BEACH 1960 (2) DESIGN CRITERIA AND LOADS
10'_011 35-0 IZ U-BLOCK TIE BEAM WITH lZ
CONTINUOUS Building Code.
2001 Florida Building Code
411 SLAB ON GRADE (POOL DECK) Code For Deslgn Loads
ANSI/ASCE -7-98 cYl Q)
05 x 36" EPDXIED 6" INTO WALL SPACED 32" O.C. <1CVq.
ST6 Roof Loading (Cd- 125) cCl cv JP
- -- -- -- -- - --- - -- -- -- - -- - - -- -- - CORNE5VERTICALATi6" O.C.ANDINE (�
r -- - --- -- - - - R 20 Top Chord Dead Load par ,� (P CJ
Top Chord Live Load 2of d)
Bottom Chord Dead Load 5 sf '
36" WIDE x 16" DEEP I -- -- - --- - - - -- -- --- I Bottom Chord Live Load 10 par Z Z
LL
1=ootlNr3 WITH 12" CMU p S
STEMWALL REINFORCECL_ AA I (II
WITH5VERTICALS AT I --- -- - --- -- --- - -- - - -- - - - - - --- - --- - --- - � I Ll U @
16" O.C.(SEE SECTIONS Floor Load (Cd 1.00)
ing Q-
FOR DETAILS) I I I I Top Chord Dead Load 10 par v
UJ***CONTRACTOR BF-WARE*** 1 I 12" 1350 PSI CMU WALL WITH top Chord Live Load 40 per � LU ca
I I Chord Dead Load 5 per
FULL BED TYPE M OR S GROUT Bottom � (� � 3
i
THIS FOUNDATION PLAN AND THE REMAINDER OF I I AND 9g TRUSS TYPE JOINT Bottom Chord Live Load 0 psf ca cp
THESE DRAWINGS WERE PREPARED FROM AUTOCAD dp I I REINFORCEMENT BETWEEN EVERY J J j 1 L � O
FILES THAT WERE SUPPLIED BY THE CONTRACTOR iv 101_411 I I OTHER COURSE. IL i
THOUGH A REASONABLE EFFORT WAS MADE BY THE - Wind Loading CCd- lb0) Q v
ENGINEER of RECORD t0 CONFIRM THE ACCURACY I I N5 STARTER WA211 BEND AT EVE ASCE 1-95, 3s Gust 120 MPH U
i I I OF THE DIMENSIONS SHOWN WERE, CONTRACTOR IS I I WALL VERTICAL - 2511 LAP Exposure Category C
CAUTIONED TO CONFIRM THE DIMENSIONS OF THE V
ro
Importance Factor 1.0j'r�j• FOUNDATION PLAN AGAINST THOSE REPORTED ON I 16" DEEP x 36" WIDE CONCRETE
e I I THE ARCHITECTURAL DRAWINGS PRIOR TO POURING I I STRIP FOOTING W/(3?5 CONTINUOUS Building Category II
THE FCJ?:DATION CONCRETE. I Enclosed
BEARING ON UNDISTURBED OR 1-
36" WIDE x I6" DEEP PROPERLY PREPARED SOIL. Interior Pressure CoeFf 0.18 '� m
--- , I 1 FOOTING WITH 12" CMU CtC Destgn Pressures (sea table 1)
STEMWALL REINFORCED v
1 11 I ■ I I WiTH 5 VERTICALS AT BOTTOM OF FOOTING MAX 2' Specia 1 f=loor (Covered Der J Loading (Cd■ 100) 0�
16" O.C.(SEE SECTIONS ABOVE BOTTOM POO
20_m I I I I FOR DETAILS) Top Chord Dead Load 10 psF U X -�
-i top Chord Live Load 60 par
L -- - J I I Bottom C.�crd Dead Load 5 par
Bottom Chord Live Load 0 par ca
r - --- I 5 RETAINING WALL AT POOL DECIG
L --- - --- --- - ---- - -- - - - 1 - T
SLAB IN HATCHED L-- - ---- ---- - -- - -J I TA5LE 1 COMPONENT AND CLADDING
AREA t0 BE 225" `r 13
LOWER THAN REST - - - - - - - - - - - - - - - - I I s DESIGN PRESSURES
OF FIRST FLOOR I - ■ - �_D
SLAB (SEE SECTION I aInterior Zone End zone
4/Stb) i ---------------------�
:Er:fl�l
(pef) (pef)
L- ---- --- I � -
