HomeMy WebLinkAbout0117902-Building
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OSHKOSH
ON THE WATER
CITY OF OSHKOSH
BUILDING PERMIT - APPLICATION AND RECORD
No
117902
Job Address 475 CEAPE AVE
Designer CR Meyer
Category 260 - City of Oshkosh-New
Owner CITY OF OSHKOSH
Create Date
01/1712006
Contractor
CR MEYER
Plan
Type
. Building
C-3
0 Sign
0 Canopy
0 Fence
0 Raze
Zoning
Class of Const:
Size
Unfinished/Basement
~Sq.Ft.
~Sq.Ft.
Rooms
0
Height
0 Ft.
D Projection I
Finished/Living
Bedrooms
Stories
Canopies 0
Signs
Garage
~Sq.Ft.
Baths
Foundation
. Poured Concrete 0 Floating Slab
0 Concrete Block 0 Post
0 Pier
0 Treated Wood
0 Other
Occupancy Permit Not Required
Flood Plain No
Height Permit Not Required
Park Dedication
Not Required
# Dwelling Units
# Structures
0
Use/Nature CITY / Construction of Gazebo structure on exIsting 5" thick concrete slab in the SE comer of Riverside Park as per pians and
of Work calcuiations provided.
HVAC Contractor
Plumbing Contractor
Electric Contractor
UNKNOWN????
$35,000.00 Plan Approval
$0.00 Permit Fee Paid
$0.00 Park Dedication
$0.00
Fees: Valuation
Issued By:
Date 01/17/2006
Final/O.P. 00/00/0000
D Permit Voided I
Parcelld # 0800210000
In the performance of this work I agree to perform all work pursuant to rules governing the described construction.
While the City of Oshkosh has no authority to enforce easement restrictions of which it is not a party, if you perform the work
described in this permit application within an easement, the City strongly urges the permit applicant to contact the easement
holder(s) and to secure any necessary approvals before starting such activity.
Signature
Date
Address 895 W 20TH AVE
Agent/Owner
OSHKOSH
WI 54902 - 0000
Telephone Number
92()"235-3350 x219
To schedule inspections please call the Inspection Request line at 236-5128 noting the Address, Permit Number, Type of
Inspection (i.e. Footing, Service, Final, etc.), Access into Building if Secure (how do we gain entry), your Name and Phone
Number. Unless specified otherwise, we will assume the project is ready at the time the request is received. Work may
continue if the inspection is not performed within two business days from the time the project is ready.
'.
"-\75 CE'f\?6 f',\lE.
895 W. 20th Avenue, P.O. Box 2157
Oshkosh, WI 54903
(920) 235-3350
FAX: (920) 235-3419
Structural Calculations
for
Gazebo Foundation Design
for
Riverside Park
Oshkosh, Wisconsin
December 1, 2005
p~:p~ed BY:;. .
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MarkJ.Delv' x,~
Structural Engineer
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C.R. ffidSOnSSTnoc~~"ts~
895 W. 20th Avenue, P.O. Box 2157
Oshkosh, Wi 54903
(920) 235-3350 419
FAX: (920) 235-3
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JOB NO: 750;Z tiS'
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DATE: /21Í10£
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4.2.2 HIT HY 1.5Q1HIT-IQE l!1j~ctioö Adh~si"éAnCh
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HIT HY 1501H1T~ICE 'Allo!/ilãbleandlJltimate Bol1l!/ÇollCretl1t::apacity for !-IAS Rod$iO NQrm*I, WeightCIiI1Crete).;,1
HIT HY-150/HIHCE Allowable BondfConcrØte Capacity HIT HY,150IHIT-I,CEUltimate Bond/CôncreteCapðèìty
, Tensile ,, ',', Shear Tensile Shear
Anchor Embedment 1,=20(J0psi f, = 4000 psi f,= 2000 psi 1,= 4000 psi I, "2QODpsi f, = 4000 psi 1,=200{lpsi f, =4000 psi
Diameter Depth (13:8 MPa) (27,ôMPa) (13.8 MPa) " (27.ôMPa) (13$Mf'¡¡) (27.6 MPa) (13.8MPa) (27.Q MPaj
inimm) in (rrim) Ib (kN) Ib(kN) Ib(kN) Ib (kN), Ib (kN) Ib (kN) Ib (kN) Ib(kN)
1'1. 720 1265 1390 1965 2710 4750 4175 5900
(44) (3.2) (5.6) (6.2) (8.7) (12.1) (21.1) (18,(3) (26.2)
3/8 3'¡" 1895 2705 2230 3155 7120 10161) " 6695 9465
(9.5) (89) (8,4) (12.0) (9.9) (14.Q) (31.7) (45.2) (29~8) (42.1)
5'1. 2635 2800 4445 6285 9880 10510 13340 18861)
(133) (11.7) (12.5) (19.8) (28.0) (44.0) (46.8) (59.3) (83.9)
2'10 1220 1575 1980 2800 4580 5910 5940 8400
(54) (504) (7.0) (8,S) (12.5) (2004) (26.3) (26.4) (3704)
1/2 4'1. (2725) G35 ) 3385 4785 10220 14760, 10150 14355
(12.7) (108) (1H¡-' ,5)-- (15,1) (21.3) (44,5) (65.7) (45.2) (63,9)
6'10 4300 5295 6740 9535 16140 19860 20225 28605
(162) (19.1) (23.6) (30.0) (4204) (71.8) (8S,3) (90.0) (127.2)
2'¡' 1620 1985 2460 3480 6090 7460 7380 10440
(64) (7.2) (8.8) (10,9) (15.5) (27.1) (33.2) (32.8) (46.4)
5/8 5 4395 5250 4770 6745, 16480 19690 14310 20235
(15.9) (127) (19.6) (23.4) (21.2) (30.0) (73.3) W6) (63.7) (90.0)
7'¡' 6025 8225 9505 13440 22595 30850 28510 40315
(191) (26.8) (36.6) (42.3) (59.8) (100.5) (137.2) (126.8) (179.3)
3'1, 2355 3925 5430 7680 8870 14720 16295 23040
(86) (10.5) (17.5) (24.2) (34.2) (39.5) (65.5) (72.5) (102.5)
3/4 6'10 4655 ~ ß ( 8885) 8130 11500 '\ 17460 33330 24385 34485
(19.1) (168) (20.7) "(395). (36.2) "(51.1) ) (77.7) (148) (108.5) (153.4)
10 9515 ~121411! 16370 23150 35695 45530 49105 69445
