !HOS26 othe~.. t .. 1556 !.20:.:16dx3'j,'-
<br />it. Double connectors to be placed dlaglo~allY t~h:a~phposite side of the truss which could
<br />Ide Do not drive nails througtl the truss p a e on
<br />force the plate off the truss,
<br />
<br />1) ALL CONNECTIONS PER SIMPSON CATALOG
<br />C-95H-l CONTACT ENGINEER FOR ALTERNATE
<br />CONNECTIONS
<br />2) LA YOU T WAS PRODUCED BY THE TRUSS MANUFACTURER,
<br />AND IS SHOWN ON HilS DRAWING FOR REFERENCE ONLY.
<br />J) PRE -ENGINEERED WOOD TRUSSES SPACED ij 24" O/C
<br />TYPICAL, UNLESS NOTED OTHERW1SE
<br />4) SEE FLOOR PLAN AND ELEVA nONS FOR ADO I T10NAL
<br />ROOF INFORMA nON.
<br />5) TRUSS LAYOUTS AND TRUSS ENGINEERING PROVIDED BY
<br />mE TRUSS ENGiNEER TAKE PRECEDENCE OVER mE TRUSS
<br />LAYOUT AND UPLIFT SCHEDULE SHOWN ABOVE. IF THE
<br />LAYOUT OR TRUSS Vt\LUES ARE REVISED BY THE CONTRACTOR
<br />AND / OR THE TRUSS PLANT, DANSCO ENGINEERING, P.A.
<br />MUS T RE V1[ WAND REV1SE THE PLANS AS NEEDED.
<br />
<br />- - - --
<br />SIMPSON STRONG TIE . HUGHES MANUFACTURING. INC. SOUTHEASTERN METALS MFG.
<br />
<br />'--- " -------~-~-_. - '--
<br />CONNECTOR CAPACITY FASTENERS CONNECTOR CAP ACI TY FASTENERS CONNECTOR CAPACITY F AS1ENERS
<br />__ ET~I_2 580 5 - 10d x 1.Jir.. TA12 500 5 - 10d x 1 1/2" TAPR28 720 5 - 10~3"_
<br />ETA16 725 8 - 10d x 1 1/2. TA16 601 7 - 10d x 1 1/2" TAPR21Q 865 6 - 10d x 3"
<br />- r--~-- -- ---
<br />____~~?~ 1160 10 - IOd x 1 1j2" TA20 902 _~ - lOd x 1 1/2" ~P~212 1153 8 - IOj___~_X_
<br />HETA20 1845 16 - lOd x 1 1/2" LPTA _---.!~O 15_ - 10d x 1 1/2" TAPR216 1~5 \1 - !Q?_~J
<br />___~2.5 394 10 - 8d x 1 1/2. _~QH / R!~ 494 _ ~--=--~~~~ ~CP~CP~_ 520 (8) 8d I
<br />H5 432 8 - 8d x 1 1/2. HCLH / RH 494 8 - 8d )( 1 1/2" HCPR - HCPL 520 (of 0,j--
<br />H7 884 14 - 8d x 1 172" NO CQlAPAR-ABlE CON-NECTOR NO CO~A~~l~~9NNE~TQR --]
<br />I-ATT2eS 3187 24 - 10d x 3" NO COMPARABLE CONNECTOR NO COMPARABLE CONNECTOR
<br />..---------- ~-----
<br />I-- IJAS 990 6 - lad )( 1 1/2' I-AS 9~ 8 - 10d x 1 1/2. FA-3 940 6 - 10<1 x 1 1/2"
<br />HD2A · 2T75 5/8"' BOLTS _ A028 . 3265 3 - 5/8"~ BOlTS ADS-2 3165 3--=--57~~~~~B~c0s
<br />~_ HD5A. 3705 3/4"~ BOlTS AD513 . 4385 3 - 3/4-~ BOLTS ADS--5 42~~__~.lL~'~_~OlT~
<br />HD6A · 4405 7/8"~ BOLTS AD7A. 8050 2 - 7/8"i"- ADS-7 7900 2 - 7/8""
<br />1 - 1 1 8.\1 BOLTS _~=-!JL8"~_~OLT$
<br />(18 16d [llilOd NO COMPARABLE CO~ECT~
<br />(20) 16d / NO COMPARABLE CONNECTOR
<br />(10) lOd _x 1 1/2. __________________
<br />2013 / 4200 (28) 15d / NO COMPARABLE COtiNECTOR
<br />(!4) lOd x 1 1/2" ___ _____
<br />580 12 - 8d ~2" F^P1R Enl (6) 8d I
<br />
<br />:~~-- {\8i} \~~ : ~ '11;" --{~~+~~~~ - l{~i-- - ~~~~~f:--~-~)~:~1
<br />1108 .(16) 16d , J 1/1" R1P18820 llh- -- jJB.L~i;d_;::iTilJ
<br />
<br />935 / 1045 ..
