HomeMy WebLinkAbout37831 Dusty Saddle Ln370-Roosevelt CMU
Garage Left - Elevation J
SHEET INDEX
C5
COVER 7E7
CS-3
SQUARE FOOTAGE CALCULAT O,NS
A 3.2
`II C DET4ILS
4-10
RST FLOOR PLAN
A-2'0
SECGND FLOOR PLAN
4-31-0
=RONT/REAR ELEVATiONS /ROOF PLAN
SIDE ELEVATIONS J
4-4.0
BUILDING SECTIONS
E-iO
ELECTRICAL PLANS - FIRST s SECOND FLOOR
a-0.
FLUMBING RISER D:AGRA-
IN Z-1- � ti
T E S ANDAR .SPNER ECIFICATCONS FOR AIIERGAN HOMES 4 RENT c AMA
D V O. ME\T SHALL GOVERN EXCEFT 45 MGDIFIED f SUPFLFMENTFD BY THESE
PLANS.
_L 5 _ANS AV_ BEEN DEe r_N E - R=MF\-5 O=.
2023 LORDA B_ LD'.NG CODE, FRBeIC.E�_11_ 8 ION
OC�.UFANCY SINGLE FAMIL- RESIDE,AI AL
C :NG CON RUCTION
r A ARAG SHAI : ARAT RCM RF 1 = A�, S T'� AR -A _ B _S C NGT \D
ES \ _5„ A\ 112 \ "T m SUP^ 3C4RD AP 'ED C RAGE_
..RAGES BENEA -4E -AB RGOMS F-HAc_ BE 5 FARA-tD =RD-- A__
I-i4B:T. ROOMSA ABOVE T - ST4 N '/ r! mi T. G1 'M
BLE B _ B" NC ES,. AN � 8 .NCH 59 m P 'X" _. PSL
BOARD OR EQUIVALENT WHERE THE SEPARATION 15 A FLOOR-CEIL'.NG 4S5EMBLY,
'HE 5:RUC--RE SUFFORT NG THE SEPA,RAT'ON SHALL ALSO BE PROTECTED BY NOT
__„_ -HAN 1/2 :NCH 1127 - _-F'SUM BOARD OR EOU'. VA_ENT.
EX R',OR \:5 :ES:
CKNESS Or TEXTURED FINISH OVER=RA'"E A PLiCATION SHA__ BE PER THE
CURRENT APPROVED BUILDING CODE AND AC, M C926_ N TALLAT[ON OF EXTERIOR
I ^.LING AND FRAMING A-P_'CATION REQUIREMENTS TO BE PER THE CURRENT
4F-ROVEC E._ LD NG CODE AND 4STM C 10,0
EGRESS
EACH BEDROOM `"LST F-.AVE ONE WINDOW TI.A' CC' -FLIES "LI-, EC-RESS CODES F
THERE NO ACCESS -O EXTERIOR THROUGH A DOOR, THE WINDOW MUST HAVE A
MAXIMUM OPENING HEIGHT OF 44' ABOVE FINleL FLOOR LINE OF THAT PARTICULAR
R G
�N DWE'E_ N_. „NI-S ',/,- _ -r-E OPENNG OF AN OPERABLE WI\DOW 'S LOCA ED
MORE THAN 72 INCHES ABOVE THE =IN ISHED GRADE OR SURFACE BELOW, THE
LOWEST PART OF THE CLEAR OPENING OF TIE 'WINDOW SHALL BE A MINIMUM OF 24
INCHES ABOVE THE FINISHED FLOOR. OPERABLE SECTIONS OF WINDOWS SHALL NOT
PER1'"'T OPENINGS -HAT A_10W PASSAGE OF A 4' S-HERE WHERE S__CI- O-FNING-S
ARE ,LIT -TIN 2 'NC-E5 .0 = F'N'S-Ei `_OCR ER -HE CL,RRENT
ROILD S_ LD vG- C,,..E
FAE NG:
I_ FLASHING SHALL BE INSTALLED AT WALL AND ROOF 'NTERSECI IONS, DECK AND
WALL IN`ERSECTIONS AT G-UT`ERS, AT .4__ CHANGES IN ROOF 5'E OPE OR DIR-CT':ON,
Al:, 4R0'',ND ROC= G-_\INC--e
2, 4FPROVED CORRO5rCN-RE5;STAN7 F145H.N,i SHA__ BE AF-FLIED 5,IINGLE
FA5LIGN IN SUCH A MANNER AS TO PREVENT ENTRY OF W4-ER INTO THE WALL
CAVITY OR PENETRATION GF WATER TO THE BUILDING- STRUCTURAL FRAMING
CCl-PONENT5_ T E FLASHING SHALL EXTEND TO T E SURFACE OF -HE EXTERIOR
'WA_L =N7 S-�. APPROVED CORROSION-RE515-ANT =LAST-\G SHALL BE N57A,__E.. A
..__ tiCLI:R_� _.... 4_1C\5 -ER OLZREN- AFPROV_� B� _D'IING CODE
LINDOW N574L_4710N.
,liINDOL SHALLTH B_ NSTA _ED AND FLASHED '\ ACCORDANCE a THE
`"4N'JFA RERS LR EN INS ALLA-:ON \S,RJCT ONS AIR ITT N NST4L._ATION
'NSTR.iG'. CV= SF -A - BE PROVIDED B"' EACi-I _;NDOW_
=L OOZ ZONE REOLI. REI-IENTS:
FLAN M ETS OR EXCEEDS FDMA FLOOD rINISHED GARAGE FLOOR ELEVATI
ON
3AT- Al
:N.,. _ 2x4 CCKiNG A- 701_ET 4P R AND _..,., BAR _OC4-O\- 5_=
ETA L�
KiTCHEN5.
NST4__ 2X0 BLOC<N'G AT be All, ON CENTER FOR LP —ER CABINET
NSTAL_4T'ON,
B 4ND OI..ER AREAS:
C=M NT = :BER CEMENT OR GLA55 MAT G-YPS'JM BOARD 'NO GREEN BOARD
ALLOWD. IN COMPLIANCEE W-TH AS-M Cl2a8, C1325 OR C;178 AND NSTAL_ED WITH, '8
x /I4" DAGGERZ "TILLS :aiAr=R HEAD CEMENT B04RD SE = DRILL SCREWS W/
COAT.N_. 51-A'__ BE _SED 4S -.ACKERS -OR WAL i_E IN 'LB AND SI-OWER AREAS"
AND .JA _ A\F SIN 5-OLER AREAS
TER"I.-REA.MENT.
TERMITE R07EC71ON SHALL BE PROVIDED BY REG 5-ERED TERMiT'TCIDES,
NCLUD N.= 5GI'_ APPLIED PESTICIDES, BAITING SY 67="15, AND 1ES71CIDES APPLIED
70 WOOD OR O-HER APPROVED MET-ODS O=-ERI'I. TE FROTECTION 1_ABELED FOR
_S= ^- A R=VEN.A_VE' .MEN' N. Ll CONS R'L'.ON ON GO ETON
Cl- ONO - = T tM TE ROTEROTEC7 F_ 7R_4-MEN' 4 `.ERTI= CA E 0--
'^-LANCE SHALL BE 55UF0 TO THE BJILDIING- DEPARTMENT BY THE 'CENSER
PEST CONTROL COMPANY -HAT CONTAINS THE FOL_OWING ST4TEMENT. 'THE
SU!LCING HAS RECEIVED 4 COMPLETE TREATMENTH FOR THE PREVENTION OF
SJBTERRANEAN -ERM TES. 'REATMENT IS IN ACCORDANCE UITH RULES AND _A=LIS
=5 H _ =LOR,DA DcFAR: ^"EN' OF 4GR. CU_T'.;RE AND CONSUMER
x_Rv
MEC'HANIGAL AND HVAC.
ENERC-" CALCULATIONS FOR HEAT NG AND COOLING C4PACIMES SHALL BE
=L'RNIS-'ED B THE "'ECLF,NICAL ENGINEER AS AN A--ACH"EN- TO THIS -LAN SE-
AT T_. _ OF 4 CA IG\ =0R aER"':T.
2. M CI-41H!CAL APP_lANCES SHALL BE ACCESS B_E FOR INSPECT ONSERVICE
REPAIR. AND REFLACE"ENT WITHC'JT REMOVING FERMANEN- CON5TRUC.ION, O-HER
APFL IANCES, OR ANY OTHER FIPING OR DUCTS NOT CONNECTED TO THE APPLIANCE
BEING \SPECTER SERVICED, RE -AIRED OR REPLACED. A L VFL WORKING SPACE
A _EAST 30 '.NBC' -ES 02 ^ . DEE- A\D 30 :NC: "'02 e-.A_ DE
PRGV DED TN FRONT OF T. - CON-:Ro'_ 6 D_ -_ o <✓'CE AN APPC4INCE
ENERGY REQUIRE^`.ENT SCHEDULE
Ex7ER OR .W L.5 (3' O_C A.. �.
T',c _—' Lrac R-'0
3. OJCTS IN =E GARAGE AND DUCTS P N TR4TING F WALLS OR CE _ N'GS
EF4R4_ NG - D„=LUNG- FRO" :HE G-IRA-CE 5HA_ CONSTR_C,=D ^' 0= A
'20 GAUGE (O."8 "; 5.:=-- STEEL OR OTHER AFFRCV Z. -4TER 4_ AND SHAD_
HAVE NO OPENINGS ":N G THE GARAGE.
4S F UN 4.IGN5 AND SU PPOR SFOR OUTDOOR M=CHANIGA_ S S.EMS SHAL
L BE
NA. LED ABOVE_ TLF
BASE F ODELEVATION AND 5-,AI_'_ ALSO CON -OR'- TO T-E
_NU. AC -R_.RS \5 A-_AT.O,N N&TR,cT'ONS.
