3000 Mellonville Ave - BC09-000573 (TORO) (INTERIOR REMODEL) (A)other elements required for the erection operation will be determined and furnished and installed by the
Erector. (MBMA'96 IV 6.2.1,5, RISC 9th ed. 7.9. 1)
JOB: NUMBER:. 900-0022
A. & S CUSTOMER. SHOE MAKER CONS'T'RUCTIt�N ERECTION TOLERANCES
• Erection Tolerances are those set forth in AISC "Code of Standard Practice" except individual members
END USE. -CUSTOMER: - TORO are considered plumb, level and aligned it the deviation does ngt,exceed 1:300 r^
R T ANF 77����JJ lf�\,' T (AISC 9th ed., MBMA'96 IV 6.8) �,`' m'
JOBSITE: • .5. J�.i \ .'1 RD . hJ E,
MINOLE X E� Lk, _
0y COUNTY SJMl L '1 0 E ry
BUILDING IZ ROOF FRAME BOLT TIGHTENING
WIDTH LENGTH HEIGHT SLOPE TYPE R-E/W L-E/WThe proper tightenrng and inspection of all fasteners is the responsibility of the Erector. All high strength
BLDG.." A " 33'-044,-0IT-211 (LS) BF RF
A&S BUILDING SYSTEMS','LT,
OLD HIGHWAY 25 W - CARYVILLE, TENNESSEE 37714 - (865) 426-21417
(A325, A490) bolts and nuts must be tightened by he "Tuhi-of the -nut" method unless otherwise
specified by the End Customer in the Contract Documents, or as allowed by the provisions below.
Inspection of high strength bolt and nut installation by other than the Erector must also be specified in the
Contract Documents and the Erector is responsible for ensuring that installation and inspection,
procedures are compatible prior to the start of erection. (MBMA'96 IV 69)
GENERAL-tightenedAccording to AISC and RCSC, as long as the bolt holes are not oversized or slotted, snug bolts,
THIS STRUCTURE HAS BEEN .DESIGNED UTILIZING THE FOLLOWING AS INDICATED: All materials included in the Metal Building System. are in accordance with the Manufacturer's usual (A325 only), are now permitted except in buildings supporting cranes exceeding a 5 ton capacity or in
details and standards unless otherwise specified on the Order Documents, (MBMA 96 IV 2.1) buildings located in high seismic regions. This shall apply to regions where Ss > 0.6 or S 1. > 0,2. It is.
important to check, with the local building authority on the use of "snug -tightened" bolts since the model
LOADS EDITION CODEDESIGN R.ESPONSIBILTIY code groups, (BOCA, SBCCI and ICBO), have not yet formally adopted this change.
15
2004 FBC Emos A ❑ B C ❑ D ❑ The Manufacturer is responsible only for the structural design of the Metal Building System it designs F
Roof Dead Load =Weight of Steel Building only P L E IEWE0
FL PANEL APPROVAL STATUS APPLICATION UL CERTIFIED and sells to the Builder. The Manufacturer or the Manufacturer's Engineer is not the Design Professional. DRAWING DISCREPANCI V S a+ .�
• Collateral Dead Load 3.0. PSF (Note * when zero) V P:
1 DOUBLELOK ar En ineer ofRecord for the Construction Project. The Manufacturer is not responsible for the design r
YES g j p � Incase of discrepancies between A&S s. steel plans and plans for other trades, t e HN 1plans
• .roof Live Load 111 TributaryReduction ,Allowed .2 LOKSEAM of an component or materials not sold b it or their interface and connection with the Metal Building govern. (AISC 9th ed, 3.3)
5671- 2004APPROVED STRUCTURALROOF Y p Y� c
7 suPERLOI� System unless such design responsibility is specifically required by the Order Documents. (MBMA'96 PERMIT
Primary Framing 12 PSF . .4 ULTRA-DEIG 4
Secondary Framing 24 PSF 7353 .1 BATTENLOKHS 2004 APPROVED STRUCTURAL ROOF YES IV 3.1) It is a violation of the law for any person, unless he is acting under the direction of a licensed DEI, IVERIES DATE;
A 7.2 PANEL YESprofessional engineer, to alter any item on these plans in anyway. If any item on these plans is altered, Delivery of any material by an A&S carrier, a common carrier, or to builder's owns easydl; "chartered, or
Ground Snow Load 0 PSF 5687 ,2 PBR PANEL. 2004 APPROVED STRUCTURAL ROOF the altering engineer must affix to the item his seal and the notation "altered by" followed by his authorized conveyance shall constitute delivery to builder, and thereafter, such material shall.be at
.3 PBU PANEL signature and the date of such alteration, and a specific description of the alteration. builder's risk; If builder chooses to use its ower, or a private carrier, it shall be solely responsible for
Ce— 1.00 1s 1.00 C e - 1.00 g p p
1 PBA PANEL NO compliance with all applicable government regulations. All charges shall be borne by builder. A&S's
Roof Snow Load 0.00 PSF 2 PBG PANEL res onsibilit for damea e or loss ceases uu an delive ofslxi �mneat to carrier.
5690 20Q4 APPROVED STRUCTURAL ROOF FauNDA�I'ION DESIGN
0.00 R 3 PBR PANEL.. APPROVEDFOR The Manufacturer is not responsible for the design, materials, and workmanship of the foundation. responsibility
g p 1
10 Rain on Snow Surcharge PSF .4 PBU PANEL ROOFAC'PLICATIO �i p g > p
11 Wind Load (Note") *) 120 MPH (3 Second gust) GC pr -E-•/-0,18 5691 .1.1: W-120 PANEL 2004 AP:PROVIaD STRUCTURAL ROOF No Anchor bolt plans prepared by the Manufacturer are intended to show only location, diameter, and A&S will endeavor to deliver on the required date. If an A.M. delivery is indicated A&S truck is not
projection of anchor bolts required to attach the Metal Building System to the foundation. It is the considered as being late if deliveries are between 8 am - 12 pm (morning). If a P.M. delivery is indicated
Exposure B 1 s� — 1.00 K d = 0.85 K L1 — 1.00 (No Escarpments) K z 4.701. res onsibilitY of the End Customer to ensure that adequate provisions are made for specifying bolt
A & S truck is not considered late if deliveries are between 12 prim - 5 pin (allernoon)..When each truck
Enclosed EJ Part. Enclosed. ❑Open Maximum -Wall Component Pressure 23.71 psf embedment, bearing angles, tie rods, and/or other associated items embedded in the concrete foundation, arrives; it is expected to be unloaded within a resonable time framne (Approxiinately 2 -Hours after
Building Occupancy Category II (Based on minimum area Suction .31.61 psf as welt as foundation design for the loads imposed by the Metal Building System, other imposed loads, :arriving), However, A&S cannot be held responsible for circumstances beyond our control. For
.anal the bearing capacity of the soil and other conditions of the building site. (MBMA. `96 IV 3.2.2)deliveries via ABcS tremck, A&S will only honor claims that were approved by the Customer Service
❑ Seismic Design Data; Use Group �� I = department at the time of delivery. For deliveries via contract carriers, it is the responsibility of the
f, TM 12— S s =� Sa EXISTING BUILDINGS c:.?stamer to file claims with the carrier. A&S cannot assume any liability.for the claim,
Site Class Definition. — Fa F, The Manufacturer does not investigate the influence of the Metal Building System on existing buildings
Or structures.. The End Customer assures that such buildings and structures are adequate to resist snow SHORTAGES
Design Category = SW S Dr loads or other conditions as a result of the presence of the Metal Building System. (MBMA'96 IV 3.2.5) The A&S customer should make an inspection upon arrival of all building components. Ifan item is
Concentrically Braced Frames (R = Cd missing,, the customer must note on the freight bill and notify A&S Customer Service immediately;
SHOP PRTNIED STEEL otherwise, A&S cannot be held responsible for an shortages, If an item is damaged, note on the bill of
Ordinary Moment Frames of Steel (R Cd �o } p Y g Y g
This is to certify that the, above. referenced building has been .All str•uctur'al.mzm.embers of the Metal.Building System not fabricated of corrosion resistant material or lading and file a claire with the freight agent. Concealed shortages must be reported to A&S's Customer
Light Framed Walls w/Shear Panels (R -- Cd = U ) protected by a coxosion resistant coating are painted one coat of shop primer .-meeting the performance Service de artmnent within time following time l amxme. Dated from. receipt of first deliver
designed in accordance with AISC (Ninth Edition) . p . g ( p y)
Equivalent Lateral Force Procedure used. requirements of TTP -636. All sui ales to receive shop primer are cleaned of loose rust, loose mill scale 1 load job..... 2 weeks 2 load job..... '3 weeks 3 load job..... 4 weeks
❑ Other Loads 1VXAfER.IALS ASTM DESIGNATION MINIM. .t YIELD .N. and other foreign matter by using,.as a minimum, the hand tool cleaning method SSPC-SP2 (Steel 4 load job..... 5 weeks 5 load job...;. 6 weeks 6 load job..... 7 weeks
Hot Rolled Mill Shapes A36, A572)A992 FY - 36 K51 50 KS1 Structures fainting Council) prior to painting. The coat of shop primmer is intended to protect the steel 7 or more load job..... 8 weeks
❑ Mezzanine .Loads Structural Steel Plate A36 A529 A572 A10I I FY — 42'46? 50 &55 KSI framing for only a short period of exposure. to ordinary atmospheric conditions. Shop primed steel which
Live Load __ __� PSF Cold Formed Light Gauge Shapes A1011 ' FY = 57 KSI is stored in.the field pending erection should be kept free of the ground and so positioned as to mninimize A&S's responsibility for shortages expires at the end of these time periods.
Dead Load PSF Cable Bracing A475 Extra High Strength water -holding pockets, dust, mud, and other contamination of the primmer film.. Repairs of damage to
Rod Bracin A36 FY = 36 KSI primed surfaces and/or rel,of foreign material due to improper field storage or site conditions are CORRECTION OF ]ERRORS AND REPA R6
El Crane Information: The Crane Building is designed Roof and Wall Sheetin A.792 FY = 50 KSI 80 KSI not the responsibility of the'Manufacturer. The Manufacturer is not responsible for deterioration of the The correction of minor misfits by the use of driltpins to draw the components into line, shimming,
based upon a CMAA Service Classification C and Machine Bolts A307 ' FY = 36 KSI shop coat of pruner or corrosion that may result from exposure. to atmospheric and environmental moderate amounts of reaming, chipping, welding or cutting and the replacement of minor shortages of
High Stren th Bolts A325 FY =120 KSI conditions; nor the compatibility of the primmer to any :field applied coating. Minor abrasions to -the shop material area nounal part of erection and are not subject to claim.
AISC Loading Condition 2. Anchor Bolts (If suplied A36 FY = 36 KSI coat includin alvanizin X caused b handlin loadin shi ing, and erection after painting '<
p ?(' g d' b) Y gs g� pp g, g P g (MBNA a6 IV 6. 10, RISC 9th ed. 7.12)
❑ Top Running ❑ Underhung Pipe and Tube . A500-B'7/C' FY — 42 KSI or.galvahizing are unavoidable. Touch-up of these minor abrasions is the responsibility of the End
Crane capacity=_ .... Custorzmen(MBMA'96 IV 4.2.4) FABRICATION ION ERRORS
The Building Ivlanufactur'er is a.memzuber of the Metal. The Builder/Customer is responsible for contacting the Customer Service department to advise A&S of
Bridge Weight Building Manufacturers Association. The Building IaRECTION-GENE AL fabrication problems and corresponding cost estimates. A&S will thea be responsible for providingthe
lfoist/Trolley Weight 'Manufacturer's fab icatioi and products. re covered
A&S is notresponsible for the, erection'of the Metal Building System, the supply of any tools or builder with verbal and/or written approval to proceed with appropriate field corrections, This will be
Wheel Spacing by ore or more of the following certifications: equipmrrent, or any. other field work. A&S does not provide any field supervision for the erection of the done in a timely manner.
1. IAS Certificate ofAcerediati,on Program,, Fabricator structure. nor does A&S perform any intermediate or final. inspections of the Metal Building System IF THE BUILDER PROCEEDS WITH CORRECTIVE WORD WITHOUT A&S's APPROVAL, HE IS
❑ROOFTOP LOADS: Inspection Program. FA -431 during or after erection. DOING SO AT HIS OWN RISK,
Field erection of a Pre-engineered Metal Building, as in all construction projects, involves hazards to A&S will only be responsible for claims where the Builder/Customer documents the problem, its
* Loads designated within contract specifications do not allow for any type of persons within the area of the construction and risk of dainage, to the property itself. A&S Building r1uti n n r a ale t_� far repair and submits sarxae for payment within 30 days of the
suspended system (e.g. lights; ductwork, piping, ceilings..... etc.) Systems does not furnish ami.exection manual since field erection procedures can vary because of mammy occurrence.
** This Metal buildin system is designed as an � enclosed stricture. When items including local conditions, equipment availabilit , the e of building bei. erected and the � FORA drawings
s are
g .y g gY g g These drawings. are for the INVOICE PAYMENT
enclosed all exterior components must be designed to resist specified wind expertise of the particular erector, customer to review and By acceptance of the materials or services set Earth in the
loading. Doors are to be closed when a maximum of 50 % of the design wind ..The Erector, by entering into a contract to erect the building, holds itself out as skilled in the erection of confirm. that our concept invoice, Builder/Customer agrees to pay the invoice amount
velocity is reached. Metal Building Systems and is responsible for complying with all applicable local, federal, and state of this project is correct, within the time period specified on the invoice.
EXISTING B7JILDTNGS: Many additions in the state of Florida under the ;.construction and safety regulations including OSTIA regulations as well as any applicable requirements
Y g At no time should a of time AT NO TIME IS IT ACCEPTABLE TO DEDUCT
jurisdiction of the IBC Building coder ray require reinforcement of the existing structure : of local, national, or international union rules or practices. (MBMA'96 IV 6.9) drawings be considered A BACKCHARGE OR SHORTAGE FROM
to meet the more stringent IBC standards. A & S Building Systems, L.P. is not responsible The erection drawings furnished by A&S are not intended to specify.any particular method of erection to
g g y p complete and final. A final set AN INVOICE, NUrmCc�rOBUILDING OFFICmn.L
to make this determination. It shall be the Builder's responsibility. to verify be.followed by the Erector. The Erector remains solely responsible for the safety and appropriateness of �► , APPLICAMN OF SEAL zs FOR
p' R FFI ,E code compliance an all existing, structures. all techniques and methods'utilized by its crews in the erection of the Metal Building System. The of drawings will be issued or
rffrAL BUILDarc; ONLY AND DOLS
USE ONLY Construction at a later date. NU REPRESENTUIEFROFESSIONAL
Erector is also responsible for supplying any safety devices such as scaffolds runways nets etc., which Or- RECMD.