<br />1550 / 3205 ..
<br />
<br />8 - 10d x 3.
<br />20 - 16d x 3 1/2.
<br />
<br />J-lA213
<br />EHUH26
<br />
<br />861 / 2854
<br />1438 / 3000
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<br />2000 / 3775" 30 - 16d x J 1/2.
<br />
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<br />500
<br />1000
<br />1000
<br />1000
<br />
<br />12 - 8d )( 1 1/2'
<br />14 - lOd x 3.
<br />14 - lOd x 3"
<br />14 - IOd x 3.
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<br />
<br />. MIN:MUM 3" MEMBER
<br />.. REACTIONS ARE FOR ROOF LOADS ONLY
<br />... DO NOT [)f~IVE NAILS THROUGH THE muss PLA lE ON THE OPposm SIDE OF THE TRUSS, 'h1HCH COULD FORCE
<br />THE PLATE OFF OF TI1E TRUSS,
<br />
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<br />-SEE SCHEDULE FOR
<br />iE AND QUANTITY
<br />Of" r ASTENERS
<br />
<br />LOCA nON OF SECOND-"\.
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<br />$lI-APSON H5 AT -\ !
<br />EAUt JOINT f'(P,
<br />
<br />...-----------------
<br />
<br />/PR(-fAO CHIMNEY O\P
<br />fLASHING
<br />
<br />or~UCTURAL NOre&
<br />
<br />t'x BUILT-UP COLUMt}-~
<br />
<br />GAL V. MEl :.rlASHIN\
<br />
<br />
<br />~~
<br />CRICJ(E~~ I
<br />
<br />/'/2' SHEATHING OR O.S.B,
<br />~-2"x4" STUDS @ 16" Ole MAX,
<br />
<br />1) coors:
<br />1.1 STANDARD BUILDING ew( CONGRESS INTERNAllONAL (\991).
<br />1.2 BUILDING COOE REOUIR(lJENTS FOR REINFORCED CONCRETE (ACI 318-89)
<br />1.3 AMERICAN SOCIETY Cf CI"~l ENGINEERS UINIMU~ DESIGN LOADS FOR BUILDINGS AND OTl1ER STRUCTURES
<br />(ASCE 7-58).
<br />1.4 SPECIFICATION FOR TI{E DESIGN. fABRICATION AND ERECTION Of STRUCTURAL STlEL FOR BUILDiNGS (AISC
<br />9n~ EDInON).
<br />1.5 ~DESlGN SPfClFlCA nON FOR UGHT U(T AL PLAT( COONEC TED WO(j) TRUSS€S' BY n{( TRUSS PLATE
<br />iNSTIl1JTE (TPI) 1985 EDITlON.
<br />
<br />2) DESIGN CRITERIA:
<br />21 DWElliNG flOORS - 40 PSF U\1: LOAD.
<br />2.2 BALCON:ES - 60 PSF lIvt LOAD,
<br />2.3 WALKWAYS - 80 PSF L1vt LOAD.
<br />2.4 ROOF O\-{R L1YlNG AREAS - 30 PSF 1Iv( LOAD, 17 PSF (7 PSF TIC & 10 PSF B/C) DEAD LOAD FOR SHINGLE
<br />ROOfS; 25 PSF (15 PSf TIC & 10 PSF B/C) DEAD LO^D fOR CONCRETE llLE ROOfS.
<br />2.5 WIND - 100 MPH, PER saCCI UNLESS NOTED oniERMSE.
<br />2.6 NO UPLIFT DEAD LOADS 10 PSF SHiNGlE; 15 PSF TILE.
<br />
<br />"
<br />
<br />r
<br />
<br />01- -7 THRU BOLTS AS REQUIRED
<br />-d::=-I ./ BY MFG.
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<br />. J" BOLT OR HIL TI
<br />OR HIL n KW1CK BOLT II
<br />W/ 8" MIN, EMBEDMENT
<br />AS REQUIRED BY MFG.
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<br />V2~.4" BLOCKING (SEE I-AANUF. SPECS
<br />fOR MINIMUI-A DISTANCE)
<br />
<br />,'- EX TIRlOR FlNI SH
<br />
<br />t1' ~ ;-PRE-FA8 CHIMNEY
<br />/
<br />/" mOCKING tlIJID POINT
<br />/" /"" 'MiEN CHIMNEY EXCEEDS 6'-0"
<br />/" IN HEIGHT
<br />"
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<br />.......