AJX LIAR- DR4N PAN_ CA`EG-ORY !V CONDENSING APPL'AN_.ES SHAL_ BE
PROVIDED WITH AN 4JXILIARY DRAIN lFAN WHERE DAMAGE TO AN BUILDING-
""PONEN' WIL' OCCUR 45 A RESULT OF 5TOPP4GE IN THE CONDENSATE DRAIN
'P.NG- Sr M TILES_ PANS SHALL BE--NSTA_LED IN ACCORDANCE WI -A THE
r AB: 1OV- '.ONS C= SEC -IONS _. -
EXHALST FANS AND VENTING
OUTDOOR D SCH4RGE. -HE AIR REMOVED BY EVERY MEC:.ANICAL EXHAUST
SYS T' SHALL BE _SDHARGED TO THE OUTDOORS. 4:R SHALL NOT BE EXH'4dS-ED
INTO AN A C" SOFrI Rl DGE VENT OR CROW'_ SPACE_
=xF-Au5T 4'R -ROM BATH ROCI-5 AND _ET R s HAW- NGT �5=_
RFC RCU'_ATED ,JI_HIN A RESIDENCE OR -0 AN0--1ER D EE__ NG LNIT AND SHALL BE
EX'-IAL5TED DIRECTLY TC THE OUTDOORS_ EXHAUST AIR FRO- BATHROOMS AND
TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTC, CRAWL SPACE, OR OTHER
41R_AS INS D_ HE BUI DNG_
DhC- NGT:- T AX.- "AILCWAB E X-ADS DUC_ _ENO 5H4EL BE
ERM,NED B" -- E 'THE '"'_ L2^S SFEC �FD 1N „_C-IONS M 50243' THROI GH
"1502 4.53. THE M4XIMUM LENGTH OF THE EXHAUST DUCT SHALL B_ 35 =ELT IRO"I
THE CONNECTON TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET
TERMINAL. THE "'IAXIMUM LENIG-T_ OF THE DD UCT SHALL BE REDUCED 25 FEET (T62 mm/
FOR EAC'-'. 45 3E1REE :0.,5 QCDI BEND AND 3 '.524 m . FOR EACH 90
DEGREE "1e: RADJ BNDL
_. - IMUM LENGT" 0= TH= EXHAUST DUCT DOES NO'
_
= MAX
INCLUDE T-'E-RANSIT ION DL CT. EXCEPTON - WHERE A CLO'HES DRYER BOOSTER
FAN IS INSTALLED AND _':5-ED AND LABELED FOR THE APO' 'CATION, THE FIAX',I-UI"I
LENGTH OF THE EXHAUST D',CT, INCLUDING ANY TRANSITION DUCT. SHALL BE
EMITTED TO BE IN ACCORDANCE WITH THE BOOSTER FAN MANUFACTURER'S
\STA_LA ON NSTR_CTIONS_ WH. RE A CLO HEM. DRYER BOOSTER FAN 'S INS. A_-ED
AND NOT R-4DI LY ACCESSIBLE -HE ROOM N w -'HE DRYER :5 LCGA-EC,
A FERM4NENT ;DEN-SY'NG I_ SHALL BE FLACED 4D.:4CE\- TO WI -ERE THE
EXHAUST DUCT ENTERS THE WA__ - THE LABEL SHALL BEAR THE LORD5 THIS DRYER
EXHAUST 51"6TEM 15 EQUIPFED WITH A REMOTELY LOCATED BOOSTER FAN."
PROVIDE BACK DRAFT DA'--F RS AT N-4<E AND EXHAI:ST _OCA-IONS AS
R`C„:EEC B" -.:-E C'_RR_N_ LI=PROVED B.. _DI'NG CODE.
ISSUED: 4/3 0/2024
VERSION: 5.0
SQUAREFOOTAGE
--- AH4R ASSET MANAGEMENT SO. Ff.
HEATED AREA Sq. Ft,
;MAN LEVEL
02
5E'_OtiD LEVEL 275
TOTAL AH4111 SQ. Ff. (Slab/Crawl) 2377 —
METHODOLOGY: ANSI Z76r2003
The from
total area calculated the outside -to -outside of framing, including optional finished basement optio�i,
shown. This area excludes stairwell at highest level above grade.. garage, cowered patio/porches.
57 g 3
` e y v ni
OimYl Nil; CEVE,OR Ii i
DO NOT E.CALE THESE DRAoa65.
CID VAT J1fF'+
DRAu:I"C;S A h0' CONTAIN
I ST'PJRAI_ ELEMENT5!iO3E
r'R✓V'DED 5Y ENiINEER 6
RECORD;. ANY D'Y..REPANCY
r._ry51p 5. ORTNTA ,, E-GJ
'Bc—'_`v T'- M DRAW-5
ASSa:A:=G DRAW3Y-.5 amlor STE
DRAWINGS 6w1L'_
CONTRACTOR AT WGENaD It NO
CONSTRJC-!ON SECLE PROCEED
�➢v?IL COR�D. TUE
TRAC'OR :;55:"'.E5 TE'c
icGti',RLF'E\-5 C" .CCA. hG
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I� E:ILDING CODES �
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VERSION: 5.0
COVER SHEET
9Hf I
c�S,
r 77 A"- a.- ELOR ENT
F 4 R� 5
=
..wieAc cR AnD N6
Q�
S UARE FOOTAGE CHART
3E�0 UJN6TRI.L Iqv aE6F
I
j
DRAWI�.S DO NOT CON AIN
6FELI k ORr' oN FOR AN`"
I STRG � L I -M1T6 ••O '�
I
REErta ANY DIKRE?,
ORIE.INa5N, ET
EoC
ili l'6-E TL
A56ocjN -'-ESE DRAWINGS AND THE
A66LGIAiED DRAWTG6 anQ/a 6'TE
-�o-oaL T c zD
A RAT Dna
CONST -LN 9uALL �, EED
ELEVATION 'J'
- - - - — - -
— L COFREL-ED. THE
-
ceN-leACTOR A6-TE6 -
--N FujT7 To HEFT ALL
AL$ + i0 C•• u�T �ll-N 6TATEI
WLDI2 CODES
I
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SQUARE FOOTAGE
CONSTRUCTION AREA CALCULATION
HEATED / CONSTRUCTION AREA
Sq. Ft.
--�
''..MAIN LEVEL
1102
-- - -_ _
264
TOTAL HEATED/CONSTRUCTION AREA (SlablCrawl)2366 -
METHODOLOGY: ANSI Z766-2003
The total area calculated from the outside -to -outside of framing, including optional finished basement options as
shown. This area excludes stairwell at highest level above grade_ garage. covered patio/porches._- -�
,BUILDING ENVELOPE AREA (ALL AREAS UNDER ROOF) Sq. Ft. ~
GARAGE 444
CD
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O G-
F- M N
IGOVERED =A'IO --- 1,2
RONT PORG= 56
TOTAL BUILDING ENVELOPE (Slab/Crawl) 2978
METHODOLOGY - --�— -�
auilng E dinvelope Area The total area calculated, including Heated/Conshuction area as calculated, and also
hiding garage, covered patio/porches.
1MAXIIll'
DE IT -
IMAXIMUN11 AO..
-vAXlvlJM EUL I'N� C T A.== - 2�=3
AVERSION: 5.01
SHMINNE _-
SQUAREFOOTAGE
CALCUATIONS
I
f9@TI IIQS-3�'
r -- r-- -r t T F I--
4
30 -0 OVERALL
:
\\ O z
A VAV 1 • j O a CONG 5143 IN
R' IN ol3
p',
�I
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\\ PATfO SLAB
B'-oz \ '_'V.4C C.A E ACONCRETE 5L45 HIDE OVER 6
BAS ON _ VAPOR .ARR!ER 5 AB I-A_L /
Hg
- AY _0 A -ON' BE cVE AN COM, A T =1_L
OR
po D 'I vv GONCRE'P 5LA5
O O \\ +" CONCRETE 5L4B MIN OVER 6 MIL
IJ \\
VAPOR BARRIER SLAB SHA_L BE O R
COM'ACI= FILL W/ =IBERM H -
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-FORCH SLABS
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RF SLAB Cl u€R-5' L D-
VAPOR BARRIER 5LAB 4HALL BE 0_R n
_LEAN C04MPAC?ED PIPLu W/ E!BERM_5--I \y�
BARRIER. 5LAS 51 ALL BE
OVER CLEAN COMPACT-D
FILL W/ FIBER"EBH
B
2'-0Y"L
3" OPENING
�I
20-4
__- 30-0- OVERA_'L - y-
SLAB PLAN - ELEVATION'J'
scgE 1m. W01x17)
samE 1/�1wp&)
'-C'La'Nk'A I 1:0N Pi_4N Ny ES
ALL .IIORK 5HALL BE IN 5TRICT COMPLIANCE LITH BUILDING
COCE R_S CENTIAL AND COUNTY BJ ING rE'AR-MFNT
5TR -e0:'_ -RE 5 JMPS ROG 5 T_ ROP AL
AR=A$ ERE COftS R,.., ION JIL'_ ./.:CJR J.kO.
-I A BE FIR' C- ,AGE AR ND „LA"
-'.A R RH O I�GOTF A IR 07,ER
N-ER OR ❑ ARINC: OCA IONS 5I,0 5E GGICRC NA-ED
,T4 R.55 MANIFACT�RER e 5TRJC-JRAL ENGINEER
FROV,DE SOIL TREATMENT AND VAPOR BARR•ER5 Ai ALL I
5LABa ;INTERIOR).
i xAG LE-�E ED�Ji �l1T
V<RIFT u*G oRIeNTATCN uru - .
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VERSION: 51
BIMKW
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FOUNDATION -
SLAB PLAN
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e=
t NN c
TUR^v
ml
5 CTION
PRCV D= HANDRAIL "N GOM 1-OE LU
-HE CJRR NT 4P vED BUILDING CODE.
t—
✓C'R =-,\ NNC IT a:
=RCN " '- BOARD SEPARA ON A- JAL'_5 AV_- 5(5" TEE X C_'L',4C-5
N "-E P_'_l- D.i.4 4 I- AN LOOSE AND 4 42 a.
LASHIY '-CNE 5.4,415CA.E FT C HE R R-N,E55 V eD C--ERliSE.
EX OR "AL 5 ARE DRAWN A' 8 GM" 'NL 55 NO D G_HER✓,
A INTER R AND COMMON J4LL5 ARE DRAWN AT 9 / JNLE56 NO 7 07HERLISE
H ADER .,R -R5T FLOOR 15 A- 3'-0 .✓ 9' 4 CMG e FCOND FLOOR 15 4 0' IL/ 8CLG-
LAND IL HEIGHT 5HALL BE 36" MEA5URED VERTOALLT FROM 'HE N05ING OF THE TREAD-
(! DENOTE5 EGRE5° LINDOIL
3E'-E" OVE:RAL_
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2 -2' - _ '1 -m" OPENING -_I 2 2.' 8. 4"
2E'-4"
3E'-E" OVERALL
FIRST FLOOR PLAN - ELEVATION'J'
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VERSION: 5.0
SEEME
FIRST FLOOR PLAN
A-1.0
J
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l
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m
PROVIDE V-ANDRAIL IN COMPL'�ANCE JI-:1
THE CIIR N-' AP VED Bti(:.DING CODE.
5TAIR DI4<zRXI
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u;kSHINC-4CH NF 5 A JA 5 OCA7D OF -'-E DRYER N t S N .. :ERyIlS=
ALL EX ER OR wA _5 ARE DR -IN 8 CYJ JN_E55 NO ED F_Rlib
ALL INTERIOR AND COMMON JALL5 ARE DRA;:N AT 3 If2 UNLE55 NOTED O7N'ER6!SE_
HEADER FOR FIRST FLOOR IS AT 0'-0' �/ 9'-4CLG I 5ECOND FLOOR 15 AT 1'-0' J1 0' CLG,
HANDRA HEGNT SHALL BE 36 YEA5URE1) VERTICAL r ROM THE N05MG OF THE TRE4D_
CENC `_5 EGRESS WINDOW
� FAU HiIIPM@A
I
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ELECTRICAL PLANS
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HOUSEWRAP BARRIER (TAPE ALL
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HOUSEWRAP BARRIER (TAPE ALL
SHEATHING PER SPEC -SHEATHING
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TO OVERLAP RUBBERIZED-.,
-
SHEATHING PER SPEC -SHEATHING /
_ 15N BLDG FELT BETWEEN FLASHING \
TT
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FLASHING
HOUSEWRAP BARRIER AND
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=
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3'
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-
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SOLD GROUT BEHIND
\ HORIZONTALLY
FIRST COURSETYPCA
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FOUNDATION
BRICK LEDGE
FOUNDATION
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I�OTTOSCALE
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PREMANUFACTURED PLASTIC SILL
BOOT
WINDOW OPENING FLASHING
\O' TG SCALE
— - --
GABLE END WHERE OCCURS
REFER ELEVATIONS AND DETAILS
12 SEE ROOF
TYPICAL ROOF COVERING PER SPEC
PUN
/ TYPICAL ROOF TRUSSES PER SPEC
/
"
/
}--- -- TYPICAL ROOF INSULATION PER SPEC
ROOF
PUN �` DRIP EDGE PER CODE 3 COMM. SPEC
TOP OF CM.U.
