HomeMy WebLinkAboutVIOC CARMEL, IN - S1GENERAL
1. 7HE GENERAL S7RUCTURAL NOIES ARE IN7EN�E� TO AUGMENT 7HE DRAWINGS AN� SPECIFICATIONS.
SHOUL� CONRICTS EXIST BETWEEN 7HE �RAWINGS AN� SPECIFICAIIONS AN� THE GENERAL STRUCIDRAL
NOTES, THE STRIC7EST PROVISION SHALL GOVERN.
2 GOVERNING CO�E: MiERNATIONAL BUIL�ING CO�E - 2012 EDIIION.
3. MECHANICAL FRAMING LOAOS, OPENINGS, AN� STROC7URE IN ANY WAY RELATEO TO MECHANICAL
REQUIREMENiS ARE SHOWN FOR BIO�MG PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF
MECHANICAL AN� OTHER TRA�ES BEFORE PROCEE�ING WI7H SUCH PORIION OF 7HE WORK E%CESS COST
RELATE� TO VARIATION IN MECHANICAL REQUIREMENTS TO BE BORNE BY MECHANICAL CONTRACTOR.
COOROINATE SIZE AN� LOCAIION OF ALL OPENINGS WI7H 7HE MECHANICAL �RAWINGS.
4. 7HE S7RUCTURE IS DESIGNED TO BE SELF-SUPPORIING AND STABLE AFTER hiE BUIL�ING IS FULLY
COMPLEiED. IT IS SOLELY iHE COMRACTOR'S RESPONSIBILITY TO �ETERMINE, ERECIION PROCEDURES
AN� SEQUENCES ANO ID ENSORE THE SAFETY OF THE BOILDING AN� ITS COMPONENT PARTS �URING
ERECTION. THIS INCW�ES THE A�DITION OF WHATEVER TEMPORARY BRACING, GOYS, OR TIE-�OWNS
WHICH MIGHT BE NECESSARY. SUCH MATERIAL SHALL REMAIN THE CONiRACTOR'S PROPERTY AFTER
COMPLETION OF iHE PROJECT.
5. IT IS SOIfLY iHE CON7RACTOR'S RESPONSIBILITY TO PoLLOW Al1 APPLICABLE SAFEtt CODES AN�
REGULAIIONS �URING ALL PHASES OF CONSiRUCiION.
6. 1HE CONiRACiOR IS RESPONSIBLE FOR VERIFYING ALL �IMENSIONS AND CONDIIIONS RELATMG i0
EXISiING CONS1RUCiION AN� EXISiING SERVICE ON 1HE SIiE.
7. 1HE CONiRACiOR SHALL VERIFY ALL DIMENSIONS AN� LOCAIIONS OF WWMNS, WALLS, OPENINGS EiC.
WIiH iHE ARCHIiECIDRAL �RAWINGS PRIOR i0 PROCEE�ING WI1H 1HE WORK.
8. 1HE CONiRACiOR SHALL VERIFY ALL DIMENSIONS IN 1HE FffLD PRIOR i0 COMMENCING WORK. hiE
ENGWEER SHALL BE NOiIFIED OF ANY DISCREPANCIES WHICH MAY EkISi
9. ANY DISCREPANCIES BEiWEEN SiRUCiURAL AND ARCHIiECiURAL �RAWINGS SHALL BE BROUGHi i0 1HE
AiiEMION OF iHE ARCHIIECi AN� S1RUCiURAL ENGINEER.
