HomeMy WebLinkAboutStructural Notes S0���ER.�! Sir�ilCTl1RAL �OTES:
�, T�e structurai dra�ings s�all be usetl in canjunciion with the drawings of all other disciplines and the specifications. The contractor
�ha,E v�r��y the rea;�irements o� o�her trades as ta s!eeves, chases, hangers, inserts; anchors, holes and other items to be placed or
set in ,?�e structura! work.
2. Tie rontrac�or shali be resporsibl� fcr cemplying with all safety precautions and regulations dunng the work. The engineer will not
ad�i�� �r� nor issu� d�rection as ta saf�ty ;�recautions and programs.
3, i7e �tructura! drawings herein represent the finished structure. The contractor shall provide all temporary guying and bracing
r�quir�d to �rect anC noi� the structure in proper alignment until ail structural work and connections have been compieted. The
investi��,io�, desi�n, safetY, adequacy and inspection of erection bracing, shonng; temporary supports, etc. is the sole responsibility
ofi the contr�ctor,
4. The engineer shali na? 5e responsible for the methods, techniques and sequences of procedures to perform the work. The
su�erv;�ion of ;he work is the soie respansibiiity of the contractor.
�. �r�v.�ng$ indicat� gereral �nd typica! details of construc;ion. Where conditions a�e not specifically shown, similar details of
rz�nst�,�ctian shail be us�d, subject to approval by the engineer,
�. A#i seructural syster�s v�hich are ta be compos2d of components to be field erected shail be superoised by the supplier during
mur u{a��u�ing, �e!iv�ry, handlirg, storag� ar,�i erec!ion in accordance with the supplie�s instructions and requirements,
7. ��ntract�r sha�f prot'id8 811 temporlty s�!p�orts required for s�ability and for resistance to wind and seismic forces until the structure
;s c�p��f@ o� �r�vidir� this s�ppc�t. Cortr�c;or to refer to A.I.S,C. steel design guide #10, "Erection bracing of low rise structural
sf��� b�iidi�g�" ana io the Iva#io^�i C�ncre,e Mascnry Association technicai guide #3-4, 'Bracing concrete masonry walls dunng
c��r��t�actiot�".
�, Lc9a�ing ap�lied t� the strueiure during the �roc�ss of construction shall not exceed the safe load-carrying capacity of the structural
members � h� iiv�;a�din�s use� ;�� the design of this structure are indicated in the'"Design Criteria Notes". Do not apply any
ctinsi�uc[ion I�ads until st��cturai fr�ming is properly connectetl together and until all temporary bracing is in place.
�, A;i �ST�i ar:a otl�er refere�ces �re pPr ihe iatest editions of these standards, unless otherwise noted.
i G. u�o� dr�e�irg� an� other iisms shall be submitted to the engineer for review prior to fabrication. All shop drawings shall be
revietnrFd by t"e �er:erai cc�ntra�t�r be{are su�mittaL The engineer's review is to be for conformance with the design concept and
���e:�; com�li�nve with th� reievant contraci documents. The engineer's review does not relieve the Lontrac!or of the sole
res�orsibiiity t� review, checfc ar�d c�ordinate the shop drawings prior to submission. The contractor remains solely responsible for
�rr��s �nti or�issi�ns associated with thE preparation of shop drawings as they pertain to member sizes, detaiis, dimensions, etc.
43. ����arrif sho� �r�wings �r fhe �orm of t�o biLe!ine prints and one sepia, In no case shali reproduction of the contract drawings be
�ce� as shcp a;awings, As a mi �imum, submit th� foliowing items for review:
A. Gchuret� mix dESiyr?(s).
�. �ein��rc;nr� s#e�! shop dre�Nings.
C, S#��ctu�ai sts�l shop drawin�s.
D. ���-m�nufac�ure� waed truss sh�p drawings (see notes).
Cther su�r�ittals may be required per the "Schedule of Special Inspections" or the separate notes contained herein.
12. !r accordanee with Secti�n 1 iO4 of 2008 IBC, special inspections will be required for this project. Special inspections shall be
p�rfor���+ in acc�r�ance with the "Schedule of Special Inspections". All fabncators shall satisfy the "Exception" noted in section
174�.2.1, which rsquires the fabricator to maintain an agreement with an approved independent inspection or quality control agency.
