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.. ARTIIEI�Ii
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atf � foot minimum �
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REV'l�Yif FOR CODE COMPLIANCE , .� .. � �n place. —10
42%
shall to rove , sd and shall above EFE. APP P
be arr�<i'ig*t No interior finishes. V1taNa il1CtY tA7`
Ever effort has been made to Identify � :. .. �•�
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to minimize t, . designed to allow en
.ss�bil� that .t:� try wind exit of water.tit�ll
- cede violations, no oversight by the tY .
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might be i , i� . �. � mechanical, eieC i or
plumbing shall be construed as authir�t 9 , no .d im assi�,,e h the piumbrn
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to violate, cancel, alter or set aside e �QQrafP condition.
t•J}.
ail
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in94 limitedcosted storage and
any applicable codes or ordinances. The r0060" building access allowed.
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review and permit should not be construed
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as a warranty or guarantee. Certificate �R
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Elevation
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Reviewed BY rate immediately after lowest floor
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i�m A RESIDENCE EN E FOR.
Sheet 1 SITE PLAl� R.& MRS. MICHAEL BROWNESheat 2 FOUNDATION PLAN& DETAILS o
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LOT 310WARD FOURSheet FLOOR PANS (ALL LEVELS
Sheet 4 ELEVATI��S TYKEEISLAND, GEORGIA
3�THAVENUESheatELE RIALPLAVS Certificate f will
T sanduntil after a final buildingInspection and a
FEMA inspection have 8r drainage V'CIPAWA 6 SECTIONION� water/sewer installations at the site *proved, t?
any required treen.mitigation fished, V tu
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oELE TRI LSYMBOLS IT { EEE ISLAND
BUILDING !E
All Insulations mustEveryeffort made to Identify ctho
ode
tom iY With Georgia
violations,ho v rno oyersi htYState�neruy0 rayl Tsh iie construed as authoritytodi ion
and State of Georgia Vo1 e4 csrcel4 alter, or set aside any applicable
Amendn#ntR codes or rdmrances including those related to
erosion and sedimertcontr I buildingsetbacks,
height imttsarkinrequirements,,esnspace,
and d . �Rv� � ,rcvlow and permit should
A �:arra 4�cr,��igee.notbe construe
All Plumbing installations mus INITIAL Gx .
Om
Code--P41?redition and State
i With The International Plumbing
o Georgia Amendments i
14 ?
All Ilectriul an}
s must 01�rati! the ofltAt with0 m(Including o
two I�Saier final City Of TY� Island. Under thewa
ordi r of credor
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in erto�re the obligation.
.bil cNor
40 dd"W* most
TYbee hand bevel �m a
=::k 51TE ?I_A�kA 5CAl- r-- NS 0
A driveway tCnil wh1d
connects a residential !otW�
.ublit street shall not 7—
greater thaniweq
feet in width. Co r .1
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REWOOPONSrALLATIONS
IRC Sec. R905 and ICC 600 Sec.544
rla ent and fasteners
. Frit roof materials, :�e R
ph {I pb tested,
a�MSPrcWN! an installed per
i �` : :..shall be A�ai.a74iW *AW %°':. R
n s k,. wind
to requirements g+�y e e� g 5
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t (=.L.n . �� ice► Gy r,�.c.. S � � mph). �nde9a art must be �
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r' ee� shall' CV1'
approved equal. c„p �o
s n gables of shingle roof..
at eaves and
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OOD ROOF FRAMING
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IRC Sec. 8802 & ICC 600 Sec.501
All holes in hold downs to he tided
using manufacturer's fasteners,
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WOOD FRAME FLOOR SYSTEMS
ICC 600 Section 204.3.6
Im"de fuiktepth bloddng, perpendicular
a x� Mrd t to floor framing members, in the first two
framing spew at eI end of #W system.
Sled 4 fW on anter mmdmum.
All Insulations must
comply with The 0eorgie
St+ato Energy Code
end State of Gaorgle
endatont
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ANCHOR BOLTS
IRC Sart. 8403.16 h ICC 600 A EGA
Sec. 305.23 & 305.32 �► "
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t Botts shall be 10 inch long, 5/8 inch to
. Ax, ,6
P CaR C)L1 X110 SLAB OrGRADE
diameter with a 3x3 Inch washer that is 1/8
inch thick and required nut Located in
=E CiT�QF' TYBEE C3RDtNAN E I CE
Minimum footing to be 20 inches ' ` inches of comers and plate breaks. Bolts to Minimum footing to be 36 inches
wide by 24 inches thick with be located 18 inches on center for monolithic
by 36 inches by 36 inches deep.
minimum 2 #5 rebar. Bottom of slag 148 inches on center for sternwalis,
footing to be minimum of 24 inches Minimum 3 05 rebar each w
Bottom of footing to be minim
below grade, m
Of 36 ink below grade,
INA $Cpt it VAX 4C APPROVED BY: OFSAW14 BY TA-
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IRC TABLE 302, 8
DWELLING ARS SEPARATION
Garages sark0n9areasbenea
habitabler rooms separated
s
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REVISIONS BY
DESIGN 2=CA i2Q-NS;
MA50NRY
NOTES -
BUILDING CODE. International Residential Code, 2012 Edition; ICC -600, A SCE 7-10
OCCUPANCY: Residential Group R -J (One & Two Family Dwellings)
1,
ALL MASONRY CONSTRUC77ON SHALL CONFORM TO ACI -5JO.1 "SPECIFICATIONS FOR MASONRY STRUCTURES*, LATE'STEDIRON.
8. ALL MULTIPLY PLY�BEAMS OF ENGINEERED LUMBER SHALL BE FA S TENED TOGETHER IN ACCORDANCE W TH
DESIGINLIVE LOADS..
Roo( Live Loads Trusses.,30 psf (15 psf dead load) TOP CHORD, 10 psf (5 psf dead load) BOTTOM CHORD
MA NUFA C TURER'S RECOMMENDA PONS.
2
HOLLOW MASONRY UNITS SHALL CONFORM TO ASTY C-90 WITH A MINIMUM COMPRESSIVE STPENG714 OF 1900 PSI (NET AREA).
Attics with Storage. 30 psf (10 pst dead load); Attics without Storage: 10 psf (10 psf dead load)
Floors Stairs Decks: 40 psf (20 psf dead load) Deflection limits: L1480 (ILL) & L1240 (TL)
9. PROVIDE A DOUBLE JOIST BELOW ALL PARALLEL WALLS NOT SHOWN OTHERWSE PROVIDE A DOUBLE JOIST ADJACENT
J.
FILL AL OND BEAMS AND REINFORCED CELLS SOLIDLY WITH GROUT. GROUT SHALL CONFORM TO ASTM C-476 AND SHALL 067AIN A INI U
L B M M M
TO ALL CHANGES IN SPAN TO MINIMIZE DIFFERENTIAL SETTLEMENT
28 -DAY COMPRESSIVE STRENGTH OF J,000 PSI. PLACE GROUT IN 4' LIFTS. PROODE MIX DESIGN FOR REWEW FILL ALL CELLS ANDIOR CAWTIES
DESIGN SNOW LOADS:
BELOW GRADE SOLID WITH GROUT
Ground Snow Load, PI 5 psf
10. SUPPORT ALL JOISTS AND BEAMS ON JOIST AND BEAM HANGERS. NAILERS SHALL NOT BE PERMITTED WTHOUT PRIOR
A U THORIZA 7701V FROM ENGINEER
4.
REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60, UNLESS OT HERWISE NOTED. SHOP FABRICATE BARS WHICH ARE SHOWN TO BE
DESIGN WND LOADS.
HOOKED OR BENT. PROVIDE A MINIMUM LAP OF 42 BAR DIAMETERS AT ALL SPLICES, UNLESS OTHERWISE NOTED.
Wind Speed (3 -sec). 'mph; 3 - second gust: dvmph; Exposure: BI
11.. SOLID BLOCKING THAT MATCHES THE DEPTH OF THE FLOOR JOISTS SHALL BE INSTALLED PER CURRENT BUILDING
I
'ci�
Internal Pressure Coe e It (X ) 0.18 - Enclosed 0.55 - Partially Enclosed
CODE, CURRENT ENERGY CODE AND ICC -600 BETWEEN JOISTS.
5
THE USE OF MASONRY Ad M S M 7 YPE S
-CEMENT A40RTAR IS STRICTLY PROHIBITED. ORTAR SHALL CONFOR TO A T C-2 0, T
_j
Wind -Borne Debris, Region: 7his structure is not located within a wind-borne debris region.
X )This structure is located within a wind-borne debris region, and 0/1 openings sholl
12. ALL WALLS SUPPOR77NG TWO FLOORS AND A ROOF SHALL BE 2X6" AT 16" 0: C. 2X4S A T 8" 0. C. OR JX4S AT 12"
6.