10. DO NOi SCALE ORAWINGS.
11. REFERENCE SHEEi 5-3.1 FOR SPECIAL WSPECiIONS.
oEs�cN �tve �onos
FLOOR LIVE LOA�
FLOORS AN� SiAIRS
ROOF LIVE LOA�
ROOF LIVE LOAD
ceouNo sNow �ono
SNOW EXPOSURE FACiOR
IMPORiANCE FACiOR
FLAT-ROOF SNOW LOAD+ (Pf = CelsPg)
7HERMAL FACTOR
vallo �ono
PRIMARY FRAME AN� COMPONENTS GRAIER THAN 700 SQ. FT
ULIIMATE �ESIGN WfN�SPEE� WLT
EXPOSURE CATEGORY
RISK CAIEGORY
EARTHQUAKE �ESIGN �ATA
SEISMIC USE GROUP
SPEC7RUM RESPONSE COEFFICIENT:
SEISMIC �ESIGN CAiEGORY
SITE CLASS
BASIC SEISMIC - FORCE - RESISTMG SYSTEM:
LIGHT FRAMED WALL w/ SHEAR PANELS
DESIGN BASE SHEAR (V=CsW)
ANALYSIS PROCEDURE
DESIGN SiRESSES
GENERAL NOTES
MASONRY WALL CONS7RUCTION WMBER
1. MASONRY WALLS SHOWN ON S7RUCTURAL �RAWINGS HAVE BEEN OESIGNE� IN ACCORDANCE W[hl BUIL�ING 1. ROOF SHEAhIING SHALL BE 5/8' OR 19/32" APA RAiED SHEA7HINC, 40/20 ENP. 1, ATTACHE� TO 7HE
CODE REOUIREMENTS FOR MASONRY S7RUCTURES (TMS402). ROOF S7RUCTORE WI7H 10d NAILS USING hIE FOLLOWING SPACING:
2 MASONRY WALLS SHOWN ON S7RUCTURAL DRAWINGS SHALL BE CONSTRUC7ED IN ACCORDANCE WI7H 4 IN. O.C. AT 7HE ROOF BOUNDARIES
SPECIFICATIONS FOR MASONRY STRUCIDRES (7MS602) AND 7HE PROJECT SPECIFICATIONS. IF 7HERE ARE 6 IN. O.C. AT ALL OTHER SHEATHING E�GES.
ANY CONFLICTS BETWEEN THE TWO, THE MORE RESTRICTIVE REQUIREMENTS SHALL APPLY. 12 IN. O.C. FIELO.
3. DETERMINE COMPRESSNE STRENGTH OF MASONRY (Pm) BY THE UNIT STRENGiH METHOD (SECIION 1.62 OF BLOCKING SHALL BE PROVIOED AT ALL SHEATHING JOINTS AS REO'�.
7MS602). THE STRENGTH OF GROUT SHALL BE �ETERMINE� BY iE5i5 IN ACCORDANCE Wlhl AS7M C1019. 2. ALL EXTERIOR WALL SHEAiHING SHALL BE 1�2" OR 15�32" APA RAIE� SHEA7HING, J2�16 EXP. 1, ANO
4. INTERSECTING BEARING WALLS SHALL BE ANCHORE� BY ONE OF 7HE FOLLOWMG ME7H0�5: AiiACHE� i0 iHE SIDOS USING LIQUID NAIL GWE AN� NAIL PER SHEAR WALL SCHEDULE, 10d NAILS AT
A FIFTY PERCEM OF 7HE UNITS AT THE IMERSECTION SHALL BE LAID IN AN OVERLAPPING 4° O.G ON 7HE E�GES AN� THE BOUN�ARIES AN� 17' O.C. (FIELO) MINIMUM. TYPICAL UNLESS NOIE�
MASONRY BON�ING PATTERN, WI7H ALTERNATE UNITS HAVING A BEARING OF NOT LESS 7HAN 3' O7HERWISE. PROVI�E 2x6 BLOCNING � ALL SHEATHING JOINTS AN� NAIL SHEATHING TO THE BLOCKS
ON 7HE 11NIT BELOW WITH 10d NAILS � 0'-4' O.C..
B. WALLS SHALL BE TIED BY GALVANIZED STEEL STRAPS 1-1/2" � 1/4"x24" WITH 2" BEND AT 90 3. PROVIDE HEA�ERS AS REQ'D TO FRAME ROOF OPENINGS. HEADERS SHALL BE ATTACHED TO THE iRU55
�EGREES EACH EN�. GROUi SiRAPS SOLID INiO CORES OF BLOCK Ai 24" MA%IMUM VERTICAL CHOR� MEMBERS AS REQb PER THESE �OCUMENiS.
