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19/32' CD-EXP.I PLYWOOD SHEATHING=
C�ENEfRAL NOTES AND &FECIFIC,4710NS � Z
W/ ad CGM. NAILS 6 (o' CIC AT EACH 44
1.0 GENERAL ENCsINEERiNG AND CONSTRUCTION, SUPPORT AND Sd COIN, NAILS m 4' CIC 7��5� C C) N C 7 O� ���� � �L E
DESIGN AND CONSTRUCTION SHALL BE iN COMPLIANCE WITH THE $0, FLORIDA 3.5 SHORING AND RESHORING OF CONCRETE CONSTRUCTION- ALONG 51DE ALL EDGES. y, o'
¢ <
BUILDING CODE, BROWARD COUNTY LATEST EDITION, AND THE REQUIREMENTS (a) THE SHORING SYSTEM DESIGN AND INSTALLATION SHALL BE MADE BY AN STEEL PLATE 111/4'x 41/4'x 3/8' 1 N 1
SET FORTH BY THE LOCAL BUILDING OFFICIAL. EXPERIENCED CONTRACTOR OR ENGINEER AND SHALL BE iN ACCORDANCE WITH THE (Fy= 36ks1) (2) �2 x 1/4 LONG S/S FULLY TREADED UPLIFT PRODUCT w Z
ITEM MODEL FASTENERS
FOLLOWING: 93,4. BOLTS THRU TRUSS AND OUTLOOKER CAPACITY APPRoy, No. o $,
1.1 GENERAL: CONSTRUCTION METHODS, PROCEDURES, AND SEQUENCES ARE THE 1) RECOMMENDED PRACTICE FOR CONCRETE FORMWORK (ACI 347). -� WITH WASHERS AND LOCK-NUTS 1 pp > N F1
RESPONSIBILITY OF THE CONTRACTOR THE CONTRACTOR SHALL LAKE THE NECESSARY 2) FORMWORK FOR CONCRETE, PUBLICATION 5P-4, ACI. (TYPICAL) SEMCO TAPR210 5-10d COM. NAILS 100"
OF 3'x
MEANS t0 MAINTAIN AND PROTECT THE STRUCTURAL INTEGRITY AND SERVICEABILITY 3) RECOMMENDED SAFETY REQUIREMENTS FOR SHORING CONCRETE ANGLE 3 (BOLT LENGTH MUST BE LARGER THAN
THE CONSTRUCTION AT ALL TIMES, FORMWORK', SCAFFOLDING AND SHORING INSTITUTE, W/ EXTENDED LEG 1 THE (2) MEMBERS)
(b) THE ARCHITECT SHALL NOT BE RESPONSIBLE FOR THE SHORING OR RE5HORING (Fy= 36 ksi) x X - /4 (TYF,) 3 0 5EMC0 TAPR214 8-10d COM. NAILS 1055" "35_0818.11 T '
12 CONSTRUCTION LOADS: STRUCTURAL MEMBERS AS SHOWN IN THE WORDING DRAWINGS OF CONCRETE CONSTRUCTION FOR THE PROJECT. `0• PROVIDE HURRICANE ANCHOR o '
HAVE BEEN DESIGNED 70 CARRY THE CODE REQUIRED SERVICE LOADS ONLY, THE / {' (SEE ROOF FRAMING PLAN)
al
STRUCTURAL DESIGN OF THIS PROJECT HAS NOT CONSIDERED LOADS IMPOSED DURING 4.0 MASONRY. SEMCO 7APR214 + " F °
3 8 -10d COIN, NAILS 2100 z
CONSTRUCTION, CONSTRUCTION LOADS MAY EXCEED THE SERVICE DESIGN LOADS. THE (a) CONCRETE MASONRY UNITS SHALL BE TWO CELL BLOCK MADE OF PORTLAND 0 "95-0818.11 -
5EMC0 TAPI6 8 -106 COM. NAILS
CONTRACTOR SHALL BE RESPONSIBLE FOR ENGAGING THE NECESSARY CONSTRUCTION CEMENT, WATER AND APPROVED AGGREGATES AND SHALL CONFORM TO THE STANDARD • 3"x (o'
ENGINEERING AND DESIGN, AND DETERMINING AND EMPLOYING THE METHODS NECESSARY SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS ASTM C 90-10 12 MEMBER `� o
WITH A MINIMUM COMPRESSIVE STRENGTH F'm = 1,500 PSI, - 4 SEMCO RTP18812 6-10d COM, NAILS 630"
TO SUPPORT ALL LOADS IMPOSED DURING CONSTRUCTION, 'n • 5 O "35-0818,13
�.