COVER COVER FOR PERIVIMT:
SHEET st1EOr SAFETY PROCEDURE S. may be required to safely erect the Metal Building Systema, (MBMA'96 IV 6.9) A&S Building Systems DRAWING INDEX
ISSUE NO. ISSUE? DATE A&S IS COMMITTED TO MANUFACTU O A QUALITY PRODUCT THAT CAN BE ERECTED SAFELY.. These drawings are for the ,
expressly disclaims any responsibility far injury to persons in the course of erection or for damage to the Issue Sheet No. Description
7 10-1-07 Q product itself, customer to use in his permit 0 C1 OF 1 Cover Sheet
ALTHOUGH GOOD JOB SITE PRACTICES AND A COMMITMENT OF SAFETY BSC'HE ERECTOR; ARE BEYOND p process. The Anchor Bolt Plan
Only experienced persons who are skilled and qualified in the erection of metal buildings should be .
6 4-23-07 THE CONTROL OF A&S, A&S HIGHLY RECOMMENDS' THE ERECTOR. PROVIDE GOOD; SAFE WORKING Y p � � g is the only drawing being issued 0 FIJ2 I2 Anchor Bolt Plan
permitted to field -erect a building due to the hazards of this construction activity. „ , „
CONDITIONS ON THE JOB SITE. THE ERECTOR. SHOULD FOLLOW ALL LOCAL STATE AND FEDERAL HEALTH For Construction", A- final set OF 2
5 4-9-07 The Erector shall furnish temporary guys and bracing where needed for squaring, plumbing, and securing
AND SAFETY RULES AT ALL TIMES. TUE USE OF HARD FIATS RUBBER,. SOLE SHOES SAFETY NETS WHEN of'exectiou drawings will be
4 � 12-4-06 � � � � < � the structural framing against loads, such as wind loads acting on the exposed 1z�anaing as well as loads issued "For Construction" ata -
NEEDED, AND PROPER EQUIPMENT ARE VERY IMPORTANT. ACCIDENT PREVENTION PRACTICES SHOULD BE due, to erection equipment and erection operation, but not including loads resulting from the performance A 501 4F 1 Shake -Out Plan �....:.;,�.�
later date.
3 7-17-06 IMPLEMENTED AND EACH EMPLOYEE SHOOULD KNOW EMERGENCY PROCEDURES, A&S ALSO RECOMMENDS of work by.others. Bracing furnished by A&S for the Metal Building Systeme cannot be assumed to be JOB NO: 909-0022
' ode uate.duriri erection. Temporary supports such as temporary guys, b ❑'FOR CONSTRUCTION: A EI - E8 Erection Drawings
2 4-21-06 DAILY MEETINGS TO DISCUSS SAFETY ERECTION PROCEDURES. q g p xy pp p ry gay , races, falsework, cribbing ar Final Drawings OF 8 COVER SHEET: CI OF l
Us
_... -...... ..- -----
1-0 1/4 6
1
6 SIDEWALL 2 2
2 2 �-
�t + + `I
#. + -i
M
2 2 SIDEWALL A
� � 6
SIDEWALL Q
1-0 1/4 1
AR Dia Column Base Detail AR Dia Column Base Detail AR Dia Column Base Detail
3/4„ BP -01 3/4", BP -02 3/411 .
0-10 3/4
1I
SIDEWALL 1 3/4 Framed Opening Width 1 3/4 t f ---Steal Line
I,
M� Base Angle
1 1/2
Equal Equal Fin. Fir.
VSteel Line
cv w ♦ +
i Ramp (If Required) 1
8 -------------------------------------------- Slab (By Others)
3 Base Trim (8FL161)
AR Dia Column Base Detail rA Dia red Opening AR Layout Base Angle W/o Concrete5/8„BP-07/8, BSW) (For FS , REW BSW)
3 I *Not by building monufacturer
o c 1 3/4"
Pre -assembled Walk Door Anchor Placement
Aft Dia WALK DOOR BASE DETAIL
1/211 (2) REQ'D
SIDEWALL C
C
j
t +
2 2
6
BP -03 AR Di,,,, Column Base Detail
3 /4
$ 3
N
F
1 1/2
1 1/2
SIDEWALL
AR Dia Column Base Detail
BP -04 5/8"
Maximum Endwall Column Reactions
Maximum Braced Bay Reactions
Ver
LN
I Location _
Dead
Load_
live
Load
Wind
Load
Ver
Wind
Load
Har
Wind
Load
Mom
Wall Elevation
--0.2
Wind
Ver
(KlpSI-
Wind
Hor
Kis
Wind
Moment
Kis
MK
Q
Description
DBSCr p
Ft
ONE..
8-0 x 10-0
1
�1
Corner Column
0.0
0.0
0,0
0.0
0,0
Front Sidewall
X -Brace
+72.1
+/--3.5
0,0
C
Interior Column
0.0
0.0
0.0
0.0
0.0
Back Sidewall
None
-1,3
-0.5
Lftl--Longitudinal Primary Wind Load
O
-8.4'
0.2
3
Corner Column
0.3
1.8
-2.5
--0,1
0.0
Left Endwall
R.F.
C
-8.2
0,2
LWL3-Longitudinal Primary Sind Load
A
-5,5
3
Interior Column
0.8
5.2
-7.4
-3.0
0,0
Right Endwall
X -Brace
+/-1.2.11
+/-1.2
0,0
Typical Load Cases and Their Meanings
Note to Foundation Designer.
Themanufacturer has determined the required anchor rod diameter
assuming full allowable combined sheer and tension can be.developed
'in the rod in accordance with -Table 43.3 of the AISC 9th Edition of
the Manual of Steel. Construction, Allowable Stress Design assuming 'a
Threaded part made of ASTM --A36 Steel. It is the responsibility of
the foundation designer to design an .anchorage system ,using rods
of the stated diameter •that develop sufficient strength to resist. the
reactions given on the anchor rod plan. This may require the
addition of embedded. angles, plates, or other Items to allow. the rod
group to develop'o single resistance cone.
Dl.
Dead load
WLR
Wind Load From Right - Case I
CL
Collateral Load
WR2
Wind Load From Right - Case Il
LL
Live Load _
EL
Seismic Load From Left
SL
Snow Load (Bolanced)
ER
Seismic Load From Right
U81,
I Unbalanced Snow Load (W/Wind From Left)
ELC
Seismic Load From Left (For Connections)
UBR
Unbalanced Snow Load (W/Wind From Right)
ERC
Seismic Load From Right (For Connections)
int
Wind load From left Case i
MZL
Mezzanine (floor) Live Load
WL2
IYnd Load From Left - Case Il
A
SECTION "A"
Framed Opening Schedule
MK I QTY Description
AR Projections
DIA PROJ
1/2" 1 1/2"
5/8" 2"
3/4" 2 1/2"
7/8" 3 1/2"
1" 31/2"
3 1/2"
1 1/4" 4"
0-10 3/4
8 1/2
3
1 1/2 +
1 1 /2 ¢
LO -1034)
AR Dia Column Base Detail
BP -05 5/8„
MK I QTY Description
.21 1t
Main Frams Reactions at 1
a.
Hor +
-r- f
NOTE: All reactions ore shown in Kips. Moments are in Kip -Ft
A negative value, indicates opposite direction
Condition
Grid
Ver
Hor
DL -Roof Dead Load .�
A
1.1
0.2
OL --Roof Dead Load
G
1.1
--0.2
LL -Roof Live Load
A
4.4
1,2
LL -Roof Live Load
C
4.4
--1.2
COLL--Roof Collateral Load
A
1.1
0,3
COLL-Roof Collateral Load
C
1.1
-0,3
W1.1 -Lateral Primary Wind Load
A
-7,2
-3.3
1'iL1-Lateral Primary Wind Load
C
-4.1
-0.8
WIt.2-Lateral Primary Wind Load
A
--4.3
-3.6
WL2-Loterol Primary Wind Load
C
-1,3
-0.5
Lftl--Longitudinal Primary Wind Load
A
-8.4'
0.2
LY4.1-Long!tudinol Primary Yfind Load
C
-7.1
0.2
LWL2-Longitudinal Primary Wind Load
A
-7.4
0,2
LVA.2-Longitudinal Primary Wind Load
C
-8.2
0,2
LWL3-Longitudinal Primary Sind Load
A
-5,5
0,7
LR3-Longitudinal Primary Wind Load
C
--4.3
--0.7
LWrL44ongitudinal Primary Wind Load
A
-5.0
0.7
LWL449ngitudinal Primary Wind Load
C
-4.8
-0.7
W1.3-Loterai Primary Wind Load
A
-3.5
1.8
W04ateral Primary lYnd Load
C
-7.8
3.8
WL4-Lateral Primary Wind Load
A
-0.6
1.5
WL4-Latera] Primary Wind LqQd
C
-5,0
4,1
Main Frame Reactions at 2
Hor +
A C
NOTE: All reactions are shown in Kips. Moments ore in Kip -Ft
A negative value, indicates opposite direction
Condition
Grid
Ver
Nor
DL -Roof Dead Load
A
1.2
0.3
DL -Roof Dead Load
C
1,3
-0.3
LL -Roof Live Load
A
5,2
1,4
LL -Roof Live load
C
5.2
-1.4
COLL-Roof Collateral Load
A
1.3
0.4
COLL-Roof Collateral Load
C
1.3
-0.4
WLI-Lateral Primary Wind Load
A
-8.6
-3.9
WLt-Lateral Primary Wind Load
C
-4,9
-0.9
WL2-Lateral Primary Wind Load
A
-5,1
-4.3
WL2-Lateral Primary Wind Load
C
-1.5
-0.6
LK1-Longitudinal Primary Wind Load
A
-11.6
0.2
LKI-Longitudinal Primary Wind Load
C
-8.5
0.3
LK24ongitudinal Primary Wind Load
A
-10.3
0.2
LWL2-Lon9Rudinal Primary Wind Load
C
--9,8
0.3
LWL3-Longitudinal Primary lend Load
A
-8A
018
LWrL34ongitudinai Primary Wind Load
C
-5,?,
--0.9
LWL4-Longitudinal Primary Wind Load
A
-7.4
0.8
LK4-Longitudinal Primary Wind Load
C
-53
-0,9
Wi04ateral Primary Wind Load
A
-4.1
2.1
WL34ateral Primary Wind Load
C
-9,3
4.6
W4.4-1.ateral Primary Wind Load
A
-0.7
1.8
W14 -Lateral Primary Wind Load
C
-6,0
5.0
These drawings and the metal building they represent are the product of A & S Building Systems or another division or affiliate of NCI Group, inc. •- 1880 Highway 116 Caryvillc, TN 37714,
The engineer whose seal appears hereon Is employed by A &. S Building Systems or another division or affiliate of NCI Group, Inc, and is riot the engineer of record for this project.
REVISIONS
NO. DATE DESCRIPTION BY CK'D ®A&S BUILDING SYSTEMS
CARYVILLE, TENNESSEE
Project: TORO ADDITION i
Customer. SHOEMAKER CONSTRUCTION Owner. TORO
Location: SANFORD, Fl_
CAD Date Scale Phase Building ID Job Number Sheet Number LW0
se
0 11/26/08 FOR CONSiRUCTION AW MARK 11/24%1008 N.T.S, A 909--0022 12 of 2
I, 1
f r 1
T__7 --------
s
c___-------------------------------------------------------- .-------------------- ----------------- ----------- ------_-_--------------------------------------------------------------------------_-------------------
C 7 1
I � I
� 1
1 i ,
1 ,
I I
ca
1 01 ,
� 1
�I 1
1
t
I
1
1
1
01��G�`(
Ca 1
LLI
CCI
/
1
/
1
1
I
1
1
1 L0
1
1
1
,
I
1
1
l
1
1
1
l
t
1
1
1
1
1
1
1
,
1
1
F
l
1
1
1
1
1
1
1
,
t •
1
t
{
i
C.J
1
1 � U
A------------------------------------------------------------------------------------------------------------------- ------ ---------------- ----------------------------------------------- --------------------------------------------
22,_01! 221_01,
EXISTING BLDG, STEEL. LINE 44'-0"
SHAKE—OUT PLAN (N.T.S) LOW SIDEWALL
1
�l
1
t
1
1
,
,
t
i
1
i
1
4
1
1
1
I
1
1
1
1
t
l
I
1
1
1
1
1
1
1
1
1
1
I
1
1
1
1
I
i
1
1
1
I
1 F
1
1 I
1
1
1
1
i
1
r
I
i
i
1
1
1
1
1
1
1
i
I
t
I
t
1
1
1
1
i
�-0
I
r7
i
Ln
Ln
C-1
N
C?
t17
i
These drawings and the metal building they represent are the product of A & S Building Systems or another dMsion or affiliate of NCI Group, Inc. — 1880 Highway 116 Car#lle, TN 37714,
The engineer whose seal appears hereon is employed by A & S Building Systems or another diAlon or affiliate of NQ Group, Inc, and is not the engineer of record for this project, o
i
REVISIONS �
N0. DATE DESCRIPTION BY CK'D A&S BULD�NG SYSTEMS N
CARIMLLE, TENNESSEE o
Project: TORO ADDITION o
Customer: SHOEMAKER CONSTRUCTION Owner, TORO /L�/o-�
Location: SANFORD, FL
CAD Date Scale Phase Building ID Job Number Sheat Number Issue I
yj
S01 of 1 A
A' 11/26/08 FOR PERMIT _ AW MARK 11/24/2008 N.T.S, A 909--0022 _- C
----------------------------------------------------------------- ---------------------------- ------------------ ----------------- -------------------------------------------------------------------------
ROOF SHEETING PLAN
i
f
N iO
I
I
I I
J i
N
These drawings and the metal building they represent are the product of A &. S Building Systems or another division or affiliate of NCI Group, Inc. — 1880 Highway 116 Garyville, IN 37714.
The engineer whose seal appears hereon is ernployed by A & S Building Systems or another division or affiliate of NCI Group, Inc. and is not the.engineer of record for this project.
4
BY CK'D A&S BUILDING SYSTEMS
//�� Cj
d] N
CAR`MILE, TENNESSEE
Project: TORO ADDITION
Customer: SHOEMAKER CONSTRUCTION Owner. TORO
Location: SANFORD, F(. � `� �'f°/p� CS_. I
f cV I
CAD Date Scale Phase Building ID Job Number Sheet Number issue
Ail MARK 11/24/2003 N.T.S. A 909--0022 E2 of 8 A
arts
1 082Z6XX-�1
i (Typ. This Bay U.N.) .
U
D
083EL4JH"11B
2
I
U
Cr_
V-2 3/4" 1'-2 3/4"
�Irts '
082Z6XX--2 3
(Typ. This BayU.N.)
V
083EL4HH-12B
iN
`-
22'-011
EXISTING BLDG. STEEL LINE 44'-0"
FRONT SIDEWALL FRAMING AT LINE A (N.T.S)
(3) BFL272--2426
(2) BFL176-242B '& .(One) 'BFL176-182B
22'-0» .