PROVIDE REBAR DOWELS FROM FOUNDA77ONSIF0077NGS TO MATCH VERTICAL REINFORCEMENT SIZE AND SPACING, DOWELS SHALL HAVE STANDARD
be protected in accordance with International Residential Code, 2012 Edition.
0. C. OR A S NO TED
90 DEGREE HOOKS AND LAP WITH THE FIRST LIFT OF REINFORCING.
Th is structure is located within a wind-borne debris region, and structure has
Z
REFER TO TYPICAL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHT OF MASONRY WALLS. PROWOE CLEAN --OUT HOLES AT BASE OF FILLED CELL
been designed for proper internal pressure in accordance with IRC_ 2012 Edition.
13. CONTRACTOR SHALL AN77CIPATE AND PROVIDE FURRING STRIPS OR BLOCKING AS MAY BE REQUIRED TO PROVIDE A
WHEN THE CONCRETE POUR EXCEEDS -5 FEET IN HEIGHT
. . . ... .
M TE
SMOOTH SURFACE FOR THE APPLICA77ON OF SHEETROCK, THIS REQUIREMENT PRIMARILY OCCURS AT, BUT IS NOT LL I D
TO, VAULTED CEILINGS AND OTHER SUCH SPECIAL.CONDITTONS.
8.
CONCRETE FOR FILLED CELLS SHALL BE WBRA TED DURING PLACEMENT USING AN PENCIL TYPE WBRA TOR.
THE
J Terry
1 WAIVING AND F-OUNDA77ONS SHOWN HE -REIN ARE BASED.ON NORMAL CARPET AND ON 0
4. THE f YL FL OR FINISHES,
9,
USE OF SOLID LOAD BEARING MASONRY UNITS IS PROHIBITED ON IHIS PROJECT
NORMAL WEIGHT CABINETS AND COUNTER TOPS, 1F,HEAVFER MATERIALS ARE USED NOTIFY ENGINEER AND AWAIT FRAMING
-MODIFICA77ONS PRIOR TO PROCEEDING.
Dism�kes.
WERE ROOF TRUSSES APE USED, PROVIDE UPLIFT CONNECTORS WITH UPLIFT RATINGS IN EXCESS OF THE UPLIFT
1,
THE LATEST ED177ON OF THE FOLLOWING ACI STANDARDS APPL Y.-
1. CONTRACTOR TO COORDINA IF DIMENSIONS. AND CONDI 17ONS AT THE PROJECT SITE PRIOR TO 'STARTING WORK
REAC77ONS LISTED WTHIN THE ROOF TRUSS SHOP DRAWNGS. CONTACT ENGINEER FOR SPECIFIC DIRECTIONS IF REQUIRED.
architect
AND SHALL N077FY ARCHITECT OR DESIGNERIENGINEER IMMEDIAM-LY OF ANY DISCREPANCIE-S. THE
A Cl 318 (CODE) ACI 304 (PLACING)
CONTRACTOR SHALL, N077FY THE ARCHI TECTIENGINEER OF ANY EXISTING S17 -E CONDITIONS THAT ARE NOT
TOP PLATES, DRAG STRUTS SHALL BE NAILED TOGETHER WITH TWO ROWS OF 16d NAILS AT 12" 0. C. S TA GGERED.
A Cl 306 (WINTER CONCRETING) ACI J15 (DETAILING)
CONSISTENT WITH THE CONSTRUCTION DOCUMENTS.
ACI 305 (HOT WEATHER CONCRETING) ACT J47 (FORMWORK)
17 BOTTOM PLATE SPLICES SHALL HAVE ATTACHMENTS ON EITHER SIDE. WHERE THE PLATE IS ATTACHED TO CONCRETE,
ACT 211 .1 (MIX PORPORTIONING) ACI 301 (SPECIFICATIONS)
2. CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN AND EREC77ON OF TEMPORARY BRACING AND
PROWDE 112' DIA EXPANSION BOLT WITHIN 12" EACH SIDE OF EACH SPLICE, OR PROVIDE TWO POWDER DRIVEN
SHORING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL,PHASES Of' CONSTRUCTION.
FASTENERS WTHIN 8"EACH SIDE OF EACH SPLICE. PLATES ATTACHED TO TIMBER FRAA41NG SHALL HAVE TWO 16d NAILS
2.
ALL CONCRETE SHALL BE NORMAL WEIGHT UNLESS NOTED OTHERWISE. CONCRETE MIXES SHALL SHALL BE DESIGNED IN ACCORDANCE WITH ACI
-0 T
DRI VEN IN I HE SUPPOR77NG FRAMING WITHIN 6".EACH SIDE OF EACH SPLICE.
301, USING PORTLAND CEMENT CONFORA41NG TO ASTA4 C-150 OR C-595, AGGREGATE CONFORMING TO ASTM C-33, AND ADMIXTURES CONFORMING
J CONIRACTOR SHALL NO77I ARCH17ECT OR DESIGNERIENGINEER,0F ANY UNUSUAL ANDIOR EXCE'SSIVE
TO ASTV C-494, C-1017, C-618, C-989, AND C-260. CONCRETE SHALL BE READY -MIXED IN ACCORDANCE WITH ASTU C-94,
L OADS DUE TO EQUIPMENT OR CONSTRUCTION REQUIREMENTS.
18. UNLESS OTHFRWSE NOTED, ADDITIONAL HORIZONTAL BLOCKING AT EXTERIOR WALL SHEATHING JOINTS IS NOT
PLANNING -
REQUIRED FOR SHEAR WALL AND LATERAL FORCE PURPOSES. THE CONTRACTOR SHALL PROVIDE THIS ADD17IONAL
J
CONCRETE MIXES SHALL BE DESIGNED TO MEET THE FOLLOWING CR17ERIA FOR USE IN VARIOUS ELEMENTS OF THE STRUC TURE AS FOLLOWS:
4. THESE STRUCTURAL. DRAWNGS SHALL BE USED IN CONJUNC77ON WTH ANY ARCHITEC77JRAL ORA WNGS AND
BLOCKING IF REQUIRED BY INTERIOR OR EXTERIOR FINISHES OR COMPONENTS.
ARCHITECTURE
DOCUMENTS RELA71NG TO OTHER IRADES. CON7RACTOR SHALL BE RE5PONSIBLE FOR PROWDING HIS OWN
STRUCTURAL ELEMENT MIN. F2 (28 DAY) A G!�KGA TE L&LA X, SLUMP RANW______WZC RAT A
CHECK AND COORDINA77ON OF DIMENSIONS, FIELD CONDIRONS, CLEARANCES, ETC. ASSOCIATED WTH THE WORK
FOUNDA 77QN- LIO TES:
FOO TINGS 3000 PSI 1 2 -4 .50
INTERIORS
OF ALL OTHER 7RADES. -IN CASE OF CONFLICT, CONTACT ARCHITECT OR DESIGNERANGINEER FOR
SLAB 3000 PSI 2"-4"
-ON-GRADE J14
CLARIFICATION.
1. THESE FOUNDATION ELEMENTS ARE DESIGNED IN THE ABSENSE OF A SITE-SPECIFIC SUBSURFACE SOIL INVESTIGATION. IT IS THE SOLE
�50
COLUMNS 4000 PSI J14 "
. . . . ..
RESPONSIBILITY OF THE CONTRACTOR ANDIOR OWNER TO RETAIN THE SEPOCES OF A QUALIFIED GEOTECHNICAL ENGINEER TO VERIFY THE SOIL
2'�-4" �50
'
5. CONTRACTOR SHALL VERIFY SIZES AND LOCA 77ONS OF ALL SL 0 IS, PIPE SLEEVES, ANCHOR SOL IS, ETC AS
CONDIT70NS ARE ADEQUATE FOR THE FOUNDArION ELEMENTS AND ASSUMED DESIGN CRITERIA CONTAINED HEREIN, FOUNDATION DESIGN
'BEAMS 4000 PSI 314 2'-4- �50
. . . . . . . .
REQUIRED FOR ALL TRADED PRIOR TO CONSTRUCROM
RECOMMENDA77ONS CONTAINED HE -REIN DIFFERING FROM ANY RECOMMENDATIONS CONTAINED WTHIN A GEOTECHNICAL REPORT FOR THIS PROJECT
ELEVA TED SLAB 4000 PSI J18 2'-4' �50
LOCATION, SHALL BE BROUGHT TO THE ATTE-IV77ON OF THE ENGINEER FOR DESIGN MODIFICATION ANDIOR CLARIFICATION.