' (b) MORTAR SHALL BE TYPE 'M' OR 'S' AND SHALL CONFORM TO ASTM C-210, _- (TWISTED) EA. MEMBER : y:,
13 CONSTRUCTION COORDINATION: THE CONTRACTOR SHALL COORDINATE ALL WORK SECTION 402, PLACE HOLLOW UNITS WITH FULL MORTAR BEDMENT IN ALL COURSES OF a DIAM. HILTI KWIK 11/21 G ------ ________ _ 1 _ " T
REQUIRED BY THE ARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING AND PIERS AND COLUMNS AND IN STARTING COURSES ON FOOTINGS AND SOLID WALLS, AND gi ' * 70P OF BEAM O o
WHERE ADJACENT TO DELLS OR CAVITIES 70 BE REINFORCED OR FILLED WITH GROUT OR O SEMCO CLPBF 12 8dxliz NAILS IN LEDGER R- 950 "96-0321 02 W
ELEGTRiCAL WORKING DRAWINGS, AND SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, BOLT 11 ) 33/4, ELEV. VARIES 6-8d COM. NAILS IN TRUSS U= -110" x ul
CONCRETE. REMOVE MORTAR PROTRUSIONS EXTENDING MORE THAN 1/2 IN. INTO CELLS (CARBON STEEL
AND THE LOCATION AND SIZES OF ALL CHASES, INSERTS, OPENINGS, SLEEVES, OR CAVITIES TO BE GROUTED, 2 REQUIRED 3 ' ;n ¢ O
FINI$1-4ES, DEPRE55IONS, AND OTHER PROJECT REQUIREMENTS NOT SHOWN ON THE I U Ca L� <
(c) MASONRY WALLS HAVE BEEN DESIGNED A5 'REINFORCED MASONRY' A5 PER ACI 530 1/ PRE-FAB WOOD t " ® 2- SEMCO HCPR 4-Sd COM, NAiLS 510" "35-1003.04
57R1CTURAL WORKING DRAWINGS, WITH REINFORCING BARS PROVIDED TO RESIST TENSILE STRESSES. PROVIDE REINFORCING BARS 3 4 EA, MEMBER - Z
AS SHOWN IN PLANS BUT NOT MORE THAN 4 FT. c/c MAXIMUM SPACING. PROVIDE "8 LADDER '� TRUSSES '� (1 EA. SIDE OF CONNJ
1.4 CONFLICTS: WHEREVER CONFLICTS, DISCREPANCIES, OR AMBIGUITIES EXIST IN 24' O.C. o
TYPE JOINT REINFORCING 6 16'c/c VERTICALLY, EXTEND 4' INTO FRAMING COLUMNS AND
THE STRUCTURAL DRAWINGS, SCHEDULES OR NOTES, THEY SHALL BE BROUGHT TO THE �° (PROVIDE
ATTENTION OF THE ARCHITECT FOR CORRECTION AND/OR CLARIFICATION. PROVIDE 6 MiNIMUM LAP SPLICES ELSEWHERE. ii/41 �� I 15 VERT. REINF, e 46' CIC MAX. V Z
a SHOP DI.I.IG S I
(d) VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT TO SPACING HOOKED TOP OF TB, V�
15 SHOP DRAWINGS: MAINTAIN A CONTINUOUS UNOBSTRUCTED CELL AREA NOT LE55 THAN 3 IN, x 3 IN. 12 FOR ARCHITECTS I