��-
------------------------
DEPTH
ID'
THK
- ------------
--- -
--- -
- ---- -
---
--------------
----
2Z
- -
------------------
- -.,
I
3 1/8 x 3 3/8 Zee
12
1'-0"
2C
2 1/2 Cee
14
11-2"
3C
3 1/2 Cee
04
1/4"
3,1
3 1/2 Cee Jamb
3 x 5 Eave Strut — High Side
5
1
,
3 1/2 Cee Header/Sill
Rod
05
5/16"
5EL
5 x 5 Eave Strut — Low Side
4
114 GAB
06
3/8"
/
1
1
3
13 CA..
K-
58
w
�1NG �u1GDIN�
15
AXIS
2
12 GA
10
1
t
1
1
--
"0 616
3/4a
1
1
1
1
1"
C
58
/
1
1
1
I
1
1
1
1
i
' Fin. Ar ~
22'-011
EXISTING BLDG. STEEL LINE 44'-0"
FRONT SIDEWALL FRAMING AT LINE A (N.T.S)
(3) BFL272--2426
(2) BFL176-242B '& .(One) 'BFL176-182B
22'-0» .
��-
------------------------
DEPTH
ID'
THK
- ------------
--- -
--- -
- ---- -
---
--------------
----
2Z
- -
------------------
- -.,
I
3 1/8 x 3 3/8 Zee
12
1'-0"
2C
2 1/2 Cee
14
11-2"
3C
3 1/2 Cee
04
1/4"
3,1
3 1/2 Cee Jamb
3 x 5 Eave Strut — High Side
5
1
,
3 1/2 Cee Header/Sill
Rod
05
5/16"
5EL
5 x 5 Eave Strut — Low Side
4
114 GAB
06
3/8"
/
1
1
3
13 CA..
08
1/2"
2
12 GA
10
1
t
1
1
--
12
3/4a
1
1
1
1
1"
/
1
1
1
1
1
1
1
1
1
1
1
1
1
1
I
1
1
1
i
1
1
1
1
1
�
I
R C C
CV N N N N N CEJ nJ N N N N' N N
f
1 I ( I I I I I I ( I I I I I
i r7 M V-) - r r-) 1--) F-) 1-7 M tr7
1
f
1
1
1
Fina Fir
1 RA1-240
BFL161-242.
6"
FRONT SIDEWALL SHEETING AT LINE A (N.T.S)
1
2'-0" (Field Cut)
How to read part marks for:
Purlins, Girts, Eave Struts, Jambs, Headers
L Thickness ID
Shope ID
Depth ID
All letters and/or number which may appear
after "Thickness ID" are for internal use only
DEPTH
ID'
THK
ID.
10'
Depth .
ID
Description
08
O'--8"
2Z
2 1/8 x 2 3/8 Zee
10
0'-10'
3Z
3 1/8 x 3 3/8 Zee
12
1'-0"
2C
2 1/2 Cee
14
11-2"
3C
3 1/2 Cee
04
1/4"
3,1
3 1/2 Cee Jamb
3 x 5 Eave Strut — High Side
5
3H
3 1/2 Cee Header/Sill
Rod
05
5/16"
5EL
2'-0" (Field Cut)
SHAPE
ID
THK
ID.
How to read part marks for:
Coble and. Rod Bracing
Diameter ID
racing ID
..
AEI letters and/or number which may. appear
after "Diameter ID" are for internal use only .
Bracing
ID
'Dia ID
N
ID
Description
ID
- -Thk
ID
Type
ID
Dia .
3EL
3 x 5 Eave Strut — Low Side
6
16 GA
CB
Coble
04
1/4"
3EH
3 x 5 Eave Strut — High Side
5
15 GA.
BR
Rod
05
5/16"
5EL
5 x 5 Eave Strut — Low Side
4
114 GAB
06
3/8"
5EHI
5 x 5 Eove Strut -High Side
3
13 CA..
08
1/2"
2
12 GA
10
'5/8"
--
12
3/4a
16
1"
2'-0" (Field Cut)
NO. I DATE
A 11
REVISIONS
DESCRIPTION
FOR PERMIT
EXISTING TII 11-- I Ill \L_L
1
EXISTING BUILDING STEEL LINE NEW BUILDING STEEL LINE
rvlc nkifn f�In-r I 1.11111 -1--
5(;NLM ( I YF) I KIM
SECTION C (N.T.S.)
I\L. if rrnL-L- 1 nN EL
1I
LO
riwc+�
L:
V
These drawings and the metal building they represent are the product of A & S Building Systems or another division or affiliate of NCI Group, Inc. — 1880 Highway 116 Coryville, TN 37714,
The engineer whose seal appears hereon is employed by A & S Building Systems or another division or affiliate of NCI Group, Inc. and is not the engineer of record for this project. o
00
BY^ CK'O ® A&S BUILDING SYSTEMS
CARYVILLE, TENNESSEE
0
z
Project: TORO ADDITION
Customer. SHOEMAKER CONSTRUCTION ' Owner: TORO
Location: SANFORD, FL
CAD Date Scale Phase Building ID Job Number Sheet Number Issue 1f
AW MARK 11/24/2008 N.T.S. A 909-0022 E3 of 8 AM�����Mµ a
co
�c7 '
I
ca
N
tS7
—�
L r_
co
co
LO
I
co
C
`J
M
I
NO. I DATE
A 11
REVISIONS
DESCRIPTION
FOR PERMIT
EXISTING TII 11-- I Ill \L_L
1
EXISTING BUILDING STEEL LINE NEW BUILDING STEEL LINE
rvlc nkifn f�In-r I 1.11111 -1--
5(;NLM ( I YF) I KIM
SECTION C (N.T.S.)
I\L. if rrnL-L- 1 nN EL
1I
LO
riwc+�
L:
V
These drawings and the metal building they represent are the product of A & S Building Systems or another division or affiliate of NCI Group, Inc. — 1880 Highway 116 Coryville, TN 37714,
The engineer whose seal appears hereon is employed by A & S Building Systems or another division or affiliate of NCI Group, Inc. and is not the engineer of record for this project. o
00
BY^ CK'O ® A&S BUILDING SYSTEMS
CARYVILLE, TENNESSEE
0
z
Project: TORO ADDITION
Customer. SHOEMAKER CONSTRUCTION ' Owner: TORO
Location: SANFORD, FL
CAD Date Scale Phase Building ID Job Number Sheet Number Issue 1f
AW MARK 11/24/2008 N.T.S. A 909-0022 E3 of 8 AM�����Mµ a
I
0
i
Ir s
3 082MSS--3
(Typ. This Bay U.N.)
I
U
CJ
083EH4HH-138
1 221-01; 22)-01)
EXISTING BLDG, STEEL LINE
BACK SIDEWALL FRAMING AT LINE C (N. T.8) :
(2) BFL125--2428 & :(One). BFL125-182B.
r----------------------------------------------------------------- ---- --------
1
I
1
1
/
1
rn ,
1
l
inside corner as required
---------- ---------
C -----------------------
-
� 1
, I
New
New Panel
r;
Stitch Screw
l
1/4 - 14 x 7/8" Self Driller
at 12' 0.0.
1;
tis
Inside Corner Trim
Stitch Screw
1 1
1/4 — 14 x 7/8" Self Driller
r
at 112" O.C.
BFL850--100
!
1
1
BFL981--103
r
i
N__N
CC1N
�y
I I
I I
N
N
N
N
N
N
[tet
N
N
N
o
t
ca
c >
ca .
c7
o
a
o
ca
_a
c) '
�m
CDM
I
I
11
I
1
.' I
!
i
I
1
1
1
1
Zo
ZO
117
b
tf')
U7
16
RC1
`Lc)
"Lb
10
1
1
1
,
,
Fin. Fir
-
RA1 ' 240 .
BFL161 -242.
6"
'BACK SIDEWAL.L.
SHEETING AT LINE C (N.T.S).
How to read part marks for:
DEPTH
ID
SHAPE
ID
THK
ID
How Jo read part marks for:
Bracing
ID
Dia ID
ID
Depth
10
Description
ID
Description
ID
Thk
ID
Type
ID
Dia
Purlins, Girts, gave Struts, Jambs, Headers
Cable and Rod Bracing
08
0'_8"
2Z
2 1/8 x 2 3/8 Zee
3EL
3 x 5 Eave Strut — Low Side
6.
16 GA
CB
Cable
04
1/4Y
T
10
0'-10'
3Z
3 1/8 x 3 3/8 Zee
3EH
3 x 5 Eave Strut - High Side
5
15 GA
Rod
05
5/16"
_ . ID
iBR
Diameter 1DL
ID
12
1'-0'
2C
2 1 2 Cee
/Bracing
5EL
.5� x 5 Eave Strut — Low Side
4
14 GAy—y-06
3 8Thickness
/
14
1'-2'
3C
3 1/2 Cee
5EH
5 x 5 Eave Strut — High Side
3
13 GA
08
1/2
Shape 1D
Depth 10
3J
3 1/2 Cee Jamb
'2
12 GA
10
5/8."
3H
3 1/2 Cee Header/Sill
12
3/47.
All letters and/or number which may appear
All letters and/or number. may appear
after "Thickness ID" are for intemal use only
.which
after "DiametefAD" are for internal use only
16
1"
2'--0" (Field Cut)
�` g�1LDIN
LCI
�7/
1/2" x 1}1 M.B.--�
A307 BOLTS
NEW GIRT
OPEN CEE-
W/ SHOP WELDED
SC -33 AT EACH
GIRT LOCATION
E70XX
ALTERNATE
1/8 6" ATTACHMENT
!--------------a
1 ,
a ; ; a o FIELD CUT EXISTING GIRT
l AS REQUIRED
Y 1 N
R 1
• 1 •
N 1N
° 0—. -� - -- FIELD ATTACHED
SPECIAL CLIP
a 1 R
, 1 R
1/2" x 1" A307 BOLTS
a I ,
a 1 R
a I ,
1 1 N
N 1 N
NOTE: A&S IS NOT RESPONSIBLE
,EXISTING GIRT, FOR THE STRUCTURAL INTEGRITY
OF THE EXISTING BUILDING
• , N
a l ><
R / R
1
SECTION D (N.T.S.)
Field cut existing wall panel at
inside corner as required
---------- ---------
C -----------------------
-
� 1
, I
New
New Panel
r;
Stitch Screw
l
1/4 - 14 x 7/8" Self Driller
at 12' 0.0.
1;
tis
Inside Corner Trim
Stitch Screw
1 1
1/4 — 14 x 7/8" Self Driller
r
at 112" O.C.
Existing Panel-/ -'
SECTION E (N.T,S,)
a
These drawings and the metol building they represent aro the product of A & S Building Systems or another division or ofthiate of NCI Group, Inc. — 1880 Highway 116 Garyville, TN 37714. 12
The engineer whose seal appears hereon is employed by A &•S Building Systems or another division or affiliate of NCI Group, Inc. and is not the engineer of record for this project.
REVISIONS q, I
N0. DATE DESCRIPTION BY CK'D ® A & S . BUILDING SYSTEMS
CARY-VILLE, TENNESSEE
Proj ct: TORO AD011ION _
— Customer: SHOEMAKER CONSTRUCTION Owner: TORO M � 0 6
Location: SANFORD, FL
W1, � o
CAD Date Scale Phase Building ID Job Number Sheet Number Issue
A 11i26J08 FOR PERMITAw MARK 11/24/2008 N.T.S. A 509-0022 _ E4 �of $ A
V
7
i 1 t 7
I 1 1 1
7 I
I i i i
7 1
-------------------
OPEN TO. EX1.ST. LDG,
Il
Fin. FIT
;I
ti
7 7
1 1
7
. t
1 t
1 1
ENDWALL
FRAMING
AT
LINE
TS)
ID
Depth
ID
Description
How to read part marks for:
Purlins, Girts, EGYe Struts, Jambs, Headers
Thickness ID
Shape ID
Depth ID
All letters and/or number which may appear '
after "Thickness ID" are for Internal use only
DEPTH
ID '
ID
Depth
ID
Description
08
0'-8"
2'L
2 1/8 x 2 3/8 Zee
10
0'-10"
3Z
3 1/8 x 3 3/8 Zee'
12
1'--0"
2C
2 1 2
CeeTL / _
14
1'-2"
3C
3 1/2 Cee
3EL
3J
3 1/2 Cee Jamb
16 GA
CB
3H
3 1/2 Cee Header/Sill
1/4"
—
3EH
3 x 5 Eave Strut .Nigh Side
co
t
These drawings and the. metal building they represent are the product of A & S Building Systems or another division or offiliote.of NCI Group, Inc. — 1880 Highway 116 Coryville, TN 37714. t2
The engineer whose seal appears hereon is employed by A & S Building Systems or another division or affiliate of NCI Group, Inc, and is not the engineer of record for this project,,
a
P10. DATE REDESIOCRPTION BY CK'D A&S BUILDING SYSTEMS
CARY'VILLE, TENNESSEE y
Project; TORO AUDITION
Customer: SHOEMAKER CONSTRUCTION' Owner. TORO
Location; SANFURU, FL
CAD Date Scale Phase Building ID Job Number Sheet Number issue
A 11/06/081 FOR PERMIT AW MARK 11/24/2008 N.T.S. A 909-0022M. E5H� of w 8 A
SHAPE ID
THK
ID'.
How to read part marks 'far:
Cable and Rod Bracing .
ia I ID
ID
All letters and/or number which may .appear
otter ."Diameter ID" are for Internal use only
Bracing ID
Dia•ID,
ID
Description
ID
Thk •
ID
Type
ID
Dia
3EL
3 x 5 Eave Strut - Low Side
6
16 GA
CB
Cable
04
1/4"
3EH
3 x 5 Eave Strut .Nigh Side
S
1.5'GA
BR
Rod
05
5/16"
5EL
5 x 5 Eave Strut � Low Side
4
14 GA:U.-Bractrig
06
3/8"
5EH
5 x 5 Eave Strut — High Side
3
13•GA
^
08
1/2" '
2
12 GA
10
5/8"
12
3/4"
16
1"
co
t
These drawings and the. metal building they represent are the product of A & S Building Systems or another division or offiliote.of NCI Group, Inc. — 1880 Highway 116 Coryville, TN 37714. t2
The engineer whose seal appears hereon is employed by A & S Building Systems or another division or affiliate of NCI Group, Inc, and is not the engineer of record for this project,,
a
P10. DATE REDESIOCRPTION BY CK'D A&S BUILDING SYSTEMS
CARY'VILLE, TENNESSEE y
Project; TORO AUDITION
Customer: SHOEMAKER CONSTRUCTION' Owner. TORO
Location; SANFURU, FL
CAD Date Scale Phase Building ID Job Number Sheet Number issue
A 11/06/081 FOR PERMIT AW MARK 11/24/2008 N.T.S. A 909-0022M. E5H� of w 8 A
Girts Girts
A 082Z6GX 7 B . 082Z6XG--� 8
r4-)(Typ. This Bay USN:) (Typ.. Th s Bay U.N.}
C.� W
1'-T2 3/4» 1 2 3/4»
I T I
C
U
U
MEMBER DATA.