Th� contractar shall .r,otiiy the special inspector at least 48 hours in advance for work that wit! require inspection or testing.
��, !!niess ather�ise indicated, ai! items note� to be demolished shall become the contractors property and be removed from the
site.
14. C�ntractors shai! visit #he s;te prior to bid ta ascertain conditions which may ativersely affect the work or cost thereof.
��SIilN CRlT���A NOTES:
1. ��� in#ended c�esign st�ndards andfor criieria are as follcws:
Gery�ral L�irarm statewi�e bl��. code (2�08 IBC, Chapker 16 as amended)
C�n���te ACI "si8-04
h'�s�nry ACI 5v0-�4
S=�uc��urai St�ei AI�C A.S.D. (�tl� Edition; &�.R.r.G.-93
�'4`�� ��DS-99
N���� Tr�sses T�i ?-�5
u
�. ���ign gravity dea� loads use� in the design o�fhis s�rucfure a�e as foHows (refer to 2008 IBC section 1606):
��af 2Q ?SF
�ro�nt� Fio�r On gra�e
���'� i�n Allow�nce 2C PSF
yi{ ��her Act�ai weight
3. �esign c�ravity I:v� icads used in the desic� ofi ihis structure are as follows (rerer to 2008 IBC sectian 16071;
Rr�s�, 7ypi�i 20 PS� (non-governin�)
R�or, �ivsrY!angs �� PSc
�i��� Flaor 1Q0 P�t=
4. C�si�n fateral live !oadv �sed in th� design ef this structure, in accordance with Section 6 of ASCE 7, are as follows:
�'d;nd, ma�n sy�tem: 9J mpn, Exposure B, I=1.0, P=16.5 PSF
�tiir�, w�li �m�onents: 9�� r�ph, Exposure B, i=1.0, P windward = 6.6 PSF, P leeward =-28.5 PSF
�I`Yin�!, roUf camponents: �0 mph, Exposure 3, I=1.0, P pressure =17.9 PSF, P suction =-23.5 PSF
Se�smic; SDS = fl213g, SDI = 0.12�g (not controlling compared to wind)
5. �'�esigr sno�u loads usetl ir the design of this structure, in accordance with Section 7 of ASCE 7, are as fallows
�� (crourd sncF� !�iad� = 30 PS�
Ce�1,0,�=1.�1,Ct=1.0
Pf ;.fiat roof sno�v l�atl) _�5 PSF
6. ihe �at�r�1 ioatl resisting syst�m of this buifding consists of:
Perimeter - Light fram�tl walls with wood shear paneis
i�pical frar�� - Rigid steel frame action {with "pin-based° columns)
�. �'h=.s str�ct�r� has been des�gned with °'safety factors" in accordance with generally accept2d principles of structurai engineenng.
TF?e �undam�nt�i �ature of the "safety factor"' is to cor�pensate for uncertainties in the tlesign, fabrication and erection of structural
�u�E�ihc� �r�pon�n��s. It i� intende� �hat'"safe�y factQrs" be used so that the load carrying capacity of tne structure does not fall below
tr�a desirn I�aa ar�d that khe buiiding w�!I perfo� under d�sign load without distress. While the use of "safety factors" implies some
exvess ca�aci;y beyon� �esign lo��, such excess capacity annot be adequately predicted and SHALL NOT BE RELIED UPON.
FOUNDATION NOTES:
1. All foundation construction shall conform to the requirements of 2008 IBC Chapter 18.
2. All footings have been designed based upon an assumed soil bearing pressure of 1,500 psf or allowable bearing pressure per soil
report. All footings shall bear on undisturbed, firm natural soil or compacted fill. All fountlation excavations shall be evatuated by the
geotechnical engineerltesting agency prior to pouring foundation concrete.
3. Top of footing elevation shall be as shown on the foundation plan. These elevations are a maximum and shall be lowered as
required to obtain the required design bearing pressure.
4. All foundation concrete shall obtain a 28 day compressive strength of 3,000 psi. All concrete to be permanently exposed to
weather shall be air entrained to 5% (+-1 %) with an admixture that conforms to ASTM C-260.