(a) THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS DETAILING CONCRETE 4
� - APPROVAL) I W/ STD, HOOK. M a
REINFORCING STEEL, PRECAST AND PRESTRESSED STRUCTURAL CONCRETE UNITS, (e) CELLS CONTAINING REINFORCEMENT SHALL BE SOLIDLY FILLED WITH GROUT i o
STRUCTURAL AND MISCELLANEOUS STEEL, WOOD ROOF TRUSSES, AND OTHER CONSTRUCTION AND POURS SHALL BE STOPPED 1 1/2 IN. BELOW THE TOP OF A COURSE TO FORM A KEY 1-3/4'0 THRU BOLT
AT POUR JOINTS, ALL GROUT SHALL BE PROPORTIONED ACCORDING TO ASTM C-476 AND
REQUIRING OFF-SITE FABRICATION INCLUDED IN THE STRUCTURAL DRAWINGS FOR THE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS. UNLESS 6► S'X12' CON(, TIE BEAM
APPROVAL OF THE ARCHITECT, OTHERWISE REQUIRED, MIX GROUT TO A CONSISTENCY WHICH HAS A SLUMP BETWEEN 6 �� W/405 BARS CONT, (TYP.) I STRAP TO BE PLACED AT EA, FAGS OF TRUSS, OFFSET STRAPS IN T.B. SO
AND 11 1N. PLACE GROUT WITHIN 90 MINUTES FROM INTRODUCING WATER iN THE MIXTURE E "3 STIRRUPS a 48' O.C. THAT NAILS AND BENDS IN EACH STRAP DO NOT INTERFERE. ..� Q
(b) APPROVAL OF SHOP DRAWINGS BY THE ARCHITECT iS FOR COMPLIANCE TO DESIGN AND PRiOR TO INITIAL SET. �� ( ADD 2"5 CORNER BARS W/30' LEGS °
AND LAYOUT ONLY. THE CONTRACTOR SHALL CHECK AND APPROVE THE SHOP DRAWINGS (f) CLEANING HOLES SHALL BE PROVIDED AT THE BOTTOM OF ALL CORES CONTAINING 4" 3 STIRRUPS '� 12' O.G, a ALL CORNERS ), _
BEFORE SUBMISSION TO THE ENGINEER THE CONTRACTOR SHALL BE RESPONSIBLE VERTICAL REINFORCEMENT, GROUT SHALL BE POURED IN LIFTS NOT TO EXCEED 5 FT, 4' MiNiMUN a Z
FOR DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION WITH OTHER DEPTHS, ALLOWING A MINIMUM OF 30 MIN. AND A MAXIMUM OF 1 HOUR BEFORE POURING THE EMBEDMENT (TYP.)
CONSTRUCTION TRADES. REMAINING HEIGHT. MAXIMUM GROUT POUR SHALL NOT EXCEED 12 F7, ALL GROUT SHALL BE W
I AT �'r►�
Z
CONSO I AT D AT TIME OF POURING BY MECHANICAL VIBRATION AND THEN RECONSOLIDATED Z
L D E , 3 x � WOOD �',
lc) THE CONTRACTOR SHALL SUBMIT SUFFICIENT COPIES OF THE SHOP DRAWINGS BY MECHANICAL VIBRATION AFTER INITIAL WATER LOSS AND SETTLEMENT HAS ACCURRED.
