HomeMy WebLinkAboutCOM2008-00079 Special Inspection Authorization - COM Inspections - 9/4/2008 MASON COUNTY DEPARTMENT OF
COMMUNITY DEVELOPMENT
426 West Cedar Street ♦ PO Box 186 ♦ Shelton, WA 98584
IN (360)427-9670 EXT. 352 FAX (360)427-7798 HOME PAGE—www.co.mason.wa.us
Special Inspection Authorization
Project Owner: William & Linda Newman Building Permit Number: COM2008-00079
Project Address: 1085 E Pickering Road Engineer/Architect of record
In addition to the inspections required by International Building Code (IBC) Section 109, the owner or the engineer
or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide
special inspections during construction on the types of work listed under IBC Section 1704.
This form must be completed by the owner or the engineer or architect of record, prior to permit issuance, indicating
who will perform the required special inspections for this particular project. The specified special inspector(s) shall
perform the required special inspections during construction of the project, submit all inspection reports to the
Building Department and provide a final signed report stating whether the work requiring special inspection was, to
the best of the inspector's knowledge, in conformance to the approved plans and specifications and the applicable
workmanship provisions of the IBC. The following checked items require special inspection:
❑ 1. Concrete. During the taking of test specimens and placing of reinforced concrete. (IBC 1704.4)
❑ 2. Bolts installed in concrete. Prior to and during the placement of concrete around bolts when stress
increases permitted by Table 1912.2 and section 1912.5 are utilized. (IBC 1704.4)
❑ 3. Erection of precast concrete members. Periodic inspection per ACI 318: Ch 16. (IBC 1704.4)
❑ 4. Shotcrete. Continuous inspection per ACI 318: 5.9, 5.10 and IBC Chapter 19. (IBC 1704.4)
❑ 5. Reinforcing steel and prestressing steel tendons. Inspection of reinforcing steel including prestressing
tendons. (IBC 1704.4)
❑ 6. Welding of reinforcing steel. Inspection of the welding of reinforcing steel according to AWS D1.4, ACI
318: 3.5.2, and IBC 1903.5.2. (IBC 1704.4)
❑ 7. Structural welding. Welding inspection shall be in compliance with AWS D1.1. (IBC 1704.3.1)
❑ 8. High-strength Bolting. The installation of high-strength bolts shall be periodically inspected in accordance
with AISC LRFD Section M2.5. (IBC 1704.3.3)
❑ 9. Structural Masonry. Masonry construction shall be inspected and evaluated with the requirements of IBC
section 1704.5.
❑ 10. Soils. Inspections for fills 12 inches or greater to be performed in accordance with IBC Section 1704.7.
❑ 11. Pile foundations. Inspector to be present when pile foundations are being installed and during tests. (IBC
1704.8)
❑ 12. Pier foundations. Special inspection of pier foundations for buildings are required in seismic Zone D. (IBC
1704.9)
❑ 13. Spray-applied fire resistant materials. Inspections shall be in accordance with sections 1704.11.1
through 1704.11.5.
❑ 14. Exterior insulation finish system (EIFS). Special inspection shall be required for all EIFS systems. (IBC
1704.12)
Continued on reverse side
❑ 15. Smoke-control system. Smoke control systems shall be tested by a special inspector per IBC Section
1704.14.
❑ 16. Special cases. Special inspection shall be required for proposed work that is, in the option of the building
official, unusual in its nature such as alternative methods and material of construction, unusual design applications,
and materials and systems required to be installed in accordance with additional manufacturer's instructions that
prescribe requirements not contained in the IBC or referenced standards.
❑ Installation of structural epoxies ❑ Installation of"high-load shear panels"
❑ Structural Observation (IBC1709) ❑Other:
Special Inspector Selection:
The special inspection agency and special inspector shall be registered by the Washington Association of Building
Officials (WABO) for the particular type of construction or operation requiring special inspection. Such inspector(s)
shall be selected by the owner or the owner's agent and approved by the Building Official prior to issuance of the
building permit. The owner's agent shall not be acting as, or employed by the special inspection agency or the
contractor for this project.
Name of Special Inspector or Agency: Type of Inspection: Registration Number:
Authorization: I hereby state that I am the legal owner of the project property, or that I am the legal owner's agent
who is not employed by a special inspection agency or contractor associated with this project. In addition, I agree
to comply with the special inspection requirements established by Chapter 17 of the International Building Code as
adopted by Mason County.