5. All concrete work shall conform to the requirements of ACI 301, "Specification for Structural Concrete Buiidings". Hot weather
concreting shall be in accordance with ACI 305. Cold weather concreting shall be in accordance with ACI 306.
6. All reinforcing steel shall conform to ASTM A-615, Grade 60.
7. Unless otherwise noted, the following minimum concrete cover shall be provided for reinforcement.
A) Concrete cast against and permanenUy exposed to ear�h - 3"
B) Concrete exposed to earth or weather:
#6 through #18 bars - 2"
#5 bar, W31 or D31 wire and smaller -1-112"
8, All reinforcing marked continuous (cont.) on the plans and details shall be lapped 36xbar diameters at splices unless otherwise
noted.
9. No unbalanced backfilling shall be placed against foundation wails unless walis are securely braced against overturning, either by
temporary bracing or by permanent construction.
10. Prior to commencing any foundation work, coordinate work with any existing utilities. Foundations shall be lowered where �equired
to avoid utilities.
SITE PREPARATION NOTES:
1. All site preparation shall conform to the requirements of 2008 IBC Chapter 18,
2. Within an area a minimum of 5 feet beyond the building limits, excavate a minimum of 4" of existing soil. Remove all organics,
pavement, roots, debris and otherwise unsuitable material,
3. The surface of the exposed subgrade shall be inspected by probing or testing to check for pockets of soft or unsuitable material.
Excavate unsuitable soil as directed by the geotechnical engineedtesting agency.
4. Proofroll the surface of the exposed subgrade with a loaded tandem axle dump truck. Remove all soils which pump or do not
compact properly as directed by the geotechnical engineerltesting agency,
5. Fill all excavated areas with approved controlletl fill. Place in 8 inch loose lifts and compact to a minimum of 95% of the maximum
dry density in accordance with ASTM D-698.
6. All controlled fill material shall be a select granular material free from ail organics or otherwise deleterious material with not more
than 20% by weight passing a No. 200 sieve (classified as SC, SM, SP or better in accordance with the unified soil classification
system) and with a plasticity index not exceeding 6%.
7. Provide fleld density tests for each 3,000 s.f. of building area for each lift of controlled fill.
SLAB ON GRADE NOTES:
1. Slab-on-grade constn�ction shall conform to the requirements of ACI 301, "Specification for Structural Concrete Buildings" and
2008 IBC Sections 1911.
2. Provide concrete slabs as indicated on plans over a 6 mil polyethylene vapor barrier and 4" of porous fill as follows: 4" siab
reinforced with 6x6- W1.4xW1.4 welded wire fabric and with 4000 psi mix concrete. Maximum slump for all concrete slabs shall be 5
inches, using type II cement.
3. All welded wire fabric shall be in accordance with ASTM A-185. Lap adjoining pieces at least one fuli mesh.
4. All porous fill matenal shall be a clean granular material with 100% passing a 1-112" sieve and no more than 5% passing a no. 4
sieve. Porous fill shall be compacted to 95% max. dry density per ASTM D-698.
5. Slab joints shall be filled with approved material. This should take piace as late as possible, preferably 4 to 6 weeks after the slab
has been cast. Prior to filling, remove all debris from the slab joints, then fill in accordance with the manufacturer's recommendations
as follows: fill with field molded or elastomenc sealant
6. Unless otherwise approved, all welded wire fabric shall be blocked into the position indicated with precast concrete blocks having a
compressive strength equal to that of the slab.
7. Walkways and other exterior slabs are not indicated on the structural drawings. See the site plan and architectural drawings for
locations, dimensions, elevations, jointing details and finish details. Provitle 4" walks reinforcetl with 6x6 - W1.4xW1.4 WWF unless
otherwise noted.
8. Slabs to be permanently exposed to weather shall be air entrained to 5% (+-1 %) with an admixture that conforms to ASTM C-260.
9. All concrete worlc shall conform to the requirements of ACI 301, "Specification for Structural Concrete Buildings". Hot weather
concreting shall be in accordance with ACI 305. Cold weather concreting shall be in accordance wikh ACI 306.