SE�. 11 N RAFTERS w
TO ALLOW THE ENGINEER TO KEEP ONE SET OF DOCUMENTS FROM EACH SUBMITTAL FOR C ) TIE BEAMS SHALL BE 8'x12' MIN. AND SHALL BE REINFORCED WITH 4 No-5 BARS
H15 RECORDS, CONTINUOUS AND SHALL HAVE 4-No-3 TIES 912'c/c AT CORNERS AND AT EACH BEND AND AT
5 i THE REINFORCING A 6 8 THRU BOLTS WITH
48 c/c ELSEWHERE UNLESS OTHERWISE SPECIFIED. CONTINUITY OF E RE N ORCING 5H LL ,
CONNECTOR T� l A� (2) 3 x 12 WOOD
Cd) THE CONTRACTOR SHALL ALLOW A MINIMUM OF ONE WEEK FOR THE ARCHITECT BE PROVIDED BY iS MIN. LAP SPLICES AND BY PROVIDING AT ALL CORNERS 2-No5 BENT LOCK WASHERS
TO REVIEW SHOP DRAWINGS AFTER DATE OF RECEIPT BY THE ARCHITECT, FOR LARGE BARS EXTENDING A MINIMUM OF 30' iN EACH DIRECTION. FOR 2 MEMBER GIRDER BEAMS
�t AND NUTS � 12'
SUBMITTALS, ADDITIONAL TIME MAY BE REQUIRED,
5,0 TIMBER 1 1 a N
16 INSPECTIONS: (a) ALL TIMBER SHALL HAVE A MiNIMUM BENDING STRESS OF 1,200 PSI, AND A (6) 5/8'0 THRU M. BOLTS WITH 1/� 4/�
MINIMUM 'E' : 1,600,000 PSI (No. 2 SOUTHERN YELLOW PINE TYP, U,ON,)
(a) (1) THE SPECIAL INSPECTOR $HALL INSPECT THE PLACEMENT OF ALL LOCK WASHERS
REINFORCING STEEL PRIOR TO THE POURING OF CONCRETE. CONCRETE SHALL NOT BE (b) ALL TIMBER IN DIRECT CONTACT WITH MASONRY OR CONCRETE SHALL BE AND NUTS
POURED WITHOUT THE SPECIAL INSPECTOR APPROVAL. PRESSURE TREATED, HAVE AN APPROVED SEPARATING MATERIAL, OR HAVE A GALVANIZED `F -
ANCHOR SEAT, o o r > ',
l2) THE SPECIAL INSPECTOR SHALL INSPECT ALL REINFORCED 60 TRU55 SPECIFICATIONS, 3'x (o' WOOD I/4" THICK O o
MAN50RY CONSTRUCTION PRIOR TO THE POURING OF CONCRETE GROUT FOR REINFORCED STEEL PLATE
MAN50NRY. CONCRETE FOR REINFORCED MASONRY SHALL NOT BE POURED WITHOUT (a) ENGINEER WOOD TRUSS 5Y5TEMB $HALL BE DESIGNED BY SUPPLIER TO RAFTERS (HOT DIPPED GALY.) N °
THE SPECIAL INSPECTOR PERMISSION. CONFIGURATION AND LOAD-CARRYING CAPACITY 5HOUN ON DRAWINGS AND PROVIDE WOOD CAP ¢ N
Lj
SPECIFICATIONS. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. SHOP �� UNDER BEAMS TO (2) 3'x 12' WOOD z
(3) THE SPECIAL INSPECTOR SHALL INSPECT THE INSTALLATION, o
DRAWINGS SHALL SHOW AND SPECIFY ALL CONNECTOR TYPES UTILIZED WITHIN TRUSSES, ✓ COVER CENTER OPENING BEAMS - i
WELDING, AND BOLTING OF STRUCTURAL STEEL AS REQUIRED HEREIN - ?+KS
AS WELL AS CONNECTORS UTILIZED IN ALL OTHER CONNECTIONS AND ATTACHMENTS %� I/z'd COUNTER SUNK �' 6'x 6' WOOD
z
T ik�/, a
1.1 ARCHITECTS LIMITATION OF RESPONSIBILITY;- THE ARCHITECT SHALL NO BE BETWEEN TRUSSES OR COMPONENTS SUPPLIED A5 PART OF THE ENGINEERED WOOD TRUSS ,r M, BOLT ,
RESPONSIBLE FOR THE QUALITY oR COMPOSITION OF MATERIALS, SHOP DRAWINGS OR _---__-_---_- COLUMN FACING (o x (o WOOD -
SYSTEM, AN ERECTION DRAWING SHALL BE INCLUDED, IDENTIFYING ALL TRUSS SYSTEM --- -- EXTERIOR OF e
E E BLDG.