WALLS (<8 4000 PSI
THICK) 2'-4- .50
6. ALL SEC77ONS AND DETAILS ARE TYPICAL AT SIA41LAR LOCA 77ONS AND WHERE APPLICABLE,
WALLS (>8- THICK) 4000 PSI 314" 2'-4- �50
2. ALL VEGETATION, TOPSOILS, ROOTS, AND ORGANIC ZONES SHALL BE STRIPPED AND REMOVED FROM THE CONSTRUCTION AREA FOR A DISTANCE OF'
7 IN CASE OF CONFLICT BETWEEN DRAWNGS ANDIOR SPECIFICA 77ONS, THE MORE RIGID REQUIREMEN r SHA L L
5 FEET ( OR DISTANCE RECOMMENDED IN GEOTECHNICAL REPORT, WHICHEVER IS GREATER) BEYOND THE EXTERIOR OF BUILDING FOUNDAT70N
4.
ALL REINFORCING STEEL SHALL CONFORM TO ASTA4 A-615, GRADE 60, UNLESS NOTED OTHERWISE. ALL WELDING OF REINFORCING STEEL SHALL
BE ASSUMED TO GOVERN UN77L A RULING IS MADE BY THE ARCHITECT OR DESIGNERIENGINEER.,
LIMITS, THE DEPTH OF STRIPPING SHALL BE THA T REQUIRED TO REMOVE' SIGNIFICANT ROOT ZONES, SMALL, TREE STUMPS, AND OTHER
BE IN ACCORDANCE WITH AWS D1.4 AND ASTM A-706 (EMBED ANCHORS, ETC.). EPDXY COATED REINFORCEMENT SHALL CONFORM TO ASTY
UNACCEPTABLE MATERIALS, BUT IN NO CASE LESS THAN ONE FOOT,
A - 775,
8.. CONTRACTOR SHALL MAKE NO DEWA77ONS FROM DESIGN DRAWNGS AND SPECIFICA77ONS WTHOUT WRITTEN
APPROVAL OF THE ARCH17ECT OR DESIGNERIIENGINEER.
3. EXCAVA77ONS FOR LARGE STUMPS, ABANDONED UTILITIES, UNDERGROUND TANKS, ETC. SHALL BE BACKFILLED IN LAYE M N ND
_RS` W` TH CO PA C TIO A
5.
ALL REINFORCING STEEL SHALL RE SUPPORTED ON STANDARD ACCESSORIES, HELD RIGIDLY AND ACCURA TEL YIN PLACE, AND PROTECTED A AIN T
G S
TESTING OF EACH LAYER AS DESCRIBED FOR PLACEMENT AND COMPACT70N OF FILL MATERIAL. USE LOOSE BACKFILL LAYER THICKNESS
DISPLACEMENT OF CONCRETE. SUPPORTING ACCESSORY LEGS THAT REST ON CONCRETE SURFACES THAT WILL BE EXPOSED IN THE FINISHED
Cq
9. UPON COMPLE77ON OF THE PROJECT, IT'IS THE OWNER'S RESPONSIBILITY TO PROODE THE' APPROPRIATE
APPROPRIATE FOR THE SIZE Of' COMPACTOR USED,
STRUCR)RE SHALL BE FABRICATED OF STAINLESS STEEL. DO NOT FIELD BEND BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE UNLESS
Cq
SCHEDULED MAINTENANCE TO PROTECT THE STRUCTURAL -INTEGRITY OF THE STRUCTURE AS PART OF THE
SPECIFICALLY INDICATED ON PLANS OR APPROVED BY THE ENGINEER.
CONTRACr, THE CONTRACTOR IS REQUIRED TO INFORM THE OWNER(S) Of- THIS IN WRI77NG
J. ALL F0077NGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED FILL CAPABLE OF SUPORTING A MINIMUM DESIGN BEARING
PRESSURE OF 2,000 PSF ALL FOUNDA 77ON EXCA VA 77ONS SHALL BE EVALUA TED BY THE GEOTECHNICAL ENGINEERITESTING AGENCY PRIOR TO
10. CON 7RACTOR, SHALL CONSTRUCT THIS, PROJECT IN ACCORDANCE TO ALL APPLICABLE BUILDING CODES. ALL
POURING FOUNDA 77ON CONCRETE.
6.
WELDED WIRE FABRIC (KW) SHALL CONFORM TO ASTM A-185, AND SHALL BE PROWDED IN FLAT SHEETS (POLLS ARE NOT PERw-ra-D). LAP ALL
REFERENCES TO CODES, STANDARDS, OR SPECIFICA77ONS ARE TO BE THE LATEST ISSUED ED177ONS AT THE
WELDED WIRE FABRIC A A41NIMUM DISTANCE OF TWO CROSS WREPLUS 2 INCHES, UNLESS N07ED OTHERMSE.
Cq,
CID
77ME OF',PERMtT77NG.
5. UNLESS OTHERWISE NOTED, ALL F0077NGS SHALL BE CENTERED t DER COLUMNS, PIERS, AND WALLS.
7,
UNLESS NOTED OTHERWISE, THE FOLLOWNG MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT.
11. DESIGN PROF ONALS SHALL NO r 7ROL OVER NOR RESPONSIBILITY FOR, THE CONTRACTOR'S
6. CONTRACTOR SHALL COORDINATE ALL FOUIVDA77ON WORK WITH ALL EXISTING UNDERGROUND URLITIES. EXTREME CARE SHALL BE TAKEN DURING
'HAVE 'CON
MEANS, METHODS, 'SEQUENCE, TECHNIQUES, OR PROCEDURES IN PERFORMING THE WORK, S17E SAFETY OR
EXCAVAT70N AND CONSTRUCTION OF NEW FOUNDATION WORK SO AS NOT TO DIS7Z)RB EXISTING CONSTRUCTION ANDIOR UTILITIES. ALL NEW
CONCRETE CAST DIRECTLY AGAINST EAR7H. 3"
-SAFETY PROGRAMS IN CONNEC 77ON WTH THE WORK. THESE ARE SOLELY THE RESPONSIBIL 77ES OF THE
UNDERGROUND UTILITIE'S SHALL NOT BE PLACED BELOW THE FOOTINGS. If TIF TH
ANY SUCH CONDITION OCCURS, THE CONTRACTOR SHALL NO Y E
CONTRACTOR, WHO IS ALSO RESPONSIBLE FOR COMPLYING WTH ALL HEALTH AND SAf ETY PRECAU77ONS, AS
ENGINEER AND DROP THE SO TTOM OF THE FOO TINGS IN ORDER TO A V0101CLEAR U 770 RES.
CONCRE TE EXPOSED (NO T CA S T) TO EA R TH OR AEA THER:
REQUIRED BY REGULATORY AGENCIES.
#6 THROUGH #18 BARS: 2
7. HORIZONTAL JOINTS IN F007INGS WILL NOT BE PERMITTED.
#5 BAR, WJ1 OR D31 WIRE & SMALLER: 1.5"
12, CON IRA C TOR SHALL RETER TO ARCH17ECTURAL DRAMNGS FOR WALL AND DOOR OPENINGS, PART777ON WALL
'ION WALL
NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST ANY FOUND UNLESS WALL IS SECURELY BRACED AGAINST OVERTURNING,
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
LOCA 77ONS, AND CRITICAL, ARCHITECTURAL FEA TURES. REFER TO ELECTRICAL AND MECHANICAL PLANS FOR
EITHER BY TEMPORARY BRACING OR BY PERMANENT CONSTRUCTION.
WALLS, ELEVATED SLABS(& JOISTS): .75'
SIZE AND LOCA 77ON OF ALL OPENINGS FOR DUCTS,, PIPING, CONDUITS, ETC.
BEAMS AND COLUMNS: 1.5"
Cq
9. ALL CONCRETE AND REINFORCING REQUIRED FOR FOUNDA TIONIFOO 77NG WORK SHALL BE IN A CCOR0ANC&_ MI TH RE SPECIFICA TIONS
FE D
IJ AL L MA TEPIAL S'L OCA TED -B&L 0 W THE BASE FLOOD ELEVA 77ON SHALL BE FL, OOD RESIS TA N T MA TERIAL S
INDICATED IN THE PROJECT PLANS.
8.
A CONCRE If MIX DESIGN FOR EA CH UNIQUE COMBINA 77ON OF S TRENG TH, COA RSE A GGREGA TE GRADA 770N, AND WA TER CEMEN T RA 770 SPECIFIED
Cq
P -SSURE-7REAIED, MASONRY, ETC)
RE
SHALL BE PREPARED BY THE SUPPLIER OR AN INDEPENDENT TESTING LABORATORY AND BE SUBMITTED FOR REWEW PRIOR TO CAS771VG ANY,
10. IF SOIL CONDIT70NSIMA TERIALS ENCOUNTERED WHICH VARY FROM THOSE INOLCA rED BY, THE TEST BORING DATA OR THE CONTRACT DOCUMENTS OR
CA P
CONCRETE. MIXES THAT WILL BE TRANSPORTED AT THE PROJECT SITE BY PUMPING SHALL BE SPECIFT LEY DESIGNED FOR LIMPING,
14. INSPEC77ON OF AcnvE OR COMPLETED CONS7RUC71ON IS NOT PROVIDED ARCHITECT OR ENGINEER, UNLESS
_R V
IF IHERE ARE CONDITIONS OBSE ED WHEN CONCRETE FOR FOUNDATIONS IS PLACED, CONTRACTOR SHALL NOTIFY GEOTECHNICAL ENGINEER,
0 IN
SPECIFICALL Y AU THORIZED 8 Y SEPARA IF CON IRA C T FROM THE 0 WNER OR CL IEN T.