��o 0 - 20 sq.ft. +36 -39 +36 -49
I I I _
1- - -- --- - J - I 8 I i I IAA
BOLT PATTERN sl - 50 eq.it. +35 -38 +35 45 U_22511 `
-1 81 - 100 sq.rt +33 -36 +33 -41
WI6x6l 36 kai STEEL BEAM WITH 2x10 No.2 1/4" PL WEB STIFFENERS EACH U
SYP LEDGER FASTENED TO WEB WiTH (2) SIDE OF WEB - (4)STIFFENERS
I I I ROWS 5/8" DIAMETER A30'1 THROUGH BOLTS EACH END OF BEAM. 1� " z�°q +31 -33 +31 -38
L-- -- AND Z" DIA WASHERS AT 24" O.C. STAGGERED SEE FRAMING PLANS: IZ=INTERIOR ZONE,EZ-END ZONE
\ r - i 10" x 13" x 1" THICK BR's PLATE WITH (4)3/4"
\ 1--I- - -- - - -i A325 BOLTS CONNECTING BEAM t0 PLATE 1/4" EXPANSION JT �—
\ I M 611 X e" SQUARE PATTERN CENTERED ON I I� I � I �
L -- J \\ L-- - - -- I COLLUMN (TYP TOP * BOT COLUMN) 4" SLAB ON VAPOR BARRIER OVER Et�1'11TE DE OVER& MIL F O U I V D A T I O I�1 NOTES O T E S
/ L —— —J I 1/411 FILLET WELD ALL THE WAY AROUND TREATED SOIL. (� �
I CONNECTING B1aG PLATE TO COLUMN 1. Concrete compressive strength for footTngs= �
5'-4' I ( I 11 1 I 1 511 DIAMETER x 3/8" WALL THICKNF-55 2,50[9 psi at 28 days CUNO�
14-t0 2. Concrete compressive strength for slab = 2,500
I 1 I r- 36 Icb1 STEEL COLUMN.
THIS DIMENSION IS BASED I I I 1 psi at 28 dads (UNO).
ON THE PRESUMPTION THAT 8 1" THICK 6000 PSI NON-SHRINK GROUT
THE SOILS ADJACENT TO I 1 I I 3. All reinforcing steel i"3 and bigger shall be ASTM -iF-� Q)
THE POOL DECK EAST OF I I -- I I TOP or- GARAGE CURB A615 grade 40 deformed bars (UNO). �
HERE ARE MODERATELY 2 -il--�
SLOPED AND STABLE - L I 4. All reinforcing steel shall have 90 degree bend Q
(ABLE TO RESIST EROSION). ST5 I _ __ _ _ _ - --- - - 4" SLAB ON GRADE (POOL DECK) c'it corners with a 25" lap.
CONTACT THE ENGINEER of I I - -- -- -- -- p
IF THIS IS NOT THE CASE, T T 5. Fibermesh is an acceptable alternative and shall �
RECORD TO DESIGN I I I I not require WWF. _� : q
EXTENSION OF RETANING I I I 6. This foundation was designed for use on f( 4
WALL- relatively level terrain with no sudden changes in
�y
16" PIPESQUARE CMU N SUI PORT.BLOCG PEDESTAL. soil conditions (either material composition or
- FOR PIPE COLUMN SUPPORT. elevation) within 15 Feet of the Foundation Footprint.
SUBSTITUTE 16" SQUARE I I � �—
PIER BLOCKS UNDER Er-E\ I I I a� _ (4)d5 VERTICALS ARRANGED IN 911 SQUA Should the contractor find that the supporting
- COLUMNS (TYP) I 1 I I PATTERN. material is not relatively homogeneous within that
5 STARTER BARS At EACH VERTICAL BAR area or that there are retaining walls or other
1 WITH 2511 MIN LAP.(1211 BEND BOTTOM) sudden changes in elevation within the described
1 ST5 I I 16" DEEP x 360 WIDE CONCRETE area, contact the engineer of record For TI-ESS BTRucTURAL DRAWMGS
THE
1 6 OFF 6 I I STRIP FOOTING Wu(3)5 CONTINUOUS consultation prior to concrete placement.