10. In order to avoid concrete shrinkage cracking, place concrete slabs in an alternating lane (or checkerboard) pattem. The
maximum length of slab cast in any one continuous pour is recommended to be less than 100 feet. The maximum spacing of joints
shall be 25'.
11. The alternate wires of the welded wire fabric must be precut at the slab contraction joint locations to create a"weakened plane".
Without cutting the altemate wires, the strength of the wire will prevent the slab from cracking (separating) at the joint and the slab
may begin to crack elsewhere.
12. The use of polypropylene fibers (in lieu of welded wire fabric) is prohibited without the written authorization of the engineer.
13. See the architectural drawings for exact localions of depressed slab areas and drains. Slope slab to drains where shown.
14. Slabs have been designed in accordance with the following:
Slab thickness -"Slab Thickness Design for Industrial Concrete Fioors on Grade", by Robert Packard, Portland Cement Association,
1976.
Reinforcing -"Design Procedures for Industrial Slabs", Interim Repor� (1973), The Wire Reinforcement Institute.
15. Slabs have been designed based on the following cnteria:
Subgrade modulus, K=200 pci (assumed)
16. The finish tolerance of all slabs shall be in accordance with ACI 301, type A.
17. Slabs shall be consVucted in accordance with the following flatnessllevelness requirements:
Slab Category Specfied Local Minimum
Flat FF=30,FL=20 FF=15,FL=10
Floor flatness and levelness tests shall be conducted by the owner in accordance with ASTM E 1155. Results, including acceptance
or rejection of the work will be provided to the contractor within 48 hours after data collection. Remedies for out of tolerance work
shall be in accordance with the specifications.
CAST-IN-PLr�CE CONCRETE NOTES: STRUCTURAL STEEL NOTES:
1. Concrete mixes shall be designed per ACI 301, using Portland cement conforming to ASTM C-150 or C-595, aggregate conforming 1. All structural steel shall conform to the AISC A.S.D. Manual (9th Edition� andior � 994 Edition of the Load antl Resistar��e Factcr
to ASTM C-33, and admixtures conforming to ASTM C-494, C-1017, C-618, C-989 and C-260. Concrete shall be ready-mixed in Design (L.R.F.D.} "Manual of Steel Construction" of the AISC and 20�8 IBC �hapter �2.
accordance with ASTM C-94.
2, Unless otherwise noted, all materials shall be in accordance with the following ASTM specifications:
2. Concrete shall conform to the following compressive strength, slump and waterlcement ratio requirements: Member ASTM Min. Strength
Concrete Min. fs (28 days) Slump' WIC ratio Structurai steel A992 50 KSI
Concrete not noted 3000 psi 2" to 4" .50 Structural tubing A500 (Grade B) 46 KSi
Foundation See "Foundation Notes" 2" to 4" .50 Other rolled plates/shapes A36 36 KSI
Slabs-on-grade See "Slab-on-Grade Notes" �50 Connection bolts A325 92 KSI
`At contractor's option, an approved admixture may be used to produce flowabie concrete. Maximum slump shall not exceed 10 Anchor bolts A325 ---
inches. The contractor shall submit test resuits of the proposed concrete mixes along with the manufacturer's technical data for Threaded rods A36 36 KSi
approvai prior to pouring concrete. Nonshrink grout C1107 800� PSI
3. All concrete work shail conform to the requirements of ACI 301, "Specification for Structural Concrete Buildings" and 2008 IBC 3. All connections shall be shear type connections and designed by the fabricator with the AISC specifications. Minimum bolt
Chapter 19. Hot weather concreting shall be in accordance with ACI 305. Cold weather concreting shall be in accordance with ACI diameter shall be 3l4". Uniess otherwise noted all bolts sha!I be shear(bearing type bolts and be "snug-tight".
306. �
w Idin of reinforcin steel shall be in accordance with AWS D1.4. 4. All welding shall be in accordance with AWS D1.1 using E70XX electrodes. Unless otherwise noted, provide cont. min. size� fillet
4. All reinforcing steel shail conform to ASTM A-615, grade 60. All e g 9 weltls per AISC requirements. All filler matenal shall have a minimum yield strength of 58 KSi.