<br />
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<br />
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<br />
<br />REQUIRED SAFETY GLAZING IN HAZARDOUS LOCA TIONS
<br />
<br />(RE: sse 2703. 2.1)
<br />
<br />270.12 H010rdOlJs Locctions '
<br />270.12.1 The follownq sholl be ccmidered specific M1ardous locations for the purposes of
<br />9101 ing: t
<br />1. G1ozin'J il ingress and ec;ress doofs except jeolousies.
<br />2. Oozing in fixed and sliding poocls of s1idin'1 (polio) dOCK assemblies and p(J',els in
<br />s...nging doo-s.
<br />3. Oozing in st(,(m d00l"5.
<br />4. aozing in 011 unframed swinging doofs,
<br />5. Glozing in doors and endOS'Jres for hot tubs, whrlpools, S0J!10S, steam rooms,
<br />bathtubs and ~owers. Glo1ing in ooy podion of 0 buiding won endos~"q these
<br />comp<rtments where the bottom edge of the 'iozing is less than 60 inches (1524
<br />mm) above the dron nlet.
<br />6. aozing in on individual fixed or operable panet adpcent a dOO' where the neorest
<br />vertiwl edge is within 0 24 indl (610 mm) <YC of the dOCK in 0 closed positi(t1 and
<br />whose bollom edge is less than 50 inches (1524 mm) above the fiOCif' or wo:kin'}
<br />sur/OCt.
<br />7, Clozin'J in ell indivi<lual fixed or operoole pooe-l, othef than those locations descri~ed
<br />i'l items 5 and 6 above, that meets aU of the following conditions:
<br />1. Exposed areo of on f1divi~ IXlne <Teoter than 9 sq. ft. (0.84 m2)
<br />2. BoHom e<1ge less thoo 18 ind1t>S (457 mm) above the floor
<br />3. T~ edge greoter than 36 inches (914 mm) obove the f1001"
<br />4. <X1e rx mrxe walking surfaces withi'l 36 nches (914 mm) horizmtoJly of the
<br />plone of the glazing.
<br />8. ,A.lI glozing n railings regoro1ess of <Yea or height OOove 0 walking surfoce including
<br />structural baluster ponds ood nonstrudurd in-fiH pooels.
<br />9. aozing in 'NoRs and fences enclosing indoor ond ootdOCK s-.rmming pools where tt',e
<br />bottom edge of the gazing is I) less th01 60 inches (1525 mm) aboye the wcjking
<br />surfoce (,(l the pod side ond 2) within 36 nches (914 mm) horizontally of the
<br />wolkng surface (t1 the pool side. This ~a" CW1Y to single gazing ood 011 poot>S in
<br />multiple glozog.
<br />
<br />3) SOIL:
<br />.3.1 MINIMUM ALLOWABLE SOIL PRESSURE 2000 PSt,
<br />
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<br />
<br />TRUSS TOP CHORD
<br />
<br />Sl~PSON !-ATS12 0 EA. CORNER
<br />
<br />4) CONCRETE:
<br />4.1 CONCRE1f: COI.4PR(SSlV( STRENGTI-I AT 28 DAYS: 2500 PSI (NORMAL 'M:IGHl).
<br />4,2 REINFORCING BARS: ASN A615 (GRADE 60).
<br />4.3 'M:LDED WIRE FABRlC (W^f): ASN A185.
<br />4.4 DETAIL REINFORCEIJENT IN ACCORDANCE .MTH ACI .315.
<br />4.5 CWCREl1 CO\-{RAGt Cf REiNFORCOAENT: FOOTiNGS 3" BOTTOU AND SIDES,
<br />4.6 EARm SUPPORTED SlABS: (INCLUDING EXTERIOR WALK AND DRIVE SlABS) 3 1/2" TIilCK '-AIN. REINFORCED
<br />Wlfii 6X6 - Wl.4 X W1.4 WNf AT I.4ID-DEPTIi or SlAO. flBERI.lESH YAY BE usm IN LIEU Of '/N~ AT
<br />CONTRACTOR'S OPllON
<br />4.7 CONeRE TlNG IYERA TlONS SHALL C()'cPL Y wm~ ACI STANDARDS.
<br />48 LAP SPLICE SHALL BE AS FOlLOWS: 15 BAR 25'. 14 BAR 20., 13 8AR 15.,
<br />
<br />5) MASONRY:
<br />5.1 DESIGN AND CONSTRUCTION SHALL CONFORI-A TO n~E SPEClrlCATION Of Tl1E NATION^L CONCRETE
<br />MASONRY ASSOCI A TIVN AND ACI 5.30.