- - HAND - - I BEARING ON UNDISTURBED OR -i. Earth fill supporting slabs on rade shall be free I1aT PREPAOF-THERED PROD
n „ PROPERLY PREPARED SOIL. pp g g GONSTRLCTION of THE PROJECT
36 WIDE x 16 DEEB I 1 I I • • of organic material and cohesive soils. Compact DESCRIBED M THIS TITLE BLOCK
FOOTING WiTH 12" CMU I I BOTTOM OF FOOTING MAX 21 the Fill in 12" lifts to at least 959. of Modified AND AK!E: INTENDED FOR USE sY
STEMWALL REINFORCED I 1 ABOVE BOTTOM OF POOL A LICENSED CONTRACTOR DO
WITH 5 vERTICALS AT I I I I Proctor Maximum Dry Density. The contractor or NOT PEWIT CCNSTI=TION
16" O.C. (SEE SECTIONS homeowner shall em to the services of a UTH THESE PLANS BY AN
FOR DETAILS) I I I I 6 STEEL FRAME FOOTING p y 02-EROR OTHER
I I I I __ registered Florida geotechnical engineer to UNLICENSED BUILDER
I , confirm that the subject site is suitable to support
the proposed structure. Gseotechnical engineer
a I I 1 I a
I I I I shall serve as delegated engineer and shall
1 1 I 1 perform subsurface investigations in pursuit of data Consulting Inc
1 1 1 1 required by 61G15-31.008 F.A.C_
L
1 8. Stemwa I is over 4 courses tall require special
1 - -- - - --- - -- - --- -AA
--- - - -J attention to bracing during construction. Contact
A� engineer of record if this condition exists.--- - - - - --
9. To control cracking in the slab, cut 1 deep saw
L - - -- -- -- - J 6,1 cuts in a 15' x 15' grid throughout the slab within 12
-- -- - ---- --- - - (2)04 CONTINUOUS hours of concrete placement.
t' 91.3" ,_ , 9'_3" I'-2 ' 10. Do not scale footing dimensions and locations
-• 5 11111 from the Foundation Plan. Do not determine
411 footing location from architectural plans or Framing
LIMITS of POOL DECK 22''011 6x6 WL4 x wI.4 - 81 Plan. If footing size or location is not determinate
from use of Foundation Plan alone, contact the
WATERPROOF BARRIER All 1211 411
engineer of record.
11. Simpson Strong-Tie Acrylic Tie (REPORT
**
SITE FRE PARAT i ON ** � BEARiNG CURB STEP SECTION ER-5191) shall be used in all drilled and epoxied
connections to concrete. Anchor bolt, threaded or
THIS FOUNDATION PLAN AND THE REMAINDER doweled reinforcing steel must be embedded to "�%.
OF THESE STRUCTURAL PLANS WERE PREPARED the specified depth, in a hole drilled 1/16" greater •Z E •��.��
UNDER THE ASSUMPTION THAT THE SITE WILL BE
PREPARED
, �•..
PREPARED M ACCORDANCE WITH THE than the diameter of the anchor. Manufacturer's
,# •
i y? 0 i.
RECOMMENDATIONS SET FORTH IN "GEOTECHNICAL specifications must be followed for proper
a
M
Installation.
EXPLORATION" REPORT NO. 21922 PREPARED BY >;'►- ^ati �; `
UNIVERSAL ENGINEERING SCIENCES CONJUNCTION
WITH THIS PROJECT MO. 91880-001-01) Warcen'�l:�;a�rlg�n,I(1;�',�
PE
411 1�q. ®3 ••''�•� .