Epo�r coated reinforcing shall conform to ASTM A-775.
5. AI� welded wire fabric (W,W.F.) shall conform to ASTM A-185. 5. Momenf connections and required moment value !Ft-Kip) are nated on pian.
t nd tied in lace rior to ourin of concrete, exce t that vertical dowels for masonry wall 6. Holes in steel shall be drilled or punched. Ali slotted holes shall be provided with smooth edges. Buming of holes and torch cutting
6. AI! reinforcing steel shail be se a p p P 9 P at the site is not permitted.
reinforcing may be "floated" in place. Do not fieltl bentl bars partially embetlded in hardened concrete unless specifically indicated or
approved by the engineer. 7. Unless otherwise noted, ail structurai steel permanently exposed to view shall be shop painted with one coat af SSPC 15-68, type 1
7. Reinforcing steel, including hooks and bends, shail be detailed in accordance with ACI 315. All reinforcing steel indicated as being (red oxide) paint.
continuous (cont) shail be lappetl with a type 2 lap splice unless otherwise notetl. 8, The st�uctural steel erector shall provide all temporary g�ying and bracing (see General Structural Notes).
8. Unless otherwise notetl, the following minimum concrete cover shall be provitled for reinforcement: g. Columns, anchor bolts, base plates; etc. have been designetl f�r the fina� completed conditi�n antl have nat been investigated for
A) Concrete exposed to ear�h or weather; potential loadings encountered during steel erection an� ccnstruction. Ar:y invsstigation of the columns, anchor bolts, base plates,
#6 through #18 bars - 2" etc. for adequacy during the steel erection ard construction proc�ss is the sole responsibility of the contractor.
#5 bar, W31 or D31 wire antl smaller -1-112"
B) Foundation concrete (see "Foundation Notes") 10.Steel fabricators shall be an AISC certifiied shop for Category I steal structures and r!?a�ntain detailed puality control procedures as
9. Bar supports and holding bars shall be providetl for all reinforcing steel to insure minimum concrete cover. Bar supports shall be required to satisfy the special inspection requirem�n�s nf 2008 i�u, Section 1704.
plastic tipped or stainiess steel. 11. Unless otherwise noted, all structural steei permanently exposed to the weather, inciudin� al! brick sheif angles, shail be
10. The contractor shall allow in the bid an additional one (1) ton of reinforcing steel to be placed in the field at the direction of the
hot-dipped galvanized in accordance with ASTM A153.
engineer. Any unused portion of this ailowance shall be credited to the owner. 12. Protective coatings damaged dunng the transper±�ng, ere�ting and field v�elding precesses sha!I be repaired in the field to �na�ch
the shop applied coating.
11. All edges :,f permanently exposed concrete surfaces shall be chamfered 314" unless otherwise noted.
13. The contractor shall hire an independent testirg agency to provide special insaections of balting, welding and other items i�
12. The contractor shall provide the engineer with documentation that all materials conform to the quality standards specified in 2008 accordance with 2008 IBC, Section 1704.
IBC.
PRE-ENGINEERED WOOD TRUSS NOTES:
13. In accordance with 2008 IBC, special inspections are required for the concrete work. The owner will hire the special inspector to
perform ail required special inspections. 1. Wood trusses shall be designed by the marufacturer to support the foilowing ioads:
A. Gravi Loading Case
14. In order to avoid concrete shrinkage cracking, piace concrete slabs in an alternating lane pattern. The maximum length of slab (SEE PLANS FOR LOADING)
cast in any one continuous pour shall be limited to 80 feet. B. Wind Loading Case (per 2008 IBC, Secti�n 1609)
See'Design Criteria Notes' for wind component criteria
15. Formwork shall remain in place until concrete has obtained at teast 90% of its 28 day compressive strength. The contractor shall Wind, roof components: 90 mph, Exposure B, I-1.0, P pressure - 47.9 PSF; P suction --23.5 PSF
provide all shoring and reshoring.