TYP. M
REFER TO ELEVATION$
MATERIAL• PER SPEC
FASCIA PER CODE S COMM. SPEC.
REFER TO STRUCTURAL
TYPICAL SOFFF FINISH PER SPEC
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FOR TRUSS WALL
TE BEAM •REFER STRUCTURAL
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! TRIM PER ELEVATION PER SPEC
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FINISH AND INSULATION
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LOCATION
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/ FINISH AT FOUNDATION PER EEVATON A
MATERIAL
hh Q
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NOT -O JCALE
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% -< BRICKROWLOCK-
\ REFER TO ELEV.
1 BRICK SOLDIER (OR) 3 BRICK•� COURSES -REFER TO ELEV.
`THRU-WALL MEMBRANE
RASHNG
WAINSCOT DETAIL
NC- TO SCALE
--------- - GABLE END WHERE OCCURS
12
REFER ELEVATIONS AND DETAILS_
SEE ROOF PLAN
_
--- TYPICAL ROOF COVERING PER SPEC
- - - ---- TYPICALROOF TRUSSES PER SPEC
/
PER ROOF TYPICAL ROOF INSULATION PER SPEC
5
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REFER TO STRUCN� -
\
FOR TRUSS TO WALL
` TYPICAL SOFFIT FN5H PER SPEC
CONNECTION
III
--_ ---_ _— TYPICAL WALL FLASH ON FRAME w/
SHEATHING, PER ELEVATION, PER SPEC
TYPICAL 2(FRAME WALL AND SHEATHING
I'.
REFER STRUCTURAL
TYPICAL INTERIOR WALL
RAH AND BASE PER
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),
!�i s 2W FF.
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REFER TO ELEVATIONS
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BY EEVATON. REFER DETAILS AND SPECS
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MATERIAL- PER SPEC I.-:,
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/
REFER DETAILS AND SPECS
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TYPICAL BASE
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FINISH AT FOUNDATION PER ELEVATION AND
MATERIAL
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No7 TO SCALE NOT TO ,SCALE
HOUSE WRAP OVER WALL SHEATHING - PROVIDE
ENOUGH OVERLAP TO COVER METAL FLASHING
THROUGH-WALL FLASHING
TAPE OVERLAPPING SEAM
SIDING PER SPEC
17 BEM METAL FLASHING -
EXTEND B" VERTICALLY
EXTERIOR SEALANT
1
` CAST STONE SILL OR BRICKa ROWLOCK- REFER TO ELEVATION
BRICK TIE
WEEP HOLE
THRU-WALL MEMBRANE FLASHING
TO FACE OF BRICK W/ MN. 2A"
VERTICAL LEG. LAP UNDER
BUILDING WRAP.
7/87STUCCO OVER FRAME (SHEATHING, 2 LAYER W.R.B..
LATH AND STUCCO) - PER SPEC
PEEL 3 STICK BRIDGE FLASHING. SHINGLE LAPPED
OVER STUCCO ACCESSORY
VINYL PLASTER DRIP SCREED" PER SPEC
INSTALL PER MANUFACTURERS INSTALLATION INSTRUCTIONS
CAP SHINGLE" DO NOT STAPLE OR NAIL
ROOF CEMENT
SHINGLE ROOFING ON ROOFING UNDERLAYMEM- PER SPEC
PEEL & STICK BRIDGE FLASHING. OVERLAP ON TO ROOFING
UNDERLAYMENI
6!W CORROSION RESISTANT BASE FLASHING- PER SPEC
PRE-ENGINEERED WOOD TRUSSES SEE STRUCTURAL AND TRUSS
DRAWINGS FOR SPACING AND CONNECTION DETAILS
NOTE ALL ROOFING MATERIAL (PER ELEVATION) SHALL BE INSTALLED
PER MANUFACTURERS INSTALLATION INSTRUCTION. VERIFY ROOF
SHEATHING WITH STRUCTURAL DRAWINGS
ROOF TO WALL AT RAKE
�� �A 3- D.
rSTUCCO OVER FRAME (SHEATHING, 2 LAYER
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VER STUCCO ACCESSORY
NYL PLASTER DRIP SCREED - PER SPEC
STALL PER MANUFACTURERS INSTALLATION
STRUCTIONS
'FLASHING
AP SHINGLE - DO NOT STAPLE OR NAIL
DOF CEMENT
W CORROSION RESISTANT BATE
ASHNG (TYP)
RE•ENGNEERED WOOD TRUSSES SEE
TRUCTURAL AND TRUSS DRAWINGS FOR
PACING AND CONNECTION DETAILS
YPCAL EXTERIOR WALL ASSEMBLY • SEE
.,TRUCTIIRAL DRAWINGS
NOTE, ALL ROOFING MATERIAL (PER ELEVATION) SHALL BE INSTALLED
PER MANUFACTURERS INSTALLATION INSTRUCTION. VERIFY ROOF
SHEATHING WITH STRUCTURAL DRAWINGS
ROOF TO HEAD OF WALL - SHINGLE
SCALES :"= 1'-0"
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HANDMLS SHALL NOT BE LESS THAN 3'rOR MORE THAN 3SN HEIGHT
ABOVETHESTARNOSNG.
HAIWRAIS SHALL BE CONTINUOUS PER RAW OF STAIRS HALORALS
SHALL BE 11R'CiAR OFALLADJACENT FLASH MATEHMLS AND ENDS
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FINISHED SURFACE
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SCALE: 1 1/2"= P-O"
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STRINGER/LANDING DETAIL
SCALE: 1 1/1"= 1'-O"
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INER7M ISC. DETAILS
Ak 3
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EXTERIOR
FIBER CEMENT SIDING OVER
TYVEK•OR EQUAL
HOUSEWRAP OVER EXTERDR
SHEATHING AND FRAMING
PER STRUCTURAL DWGS.
C WIDE SELF ADHERING,
SELF HEALING WATERPROOF
MEMBRANE UNDER 2 LAYERS
OF BUILDING PAPER -
TAPEAEAL CORNERS
CORROSION RESISTANT
MEAL HEAD FLASHING
WBH WRAPPED ENDS
EXTERDR GRADE SEALANT
OVER BACKER MATERIAL
INTERIOR
C WDE SELF
ADHERING, SELF
HEALING WATERPROOF
MEMBRANE
SHM SPACE PER
MANUFACTURES'
RECOMMENDATIONS
CAULKING -TYPICAL
WINDOW ASSEMBLY
INSTALLED WDN
CONTINUOUS SEALANT
BEAD AT FLANGE PRIOR TO
V INSTALLATION
NOTE WINDOW ASSEMBLY TO BE FAMED TO
STRUCTURE PER WINDOW MANUFACTURERS
INSTALLATION REQUIREMENTS AND RECOMMENDATIONS
HEAD AT FRAME WALL
SCALE: 3`= 1'-0'
HORS LAP SIDING INSTALLED PER-
�I
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EXTERIOR SHEATHING'� WINDOWS AT
AND FRASTRUCTURAL
LM DORMERS, TYP.
STRUCTURAL DWGS.GS.
rV NOTE: WINDOW ASSEMBLY TO BE FASTENED TO
STRUCTURE PER WINDOW MANUFACTURERS
INSTALLATION REQUIREMENTS AND RECOMMENDATIONS
SILL AT FRAME WALL
SCALE 3 - .. 0'
IDEIALS
HORIZ LAP SIDING INSTALLED PER MFR'S !� i FOR TURA PER
INSTRUCTIONS o/ BULDNG PAPER o/ STRUCCTURAL
SHEATHING AS OCCURS (PER
STRUCTURAL DEALS)
LAP BULDPAPER MN 7 /
o/ CSM DRIPRP EDGE
24 GA GSM DRIP EDGE RAS! IING
CE&WATER SHIELD AT CORNERS. II' N,11\ 2.t EUv
BM34D CUP WALL
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GARAGE DOOR
GARAGE DOORTRACK
OVERHEAD GARAGE DOOR HEAD
SCALE: I I/2"= I'-0'
EXTERIOR
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OR EQUAL HOUSEWRAP OVER
EXTERIOR SHEATHING AND
FRAMING PER STRUCTURAL DWGS.
CWDE SELF ADHERING, SELF
1EA1NG WATERPROOF MEMBRANE
OVER BOTH LAYERS OF BULDNG
PAPER
EXTERIOR GRADE SEALANT
EXTERIOR GRADE SEALANT OVER
BACKER MATERIAL
CWDE SELF ADHERING,
SELF HEALING WATERPROOF
MEMBRANE
INTERIOR
SHM SPACE PER
MANUFACTURES'
RECOMMENDATIONS
CAULKNGTYPICAL
WINDOW ASSEMBLY
INSTALLED WRH
CONTINUOUS SEALANT
BEAD AT FLANGE PRIOR
y TO INSTALLATION
NOTE WINDOW ASSEMBLY TO BE FASTENED TO
STRUCTURE PER WINDOW MANUFACTURERS
INSTALLATION REQUIREMENTS AND RECOMMENDATIONS
JAMB AT FRAME WALL
SCALE :3 1'_0
LAPE SDNG MALL PER MANUF. o/ GRADE
1Y BLDG. PAPER o/ STRUCT. SHEATHING
SEALANT
I✓/ / \ ��Wl) TRM SEE EEV FOR SIZE
FI'��, TYPE TY BLDG PAPER o/MOISTOP
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SEALANT
SUDNC GLASS DOOR
FRAME
SLIDING GLASS DOOR HEAD
SCALE: 3"= 1'-0'
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DO NCi xALE THESE TATO NGS
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GENERAL STRUCTURAL NOTES:
1 ALL WORK SHALL CONFORM TO THE 2023 8th EDITION OF THE FLORIDA (INTERNATIONAL)
RESIDENTIAL CODE AND APPLICABLE COUNTY CODE AMENDMENTS. STANDARDS LISTED IN
STRUCTURAL NOTE SECTIONS REFER TO THE VERSION AND EFFECTIVE DATE IDENTIFIED IN THE
REFERENCED STANDARDS CHAPTER IN THE GOVERNING BUILDING CODE NOTED ABOVE.
2. THE STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS. SHOULD CONFLICTS
EXIST BETWEEN THE DRAWINGS AND THE STRUCTURAL NOTES, THE STRICTEST PROVISION
SHALLGOVERN.
3, THE STRUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS, WHICH
INCLUDE ARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL, AND CIVIUSITE DRAWINGS.
COORDINATE THE STRUCTURAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER
COMPONENTS OF THE CONTRACT DOCUMENTS.