SPACMG. THE ABOVE 00 NOT APPLY AT CONTROL JOIMS OR WHERE NONOLOA�OBEARING 4. USE NQ 2 GRA�E WMBERS WI7H ERiREME FIBER S7RES5 IN BENDING "Fb" EOUAL TO 875 PSI FOR ALL
PARIIIIONS ABUT BEARING WALLS FRAAIING WORN AS REQUIRE�.
S CORNERS OF BEARING WALLS SHALL BE BUILT IN RUNNMG BON�. 5. USE L55 E�MICROLAM' LVL'S WI7H Fb = 2725 PSI, W= 310 PSI, E= 1.55x10"fi PSI.
6. PROVI�E A �AMIMUM OF 16' DEPiH OF SOLID MASONRY UN�ER iHE BEARING ENDS OF ALL BEAMS. 6. ALL NAILING, NOTCHING, CUTTING AND BORING OF WOOD MEMBERS SHALL CONFORM TO THE LOCAL
7. LAP SPLICES IN REMFORCING TO BE 48 BAR DIAMETERS. BUILDING CODE.
8. PROVIDE DOWELS FROM SUPPORTMG MEMBER (FOOTING, BEAA1, OR SLAB) FOR ALL REMFORCED WALLS, SAM 7, W}{EN LAMINAIING VERiICALLY iW0 2xS MEMBERS iOGEiHER, USE 10d NAILS A7 6" O.C. (MINIMUM).
SIZE, LOCATION, AND SPACING AS WALL REINFORCING. HORRONTAL SHEAR SiRESS "Fv' EQUAL TO 95 PSI, AN� E= 1.6x10"6 PSI AS A MMIMUM.
9. REINFORCE 90N� 9EAM5 WI7H (2) j�5 CONIINUOUS, UNLE55 OiHERW[SE NOIED. PROVI�E CORNER 9AR5 8. WHEN LAMINATING hIREE OR AIORE 2x'S OR 4x'S MEMBERS TOGE7HER, 5➢TCH BOhI WI7H i6d NAILS �
FOR ALL BON� BEAM REINFORCEMENi. 1'-6" O.C. STAGGERED.
10. VERiICAL REMFORCEMEN7 SHALL BE CENiERE� IN CELLS OF MASONRY UNI7, UNLESS OIHERWISE NOTE�. 9. ALL BOL1S 1HROUGH W000 SHALL HAVE SiANDAR� WASHERS UNDER ALL HEADS AN� NU1S.
11. BAR POSIiIONERS SHALL BE USE� i0 HOID VERiICAL AND BOND BEAM REMFORCEMEN7 IN PROPER �0. ALL SILL PLATES RESTING ON CONCREff SHALL BE PRESSURE iREAIED WMBER.
ALIGNMENi. 11. ALL NAILING SHALL CONPORM i0 iABLE 2304.9.1 OF I.B.G CO�E OR AS INDICAiE� ON ORAWINGS.
12. VERiICAL BARS SHALL BE HEL� M POSIIION Ai i0P AND BOITOM AND Ai INiERVALS NOi E%CEEDING �p, qLL W00� WWMNS AN� HEAOERS SHALL 9E N0.1 GRA�E WMBER w� MIN. Fb = 1450 PSI, Fv = 90 PSI
290 BAR �IAMEiERS OR 8 FEEi & E= 1]x10"fi PSI.
1S Ai VERiICAL CONIROL JOINiS, 90N� 9EAM REINFORCEMENi AN� JOINi REWFORCEMENi SHALL BE �3. qLL BEAM SPICES SHALL OCCUR OVER SUPPORT COWMNS.
�ISCONIINOOUS. PROVf�E TWO 3/4" �IAMEIER SMOOTH �OWELS BY 1'-4" ACROSS EACH CONiROL JOML �q W00� CONNECTORS AS MANUFACTORED BY THE SIMPSON C0. OR APPROVED EOUAL.
GREASE ONE END.
100 PSF MIN 14. GROUTING OF MASONRY LIN7EL5 OVER OPENINGS SHALL BE ACCOMPLISHEO IN ON WMMUOUS
OPERATION.