Column data is listed from Base to Eave — Rafter data is listed from Eave to Ridge (t
Mark Outside Flange Web Inside Flange
Cal (CG -1S x 3 1/2 Cee 14 CA
Col (EC -15)W 8. x 10
Col (CC -168 x 3 1/2 Cee 14 CA
Raf (ER -14)W 8, x 10
SC -23 Clip With (2) 5/8 Dia, x 1 1/4 A325
How to read Part marks for:
Purlins, Girts, Eave Struts, Jambs, Headers
TrT
Iw Thickness ID
Shape ID
Depth ID
All letters and/or number which may appear
after "Thickness 10" are for internal use only
DEPTH ID
ID
Depth .
ID
_
Description
08
0'-8"
2Z
2 1/8 x 2 3/8 Zee
10
0'-10"
3Z
3 1/8 x 3 3/8 Zee
V
1'-0"
2C
2 1/2 Cee
14
1'-2"
30
3 1/2 Cee
Cable
04
3J
3 1/2 Cee Jamb
3EH
3 x 5 Eave Strut .- High Side
3H
3 1/2 Cee Header/Sill
Rod
05
5/16"
BFL114
Q o
N r-)
(_0 co
w w
�---ter--,
O CD
(One)
gFL111-� 182
(one) BF LI I I. 2.42
C
BFL11 4
V -0" -(Field Cut)
ENDWALL SHEETING AT LINE 3 (N,T,S')
CD C)
r4-) C -1l
00 co
._1 .—.1
Lr_.. Li-
m m
Cfa N
C C_
CD C>
These drawings and the metal building they represent are the product of A & S Building Systems or another division or affiliate of NCI Group, Inc. — 1880 Highway 116 Curyville, TN 37714.
The engineer whose seal appears hereon is employed by A & S Building Systems or another division or affiliate of NCI Group, Inc. and is not the engineer of record for this project.
REVISIONS
NO, DATE DESCRIPTION BY CK'D A&S BUILDING SYSTEMS
CAMLLE, TENNESSEE
Project: TORO ADDITION
Customer: SHOEMAKER CONSTRUCTION_ Owner: TORO
Location: SANFORD FIL
CAD Date Scale Phase Building ID Job Number Sheet Number Issue
A 11/26/08 FOR PERMIT AY! MARK 11/24/2008 N.T.S. A 909.0022 E6 of 8 A
Lo
SHAPE
10
THK ID
How to road part marks . for: '
Coble and Rod Bracing
Diameter ID
Bracing ID
All letters and/or number which may appear
after .Diameter ID" are for: internal use. only
Bracing ID
Dia ID
ID
Description
ID
Thk
ID
Type
ID
Dia
3EL
3 x 5 Eave Strut -- Low Side
6
16 GACB
Cable
04
1/4"
3EH
3 x 5 Eave Strut .- High Side
5
15. GABR
Rod
05
5/16"
5EL
5 x 5 Eave Strut —Low Side
4
14 GA
06
3/8"
5EH
5 x 5 Eave Strut — High Side
3
13 .GA .
08
1/2"
2
12 GA
10
5/8"
12
3/4"
16
1"
BFL114
Q o
N r-)
(_0 co
w w
�---ter--,
O CD
(One)
gFL111-� 182
(one) BF LI I I. 2.42
C
BFL11 4
V -0" -(Field Cut)
ENDWALL SHEETING AT LINE 3 (N,T,S')
CD C)
r4-) C -1l
00 co
._1 .—.1
Lr_.. Li-
m m
Cfa N
C C_
CD C>
These drawings and the metal building they represent are the product of A & S Building Systems or another division or affiliate of NCI Group, Inc. — 1880 Highway 116 Curyville, TN 37714.
The engineer whose seal appears hereon is employed by A & S Building Systems or another division or affiliate of NCI Group, Inc. and is not the engineer of record for this project.
REVISIONS
NO, DATE DESCRIPTION BY CK'D A&S BUILDING SYSTEMS
CAMLLE, TENNESSEE
Project: TORO ADDITION
Customer: SHOEMAKER CONSTRUCTION_ Owner: TORO
Location: SANFORD FIL
CAD Date Scale Phase Building ID Job Number Sheet Number Issue
A 11/26/08 FOR PERMIT AY! MARK 11/24/2008 N.T.S. A 909.0022 E6 of 8 A
Lo
A F
�� ... 00;
A� ��
(0 .,` r... Q 1
� 1 �
N
--- - i
1�7
0
1'-8 3/4"
29'7-6 -1/2'
33'-0" Out/Out'of Steel
Main Frame Cross Section at . Frame Lines: 1
A 6
3/8 x.5 x 1-8 1/8 Plate Yfith (10) 3/4 Diu. x 1 3/4 A325, 1/2 x 5 x 1-8 1/8 Plate �Vith (8) 3/4 Diu, x 2 A325
FA -3412
I 2'
0
LU
T
I
in
T
I
1'.--8 3/4"
MEMBER DATA
Column data is listed from Base to Eove - Rafter data is listed from Faye to Ridge (Hl9h -Sic
Mark Outside Flange Web Inside Flange.
Col (RC -1) 1/4 x 5 3/16 x 12 1/4 x 5
Col (RC -5) 1/4 x 5 3/16 x 12 1/4 x 5
Raf (RR -3) 1/4 x 5 10 GA x 12 1/4 x 5
1/4x5x9-71/2 10 GA x 12 x 9-7 1/2 1/4x5x9-71/2
LO
I
LO
• �a
713
I
00
p
N
These drawings and the metal building they represent are the product of A & S Bt ilding Systems or another division or affiliate of NCI Group, Inc. -- 1880 Highway 116 Coryville, TN 37714.
The engineer whose seal appears hereon is employed by A &. S Building Sys ems or another division or affiliate of NCI Group, Inc, and is not the engineer of record for this project. I
REVISIONS A&S BUILDING SYSTEMS
N0. DATE DESCRIPTION BY CK D N
CARYVILLE, TENNESSEE o
Project: TORO ADDITION
M Customer: SHOEMAKER CONSTRUCTION Owner, TORO
Locution: SANFORD, FL ( o
- 1
CAD Date Scole Phase Building ID Job NumberSheet Number Issue
A 11/26/08 FOR PERMIT AYr MARK 11/24/2008 N.T.S. A 909 0022 E7 of 8 A
j4t taj'sl,_..f}u -��--
.l f�1 r �;�4 y r{ tr e 4,.n�r.�al �"i 1 i d I:, ��I I III,, FI'' i .o ~ e P ;ti
w'i ?:; �,,',,",j' a "4 }. rd Y{�li i`I}, JI,:f�CH I�'16[ Lek �f
w ,
v :9 I,h Id }' ,a� , Pi.i II ialia} rri a+ E Lake ih ry „,�,V .0
E Lake 14arll 6lu.J j yr a 1 i 1.3
l 1 Mold
s i"Nkk 'e iydi E
�
j c �y
7y a
WIN
A..l�.>_t�
VICINIT Y MAP
N.T.S.
OCCUPANCY: VERIFY / TENANT BUILD
-OUTS
REQ'D. NUMBER OF EXITS:
2
NUMBER OF EXITS PROVIDED:
2
MAX. DISTANCE TO EXIT REQUIRED:
200'-01,
MAX. DISTANCE TO EXIT PROVIDED:
CS
TENANT OCCUPANCY CALCULATIONS
FACTORY INDUSTRIAL F-1 OCCUPANCY (1 PER 100 S.F.)
1,452 S.F. 14 OCCUPANTS
FIXTURE NT:
� u-
REQ'D. NUMBER OF WATER CLOSETS:
N/A
NUMBER OF WATER CLOSETS PROVIDED:
N/A
REQ'D. NUMBER OF LAVATORIES:
N/A
NUMBER OF LAVrORIES PROVIDED:
N/A
REQ'D. NUMBER OF DRINKING FOUNTAINS:
N/A
NUMBER OF DRINKING FOUNTAINS PROVIDED:
N/A
s'
TI
W 7
SHEET IN®EX
Ln N
SHT. NO.
ITEM
CS
COVER SHEET
X 'i M M
SP
SITE PLAN
� u-
LS
LIFE SAEFTY PLAN.:
1
FLOOR PLAN
C •0 H
ca
2
ELEVATIONS
Cl)
3
SECTIONS
1�'l�i 1'l�S1l'V { tl11A
Eat
ELECTRICAL LAYOUT & NOTES
S-0
STRUCTURAL NOTES
q-1
F F011NnATTnN PI AN
s'
TI
W 7
Ln N
00 M m .N—I
00 (u
X 'i M M
� u-
C:) O
O-��
a O v X
C •0 H
ca
Cl)
flay;' r
1�'l�i 1'l�S1l'V { tl11A
f ,dV
ga
N
1 le y
y�
df �
M
�
>a ra rF-d�'; Ln
it
r'1
Ln
s--
Lu
�`ri lJ
U
w
LL1
,�/�
} v '
J
i f £;
cy5
Lu
t C;
m
I
a
■
z
t r0
W
WLn
n
uj
CK Ln
C7
z
v J O
Qw
L✓
0
J
LL
u
REVISIONS
LU
0
®� L
0
O LL�--
� <
C) uj
u.i
Q
Lu
O..
SHEET NUMBER
cs OF 1 I
PLOT DATE:
November 26, 2008
COVER SHEET
T --i
rro�
0
00
00 M M
i
0�0 N N
X •L M cm
_m°L°o�
0
C o U X
f � �
v
t
4f
!
IR
Lei
t*1
UP
�rt W
Lu
1w
L. y l/1
!� F
F
T
H;�I�
11
uj
!•�1.�'-Lvt:vL�.�.L�'fP.�'1414�111111�:.
Q
n
LLJ
Z
w
F�-I °moi N
---� n
Ln
s
U
z
Lu
O
QLL
Z)
u
oC
REVISIONS
W
0
® -j
C
02: CY
C)�Vi0
u—
0
CD
h
0
z
w
r-,
SHEET NUMBER
P OF 11
PLOT DATE:
November 26, 2008
,SITE PLAN
T -i
r---, C)
Ln N rl
00mm
00
T�l fu N N
i K- ' m
u- C:)
� CJ dJ
X
0 u-
fu
i r..n .-. kr k .. �.r 1.-. r ,.: .. 1 ..: n' . ,..,. .p:,_ ,✓, .J,., rY n.:tx't .tri\';
M qr. ry t d i
� f
-r
j Ln
1 ; Ol T -i
Vvi
dz
rL� -
��
Iy�
-0
lu
yg
WW
NEW METAL BUILDING ADDITION
f" L45 S.F.{
-ab
"Yv `
'6 4
Ln
Mr; �w L
THIS STRUCTURE HAS BEEN DESIGNED IN
ACCORDANCE WITH THE REQUIREMENTS
OF THE FLORIDA BUILDING CODE 20041
CHAPTER 16, STRUCTURAL LOADS.
IN ACCORDANCE W/ SECTION 1606, THE
FOLLOWING WIND LOAD REQUIREMENTS
WERE EMPLOYED IN THE DESIGN OF THE
STRUCTURE
BASIC WIND SPEED: (3 SEC. GUST) 120 MPH
BUILDING CAT. II, ENCLOSED
IMPORTANCE FACTOR 1.00
WIND EXPOSURE B
INTERNAL PRESSURE COEFFICIENT: +/-0.18
DESIGN PRESSURE FOR COMPONENTS 8L
CLADDING (WORSE CASE. CONDITION):
WINDOWS & DOORS: +25.9 PSF -34.7 PSF
SLIDING GLASS DOORS: +24.7 PSE -32.4 PSF
GARAGE DOORS: +22.9 PSF -26.9 PSF.
ALL CONNECTIONS HAVE BEEN CHECKED
TO WITHSTAND ALL APPLICABLE LOADS.
WALL LEGEND
r,�fdta�'.���.�`ra,�r".���:o���'��h;'r��af:���e�e�d�IhjyfjKl���iurVti•/11�k4fr�A�iti"�afSdtFasa�hd�lc�gAyt��lla�,�x ;�ta�r�1�.��nY;;i,��✓""
NEW WALL OF METAL BUILDING
NEW 8" CMU WALL (11'-4" HIGH)
EXISTING WALL
AREA TABULATION
NEW ADDITION 11452 S.F.
TOTAL UNDER ROOF 11452 S.F.
,-1
N C)
Lr) T==i
()o M
OO
o '(y)1r)
1Lp- � h
C-1®
® d.
a. o v X
U-
cr7
I
hil
fI ia-'t5
ri
# Ln
3
Ln
�CaW r' W
r{' ?
Lu
w
U
Ln
y.
r �
EliL
p 41
1��5�5�2� � Ht
iF .mI}}
uj
4.4
Ld
z
o 0
w
Lu
n
uj Lr'
cy-
� Q
Z
Lu
J
® 0
LL
u
REVISIONS
LU
0
0
Q --�
Lu a
02: ce
rU50
0LL
0z.
C)
CDQ
Z
U
0
SHEET NUMBER
01 OF I I
PLOT DATE:
November 26, 2008
FLOOR PLAN
A
I
i
`
U-)
00
00ff)ff)M�
I
i
`
U-)
00
00ff)ff)M�
-4
,rc� i vvivvni iviv rvyiv
FOR SPECS
,-A
Ln
U-)
00
00ff)ff)M�
0 0
LL
nx
(ujL
cr7
1'.JMi+ M1I I.
M
S'. l(a
r �
y'
V"
�
"u. r c I'1 �1
�;
.T -i
U
I r z
V)
i �Ir
J
I
u
I� h'.
W^1
M�
V
I�
a
❑
■
W
■
z
O
Q
a J n
LLI
Ln
z
u - a
C7 ❑
w ® 0
Q�
w
u
17)
REVISIONS
LU
Z
�0J
�
� J
0 (Ii 0
u-
® C z
O
C (r)
a
z
W
O
P
CL
SHEET NUMBER
03 OF
PLOT DATE:
November 26, 2008
WALL SECTIONS
GENERAL STRUCTURAL NOTES
MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP
8. VERTICAL REINFORCING SHALL BE AS SHOWN ON THE
9. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND
MIN. NET ROOF UPLIFT 20 PSF
Lf) " ri
0c) M M T
DATA IS AVAILABLE:
DRAWINGS. FILL CELLS WITH COARSE GROUT AS SPECIFIED.
SUPPLIED BY SIMPSON STRONG TIE, FULLY NAILED. SUBMIT
MIN, NET ROOF UPLIFT @ OVERHANG 30 PSF
DESIGN LOADS:
X (")m
PROVIDE ACI 90 DEGREE STANDARD HOOKS INTO FOOTING
CUT SHEETS FOR ALL CONNECTION HARDWARE TO ENGINEER
MIN. SUPERIMPOSED ROOF DEAD
ca ^
Lt CD
AREA SUPERIMPOSED LIVE LOAD.
a) 4000 PSI, 28 -DAY COMPRESSIVE STRENGTH +/- W/C
AND ROOF TIE BEAM. LAP SPLICE VERTICAL REINFORCEMENT
FOR APPROVAL.