4. TYPICAL DETAILS AND OTHER SECTIONS/DETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
THE CONDITIONS DESCRIBED IN THE SECTIONS,IDETAILS, EVEN IF THEY ARE NOT SPECIFICALLY
REFERENCED ON THE PLANS.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND
PROCEDURES OF CONSTRUCTION. INCLUDING BUT NOT LIMITED TO TEMPORARY SHORING AND
BRACING.
6- DO NOT SCALE STRUCTURAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR,
CONTACT THE ENGINEER.
7. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE
LOCAL GOVERNING CODES, CURRENT EDITION. AND ALL REQUIREMENTS SPECIFIED IN THE
CODES SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS.
THIS SHALL NOT BE CONSTRUED TO MEAN THAT REQUIREMENTS SET FORTH ON THE DRAWING
MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR
BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE.
8, THE ENGINEER'S SEAL APPLIES ONLY TO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT.
ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS. ANY DEVIATIONS
OR DISCREPANCIES ON THESE PLANS MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF
THE ENGINEER OF RECORD. BACK CHARGES WILL NOT BE ACCEPTED, REGARDLESS OF FAULT,
WITHOUT PRIOR NOTIFICATION BY BUILDER WITHIN 48-HOURS AND INVESTIGATION BY
FIELDSTONE.
9, THE TERMS'CONCRETE SCREW' AND WASONRY SCREW' SHALL BE USED INTERCHANGEABLY
WITHIN THESE DRAWINGS. CONCRETE/MASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
PRODUCTS: SIMPSON STRONG TIE TITEN TURBO, GENUINE TAPCON, OR HILTI KWIK-CON II.
10. CONTENT LINKED WITHIN OR CODES THAT MAY BE SHOWN WITH THE DRAWING SET ARE FOR
INFORMATIONAL PURPOSES ONLY AND THE PROFESSIONAL SEAL ON THIS DRAWING DOES NOT
APPLY TO CONTENT CONTAINED WITHIN ANY OR CODES.
1 i. POST INSTALLED EPDXY ANCHORAGE GENERICALLY NOTED WITHIN THESE DRAWINGS SHALL BE
EITHER SIMPSON STRONG TIE SET-3G, OR HILL HIT-HY-150
DESIGN CRITERIA:
1. BUILDING RISK CATEGORY =11
2. VERTICAL LOADING.
ROOF TOP CHORD LIVE LOAD =20 PSF (REDUCIBLE)
ROOF TOP CHORD DEAD LOAD =7 PSF
ROOF TOP CHORD DEAD LOAD (TILE) -15PSF
ROOF BOTTOM CHORD LIVE LOAD (w/ STORAGE) =20 PSF
ROOF BOTTOM CHORD LIVE LOAD (w/o STORAGE) =10 PSF
ROOF BOTTOM CHORD DEAD LOAD =10 PSF
FLOOR LIVE LOAD -40 PSF
FLOOR LIVE LOAD (SLEEPING ROOMS) =30 PSF
FLOOR DEAD LOAD =15 PSF
DECK/BALCONY LIVE LOAD =40 PSF
NOTE TO TRUSS & I -JOIST MANUFACTURERS - ROOF & FLOOR SYSTEM DELEGATED DESIGN
SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
LOCATION
TOTAL LOAD
LIVE LOAD
MAX TOTAL
ON
EFL E,,
ROOF TRUSSES
L/240
L/240
1"
FLOOR JOISTS/TRUSS
L/360
L/480
1/2"
NOTES:
1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
MEMBERS SHALL BE 5/8''
2, ANY MEMBER SUPPORTING BRICK/MASONRY SHALL BE LIMITED TO A TOTAL LOAD
DEFLECTION OF L/600
3. FIELDSTONE AE CANNOT BE HELD RESPONSIBLE FOR ANY STRUCTURAL ISSUES RELATED
TO ANY BUILDING COMPONENT IF COMPONENT SHOP DRAWINGS ARE NOT SUBMITTED TO
FAE FOR REVIEW PRIOR TO FABRICATION, DELIVERY, OR INSTALLATION
3. LATERAL LOADING
WIND CRITERIA: TORNADO WIND SPEED -N/A
BASIC WIND SPEED =140 MPH
EXPOSURE CATEGORY =C
INTERNAL PRESSURE COEFFICIENT = +!- 0.18 (ENCLOSED)
SEISMIC CRITERIA
SITE CLASS =D
SEISMIC DESIGN CATEGORY =A
4. EARTH PRESSURE LOADING:
ALLOWABLE SOIL BEARING CAPACITY
TOTAL LOADS (INCLUDING WIND & SEISMIC) =2000 PSF
LATERAL EARTH EQUIVALENT FLUID PRESSURE
WALLS UNBRACED AT TOP =40 PCF
WALL BRACED AT TOP -55 PCF
5. GUARDRAiLMANDRAIL LOADING:
ALL GUARDRAIL/HANDRAILS SHALL MEET 200 LBS (MINIMUM) CONCENTRATED FORCE APPLIED
IN ANY DIRECTION. IN -FILL COMPONENTS OF GUARDRAIL SHALL MEET 50 PSF. THESE LOADS
ARE TO BE EVALUATED INDEPENDENTLY AND ARE NOT TO ACT CONCURRENTLY WITH ANY
OTHER LIVE LOAD. DEFLECTION OF GUARDRAIL SHALL MEET THE CRITERIA SET FORTH BY THE
INTERNATIONAL CODE COUNCIL EVALUATION SERVICES (ICC-ES) AC 273 - "ACCEPTANCE
CRITERIA FOR HANDRAILS AND GUARDS."
CONCRETE NOTES:
1, STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 332 "RESIDENTIAL
CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".
2. CONCRETE PRODUCTION AND PLACEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACI 332
"RESIDENTIAL CODE STRUCTURAL FOR REQUIREMENTS CONCRETE" EXCEPT AS MODIFIED BY
Q
STRUCTURAL REQUIREMENTS NOTED ON THE DRAWINGS.
3, CEMENT SHALL CONFORM TO ASTM C150 "SPECIFICATION FOR PORTLAND CEMENT." CONCRETE
SHALL BE NORMAL WEIGHT, UNLESS INDICATED OTHERWISE.
4. CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33 "SPECIFICATION FOR CONCRETE
AGGREGATES,"
5. REINFORCING SHALL CONFORM TO ASTM A-615 GRADE 60.
6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:
"DETAILS AND DETAILINGF CONCRETE REINFORCEMENT',A 1 - AND "MANUAL F
O CO CC 3 5 O
ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES", ACI 315R.
7_ REINFORCING STEEL AND WELDED WIRE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
COVER AND TOLERANCES ASFOLLOWS:
SLAB -ON -GRADE: WITHIN UPPER 2/3 OF SLAB AND 3/4' MINIMUM COVER AT INTERIOR
CONDITIONS; i-1/2" MINIMUM COVER AT EXTERIOR CONDITIONS
CONCRETE (FOUNDATK)M AGAINST EARTH: 3"
FORMED CONCRETE: 1-1 /2" (#5 REBAR OR SMALLER) 2" (#6 REBAR OR LARGER)
TOLERANCE: +/- 3/8"
8, REINFORCING STEEL SHALL NOT BE CUT, BENT OR STRAIGHTENED IN THE FIELD UNLESS
APPROVED BY THE STRUCTURAL ENGINEER OR AS INDICATED ON THE DRAWINGS.
9. WELDING OF REINFORCING STEEL IS PROHIBITED UNLESS SPECIFICALLY DETAILED. WELDING
WHERE DETAILED SHALL CONFORM TO AWS Dl A SPECIFICATION.
CONCRETE NOTES (CONTINUED):
10. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
SLAB -ON -GRADE & CONCRETE BEAMS: 2500 PSI
11.CONTRACTOR SHALL TIE REINFORCING STEEL SECURELY IN PLACE PRIOR TO PLACING
CONCRETE AND PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THEIR POSITION WITHIN
SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES. INSERTING DOWELS INTO
WET CONCRETE IS NOT PERMITTED. ANCHOR RODS AND STEEL INSERTS SHALL BE SET BY
TEMPLATE TO WITHIN A 1/8" TOLERANCE IN ANY DIRECTION WITH MINIMUM EMBEDMENT AND
EXACT PROJECTION INDICATED ON THE DRAWINGS, PRIOR TO PLACING CONCRETE.
12. HOOKED BARS SHALL BE STANDARD 90 DEGREE HOOKS PER ACI UNLESS NOTED OTHERWISE ON
THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CLASS B PER ACI 318. LOCATION OF LAP
SPLICES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS.
13. DOWELS INTO FOUNDATION SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT AT
ALL COLUMNS. PIERS AND WALLS. UNLESS OTHERWISE NOTED.
14. CONTRACTOR SHALL OBTAIN APPROVAL PRIOR TO PLACING OPENINGS OR SLEEVES NOT SHOWN
ON THE DRAWINGS, THROUGH ANY STRUCTURAL MEMBER.
15, ONE OF THE FOLLOWING CONCRETE SLAB ON GRADE CRACK CONTROL METHODS SHALL BE
USED (CONTRACTOR PREFERENCE):
• CONTROL JOINTS: SHALL BE FORMED, SAWED, OR TOOLED TO A V MINIMUM DEPTH WITHIN
24 HOURS OF CONCRETE PLACEMENT. MAXIMUM JOINT SPACING FOR UNREINFORCED SLAB
IS AS FOLLOWS:
3-1/2" SLAB: 8 FEET O.C. EACH DIRECTION
4" SLAB: 10 FEET O.C. EACH DIRECTION
• WELDED WIRE FABRIC (W.W.F.) 6X6-W1.4XW1.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A-1064 AND HAVE A
MINIMUM SIDE AND END LAP OF 8INCHES,
• MICRO- OR MACRO- SYNTHETIC FIBER REINFORCEMENT
FIBER LENGTHS SHALL BE 1/2" TO 2-1/4" IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3/4 TO
3.0 POUNDS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC
FIBERS SHALL COMPLY WITH ASTM C1116. THE MANUFACTURER/SUPPLIER SHALL PROVIDE
CERTIFICATION OF COMPLIANCE WITH ASTM C1116 WHEN REQUESTED BY THE BUILDING
OFFICIAL.
16, CONTROL JOINTS SHALL BE FURNISHED WITH A FULL-LENGTH KEYWAY CENTERED ON MEMBERS.
WHERE THE SIZE OF KEY IS NOT SHOWN ON THE DRAWINGS, THE KEY SHALL BE 25% OF THE
CROSS-SECTION DIMENSION OF THE MEMBER AND MINIMUM 1-1/2 INCHES INTO THE FIRST POUR
OF CONCRETE.
17. PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR COLUMNS AND BEAMS AS REQUIRED
EVEN IF NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL AFTER BEAM ERECTION.
18. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI 308.1 "STANDARD SPECIFICATION
FOR CONCRETE CURING" AND ACI 308R "GUIDE TO CURING CONCRETE".
FOUNDATION NOTES:
1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES AND FIELD
MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO OWNER'S REPRESENTATIVE.
2. TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL CASES
FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING A
MINIMUM NET ALLOWABLE BEARING CAPACITY OF 2000 PSF.
3. SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING.
FOUNDATIONS POURED AGAINST THE EARTH REQUIRED THE FOLLOWING PRECAUTIONS: SLOPE
SIDES OF EXCAVATIONS AS APPROVED BY GEOTECHNICAL ENGINEER AND CLEAN UP SLOUGHING
BEFORE AND DURING CONCRETE PLACEMENT. PROVIDE POLYETHYLENE VAPOR RETARDER
COMPLYING WITH GOVERNING BUILDING CODE LISTED ON THIS SHEET AGAINST SOILS WHERE
CONCRETE IS TO BE PLACED; LAP ALL EDGES 61NCH (MINIMUM) AND SEAL WITH ADHESIVE.
4. WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL BE NO STEEPER THAN ONE VERTICAL TO
TWO HORIZONTAL U.N.O.
5. FOOTINGS SHALL BE CENTERED UNDER COLUMNS AND WALLS UNLESS SPECIFICALLY DETAILED
OTHERWISE ON THE DRAWINGS.
6. NO FOOTINGS OR SLABS SHALL BE PLACED ON OR AGAINST SUB -GRADE CONTAINING FREE
WATER, FROST OR ICE. SHOULD WATER OR FROST, HOWEVER SLIGHT, ENTER A FOOTING
EXCAVATION AFTER SUB -GRADE APPROVAL, THE SUB -GRADE SHALL BE REINSPECTED BY THE
GEOTECHNICAL ENGINEER/ TESTING LABORATORY AFTER REMOVAL OF WATER OR FROST,
7. CONTRACTOR SHALL FURNISH ALL REQUIRED OE -WATERING EQUIPMENT TO MAINTAIN A DRY
EXCAVATION UNTIL BACKFILL IS COMPLETE.
8. A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF WORK PERFORMED SHALL INSPECT
THE CONDITION AND ASSURE THE ADEQUACY OF ALL SITE PREPARATION, SUBGRADES, FILLS,
BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS AND WALLS. HE SHALL
SUBMIT REPORT TO THE ARCHITECT/ENGINEER DESCRIBING HIS INVESTIGATIONS OF ANY
NON -CONFORMING WORK.
BACKFILLING:
1 . DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND
BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN PLACE. SHORE AND/OR
BRACE WALLS AS REQUIRED IF BACKFILLING OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
PLACEMENT OF FLOOR SYSTEM.
2, WHERE BACKFILL IS TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLS, PROVIDE A
BALANCED BACKFILL AGAINST FOUNDATION WALLS TO ELIMINATE LATERAL LOAD EFFECTS, OR
PROVIDE NECESSARY TEMPORARY LATERAL SUPPORT TO THE TOP OF THE WALL UNTIL
PERMANENT SUPPORT IS INSTALLED.
3. BACKFILL MATERIAL SHALL CONSIST OF CLEAN, WELL GRADE GRANULAR SOILS, FREE OF
ORGANIC MATERIAL AND BE COMPACTED TO 95% OF MAXIMUM DENSITY, AS DETERMINED BY
THE MODIFIED PROCTOR METHOD (ASTM D1557), IN LIFTS NOT EXCEEDING 8INCHES.
MASONRY NOTES:
1. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530, "BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES" AND SHALL BE CONSTRUCTED IN ACCORDANCE
WITH ACI 530.1, "SPECIFICATIONS FOR MASONRY STRUCTURES."
2, CONCRETE MASONRY SHALL CONFORM TO ASTM C90 AND HAVE A MINIMUM COMPRESSIVE
STRENGTH Pm = 1,500 PSI U.O.N. MASONRY SHALL HAVE A TEXTURE SUITABLE FOR STUCCO
APPLICATIONS WHERE ARCHITECTURAL DRAWINGS INDICATE STUCCO APPLICATION.
3. CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND.
4. MORTAR FOR ALL MASONRY SHALL CONFORM TO ASTM C270 WITH MINIMUM COMPRESSIVE
STRENGTH OF 2,000 PSI. MORTAR BELOW GRADE SHALL BE TYPE M. ELSEWHERE MORTAR MAY
BE EITHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND
CEMENT/LIME OR MASONRY CEMENT FOR MORTAR.
5. GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
2,500 PSI.
6, STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60.
7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
FREE OF MORTAR DROPPINGS,
8. VERTICAL OMU WALL REINFORCING SHALL BE AS NOTED ON THE DRAWINGS. DOWELS TO
CONCRETE FOUNDATION TO MATCH SIZE AND SPACING OF VERTICAL REINFORCING UNLESS
NOTED OTHERWISE, REINFORCE CMU CORE AT CORNERS, EACH SIDE OF CONTROL JOINTS AND
EACH SIDE OF WALL OPENINGS WITH (1)-#5 CONTINUOUS VERTICAL REINFORCING BARS. .
9. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SHALL BE CONTINUOUS U.O.N. LAP
SPLICE REINFORCING PER THE SCHEDULE OR USE MECHANICAL SPLICES ADEQUATE FOR 125%
OF SPECIFIED YIELD STRENGTH OF THE BAR. LAP VERTICAL REINFORCEMENT WITH MINIMUM
DOWELS OF SAME SIZE AND SPACING THAT HAVE BEEN PREVIOUSLY INSTALLED IN THE
FOUNDATIONS. DOWEL EMBEDMENT IN CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF
THE CONCRETE NOTES.
BAR SIZE
LAP SPLICE LENGTH
BEND DIAMETER
ACI HOOK
#4
20"
3"
10"
#5
25"
3-3/4"
10"
#6
34"
4-1/2"
11"
MASONRY NOTES (CONTINUED):
10. REINFORCING BARS SHALL BE HELD IN POSITION BY WIRE TIES OR OTHER APPROVED MEANS TO
ENSURE DESIGN LOCATION AND LAP. PLACE BARS AND LAP PRIOR TO GROUTING.
11. GROUTING OF MASONRY WALLS SHALL CONFORM TO RECOMMENDED PROCEDURE FOR "LOW
LIFT GROUTING" OR "HIGH LIFT GROUTING" AS OUTLINED IN THE NCMA-TEK 3-2A - GROUTING
FOR CONCRETE MASONRY WALLS AND ACI 530/ASOE 5 SPECIFICATION FOR MASONRY
STRUCTURES, GROUT LIFTS SHALL NOT EXCEED 5 FEET WITHOUT MECHANICALLY
CONSOLIDATED (VIBRATED) GROUT POURS.
12. LIFTS OF GROUT SHALL BE KEYED 41NCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.
13. MASONRY BELOW GRADE SHALL BE GROUTED SOLID.
14. CONTRACTOR SHALL BRACE MASONRY WALLS TO RESIST WIND LOADS UNTIL FLOORS AND
ROOFS ARE IN PLACE, AND THE MASONRY HAS REACHED 75% OF THE REQUIRED STRENGTH F'M.
BRACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA - CONSTRUCTION SAFETY
STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 3-4B - "BRACING CONCRETE
MASONRY WALLS DURING CONSTRUCTION."
WOOD FRAMING NOTES:
1 STRUCTURAL SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER, AND CONNECTIONS HAVE
BEEN DESIGNED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION." INDS)
2. PLYWOOD HAS BEEN DESIGNED IN ACCORDANCE WITH "PANEL DESIGN SPECIFICATION." AND
SHALL CONFORM TO "VOLUNTARY PRODUCT STANDARD PS1 CONSTRUCTION AND INDUSTRIAL
PLYWOOD.'
3. ORIENTED STRAND BOARD (OSB) SHALL CONFORM TO "VOLUNTARY PRODUCT STANDARD PS2
PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS
4. ALL BEAMS AND HEADERS SHALL BE (2)-PLY U.N.O.
5. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
SHALL BE ANCHORED WITH 1/2" DIAMETER CAST -IN -PLACE ANCHOR BOLTS WITH 7" EMBEDMENT,
4" (MINIMUM) AND 12(MAXIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
THIRD OF THE SILL PLATE, WITH NUT AND 3"x3"x0.229" WASHERS AT THE ANCHOR SPACING
BELOW:
MAXIMUM ANCHOR BOLT SPACING = 2-T O.C.
REFER TO "PRE -APPROVED FIELD REPAIR NOTES" SECTION FOR ALTERNATE ANCHORAGE
APPROVALS, FOR OTHER ANCHORS NOT LISTED, SUBMIT TO ENGINEER OR RECORD FOR
REVIEW.
6. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY -AND WOOD BEAMS
POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN 112" ON
TOP, SIDES, AND END(S) SHALL BE PRESSURE TREATED OR SEPARATED WITH AN IMPERVIOUS
MOISTURE BARRIER.
7. STRUCTURAL SAWN LUMBER SHALL BE SPRUCE -PINE -FIR NOT /N0.2 OR BETTER U.N.O. WITH
BASE DESIGN VALUES:
F8- 875 PSI Fc_ = 425 PSI F7 = 450 PSI Fc= 1150 PSI F,= 135 PSI E= 1400 KSI
WITH THE MOISTURE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
8. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (2X) TOP PLATES
INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS. END JOINTS IN
DOUBLE (2X) TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
NOT LESS THAN (8)-0.162"x2-1/2" FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (2X) TOP PLATES
OF EXTERIOR WALLS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
SOUTHERN YELLOW PINE N0.2 OR BETTER WITH BASE DESIGN VALUES:
F8= 1100 PSI F,,= 565 PSI F7= 675 PSI F,= 1450 PSI F,= 175 PSI E= 1400 KSI
WITH THE MOISTURE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 5456 WITH THE FOLLOWING
ALLOWABLE DESIGN STRESSES
MICROLLAM LVL PARALLAM PSL(-) TIMBERSTRAND LSL
E = 2000 KSI E = 1800 KSI E = 1300 KSI
Fa = 2600 PSI FB = 2400 PSI Fa = 1700 PSI
(*) -'BOOZER BEAM 2.1 EARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
ON PLANS PROVIDED THE'BOOZER BEAM 2.1 CIS OF EQUAL OR GREATER SECTION
DIMENSION TO THE PSL COLUMN AND OF EQUAL OR LESSER HEIGHT
10. FLOOR SHEATHING SHALL BE 23/32 INCH, APA RATED SHEATHING, 48/24 MIN., EXPOSURE 1.
INSTALL WITH THE LONG DIMENSION OR STRENGTH AXIS OF THE PANEL ACROSS SUPPORTS
AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. PANEL EDGES SHALL BE
TONGUE -AND -GROOVE. FLOOR SHEATHING SHALL BE GLUED AND NAILED TO SUPPORTING
MEMBERS. ADHESIVE SHALL MEET APA SPECIFICATION AFG.01, APPLIED IN ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS. PROVIDE 0.131 "x2-1 /2" COMMON NAILS AT 6 INCH
O.0 ALONG SUPPORTED PANEL EDGES AND 12 INCH O.0 AT INTERMEDIATE SUPPORTS.
11. FOR INTERIOR WALL HEADERS PROVIDE (1)-2X JACK STUD AND (l F2X KING STUD U.N.O. ON
DRAWINGS.