29 PSF MIN 15. VERTICAL CELLS TO BE GROUIE� SHALL HAVE VERIICAL ALIGNMENT TO MAINTAM A WNTINUOUS
Pg = 20 PSF UNOBS7RUCTEO CELL AREA NOT LESS hIAN 2 1/7x3".
Ce = 1.0 16. GROUTING SHALL BE STOPPED 1 1/2" BELOW 1HE TOP OF A COURSE TO FORM A KEY AT THE POUR JOINT.
Is = 1.0 17. NO CHASES, RISERS CONDUITS, OR TOO7HING OF MASONRY SHALL OCCUR IN MASONRY WA115 WITHM 18
P( = 20 PSF INCHES OF 9EAM 9EARING CENiERLINE.
Ct = 1.0
st�c� coNstreucnoN
1. STEEL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE CURRENT, AISC SPECIFICATIONS
115 MPH AND CODE OF AANOARD PRACIICE, AND iHE AWS S1RUCiURAL WEL�ING COOE.
EXPOSURE B 2 WELDING ELECTRODES SHALL BE E70XX E%CEPT WHERE OTHER ELECTRODES ARE RE�UIRED FOR
II COMPATIBILIiY WITH MATERIAL 9EING WELDE�.
3. ALL SHOP AND FIELD WELDING SHALL BE DONE BY A CERTIfIED WELDER.
1.0 4. ALL EXiERIOR AEEL i0 9E GALVANIIEO.
Sds = 0.117
Sd1 = 0.092
B
C
R=fi.5
V = 0.018 W
EQUIVALENT LAiERAL FORCE PROCEDURE WAS USE�
CONCREiE (S7RENG7H �ESIGN) MMIMUM COMPRESSIVE STRENGiH IN 28 �AYS:
INTERIOR SLABS ON GRADE, FOOTINGS, WALLS AND TOPPING SLABS F'C = 4,000 PSI
CONCRETE SUBJECT TO FREEZING AND iHAWING (AIR ENTRAINED 5t1 1/2%) F'C = 4,500 PSI
REMFORCING BARS (A51M A615 GRA�E fi9) Fy = 60,000 PSI
WEL�ED WfRE FABRIC (AS7M A185) Fs = 30,000 PSI
STROCIDRAL STEEL (AS7M A3fi) (PLAlES & ANGLES) Fy = 3fi,000 PSI
MASONRY F'M = 1,500 PSI
L FOUN�AiION �ESIGN IS BASED ON THE SOIL INVESTIGATION
REPORT BY�. GILES ENGWEERING ASSOCIAiES, INC.
PROJECt N0: 1G-1901020
DAiE�: FEB 25, 2019
2. DESIGN SOIL BEARING PRESSURE IS 3000 PSF.
3. PRIOR TO 7HE CONTRACTOR REQUESTING A BUILDWG DEPT. FOUNDATION INSPECTION, THE SOILS
ENGINEER SHALL ADVISE iHE BUILDMG OFFICIAL, IN WRIIING, iHA7:
A. 7HE BWLDING PAD WAS PREPARED ACCOR�ING TO 7HE SOILS REPORT.
B. 1HE FOUNDAiION EXCAVAIIONS COMPLY WIiH iHE INiENi OF iHE SOILS REPORi.
C. 7HE UIILITY TRENCHES HAVE BEEN PROPERLY BACK FILLED AND COMPACiED.
4. BEFORE 9ACKFILL, ALL WALLS MUSi 9E AOEQUAIELY 9RACED. FOR 9ACKPILL REQUIREMENi, SEE
SPECIFICAiION AND�OR GEOiECHNICAL ENGINEER�S REPORi.
S LOCATE EXISTING UN�ERGROUND UTILITIES IN AREA OF CONSiRUCTION. COOR�INATE WfTH UIILITY
COMPANIES FOR ANY SHUT-OFF REQUIREMENTS OF STILL ACTIVE LMES.
6. WHEN EXCAVATIONS APPROACH 7HE GROUN� WATER LEVEL, 7HE WATER LE�EL SHALL BE LOWERED BY AN
ACCEPTABLE �EWAIERMG SYSTEM SO 7HAT THE WAIER LEVEL IS MAINTAINE� CONIINUOOSLY A MINIMUM
OF 7 BELOW iHE EXCAVATION.