7ES77NG AGENCY, AND STRUCTURAL ENGINEER, AND CONTRACTOR SHALL STOP ALL RELATED FOUNOA77ON WORK UNTIL CLARIFICATION ANDIOR
9.
DOWELS AND OTHER MISCELLANEOUS STEEL EMBEDDED ITEMS SHALL BE LOCATED AND HELD IN SPECIFIED POS1T70N'pR1OR TO PLACEMENT OF
DESIGN MODIFICA T70N IS PRO ODED�
CONCRETE AND SHALL NOT BE PUSHED INTO CONCRETE FOLLOWING CONCRETE POUR,
SFRUCrURAL STEEL NOTES.,�
10.
ALL FORMWORK SHALL BE DESIGNED, ERECTED, SUPPORTED, BRACED, AND MAINTAINED ACCORDING TO ACI 347 THE DESIGN, CONSTRUCTION, AND
I STRUCTURAL S7EEL MATERIALS SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICA77ON (U.N. 0)
SAFETY OF ALL FORMWORK SHALL BE THE RESPONSIBILITY OF THE CONFRACTOR. ALL FORMS, SHORES, BACKSHORES, FALSEWORK, BRACING, AND
A
ANGLES, PLATES, MISC. STEEL: ASTM A36, FY - 36 KS1
OTHER TEMPORARY SUPPORTS SHALL BE ENGINEERED TO SUPPORT ALL, LOADS IMPOSED INCLUDING THE KET WEIGHT OF THE CONCRETE,
TURES: ASTM A500. GRADE 8
CONSTRUCRON EQUIPMENT LIVE LOADS, LATERAL LOADS DUE TO WIND AND WET CONCRETE IMBALANCE.
"INNINI
ANCHOR SOL IS.- ASTA4 A449
Ito
11�
UNLESS SPECIFIED OTHERWSE, ALL TOLERANCES FOR CONCRETE FORMWORK SHALL CONFORM TO ACI 117 THE CONTRACTOR SHALL ENGAGE A
2. PROWDE TEMPORARY BRACING OR GUYS TO PROWDE LATERAL SUPPORT UAI PERMA NEN T L A TERA L
LICENSED SURVEYOR TO VERIFY THE WORK IS WITHIN SPECIFIED TOLERANCES UNLESS WRITTEN AUTHORIZATFOAI IS OBTAINED FROM THE
BRACING IS INSTALLED.
ARCHI TECTIENGINEER INDICATING OTHERWISE,
TH
J. THE CON7RACTOR SHALL COORDINATE THE BOTTOM OF BASE PLATES ELEVATION W THE TOP OF
12�
ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED, 314" MIN., UNLESS N07EO OTHERWFSE.
CONCRETE AND MASONRY ELEVA 770N. IN CASE OF CONFLICT THE CONTRACTOR SHALL MAKE ALLOWANCE IN HIS
BID FOR THE MORE STRINGENT REQUIREMENT
ALL C0AfS7RVCn0jj
13,
PENETRATIONS SHALL NOT BE PERMITTING IN ANY STRUCTURAL MEMBERS OTHER THAN THOSE SPECIFICALLY INDICATED ON THE STRUCTURAL
must comply
DRAWNGS, UNLESS THE CONTRACTOR HAS WRITTEN AUTHORIZA770AI FROM THE ENGINEER. CONTRACTOR SHALL SUBMIT DRAWNGS TO THE
4. ALL STEEL DETAILS AND -CONNECTIONS SHALL BE. IN ACCORDANCE WTH THE REQUIREMENT OF THE AISC
Wkh ow
ENGINEER FOR REOEW INDICATING ANY.CONCENTRATION OF PIPES, OPENINGS, OR PEAIETRATIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS
spEancA noNs aA TES T EDI TION) INCLUDING ALL SUPPLEMENTS AND REWSIONS
ar4 th* Ift I Ond 2 Family
PRIOR TO CONCRETE POURS,
C)WWII'g Cbde..Za�--IlUon
5. SHOP CONNECnONS NOT SPECIFICALLY DETAILED ON NE DRA WNGS MA Y BE WELDED OR SOL TED. FIELD
and StaW
CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWING SHALL BE BOLTED
of GOW08 ftOndments.
04 Q/
6. FABRICAnON AND EREC77ON OF STYUCTURAL STEEL SHALL CONFIRM TO THE AISC *VANUAL OF STEEL
rot
-1
CONSTRUCTION" NINTH ED177ON AND THE AISC ^SPECIFICATION FOR STRUCTURAL STEEL BUILDING" 1989 EDITFON.
7 ALL SOL IS CA S T IN CONCRETE SHALL CONFORM TO ASTY. A-36 OR A-307.
8 BEAMS SHALL BE SUPPORTED ON COLUMNS BY TAB PLATES WELDED THROUGH THE CENTER LINE OF THE
0
COLUMN UNLESS SPECIFICALLY SHOW OTHERWSE HEREIN.
r 'cis
TT
9. ALL BEAMS SHALL BE PUNCHED FOR TWO ROWS OF SOL IS FOR THE A ACHWENT OF WOOD BLOCKING.
BLOCKING SHALL BE PLACED ALONG THE TOP FLANGE, ALONG THE WER AND ALONG THE BOTTOM FLANGE
UNL ESS SPECIFIED 0 THER WSE. SOL IS SHA L L BE TWO RO WS A T 16 0. C S TA GGERED.
17MBER NQ7ES,
Is
ERAMING
1. ALL STRUCI`URAL LUMBER DESIGN SHALL CONFORM TO THE REQUIREMENTS Of - 7HE NA 77ONAL DESIGN SPECIFICA 77ON
A 1 ECT
F
FOR WOOD CONSTRUC77ON (NOS -2001).
0 tic .22320
2. ALL
Wow f-RAmING, UNLESS No-rED IoTHERwSE, SHALL BE SYP (,f2), WITH A MAXIMUM A401STURE CONTENT OF' 19%
J ALL ENGWEERED LUMBER HAW A41NIMUM PROPER77ES OF- (Fb=2600 PSI, E= 1, 800, 000 PSI)
4. ALL LUMBER EXPOSED TO THE EXTERIOR ENWRONMENT SHALL 'BE PRESSURE-7REA7ED 70 A MINIMUM RETEN77ON OF
0.25 LBS OF ACO PER CUBIC FOOT Of' WOOD, AND EACH PIECE SHALL BEAR� THE THIRD PARTY QUALITY MARK 'ABOVE
K
GROUND, USE' ALL LUMBER IN CONTACT W TH THE GROUND OR CONCRETFIMASONRY SHALL BE PRESSURI TREA TE -D TO
A
CONCRETE BLOCK MASONRY* UNITS SHALL CONFORM TO ASTMI C90, GRADE N, WITH A MINIMUM COMPRESSIVE
Z�LUUMC 1-10NU rf-�T rUrk P�LL 114r_UC,3,_1AMT t_CMAR113 tA11fLj f1141")r1cu 1u1141>.
FIXED EQUIPMENT
'ACTUAL WEIGHT
TESTED FORCED ENTRY RESISTANCE TO AAMA 1303.2.
STRENGTH Fm 2400 PSI.
CONTRACTOR -SHALL SECURE AND PAY FOR ALL INSURANCE CALLED FOR BY LAW AND'AS DIRECTED BY
FINISHES
ACTUAL WEIGHT
WALL AND ROOF SHEATHING WILL BE -.NAILED WITH 8d NAILS (TWISTED OR RING SHANK) 3*o/c AROUND EDGES
THAT IT WILL BE STABLE DURING ALL STAGES OF CONSTRUCTION, AS OUTLINED FROM AISC SPEC. SECT. 1.25 -
FUNDING INSTITUTION COPIES OF INSURANCE CERTIFICATES SHALL BE FILED WITH THE ARCHITECT.
REVISIONS
BY
14ORTAR AND. MORTAR MATERIALS SHALL CONFORM TO THE PROPORTION SPECIFICATIONS OF ASTM C270, TYPE "S
REINFORCED CONCRETE
MASONRY, NOTES:
GENERAL CONSTRUCTION NOTES: DESIGN CRITERIA 20 INTERNATIONAL RESIDENTIAL CODE
ALL GLAZING IN DOORS, WINDOWS, OR -SKYLIGHTS SHALL BE TESTED FOR 'LARGE M ISSILE IMPACT
HORIZONTAL WALL REINFORCING SHALL BE STANDARD, NINE GAUGE REINFORCING FABRICATED OF STEEL CONFORMING
GENERAL CONTRACTOR SHALL VERIFY ALL ELEVATIONS, DIMENSIONS AND LOCATIONS OF EXISTING'FEATURES
LIVING ROOMS
40 PSF
FOR ONE AND TWO FAMILY DWELLINGS
BEFORE STARTING WORK, NOTIFY ARCHITECT/ENGINEER OR RESIDENTIAL DESIGNER OF ANY DISCREPANCIES.