COLUMN
FABRICATION, CONSTRUCTION INSPECTION, SUPERVISION, OR REVIEW, SPECIAL COMPONENTS, AS WELL AS ALL PERMANENT BRACING REQUIRED FOR TRUSS DESIGN. SHOP -
/ COUNTER K O v
INSPECTION, OR THE QUALITY AND CORRECTNESS OF CONSTRUCTION UNLESS THE DRAWINGS SHALL BEAR THE SIGNATURE AND IMPRESSED SEAL OF A FLORIDA REGISTERED (2) 3'x 12 WOOD 2 d C U ER SUN x
APPROPRIATE SUBMISSIONS, REPORTS, APPROVALS, SHOP DRAWINGS, INSPECTIONS, SITE PROFESSIONAL ENGINEER BEAMS M. BOLT Q
1 x TRiM CAP 0 BOTTOM � C7� Z
VISIT, CONSTRUCTION REVIEW, OR SPECIAL INSPECTIONS ARE PERFORMED BY THE 21/2
(b) WHEREVER TRUSS DESIGN REQUIRES CONTINUOUS LATERAL BRACING IN ORDER OF BEAMS
ENGINEER OR HIS REPRESENTATIVE AS REQUIRED HEREIN, AND THEN ONLY SUCH (o'x 6' WOOD —,-
RESPONSIBILITY AS 15 ASSOCIATED WITH THE SPECIFIC WORK PERFORMED AND 15 TO PREVENT BUCKLING OF INCLINED OR VERTICAL WEBS, DIAGONAL BRACING (MINIMUM COLUMN
COMMONLY ASSIGNED A STRUCTURAL ENGINEER IN RELATION TO OTHER ENGINEERING AND 2 IN THICK NOMINAL LUMBER) SHALL BE INSTALLED AT APPROXIMATELY A 45 DEGREE �l
ANGLE TO THE LATERAL BRACE. THE DIAGONAL BRACING SHOULD BE ATTACHED TO THE III }� z
CONSTRUCTION DISCIPLINES ASSOCIATED WITH THE PROJECT. WOOD fR4FTEfR 4 5E,4 I CONNECTION a '
OPPOSITE SIDE OF THE SAME MEMBER REQUIRING LATERAL BRACING AND SHALL BE CONNECTOR TYPE O2 CONNECTOR TYPE � O T
THE ARCHITECT SHALL NOT BE RESPONSIBLE FOR SITE AND CONSTRUCTION SAFETY AND/OR PLACED AT INTERMITTENT SPACING NOT EXCEEDING 20 FT. _ RAKED GABLE END (MAX, UPLIFT=-IZK) (MAX. UPLIFT=-0,5K) °
THE SAFETY OF CONSTRUCTION WORKERS. SITE AND CONSTRUCTION SAFETY 15 THE 10 STRUCTURAL STEEL SPECIFICATIONS. (REACTION= 1 SiU (REACTION= 0BK) c
RESPONSIBILITY OF THE CONTRACTOR THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONNECTOR TYPE CA 1
THE SAFETY OF HIS EMPLOYEES AND THE SAFETY OF THE EMPLOYEES OF ALL 1,1 MATERIALS. (MAX. UPLIFT= -20K)
5-3%
h (a) STRUCTURAL STEEL, ASTM 436. SECTION 2 (REACTION= 3,1K) V ,� O,H,
SUBCONTRACTORS TO THE PROJECT, (b) STRUCTURAL TUBING COLUMNS, ASTM 2500, GRADE V.