7. FOOTING PADS SHALL BE DIRECTLY AN� ENTIRELY SUPPOR7ED BY SUITABLE BEARING NATIVE SOIL,
ENGMEERE� FILL OR BE�ROCK. ENTIRE BEARING MATERIAL SHALL BE SIMILAR MAIERIAL TO MINIMIIE
MOVEMENT
CaNCREIE CaNSiRUCnON
i. scEctF�canoNs nNo sTalloaaos:
ALL CONCREIE WORK, �ETAILINQ fABRICATION AN� PLACMG OF BARS AN� WNCREIE SHALL BE GOVERNED BY
hlE APPLICABLE VERSION OE
A. ACI 117, ACI 301, ACI 315, AN� ACI 318.
B. CRSI RECOMAIEN�E� PRACTICE FOR PLACING REMFORCING BARS.
C. ACI 306 AND ACI 305 FOR WINiER AN� HOi WEA7HER CONCREIING, RESPECTIVELY.
hlE CON7RACTOR SHALL Ai ALL IIAIES HAVE A COPY OF THE RELEVANi SPECIFICATIONS QUOIE� ABOVE ON THE
SIiE AN� iHE SOPERVISORY PERSONNEL SHALL BE 7HOROUGHLY FAMILIAR WI7H iHE CONTENTS iHEREOF.
2 Fl1RNI5H BAR SOPPORTS WHERE NECESSARY DURING CONSiRUCTION.
3. PROVIOE PLASIIC, PLASTIC-COAIED (NOi PLASIIC-TIPPE�) OR STAMLE55 SiEEL CHAIRS IN ALL CONCREIE
EXPOSE� TO VIEW.
4. PROVI�E PIPE SLEEVES AND INSERTS IN CONCRETE WORK WNERE REQUIRED. SEE ARCHIIECTURAL AN�
MECHANICAL DRAWINGS.
5. WELDING OF REWFORCING BARS (INCWDING TACK WELDING) IS NOT PERMITiED.
6. PROVf�E HORIZONTAL KEYVlAYS BEPNEEN CONS7RUCIION JOINTS IN WAILS AN� WAl1 FOOIINGS; MINIMUM 1 1/7
DEP7H WITH HEIGHT EQUAL TO ONE-7HIRD OF MEMBER �EP1H, UNIESS O7HERWISE SHOWN OR NOIED.
7. ALL E%POSE� CORNEftS OF CONCREIE WALLS ARE TO BE CHAMFERE� 45 �EGftEES. MINIAIUM CHAAIFER TO BE
1/7'.
B. BEND ALL HORIZONTAL WALL AND FOOTING BARS 1'-0" AROUND CORNERS OR PROVI�E CORNER BARS WITH 2'-0"
LAP.
9. PROVI�E FOUNDATION DOWELS FOR ALL WALLS SAME SIZE AND SPACING AS VERiICAL SiEEL.
10. SPLICES: COVER
A. LAP ALL COMPRESSION SPLICES J0 BAR DIAMEIERS OF hiE LARGER BAR.
fl LAP ALL IENSION SPLICES IN ACCORDANCE WIiH ACI 318.
fl. WNCREIE PROlECIION FOR REINFORCEMENi:
A. CONCREIE CASi AGAINSi AN� PERMANENILY EXPOSE� i0 EARhi ... .. .. ... .. 3°
s. caNCREh ExaosEo To EnRn� oR wFan�ER
N0. 6 THROUGH N0. 18 BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2'
NQ 5 BAR, W31 OR �31 WIRE ANO SMALLER . . . . . . . . . . . . . . . . . . . . . 1 1/Y
C. CONCREIE NOT ERPOSED TO WEATHER OR IN CONiACT Wlhl GROUN�
SLABS AN� WALLS
N0. fl BAR AND SMALIER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3/4°
12 SUBMIi CONCREIE MIXES FOR APPROVAL M ACCOR�ANCE WIiH ACI J01 BEFORE PLACING ANY CONCREiE.
13. MISCELLANEOUS:
A. IF NO O1HER REINFORCMG IS SHOWN IN A SLAB ON GRA�E, PROVI�E 6x6-W29x W29 WWft Ai
MID-hIICKNE55 OF SLAB.