SLEEPING ROOMS
ATTIC W/ STORAGE
30 PSF
20 PSF
- TESTED AIR INFILTRATION TO ASTM E 283
ALL BLOCK CELLS ARE TO BE
GROUTED SOLID FROM FINISHED FLOOR TO TOP OF FOOTING REGARDLESS IF
ALL WORK UNDER THIS CONTRACT SHALL CONFORM TO ALL CODES, ORDINANCES,, AND REGULATIONS OF
10 PSF
THAT, IT WILL BE.STASLE DURING ALL STAGES OF CONSTRUCTION.
-CONDITION
PANELS WILL HAVE A MINIMUM THICKNESS OF 7/16 -INCHES AND
CODES AND REQUIREMENTS AND ALL APPLICABLE, STANDARDS.
BLOCK IS SCHEDULED TO BE
REINFORCED OR NOT.
ALL AUTHORITIES HAVING JURISDICTION OVER THIS WORK WHETHER SHOWN IN THESE DOCUMENTS OR NOT� 1. FLOOR DEAD LOADS:
HORIZONTAL WALL REINFORCING AND ANCHOR BOLTS EMBEDDED IN MASONRY SHALL BE COMPLETELY PROTECTED
BALCONIES
60 PSF
ATTACHMENT HARDWARE
BY MORTAR.
GENERAL CONTRACTOR SHALL REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL PLUMBING AND VENDOR
I
GUARDRAILS & HANDRAILS
200#
JTD
(*ORDINATE LAYOUT OF -'FRAMING MEMBERS WITH ALL TRADES TO INSURE THAT JOISTS, RAFTERS AND PLATES
DRAWINGS FOR COORDINATION OF EQUIPMENT IN AND/OR BENEATH SLABS.
DIAMETER SIMPSON SCREWS AT 12"oc AT
P,&PTIT`I0Nq 1)n PqP7
EACH PANEL SHALL BE NUMBERED
REFER TO DRAWINGS FOR VERTICAL MASONRY WALL REINFORCEMENT AND, CONCRETE FILL LOCATIONS.
A
CONCRETE BLOCK MASONRY* UNITS SHALL CONFORM TO ASTMI C90, GRADE N, WITH A MINIMUM COMPRESSIVE
Z�LUUMC 1-10NU rf-�T rUrk P�LL 114r_UC,3,_1AMT t_CMAR113 tA11fLj f1141")r1cu 1u1141>.
FIXED EQUIPMENT
'ACTUAL WEIGHT
TESTED FORCED ENTRY RESISTANCE TO AAMA 1303.2.
STRENGTH Fm 2400 PSI.
CONTRACTOR -SHALL SECURE AND PAY FOR ALL INSURANCE CALLED FOR BY LAW AND'AS DIRECTED BY
FINISHES
ACTUAL WEIGHT
WALL AND ROOF SHEATHING WILL BE -.NAILED WITH 8d NAILS (TWISTED OR RING SHANK) 3*o/c AROUND EDGES
THAT IT WILL BE STABLE DURING ALL STAGES OF CONSTRUCTION, AS OUTLINED FROM AISC SPEC. SECT. 1.25 -
FUNDING INSTITUTION COPIES OF INSURANCE CERTIFICATES SHALL BE FILED WITH THE ARCHITECT.
DEGLAZING TESTED TO ASTM E987.
14ORTAR AND. MORTAR MATERIALS SHALL CONFORM TO THE PROPORTION SPECIFICATIONS OF ASTM C270, TYPE "S
GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL WORK WITH ALL TRADES INVOLVED.
2. FLOOR LIVE LOADS:
AND 6*o/c IN FIELD'
ALL GLAZING IN DOORS, WINDOWS, OR -SKYLIGHTS SHALL BE TESTED FOR 'LARGE M ISSILE IMPACT
HORIZONTAL WALL REINFORCING SHALL BE STANDARD, NINE GAUGE REINFORCING FABRICATED OF STEEL CONFORMING
GENERAL CONTRACTOR SHALL VERIFY ALL ELEVATIONS, DIMENSIONS AND LOCATIONS OF EXISTING'FEATURES
LIVING ROOMS
40 PSF
TO ASTM A82 AND SIZED TO FIT THE- WALL WIDTH. REINFORCING SHALL, BE. GALVANIZED IN ACCORDANCE WITH
BEFORE STARTING WORK, NOTIFY ARCHITECT/ENGINEER OR RESIDENTIAL DESIGNER OF ANY DISCREPANCIES.
SLEEPING ROOMS
ATTIC W/ STORAGE
30 PSF
20 PSF
- TESTED AIR INFILTRATION TO ASTM E 283
ASTM Al 16, CLASS 1 OR CLASS 3, OR ASTM Al 53,: CLASS B-2. FURNISH PREFABRICATED CORNER AND TEE UNITS.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH I RC W' CODE, OSHA, Ad, AfSC AND AITC
ATTIC W/O STORAGE
10 PSF
THAT, IT WILL BE.STASLE DURING ALL STAGES OF CONSTRUCTION.
-CONDITION
PANELS WILL HAVE A MINIMUM THICKNESS OF 7/16 -INCHES AND
CODES AND REQUIREMENTS AND ALL APPLICABLE, STANDARDS.
DECKS
40 PSF
HORIZONTAL WALL REINFORCING AND ANCHOR BOLTS EMBEDDED IN MASONRY SHALL BE COMPLETELY PROTECTED
BALCONIES
60 PSF
ATTACHMENT HARDWARE
BY MORTAR.
GENERAL CONTRACTOR SHALL REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL PLUMBING AND VENDOR
I
GUARDRAILS & HANDRAILS
200#
JTD
(*ORDINATE LAYOUT OF -'FRAMING MEMBERS WITH ALL TRADES TO INSURE THAT JOISTS, RAFTERS AND PLATES
DRAWINGS FOR COORDINATION OF EQUIPMENT IN AND/OR BENEATH SLABS.
DIAMETER SIMPSON SCREWS AT 12"oc AT
PERIMETER OF PANEL).
EACH PANEL SHALL BE NUMBERED
REFER TO DRAWINGS FOR VERTICAL MASONRY WALL REINFORCEMENT AND, CONCRETE FILL LOCATIONS.
REINFORCEMENT SHOWN SHALL BE USED AS DETAILING GUIDE. PROVIDE RE -BARS AS, REQUIRED TO SUIT
3. ROOF DEAD LOAD:
DATE
ALLOWABLE CUTTING -NOTCHING AND BORING OF FRAMING MEMBERS. TRUSSES SHALL NOT BE CUT, NOTCHED OR
SPECIAL CONDITIONS.
ROOFING
2.0 PSF
MUST BE PROVIDED FOR EACH OPENING. PANELS WILL HAVE A MINIMUM THICKNESS OF 7/16 INCHES
VERTICAL MASONRY, WALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. REFER TO CONCRETE
DECKING
2.0 PSF
TEMPORARY BRACING DESIGN. INSTALLATION AND MAINTENANCE WILL BEIAT ALL TIMES THE RESPONSIBILITY OF THE
NOTES FOR VERTICAL REINFORCING DETAILING, FABRICATION AND INSTALLATION REQUIREMENTS.
SUBGRADE PREPARATION NOTES:
INSULATION
6.0 PSF
THE ENGINEERING OF FRAMING MEMBERS IS BASED ON # 2 -SPRUCE OR #2 S.Y.P. FB 1200 PSI
REQUIREMENTS AND THIS DRAWINGS
HANGING & MISC.
9.0 PSF
E 1,200,000 PSI. SUBSTITUTION MUST BE APPROVED BY'THE ARCHITECT OR RESIDENTIAL DESIGNER BEFORE USING.
FLOOR JOINTS SHALL BE LOCATED AS INDICATED ON PLANS. CONSTRUCTION JOINTS SHALL BE LOCATED
FRAMING
5.0 PSF
VERTICAL REINFORCING TO BE LAPPED 24-, (MIN,) AT DOWELS AND SPLICES.
REFER TO GEOTECHNICAL REPORT FOR SOIL INVESTIGATIONS RESULTS AND SOIL PREPARATION REQUIREMENTS.