(254) (42.3) ,¡I (54.0)/ (72.8) (103.0) (158,8) (202,5) (218.4) (308.9)
3'1. 3080 4800 6700 9475 11555 18000 20105 28430
(95) (13.7) (21.4) (29.8) ) (42.1) (51.4) (8Q.1) (89.4) (126,5)
7/8 7'¡' 7845 11020 10510 14865 29430 41000 31535 44600
(22.2) (191) (34.9) (49.0) (46.8) (56,1) (130,9) (182.3) (140.3) (19804)
11'/. 13330 16645 20945 29620 49990 62425 6283Q 88855
(286) (59.3) (74.0) (93.2) (131.S) (222.4) (277.7) (279.5) (395,3)
4'10 3445 4865 8260 11680 12920 18250 24790 35050 \
(105) (15.3) (21,6) (36.7) (52.0) (57.5) (81.2) (110.3) (155.9) "
1 8'1. ~3~) ~\S 11635 12865 \i 18200 31250 43640 38600 I 54585
(25.4) (210) (518) (57.2) (80.9) (139,0) (194.1) (171.7) (242.8)
, 12'1. 15540 19525 25635 36250 58280 73220 76900 108750
(314) (69.1) (86.85) I (114.0) (161.3) (259.3) (325.7) (342.1) (483.8)
6 4645 7000 14760 20870 17430 26265 44280 62610
(152) (20.7) (31.1) (65]) (92.8) (77.5) (116.8) (197.0) (278.5)
11/4 12 15490 20770 26010 36785 58085 77900 78035 110355
(31.8) (305) (68.9) (9204) (115.7) (163.6) (258.4) (346.5) (347.1) (490.9)
15 19210 26815, 38010 53755 72040 100560 114030 161265
(381) (85.5) (119.3) (169.1) (239.1) (320.5) (447.3) (507.3) (717.4)
1. Influence factors for spacing andlm edge distance are applied to concrete/bond values above, and then, compared to the steel vaiue, The lesser of th~ values, is to be
used for the design. ,
2. For hel ~ hnDm average uitimate concrete shear capacity based on Concrete Capacity Oesign (CCD) methoo. For he! < hnDrTÍ average ultimate ,oncrete shear values
based on testing.
3. All vaiues based on holes driiled with carbide,bit (see section 7.4.1) and cieaned whh ",ire brush.
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HITHY1501HIT-lCElnjection Adhesive Anchor
Load AdiUstment Factors for 1/2" DiarneíerAnchor
Anchor . 1/2" diameter
Oiamet'i.' "
Adjus!ment Spacing EdgaPl~an" Edga Dis)an"Sh,.r Edge Oista'" Shear
Factor Taosion/Sheai, Tension, lJ,towordodge), !"rootawayfromedgej,
1A IRN I,," 1""
Embedment -
Oepth,ln.
11/16 D.70 0.60 0.60
1 1/2 0.76 0.68 0.76
2 0 0.78 0.95
2 1/8 0.80 1.00
2 3/4 0.94. 0.92
3. 0.97 0.76 0.96
.s 3 3/16 1.00 0.78 . 1.00 . '. .
8 4 0.83 0.74 0,78 0.65 0.58 0.35 0.95 0.70
~ 4 1/4 0.85 0.75 0.80 0.67 0.63 0.38 1.00 0.73
" 4 1/2 0.87 0.76 0.82 0.68 0.67 0.40 0.76
5 0.90 0.79 0.87 0.711 0.76 0.46 0.83
5 1/2 0.94 0,81 0.92 0.75 0.85 0.52 0.89
go 5 0.97 0.83 0.96 0.78 0.93 0.58 0.95
~ 6 3/8 1.00 0.85 1.00 0.80 1.00 0.63 1.00
7 0.88 0.84 0:70
7 1/2 0.90 0.87 0.76
8 0.93 0.90 0.82
8 1/2 0.95 0.93 0.88
9 0.97 0.96 0.93
9 9/16 1.00 1.00 1.00
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NOTE: Tables applY foriisted embedment
depths.. Reduotion laClors for other
embed",ent depìhs must be calculated
using equations below
Spacing Tension/Shear
smi'; 0.5 hel,Scr; 1,5 he1
fA; 0.3(s/het) + 0.55
fof ser>s>smi'
Edge Distance Tension
cmin; 0.5 her, Cor =1.5 her
fRN ; 0.40(c/har) + 0.40
for cer>c>cmi,
Edge Distance Shear (.L toward edge)
cmi'; 0.5 hel'Ccr; 1.5 her
fRV.L;0.75(c/her)"0.125
for cer>c>cm',
Edge Distance Shear (Ii to or away from edge)
emi' ; 0.5 he" cor ; 1.0 her
fRVIi; 0.8(c/her) + 0.2
for cer>c>cmi'
Load Adjustment FactorS for 5/8" and 3/4" Diameter Anchors
Aochor SlW'diamater 3/4" diameter
Oiameter
Adjustme,t Te::A~;~~~r Edg;e~~~'ce T'~:~~~;~eor, EdgaOist""
Factor (110,\:,,',"00), To"si"o. '(.!.Io~::,',e'o'),
fA f"" fe, f"",
Embadme,! 21/2 5 71/2 21/2 5 71/2 21/2 5 71/2 21/2 5 71/2 33/8 65/8 10 3.3/8 6518 10 33/8 65/8 10 33/8 65/8 10
Depth. in
1 1/4 0.70 0;60 .25 0.60
1 í1/16 0.75 0.67 .38 0.74
2 0.79 on .48 0.84
2 1/2 0.85 0.80 .63 1.00 0.43
3 0.91 0.73 0.88 .78 0.54
3 5/16 0.95 0.75 0.93 0.37 0.73 0.61
3 3/8 0.95 0.75 0.94 \:/, 0.89 o. i 0.74 0.70 0.53 0.26
3 3/4 1.00 0.78 1.00 0.70 0.60 1.00 O. 0.80 0.88 0.72 0.71 0.30 0.65
4 0.79 0.71 0.72 0.61 0,48 0,28 0,84 0.63 0.91 0.73 0,75 0.33 D.68
41/2 0.82 0.73 0.75 0.64 0.55 0.33 0.92 0.68 0.950, 0.93 0.88 ~ - 0.74
5 ,;' 0.85 0.75 0.80 0;67 0.63 0.38 1.00 0.73 0.99 0.99 0.99 0,44 D.80
5 1/16 0.85 0.75 0.81 0.67 0.63 0.38 0.74 1.00 0.78 0.70 1.00 1.00 0.45 0.25 0.81 0.61
5 1/2 0.88 0.77 0.84 0.69 0.70 0.43 0.79 0.80, 0.72 .. 0.62 - 0.50 0.29 0.86 0.64
6 0.91 0.79 0.88 0.72 0.78 0.48 0.84 0.82 0.73 0.75 0.64 0.55 0.33 0.92 0.68
6 5/8 0.95 0,82 0.93 0.75 0.87 0.54 0.91 0.85 0,75 0:8 0.67 0.6> 0.37 1.00 0.73'
7 0.97 0.8.3 0.96 0.77 0.93 0.58 0.95 0.87 0;76. 0.82 0.68 0.67 0.40 0.76
7 1/2 1.00 0.85 1.00 0.80 1.00 0.63 1.00 0.89 0.78 0.85 0.70 0.72 0.44 0.80
8 0.87 0.83 0.68 0.91 0.79 0.88 0.72 0.78 0.48 0:84
8 1/2 0.89. 0.85 0,73 0.93 0.8.1 0.91 0.74 0.84 0.51 0.88
9 0.91 0.88 0.78 0.96 0.82 0.94: 0.75 0.89 0.55 0.92
915/16 0.95 093 0.87 1.00 0.85 1.00 0.80 1.00 0.62 1.00
10 0.95 0.93 0,88 0.85 0.80 0.63
10 1/2 0.97 0,96 0.93 0.87 0.82 0.65
11 1/4 1.00 1.00 1,00 0.89 0.85 0.72
12 0.91 0.88 0.78
13 0.94 0.92 0.85.