LOADS:
ROOF 20 PSF
RATION, 0.44 MAXIMUM (NOJ-AIR-ENRAINED), 0.36
ABOVE FOOTING 00
G AND ABOVE VE EACH FLOOR LEVEL UNLESS
00 TOP D
R F CHOR 8 PSF
'u
cq ® LL
FLOOR 40 PSF
MAXIMUM (AIR -ENTRAINED.) -
NOTED OTHERWISE. MAINTAIN VERTICAL REINFORCING SHOWN
10. STUDS SHALL B DOUBLED AT ALL ANGLES AND AROUND ALL
ROOF BOTTOM CHORD 7 PSF
AREA DEAD LOAD
b) 3000 PSI, 28 -DAY COMPRESSIVE STRENGTH +/- W/C
ON PLANS ABOVE AND BELOW MASINRY OPENING EXCEEDING
OPENINGS. STUDS SHALL BE TRIPLED AT ALL CORNERS:
ROOF 35 PSF
RATION, 0.58 MAXIMUM (NON -AIR -ENTRAINED), 0.47
10'-0' CLEAR. CONTINUE FOUNDATION DOWELS BELOW ALL
5. DURATION OF LOAD FACTORS:
FLOOR 75 PSF
MAXIMUM (AIR -ENTRAINED),
MASONRY OPENINGS.
11, ALL OUTSIDE CORNERS SHALL BE BRACED WITH A DIAGONAL
ROOF DL + LL + WL 1,33
d-
o
u
EXT. FLOOR 55 AND 85 PSFROOF
18. REINFORCING BAR COVER;
1 X 4 LET INTO OUTSIDE EDGE OF 2X STUDS, UNLESS
DL + LL 1.25
WIND 120 MPH MWF, ASCE 7-02
-
a) FOOTINGS
9. ALL REINFORCED FILLED CELLS ARE TO BE CLEAN AND FREE
PLYWOOD SHEATHING IS SHOWN ON DRAWINGS.
,f. -..: 3
I'
W
LLI
MWF 34 PSF, COM. AND .CLAD. 38 PSF
3
OF ANY FOREIGN MATERIAL OR DEBRIS, REMOVE ANY
6, WOOD TRUSS DESIGN SHOP DRAWINGS SHALL INCLUDE, BUT
EXPOSURE C, INTERNAL PRESSURE COEF.
b) COLUMNS 1-1/2"
INSULATING MATERIAL FROM CELLS INCLUDING POLYSTYRENE
1Z, WOOD LINTELS OVER OPENINGS SHALL BE DOUBLE 2x8
AREN'T LIMITED TO THE FOLLOWING INFORMATION:
/
0,55,-0.55, IMPORTANCE 1
c BEAMS „
) 1/1/2
INSULATING INSERTS PRIOR TO GROUT POUR.
HEADERS FOR SPANS UP TO 6'-0" AND DOUBLE 2x10,
a) SPAN LENGTH, OVERHANG AND HAVE DIMENSIONS,
m
GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND
d SLABS " _ „
3/4 INTERIOR 1 1/2 EXTERIOR
HEADER FROM 6'-0" TO 7'-0" S S O SPANS
EE PLAN FOR PAN
SLOPE AND SPACING OF THE. WOOD TRUSSES
SUBMITTALS PER COVER SHEET NOTES. GC SHALL NOT BE
19. CONCRETE SHALL BE PLACED WITHIN 90 MINUTES OF .BATCH
10, REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS
n
GREATER THAN 7'-0". ALSO PROVIDE 1/2 PLYWOOD
b ALL DESIGN LOADS D
) E GN A AN THEIR POINTS OF.
RELIEVED OF RESPONSIBILITY FOR ERRORS OR OMISSIONS IN
TIME.,
AROUND CORNERS AND WHERE BENDS OR HOOKS ARE
SPACER PLATE BETWEEN BEAMS PLYS. NAIL TOGETHER WITH
APPLICATION. VALLEY AND CONVENTIONAL TIONAL FRAMING
C)
'
SHOP DRAWINGS OR MIX DESIGNS BY THE ENGINEERS REVIEW
20. PROVIDE COMMERCIAL FORM COATING COMPOUNDS THAT WILL
DETAILED IN THE DRAWINGS.
16d NAILS 15 12 ON CENTER TOP AND BOTOTM,
MUST BE CONSIDERED.
c ADJUSTMENTS TO ALLOWABLE VALUES DURATION OF
)
THEREOF:
NOT BOND, STAIN OR ADVERSELY AFFECT CONCRETE
11. REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS
13, ALL NON -LOAD BEARING PARTITIONS SHALL CONSIST OF 2x4
LOAD FACTORS, ETC.)
10
SITE WORK
SURFACES. WET FORMS BEFORE PLACING CONCRETE.
WHERE SPLICED AND SHALL BE WIRED TOGETI IER.
�
STUDS SPACED AT 24 O.C. UNLESS GREATER IS REQUIRED
d I O D O
)REACT VE FORCES AN THEIR LOCATIONS
Lu
�
12. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A
BY HEIGHT; PLUMBING OR HVAC REQUIREMENTS. 2x4 STUDS
DO NOT NEED TO BE DOUBLED AT THE FIRST FLOOR FOR
e BEARING TYPE AND MINIMUM BE
) ARING LENGTH
-if
(� o
DESIGN SOIL BEARING PRESSURE = 2000 P.S.F.
21. ALL CONCRETE SHALL BE CONSOLIDATED IN PLACE USING
VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE
NON -LOAD BEARING PARTITIONS 0
N ONLY,
Q DEFLECTIONS, SPAN AND REACTION
INTERNAL VIBRATORS.
HORIZONTAL IN SIX VERTICALS. DOWELS SHALL BE GROUTED
METAL CONNECTOR PLATE TYPE GAUGE, SI
9) ZE AND
CONTRACTOR SHALL VERIFY
H
( )
22. REPAIR AND PATCH DEFECTIVE AREAS WITH CEMENT MORTAR
IN TO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS
14. PLACE A SINGLE PLATE AT THE BOTTOM AND A DOUBLE
LOCATION.
A QUALIFIED TESTING LABORATORY OR QUALIFIED FIELD TEST
IMMEDIATELY AFTER REMOVAL OF FORMS, EXCEPT WHERE
IN AN ADJACENT CELL TO THE VERTICAL WALL
PLATE AT THE TOP OF ALL STUD S 0 UD
T WALLS. AT INTERIOR
h) LUMBER SIZE, SPECIES, GRADE AND MOISTURE
REVISIONS
COMPANY SHALL BE RETAINED TO PERFORM THE FOLLOWING:
REINFORCING IS VISIBLE. CONTACT STRUCTURAL ENGINEER
REINFORCEMENT.
INF RCEMENT.
WALLS, PROVIDE EITHER HILTI DN72 (WITH 7/8" DIAMETER
CONTENT _
a) ONE DENSITY TEST FOR EACH 2,000 S.F. OF
FOR EVALUATION OF EXPOSED REINFORCING.
13. PROVIDE HORIZONTAL WALL REINFORCING 9 G,1, GALVANIZED
5/64„ THICK WASHERS) POWDER DRIVEN. FASTENERS AT
i) LOCATION AND CONNECTION DESIGN OF REQUIRED
COMPACTED SUBG D D COMPACTED I
MPACTE RA E AN C MPACTE FILL
LADDER TYPE DUR-O-WALL OR EQUIVALENT, " O.C.0
Q � AT 16 .C.
„
-10 O.C., OR 1/2' DIAMETER HILTI KWIC -BOLTS
CONTINUOUS LATERAL BRACING
C G
TRUSS SPLICES MUST BE DETAILED. IS UD
THIS INCLUDES
b) ONE DENSITY TEST AT EACH COLUMN FOOTING
23, PROVIDE 3/4 CHAMFERS ON ALL EXPOSED CORNERS OF
FOR COMMERCIAL APPLICATIONS ONLY.
EXPANSION ANCHORS WITH 6" EMBEDMENT AT 2'-0" O.C.1)
( )
„
PIGGY BACK TRUSSES..
c ONE DENSITY TEST PER 50 FEET OF WALL FOOTING
COLUMNS, BEAMS AND WALLS UNLESS OTHERWISE NOTED ON
ARCHITECTURAL DRAWIN GS
14. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT DOORS AND
RED -HEAP FASTENERS OF EQUIVALENT SIZES MAY BE USED.
Q
ALL OTHER SUBSTITUTIONS MUST BE APPROVED BY
k) CONNECTION DETAILS: TRUSS TO BEARING, TRUSS TO
b
0 c'�I
ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY
24. PROVIDE CORNER BARS AT ALL BEAM AND WALL FOOTING
WNDOWS FOR FIRST AND SECOND BLOCK COURSE ABOVE AND
BELOW APERTURES, RUN REINFORCING CONTINUOUS OR
STRUCTURAL ENGINEER PRIOR TO INSTALLATION. SEE THE;
TRUSS TRUSS TO TRUSS GIRDER PIGGY BACK O
A K T
TRUSS, ETC.
TO OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND
GENERAL CONTRACTOR.
CORNERS TO MATCH H
� C HORIZONTAL BARS.
EXTEND TWO FEET FROM APERTURE EDGE - FOR
SHEAR WALL SCHEDULE FOR SPECIAL SOLE PLATE
ATTACHMENT AT SHEAR WALLS.
1) BRACING: NOTE MINIMUM REQUIREMENTS BELOW.
Q
COMMERCIAL APPLICATIONS ONLY.
THE SIDES OF FOOTINGS MAY BE EARTH -FORMED IF THE
2s .SUBMITTALS:
15. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6 AT
WALL E
15, A L SH ATHING SHALL BE:
7. DEFLECTIONS (UNLESS OTHERWISE NOTED):
0� u� 0
EXCAVATION CAN BE KEPT VERTICAL, CLEAN AND STABLE,
a) .SUBMIT PROPOSED CONCRETE MIX DESIGN PRIOR
SPLICES AND SHALL CONTAIN AT LEAST ONE CROSS WIRE OF
'�
a) SPAN LIVE LOAD: LESS THAN ORE UAL TO
Q
OTHERWISE PLYWOOD FORMS MUST BE USED,
TO CONSTRUCTION, INCLUDING BACKUP DATA IN
EACH PIECE OF REINCORCEMENT IN THE LAPPED DISTANCE:
a) AT INTERIOR WALLS PROVIDE 1/2 OR 5/8 GYPSUM
"
SPAN/360.
q
ACCORDANCE WITH ACI 301-96 CHAPTER 4,
WALLBOARD. PROVIDE CEMENTITIOUS BACKERBOARD
b SPAN TOTAL LOAD: LESS THAN ORE UAL TO
) Q
LU
SECTION 4.2.3 EXCLUDING SECTION 4.2.3.4B.
AT CERAMIC TILE. PROVIDE WATER-RESISTANT
SPAN/240
CAST -IN-PLACE CONCRETE
b) SUBMIT DETAILED SHOP DRAWINGS OF
16. CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF
MASONRY IN EACH GROUT POUR WHEN THE POUR HEIGHT
GYPSUM WALLBOARD AT ALL PLUMBING WALLS. SEE
c REACTION LLOAD:
) R ACTI N IVE LESS THAN OR EQUAL TO
Lu
REINFORCING BARS SHOWING NUMBER, SIZE AND
LOCATION, INCLUDING BAR LISTS AND. BEND
�
EXCEEDS S -0 . CLEANOUTS MAY BE SAW -CUT 4 X 4".
ARCHITECTURAL DRAWINGS FOR LOCATIONS: EACH
SIDE OF STUDS, NAILED WITH 5d COOLER NAILS AT
TRUSS BEARING HEIGHT/480
CONCRETE TO BE NORMAL WEIGHT WITH THE FOLLOWING
DIAGRAMS.
7" O.C. USE 6d COOLER NAILS 0 5 8" WALLBOARD)
( I FOR / AR )
d) REACTION TOTAL LOAD: LESS THAN OR EQUAL TO
MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS:
c) SUBMIT FORMWORK AND SHORING DRAWINGS TOPROVIDE
17. GROUT POUR HEIGHT SHALL NOT EXCEED 24'. PLACE '
AT ALL SUPPORTS.0 D B
E SOLID Zx LOCKING AT
TRUSS BEARING HEIGHT/360,
rui
V /
a) FOOTINGS, SLAB -ON -GRADE 3000 PSI
LOCAL BUILDING DEPARTMENT WHEN REQUIRED BY
GROUTIN 5 MAX. LIFT HEIGHTS.
ALL SHEET EDGES. BLOCKING IS NOT REQ IRE AT
G REQUIRED
8. FIRE RETARDANT WOOD IS NOT ALLOWABLE IN WOOD
OF 11
b SO BEAMS 3000 PSI
MASONRY WALL TIE AM
4000 PSI
FLORIDA THRESHOLD LAW.
`
18. CONSOLIDATE GROUT POURS AT THE TIME OF PLACEMENT BY
NON -LOAD BEARING PARTITIONS.
b AT EXTERIOR WALLS SHEATH THE INTERIOR FACE OF
)
TRUSSES
c COLUMNS
26. ALL BUILDING AND SITE SLAB -ON -GRADE SHALL BE AT
MECHANICAL MEANS AND RECONSOLIDATE AFTER INITIAL
LL
WALLS WITH GYPSUM WALLBOARD AS NOTED ABOVE
9, SUPPORTS: WOOD TRUSSES SHALL BE DESIGNED WITH AT
DATE:
,CONCRETE SHALL BE READYMIX PER ASTM C94
„
LEAST 4 THICK,, REINFORCED WITH 6x6 #10/,10 W.W.F., ON 5
WATER LOSS AND SETTLEMENT.
FOR INTERIOR WALLS. SHEATH EXTERIOR
HATH THE XTERI R FACE
LES 0
LEAST ONE HORIZONTAL ROLLER CONNECTION PER SPAN SO
MIL BAPOR VARRIER WITH SAW -CUT CONTROL JOINTS AT
/
19. STORE BLOCKS ON PALLETS AND COVER WITH VISQUEEN.
OF WALLS WITH 1 2" C -DX PLYWOOD OR 7/16" O.S.B.
/ ()
THAT NO HORIZONTAL REACTIONS ARE INDUCED ON
a) PORTLAND CEMENT ASTM C 150
,
20 0 O.C. EACH WAY INCLUDING HOUSEKEEPING PADS AS
NAILED WITH 10d @ 6" O.C. AT ALL EDGE SUPPORTS
SUPPORTS. UNDER DEAD OR LIVE LOADS.
b) AGGREGATES ASTM C 33 (3/4" MAX.)
REQUIRED.. SEE PLANS FOR OTHER CONDITIONS.
