HomeMy WebLinkAbout1982-Building #81-12-6-B CITY
OF
OSHKOSH
March 26, 1982
Richco Structures
Rt. #3
De Pere, WI 54115
Attn: Mr. Bruce Bein
Dear Mr. Bein:
New dental clinic building
230 N. Sawyer St.
Dr. Lynn Haen, Owner
File #81- 12 -6 -B
James E. Larson, architect
Fox Cities Construction Corp. has provided this office with one copy of
a roof truss drawing and computer printout for 13'4" span. Building plan .
approval had previously been conditional approved. One condition of
approval was that roof truss plans be submitted for approval as required
under Ind. 50.12, Wis. Adm. Code. The purpose of this letter is to
remind you of the requirements for submitting truss plans separately and
not included with the building plans.
Ind. 50.12(3) At least 4 complete sets of plans, which are clear, legible
and permanent copies shall be submitted for examination and approval before
commencing construction.
Ind. 50.12(3)(b) All plans shall contain the name of the owner and the
address of the building. The name and seal of the architect(s), engineer(s)
or person(s) who prepared the plans shall be on the title sheet, in accordance
with s. A -E 1.04(4), Wis. Adm. Code - registration seals.
Ind. 50.12(5) A plans application form shall be included with the plans submitted
to the department for examination and approval.
Ind. 69.09 An examination fee is zequired with each submittal. Fees are the
same as charged by D.I.L.H.R. (presently $37.80). Checks should be made out
to the City of Oshkosh.
Enclosed is a list of truss plan submittal requirements which is similar to
that included with D.I.L.H.R. approval no. 800602 and other metal connector
plate approvals.
I hope this clearly states the data needed. When submitting, remember we also
need drawings and data for the 11'4" span truss.
Sincerely,
EDWARD REIMER
Chief Building Inspector
CC: James Larson P. O. BOX 1130 • OSHKOSH, WISCONSIN 54902
a< Metal':Connector Plates
Metal connector plates for wood trusses are approved for holding
power and shear resistance only. Information required on all
wood truss plans include the following:
1. Acceptable Unit Stresses. The allowable unit stresses
published in the "National Design Specifications for Wood
Construction, 1977 Edition" as recommended by the National
Forest Products Association and its supplement Table 1 with
listed exceptions as itemized in Section Ind
53.61(1)(a)1.a. through c. of the Wisconsin Building Code
shall be used to determine allowable unit stresses.
2. An increase in allowable bending stress due to repetitive
member use is acceptable as listed in the NDS Table 1
supplement.
3. Moment coefficients used in design of top bottom chord
members shall be based on the assumption of no fixity at
member end or joints due to plate connectors. Moment
coefficients listed in TPI -78 with appropriate panel length
adjustment factors are to be used in the design of the
trusses.
4. The cumulative effects of short -time loads, such as snow,
shall be considered in determining the duration of load.
For snow load, no greater duration of load factor than 1.05
shall be used.
5. The metal plate connector must be properly identified on the
plans. The gauge of the metal plate and its design capacity
(in pounds per nail or pounds per square inch) must be shown
on the plans. Section Ind 53.61(8) requires that light
gauge perforated metal plate connectors be permanently
identified with regard to their gauge and manufacturer. If
a manufacturer's code is used to identify the plates, the
code shall be explained on the plans. The design and use of
metal plate connectors shall be in accordance with the
requirements of Ind 53.62(1)(a).
6. Drawings must be provided for all joints and splices
(duplication of identical joints is not necessary. The
drawings must clearly indicate the contributory number of
nails or square inches of plate area required on each member
of each joint.
7. A stress diagram (to scale or as function of "L ") must be
shown on plans. An acceptable alternate would be to provide
calculations using other methods of determining axial
loads. Calculations may be replaced by computer output
sheets only if computer programs are provided with adequate
explanation to the satisfaction of this department.
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8. Calculations must be provided which analyze the combined
effects of axial loads and bending moments on top and bottom
chord members.
9. A framing plan must accompany the truss plans when several
different trusses, bearing conditions and elevation changes
occur.
10. All wood trusses shall be securely fastened to the supports
and each truss shall be secured in position in accordance
with National Design Specifications, Appendix A, Section
A -10.
11. A title block must be provided on all submittals indicating
the name of owner, exact address of building and location of
buildings. If there are several buildings on a lot, the
trusses must be properly identified for location (this is
not necessary for identical trusses).
12. All truss plans for buildings over 50,000 cubic feet in
volume must be sealed or stamp and signed by an architect or
professional engineer registered in Wisconsin. The intent
is to have each sheet stamped, signed and dated by the
engineer or architect responsible for the trusses.
13. Wood trusses shall be designed and constructed in accordance
with the "Design Specifications for Light Metal Plate
Connected Wood Trusses" as published by the Truss Plate
Institute (TPI -78) with listed exceptions as outlined above
and stated in Section Ind 53.62(1).
14. An examination fee per Ind 69.09 is required for each
building submittal.
Miscellaneous Materials
Miscellaneous materials have been approved such as self- energized
exit signs, polystyrene concrete forms, an emergency release
device for overhead grilles in shopping malls, a modular storage
mezzanine, a blast furnace slag aggregate for use in lightweight
concrete block and a light gauge metal deck for diaphragm use.
Precast Concrete
Precast concrete manufacturers have submitted calculations to
verify the accuracy of their load tables. The approval number
can be used instead of submitting repetitious structural
calculations. Typically the approval covers uniform loading only
for a simple span condition. If continuous spans are encountered
and /or if concentrated loads are subjected to the precast, the
approval number is not valid and structural calculations for
those conditions would have to be submitted.
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