12. FOR EXTERIOR WALL HEADERS PROVIDE (1)-2x JACK STUD AND (1)-2x KING STUD, MINIMUM,
REFER TO CHART BELOW U.N.O ON DRAWINGS:
WINDSPEED OF
<= 140 EXP- C
WALL HEIGHT
SET
9FT
10FT
STUD
SIZE
HEADER SPAN
(FT)
4
1J/1K
1J/1K
iJ/1K
6
iJ/lK
1J/iK
iJ/2K
8
iJ/lK
1J/2K
1J/3K
10
1J/2K
1J/2K
1J/4K
2x4
12
1Jl2K
1J/3K
1J/4K
14
1JI2K
1J/4K
END
16
iJ/3K
1J/4K
ENG
18
1J/3K
ENG
ENG
WIN SPEED OF
<= 140 EXP_ C
WALL HEIGHT
8FT
9FT
10FT
STUD
SIZE
HEADER SPAN
(FT)
4
1J/iK
1J/iK
1J/1K
6
lJ/iK
1J/iK
1J/iK
8
lJ/lK
iJ/1K
1J/1K
10
1JlK
1J/lK
1J/iK
2x6
12
1J/1K
1J/1K
1J/1K
14
iJ/iK
1J/1K
1J,�1K
16
iJ/1K
1J/1K
1J/1K
18
1J/1K
1J/iK
1J%1K
13. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD BEARING WALLS; WALLS NOT SHOWN ON
STRUCTURAL FRAMING PLANS ARE INTERIOR NON -LOADING BEARING PARTITION WALLS.
14. LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2X STUDS AT 16" O.C. MAXIMUM U.N.O.
NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRUCTED WITH 2X OR METAL STUDS (18
PRE-ENGINEERED ROOF TRUSS NOTES:
1 ROOF TRUSS SHOWN ON STRUCTURAL DRAWINGS IN CONCEPTUAL ONLY TO ILLUSTRATE
TRUSS -TO WALL CONNECTIONS AND DOES NOT SERVE AS A ROOF TRUSS DESIGN. ROOF
TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN CONFORMANCE FOR THE INDICATED
LOADS WITH ANS17PI 1 "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
TRUSS CONSTRUCTION.' FINAL PRE-ENGINEERED ROOF TRUSS FRAMING LAYOUT AND DESIGNS
TO BE BY ROOF MANUFACTURER'S DELEGATED ENGINEER.
2. ROOF TRUSSES SHALL BE DESIGNED FOR THE SUPERIMPOSED LOADS IDENTIFIED IN THE
DESIGN CRITERIA NOTES SECTION.
3. THIS PLAN IS DEVELOPED FROM THE REVIEW OF MASTER TRUSS FILES. ANY LOT THAT DEVIATES
FROM THE MASTER TRUSS FILE ON RECORD,OR FOR PLANS FIELDSTONE AE IS NOT
CONTRACTED TO PERFORM TRUSS REVIEW ON, THE CONTRACTOR IS RESPONSIBLE TO ASSURE
THE DIRECT COMPLIANCE OF TRUSS MANUFACTURER LAYOUT TO THESE DRAWINGS & VERIFY
ALL TRUSS CONNECTORS ARE SUFFICIENT TO WITHSTAND THE UPLIFT/LATERAL LOADS IMPOSED
4, TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
AT ALL TRUSS -TO -TRUSS, TRUSS -TO -BEAM, AND BEAM -TO -TRUSS CONNECTIONS.
5. REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS SHAPE, OVERHANG, DIMENSIONS, SLOPES,
SPANS, DRAINAGE, BEARING WALL HEIGHTS, ETC.
6. THE POSITIONS, WEIGHTS, AND METHODS OF ATTACHMENTS OF ALL MECHANICAL UNITS,
ELECTRICAL FIXTURES.. PLUMBING. FIRE SPRINKLERS, ETC SHALL BE INCLUDED IN THE DESIGN
OF THE TRUSSES BY THE TRUSS MANUFACTURER. SEE ARCHITECTURAL DRAWINGS FOR ATTIC
ACCESS SIZE AND LOCATIONS.
T SUPERIMPOSED LOADS FROM SECONDARY FRAMING (I. E. SOFFITS, PARAPETS, VALLEY FRAMING,
UPPER TRUSSES, ETC) SHALL BE INCLUDED IN THE DESIGN OF SUPPORTING TRUSSES.
8. CONTRACTOR TO PROVIDE TRUSS BRACING PER BCSI-B3 IN ADDITION TO PERMANENT BRACING
SHOWN ON THE TRUSS DESIGN PROVIDED BY THE DELEGATED TRUSS ENGINEER.
PRE -APPROVED FIELD REPAIR NOTES:
1. MISPLACED DOWEL REPAIR: THIS NOTE DESCRIBES ALTERNATES TO MITIGATE THE CASTING OF
REBAR VERTICAL REINFORCEMENT AT AN INCORRECT LOCATION.
IF THE WALL HAS NOT BEEN BUILT: DRILL AND EPDXY #5 REBAR (36" LG.) INTO THE THICKENED
EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REBAR IN
ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH 12" LAP AT
THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAM/BOND BEAM_ COMPLETE
GROUTING OF WALL.
IF THE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT, OPEN THE WALL AT THE
CORRECT LOCATION APPROXIMATELY 16" (I) x 4" (W) AT FLOOR LEVEL. DRILL AND EPDXY #5
REBAR (32" LG.) INTO THE THICKENED EDGE OF SLAB_ LAP VERTICAL REINFORCEMENT IN
ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH 12" LAP AT
THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAM/BOND BEAM. COMPLETE
GROUTING OF WALL.
2. MISSING/MISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
INTO CONCRETE:
A 1/2"x6" TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
DIRECT 1:1 REPLACEMENT FOR A 112" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT INTO
CONCRETE.
A 1/2" THREADED ROD SET-36 EPDXY 7" EMBEDMENT WITH 1-3/4" MINIMUM EDGE DISTANCE AND
7-1/2" MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 112" DIAMETER ANCHOR
BOLT WITH 7" EMBEDMENT INTO CONCRETE.
INTO GROUT FILLED MASONRY (GFCMIJ):
A 1/2"x6" TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 4'-8"
O.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT 6-0" O.C,; LIKEWISE A
1/2"x6" TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 2'-8"
O.C. REPLACES A 112" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT 4'-0" O.G..
3. SIMPSON MASA SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
SPACING NOTED HERE -IN ACCORDING TO THE FOLLOWING TABLE:
BASIC WIND
SPEED (MPH)
MAXIMUM
SPACING
<140
6' 0"
140
i' 6"
150
1-3"
NOTES:
1. MASA SPACING BASED ON NO MORE THAN ONE IN THREE INSTALLED WITH ONE LEG
INSTALLED VERTICALLY ATTACHED TO STUD
4. MISSING/MISPLACED TRUSS STRAP ANCHOR: REFER TO "MISSED TRUSS STRAP REPAIR" DETAIL
WITHIN DRAWINGS.
FOR MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN 1/8" BUT LESS THAN 1-1/2" FROM
THE FACE OF THE TRUSS. A SHIM SHALL BE PROVIDED AND NAIL LENGTH INCREASED TO
PENETRATE THROUGH BOTH PLYS OF MATERIAL (I.E. 3" LG. NAILS). WHEN GAP IS GREATER THAN
1-1/2", INSTALL NEW ANCHORS.
5. MASONRY WALL OVERHANGING SLAB
BLOCK OVERHANG REPAIR
< 5/8" NO REPAIR REQ'D
5/8' < OVERHANG < 1-1/2" GROUTSOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
>1-1/2" CONTACT ENGINEER OF RECORD FOR REPAIR
6. NOTCHED TOP PLATES & STUDS REQUIRING REPAIR
ATSTUDS: STRUCTURAL REPAIR IS REQUIRED AT STUDS WHEN A STUD IS NOTCHED TO A DEPTH
GREATER THAN 25%OF THE WIDTH IN BEARING WALLS, OR 40% IN NON -LOAD BEARING WALLS;
OR WHEN A HOLE IS DRILLED/BORED TO A DIAMETER EXCEEDING 40% OF THE STUD WIDTH IN
BEARING WALLS. OR 60% OF THE STUD WIDTH IN NON -BEARING WALLS. IF THE MAXIMUM
HOLE/NOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HSS2-SDS1.5 WITH (12)-1/4"X1-1/2" SIDS
SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-"#"-SDS3 WITH (12)-1/4"X3" SDS SCREWS, WHERE
"#" CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
AT TOP PLATES: A HOLE, CUT, OR NOTCH THAT IS GREATER THAN 50% OF THE PLATE WIDTH IS
REMOVED FOR PIPING (EXCEPT WHEN THE SIDE OF THE WALL WITH THE NOTCH OR CUT IS
COVERED BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT THROUGH. THE
REQUIRED REPAIR IS A GALVANIZED 16-GAUGE METAL TIE THAT IS AT LEAST 1-112" WIDE AND
MUST BE FASTENED WITH (8)-16D NAILS ON EACH SIDE OF THE OPENING.
GA. MIN.) @ 24" O.C. MAXIMUM.
15. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERS/BEAMS SHALL MATCH THE
GIRDER/BEAM PLY COUNT WITHIN 1/2" TOLERANCE (2-PLY STUD COLUMN MINIMUM). SOLID
BLOCK ALL GIRDER/BEAMS THRU FLOOR SYSTEMS AND TO THE FOUNDATION.
16. WHEN NOT SHOWN ON DRAWINGS OR DETAILS, THE NAILING SCHEDULE FOR WOOD FRAMING
ELEMENTS SHALL COMPLY WITH THE IRC TABLE R602.3(1).
O
17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD I- JOIST MANUFACTURER'S
O O Fieldstone
DELEGATED ENGINEER AND BE IN CONFORMANCE WITH THE LOADS & DEFLECTIONS IDENTIFIED
IN THE DESIGN CRITERIA NOTES SECTION. INSTALL PER MANUFACTURER'S RECOMMENDATIONS,
O
NOTES, AND DETAILS. FLOOR FRAMING CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE
C.O.A.# ARCHITECURE:
FOR ILLUSTRATIVE PURPOSES ONLY TO DEPICT FLOOR SYSTEM -TO -WALL CONNECTIONS.
CHANGES TO THE CONCEPTUAL FLOOR LAYOUT SHOWN IS NOT PERMITTED WITHOUT A LETTER
AA26002802
AND REVIEW FROM THE ENGINEER OF RECORD. PREFABRICATED WOOD I -JOIST SHALL
CONFORM TO ASTM D 5055.
#ENGINEERING:
JURISDICTION SPECIFIC NOTES:
29349
1. FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS, PORCHES, AND
0 I BRAHEM ELAYEB, PE
BALCONIES A 1/2" (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTITIOUS
KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
P.E.# 91476
REQUIREMENTS OF ASTM C932 TO GIVE THE CEILING WATER RESISTANCE. THE SOFFIT BOARD
gENJAMIN NIESE PE
PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
WITH R703.1
P.E.# 86025
2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S REQUIRMENTS AND ICC-ES EVALUATION
10/25/2024
REPORT ESR-1495 THE SOFFIT WILL COMPLY WITH R703.1.
DATE
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3400 Auburn Rd
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C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:
'� No. 8
29349
❑ IBRAHEM ELAYEB, PE
P.E.# 91476
STATE OF 14Q
■ BENJAMIN NIESE PE
P.E.# 86025
0
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10/25/2024
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///S,IONA`
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11
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+ 1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com
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C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING: No. -_
29349
0 IBRAHEM ELAYEB, PE �.0 _ _ ��'
P.E.# 91476
■ BENJAMIN NIESE PE :�O STATE OF
P.E.# 86025 �i�� ' FLORIV . ' GN'
10DATE 24 SS/�:IIAL. "'
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+ 1 248.622.4035
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12906 Tampa Oaks Blvd
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com .