Signature Printed Name ❑Owner ❑Agent Date
PURPOSE OF SPECIAL INSPECTION
Special inspection is the monitoring of materials and workmanship which are critical to the integrity of the building
structure to assure that the approved plans and specifications are being followed and that relevant codes are being
observed. Special inspections are in addition to those conducted by the county building inspector and by the
engineer or architect of record. Special inspectors furnish inspection at all times that their presence is required by
the code, the plans and specifications, and the enforcing jurisdiction. Good communication between the special
inspector and the designer, contractor, and building department is essential.
DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
Special inspectors are individuals with highly developed, specialized skills who observe those critical building or
structural features which they are qualified to inspect. Duties of special inspectors and/or inspection agencies
include the following:
1. General Requirements
Special inspectors shall review approved plans and specifications for special inspection requirements.
Special inspectors shall comply with the special inspection requirements of the enforcing jurisdiction.
2. Signify Presence at Job Site
Special inspectors should notify contractor personnel and the enforcing jurisdiction of their presence and
responsibilities at the job site.
3. Observe All Work for Which They Are Responsible
Special inspectors shall inspect all work and perform or observe all tests requiring inspection and testing for
conformance with the building-department-approved (stamped) drawings, specifications and applicable
provisions of the code.
4. Notification of Discrepancies
Special inspectors shall bring all nonconforming items to the immediate attention of the contractor. If any
such item is not resolved in a timely manner or is about to be incorporated in the work, the engineer or
architect of record and the building official should be notified immediately by telephone or in person, and
the item noted in the special inspector's written report. The special inspector shall write a separate report
to be posted at the job site regarding noted discrepancies which should contain, as a minimum, the
following information about each nonconforming item:
• Description and exact location,
• Reference to applicable detail of approved plans/specifications,
• Name and title of each individual notified and method of notification, and
• Resolution or corrective action.
5. Reports
A. Inspection reports
The special inspector should complete written inspection reports for each inspection visit and provide the
reports on a timely basis determined by the building official. The special inspector or inspection agency
shall furnish these reports directly to the building official, engineer or architect of record, and others as
designated. These reports should be organized on a daily format and may be submitted weekly at the
option of the building official. In these reports, special inspectors should:
• Describe inspections and tests made with applicable locations;
• List all nonconforming items;
• Indicate how nonconforming items were resolved;
• List unresolved items, parties notified, and time and method of notification; and
• Itemize changes authorized by the architect/engineer of record and approved by the building department,
if not included in the nonconformance items.
B. Final reports
Special inspectors or inspection agencies shall submit a final, signed report to the building department
stating that all items requiring special inspection and testing were fulfilled and reported and, to the best of
their knowledge, in conformance with the approved design drawings, specifications, approved change
orders and the applicable provisions of the code. Items not in conformance, unresolved items or any
discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when continuous was
required, etc.) should be specifically itemized in this report.
DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR:
The contractor's duties include responsibility for notifying the special inspector or agency regarding individual
inspections required by the Building Department, or required by the International Building Code, Chapter 17.
Adequate notice shall be provided so that the special inspector shall have appropriate access to the approved
plans at the job site prior to the required inspection. The contractor shall not perform any work that requires special
inspection without the special inspector present. Completion of this form, and the performance of special
inspections does not relieve the contractor's responsibility to schedule required inspections by the Mason County
Building Department prior to concealing any work.
DUTIES AND RESPONSIBILITIES OF THE ENGINEER OR ARCHITECT OF RECORD:
The engineer or architect of record is responsible for identifying which special inspections are necessary,
developing a schedule of required special inspections, and assisting the owner in the selection of the special
inspector. The engineer or architect or record shall review the special inspection reports to determine that all
required special inspections have been performed and that all discrepancies (if any) have been resolved.
DUTIES AND RESPONSIBILITIES OF THE PROJECT OWNER:
The project owner, or the engineer or architect of record acting as the owner's agent, is responsible for the funding
of all required special inspection activities in accordance with International Building Code Section 1704.
MASON COUNTY DEPARTMENT OF
COMMUNITY DEVELOPMENT
3 �
N"CO�� 426 West Cedar Street ♦ PO Box 186 ♦ Shelton, WA 98584
(360) 427-9670 EXT. 352 FAX (360) 427-7798 HOME PAGE—www.co.mason.wa.us
Special inspection policy
Scope:
To ensure compliance with all provisions of Local, State and International Building Codes in addition to
all jurisdictional policies.