03/ 4✓, /tl F ,•'
FOUNDATION FLAN _ _ _
SGALEf i/411 - 1'-0" •• FOUNDATION KE"INCTES:
'ate i - 11 nil
6x6 W1.4 x WI.4
811..n11 DEEP THICKENED EDGE 241188,Ga20" DEEP 1TG W/
WATERPROOF BARRIER 8" 811 4 AAWKI)04 CONT (3)04 EW
8 CURB STEP SECTION 1211 DEEP FTG wr4 a 12" Q 3011661x2011 DEEP FTG W/ STI
A EW UNDER BOX COLUMN E W04 EW
16"SG�xIZ" DEEP FTG W/ 3611011 DEEP FTG W/
(4)"4 EW
(3)"4 ELU
eTRUCTURAL KEYNOTES:
8"x8" DEEP THICKENED EDGE NOZ SYP BEARING BLOCK
W/(I)'4 CONT FASTENED TRUSS W/12d
COMMON NAILS. USE (2) •�
ROWS A 311 O.C.FOR 2x4 <1Cl) C14Q)
A1211 DEEP FTG W/04 0 12" BLOCK OR(3)ROWS a 3"
EW UNDER BOX COLUMN O.C.FOR 2x6 BLOCK n (q (
- 4� (
ST6 16"SQxl2" DEEP FTU W/ TOP PLATE SPLICES t0 BE P
� 0
A (3)04 EW A BRIDGED W/(2)MSTA24 WKIS) Q LLL
10d COMMON EACH,(l)
Z
STRAP EACH FACE OF WALL. Z S (a
24"SQ40" DEEP FTG W/ w •
-------------------- -------------------- IZ IZ IZ
(3)'.4 EW Q FASTEN MEMBER TO DEADER f(1
L v Q)
K OR BEAM W/HTS W/(20) 10d
30"SQx20" DEEP FTG W/ OR EQUAL CONNECTOR LU
E APPROVED BY EOR RATED L(4�'4 EW FOR 1,450"UPLIFT (Cd■Ib0) (a = d)
Q6"SQxEW DEEP FTG W/ Q FASTEN MEMBER t0 HEADER 'N
(4)04
L OR BEAM W/(2)WTS W/(20) �. v
10d EACH OR EQUAL V
48"SQx24" DEEP FTG W/ CONNECTOR APPROVED BY V
(5)64 EW, TtB EOR RATED FOR 2,900•
I UPLIFT (Gd■Ib0) D}(13
STD✓ ST5 Q 1/2" ALL-THREAD DRILLEDQ FASTEN MEMBER TO HEADER
N t EPDXIED W/2" SQUARE OR BEAM W/(3)HTS W/(20)
10d EACH OR EQUAL
WASHER MIN. 6" EMBEDMENT U
REQUIRED • EACH END CONNECTOR APPROVED BY O In
OF OPENINGS EOR,RATED FOR 4,3500 }
UPLIFT (Cd■Ib O) v O
1U1% Ca
1 1 1 1 1 1
m
md) LEGEND AN AMINO; NOTE.:
� D D R
I
PROVIDE POCKET/HOLE m INTERIOR BEARING WALL
I IN LOGIX WALL FOR BEAM
51 TO BEAR- T TO
BE TRIMMED OUT WITH PT 1z 44EADER FRAMING
2x10. BEAM BI TERMINATES 35"x1611 MICROLLAM BEAM 53 BY TRUE
j AT THE EXTERIOR FACE OF 2 JACKS 2 KINGS TRUSS ABOVE (UP) [2)1x6-1/2 - HEADER/BEAM CALL-OUT
I I I THIS WALL.
O�HSIDE DBL TOP PL NUMBER OF KING STUDS EACH SIDE OF OPENING Q)
I I I AND PUSH BEAM UP � NUMBER OF JACK STUDS EACH SIDE OF OPENING LL
LL
HGUC414 m SIZE OF HEADER MATERIAL (NO.2 SYP) ((
LU NUMBER OF PLIES IN HEADER �y
I I
I I BEAM Bl BY TRUE TRUSS ABOVE (UP) U1/TAPCONS
QBI •EALL ACH OTDHER WER
(g)12ANdD KINGS SHALL BE FASTENED TO
L------------ ----- I I IZ _
i I I •IF BUTT JOINT M PLATE OCCURS OVER HEADER CONNECT DBL
IZ TOP PLATE TO HEADER WITH SPH4/6 W/(IO)Bd EACH SIDE OF
BUTT JOINT.