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C.O.E.# ENGINEERING: No. 8 5
29349
D IBRAHEM ELAYEB, PE 4,
P.E.# 91476
■ BENJAMIN NIESE, PE i�0 STATE OF 4(
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10/25/2024/ss10NAL
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3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+ 1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstaneae.com
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SHEET #
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OPENINGS PER SW6/S4.2
SECOND FLOOR WALL/HEADER PLAN - ELEV. "J"
SCALE: 1/4 -1 0'
NOTES:
1. REFER TO DWG SO.1 FOR GENERAL STRUCTURAL NOTES
4000 Fieldstone sa I-ACA
#.•.y'= '
C.O.A.# ARCHITECURE: :� //
AA26002802
C.O.E.# ENGINEERING: `` NO.
29349
O IBRAHEM ELAYEB, PE _ .Q
P.E.# 91476
■ BENJAMIN NIESE, PE :�O STATE OF
P.E.#86025 i��� �LOR1D�'•'G�?�
10/25/2024
DATE
ma
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+ 1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com
I i
1
L-
DRAWN BY: FAE
VERSION: 5.0
SHEET NAME
SECOND FLOOR
WALL\HDR PLAN
SHEET #
S2.2J
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Itll
L GIRDER PER MANUF.
1
�
T SAl
@ FLOOR TRUSS: 2x VERTICAL
rFWREG. AT THIS LOCATION FOR 21,d
FLOOR STRAPPING. DESIGN FOR
A CONCENTRATED REVERSIBLE
I
WIND LOAD OF 2,000 LB
�m
FLOOR/LOW ROOF FRAMING PLAN ELEV. "J"
SCALE: 1 /4-10"
NOTES:
1. REFER TO DWG SO.1 FOR GENERAL STRUCTURAL NOTES
2. REFER TO DETAILS ON DWG S4.1 FOR ROOF SHEATHING REQUIREMENTS
(2) HTS16 FROM TRUSS TO (3) 2x4 -�
BUILT UP COLUM.
DTT2Z @ BASE OF
COLUMN w/ (8)
1 /4"xi-1 /2" SDS & 1 /2"
ATR SET
-XP EPDXIED
TO TOP OF CMU WALL
BELOW, MIN. S" EMBED
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ATE SET-XP EPDXIED
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TO (2) 2x4 BUILT UP
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BASE OF COLUMN w/ (81
1/4"xt-1/2" SDS SCREWS
& 1/2" ATE ACROSS
FLOOR AND EPDXIED
TO TOP OF CMU WALL
w/ 8" EMBEDMENT.
TRUSS NOTES
UNLESS OTHERWISE NOTED ON PLANS:
1. ALL TRUSS STRAPS TO MASONRY ARE TO
BE META16.
2. ALL TRUSS STRAPS TO WOOD TO BE
SIMPSON H10A. WHEN INSTALLED ON
EXTERIOR WALLS SHALT_ BE CONNECTED
THROUGH EXTERIOR SHEATHING. (2)
H25A TO BE USED TO MULTI -PLY TRUSS.
(1) EACH SIDE w/8d NAILS MIN. SIMPSON
H2.5A MAY BE USED ON JACK TRUSSES
ON THE EXTERIOR OF THE WALL w/8d MIN.
3. ILO TYP METAL TRUSS CONNECTORS,
FRAME SCREWS MAY BE USED AT
CONTRACTOR OPTION PER THE
FOLLOWING:
A) TRUSS TO TOP PLATE TO BE (2)
SIMPSON SDWC15600
B) MULTI -PLY TRUSS REQUIRE (2)
SDWC 15600 AT EA. PLY
C) (1) SDWC15600 SCREW FROM TOP
PLATES TO JACK TRUSSES
4. FOR DBL TWIST STRAP TRUSS
CONNECTIONS(LTS/MTS/HTS) REFER TO
DETAIL R60 FOR INSTALLATION
CONFIGURATIONS.
DISCLAIMER
FOR PLANS FIELDSTONE AE IS NOT
CONTRACTED TO PERFORM TRUSS REVIEW
ON, THE CONTRACTOR IS RESPONSIBLE TO
ASSURE THE DIRECT COMPLIANCE OF TRUSS
MANUFACTURER LAYOUT TO THESE
DRAWINGS & VERIFY ALL TRUSS
CONNECTORS ARE SUFFICIENT TO
WITHSTAND THE UPLIFT/LATERAL LOADS
IMPOSED.
IF ANY TRUSS CONNECTOR SHOWN IN THESE
DRAWINGS CAPACITY HAS BEEN EXCEEDED,
THE TRUSS MANUFACTURER SHALL NOTIFY
THE ENGINEER OF RECORD IMMEDIATELY
000 Fieldstone
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C.O.A.# ARCHITECURE:
AA26002802'��
C.O.E.# ENGINEERING- _ No. 8�
3GALE�H4'-F FRAMING PLAN ELEV. "J" 2saa9 =
ROOF _
O IBRAHEM ELAYEB, PE
NOTES: P.E.# 91476
i. REFER TO DWG SO FOR GENERAL STRUCTURAL NOTES
2. REFER TO DETAILS ON DWG S4.1 FOR ROOF SHEATHING REQUIREMENTS ■ BENJAMIN NIESE PE i O STATE OF 4,
P.E.# 86025�;
10224 '/SS'fONAI. f'
DATE
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Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+ 1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com
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rooF FRA1NIG 1119il 5
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NOT TO SCALE RWG-112
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11/01/2023
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O0O Fieldstone
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:
29349
O IBRAHEM ELAYEB, PE
P.E.# 91476
■ BENJAMIN NIESE, PE
P.E.# 86025
10/25/2024
DATE
No
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0STATE OF (/I -�
p�0RIDP'.•
/s`S�0NAL �?�
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Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+ 1 248-622,4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www-fieldstoneae. com
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C.O.E.# ENGINEERIN �'No. 86`-
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❑ IBRAHEM ELAYEB, PE
P.E.# 91476
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3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+ 1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www. fieldstonea e. corn
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C
Y
W
o
77
ra
M LU
O
L
DRAWN BY: I FAE
I' VERSION:5.0
SHEET NAME
DETAILS -
FLOOR
I SHEET #
IS4.3.1
FASTENERS
ALLOWABLE LOADS
CONNECTOR
OTy
TYPE
GRAVITI
ii6sl@1.0
UPLIFT (I6s1 [o,
LATERAL
(lbs)@1.6
METAI£
8
0-148"x1-1;2"
..
1450
11,140
F2 770
HFTA16
9
0.148"xl-1/2"
1810
F1.340
F2: 770
{2) META1£
a'l 1- l
iG
O.I48"xl-1/2"
--
1875
Fl 680
:2.770
{2)META16
a Z- or 3-
140
162"x3-1/2`
--
745
F1. 1285
F2 : 1080
(2) HETA16
10
0. 148'x1-I12"
--
120
F1 680
F2. 770
(2) 4ETA16
2- or 3-0v
12
0.162"x3-1/2"
-
236E
F1 1350
f2-1430
HSTM16
8
0. 148'x1-1/2"
--
1110
F3:120
€2. 90
4
1/4"x1-3/4" CONC SCREW
LGU M28-2
6
3 3" x 4' TITEN HD
8250
243E
6
1/4'x 21/2'SOS SCREW
MSTC28
36
0.148"x31/4"
3460
MTS12
14
0.148'xl-1/2"
--
990
--
2' MT512
28
0-148 xl 1/2"
--
1980
--
NITS-16
14
0 148'xi 1/2'
--
990
-
HU210-2
18
1 /4" x 2 3/4" CONIC SCREW
3500
1800
-
30
C 148" x 3"
HTSl6
32
0.148`xl 1,'2'
--
2.990
'21 HTS16
16
0-148x11/2"
1310
HTS20
24
0 148"xl-1/2"
1310
L6TA12
SO
0. 148"x2-1 2'
92S
LSASS
14
0148"x21l2"
-
1235
LSTA30
22
0.148 `x2 1/2'
--
1640
-
MSTA24
i8
0.148^X21'2"-
(2) MSTA24
36
0.148' X 2 1/2"
3,280
MST Am
26
0. 148, X212"
--
2050
-
(2)MSTA36
52
0.148" X 2 1/2"
4,100
MSTA30
22
0. 148"x2-1/2"
--
20SO
--
MSTC28
36
0.148" x 3 1/4'
-
3,460
-
MSTCS2
62
0148"U-1/4"
4735
MSTAM24
9
0.148" X 3"
-
1,42E
--
S
1/4" X 2 1/4"
MSTAM36
13
0. 149" X 3"
--
U70
-
8
1/4" X 2 1/4"
(2) MSTAM36
26
0.148" X 3"
--
3740
-
16
1/4 X 2 1/4"
--
MSTCM40
"
1/4'k2-1/4"CONCSCREW
_
28W
_
14
D.148"x3-3�4`
MGT
22
0.148"x3"
--
3965
F1.775
F2: 525
1
- "ATR
tIGT-3
16
0.148'x3'
_
10,790
--
2
3/4"ATR
VGTR orL
1
5/8 - ATR
_
2225
F7.6SO
F2. SOB
16
1/4"x3^ SDS
VGTR/L
2
5 8"ATR
_
5545
Ft 650
F2:630
32
1/4N3" SDS
VGT
1
SAS " ATR
4940
F1 . "IS
F2: 590
16
1/4" X3" SDS
12)VGT
2
SIB" ATR
718S2pN 8890-
3 l
F1, 118E
F2: 590
32
14"x3"SDS
DI
i
8
1/2" ATR
i 4"XT'SDS
182S-2x4 ruin
214 2 2x4 min
-
FITT4
1
5/8"ATR
_-
3610
--
18
0.148"x3-1 2"
HTT5
1
5/8^ATR
_
4670
-
26
0. 148NT'
HTTSKT
1
578"ATR
5445
-
26
SD p10x2-If 2"
ABU44Z
1
5/3" ATR
7570
1900
-
22
0.162"x3-1/2`
A8U66Z
1
5/8" ATR
1820S
247E
--
12
CI
Et sA
10
0>31^x2-1/1"
F2: 110
H30A
18
0.148"x1-112"
_
2340
F1 SGS
F2.285
HiOA-2
18
0.148"xl-1/2"
-'
1080
F1:680
F2. 260
HUC43
14
1/AIN2-3/4"CONE SCREW
3500
113E
--
6
0.14SN3"
E,Li
24
1/4"x2-3/4"CONE SCREW
508E
2015
--
12
0. 148N 3"
LU526
4
OA48"YT'
865
116S
SP,y4
12
0.143"xl-I?2"
- -
Side 640
Center:1190
--
DTC dLV,
4
3/16"x2-3/4" CONC SCREW
IT : 85
F2:135
2
0.131N2-1/2"
A35
12
0. 131x1-1/2
_
_
F1.650
12, 67(1
SDWCIS6OD
-
SDWC,SGW
--
615
F1:130
F2. 225
SDWC15450
1
SDWC15450
295
F2:150
HTU26
20
0. 162"x3-112"
3200
1250
--
14
0.148"x3"
LGU3.fi3-SDS
16
1/4" X 2 1/2"
6,720
5}55
--
12
1/4" X 2 1/2"
HDUS-SD525
1
7/8"ATR
_
7,870
--
20
1/4" X 2 1/2" SDS
HDUII-SDS2.5
I` ATR
--
11,175
--
30
1/4^ X 2 1/2" SDS
TH026
20
0.162" x 3"
2940
324G
--
20
0.34 $" x 11/2'.