Responsible Party:
The owner or registered design professional acting as the owners agent is responsible to obtain, and have
pre-approved by the jurisdiction, any and all Special Inspection Agencies and/or persons employed by
such.
Policy:
Mason County allows two methods in which compliance may be obtained. Please read the following
options carefully when choosing your method of compliance and special inspection agency:
❑Option I: Registration with WABO (Washington Association of Building Officials)
The WABO registration gives the jurisdiction the assurance that the individual and or
agency has met certain criteria and that the criteria is maintained.
See WWW.WABO.ORG for listing of approved individuals or agencies.
❑Option II: Mason County will approve an individual or company,to perform inspections upon
demonstration of competence for the particular type of construction or operation requiring
special inspection. As proof of competence the individual or company will need to
conform to all of the following criteria and provide supporting documentation.
A.)Provide the name of the individual that will perform the particular type of
inspection along with documents demonstrating competency including copies of
all certifications and registration numbers pertinent to the inspection type.
Examples: (ICC, ICBO,NICET, AWS)
WA. State licensed Structural/Civil Engineers or Architects may also be accepted.
B.) When laboratory testing and field inspection equipment will be required provide
details of specific tests,the quality of the system,procedures to ensure test are
performed properly and all policies for recording, reviewing and performing
such test. An equipment log must be maintained and available for review. All calibration
maintenance records must be traceable to the National bureau of Standards, calibrations must be
performed frequently as set up per the standards.
C.)When all required information has been submitted staff will review documentation and approve
the acceptability of the special inspection competency or request additional information as
deemed necessary.
Authorization Form:
After selecting option I or II please complete the"Special Inspection Authorization" form and submit it
to Mason County for initial review.
Approved By: Mark Core Date: 10-02-07
Un �+ � R
L8
1604
cow. rrcH1 IOx
� o f gym;
� Ot -9-K��fi���
' L �8x 3a 3 I5 �
C �
J 0'2
51v�� e,
�S ee
r �� ��.b �. — area r A/10 �; eelv
60
-<,+
0/0
r1c�"a7'1�
Lei Y
G C2
V D
Doo t' l�tcltno� ard► vt�.,pj-vim
r
16
' 5
I Cox 38' C0 08
eto S
32
_ 1 .5 Z x 9 ./�3 = j Lf ' 5keatk� zn+ter
;2� Z72010,,57
Z i
/ k
0
� �
� �
� �
� �.� � �
Q �
� � � �
�� �
��
�- �°
� �
� � � cam' .
American Wood Council - Building Heights and Areas Calculator Page 1 of 1
•�ara- � � seq.
Forest American Wood Council
t
8 Paper
Association
IBC 2006 Heights and Areas Calculator
Note:calculator assumes a four-sided building of single occupancy use. Help
•
Use Group S 1 Storage,moderate hazard(i.e.aerosols,aircraft hangers,books,clothing,
furniture)
OUnsprinklered
0Sprinklered NFPA13 Allowable Types ofConstruiction
parameters
0Sprinklered NFPAI3R
III-A Protected
Total Building Perimeter P(ft) 290 III-B Unprotected
Open Building Perimeter F(ft)
193 IV Heavy Timber
V-A Protected
Min.Width of Open Space fz V-B Unprotected
W(ft)
Stories above grade plane Maximum Heights&Areas for all Constmction Types
for sel"ted Use Group and Sprinklering Option:
Building Height(ft) 14 Type of Construction III-A Ill-B IV V-A V-B
Total Building Area(sq ft) 3sz4 Stories 3 3 4 3 1
Building Height ji: 85 55 85 50 40
Maximum Single Floor Area 3824 Total Building Area(sq it) 20000 17500 25500 14000 9000
(sq ft)
Single Floor Area(sq it) 26000 17500 25500 14000 9000
Make Changes
Property line
I
------ ----------- ----------------------
Street
W2
n --- BO
Wrp 97
th/ I�..A '.W
VY n
E Pi '
250 `48 • 48 W
-if W,c 20 It,then use 9� ;
P;-0 in calculation_ 1
-If W;z 30 ft,then use
W,=30 ft in calculation
Measure each W W4
:a
e
4
Street at midpoint of
atrrespondinp P
Lr.p
a
While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the
state-of-the-art,neither the American Forest&Paper Association nor its members assume any responsibility for any particular design prepared from this on-line
Heights and Areas Calculator.Those using this on-line Heights and Areas Calculator assume all liability from its use.For more information,see the attached Help
file.