B. LAP WEL�E� WfRE REMFORCING 1 SPACE + 2° AT ALL E�GES AN� EN�S OF SHEET.
C. WHERE FILL IS ON BO1H SIDES Of A FOUN�AIION WALL, BRING 7HE fIl1 11P UNIFORMLY.
D. WNS1RUCi70N JOINTS PEftMITIED ONLY YMERE SHOWN OR AS APPROVE� BY 1HE S1RUCiIIRAL ENGMEER.
°^x3'-0' DIAGONAL REINfORCING BAR AT AIID-0EP7H OF SLAB AT Al1 RE-ENiRANT
RELEA$ED F�R CONSTRACTION ,BS oN ceaoe oe s�aes oN ueTn� oecK.
Su6jec��o compliance with allregula�ions
04 S�a�e antl Local Codes
City of Carmel
�3a�� �Vomn�oF?--,�
�
DATE: OZ�� 3�ZO
PREFABRICATE� WOOD 7RUSS CONSiROCTION
1. 7ROSSES TO BE SPACED Ai 24" O.C. MA%IMOA1. WEB ARRANGE�AENi TO BE MANUFACIDRER'S STANDARD
UNLESS OTHERW6E NOiED ON DRAWINGS. TRU55 BOTTOM CHOR� SHALL BE 2x6 MINIMUM.
2. ALL CONNECTIONS TO BE GALVANIZED S1EEL.
3. MSTALL IEMPORARY BRACING. COMPLY WI7H iHE LATEST EDITION OP HIB-91 AS PUBLISHED BY iHE
4.
5.
6.
aNCNr es sHowN aN n�E TRuss
fOR. THIS BRACING IS NEEDED
noocnoN To Tnc acRMnNENr
IS INSTALLED TO AVOID iHE
APPLIED.
. BEARING WALLS SHALL BE
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R°Rc�"°. 756309-01
swia
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oeie 08.09.19
FOUNDATION PLAN
SCALE 1/4"=1'-0"
MAT FC
pa � ie" sw irm
$5 @ 18" LW T&B
NOTE:
ALL EXTERIOR FOOIINGS i0 E%iEN� i0 FROSi
�EP7H = 20" MMIMUM PER THE LOCAL BUILDING
CODE REOUIREMENTS
L �ERIFY LOCATIONS OF COWMNS, WALLS, OPENING$ ETC. Wlhl ARCHITECIDRAL DRAWINGS BEFORE PLACING
FouNonTmNs.
2. TOP OF SLAB ELEVATION AS NOiEO ON PLAN.
REFERENCE ELEVATION 00'-0" EQUALS TOP OF SLAB AT 1st FLOOR FRAMING.
3. DESIGN SOIL BEARING PRESSURE AS NOIED M FOUNDATION WNSTRUCTION NOTES. ANY SOFT SPOTS OR
VARIATIONS IN SUBSURFACE CON�ITIONS SHALL BE REPOR7ED IMMEDIAIELY TO THE ENGINEER. TNE DESIGN
BEARING CAPACITY SHALL BE FIEL� VERIFIED BY AN INDEPENDENT TESTING AGENCY SPECIALIZING IN SOILS
MVESTIGATIONS.
4. ELEVATIONS SHOWN ON PLAN ARE TOP OF THE FOOTING OR SLAB.
5. i0P OF MA7 FOUNDAIION ELEVAiION - 9�-3 1�2" UNLESS NOffD.
6. REMFORCING S1EEL IN�ICAIE� FOR FOOiMGS IS BOTfOM SiEEL hiE LAST �IMENSION GIVEN FOR A FOOiMG SRE
ts tHE oEatri. roottNcs to ccNhR uNOER cowMN oR wnu uN�ss Noho.