TH02&2
28
D.162" x 3`
4310
4860
--
16
PRECAST LINTEL GRAVITY LOAD TABLE 421
LOADS LSTED WAVE BEEN CALCLRATED OR COMPILED FROMAPPROVED MAN UFACTURERS.
CAST-CRErE, LOTT'S CONCRETE, QUALITY PRECAST CO.
MAXIMUM LOAD (PLF)
APPROX.
LINTEL LENGTH
MAX. CLEAR
OPENING
,fPEA
3"LINTEL
8"TYPE S
8"TYPEC
12"TYPES
12°TYPE t
4 TYP B"
4-xY¢E "„
16TYP B
. i #DEi.
20'TYPEB
'r2fi TYPEC
24, TYPE
24°TYPEC
28"TYPEB
24rTYM"C
32TYPEB
219'
1! 6'
223I
3069
3719
3280
5163
6607
8054
9502
10000
774
, 18000
3'6"
2'2"
2231
3-1
1119
1111
1111
-7
1154
1111
1-
-3D69
�:.4ES1�.";
., Fu2i5,, ,�:
., �..„'.',.`=7.547
•,..
':,8974,
:(i0000
�14iIQD'd`,.
4'0"
2 8"
1783
2561
2751
3280
3820
489C
5961
7034
8I07
z 256
:,:,;
»,,"9r. Y.
_. `;,,.i54.7,.„
."-,"$974,
a;"tNlililt4 ,.
ia,` v�
4'6"
3,"
1343
1969
2110
2992
2931
3756
4576
5400
6224
"1965
4375 ,5
3 .3�tl5T°
2'
7pY+}
,E.+857Y
;fi1t16J`
a1>.'.
1149
1433
1716
1111
11.
3132
3.1
4249
5' a,
4'C"
1006
1341
1431
1716
21-
3132
1111
4649
1349
30904,
4567
�5..„,.`
3Ppa
.` '''�t9756 . ,
'.: 5817
7674
5' 10'
4 6'•
860
1105
1273
1600
1631
2990
2549
3009
3470
"
4899
6' 6"
5 2"
710
1232
2i77
3738
3480
3D31
3707
4383
5051
-1732
ten,;
2i8B s.
� _
s381 '
•- 8360
;$c25
-.
7'6"
6 2"
570
991
1729
2109
2632
2205
2698
3191
3685
'%I
V29.
21m•
2€32" .:'.
3898
;. 5661
4742
,
8' 4"
TO"
488
599
1160
1516
1626
2564
3-86
2818
3302
wt.
15,
„3 -
' 2s64 ,
` 3486
964
'-✓?3'$7 't
9'4"
Er Or
416
699
1160
N/A
1625
2564
3486
2818
3302
659- ..
,ii45 ��'
,.ii A
. $64„ E.:
A3486
'7964
183$f-.`
IO'6"
9'2"
354
535
890
N/A
1147
MRS
2777
2163
2536
515.'
H ``
:^ t'2a93
.,
1' 4"
lU 0"
315
567
990
N/A
1366
1846
2423
3127
40%
1.1E
10? all
292
525
873
N/A
1254
1694
2193
2805
3552
12 6"
11'2"
277
471
755
N/A
1075
1429
IE38
2316
28M
471
13' 4`
12' 0"
255
471
755
N/A
1075
1428
1838
2316
2535
. q71'.
-
'
14'0'
12' 8`
23g
424
706
N/A
10G2
1326
1697
2127
2278
424
766,
2697
14'8"
134"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N.A
784' `;
N A,-+'.
"'::`.
"±421` .
(. 1779�
-':2188° .,
. ;26H •?<`.
Ile
14'0"
NIA
N/A
N/A
NIA
N/A
N/A
N/A
N/A
N/A
J'3"
26 G"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
JAy
N/A
N/A
5i8`";:
A 4-ie
,'`
s %f717*
',' }979`
�N
• �4Qf4
rA ,. ."-
19'S
190,
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
20'0"
28'8"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NrkA:-
a': ° z,
_ A�4.
24'0"
228"
N_
N/A
N/A
NIA
NIA
N/A
N/A
N/A
N/A
*PRESTRESSED "8"W/2" RECESS U- LINTELS
Type A = Untiied no Rebar; Type B= Cond nu ous Grout, Steel pe r Dian In Bond Beam Only; Type C = Continous Guru?.Sreel per plan In Sond
Beam & Lintef - --- -
LEGEND
ICI
8x8 FILLED CELL W/ (1) - #5 REBAR
- - - -
BEAMS
8x8 FILLED CELL W/ (1) - #7 REBAR$'
HEADER -WIDTH TO MATCH WALL
-- ---
GIRDERS
IU
8x8 FILLED CELL W/ NO REBAR REQD
-- -----
PLUMBING WALLS (FOR REFERENCE)
-------
BEARING/SHEAR WALLS (FOR REFERENCE)
45` CMU -FILL CELLS Wi #5 REBAR
ROOF BLOCKING
�
12x12 FILLED CELL W/ 44 REBAR
i.'.
(IN WALL)
BALLOON FRAMED
--
1202 FILLED CELL W/ #4 REBAR
WALLS/HIGHER BEARING WALLS
ILA'
(IN COLUMN)
CONCRETE TIE BEAMS
ELEV
ELEVATION INDICATOR
®
PLUMBING PENETRATION FOR
�\
r�
DETAfL INDICATOR
FRAMING LAYOUT
HDR 51 E
LINTEL OR WOOD HDR DESIGNATION
OPEN SIZE
(ALL WOOD HDB'S TO BE (2) PLY U.N.O.)
(X i_
BRACED WALL LINE
ABBREVIATIONS:
AS
ANCHOR BOLT
EA
EACH
INT
INTERIOR
AFF
ABOVE FINISHED FLOOR
ELEV
ELEVATION
JST
JOIST
ALT
ALTERNATE
EMBED
EMBEDMENT
MAX
MAXIMUM
APPROX
APPROXIMATE
EN
EDGE NAILING
MFR
MANUFACTURER
ARCH
ARCHITECT/ARCHITECTURAL
EQ
EQUAL
MIN
MINIMUM
ATR
ALL THREADED ROD
ES
EACH SIDE
MISC
MISCELLANEOUS
BLK
BLOCK
EW
EACH WAY
MO
MASONRYOPENING
BLKG
BLOCKING
EXP
EXPANSION
NOM
NOMINAL
BOF
BOTTOM OF FOOTING
EXT
EXTERIOR
NTS
NOT TO SCALE
BOT
BOTTOM
FD
FLOOR DRAIN
OC
ON CENTER
BRIG
BEARING
FDN
FOUNDATION
OPIN
OPENING
BTWN
BETWEEN
FIN
FINISH
OPP
OPPOSITE
CANT
CANTILEVER
FIR
FLOOR
PEN
PLYWOOD EDGE NAILING
CL
CENTERLINE
FIN
FIELD NAILING
PLYWD
PLYWOOD
CIP
CAST IN PLACE
FT
FOOT/FEET
REINF
REINFORCING/REINFORCEMENT
CJ
CONTROLJOINT
GALV
GALVANIZED
READ
REQUIRED
CLR
CLEAR
GDR
GIRDER
RO
ROUGH OPENING
CMU
CONCRETE MASONRY UNIT
GIRD
GRADE
SC
STUD COLUMN
COL
COLUMN
GWB
GYPSUM WALLBOARD
SHTG
SHEATHING
CONC
CONCRETE
GYP
GYPSUM
SIM
SIMILAR
CONT
CONTINUOUS
HD
HOLD DOWN
SP
SOUTHERN PINE #2 OR BETTER
DBL
DOUBLE
HDR
HEADER
SPF
SPRUCE FIR FIR #1 /#2 OR BETFER
DIA
DIAMETER
ILO
IN LIEU OF
TYP
TYPICAL
DWG
DRAWING
IN
INCH
LINO
UNLESS NOTED OTHERWISE
140 WINDSPEED CHARTS
Z023 f)<rt-t C-PrenUies
Gable Roof Comport
Hip Roof Components
Wan Componems
Effed1w Wind Area
Zone 1
Zone 2
Zane 3
Zone 1
Zone 2
Zme 3
Zone 4
Zone 5
A> 100 SQFT(Gird-
13.4
-27.4
13,4
-33.0
1'
-37.3
13.4
-23.5
13.4
-28,3
13.4
-28.3
24.0
-26.4
24.0
-29,4
A <50 SOFT (Wintlows}
14.8
-31.2
14.3
-425
14.8
-49.4
i4.4
-27.8
14.4
1 -35.5
1 14.4
-35.5
25.2
1 -27.6
25.2
1 -31.9
A c 10 SOFT (Fasteners)
18.7
-40.2
18.7
1 -64.1
IS.. 7
-76.'
21.1
-37.8
21.1
1 -52.2
1 21,1
-52.2
28.3
1 -30.6
28.3
1 -37.6
Cotnpuneiiicaetd
ctdmBFrasseees SD)-2023'.R.
R SEN PRESSURES a'OMN ARE MINIMUM ALOXAOLE
vAIDES. VALES ARE Po RE INCREASED AS
RMUIREO BY MORE SIRINCLNI IOCAL REPUIRIMLNIS
Positive Negative
Height Effective Pressure Pressure
Description Zone Width (ft) (ft) Area (ft2) (psf) (psf)
16070 OHGD
---
16
7
112
23.6
-2&3
3068 w/3010
TR
4
3
8
24.0
26.7
-29.1
3080 DOOR
ENDS
3
8
24.0
26.7
-34.8
25SH
4
3
5.25
15.8
27.5
-29.9
6068 SGD
4
6
6.67
40.0
25.8
-28.2
2868 DOOR
4
2.67
6.67
17.8
27.3
-29.6
3050SH
4
3
5
15.0
27.6
-30.0
30505H
ENDS
3
5
15.0
27.6
-36.5
204DSH
4
2
4
8.0
28.3
-30.6
6068 DOOR
4
6
6.67
40.0
25.8
-29.2
1/2345H
4
2.33
4.25
9.9
28.3
30.6
2040 FI%ED
4
2
4
&0
28.3
-30.6
30505H(2)
4
6
5
30.0
26.4
-28.8
I�111111���
OHO Fieldstone .�`\
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:
29349
_'-': No.
O IBRAHEM ELAYEB, PE
P.E.# 91476
�O STATE OF
IN BENJAMIN NIESE, PE
P.E.# 86025
�i�� F4ORIDP •' ���`
1024/SS10
.....
DATE
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326 '
+ 1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com
i
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uj
C 1n _J
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F_
L
DRAWN BY: FAE
VERSION: 5A
SHEET NAME
!REFERENCE
CHARTS
SHEET #
S5.1
_ I