C, 3
1.8 ARCHITECT'6 STATEMENT OF COMPLIANCE: TO THE BEST OF THE ARCHITECT'S 1.2 COLUMN BASE PLATES: v
> I
KNOWLEDGE, THE STRUCTURAL PLANS AND SPECIFICATIONS PRESENTED HEREIN COMPLY (a) MINIMUM COLUMN BASE PLATE THICKNESS SHALL BE 3/4 IN. WITH A MINIMUM 1i__ "'�'� , , r J i7�. __ ___� ��___ ____ 1 I _,�
I I I I o
WITH THE APPLICABLE MINIMUM BUILDING CODES, STANDARDS AND PRACTICES. OF FOUR ANCHOR BOLTS, UNLE56 OTHERWISE NOTED. ANCHOR BOLTS SHALL BE ASTM - i" i= I 7? i r' ;,f. , 1 + €
A301, 3/4 iN. DIAMETER UNLESS OTHERWISE NOTED AND SHALL BE PROVIDED WITH
SERVICES PERFORMED BY THE ARCHITECT ARE CONSISTENT WITH THE LEVEL OF CARE AND
LEVELING NUTS AND SHIM PLATE$,
NOTE, I I II I J I I I I I I I z
SKILL ORDINARILY EXERCISED BY MEMBERS OF THE PROFESSION CURRENTLY PRACTICING (b) GROUTING OF COLUMN BASE PLATE SHALL BE PERFORMED AS SOON AFTER FINAL - -
� � i
UNDER SIMILAR CIRCUMSTANCES AND LOCATION. NO OTHER WARRANTY, EXPRESSED OR PLUMBING 15 FEASIBLE, AND PRIOR TO THE APPLICATION OF ADDITIONAL
IMPLIED 15 MADE HEREIN, FRAMING OR CONSTRUCTION LOADS, PREFAB. WOOD TRUSSES SHALL BE I 1
13 TU LA COLUMNS.
SPACED AT 24 C/C MAXIMUM,
BU R L
(a) TUBULAR MEMBERS SHALL BE FILLED WITH CONCRETE HAVING A MINIMUM 28 i ;; - - I'x4� BOTTI CHO
9 2.0 DESIGN CRITERIA, 1- / \ .'' I ' `•� I ,'' Z
DAY COMPRESSIVE STRENGTH OF 2,500 PSI, AND SHALL HAVE 1/4 IN. DIAMETER I I i BRA�GE (T P.)
2.1 FLOOR LOADS: --- --� ---- ---- • ' _
LIVE LOAD (Livin Areas) 50 PSF BO T MM OF THE EEXPOSED LENGTH OFRTHE MEMBER AND ONE ATMiD HEIGHT. � _ 1E----- -_/--� -. \.-�----i-----+-----~----�-- � � \ I ��`
g ULIVE LOAD (Balconies) . . . . . . . . . 100 P5F 1.4 PROTECTION OF METAL: I I �
A (Superimposed) . . . . . . . . . 25 PSF I I I I -� - G ^ o '
DEAD LOAD CSupe posed Ca) ALL STRUCTURAL STEEL COMPONENTS EXPOSED TO THE ATMOSPHERE OR 1 r
8'x12' CONC, TIE BEAM 3 I II I I I
22 ROOF LOADS: ELEMENTS IN THE COMPLETED BUILDING SHALL BE HOT DIPPED GALVANIZED AFTER 0• L - - - - --a I 1 I I I I I I I
FABRICATION. W/ 2 05 TOP ��N Sp 117/N 12' MIN. CONC. RAKED ��
�I LIVE LOAD 30 psf "A3ND IZ 2 05 O BOTTOM��� /C� AND 2 05 BOTTOM
SUPERIMPOSED DEAD LOAD 25 sf - - 1
p TOP OF BEAM
STRUCTURE SELF WEIGHT . . . . . . . . . 10 psF -------------- r
E�EV. t 23'-2 z "�a �r".�
2-3 WIND LOADS: (110 MPH. ZONE, EXP. 'C', I=1.05, ENCLOSED) r � w 4� l I' '` _- °
— AM �! ^" '. T.�'". ,T. j a. 1. '�.,�: ——— TCiP of 3E AM I
----
DESIGN EIGHT 24 FT,
LOAD PRESSURE TOP 01= BE-6 I AST GON�i. Ir,.