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Maximum Allowable Column Load Pa (kips) Safety Factor =1.20
Concrete Strength (psi) = 4000
Base Plate Size (in) = 6
Directions:
1,) Type in Concrete Compressive Strength in cell F11
2,) Type in least dimension of base plate in cell F12
3,) Using the Chart locate the maximum column load according to the specific subgrade modulus and slab thickness for your project
Note: This chart does not check the punching shear of the concrete itself.
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WH.PORTER.INC. 4240N136"AVENUE HOLLAND,Ml494" (616)399,1963 "'ii'co. 391-. 772-1
CALCULATIONS FOR:
POLIGON GXO 28 BUILDING
T&GROOFING
2000/2003 INTERNATIONAL BUILDING CODE
GXO28TG UTM 8FT
11/22/2005
PREPARED UNDER THE
DIRECT CONTROL AND
SUPERVISION OF:
NOV 3 0 zo05
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Building Type: GXO28TG UTM 8FT
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Table of Contents
.
1 Structural Analysis Description
2 Design Criteria
3 Building Materials
4 Loads to the Foundation
5 Structural Geometry and Computer Model
6 Load Combinations
7 Member Design
8 Connection Data
9 Panel Data
10 Computer Analysis Includjng Input File
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Building Type: GXO28TG UTM 8FT
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Structural Analysis Description
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STAAD/PRO structural analysis software was used to model the 3-D space frame.
To reduce the amount of computer printout, structure symmetry was used to list
onjy members whjch would have djfferent resultant forces.
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The column base joints were Pinned. This structure was modeled with no torsional
stiffness for the members. Similar structures have been modeled with and without
torsional properties and the results were essentially identical.
The roof deck was not utilized in the structural analysis except to provide lateral support
to the trusses and purlins for gravity (verticaj) loads. For members subject to bending
and/or axial loads due to wind uplift loads, the unbraced lengths of the members were
defined as the distance between brace points or the full span if not braced between
supports.
From the analysis, all member deflections and structural drift are within allowable limits.
End plates are designed by applying beam end forced to the edges of the plate and
calculating the resulting prying moment at the edge of the bolt holes. In determining
the prying moment it is assumed that the area of the plate between bolts is fixed.
I"
Light gage members were designed in accordance with the latest edition of the
AISC specifications and the AISI Cold-Formed Steel Design Manual.
All fiejd connections are made with A-325 High Strength bolts using the "Turn of the Nut"
method of tightening as described in the AISC Manual.
All members with end plate connections are fabricated with partial penetration shop welds.
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ARTFUL INNOVATIONS IN STEEL
W. H.PORTER.INe. -424ON. 1 36TH AV -HOlLAND. MI49424
GXO28TG UTM 8FT
...
DESIGN CRITERIA
2000/2003 International Building Code
Building Use Catagory:
Dead Loads: Weight of Roofing System
Snow Loads: Basic Ground Snow Load (pg)
Roof Snow Load (ps) ~ O.7"Ce*CI*Cs*l*pg ~
Wind Loads:
Seismie Loads:
Load Combinations:
Seismic Use Group I, Using Simplified Design Procedure, IBC Sec. 1616.6.1 & Sec. 1617.5.
Seismic Design Category ~ D IBC, T3ble 1616.3
Seismic Site Class = D IBC,Sec.1615.1&TableI615.1.l
Basic Seismic Force Resisting System = Ordinary Steel Moment Frame IBC, Table 1617.6.2
V~(1.2*SoslR)*(WOL+k*WLL): IBC, Sec. 1617.5.1
R~ 3.50 IBC,TableI617.6.2
(Jo~ 3.00 IBC, Table 1617.6.2
p~ 1.50 IBC,Sec.1617.2.2.2
Sos ~ 2/3*SMS ~ 2/3*(Fa*Ss) ~ 0.83 IBC, Sec. 1615.1.3
WoL+k*WLL = 13.00 psf IBC, Sec. 1617.5.1
Qe~V~ 3.71 psf IBC,Eq.16-56
Cs~
Ce~
Ct~
1~
Windward Unbalanced Snow Load ~
Leeward Unbalanced Snow Load ~
Basic Wind Speed
p~qGrCp-q¡(GCp;)
Basic Wind Pressure (q,) ~ 0.00256~K~KdV21
Importance Factor, I ~
Gust Effect Factor (Gt) ~
For Open Buildings (GCpi) =
For Wind Normal to Ridge Line Cp (Windward)
For Wind Normal to Ridge Line Cp (Windward)
For Wind Normal to Ridge Line Cp (Leeward)
For Wind Parallel to Ridge Line Cp (Sideward)
For Wind Normal to Ridge Line GCp (Component)
Wind Normal to Ridge Line p
Wind Normal to Ridge Line p
Wind Normal to Ridge Line p
Wind Parallel to Ridge Line p
Wind Normal to Ridge Line p
(Windward)
(Windward)
(Leeward)
(Sideward)
(Component)
Seismic Load, E = p*(Qe) ~ p*(V) ~
II
7.0
35.71
30.00
1.0
1.0
1.2
1.0
0.0
45.0
21.73
1.00
0.85
0
-0.\6
0.30
.0.60
-0.90
-0.90
-2.92 psf
5.59 psf
-11.08 psf
-16.62 psf
-19.56 psf
5.57
100
..