•WINDOW OPENINGS 6' AND GREATER REQUIRE 1/211 ANCHOR BOLTS
OR REDHEADS W/ 1-1/2" DIA WASHERS AT 48" ON CENTER UNDER WINDOW
I I Iz CONNECTING BOTTOM PLATE TO SLAB. V
(2r1x6-1R • IF HEADER NOT SPECIFIED,CONTACT ENGINEER OF RECORD
----------------i
• I HIGH UPLIFT CONNECTIONS
I PLACE STUD GROUP UNDER TRUSS SPECIFIED ON FLAN.
O NUMBER OF STUDS EQUALS NUMBER OF PLIES IN TRUSS (UNO).
I
' CONNECT TRUSS t0 TOP PLATE WITH (2)LGT2 W/(28Abd SINKERS
I OR(3)14tS W/(20)104. IF USING LGT2 ON SINGLE PLY TRUSS, n��
APPLY 48" LONG SCAG d
AB TO BOTTOM CHORD AT BW/(16)Ib . -il--� Q)
I i r
PLACE ATC WITHIN 3" OF STUD GROUP. :3
Iz EMBED ALL-THREAD 12" IN STEMWALL APPLICATION. -$-� z:
OU58TITUTION OF TRUSS TO PLATE CONNECTOR RATED FOR 3;000 w
2 I i 2 j UPLIFT (Cd■Ib0)ACCEPTABLE IF APPROVED BY EOR
STD✓ I i ST5 PLACE STUD GROUP UNDER TRUSS SPECIFIED ON PLAN. `ll
O NUMBER OF STUDS EQUALS NUMBER OF PLIES IN TRUSS (UNO).
CONNECT TRUSS TO TOP PLATE WITH (I)LGT2 W/(28)lbd SINKERS
OR(2)4TS W/00)IOd. IF USING LGT2 ON SINGLE PLY TRUSS, U
I I APPLY 48" LONG SCAB TO BOTTOM CHORD AT BRG WKI(bAbd.
PLACE ATC WITHIN 3" OF STUD GROUP. �—
EMBED ALL-THREAD "I" IN STEMWALL APPLICATION.
SUBSTITUTION OF TRUSS TO PLATE CONNECTOR RATED FOR 1,1860
UPLIFT (Cd■lb0)ACCEPTABLE IF APPROVED BY EOR
, I I
_ I
® PLACE STUD GROUP UNDER TRUSS SPECIFIED ON PLAN.
NUMBER OF STUDS EQUALS NUMBER OF PLIES IN TRUSS (UNO).
I i 3 CONNECT TRUSS TO STUD GROUP WITH (2XGT2 W/(28)lbd SINKERS
3 I I TR-ESE STRJCTURTAL DRAWNGB
OR (3)1-ITS W/(20)10d. IF USING LGT2 ON SINGLE PLY TRUSS,
STDG i 11 i ST5 APPLY 4811 LONG SCAB To BOTTOM CHORD at BRG w/(lbn6d. WEA PREPARED FOR THE
I 5 DIA.36 KSI STEEL COLUMN W/ , Wlbxb-I,36 kal STEEL BEAM 511 DIA. 36 KSI STEEL COLUMN W/ CONSTRUCTION OF THE PROJECT
I I 10"x13"x1" THICK B L T AND( A __ _ _ __ _ 10"x1311x1" THICK B PLT AND CONNECT STUD GROUP TO BEAM BELOW WITH (3)MSTA24 W/(1SA0d DESCRIBED IN TNIB TITLE BLOCK
AND BOTTOM (DISCONTINUE CON __ — — ——— ST(o AND I0nOM (DISCONTINUE CONC SUBSTITUTION OF TRUSS TO PLATE CONNECTOR RATED FOR 3,200" AND ARE INTENDED FOR USE HY
WALL AROUND COLUMN). WALL AROUND COLUMN). UPLIFT (Cd■Ib0)ACCEPTABLE IF APPROVED BY EOR A LICENSED CONTRACTOR.DO
1 I 1 I I I I NOT PER11IT CONSTRUCTION
PLACE STUD GROUP UNDER TRUSS SPECIFIED ON PLAN. UT14 TMSE PLANS BY AN
1 I I I I 1 I I ® NUMBER OF STUDS EQUALS NUMBER OF PLIES IN TRUSS (UNO). OU•NER-BUILDER OR OTI-ER
1 1 I 1 1 I I 1 I I CONNECT TRUSS TO STUD GROUP WITH (ULGT2 W/(28)I9,d SINKERS UNLICENSED BUILDER
OR (2)HTS W/120J10d. IF USING LGT2 ON SINGLE PLY TRUSS,
APPLY 4811 LONG SCAB TO BOTTOM CHORD AT BRCS W/(I6)Ibd.