Q
20. PLACE ALL MASON U BOND
MASONRY IN RUNNING B N WITH 3/b
D 0 S " O
AN 1 d NAIL AT 12 .C. AT ALL INTERMEDIATE
c) NO CALCIUM CHLORIDE
ASTM C 260
-
MORTAR JOINTS. PROVIDE COMPLETE COVERAGE FACE SHELL
SUPPORTS, BLOCKING IS NOT REQUIRED AT NON -LOAD
Q
10, WOOD TRUSSES MUST BE CHECKED FOR WIND WIND
d) AIR ENTRAINING
ASTM C 494
27, SLOPE ALL WALKWAYS AWAY FROM THE BUILDING.
MORTAR BEDDING, HORIZONTAL AND VERTICAL.
BEARING PARTITIONS.
'
VELOCITY, DESIGN VELOCITY PRESSURES; AND TYPE OF
e) WATER REDUCING
C618-78 CLASS F 20 %
� FLYASH (
i
MORTAR WEBS IN ALL COURSES OF PIERS, COLUMNS AND
PILASTERS, AND ADJACENT TO GROUTED CELLS,
„
- 16. FLOOR SHEATHING SHAL BE 3/4 TONGUE AND GROOVE
STRUCTURE FOR WIND, MUST BE SHOWN ON THE SUBMITTED
9) WATER MAX. BY WEIGHT)
B
FIBROUS REINFORCING.
PLYWOOD, GLUED AND NAILED WITH 10d NAILS AT 6 O.C. AT
SHOP DRAWINGS.
CLEAN & POTABLE
21. SEE DRAWINGS FOR MASONRY CONTROL JO
R L INT LOCATIONS..
SUPPORTED EDGES AND 10d NAILS AT 12" O.C.AT
11, CONTINUOUS BOTTOM CHORD LATERAL BRACING IS REQUIRED
REINFORCING STEEL: ASTM A 615.GRADE 60
ALTERNATE TO W.W.F. IN SLAB -ON -GRADE
SPACE AT 26'-0" O.C. AT EXTERIOR WALLS 32' O.C. AT
INTERMEDIATE SUPPORTS, UNLESS ARCHITECTURAL DRAWINGS
,
AT A MINIMUM SPACING OF 10 O.C. UNLESS OTHERWISE
1. REINFORCING FIBERS TO BE VIRGIN 100 %POLYPROPYLENE
INTERIOR WALLS UNLESS NOTED OTHERWISE.
CALL FOR ADDITIONAL SHEATHING S
SH ATHIN THICKNESS,
NOTED. BOTTOM CHORD BRACING IS CONTINUOUS
C NTIN OUS FROM ONE .
REQUIRED SLUMP RANGE = 3" TO 5"
COLLATED FIBRILLATED FIBERS SPECIFICALLY MANUFACTURED
22. MASONRY INSPECTION SMALL BE PROVIDED BY A QUALIFIED
17. ROOF SHEATHING SHALL BES 8„ O.S.B. PROVIDE ONE
/
END OF THE BUILDING TO THE OTHER END. OVERLAP
- CONTINUOUS BRACING AT LEAST ONE TRUSS SPACE. USE A
WELDED FABRIC:` ASTM A185. FURNISH IN SHEETS, NOT
FOR USE IN CONCRETE, CONTAINING NO REPROCESSED OLEFIN
AGENT IN ACCORDANCE .WITH ACI 530-1.5. INSPECTION
PLYWOOD CLIP PER P D
R S AN BETWEEN SHEET EDGES. PROVIDE
MINIMUM OF 2X4 GRADE MARKED LUMBER AT LEAST 10,
ROLLS.
MATERIALS, WITH THE FOLLOWING PHYSICAL CHARACTERISTICS:
SERVICES SHALL INCLUDE, ID
C U E, BUT ARE NOT LIMITED TO, THE
SOLID 2X BLOCKING BETWEEN SUPPORTS AT ALL HIPS,
LONG, WITH 2-16d NAILS AT INTERMEDIATE AND 3-16d
WORK IN PROGRESS AS WELL AS MATERIAL$ E "JIPMENT
' Q ,NAILS
RIDGES VALLEYS, D
AN CHANGES IN ROOF SLOPE.
AT END CONNECTIONS.
MOISTURE BARRIER: 6 MIL POLYETHYLENE, LAP 6" AND
a) SPECIFIED GRAVITY: 0,92
AND PROCEDURES.
TAPE ALL JOINTS.
b MODULES OF ELASTICITY: 500-700 KSI23.
18. NAILING SCHEDULE NUMBER
PROPERLY TIED SPACERS CHAIRS BOLSTERS ETC,
PROVIDEEPR
c TENSILE STRENGTH: 70-110 KSI
)
SUBMITTALS:
CONNECTION COMMON NAIL SPACING
12. CROSS BRACING IS REQUIRED AT MINIMUM 10'O.C. UNLESS
D SSASSEMBLE,LC AND
AS REQUIRED NECESSARY TO PLACE
"
d) LENGTH. 3/4 MIN:
a) SUBMIT PROPOSED GROUT MIX DESIGN PRIOR TO
SOLE PLATE TO TRUSS OR BLOCKING 16d 16" U.C.
NOTED OTHERWISE. LOCATE CROSS BRACING AT OR NEAR
SUPPORT ALL REINFORCING IN PLACE. USE WIRE BAR TYPE
RE
-
CONSTRUCTION.
STUD TO SOLE PLATE TOE NAIL 8d 4
/
THE BOTTOM CHORD BRACING. INSTALL CROSS BRACING AT
SUPPORTS COMPLYING WITH CRSI RECOMMENDATIONS. USE
2: REINFORCING FIBERS TO BE SUPPLIED BY THE FOLLOWING
b) SUBMIT PROPOSED MORTAR MIX DESIGN PRIOR TO
DOUBLE STUDS, FACE NAIL 10d 24" O.C.
EACH END AND AT 20' O.C, ALONG THE LENGTH OF THE
PLASTIC TIP LEGS ON ALL EXPOSED SURFACES.
APPROVED MANUFACTURERS:
CONSTRUCTION.
DOUBLE TOP PLATES, FACE NAIL 10d 16" O.C.
LATERAL BRACING. CROSS BRACING IS ACCOMPLISHED BY
a) "FIBERSTRAND 100", EUCLID CHEMICAL COMPANY
c) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING
TOP PLATES LAPS AND INTERSECTIONS 10d 3
ATTACHING DIAGONAL WEB BRACING TO OPPOSITE SIDES OF
b "FIBERMESH" FIBERMEINC.BARS
) SH, IN
SHOWING NUMBER SIZE AND LOCATION
TRUSSES, LAPS OVER WALLS, FACE NAIL 16d 4
THE SAME GROUP OF SIMILAR WEB MEMBERS.. SLOPE CROSS
ALL BEAMS, SPANDRELS AND SLABS SHALL BE POURED
c) FIBERS", W.R. GRACE AND COMPANY
INCLUDING BAR LISTS AND BENDING DIAGRAMS.
BUILT-UP CORNER STUDS 16dRACING
24" O.C.OC
IN OPPOSITE DIRECTIONS AT APPROXIMATELY 45
MONOLITHICALLY, EXCEPT FOR REQUIRED CONSTRUCTION
JOINTS. PROPOSED CONSTRUCTION JOINT LOCATIONS SHALL
.GRACE
d). FORTA ECONO NET , FORTA CORPORATION
d SUBMIT COMPRESSIVE STRENGTH TESTS OF
)
STUDS TO SOLE PLL 16d 2
ATE, END NAI
DEREES FORMING A CROSS "X". USE A MINIMUM OF 2X4
BE SUBMITTED TO ENGINEER FOR APPROVAL.
3•
PROPOSED MASONRY UNITS PRIOR TO CONSTRUCTION.
19, AT ALL WALLS SUPPORTING ROOF TRUSSES PROVIDE UPLIFT
'
GRADE MARKED LUMBER WITH AT LEAST 2-16d NAILS AT
EACH CONNECTION:
FIBERS TO BE ADDED IN MANUFACTURER'S APPROVED.
MASONRY UNITS ARE TO BE TESTED IN ACCORDANCE
STRAPPING/CONNECTORS SHOWN ON WALL SECTIONS.
CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS,
AMOUNT WITH A MINIMUM OF 1.5 LBS PER CUBIC YARD.
WITH ASTM C140..
SLEEVES AND SLAB RECESSES AS REQUIRED BY OTHER
Q
4. CONCRETE TO BE MIXED IN ACCORDANCE WITH FIBER
24, A QUALIFIED TESTING LABORATORY OR MATERIAL SUPPLIER
20. FASTENER SUBSTITUTIONS
13. TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY
TRADES BEFORE CONCRETE IS PLACED. NO SLEEVE, OPENING
MANUFACTURER'S RECOMMENDATIONS FOR UNIFORM AND
SHALL PERFORM THE FOLLOWING TESTS ON SITE.
BRACING OF TRUSS SYSTEM DURING CONSTRUCTION.
OR INSERT MAY BE PLACED IN BEAMS, JOISTS OR COLUMNS
COMPLETE DISPERSION OF FIBER BUNDLES INTO SINGLE
ALL NAILS ARE COMMON NAILS; UNLESS OTHERWISE NOTED.
UNLESS APPROVED BY THE ENGINEER.
MONOFILAMENTS WITHIN CONCRETE.
a) SAMPLE AND TEST GROUT IN ACCORDANCE WITH
THE FOLLOWING FASTENERS ARE ACCEPTABLE SUBSTITUTIONS.
14. HANDLING, INSTALLATION, AND BRACING OF WOOD TRUSSES
5. REINFORCING FIBERS ONLY TO BE USED IN CONCRETE
ASTM C1019 FOR EACH 5000 SQ. FT. OF MASONRY,
ALL ALTERNATE FASTENERES SHALL BE SPACED AT THE
SHALL BE IN ACCORDANCE WITH "HIB -91", PUBLISHED BY
CONTRACTOR SHALL VERIFY EMBEDDED ITEMS, INCLUDING BUT
SLAB -ON -GRADES, AND NOT IN TOPPING SLABS.
b) SLUMP TEST -ASTM 0143.
SAME SPACING AS THE SCHEDULED FASTENERS.
THE TRUSS PLATE INSTITUTE.
NOT LIMITED TO ANCHOR BOLTS, BOLT CLUSTERS, WELD
c) MASONRY PRISM TEST IN ACCORDANCE WITH ASTM
PLATES, ETC., BEFORE PLACING CONCRETE. NOTIFY ENGINEER
E447, METHOD B. MODIFIED AS FOLLOWS:
SCHEDULED FASTENER ALTERNATE FASTENER
15. ALL WOOD TRUSSES SHALL BE FASTENED TO THEIR
OF ANY CONFLICTS WITH REBAR,
1) PRISMS SHALL BE STACK BOND, ONE UNIT LONG
8d COMMON NAIL 8d RING SHANK NAIL
SUPPORTS WITH APPROVED HURRICANE CLIPS OR STRAPS,
SEE ARCHITECTURAL DRAWINGS FOR REQUIRED CONCRETE
MASONRY
AND THICK WITH A FULL MORTAR BED.
8d SCREW SHANK NAIL
FINISHES.
2) LIMIT HEIGHT/THICKNESS RATIO FROM 1.33 - 5.00.
0.131 P -NAIL
16. CONTRACTOR SHALL ORDER AND INSTALL HURRICANE CLIPS
ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER
1. HOLLOW LOAD BEARING UNITS SHALL CONFORM TO ASTM
3) PROVIDE A MINIMUM OF ONE JOINT.
8d GUN DRIVEN 2-3/8X0.113 (SEE
OR STRAPS FOR THE UPLIFT AND LATERAL FORCES SHOWN
FINISHING OPERATION SIN ACCORDANCE WITH ONE OF THE
C90, NORMAL WEIGHT, TYPE 11, MINIMUM NET COMPRESSIVE
ONE SET OF 3 PRISM PRI 0 CONSTRUCTION
S ORT CON TR CTION AND
DETAILS FOR SPACE
ON THE SUBMITTED WOOD TRUSS DESIGN CALCULATIONS.
- FOLLOWING METHODS:
UNIT STRENGTH = 2000 PSI. (NET AREA COMPRESSIVE
DURING CONSTRUCTION FOR EACH 5000 SQ. FT. OF WALL.
REQUIREMENTS)
a APPLY A 30 % SOLIDS LIQUID MEMBRANE FORMING
) Q
MASONRY STRENGTH FM = 1500 PSI.
25, PROVIDE 8 DEEP PRECAST REINFORCED CONCRETE
10d COMMON NAIL 10d RING SHANK NAIL
17. ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND
CHEMICAL CURING COMPOUND IN ACCORDANCE WITH
2, MORTAR SHALL BE TYPE M OR S AND SHALL CONFORM TO
LINTELS OVER ALL MASONRY OPENINGS NOT SHOWN TO
10d SCREW SHANK NAIL
SUPPLIED BY SIMPSON STRONG TIE.
ASTM C-309.
ASTM C270 (PROPORTION OR PROPERTY SPECIFICATION).
HAVE A STRUCTURAL BEAM, MINIMUM END BEARING = 8„
0.148 P -NAIL
b) PROVIDE CONTINUOUS MOISTURE TO CONCRETE IN
,
LINTEL WIDTH TO MASONRY WIDTH.
6d COOLER NAIL
18. ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER
ACCORDANCE WITH ACI 301.
O OU S
3. COARSE GROUT HALL CONFORM TO ASTM C476:
.MATCH
#6 X 1-1/4" TYPE S OR 2
MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE.
GENERAL CONTRACTOR IS RESPONSIBLE FOR THE PROPER
DRYWALL SCREW
DESIGN AND CONSTRUCTION OF ALL FORMWORK, SHORING
a) 2500 PSI AT 28 DAYS
b) 1/4" MAXIMUM AGGREGATE
CARPENTRY-
19. PILING OF PLYWOOD ON WOOD TRUSSES IS NOT ALLOWED.
AND RESHORING. DESIGN SHALL BE PERFORMED BY A
LICENSED FLORIDA ENGINEER.
c) 8„ - 11" SLUMP
PRE-ENGINEERED WD TRUSSES
A QUALIFIED TESTING LABORATORY OR MATERIAL SUPPLIER
4. CODES AND STANDARDS:
1: DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL
AND FLOOR JOISTS
20. INSTALLATION OF BROKEN DAMAGED WARPED OR
� /
SHALL PERFORM THE FOLLOWING CONCRETE TESTS ON SITE.
ACI 53U ASCE 5 "BUILDING CODE.REQUIREMENTS FOR
BEAR THE GRADE STAMP OF THE MANUFACTURER'S
IMPROERLY REPAIRED WOOD TRUSSES IS NOT ALLOWED.
MASONRY STRUCTURES"
ASSOCIATION.