psf
psf
psf
Building Dimensions
Width 28
Length 28
Roof Angle 33.69
Equiv. HI. 15
ASCE 7, Table 7-3
ASCE 7, Table 7-4
ASCE 7, Table 7.4
ASCE 7, Fig. 7-5
ASCE 7, Fig. 7-5
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psf
psf
mph
Exposure: C
ASCE 7 . Section 6.5. 12.2
Kz = 0.85 ASCE 7 - Table 6-5
Kd = 1.00 ASCE 7 - Table 6-6
Kzt~ 1.00 ASCE 7 - Fig. 6-2
ASCE 7. Table 6-7
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psf
..
Normal to Roof Surface (Outward)
Normal to Roof Surface (Inward)
Normal to Roof Surface (Outward)
Normal to Roof Surface (Outward)
Normal to Roof Surface (Outward)
IIÎ
H~ -1.62 psf
H= 3.10 psf
H~-6.\5 psf
H ~ -9.22 psf
..
V= -2.43 psf
V~4.65 psf
V ~ -9.22 psf
V ~ -13.83 psf
III
III
III
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psf
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IBC, Eq. 16-50
Alternate Basic Load Combinations per Section 1605.3.2 (ro~L3) of the IBe.
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Building Type: GXO28TG UTM 8FT
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Building Materials
Member Type Member Size Steel Fv (ksi)
COLUMN HSS5X5X.1875 46
TENSION MEMBER HSS8X4X.1875 46
TRUSS HSS5X5X.125 46
JUNCTURE COLUMN HSS5X5X.1875 46
C.MEMff -MEMBER HSS4X4X.125 46
UPPER TRUSS HSS5X5X.125 46
COMPRESSION RING C6X8.2 36
TRUSS TAILS HSS3.5X3.5X.125 46
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Connection Plates:
ASTMA36
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Connections Bolts
ASTM A325
Welding Process:
Gas Metal Arc Welding
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Welding Electrode:
E70XX
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Building Type: GXO28TG UTM 8FT
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Loads to the Foundation
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Reactions to Foundation
Fy
Fz
Mz
'Global Coordinate System
Column's C1
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Max Fx
Min Fx
Max Fy
Min Fy
Max Fz
In z
Load Case
522 TLU (DL+USL)
2 26EX1 (0.9DL+EX/1.4)
622 TLU (DL+USL)
223 WX1 (DL+UWXUP)
424 WX2 (DL+SU2+1.3WXDN)
+
'E
( )
E
0
2
Notes a. Values in bold type indicate maximum positive and negative loads to the foundation in directions
- opposite that of the global coordinate system. (Example: An axial Fy of -1.5 kip becomes an uplift
load on the footing of magnitude 1.5 kip.)
b. Columns designed as having a "Pinned" base to the foundation will have no values (blank) in the
maximum moment region of the table below the double line.
c. See the "Design Criteria Sheet" for more detailed information of each load case.
Column's C1
II) Reaction Tyoe Controlling Load Case Force
..<::'0 Vertical Dead Load !+ DEAD LOAD (DL) 1.28
fi~ 3 Max. Vertical Uplift Force (-) 23 WX1 (DL+1.3WXUP) -0.60
E'O <::
E <:: OJ Max. Vertical Downward Force (+) 22 TLU (DL +USL) 5.08
õ5 ~.~ Max. Horizontal Shear Force (+/-) 26 EX1 (0.9DL+EXI1.4) 0.32
0 Max. Overturning Moment (+/-) N/A 0.00
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poIlgon@
ARTFUL INNOVATIONS IN STEEL
Foundation Desiqn . Pinned Base
Foundation Dimensions
Dfc - Diameter of Circular Footing (ft)
Lf - Depth of Footing Embedment (ft)
2.50
3.00
Column Reactions
P, - Maximum Vertical Gravity Reaction
Pu - Maximum Vertical Uplift Reaction
DL - Coiumn Dead Load Reaction
V - Maximum Horizontal Reaction
5.08
-0.60
1,28
0.32
ft
ft
kips
kips
kips
kips
Bearing Check
AI' Contact Area of Bottom of Footing = n Df/ /4 for Circular Footing =
Bp' Bearing Pressure in pounds per square foot = (Pg I AI) x 100Ò
B, - Allowable Foundation Pressure. Per UBC Tabie 18-i-A, Ciass 5 =
Allowable Bearing Pressure Exceeds Actual Bearing. OK
Uplift Check
Factored Wind Uplift Load = (Pu-DL)"1000 x 1.5 for increase
Factored Coiumn Dead Load = DL"1000 x 90% for Reduction
Required Foundation Dead Load = Factored Dead - Factored Uplift =
At - Footing Area
W,-WeightoftheFooting = AfxLfx')'c
4.91
2135
W~ht of Foo1lno Exceeds Uolift Loadlno - OK
L.
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Ibs
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4.91 sq ft
1034 pst
1500 psf
-2829 ibs
1155 ibs
1674 Ibs
L.
P9 or Pu
M=O
V. 0 (neglected)
3.00 ft
d
The foundation design contained herein is not site
specific, but is based on Table IS-I-A of the 2001
CBC, Class 5 soil material. The building official in
the jurisdiction of which this structure is iocated may
require that a site specific geotechnical report be
provided and be incorporated into the submittal
documents.
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Foundation Desi~¡n - Pinned Base
F_Q,Y!lQation Dimensions
Dfs - Dimension of Square Footing (ft)
L¡ - Depth of Footing Embedment (ft)
Column Reactions
P. - Maximum Vertical Gravity Reaction
P, - Maximum Vertical Uplift Reaction
DL - Column Dead Load Reaction
V - Maximum Horizontal Reaction
3.00
1.50
5.08
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1.28
0.32
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Bearlna Check
A¡ - Contact Area of Bottom of Footin9 = Dfs 2 for Square Footing
B, - Bearing Pressure in pounds per square foot = (Pg I Af) x 1000
B, - Aiiowable Foundation Pressure - Per CBC Table 18-I-A, Class 5 =
Allow¡I,ble Bearing Pressure Exceeds Actual.6eariDg - OK
Upll¡tQ)e~~
Factored Wind Uplift Load = (P,-DL)"1000 x 1.5 for increase
Factored Column Dead Load = DL*1000 x 90% for Reduction
Required FoundatIon Dead Load = Factored Dead - Factored Upiift =
Ar - Footing Area
W,-WelghtoftheFooting = AfxLfx!"