<br />5.2 l.AiNIMUM MASONRY UNIT STRENGTH: 1m 1350 PSI,
<br />5.3 I-AORTAR SHALL BE TYPE S.
<br />5,4 ALL BLOCK CElLS AND CAYlTIES BELOW GRADE SHALL BE FIlLED WITH CONCRETE 'M-lEN STEM WALL
<br />IS GREATER n~AN 24" T^LL ABOVE GRACE.
<br />5.5 fiLL CELLS WI (1) 15 BAR SHALL BE LOCATED 0 10'- o' OIC !.lAX, AT EACH CORNER AND EACH SIDE Of
<br />OPENINGS eREA TER niAN OR EQUAL TO 6'-0".
<br />5.6 lINTllS SUPPLIED BY APPROVlD MANUFACTURER:
<br />1) FECP leAST-CRETE CORPORATION
<br />2) PO'M.R CONCRETE
<br />3) ~-LUEO PREC,&,ST
<br />4) LOTT
<br />
<br />81MF=>eON GTf<ONa. TIt! ~O
<br />
<br />S PSON !-ATSI2 @ EA. CORNER
<br />{)OOBLE 2"x4" BLOCKING
<br />
<br />enCTIOf\l -A-AI
<br />
<br />SCALE: 3/4"::1'-0"
<br />
<br />36" MAX.
<br />f-- I
<br />
<br />ROOF DIAPHRAGM NAILING SCHEDULE - 100 mph ZONE
<br />.
<br />
<br />ATTACH BLOCKING /
<br />TO TRUSSES w/ SII-APSON
<br />AJ4 ANGLE TYPICAL
<br />
<br />o - - - - - - --- - _~IOC(_Ji~(_ -- - - - - - - - - - - - __ _ __ - _ _ _ _ _ _. _ _ _ <--Y
<br />
<br />. ~ ~-
<br />
<br />-+- -+-
<br />
<br />+
<br />
<br />. TO mE BEST OF THE ENG,NEER'S KNOM.fDCE AND BEl,fF. mE
<br />STRUCruRAL PtANS AND SPfCIFlCAT10N') COMPLY WITH TIlr
<br />STANDARD BUILDiNG CODE. SEcnON 1205 FOR 100 rr.ph .'''-IND Zmi[
<br />(1991 EDInON).
<br />
<br />t-
<br />
<br />+ +
<br />
<br />+
<br />
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<br />-
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<br />
<br />· n-iiS ORA WiNG AND DESIGN is VAUD FOR 12 MON r..s AF 1ER THE. DATE
<br />1 T IS SIGNED AND SEALED.
<br />
<br />~. SIGNED .-..NO SEALED fOR mE smUCTURAL PORnON OF n~IS CHAMNG
<br />ONLY.
<br />;
<br />
<br />PRE - ENGINEERED WOOD TRUSSES
<br />
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<br />6'+0.
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<br />6) WOOO:
<br />61 WOJD SffiUCnJRAL rRAl.4lNG ME'-ABERS 12 SOUTH(RN YELLOW PiNE (UNLESS NOTED OTHERWISE) \'.'lm AN
<br />ALLOWABLE BENOiNG STRESS (Fb) PER ND5-91 ::: 1250 PSI AND A MODULUS Of ELASTICITY ::: 1,600.000 PSI
<br />EXCEPT SruDS V.'~ERE spr STUD OR CONSTRUCllON GRADE MAY BE USED.
<br />6.2 DESIGN, FABRICATE AND ERECT WOOO TRUSSES IN ACCORDANCE 'MTI~ THE "DESIGN $PEOFlCAnON FOR
<br />LIGHT MET-'L PLATE CONNECTED 'NOC{) TRUSSES' BY niE TRUSS PLAT[ INsnru1E, 1985 EDIllON, H18-91
<br />AND QST-88.
<br />6.3 ALL EXPOSEO WOOO OR WOOD IN C().jTACT WIlli EARm OR CONCRETE TO BE PRESSURE TREATED
<br />6.4 ROCf SI~EAll-iING: (APA RATED EXPOSURE 1) 1/2" PLYNOOD OR 7/16" OSS MiNll.4UM SHINGlES OR TILE
<br />6.5 UNTREATED 'M)()D SHALL NOT BE IN DIRECT CONTACT ~TI1 CONCRETE. SEAT PLATES SHALL BE PROVIDED
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<br />1.1 MICRO-LAM S TRESS GRADES SHALL PROYlDE Tl1E FOlLOWiNG MINIMUM PROPER nES:
<br />E ::II 2.000,000 PSI
<br />Fb = 2.eoo PSI
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<br />fc = 500 PSI (PERPENDICULAR)
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