ELEV. t 20 ELEV. 20 6
— LINTEL
I-
MAiN WIND RES. SYS. 395 psf I O o
PRECAST CONC.
ROOF UPLIFT z
BEAM W/ 2 "5 TOP LINTEL I I 1 I -W - Q
12 MIN. GONG. RAKED
3.0 REINFORCED CONCRETE.
AND 2 "5 BOTTOM r r CONNECTOR TYPE OI
(MAX. UPLIFT- 0.5K) I1 I I I I I Z '
z
CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301', LATEST EDITION, ---- _Q _ _ L�_ W a
oPtd�NCs I (REACTION=O,SIG) u r I i 1 i I <
'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS', EXCEPT A$ MODIFIED BY I 1 T I 1 1 1 t q
THE SUPPLEMENTAL REQUIREMENTS BELOW. ' r 1 - - - - I \ i ATTIC SCUTTL MUST r i U O o
i TR L ATEDIBETWE�N IC
I I i I I i I I x ' z
TRU55 $ 1 -
3,1 QUALITY OF CONCRETE, ROOF � N O°� 5 { 1 I 1 1 I I y II <� x p
- - - - II 1 I 4 III I I I I I LLl z
(a) CONCRETE SHALL BE NORMAL WEIGHT, AND SHALL ATTAIN A 28 DAY MINIMUM
----y
COMPRESSIVE STRENGTH OF 3000 psi, UNLESS OTHERWISE STATED IN THE PLANS. I. STRUCTURAL ROOF SYSTEM SHALL CONSIST OF PREFABRICATED o �I r I I I I I I I I X g ,
WOOD TRUSSES SPACED AT 24'c/c AND SHEATHED WITH 19/32' (L
(b) UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE MAXIMUM ALLOWABLE SLUMP THICK G-D (EXP. 1) 40/20 RATED PLYWOOD PANELS CONTINUOUS ii' ' i I - - _ - I I I J I I I j i W u
OF CONCRETE $HALL BE FOUR INCHES (PLUS OR MINUS 1'). NO WATER SHALL BE I I I I I I -��
OVER 2 OR MORE SPAN5 WITH FACE GRAIN PERPENDICULAR TO 'I ToP OF BEAM r
- ADDED AT THE JOB 517E TO READY-TO-USE CONCRETE WITHOUT THE APPROVAL OF THE - + --` -- '' I I I �'-- ✓'a �� �� _ �° z
TRUSSES AND ATTACHED WITH ad NAILS AT (o c/c THROUGHOUT. - " _° ��' ELEV. t ,0,-6' i - -� ----- ----- ---- ----- I ----- ---- ----- '- - - - -ENGINEER, AND THEN ONLY WHEN SLUMP TEST$ ARE MADE AND THE CONCRETE 50 �� _y ____�� - = ��
----- L
DELIVERED iS KNOU.N TO BE OF LESS THAN THE SLUMP SPECIFIED. SIGNED AND SEALED BY A SPECIALTY ENGINEER, FOR REVIEW PRIOR TO i i i -�i ,, it V' I `J I I I PRO IDE 2' 4' PE "1ANEI�IT 'X' I W _ _ �`_' �
2. PREFAB, TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS, _ _ II I I I I I . M_
3.2 CURING OF CONCRETE: A CURING COMPOUND SHALL BE APPLIED TO THE TOP OF FABRICATION, SHOP DRAWINGS SHALL SHOW BOTH, LAYOUT AND INDIVIDUAL TRUSS j I k j 'r 8x12 CON(, TIE BEAM BRA ING A SHOW IN PLA a
'GREEN' CONCRETE SLABS A5 $CON A5 PRACTICAL AFTER PLACEMENT OF THE CONCRETE, ARRANGEMENT. 4- a ;� 1 I I NAILED TO TRUSS B W/