WelgnLQ,tFgoting Exceeds U",lIft Loading - OK
9.00
1958
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564 psf
1500 psf
~2829 ibs
1155 ibs
1674 Ibs
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The foundation design contained herein is not site
specific, but is based on Table IS-I-A of the 2001
CBC, Class 5 soil material. The building official in
the jurisdiction of which this structure is located may
require that a site specific geotechnical report be
provided and be incorporated into the submittal
documents.
sq ft
ibs (assuming normal weight concrete)
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ARTFUL INNOVATIONS IN STEEL
. 4240N. 136TH AV.HOL1.AllD. M149424
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ARTFUL INNOVATIONS IN srEEL
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TL = Dead Load + Snow Load
TLU = Dead Load + Unbalanced Snow Load
WXI = Dead Load + I.3xWind Load (Uplift) - X Direction
WX2 = Dead Load + Snow Load/2 + I.3xWind Load (Down) - X Direction
WX3 = Dead load + Snow Load + l.3xWind Load/2 (Down) - X Direction
EXl = 0.9xDead Load + Seismic Load/IA. X Direction
EX2 = Dead Load + O.2xSnow Load + Seismic Load/lA - X Direction
WZI = Dead Load + I.3xWind Load (Uplift) ,Z Direction
WZ2 = Dead Load + Snow Load/2 + I.3xWind Load (Down) - Z Direction
1 WZ3 = Dead load + Snow Load + l.3xWind Load/2 (Down) - Z Direction
I EZI = 0.9xDead Load + Seismic Load/lA, Z Direction
1,2 EZ2 = Dead Load + 0.2xSnow Load + Seismic Load/lA. Z Direction
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Building Type: GXO28TG UTM 8FT
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Connection Desi2n
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GXO28TG UTM 8FT
CQil DESNN
PINNED BASE ANCHOR BOLT & PLATE DESIGN
Column Size Widlh = 5 in Depth =
Column Thickness = 0,1875 in
Number of Anchor Bolts in Connection =
Embedment Depth of Anchor Bolt (A307) =
Concrete Compressive Strength (rc) =
Concrete Cover from Centeriine of Bait =
Column Reactions
Maximum Gravity Load =
Maximum Horizontal Shear =
Maximum Horizontal Shear =
Maximum Uplift Load =
Anchor Bolt Shear & Tension Check
Allowable Shear Load (V,) =
AJiowable Tension Load (N,) =
If Vu<= 0,2 rp V, then fuJi tension aJiowed,
Factored Vu = 0,38 kips
0.2 rpV,=
1.06 kips
FuJi Tension AJiowed
If Nu<= 0.2 rp N, then fuJi shear allowed,
Factored Nu = 0.72 kips
0.2 rp N, =
4
@
0,500
8 inches
2500 psi
8 inches
5,08 kips
0,32 kips
0,32 kips
-0,60 kips
5,32 kips
13,19 kips
N, = 24,54
N,bg= 13,19
N,,= 17.46
2.64 kips
FuJi Shear Not Allowed
Use interaction equation,
~+~:5.1,2
rpN, rpV,
~-"
1
5 in
V, = 18.40
V"" = 5,32
V'P= 26,38
0,72 0,38
-+-=
13,19 5,32
0,13 <1.2 OK
"OK, to use bolt diameter and length as described above"
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Baseplate Desiqn
cD
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1"
Coiumn Area =
25 sq. in.
Compression Load Check
Compression Load = 5.08 kips
fp = camp load I column area
fp=
5.08 I
25 =
0.203 x 1000
fp=
<
203.2
750 psi OK
Uplift Load Check
Uplift Load =
-0.15 kips
-0.60 kips
Load per Bait =
Moment in Plate =
0.03 in-kips
t,,=
0.03 in
Use Standard Piate # 50055
6" x 6" x 0.5"
Column to Basepiate Weld Desian
Columns are weided to the basepiate continuous around column perimeter
Column Thickness = 0.1875 in Shear Load = 0.32 kips
Baseplate Thickness = 0.500 in Uplift Load = -0.60 kips
Length of Weld = 20 in Load per inch of Weld = 0.030 klin
Minimum Weld Size per 01.1 = 0.1875 in AJiowable Load = 2.784 klin
The anchor bolt design is based on the information in the "Strength Design of Anchorage to Concrete"
by the Portland Cement Association,1999 & IBC 2000, Section 1913.
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LQWER TRUSS TP JUNCTURE COLUMN CONNECTION
1m
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load Combination Fx Fv Fh Fv Mz
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WX2 1.37 0.10 1.13 0.77 0.88
WZ2 1.37 0.10 1.13 0.77 0.88
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6.57 kips
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ft=
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10.51 ksl < FI OK
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A= 2.69337567 In'2
1= 13.4828929 In'4
5= 4.67061112
1
10
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IV= v/Area=
IV= vlArea =
3.22 kips
3.22 kips
43.64 ksl < 44 ksl
58.61 ksl < 59ksl
58.61 ksl < 59ksl
2.69 Inch,klps
0.35 Inches
1.32 '"ch,klps
0.21 I"ches
1.32 Inch-kips
0.21 Inch..
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WX2
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2.68 ksl
1.26 ksl
1.'6 ksl
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A325
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1386 OK
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UPPER TRUSS TO COMPRESSION RING CONNECTION
1m-
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TLV 0.08 0.04 0.05 0.07 0.00
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WZ2 0.40 0.03 0.33 0.23 0.00
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1
1 '.
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,0.16 COMPRESSION
0.12 ksi
44.00 'si < 44 'sl
0.37 >si
58.66 ksi <59ksl
0.37 k,i
58.66 k,i < S9 "I
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ARTFUL INNOVATIONS IN StEEL
-4240N. '36TH AV-HOLLAND. M149424
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Building Type: GXO28TG UTM 8FT
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Panel Data
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2 x 6 Ton2ue and Groove Desi2n Data
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Section VieW thtouJd'l Panel
Load Tables
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Span.1'ypes Span Lengt!i$ Allowabte Load MaxACtua!