2. Wood trusses shall be designed by the manufacturer in acca�dance with the applicable provisions of the latest edition of thE
MASO�IRY NOTES: national design specification of the National Forest Products 4ssociation, the des+gn speci ication for metal plate connected wocd
1. Masonry construction shall conform to the requirements of the "Specifications for Masonry Structures (ACI 530.1-02)", published trusses of the Truss Plate institute and 2008 IBC Ser,�ion 2303.4.
by the American Concrete Institute, Detroit, Michigan and 2008 IBC Chapter 21. 3. Wood materials shall be Southem Pine, Douglas Fir or Larch antl shall be kiln dried ard used at 19% maximum moisture content.
2. Hollow load-bearing masonry units shali conform to ASTM C-90, grade N-1 and be made with lightweight aggregate. The minimum Provide Grade No. 2 or as required to satisfy stress requirements. See "Schedule of Required Stress Values" in the wood framirg
prism compressive strength (f' m) shall be 1,550 psi at an age of 28 days, as determined by the unit strength method of ACI 530.1. notes section.
t A TM C-476 and shall obtain a min. 28 tla 4. Connector plates shall not be less than 0.036 inches (20 �auge) in coated thickness, shall meet or exceed ASTM Grade A or
3. Fil! all b�nd beams and reinforced cells solidly with grout. Grout shall conform o S y higher and shall be hot dipped galvanized according to AS?M A-525 (coating GSOj. Minimum steel yield stress shall be 33,OOQ psi.
corr�pressive strength of 2,500 psi.
4. Reinforcing steel shall be in accordance with ASTM A-615, grade 60. Shop fabricate reinforcing bars which are shown to be 5. Trusses shall be fabricated in a properly equipped manufacturing facility of a permanen� nature. Trusses shall be manufactursd by
hooked or bent. Provide a minimum lap of 48 x bar diameters at all splices, unless indicated otherwise. experienced workmen, using precision cutting, jigg;rg and rressing equipm�nt ;�nder the requirements in Quality Con;ral Standard
QST-88 of the Truss Plate Institute.
5. The use of masonry-cement mor�ar is strictly prohibitetl. Mortar shall conform to ASTM C-270, type S. All mortar shall meet the 6. Secondary bending stresses in truss top and bottom chords due ta deatl, live and wind loads shalt be cons;dered in the tlesign.
"Proportion Speci6cation" of ASTM C-270 and be made with Portland cementllime (non air-entrained). Load duration factors shall be per the "Nationa� Design Specifi�ation for Wood i,�nstruction".
6. Unless otherwise indicated, all walls shail be laid in running bond. Bond corners and intersections of load-bearing walls. 7, Wood trusses shali be erected in accordance �,��th ;hs truss marufactur�r's requi�ements. This work shail be done by a qua;ified
7. Provide vertical reinforcing bars of the given size and spacing as indicated. Provide bars at all wall corners, intersections and and experienced contractor. Truss erection �y an �nExperien�e� or nenq�a!ified iant�actar can result in constructien co!lapse andlor
opening edges. senous injury and damage.
8. The contractor shall provide all temporary and permanent bracin� as required for safe erection and performance of the trusses.
8. Provide rebar dowels from foundations to match vertical reinforcing size and spacing. Dowels shall have standard 90 degree hooks The guidelires set forth by the truss pla�e ins;itute pubiicat;on "HIB-91; Commertary and Recommendations for Handling, Ins�aliir�g
and lap with the first lift of reinforcing. and Bracing Metal Plate Connected Wood i russes" shali be a minimum requirement.
9. Provide standard 9 gauge horizontal joint reinforcing at 16" on center �n all walls. Provide truss type joints reinforcing for all g, Truss members and components shall n�t b� cut, nolched, drilied n�r otherr!ise altered in any way without the writter appr�vai of
concrete masonry. Coordinate brick tie back requirements with the architectural drawings. Unless otherwise noted, stop all horizontal the engineer.
joint reinforcing at control joints.
i construction see "General Structural Notes" . 10. Submit complete shop drawings for all wood t�usses showing member sizes, species, grade, moisture content, span, camber,
10. The masc�ry contractor shall provide all required temporary wall bracing dur ng � � dimensions, chord pitch, bracing requirements and foadings. Shop drawings shall be submitted to ihe engineer and shall bear the
seal of a professional engineer registered in Indiana.