CEILING
5.0 PSF
ALL CONNECTION, STEEL ANGLES, PLATES AND BOLTS AT MASONRY WALLS SHALL BE HOT DIP G
'ALVANIZED IN
FOR EACH PANEL. (IRC 301.2.1.2)
FIXED EQUIPMENT
ACTUAL WEIGHT
VERTICAL REINFORCING WILL BE PLACED AT ALL OPENING JAMBS (#5) AND HOOKED AT �LiNTELS�
PRIOR TO CONSTRUCTION, ALL BUILDING AREA, PLUS APPROX. 5 FEET ON EACH SIDE, SHOULD BE STRIPPED
ALL LUMBER OR PLYWOOD IN CONTACT WIT S
H CONCRETE, MASONRY, GROUND OR OTHERWISE NOTED ON THE DRAW,NG
OF ALL VEGETATION, TOP SOIL, ROOT SYSTEMS, ANY EXISTING PAVEMENTS, FOREIGN OBJECTS AND DEBRIES.
JOB NO�
CONCRETE GROUT TO FILL VOIDS IN MASONRY. UNITS SHALL -DEVELOP A MINIMUM COMPRESSIVE STRENGTH
SITE DRAINAGE SHOULD BE ESTABLISHED TO PREVENT WATER PONDING WITHIN THE CONSTRUCTION AREA
4� ROOF LIVE LOADS: TRIBUTARY AREA:
LIVE LOAD:
F*c=3000 PSI IN 28 DAYS. REFER TO CONCRETE NOTES FOR CONCRETE MIXING AND PLACEMENT REQUIREMENTS,
AND TO FACILITATE THE STORM WATER RUN-OFF,
0 TO 200 SF
20 PSF
CONCRETE AGGREGATE WILL BE 1/2"0 MAX.
N EGATIVE AND POSITIVE PRESSURES AS REQUIRED �,4,946 Mcj-_-60:�DOCUMENTATION OF COMPLIANCE
201 TO 600 SF
L 20 x R1
OTHXR MATERIAL CONTAINED WITHIN THIS SET ARE THE
-'E)(TERIOR". APPLICATI N WILL BE IN ACCORDANCE WITH RECOMMENDATIONS
WILL BE CLASSIFIED 0 OF, THE AMERICAN
IF NECESSARY, THE SITE DEWATERING WILL BE, EMPLOYED UNTIL THE FOUNDATIONS AND UTILITIES ARE IN PLACE.
— TESTED LARGE MISSILE IMPACT RESISTANCE TO ASTM E1886/E1996.
r
METAL- ACCESSORIES �FOIR USE IN EXTERIOR WALL: CONSTRUCTION SHALL BE HOT DIP GALVANIZED AFTER
DEWATERING METHODS WILL BE SELECTED BY CONTRACTOR AND APPROVED BY ARCH ITECT/ENGINEER
R1 1.2 - 0.001 At
FABRICATION IN ACCORDANCE, WITH ASTM A 153, CLASS B-2.
ANY UTILITIES THAT UNDERLIE THE SITE, SHOULD BE RELOCATED AND THE TRENCHES BACFILLED WITH APPROVED
(400 SF 16 PSF)
SUITABLE BACKFILL SOIL. THE BACKFILL SHOULD BE PLACED IN SIX INCHES THICK LIFTS AND COMPACTED
OVER 600 SF
12 PSF
METAL ACCESSORIES FOR USE AN INTERIOR WALL CONSTRUCTION SHALL BE MILL GALVANIZED IN ACCORDANCE WITH
TO 95% DENSITY IN ACCORDANCE WITH ASTM -D-1557.
ASTM A 641, CLASS 1.
THE EXPOSED SUBGRADE UNDER FOUNDATIONS AND SLABS WILL BE THEN LEVELED AND COMPACTED.
5. WIND LOAD:
A2
3 SECOND GUST WIND SPEED V 4OWPH
3s
ALL OF THE EXPOSED SUBGRADE SHOULD BE COMPACTED BY REPEATED PASSES OF A VIBRATORY ROLLER.
FIG. 1609)
COMPACTION EFFORT ITY
-SHOULD CONTINUE UNTIL THE SOIL UNDER FOOTINGS AND SLABS REACHED DENS OF
MPH
CONTRACTOR SHALL VERIFY ALL DIMENSIONS CONTAINED
95% IN ACCORDANCE WITH ASTM D-1557 FORA MINIMUM DEPTH OF 12 INCHES BELOW BOTTOM OF THE
EQUIVALENT BASIC WIND SPEED Vfrn
STRUCTURAL STEEL GENERAL NOTES
FOOTINGS AND SLABS.
(TAB,, 1609.11)
WITHIN THIS SET OF DOCUMENTS AND SULL REPORT ANY
ROOF NET UPLIFT 20
PSF
ANY AREAS THAT BECOME UNSTABLE BENEATH COMPACTION EQUIPMENT SHOULD BE EXAMINED TO DETERMINE
DISCREPANCIES TO THE MCHITECT FOR 41MEDUTE RESOLUMTION.
TOP OF STEEL ELEVATIONS. SHOWN ON THE DRAWINGS ARE MEASURED FROM FIRST FLOOR FINISH ELEVATION,
THE CAUSE. IF DUE TO UNSUITABLE SOIL, SUCH AS CLAY OR HIGHLY ORGANIC SOIL, THE AREA SHOULD BE
%
UNLESS NOTED OTHERWISE.
UNDERCUT TO FIRM SOIL AND THE EXCAVATION BACKFILLED WITH APPROVED FILL COMPACTED TO 95% OF ITS
%
DENSITY (IN ACCORDANCE WITH ASTM D-1557). IF THE INSTABILITY IS DUE TO EXCESS MOISTURE IN OTHERWISE
CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS PRIOR TO ERECTION AND FABRICATION TO INSURE PROPER
'ACCEPTABLE SOIL, THE AREA SHALL BE AERATED OR OTHERWISE DRIED AND RECOMPACTED TO THE SPECIFIED
DENSITY.
. ... . .... AL
-ASSEMBLY OF ALL CONSTRUCTION. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS.TO THE ARCH ITECT/ENGIN EER
FOR REVIEW AND APPROVAL PRIOR TO FABRICATION AND ERECTION.
ALL OF THE FILL FOR THIS PROJECT SHOULD CONSIST OF A CLEAN,, FREE DRAINING SAND WITH A MAXIMUM OF
15% FINES. THE FILL WILL BE FREE OF ROOTS, CLAY LUMPS AND ANY DEBRIES. ALL OF THE FILL FOR THIS
ALL STRUCTURAL STEEL, UNLESS NOTED OTHERWISE, WILL CONFORM TO THE REQUIREMENTS OF ASTM A36.
PROJECT WILL BE PLACED IN 8 TO 10 INCH THICK LOOSE LIFTS AND COMPACTEDTO 957. DENSITY IN
ACCORDANCE WITH ASTM -D-1557.
STRUCTURAL PIPE COLUMNS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A53, TYPE E OR 'S, GRADE 8
THE DESIGN SOIL BEARING PRESSURE IS 2000 PSF�
OR ASTM A501. STRUCTURAL STEEL TUBING (SQUARE OR RECTANGULAR) SHALL CONFORM TO THE REQUIREMENTS
'OF ASTM A501 OR ASTM A500, GRADE B.
UNLESS OTHERWISE NOTED, ALL FIELD CONNECTIONS SHALL BE MADE WITH 3/4" DIA. HIGH STRENGTH BOLTS
CAST IN PLACE CONCRETE, FOUNDATIONS AND FLOOR SLAB NOTES:
7, THE DESIGN SOIL BEARING PRESSURE IS 200OPSF.
(ASTM A -325N), CONNECTIONS SHALL BE DESIGNED AS BEARING TYPE WITH THREADS IN SHEAR PLANE.
ALL DETAILING, FABRICATION AND ERECTION OF STRUCTURAL STEEL, UNLESS OTHERWISE NOTED, SHALL CONFORM
ALL CONCRETE SHALL DEVELOP -A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS, UNLESS NOTED
OTHERWISE.
8, THE BUILDING CONSTRUCTION WILL BE IN ACCORDANCE WITH
TO THE REQUIREMENTS OF THE AISC SPECIFICATIONS FOR BUILDINGS, LATEST EDITION.
INTERNATIONAL ENERGY CONSERVATION CODE :=,;q
MIXING AND PLACING OF CONCRETE SHALL BE PROVIDED WITH CONSIDERATION 'TO WEATHER CONDITIONS AT
UNLESS OTHERWISE SHOWN, ALL BEAM CONNECTIONS SHALL BE STANDARD FRAMED, OR SEATED CONNECTIONS
THE TIME OF CONSTRUCTION. FOR COLD WEATHER IN ACCORDANCE WITH ACI 306, FOR HOT WEATHER IN ,
9� THE FINISHED FLOOR ELEVATION WILL BE ABOVE THE
FLOOD ELEVATION
AS SHOWN IN PART 4 OF THE AISC MANUAL OF STEEL CONSTRUCTION.
ACCORDANCE WITH ACI 305.