(ft) (psf) Mome!1t(ind<ips)
SingIeSpan 4 272 3274
5 174 3-274
6 120 3274
Two Span 5 206 3,238
6 136
7 96
30r More SPans 4 270 3.'24Q
5 206 ,3,250
6 140 3-133
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L All calcUlations for properties ,of panels are calculated it> a_rdance witldhe :Natiorml P".ign
Speçifiçation for Wood Cons);r¡)ction. Allowabl", loads or" based on at leasttwQ $eÇtibn$ofthe
tongne and groovc dccking in place, with tong¡¡,ean<igrøøve¡n ""njMt.
2, The'Pa"$ ,hown assume equal Spacing between supports for molti-$p;ID: co"dítioDS,
3. Weight ofpanels ¡¡nd roof covel'ing materialmu.. be deducted from vaJuestoohtain net
alloWable load,
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. .4240 N. 13ôTH Av . HOLlAND, M149424
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HITECTURE
ARiK ARC
A Divi,ion of PORTERCORP 4240 F:s6th AVB: C HOLLAND, MI 49424 (616) 399-196"
Designs and calculations of poligon buildings are prolected under copyrighl laws and palents and may nol be used in lhe conslruction or design of a building thal is not supplied by Poligon.
Copyrighl laws protecl lhe slyle and visual appearance of the slruclure while palenls may prolect olher parls of lhe design.
BUILDING TYPE: GXO28 W /CUP,HANDRAILS,ELEC
JOB NAME: RIVE RSI DE
PARK
JOBNLJMBER: 4149 '1
JOB LOCATION:OSHKOSH,
WI
DRAWING
NOTES
DRAWING
LIST
DESIGN
LOADS
MATERIALS
TUBE STEEL
LIGHT GAGE COLD FORMED
STRUCTURAL STEEL PLATE
ROOF PANELS (STEEL)
ANCHOR BOLTS - 1/2" DIAM
ANCHOR BOLTS - 3/4" AND LARGER
ASTM DESIGNATION
A-500 GRADE B
A-570 GRADE 55
A-36
A-446
A-307
A-36
SHEET 1 -1 .1: ANCHOR BOL TRADIUS
SHEET 2: FRAME
SHEET 3-3.1: FRAME CONNECTION DETAILS
SHEET 4-4.1: ROOF LAYOUT
SHEET 5-5.1: ROOF CONNECTION DETAILS
SHEET 6: CUPOLA INSTALLATION
CODE: 2000j20031NTERNATIONAL
LIVE/SNOW LOAD: 30 PSF
DEAD LOAD: 7 PSF + STRUCTURE
WIND SPEED: 100 MPH
BUILDING CODE
DEAD WEIGHT
HIGH STRENGTH BOLTING
ALL HIGH STRENGTH BOLTS ARE A-325 WITH HEAVY HEX NUTS AND
ARE TO BE INSTALLED BY THE '1URN-OF-THE-NUT" METHOD SPECIFIED
IN THE NINTH EDITION OF THE AIISC "SPECIFICATION FOR STRUCTURAL
JOINTS USING ASTM A325 OR A490 BOLTS" PER SECTION 8 0 (1).
A-325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED
BY THE '1URN-OF -THE-NUT"METHOD. IT IS THE RESPONSIBILITY OF
THE ERECTOR TO INSURE PROPER TIGHTNESS.
ALL WELDING IS PERFORMED BY AWS CERTIFIED WELDERS AND CONFORMS TO
THE LATEST EDITION OF AWS D1.1 OR 01.3 AS REQUIRED.
EXPOSURE:
C
I = 1.0
SEISMIC USE GROUP: I
SITE CLASS: 0
Sds= 0.83 Sd 1 = 0.50
ORDINARY STEEL MOMENT FRAME R = 4
SEISMIC ANALYSIS = SIMPLIFIED ANALYSIS
IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO THE MATERIALS
SUPPLIED BY POllGON AND PORTERCORP AND IS NOT INTENDED AS THE
SEAL OF THE ENGINEER OF RECORD FOR THE ENTIRE PROJECT.
PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION.
REFER TO THE SHIPPING BILL OF MATERIALS FOR POSSIBLE SUBSTITUTIONS.
FABRICATOR APPROVALS
CITY OF LOS ANGELES. GA APPROVED FABRICATOR # 1596
CITY OF HOUSTON, TX APPROVED FABRICATOR #470
COUNTY OF SAN BERNARDINO, CA APPROVED FABRICATOR
CLARK COUNTY NEVADA APPROVED FABRICATOR #264
#173
FOR PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT THE
PRIMARY FRAMING INSTALLER AND THE ROOF INSTALLER HAVE A MINIMUM OF FNE
(5) YEARS OF DOCUMENTED EXPERIENCE INSTALLING THIS TYPE OF PRODUCT.
IIUf
THIS SEAl'S VAlID, IF AND ONLY IF, THIS PROD\JCTISUANUFACTURED
AND SUPPlIEDBYPORTERCORP.
THIS SEAl PERTAINS ONLY TO THE MATERIAlS SUPPlIEDBYPOlIGON.
THIS SEAl DOES NOT SERVE AS - OR REPRESENT '- THE PROJECT
ENG'NEEROFRECORDANDSHAlLNOTBE CONSTRUED AS SUCH.
CD
C) --«\J
I +
.- (\J
-
COLUMN
~.. NUT &: WASHER
(4) PLCS
1
1 /2X 10"
ANCHOR BOLT
(4) PLCS
CONCRETE FOOTING
(NOT BY POLIGON)
NOTE:
)Çø SIMPSON SET OR ~"ø HILTI
HY-150 EPOXY ANCHORS ARE
ACCEPTABLE SUBSTITUTIONS FOR THE
1/2"x10" ANCHOR BOLTS.
EPOXY BOLTS ARE TO BE FULLY
THREADED A36 OR EQUIVALENT. WITH
A MINIMUM OF 6 ~.. EMBEDMENT.
. -
-.. -
--.
! .~ Ø1~" ELEC ACCESS HOLE
! ffi.. -W ..
..-~ T
~ ~ -EB-- I ~ ~ENTER OF BUILDING
..-~
..-
CENTER OF COLUMN
&: ANCHOR BOLT PATTERN
~.. ANCHOR BOLT HOLE
(4) PLCS
l
~.. 1~"
1'. ..