21. IMPROPER OR UNAUTHORIZED FIELD ALTERATION OF WOOD
a) CYLINDER STRENGTH TESTS - ASTM C39+/- 1 SET
ACI 530.1/ASCE 6 "SPECIFICATIONS FOR MASONRY
2. ALL LUMBER SHALL BE SOUND SEASONED AND FREE FROM
1. THIS SECTION DEFINES PRE-ENGINEERED, PREFABRICATED,
TRUSSES IS NOT ALLOWED.
OF FOUR CYLINDERS FOR EACH 50 CUBIC YARDS OR
STRUCTURES"
WARP.
METAL PLATE CONNECTED WOOD ROOF TRUSSES AS "WOOD
22. ALL CONNECTIONS AND BRACING MUST BE INSTALLED
FRACTION THEREOF. TEST ONE CYLINDER AT 7 DAYSTRUSSES".
BEFORE SHEATHING THE ROOF.
AND TWO AT 28 DAYS. HOLD THE FINAL CYLINDER IN
S. A REINFORCED MASONRY BOND BEAM SHALL BE PROVIDED IN
3, ALL LUMBER SHALL BE SOUTHERN PINE 0. 2 GRADE OR
23: GABLE ENDWALL TRUSSES MUST TRANSFER LATERAL LOADS
RESERVE,
ALL MASONRY WALLS SHOWN ON THE DRAWINGS AT EACH
BETTER, WITH 19 % MAXIMUM MOISTURE CONTENT U.O.N.
2: WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN
AND/
TO THE SHEAR WALLS AND OR THE ROOF DIAPHRAGM.
b) SLUMP TEST - ASTM C143
FLOOR. USE GALVANIZED MESH -TYPE CELL CAPS, PROVIDE
4. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE
ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION
ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY
CORNER BARS AT ALL BEAM CORNERS TO MATCH
HORIZONTAL BARS..
SHALL BE PRESSURE TREATED,
FOR WOOD CONSTRUCTION", 1986 EDITION, PUBLISHED BY
24. WOOD TRUSSES THAT DO NOT MEET INTERIOR LOAD BEARING
TO OWNER, ARCHITECT, STRUCTURAL ENGINEER AND GENERAL
5PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A
THE NATIONAL FOREST PRODUCTS ASSOCIATION. "DESIGN
WALLS MUST BE SHIMMED, D0 NOT PULL WOOD TRUSSES
CONTRACTOR.
6. UNLESS NOTED OTHERWISE, BOND BEAMS SHALL BEA
.
CCA SALT TTREATMENT IN ACCORDANCE WITH F.S. TT -W-571
SPECIFICATION FOR METAL PLATE CONNECTED WOOD
DOWN TO INTERIOR BEARINGS.
RESTRICT THE ADDITION OF MIX WATER AT THE JOB SITE. DO
DOUBLE COURSE OF MASONRY KNOCK -OUT BLOCK WITH (Z)
AND BEAR THE AMERICAN WOOD PRESERVERS INSTITUTE
TRUSSES, TPA -86", PUBLISHED BY THE TRUSS PLATE
INSTITUTE AND THE APPLICABLE BUILDING CODES LIS TED IN
25. WOOD TRUSS DESIGN ENGINEER MUST BE PROVIDED WITH A
NOT ADD WATER WITHOUT THE APPROVAL OF THE GENERAL
#5 BARS IN EACH COURSE.
QUALITY MARK LP -2.
THE MISCELLANEOUS SECTION OF THESE SPECIFICATIONS:
COPY OF THESE DRAWINGS AND SPECIFICATIONS,
CONTRACTOR AND DO NOT EXCEED SLUMP LIMITATIONS OR
7. VERTICAL BARS SHALL BE HELD IN POSITION AT THE TOP
PLYWOOD
6. PLYW 0 SHEATHING G B D D
S A N SHALL E FPA C WITH EXETERIOR
26. SUBMITTALS: ALL SUBMITTALS SHALL BEAR THE EMBOSSED
THE TOTAL ALLOWABLE WATER TO CEMENT RATIO. USE COLD
WATER FROM THE TRUCK TANK AND REMIX TO ACHIEVE
AND BOTTOM OF BAR AND AT 8'-0" O.C. MAXIMUM WITH A
GLUE. ALL ROOF SHEATHING TO BE INSTALLED WITH -
3. THE WOOD TRUSS MANUFACTURER MUST PARTICIPATE IN A
SEAL OF A LICENSED FLORIDA ENGINEER AND SHALL BE _
CONSISTENCY. THE REPORTS SHALL INDICATE HOW MUCH
MINIMUM CLEARANCE OF 1/2 FROM MASONRY. THE CLEAR
PLYCLIPS.
-
CODE APPROVED THIRD PARTY QUALITY ASSURANCE
SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER
PRIOR 0 WOOD U B
W TRUSS FABRICATION.
WATER WAS ADDED AT THE JOB SITE. ALL TESTS SHALL BE
DISTANCE BETWEEN BARS SHALL NOT BE LESS THAN ONE
BAR DIAMETER, NOR LESS THAN I". CENTER BARS IN WALLS
7
. INSTALL BRIDGING IN ALL FLOUR OR ROOFJOISTS AT 8'-0"
PROGRAM SUCH AS THE TRUSS PLATE INSTITUTES QUALITY
;
T
DONE AFTER THE ADDITION OF WATER TO THE MIX.
U.O.N.
O.C. MAXIMUM. INSTALL BLOCKING IN ALL WALL STUDS @
CONTROL INSPECTION PROGRAM .
a SUBMIT SEALED WOOD TRUSS DESIGN CALCULATIONS
MID -HEIGHT.`
4. WOOD TRUSS MEMBERS AND CONNECTIONS SHALL BE
FOR EACH TYPE OF TRUSS.
8. ALL NAILING AND BOLTING SHALL COMPY WITH AMERICAN
DESIGNED FOR ALL LOADS SHOWN ONTHE CONTRACT
b) SUBMIT SEALED WOOD TRUSS ERECTION PLAN,
INSTITUTE OF TIMBER CONSTRUCTION REQUIREMENTS:
DOCUMENTS INCLUDING: LIVE, DEAD,,WIND, AND
INCLUDING CONNECTION DETAILS AND PERMANENT
CONCENTRATED, IN ADDITION TO THE FOLLOWING LOADS:
BRIDGING REQUIREMENTS.
SEE MISCELLANEOUS SECTION FOR FOOR AND ROOF LIVE
c) SUBMIT SEALED WOOD TRUSS TEMPORARY ERECTION
AND DEAD LOADS:
BRACING PLAN.
,-1
t\ CD
Lf) " ri
0c) M M T
®O (� N 1
N
X (")m
ca ^
Lt CD
0-��
D 9 X
'u
cq ® LL
CI)
{
PJJ;a
F t:s
,� CO
F L
x
d-
o
u
1: 1f
w
u
,f. -..: 3
I'
W
LLI
.d
wRr�
NEW-
H
1 �
m
iw
C)
w `
z
10
Ln
Lu
�
z
0
-if
(� o
w
J
® 0
LL_
a
u
REVISIONS
LU
�
b
0 c'�I
0
Q _j U-
0
0� u� 0
® LL
® Z
q
® U-)
LU
Q
z
Lu
a
a
SHEET NUMBER .
rui
V /
S-0
OF 11
PLOT
DATE:
uj
November 26, 2008
STRUCTURAL
NOTES
r" C)
Ln
0® M M
N
i (y) N
® �' (')
M ®I��
LL c)
SEE TYP. 0 -a SEC. L-
1/8" SAWCUT x 1/4 ( 0 N
SLAB THICKNESS ` — fu
- WHERE SHOWN ON M
0 LL_
V)
FIN. FLOOR FIN, FLOOR FOUNDATION PLAN .; . J�
� #5 CONT REINF
SEE FND. FOR
00 f' i a. ,a
♦ � - UA
,-, ',' QUANTITY
=•-mac --x--'x;
GRADE �♦; � �♦; n ��\' r r
i
L
- J ` � v ♦ ` J ` — � / 1 fir', , 4 � �G{'
_ .,v•r' .., 1 g-_:. a 3s"�a'e
(V " Y �'
(3) #5 CONT. SPACED #5 X 30 X 3011k
20" `� W.W.M. PLACED IN
U L 1
EQ A LY CORNER BAR ONE
,UPPER 1/3 OF SLAB i .-.
FOR EA. HORIZ. �w
W Lu �; - REBAR, TYP: U.N.O.Lu
16"
(2) #5 CONT. -
•Tn• M d . ,V `�
Ln
s a• '� dp;
�
,�®� C7
Lys U
per s s L u
V
rr.` f 5' Z W
..
i
OJ
INTERIOR MONO FTS. EXTERIOR MONO FTG, ^3TYP. CROL JOINT DETAIL 4 TYP® CORNER BAR DETAIL '
: "— ' n _ 1 it �. -.. '. ' '
'.. .'"` a , 11 1 ' 11
S SCALE. 3/4 - 1-0 CMU WALL ABOVE S 2 SCALE: 3/4 V-011. S Z SCALE: 1'i = 1'-0.1 S 2 SCALE: 1 2= 1-0 r
{
Lu
� �'txh vii �-•�rg.�
m
r-
0
PRE-ENGINEERED PRE-ENGINEERED LU
ENDWALL COLUMNS
ENDWALL COLUMNS _ •
ANCHOR BOLTS ® p
ANCHOR BOLTS �
1T' EMBEDMENT 17" EMBEDMENT
Lu a Ln
'r , • r
W Ln
♦r ♦ _ _ - - 'n
W
a..:
LI_
`o , w..
V
(5) #5 EA. WAYNs
(4) #5 EA. WAY
48" x 48" SQ. " .1
Q 36 x 36 SQ. '
REVISIONS
�� rr
TYR 48"x48"COLUMN PA® ^6TYPR 36 x36 COLUMN PAD
Cj z SCALE: 3/4" = V-0" S- SCALE. 3/4 V-0"
2
W
J �
Z F- J
O > N
H Z M
Q J �
J
Q �
o �
OC O
Q
u-
C z
O
M
z
W
r-,
Lu
a.
SHEET NUMBER
A�LU
^
V 1.
OF
00
F�
S-2 I I
- PLOT DATE:
Ldr
November 26, 2008
Lu
FOUNDATION
S
4., T,,,toe'a
(\
- 0
- 0 X
- - .V (D
0 LL
>
OD
i'
r't{+
1p
NEW METAL BUILDING ADDITION ��yys
if
ii
. .1 �J'Li]
1452 S.F. s..,,-,fi w
- N : T.1ri
C>
' ,- .fin;-� �:'• � (,
y a 'i df U V
w C J UJ
Z Z
W
*.I
W
O
O
p p ^
0 0 �---------- - - - --- I----�
II \
8F16-1B/1T 8RF14-1B/1T
I
#5 REBAR AT TOP
MIN. (1) REQ'D
8" PRECAST & PRESTRESSED U -LINTELS 1-1/2" CLEAR EXIST. OPEN \.
/)
GENERAL
cud
Q
STD. 90
GRAVITY
1 #5 BAR MIN. LAP 30"
iii
LATERAL
LENGTH
Provide full mortar head and bed joints.
TYRE
BUB-
OFO-00
6F12-08
8F1608
OF20-OB
BF240B
BUB -00
OF32-08
TRAB BF12-16 BF16-1B 8F20 -IB 8F24 -1B BF29-I13
BF32-1B
2'-10"
(34")
PRECAST
2302
3166
4473
6039
7526
9004 -
10472
11936
3166 ., 4473 6039 7526 9004 40472
11936
T-6"
(42")
PRECAST
-
2302
3138
3377
4609
6V01
7315
0630.
9947
3166 4473 6039 7526 9004 10472
11936
4'-0"
(48")
PRECAST
2029
7325
24% -
3467
4438
5410
6384
7358
2646 4473 .6039 7526 9094 10472
11936
4'-6"
(54")
PRECAST
1651
1787
1913
2657
3403
.4149
4896
5644
2170 4027 6039 7526 9004 10472
%W
S-4"
(64")
PRECAST
1184
lu3
1301
1809
2317
2826
3336
3846
1665 2889, 5057 6096 5400. 6124
7450
5'-10"
(70")
PRECAST
972
1000
1059
1474
1889
2304
2721
3137
1459 2461 - 4144 5458 4437, 5260
6122
6'-6"
(78")
PRECAST
-
937
1255
Z101
3263
2746
3358 -
3971
4585
1255 2101 3396 5260 7134 8995
6890,
7'-6"
(90")
PRECAST
767
1029
.1675
2385
1994
2439
2886
3333
1029 1675 2610 3839 5596 6613
5047
9'-4"
(112")
PRECAST
573
632.
1049
1469
1210
1482
1754
2027
.768 1212 1818 7544 3469 4030
3127
10'-6"
(126")
PRECAST
456
482
80z
1125
915
1122
13z8
1535
658 1025 . 1514 2001 27/4 3130
2404
11'-4"
(136")
PRECAST
445
590
935
1365
1954
2355
1793
207,
598 935. 1365 1854 2441 3155
4044
1X-0"
(144")
PRECAST
'
414
-
545
864
1254
1689
1 2074
1570
1818
555 869 1254. 1693 2211 2832
3590
13'-4"
(160")
PRECAST
362.
427
726.
1028
1331
1635
1224 '.
1418
485 748 1076 1438. 1855 ZAJ
2920
14'4"
(168)
PRECAST
336
381
644
- 919
1190
146Z
1087
1Z60
455 700 1003 1375 1714 2153
2666
14'8"
(176")
PRESTRESSEDN.R.
295
NR
NR
NR
NR
NR
NR
NR
165 765 1770 2945 2610 3185
376'
15'4"
(184')
PRESTRESSED
N.R.N R
R
NR
NR
NR
NR
NR
NR
42U 695. 1250 1855 2370 2890
3410
ITA"
(208")
PRESTRESSED
N.R
NR
NR
NR
NR
NR
NR
NR
310 530 950 1400 1800 2200
2600
19'-4"
(232")
PRESTRESSED
-
N.R.
NR
NR
NR
NR
NR.
NR
NR
240 400 750 1090 .1400 1720
2030
21'-4"
(256")
-
PRESTRESSED
N.R
MR
MR
NR
NR
NR
NR
NR
103 330 610 940 1340 1780
2110
22'-0"
(264")
PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
160 300 570 870 1250 1660
1970
24'-0"
(288")
PRESTRESSED
N.R.
NR.
NR
NR
MR
NR
NR
NR
130 210 470 720 1030 1350
1610
4., T,,,toe'a
(\
- 0
- 0 X
- - .V (D
0 LL
>
OD
i'
r't{+
1p
NEW METAL BUILDING ADDITION ��yys
if
ii
. .1 �J'Li]
1452 S.F. s..,,-,fi w
- N : T.1ri
C>
' ,- .fin;-� �:'• � (,
y a 'i df U V
w C J UJ
Z Z
W
*.I
W
O
O
p p ^
0 0 �---------- - - - --- I----�
II \
8F16-1B/1T 8RF14-1B/1T
I
#5 REBAR AT TOP
MIN. (1) REQ'D
8" PRECAST & PRESTRESSED U -LINTELS 1-1/2" CLEAR EXIST. OPEN \.