AS �,RE -QUIRED BY FEMA
CURING METHODS SHALL BE -SELECTED BY CON TRACTOR AND ARCHITECT/r'NGINEER APPROVED TO SUIT WEATHER
A14, WELDING SHALL BE WITH E70XX ELECTRODES IN ACCORDANCE WITH AWS DI.1 AND EXECUTED 'WITH WELDERS
CONDITIONS AT THE TIME OF CONSTRUCTION.
QUALIFIED IN ACCORDANCE WITH REQUIREMENTS OF AWS. D1.1.
WEATHER CONDITIONS SHALL� NOT BE ACCEPTED AS A VALID REASON FOR INCORRECT OR OTHERWISE POOR
ANCHOR BOLTS SHALL CONFORM TO ASTM A307, ANCHOR BOLT NUTS TO ASTM A563,
QUALITY OF CONCRETE OR CONCRETE SURFACES.
ALL COLUMN ANCHOR BOLTS HOLES TO BE OVERSIZED IN ACCORDANCE WITH RECOMMENDATIONS OF AISC
CONCRETE FINISHES SHALL BE SELECTED TO ACCOMMODATE FLOOR COVERINGS. SCRATCHED FINISH FOR SURFACES
MANUAL FOR DETAILING FOR STEEL CONSTRUCTION.
INTENDED TO RECEIVE BOND APPLIED CEMENTIOUS APPLICATIONS. TROWELED FINISH FOR EXPOSED INTERIOR`
SURFACES. NONSLIP, LIGHT BROOM FINISH FOR EXTERIOR EXPOSED SURFACES.
GROUT UNQfR COLUMN BASE PLATES SHALL BE NON -SHRINK, MASTER BUILDERS, "MASTERFLOW 713" OR
"FIVE "CRYSTEX"
ALL FINISHES SHALL BE MINIMUM CLASS 8 TOLERANCES, EXCEPT FOR EXPOSED CONCRETE SURFACES WHICH
AU
STAR GROUT" BY U.S. GROUT CORP., OR BY L&M CONSTRUCTION CHEMICALS, INC. OR EQ,
SHALL MEET CLASS A REQUIREMENTS IN ACCORDANCE WITH ACI 301�
CM87MC"ON amt comply
MIXED AND PLACED ACCORDING TO MANUFACTURERS RECOMMENDATIONS.
1cc Bw___�,
GENERAL CONTRACTOR SHALL INVESTIGATE ACTUAL LOCATIONS OF UNDERGROUND LINES AND UTILITIES BEFORE
Od OW IRC I an&2 Fftly
STANDARD SHOP PAINT SHALL BE RED ALKYD ZINC CHROMATE PRIMER PER FED. SPEC. TTP -636 OR EQ.
EXCAVATING. ALL EXCAVATIONS NEAR THESE LINES SHALL BE CARRIED OUT WITH EXTREME CAUTION,
0"Ift
PROVIDED PER. APPROVED MANUFACTURER STANDARD. REFER TO ARCH. SPECIFICATIONS FOR FINISH COAT
Md Sho
REQUIREMENTS.
UNLESS OTHERWISE NOTED, ALL REINFORCING STEEL SHALL BE DEFORMED BARS, CONFORMING TO AST A615,
M
of GewVW amqr4UMb.
GRADE 60.
STEEL SURFACE SHALL BE CLEANED IN ACCORDANCE WITH SSPC-SP3, FOR PREPARATION PRIOR TO PRIMER
UNLESS OTHERWISE NOTED, ALL DETAILING, FABRICATION AND PLACING OF REINFORCING STEEL SHALL CONFORM
PAINTING,- UNLESS REQUIRED OTHERWISE BY PRIMER MANUFACTURER. ALL WELDED, BURNED, OR OTHERWISE
TO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES ACI SP -66,
DAMAGED AREAS SHALL BE REPAIRED AND RECOATED IN ACCORDANCE WITH COATING MATERIAL MANUFACTURER'S
LATEST EDITION.
RECOMMENDATIONS.
A
I-LTWUVU A::�Z>Vt,1A1fVN. ALL UZAJ t5VAKU bfit-Al HING' WILL SE GRADE EXCEPT ON INTERIOR WALLS
ALL BAR SPLICES SHALL BE CLASS C TENSION LAP SPLICES, UNLESS OTHERWISE SHOWN, PROVIDE STD. CORNER
TESTED FORCED ENTRY RESISTANCE TO AAMA 1303.2.
CONTRACTOR TO PROVIDE ADEQUATE TEMPORARY BRACING FOR STRUCTURE AND ITS INDIVIDUAL MEMBERS SO
BARS AT ALL CORNERS.
WALL AND ROOF SHEATHING WILL BE -.NAILED WITH 8d NAILS (TWISTED OR RING SHANK) 3*o/c AROUND EDGES
THAT IT WILL BE STABLE DURING ALL STAGES OF CONSTRUCTION, AS OUTLINED FROM AISC SPEC. SECT. 1.25 -
PROVIDE
DEGLAZING TESTED TO ASTM E987.
ERECTION -THE STRUCTURE IS DESIGNED FOR A COMPLETED CONDITION ONLY AND THEREFORE REQUIRES
MINIMUM OF 3" OF CONCRETE COVER FOR REINFORCING STEEL WHEN THE CONCRETE IS PLACED
AND 6*o/c IN FIELD'
ALL GLAZING IN DOORS, WINDOWS, OR -SKYLIGHTS SHALL BE TESTED FOR 'LARGE M ISSILE IMPACT
ADDITIONAL TEMPORARY SUPPORTS TO MAINTAIN STABILITY BEFORE COMPLETION.
DIRECTLY AGAINST GROUND.
I
J7V
CONTRACTOR TO PROVIDE ADEQUATE TEMPORARY BRACING FOR STRUCTURE AND ITS INDIVIDUAL MEMBERS SO
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
PROVIDE WOOD STRUCTURAL
PANELS -FOR EACH OPENING.
- TESTED AIR INFILTRATION TO ASTM E 283
WELDED WIRE,FABRIC REINFORCEMENT MUST LAP ONE FULL MESH AT SIDE AND END LAPS AND BE WIRED
THAT, IT WILL BE.STASLE DURING ALL STAGES OF CONSTRUCTION.
-CONDITION
PANELS WILL HAVE A MINIMUM THICKNESS OF 7/16 -INCHES AND
TOGETHER,
- TEST REPORTS AVAILABLE UPON REQUEST.
WALLS, FLOORS AND ROOF FRAMING GENERAL NOTES
THE STRUCTURE IS DESIGNED FOR A COMPLETED Q I 1
ONLY AND THEREFORE RE URES ADDfT ONAL
TEMPORARY SUPPORTS TO MAINTAIN STABILITY BEFORE COMPLETION.
PANELS MUST BE PRECUT TO SIZE, AND
ATTACHMENT HARDWARE
PROVIDED, (3" LONG, 1/4"
ALL SLAB AND FOUNDATION. REINFORCEMENT SHALL BE TIED IN PLACE PRIOR TO PLACING CONCRETE.
JTD
(*ORDINATE LAYOUT OF -'FRAMING MEMBERS WITH ALL TRADES TO INSURE THAT JOISTS, RAFTERS AND PLATES
HOLD UP REINFORCING WITH TYPICAL STANDARD CHAIRS.
DIAMETER SIMPSON SCREWS AT 12"oc AT
PERIMETER OF PANEL).
EACH PANEL SHALL BE NUMBERED
APE NOT EXTENSIVELY NOTCHED, CUT OR BORED.�, REFER TO IRC 2006 CODE, SSTD-10-99 AND AITC MANUAL FOR
REINFORCEMENT SHOWN SHALL BE USED AS DETAILING GUIDE. PROVIDE RE -BARS AS, REQUIRED TO SUIT
DATE
ALLOWABLE CUTTING -NOTCHING AND BORING OF FRAMING MEMBERS. TRUSSES SHALL NOT BE CUT, NOTCHED OR
SPECIAL CONDITIONS.
IT SHALL BE INSTALLED
...
OVER, (IRC 301.2.1.2 AND
MUST BE PROVIDED FOR EACH OPENING. PANELS WILL HAVE A MINIMUM THICKNESS OF 7/16 INCHES
BORED WITHOUT ARCHITECT'S OR'RESIDENTIAL DESIGNERS APPROVAL.
M4-- - Z.=.1 A,
TEMPORARY BRACING DESIGN. INSTALLATION AND MAINTENANCE WILL BEIAT ALL TIMES THE RESPONSIBILITY OF THE
SSTD 10-99, 604).
CONTRACTOR SHALL COORDINATE -EXACT ANCHOR BOLT LOCATIONS AND LAYOUT WITH BUILDING CODE
AND A MAXIMUM SPAN OF 8 FEET. PANELS MUST BE PRECUT TO SIZE WITH ATTACHMENT HARDWARE
THE ENGINEERING OF FRAMING MEMBERS IS BASED ON # 2 -SPRUCE OR #2 S.Y.P. FB 1200 PSI
REQUIREMENTS AND THIS DRAWINGS
CONTRACTOR AND/OR ERECTOR. TEMPORARY BRACING IS NOT A DESIGN FUNCTION OF THE STRUCTURAL ENGINEER.