2
ANCHOR BOLT PATTERN
BASE PLATE SIZE: 5x5x 1 /2
COLUMNjS C1
REACTION TYPE Controlling Load Case Force Unit
en Vertical Dead Load (+) DEAD LOAD (DL) 1.28 kip
.. c'O
~.Q8 Max. Vertical Uplift Force (-) 23 WX1 (DL+1.3WXUP) -0.60 kip
0 ""..J
E~ Max. Vertical Downward Force (+) 22 TLU (DL+USL) 5.08
EC:C: kip
:J :J.2'
If)~~ Max. Horzontal Shear Force (+/-) 26 EX1 (0.9DL+EX1j4) 0.32 kip
c
Max. Overturning Moment (+ j-) N/A 0.00 kip-It
tiQIE :
THE COLUMN REACTIONS SHOWN IN THE TABLE ABOVE ARE SERVICE LOADS ONLY FOR
EACH COLUMN. NO FACTORS OF ANY KIND HAVE BEEN APPLIED TO THESE LOADS.
A LICENSED ENGINEER FAMILIAR WITH THE LOCAL SOILS CONDITIONS MUST PERFORM
THE DESIGN OF THE FOUNDATION. THIS DRAWING IS NOT A FOUNDATION DESIGN,
IT IS SUBMITTED FOR REFERENCE OF THE ANCHOR BOLT LOCATIONS.
THE STRUCTURE HAS BEEN DESIGNED AS AN OPEN STRUCTURE (NO WAlLS) -
UNLESS NOTED OTHERWISE. IF WALLS ARE TO BE ADDED TO THE STRUCTURE
THE POLiGON ENGINEERING DEPARTMENT MUST BE CONSULTED.
/
\
~
11' - 7"
CENTER TO CENTER
/
\
j'
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~
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NOTE:
THE EDGE OF CONCRETE HAS BEEN
TAKEN AS 12 INCHES FROM CENTER
OF THE COLUMN FOR ALL DESIGN
VALUES FOR THE ANCHOR BOLTS.
IF THERE IS LESS CONCRETE COVER
THAN THE 12 INCHES, THE POLIGON
ENGINEERING DEPARTMENT MUST BE
CONSULTED.
~
\
50.00'
TYP.
------------
CENTER OF COLUMN
R'" 63"
- 4
CENTER OF COLUMN
RADIUS
\
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3" CLR l
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NOTES:
1. PROVIDE PLYWOOD COLLAR AROUND
FOOTING HOLE TO PREVENT DIRT FROM
FALlING IN THE HOLE.
2. VIBRATE CONCRETE FULL DEPTH OF
FOOTING.
COLUMN-PER PLAN
l-
lL.
0
a
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2.50 FT
COLUMN FOOTING DETAIL
~
L PROVIDE PLYWOOD COLLAR AROUND
FOOTING HOLE TO PREVENT DIRT FROM
FALLING IN THE HOLE.
2. VIBRATE CONCRETE FULL DEPTH OF
FOOTING.
COLUMN -PER PLAN
to-
\¡",
0
~
3.00 Fì
COLUMN FOOTING DETAIL
FOUNDATION NOTES:
1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE
EDITION OF THE 200012003 INTERNATIONAL BUILDING CODE, AND ALL APPLICABLE STATE & LOCAL ORDINANCES AND
REQUIREMENTS.
2. THE CONCRETE DESIGN IS BASED ON A 28-DAY STRENGTH OF 2500 PSI BUT THE CONTRACTOR IS URGED TO USE A
28-DAY STRENGTH OF 3000 PSI. TYPE V CEMENT IS RECOMMENDED.
3. ANCHOR BOLTS SHALL BE A307 QUALITY AND RECOMMENDED TO BE THE "HEADED" TYPE BOLT IF NOT USING THE
ANCHORS SUPPLIED BY THE MANUFACTURER OF THE SHELTER.
4. NO SOILS REPORT HAS BEEN UTILIZED IN THE SIZING OF THE FOUNDATION SHOWN. THE ALLOWABLE SOIL BEARING
PRESSURE HAS BEEN ASSUMED TO BE 1500 PSF, "NON-SITE SPECIFIC", IF A SOILS REPORT OR SOILS ENGINEER IS USED,
THE RECOMMENDATIONS FROM THE REPORT OR THE ENGINEER SHALL BE FOLLOWED OVER WHAT IS SHOWN.
5. THE SPREAD FOOTING SHALL BEAR ON COMPETENT UNDISTURBED SOIL OR 95% COMPACTED FILl. IF SIGNS OF ORGANIC
MATERIAL, UNCONTROLLED FILL. CLAY OR SILT, HIGH WATER TABLE OR OTHER POSSIBLE DETRIMENTAL CONDITIONS ARE FOUND,
INSTALLATION OF THE FOUNDATION MUST BE DISCONTINUED AND A SOILS ENGINEER CONTACTED. THE SOILS ENGINEER MUST
THEN EVALUATE THE SOiL PROPERTIES BEFORE THE FOUNDATION CAN BE INSTALLED. A LOCAL FOUNDATION DESIGN ENGINEER
MUST THEN REDESIGN THE FOUNDATION BASED ON THE NEW SOILS CONDITION.
6. ALL CONCRETE INSTALLATION SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN CONCRETE INSTITUTE (ACI)
BUILDING CODE, ACI 318, LATEST EDITION AND ALL STATE & LOCAL ORDINANCES AND REQUIREMENTS.
7. THE REINFORCING STEEL SHALL BE NEW AND UNUSED AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615,
GRADE 60.
8. WITHOUT A SOILS REPORT AND SUBJECT TO SECTION 1904.3 SULFATE EXPOSURE. THERE ARE ADDITIONAL REQUIREMENTS
ON THE CONCRETE STRENGTH AND WIC RATIO PER TABLE 1904.3. WITHOUT A VALID REPORT YOU MUST ASSUME THAT THE
S
FOOTING TYP.
@ EACH COLUMN
f' c = 2500 psi
6x6-W1.4xW1.4
Welded Wire Fabric
Circular Cage
CEMENT
TYPE
MAXIMUM WIC MINIMUM t'c
RATIO BY WEIGHT (psi)
WATER-SOLUBLE
SULFATE IN SOIL
% BY WEIGHT
ULFATE IN
WATER
(ppm)
0 - 1 50
NEGLIGIBLE
0.00-0.10
MODERATE
SEVERE
0.10-0.20
0.20-2.00
150-1,500
1,500-10,000
0.50
0,45
4,000"
4,500"
VERY
SEVERE
OVER
2.00
OVER
10,000
0,45
4,500**
**THEHIGHER STRENGTH CONCRETE IS FOR SULFATE RESISTANCE ONLY, THEREFORE NO SPECIAL INSPECTION IS REQUIRED.
V PLUS
POZZOLAN
THE FOUNDATION DESIGN CONTAINED HEREIN IS NOT SITE
SPECIFIC, BUT BASED ON TABLE 1804.2 OF THE 2000/2003
IBC, CLASS 5 SOIL MATERIAl. THE BUILDING OFFICIAL IN
THE JURISDICTION OF WHICH THIS STRUCTURE IS LOCATED.