V I I I I I I I I I CONNECT STUD GROUP TO BEAM BELOW WITH (2XISTA24 W/(18)10d BW1
1 1 1 I 1 I I I I E 1 I I I SUBSTITUTION OF TRUSS TO PLATE CONNECTOR RATED FOR 1785•
I I 1 UPLIFT (Cd■Ib0)ACCEPTABLE IF APPROVED BY EOR Consulting Inc g
x I x 5HEARWALLS
1 1CA 1 I I I 1 `� I 1 1 1 THE WALL SHEATHING MATERIAL, SHEATHING FASTENING, AND HARDWARE
1 I 1 1 1 1 1 I 1 1 SPECIFIED M THESE PLANS COMPRISE THE LATERAL LOAD MWFRS.
BECAUSE OF THE HIGHLY CUSTOMIZED NATURE OF THIS RESIDENCE,
STANDARD SHEARWALL CONSTRUCTION AND CALLOUTS ARE NOT
APPROPRIATE.
L------------------------- --------------------------------� - ---- ---�----�-- --�---� - ---�-- -- ---- ---�---�-
EZ 1 E
9"x1211 3000 PSI CONCRETE
COLUMN W/(4)5 VERTICALS ------ -------- WOOD FRAME SEARING WALLS
AT 2" COVER AND 02 STIRRUPS
AT 6" O.C. EXTERIOR WALLS ARE 2x6 (UNO)
2x10 No.2 SYP DECK JOISTS AT 1611 OAC.(PRESUMED DRY) INTERIOR WALLS ARE 2x4 (UNO)
FRAMING MATERIALS (UNO)
8 911x12" 3000 PSI CONCRETE DBL TOP PLATE - No.2 SYP
COLUMN W/(4)vS VERTICALS STUDS - No.2 SPF AT 1611 O.C.
STIb AT 2" COVER AND 02 STIRRUPS BOTTOM PLATE - No.2 PT SYP
• R��Hf'•. .a
i w,•
AT 6"
O.C. HARDWARE
STUDS: SPH4/6 W/(10)8d TOP AND BOTTOM OF EVERY v ` �' ' .• �,,''�
OTHER STUD AND EVERY HEADER KING - h
OR BEA TI BELOW
STRAP SAME STUDS TO WOOD WALL T vo
OR BEAM BELOW WITH CSIb W/120n0d. �
BOTTOM PLATE: 1/2" ANCHOR BOLTS AND 2" SQUARE
SCALE: 1/4" = 1'-0" WASHERS At 32" O.C.t0 SLAB,CMU WALL,OR ICF WALL. WarreirrV:-Qart(rga�ii
PE;Nb'�B�3�..�
MASONRY AND LOGIX LINTELS m31
1st 00
FALL LINTELS IN 12" MASONRY SHALL BE CAST-CRETE 12F-16/I5 (UNO)
WALL f � INS FLAN
TOP COURSE UNDER OPENING SHALL BE FILLED U-BLOCK WITH
5 CONTINUOUS 1211 BEYOND OPENING.
SCALE: 1/4" = 1'-0"
LOGIX LNTELS SHALL BE MIN 12" DEEP WITH 5 BOTTOM BAR AND
03 TOP BAR AND 02 S-STIRRUPS PER LOGIX MANUAL. DEEPER
LINTELS AND BIGGER BARS MAY BE SUBSTITUTED AT WILL.
ALL OPENINGS FOR WINDOWS AND DOORS IN MASONRY AND LOGIX ST2
WALLS SHALL BE TRIMMED WITH PT 2x8 FASTENED TO CONCRETE
OR MASONRY WITH (2)ROWS 1/4" X 411 LONG TAPC0NO AT 1211 O.C.