E 1,200,000 PSI. SUBSTITUTION MUST BE APPROVED BY'THE ARCHITECT OR RESIDENTIAL DESIGNER BEFORE USING.
FLOOR JOINTS SHALL BE LOCATED AS INDICATED ON PLANS. CONSTRUCTION JOINTS SHALL BE LOCATED
-Y
PROVIDED AND NUMBERED SO THAT A HOMEOWNER WILL BE ABLE TO IDENTIF THE PROPER LOCATION
AS SHONN
AS REQUIRED FOR WORK SEQUENCE.
ALL CONNECTION, STEEL ANGLES, PLATES AND BOLTS AT MASONRY WALLS SHALL BE HOT DIP G
'ALVANIZED IN
FOR EACH PANEL. (IRC 301.2.1.2)
ACCORDANCE WITH ASTV A-151,
ALL LUMBER OR PLYWOOD IN CONTACT WIT S
H CONCRETE, MASONRY, GROUND OR OTHERWISE NOTED ON THE DRAW,NG
GLAZED OPENINGS GENERAL NOTES
JOB NO�
WILL BE PRESSURE TREATED IN ACCORDANCE WITH AWPI STANDARD LP -2.
ALL PLYWOOD SHEATHING WILL BEAR THE TRADEMARK OF, THE AMERICAN PLYWOOD ASSOCIAT-ION AND WILL MEET
WINDOWS, GLASS DOORS & SKYLIGHTS SHALL BE APPROVED AND INSTALLED TO COMPLY WITH BOTH
TEST REQUIREMENTS NOTES:
THE REQUIREMENTS OF PS1-83 OR APA PRP -10 -8. 'ALL PANELS PERMANENTLY EXPOSED TO THE WEATHER
N EGATIVE AND POSITIVE PRESSURES AS REQUIRED �,4,946 Mcj-_-60:�DOCUMENTATION OF COMPLIANCE
— WINDOWS ARE TESTED IN ACCORDANCE WITH AAMA 101/I.S.2. 97 SPECIFICATIONS.
OTHXR MATERIAL CONTAINED WITHIN THIS SET ARE THE
-'E)(TERIOR". APPLICATI N WILL BE IN ACCORDANCE WITH RECOMMENDATIONS
WILL BE CLASSIFIED 0 OF, THE AMERICAN
SHALL BE AVAILABLE ON SITE FOR EACH WINDOW, DOOR OR SKYLIGHT AT THE FRAMING INSPECTION.
(QQTr� TAQ1 C_ rn`)A I rnOA0 CZ n) A 7
— TESTED LARGE MISSILE IMPACT RESISTANCE TO ASTM E1886/E1996.
A
I-LTWUVU A::�Z>Vt,1A1fVN. ALL UZAJ t5VAKU bfit-Al HING' WILL SE GRADE EXCEPT ON INTERIOR WALLS
TESTED FORCED ENTRY RESISTANCE TO AAMA 1303.2.
WALL AND ROOF SHEATHING WILL BE -.NAILED WITH 8d NAILS (TWISTED OR RING SHANK) 3*o/c AROUND EDGES
DEGLAZING TESTED TO ASTM E987.
DRAWN
AND 6*o/c IN FIELD'
ALL GLAZING IN DOORS, WINDOWS, OR -SKYLIGHTS SHALL BE TESTED FOR 'LARGE M ISSILE IMPACT
- TESTED WATER RESISTANCE TO ASTM E547/331.
I
J7V
CONTRACTOR TO PROVIDE ADEQUATE TEMPORARY BRACING FOR STRUCTURE AND ITS INDIVIDUAL MEMBERS SO
RESISTANCE' AS NOTED BELOW. OPTION:
PROVIDE WOOD STRUCTURAL
PANELS -FOR EACH OPENING.
- TESTED AIR INFILTRATION TO ASTM E 283
THAT, IT WILL BE.STASLE DURING ALL STAGES OF CONSTRUCTION.
-CONDITION
PANELS WILL HAVE A MINIMUM THICKNESS OF 7/16 -INCHES AND
A MAXIMUM SPAN OF 8�.
- TEST REPORTS AVAILABLE UPON REQUEST.
CHECKED
THE STRUCTURE IS DESIGNED FOR A COMPLETED Q I 1
ONLY AND THEREFORE RE URES ADDfT ONAL
TEMPORARY SUPPORTS TO MAINTAIN STABILITY BEFORE COMPLETION.
PANELS MUST BE PRECUT TO SIZE, AND
ATTACHMENT HARDWARE
PROVIDED, (3" LONG, 1/4"
0
JTD
ROOF DECKING AND WALL SHEATHING WILL BE -INSTALLED AND ALL JOISTS AND GIRDERS SECURED
DIAMETER SIMPSON SCREWS AT 12"oc AT
PERIMETER OF PANEL).
EACH PANEL SHALL BE NUMBERED
IF APPROVED DOORS, WINDOWS, OR SKYLIGHTS ARE NOT USED, THEN WOOD STRUCTURAL PANELS
DATE
PRIOR TO TEMPORARY BRAC4NG5 ARE REMOVED.
OR MARKED TO INDICATE WHICH WINDOW
IT SHALL BE INSTALLED
...
OVER, (IRC 301.2.1.2 AND
MUST BE PROVIDED FOR EACH OPENING. PANELS WILL HAVE A MINIMUM THICKNESS OF 7/16 INCHES
M4-- - Z.=.1 A,
TEMPORARY BRACING DESIGN. INSTALLATION AND MAINTENANCE WILL BEIAT ALL TIMES THE RESPONSIBILITY OF THE
SSTD 10-99, 604).
AND A MAXIMUM SPAN OF 8 FEET. PANELS MUST BE PRECUT TO SIZE WITH ATTACHMENT HARDWARE
SCALE
CONTRACTOR AND/OR ERECTOR. TEMPORARY BRACING IS NOT A DESIGN FUNCTION OF THE STRUCTURAL ENGINEER.
-Y
PROVIDED AND NUMBERED SO THAT A HOMEOWNER WILL BE ABLE TO IDENTIF THE PROPER LOCATION
AS SHONN
FOR EACH PANEL. (IRC 301.2.1.2)
JOB NO�
THE PLANS ELEVATIONS, DRAWINGS, nWSTRATIONS, AND
OTHXR MATERIAL CONTAINED WITHIN THIS SET ARE THE
SHEET
PROPERTY OF THE J TERRY D][SMUKES, ARCHITECT
AND MAY NOT BE REPRODUCED, EITHER IN PART OR WHOLLY,
IN ANY MANNER WITHOUT THE EXPRESS WRrrrEN PERMIIS-
A2
SION OF J TERRY DLSMUXES, ARCHITECT., THE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS CONTAINED
WITHIN THIS SET OF DOCUMENTS AND SULL REPORT ANY
DISCREPANCIES TO THE MCHITECT FOR 41MEDUTE RESOLUMTION.
%
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. ... . .... AL
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1
LMB R SPECIES AND RADE
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2
UNSUPPORTEDT
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No. 2 OR BETTER.
B
16. o/c
L
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P S RULE FIR, S.Y.P.- 1
S 6 O,C
P 4 5
R T R THEN
G EA E EN
10 FEET
MAX.
2 2
3
NON BEARING PARTITIONS
S
25 P
D 35
N" a. 3 ANY SPECIES 16 O.C.
MAX.
4
D 5
JOISTS/RAFTERS—N .
a 2 O
35 DP 35
BETTER SYR 1 6 O.0MAX.
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I
40 OP 40
DP 45
-
MIN. 15/32",` LAY WALL
SHEATHING. HORIZONTALLY WI TH
V 3s = 130 MPH
MAXIMUM HEADER SPAN ` FT
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3 ft
5 ft
f
9 t
12 ft
NUMBER F 'H R T
UMB C1 HEADER- SUDS
H N F
SUPPORTING EAC , E D O THE HEADER
1
2
2
UNSUPPORTEDT
WALLHEIGHT,SPACING
S UQ0
NUMBER F FULL LENGTH STUDS.
AT EACH END OF THE HEADER
10 FEET
R_
0 ESS
L
16. o/c
L
5P
D 350
P 4 5
R T R THEN
G EA E EN
10 FEET
16"o/c
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3
3
V 3s = 130 MPH
MEAN ROOF HEIGHT_MRH ISLAND LOCATION EXPOSURE B
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20 DP 354.
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25 P
D 35
DP 45
30 P
0 35P
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0P 45
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DP 45
-
45' P' 4
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MEAN ROOF HEIGHT (MRH) OCEAN/MARSH LOCATION
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