/)
REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR
SEE PLAN FOR TIE
10"
BEAM SPECS
HOOK
8" PRECAST W/ 2" RECESS DOOR U -LINTELS SPLICES 30"
GENERAL
METAL BUILDING
Q
STD. 90
UPLIFT
1 #5 BAR MIN. LAP 30"
iii
LATERAL
'--�-_
LENGTH
Provide full mortar head and bed joints.
TYPE
BFO -1T
BF12-lr
OF16-1T
BF20-lr
UF44-1T
BF28-ir
8F32 -1T
BUS
BFB
Bra-zr BF12-2T OF16-ZT 8FZ0-2r 13F24-zr 8Fz8-zr BFJZ-ZT
2'-lU"
(34")
PRECAS-r
2727
2878
4101
533Z
6569
7811
9055
2021
2021
2721 2784 3901 5190 6107 7630 8857
T-6"
(42")
PRECAST
2165
2289
3160
4237
5219
67.04
7192
1257
12 7
2165 2215 3165 1 4125 5091 6061 7036
4'-0"
(48")
PRECAST
1878
1989
2832
3680
4532
5387
6245 -
938
938
1878 1925 2750 3583 4422 5264 6110
4'-6"
(54") _
PRECAST
1660
1762
2107
3257.
4010
4767
5525
727
727
1660. 1705 2435 3171 3913 4658 5406
5'-4"
(64")
PRECAST
1393`
1484
2110
2741
3375
4010
4640
505
505
139J 1437 2050 2670 3293 3920 4549
5'-10"
(70")
PRECAST
1272"
1357
1930
2505
3084
3665
4247
418
418
1271 .1315 1875 2441 3010. 3583 4157
6'-6"
(78")
PRECAST
1141•
1200
1733
2250
2769 -
3290
3812
707
887
1141 1182 1684 2191 2703 3216 3732
7'-6"
(90")
PRECAST
959'
912
1475
1914
2354
2797.
3240
591
657
990 1029 1466 1907 2351 2791 3245
9'-4"
(112")
PRECAST--
801.
612
980
1269
1560
1852
2144
454
630
801 755 1192 1550 1910 2271 2634
10'-6"
(126")
PRECAST-
716'
498
793
1027
1261
1496
1731
396
493
716 611- 1039 1389 1711 2034 2J50
IVA"
(136)
PRECAST
666"
439
696
699
1104
.1309
151
363
556
666 535 905 1295 1595 1896 2198
12'-o"
(144")
PRECASr
697'
400
631
816
1001
1186
1372
340
494
631 486 818. 1209 1514 1799 2086
13'-4"
(160")
PRECAST302
500"
340
532
686
841
997
1153.
398
573 409 .682 1004 1367 1637 1897
14'4"
(168")
PRECAST
.
458'
316
493
635
778 -
922
1065
286
360
598 378 629 1 922 1254 1567 1816.
14'-B"
(176") PRESTRESSED
243
295
459
591
724
657
990
N.R.
.
357
243 352 582 052 - 1156 1491 1742
15'-4" (18,4") PRESTRESSED
228
278
430
553
677
801
925
N.R.
327
228 329 542 791 1072 1381 1676
17'4"
(208")
PRESTRESSED
188
236
361
464
561
670.
774
N.R.
255
188 276 449 1 649 874 1121 .1389
19'-4"
(232")
PRESTRESSED
165
207
313
-401
490
5'78
667
N.R.
204
165 239 383. 550 736 940 1160
21'-4"256")
(
PRESTRESSED
145
186
278
356
433
512
590
N.R.
172
142 212 336 477 635 807 993
22'4"
(264")
PRESTRESSED
-
140
180
268
343
410
493
560
N.R.
161 .
137 205 32Z 457 607 771 947
24'-0"
(288")
PRESTRESSED
lv
165
244
312
Sao
447
515
N.R.
135
..
124 ,186 290 - 408 538. 680 '833.
REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR
SEE PLAN FOR TIE
10"
BEAM SPECS
HOOK
8" PRECAST W/ 2" RECESS DOOR U -LINTELS SPLICES 30"
GENERAL
METAL BUILDING
Q
STD. 90
�-C.M.U.
1 #5 BAR MIN. LAP 30"
iii
z
`-
LENCirT-'`•"--`
Provide full mortar head and bed joints.
-TYPE8RF6-00
BRU6
Zo r 3
GROUT
8RF10-0B
8RF14-0B
8RF18-00
Ln
8RF260B
■
BRF6-IB 8RF10.1B 8RF14-1B ORFIO-113 8" -18. 8RF26-1B
Q' #5 REBAR AT BOTTOM
4'-4"
W
PRECAST
0 01 OF LINTEL CAVITY
1591
3053
2982,
BOTTOM REINFORCING
\ \ \
Z
0
6880
7-5/8"ACTUAL PROVIDED IN LINTEL
�`- (VARIES)
--
---- --- -_�_ d - ----------------
- - -•- - - - -- -- - - - -®_ .. _ --� - --. - - - -®o - -- -- -- m
-
(54")
8" NOMINAL WIDTH
1357
N
2782
.2714
3wo
W (D Ln
LU h
5375
TYPE DESIGNATION
170Z 3412 4982 6472 7997 9416
LU
5'-8"
GROUT U =UNFILLED
LINTEL PLAN
(7 V / 0
� ® o
832:
F =FILLED WITH /
1550
2058
2566
QUANTITY OF #5 REBAR AT , .
BOTTOM OF LINTEL CAVITY/
SCALE: 1/8" = 1'-0"
1153- 2162 4074 6472 6516 5814
6839
8F16-1B/1T
(70")
PRECAST
735
NOMINAL WIDTH L
1500
1449
1924
. QUANTITY OF #5
NOMINAL HEIGHT REBAR AT TOP
2876
REVISIONS
1103 2051 3811 6472 6516 5450
- MATER IAL
6'-8"
(80")
PRECAST
822
907
-1. f precast lintels - 3500 psi.
2933
2576
3223
3872
2. Fc prestressed lintels - 6000 psi
907 1677 2933 4100 6730. 8177
6707
T-6"
. 3. fc grout = 3000 psi w/ maximum 3/8" aggregate.
PRECAST
665
761
4. Concrete masonry units (CMU) per ASTM C90 w/
2252
1958
2451
minimum net area compressive strength = 1900 psi:
3439
769 1377 2329 3609 .5492 6624
5132
5. Rebar provided in precast lintel per ASTM A615 GR60.
(116")
PRECAST
371
Field rebar per ASTM A615 GR40 or GR60.
834
1253
1071
6. Prestressing strand per ASTM A416 grade
1614
1886
535 928 1997 2179 2618 3595
270 low relaxation.
O
7. 7/32 wire per ASTM A510
lintel in lieu of concrete masonry units.
8. Mortar per ASTM C270 type M or S.
3000 P.S.I. CONC. W/
REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR
SEE PLAN FOR TIE
10"
BEAM SPECS
HOOK
8" PRECAST W/ 2" RECESS DOOR U -LINTELS SPLICES 30"
an
8" PRECAST W/ 2" RECESS DOOR U -LINTELS INDICATES FILLED CELL C) �
GENERAL
IVOTQ
MIN. LAP
STD. 90
GRAVITY
1 #5 BAR MIN. LAP 30"
iii
LATERAL
`-
LENCirT-'`•"--`
Provide full mortar head and bed joints.
-TYPE8RF6-00
BRU6
URF10-1T
BRF10-2T
8RF10-0B
8RF14-0B
8RF18-00
BRW -OB
8RF260B
ORF30-00
BRF6-IB 8RF10.1B 8RF14-1B ORFIO-113 8" -18. 8RF26-1B
BRFJO-1B
4'-4"
(52")
PRECAST
1489
1591
3053
2982,
3954
4929
590.
6880
1817 3412 4982 6472 7947 9416
10878
4'-6"
(54")
PRECAST
1357
1449
2782
.2714
3wo
4487
5375
62,64
170Z 3412 4982 6472 7997 9416
10878
5'-8"
(68")
PRECAST
785
832:
1602..
1550
2058
2566
3075:..
3585
1153- 2162 4074 6472 6516 5814
6839
T-10"
(70")
PRECAST
735
779
1500
1449
1924
2400
2876
3352
1103 2051 3811 6472 6516 5450
6411
6'-8"
(80")
PRECAST
822
907
1677
2933
2576
3223
3872
4511 22
907 1677 2933 4100 6730. 8177
6707
T-6"
(90")
PRECAST
665
761
1377
2252
1958
2451
2944
3439
769 1377 2329 3609 .5492 6624
5132
9'-B"
(116")
PRECAST
371
420
834
1253
1071
1J44
1614
1886
535 928 1997 2179 2618 3595
2875
an
8" PRECAST W/ 2" RECESS DOOR U -LINTELS INDICATES FILLED CELL C) �
GENERAL
IVOTQ
MIN. LAP
STD. 90
HOOK
1 #5 BAR MIN. LAP 30"
iii
LATERAL
1:
Provide full mortar head and bed joints.
TYPE
BRWIT
BRF6-7.T
URF10-1T
BRF10-2T
8RF14-1T
8RF142T
W
O RF22•iT
8RF22-2T
BRF26-1'i
8RF26-2T
2.
Shore filled lintels as required.
�: �. T•= �-• ®�-�
4'-4"
(52")
PRECAST
1244
1573
2413
3.
Installation of lintel must comply with the architectural
'7,7,'7 �-
-r.
-
932
1244 1519 - 7339 3170 4008 4650 5696
T-6"
(54")
PRECAST
and/or structural drawings.
1507
7311
SEE PLAN FOR
Q
4756
N
853
4.
Lintels are manufactured with 5-1/2" long notches at the
5-8"
(60")
TIE
924'
1172
1795
2423
3055
ends to accommodate vertical cell reinforcing and grouting.
4325
CD
BEAM SPECS
H
Y-10"
(y)
PRECAST
5.
All lintels meet or. exceed L/360 vertical deflection, except lintels 17'-4"
1742
2352
2%5
3581
4198
469
469
896 1099 1690 We 2891 3497 4106
and longer with a nominal height of 8 meet or exceed L/180.
(80")
PRECAST
778
toz
1513
2094
7573
6.
Bottom field added rebar to be located at the bottom of the lintel cavity.
.' . • : • : •
:.
778 956 1468 1987 2509 1 3035 3563
7'-6"
(90")
PRECAST '
688
7.
" 7 32diameter wire stirrups are welded to the bottom steel for
/ p
::
REBAR BOTH
_ ,
2753
<
LU
941 -
688 649 1302 1762 2225 2690 3157
9' B"
mechanical anchorage.
SIDES FOR OPENING
533*
433
808
1123
1413
1704
8.
Cast -in-place concrete may be provided in composite
614
533 527 1009 1369 1728 2008 2.150
STD. 90 DEGREE ANGLE
O
lintel in lieu of concrete masonry units.
='
3000 P.S.I. CONC. W/
0
9.
Safe load ratings based on rational design analysis per ACI 318
BAR MIN. LA30
1 #5 P
V)
A ACI 530
an
8" PRECAST W/ 2" RECESS DOOR U -LINTELS INDICATES FILLED CELL C) �
*REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8. For Composite lintel heights not shown, use safe load from next
lower height. PLOT DATE:
9. All safe loads in units of pounds per linear foot. BLOCK WALUREIN FORCEM ENT November 26, 2008
W
SCALE: N.T.S.
v- LINTEL PLAN
G
(Yi
UPLIFT
1 #5 BAR MIN. LAP 30"
iii
LATERAL
-----1,�---�
LENGTH
TYPE
BRWIT
BRF6-7.T
URF10-1T
BRF10-2T
8RF14-1T
8RF142T
BRF18-1T
8RF16-2T
O RF22•iT
8RF22-2T
BRF26-1'i
8RF26-2T
BRF30-1T
BRF30-2T
8RU6
8RF6
4'-4"
(52")
PRECAST
1244
1573
2413
3260
4112
967
- 5825
932
932
1244 1519 - 7339 3170 4008 4650 5696
T-6"
(54")
PRECAST
1192
1507
7311
3121
3937
4756
5577
853
853
1192 1455 2240 3036 3837 4643 5453
5-8"
(60")
PRECAST
924'
1172
1795
2423
3055
3689
4325
501
501
924 1132 1741 2357 2978 3603 4230
Y-10"
(70")
PRECAST
896'
1138
1742
2352
2%5
3581
4198
469
469
896 1099 1690 We 2891 3497 4106
6'-8"
(80")
PRECAST
778
toz
1513
2094
7573
3107
3642
830
1100
778 956 1468 1987 2509 1 3035 3563
7'-6"
(90")
PRECAST '
688
697
-1325
1810
2280
2753
3227
710
941 -
688 649 1302 1762 2225 2690 3157
9' B"
(116")
PRECAST
-
533*
433
808
1123
1413
1704
1995
516
614
533 527 1009 1369 1728 2008 2.150
*REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8. For Composite lintel heights not shown, use safe load from next
lower height. PLOT DATE:
9. All safe loads in units of pounds per linear foot. BLOCK WALUREIN FORCEM ENT November 26, 2008
W
SCALE: N.T.S.
v- LINTEL PLAN
FROM FTG. TO BEAM. WITH
(Yi
1 #5 BAR MIN. LAP 30"
iii
SAFE LOAD TABLE NOTES
z
G
1. All values based on minimum 4 bearing. Exception: Safe loads for unfilled
8x8x16 CMU
r"1
lintels must be reduced by 20% if bearing length is less than 6-1/2".
; , : , ' ;
°
Safe loads for all recessed lintels based on 8" nominal bearing.
a
2. N.R. = Not Rated.
:: : , ; . : , ; ., TYP. DOWEL 30"
3. Safe loads are total superimposed allowable load on the section specified.
MIN. LAP '' 11 ''
'' ` '
SHEET NUMBER
4. Safe loads based on grade 40 or grade 60 field rebar.
W
5. Additional lateral load capacity can be obtained by the designer by
6 un
providing addional reinforced masonry above the precast lintel.
.r .r , A'
6. One #7 rebar may be substituted for two #5 rebars in 8" lintels only.
7. The designer may evaluate concentrated loads from the safe load tables by
•
SEE FOUNDATION PLAN
OF
calculating the maximum resisting moment and shear at d -away from
SEE FOOTING DETAIL
the fare of support
TYP. MONO. FTG. FOR LOCATIONS
*REDUCE VALUE BY 15% FOR GRADE 40 FIELD REBAR 8. For Composite lintel heights not shown, use safe load from next
lower height. PLOT DATE:
9. All safe loads in units of pounds per linear foot. BLOCK WALUREIN FORCEM ENT November 26, 2008
W
SCALE: N.T.S.
v- LINTEL PLAN