7. �0 NOT BACKFILL AGAINST THE FOUN�ATION WALLS UN➢L BOTH LEVELS OF THE FLOOR SLAB ARE IN PLACE OR o�a�mnqnoe
PROVIDE IEMPORARY SUPPORT. WHERE FILL IS ON BO7H SIDES OF A WALL, INSTALL 7HE FILL ONIFORMLY ON BO7H S M B H FO U N DATIO N
SIDES OF 7HE WALL.
8. REFERENCE GENERAL SiROCIDRAL NOiES - S-1
9. SYMBOL LEGEN�:
STRUQWAL ENGMEERMG
�
PLAN
-iNotcn�s F�ooR coNmo� dotNr oN a�nN. sEc sEcr�oN �/s-z.
7. LAP ALL LATERAL BRACES AT LEAST TWO (2) 7RUSSES.
8. DO NOT PLACE CONCEN7RAlED LOADS (INCWDING ROOF SHEATHING BONDLES) ATOP 7R1155E5 UNTIL ALL
SPECIPIED BRACING HAS BEEN INSTALLED AND ROOF SHEATHING IS PERMANENRY NAILED IN PLACE.
9. 1RU55 MANUFACIDRER TO SUPPLY iHE PoLLOWING INPORMATION FOR APPROVAL PRIOR TO
OF PANEL POINTS.
PLUS DESICN
E. JOINT AND SPLICE CONNECiION DESIGN AN� DETAILS.
F. DRAWINCS AND CALWLATIONS SiAMPE� BY A PROFESSIONAL ENGMEER REGIS7ERE0 IN hlE SiAiE Of 1HE
G. DRAWINCS TO IN�ICAIE TRU55 LAYOUT, CONFIGURATION, AND ALL TEMPORARY AND
10. WOOD TRUSSES SHALL BE DESIGNED FOR THE PoLLOWING MAXIMUM DEFLECTION:
TOTAL LOAD = SPAN/249; LNE LOAD = SPAN/360.
1L LOA�ING SHALL BE AS FOLLOWS:
LOAD BOTfOM CHOR� i0P CHORD
�EA� 10 PSF 10 PSF
LIVE 10 PSF 2e PSF
WIN� +PER ASCE 7
SEE PLAN FOR A�DIiIONAL LOADS. iRUSSES SHALL 9E �ESIGNE� FOR UN9ALANCE� AND �RIFIED SNOW
IN ACCOR�ANCE WI1H 1HE GOVERNING 9UIL�ING CO�E LOA�S SHALL BE COMBME� USING LOA�
COMBINAIIONS IN ACCOR�ANCE WITH THE GOVERNING BWL�ING COOE GIRDER iRU5SE5 SHAl1 BE
�ESIGNE� FOR REACiIONS FROM SUPPORIE� MEMBERS.
+1P PSF �EA� LOAD i0 BE USED IN COMBMAIION WIiH WMD UPLIFi.
12. �ESIGN iRUSSES FOR AN AO�IIIONAL 5 PSF �EAD LOA� UN�ER VALLEY JACN iRU5SE5. SEE PLAN FOR
LOCAiION.
13. SEE ARCHIIECYS �RAWINGS FOR WORK POINTS, OVERHANG$ ETC. ROOF, FLOOR, OR WALL OPENINGS
A. THE CONTRACTOR SHALL VERIFY AN� COOR�INATE THE NUMBER, SIZE, AND LOCAIION OF ALL
SLEEVES AN� OPENINGS REOUIRED FOR MECHANICAL OR ELECTRICAL IlEMS.
B. SLEEVES AN� OPENINGS SHALL BE LOCATE� IN A MANNER hiAT WfLL MAINTAIN THE S7RUCTURAL
INTEGRITY OF THE ROOF, FLOOR, OR WALL SYSTE�A.
C. NO S7RUCTURAL ELEMENTS ARE TO BE COT ONLESS SPECIFICALLY APPROVED BY THE ENGMEER.
PRECAST CONCRETE
1. SEE SHEET S-3 FOR NOTES.
1166 Dublin Road Suite 200
Columbus, OH 43215-1038
614-481-9800
www.smbhinc.com
project#: 319-002.018
S-1