NAILS 19 EACH CON ECTIO (TYP.� Z v s
FOLLOWING THE MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. 1
3. COORDINATE ALL DIMENSIONS, DEPRESSIONS AND SLOPES WITH THE
ARCHITECTURAL ANS. COORDINATE LOCATION OF ALL CHASES AND i I I ' ' 0 _ - € ;U' ri + Z
PL - a
_ 2 cn
33 REINFORCING: REINFORCING STEEL SHALL BE GRADE 60. + ;, t I + J { ,
PENETRATIONS THROUGH THE ROOF WITH THE TRUSS MANUFACTURER PRIOR WINDOW ,,� _ � %
.,
4 f
3.4 CONCRETE PROTECTION FOR REINFORCEMENT• THE FOLLOWING MINIMUM TO FABRICATION OF TRUSSES. O1?'EN14lCs 7 -i � ti "T 1 I C r., i I T _ --� -- '
E (_ --- -----I --- ' y'' --t-- r-- t-��_ -fi- - Lr----1---�- -t---t--Js
CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT, 4, FOR GENERAL NOTES, TYPICAL DETAILS AND AND SPECIFICATIONS SEE SHEET 5-3, E CONNECTOR TYPE
ITEM MINIMUM 5, FOR BEAM AND TRUSS ANCHOR SCHEDULES SEE SHEET 5-2, 5-3. ; O �`.
I (MAX. UPLIFT=-05K)
COVER, iN, v
6. UNLESS OTHERWISE SPECIFIED PROVIDE TRUSS CONNECTION r ; (REACTION=0.9K) 3 ' EXPOSED
a) CONCRETE CAST AGAINST AND PERMANENTLY TO ROOF BEAMS WITH ONE SEMCO TAPR214 HURRICANE ANCHORS ; ; i i ;_ 1 -� ' \ 11.0, RAFTERS if#{, .[ ;
EXPOSED 70 EARTH 3 r € O,N, SET BACK O c *•
WITH 10-10d COM. NAILS THRU STRAP r w
Iv) CONCRETE EXPOSED TO EARTH OR WEATHER: (MAX. UPLIFT = 1055") __ -___-_ +'_- . -__ ! _ FINf5H FLOOR w '
-----' 1------
I, DENOTES ANCHOR TYPE TO BE PROVIDED AT TRUSS CONNECTION TO WALL. I -1 ELEV. _ ®'-0' CONNECTOR TYPE A CONNECTOR TYPE 2
"(o THROUGH "11 BARS . . . . . . . . . . . . . . . . . . . . 2
r
05 BARS AND SMALLER . . . . . . . . . . . . . . . . . . . I I/2
c) CONCRETE NOT EXPOSED TO EARTH OR WEATHER: R= X.X K -DENOTES TRUSS REACTION ON WALL IN KIP5, € (MAX. UPLIFT- 2. ) (MAX. UPLIFT- 1,OK) ate ', W
CL
SLABS, WALLS, JOISTS 0"11 OR SMALLER) . . . . . . . . . . 3/4
(REACTION= 3.�K) (REACTION= LSK) 5-2 CL
U= X.X K -DENOTES TRUSS UPLIFT ON WALL IN KIPS. '
BEAMS, COLUMNS (PRIMARY REINFORCEMENT OR TIES) . . , . . 11/2
Q Z It
m i, . ,r. 1i i} FINISH GRADE
E I {��' �{°''''' FONTICIELLA w
fl II + II j3 001 l.i..
a - FLOOfR FLAN ENGINEERING, Inc.
�/ ( _ __ SCALE: 1/4'= 1'-0"- v�
�.�`..�� '"�' � " "' �"'` WITH 3 "5 BARS CONt,
Structural Engineers kwf
SCALE: 1/4'z 1 -0� 11400 1t«t rAdw anok so@ f04rt. ) k rAII&=174 • (3w sas- m n
U � o
- - - - - - -- --_T. - —-— - -- T - _
17 ,_TTY _ _ T
,