MAY REQUIRE THAT A SITE SPECIFIC GEOTECHNICAL REPORT
BE . PROVIDED AN'D BE INCORPORATED IN THE SUBMITTAL
DOCUMENTS.
3" CLR
FOOTING TYP.
0 EACH COLUMN
f'c = 2500 psi
f5 REINFORCING BAR
2" DC E.W.. T&B
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30016722
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LOWER TRUSS
LOWER T -MEM
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PART NUMBER
DESCRIPTION
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3
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3
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3
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LOWER
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NOTES:
AlL HIGH STRENGTH BOLTS ARE A-325 BOLTS AND ARE TO BE INSTAlLED BY THE "TURN
OF THE NUT" METHOD AS SPECIFIED IN THE 9TH EDITION OF THE AISC "SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". SECTlON8D (1). A-325 BOLTS
MAY BE INSTAlLED WITHOUT WASHERS WHEN TIGHTENED BY THE "TURN OF THE NUT"
METHOD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER TIGHTNESS.
INSPECTION OF HIGH STRENGTH BOLTING. IF REQUIRED SHAlL BE IN ACCORDANCE WITH THE
REQUIREMENTS OF THE GOVERNING BUILDING CODE.
COLUMN
.COVER PLATE
ASSEMBLY
ERECTION OF THE FRAMING MEMBERS WILL REQUIRE THE MAIN COLUMNS TO BE PLUMB,
SQUARE AND TIGHTENED BEFORE INSTALLING THE PURlINS. PURLINS. IF REQUIRED. MUST BE
PARALLEL TO THE EAVE BEAMS AND TENSION MEMBERS.
UNLESS THE BUILDING HAS A FACTORY APPLIED POWDERCOAT. E-COAT OR GALVANIZING,
THE FRAME WILL BE PRIME PAINTED AND WILL BE REQUIRED TO BE FINISH PAINTED IN THE
FIELD WITH AlL THE PAINT. MATERIALS AND LABOR NOT BY POLIGON (PORTERCORP,INC.),
REFER TO FINAL SAlES ORDER.
1/2" NUT
(4) PLCS
1/2" WASHER
(030204)
U-CLIP SCHEDULE: ATTACH UC84E14 (1) EACH@ 120" & 11.5" LG. TO
PART 30026475. ATTACH UC84E14 (1) EACH @ 62.375" LG. TO PART
30026477.
.COVER PLATE ASSEMBLY
CONSISTING OF:
(1) PLATE (231-0380)
(1) STRAP (231 -0381)
(1) SCREW (030015)
UC84E14 U-CLIP 120" LONG
UC84E 14 U-CUP 1 1. SO " LONG
UC84E14 U-CLIP 63.375" LONG
030025 3/4" ONE STEP SCRÐNS
231 -0394 C-RING COVER
231- 1 039 J-COlUMN COVER
030105 pop RIVETS
HXNOO5 5 8- 11 NUT
HXBO029 5 8-11x1 3 4" BOLT
030015 COLUMN COVERONÐNAY SCREW
231-0381 COLUMN COVER STRAP
231 -0380 COLUMN COVER PLATE
PART NUMBER DESCRIPTION
6
6
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300
1
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48
96
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6
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030035 WOOD TO METAl SELF DRILLING SCREW
110021 T&G DECK
PART NUMBER DESCRIPTION
A
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COVER EAVE, TRUSSES, AND THE
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NOTES:
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3. ALL TONGUE & GROOVE DECKING IS SOUTHERN YELLOW
PINE #2 & BEITER. THE T&G PROVIDED MAY CONTAIN
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IMPERFECTIONS AS REQUIRED AND USE REMAINDER OF
MATERIAL TO ATTAIN MAXIMUM YIELD.
4. NO END JOINTS IN DECKING WITHIN 24" OF TENSION
MEMBER.
S. A MINIMUM OF 24" SPACING IS REQUIRED BETWEEN ALL
ADJACENT END JOINTS.
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361 16 PANCAKE HEAD WOOOGRIP SCREWS
36515 ROOF CLIPS
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030323 ROOFING NAILS
0500 1 1 Jail FELT
30013432 CEE CLOSURE
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3OO1Ja33 ~ETAL EAVE FASCIA
~DLK 164 ~ED-LOK PANEL .x 98- LG.
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PART NU~8ER DESCRIPTION
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SECTION A-A
TGSS -1 00
5
THE DETAILS SHOWN ARE SUGGESTIONS OR GUIDELINES ON HOW TO ERECT THE SYSTEMS. THE
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BUILDING REQUIREMENTS. DESIGNS OR CODES. THE DETAILS MAY REQUIRE CHANGES OR
REVISIONS DUE TO FIELD CONDITIONS.
IT SHALL BE THE RESPONSIBILITY OF THE ERECTOR TO ENSURE THAT THE DETAILS MEET
PARTICULAR BUILDING REQUIREMENTS AND TO ASSURE ADEQUATE WATER TIGHTNESS.
THE ERECTOR SHOULD THOROUGHLY FAMILIARIZE HIMSELF/HERSELF WITH ALL ERECTION
INSTRUCTIONS BEFORE STARTING WORK.
THE PANELS SHOULD BE INSTALLED PLUMB. STRAIGHT. AND ACCURATELY TO THE ADJACENT
WORK.
FLASHING AND TRIM SHALL BE INSTALLED TRUE. AND IN PROPER ALIGNMENT. WITH ANY
EXPOSED FASTENERS EQUALLY SPACED FOR THE BEST APPEARANCE.
SEALANT SHALL BE FIELD APPLIED ON DRY, CLEAN SURFACES. SOME FIELD CUTTING AND
FITTING OF PANELS AND FLASHING IS TO BE EXPECTED BY THE ERECTOR AND MINOR FIELD
CORRECTIONS ARE A PART OF NORMAL ERECTION WORK.
WORKMANSHIP SHALL BE OF THE BEST INDUSTRY STANDARDS AND INSTALLATION SHALL BE
PERFORMED BY EXPERIENCED METAL CRAFTSMEN.
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