http://www.awc.org/calculators/IBCheightarea/IBCHeightArea.html 7/22/2008
American Wood Council - Building Heights and Areas Calculator Page I of I
Fom .r., American Wood Councilau
Fores[
8 Paper `.
i. Aacxiation '+ ttxr to (:
... Ora
IBC 2006 Heights and Areas Calculator
Note:calculator assumes a four-sided building of single occupancy use. Help
Use Group M • Mercantile(i.e.department stores,drug stores,markets,motor vehicle service
stations,sales rooms)
GUnsprinklered
OSprinklered NFPA13 -Types of Construction - parameters entered:
06prinklered NFPA1-�
III-A Protected
Total Building Perimeter P(fl) 290 III-B Unprotected
Open Building Perimeter F(ft) 193 IV Heavy Timber
V-A Protected
Min.Width of Open Space 12 V-B Unprotected
W(ft)
Stories above grade plane for selected Use Group and Sprinklering Option:
Maximum Heights&Areas for all Construction Types
Building Height(ft) 14 Type of Construction III-A III-S IV V-A V-S
Stories 4 4 4 3 1
Total Building Area{sq ft} 3624
Building Height(ft) 85 55 85 50 40
Maximum Single Floor Area 3g24 Total Bui€dim Area(sq ft) 18500 12500 20500 14000 9000
(sq ft)
Single IoGr Area(sq ft1 18500 12500 20500 14000 9000
Make Changes
Property line 11q
Street
eo W2 /
n w
ipi 97 ~,
W i t W •
Pi 1BUILDING �-
i.1 250 48 • 48 M�3
-if Wi<20 ft,then use e
P,-0 in calculation.
-If W,W 30 ft,then use
W,=30 ft in caicutation.
'Measure each W W4
Street :
at m4dpoint o! '
\\ 'carresr"ndirsg P
While every effort has been made to insure the accuracy of the information presented,and special effort has been made to assure that the information reflects the
state-of-the-art,neither the American Forest&Paper Association nor its members assume any responsibility for any particular design prepared from this on-line
Heights and Areas Calculator.Those using this on-line Heights and Areas Calculator assume all liability from its use.For more information,see the attached Help
file.
http://www.awc.org/calculators/IBCheightarea/IBCHeightArea.html 7/22/2008
Uniformly Loaded Floor Beamr 2006 International Buildinq Code (05 NDS)1 Ver: 7.01.14
Bv: Debbera Coker, Mason County on: 07-22-2008 : 12:40:05 AM
Protect: Newman-Location: Floor beam
Summary:
3.5 IN x 7.25 IN x 7.0 FT /#2-Hem-Fir-Dry Use
Section Inadequate By: 110.2% Controlling Factor: Section Modulus/Depth Required 10.51 In
Deflections:
Dead Load: DLD= 0.03 IN
Live Load: FAILED LLD= 0.33 IN = U257
Total Load: FAILED TLD= 0.36 IN =U232
Reactions(Each End):
Live Load: LL-Rxn= 3062 LB
Dead Load: DL-Rxn= 323 LB
Total Load: TL-Rxn= 3385 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 2.39 IN
Beam Data:
Span: L= 7.0 FT
Unbraced Lenqth-Top of Beam: Lu= 1.33 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Floor Loadinq:
Floor Live Load-Side One: LL1= 100.0 PSF
Floor Dead Load-Side One: DL1= 10.0 PSF
Tributary Width-Side One: TW1= 4.0 FT
Floor Live Load-Side Two: LL2= 100.0 PSF
Floor Dead Load-Side Two: DL2= 10.0 PSF
Tributary Width-Side Two: TW2= 4.75 FT
Live Load Duration Factor: Cd= 1.00
Wall Load: WALL= 0 PLF
Beam Loadinq:
Beam Total Live Load: wL= 875 PLF
Beam Self Weiqht: BSW= 5 PLF
Beam Total Dead Load: wD= 92 PLF
Total Maximum Load: wT= 967 PLF
Properties For:#2- Hem-Fir
Bendinq Stress: Fb= 850 PSI
Shear Stress: Fv= 150 PSI
Modulus of Elasticity: E= 1300000 PSI
Adiusted Modulus of Elasticity: E-Min= 470000 PSI
Stress Perpendicular to Grain: Fc_perp= 405 PSI
Adjusted Properties
Fb'(Tension): Fb'= 1103 PSI
Adjustment Factors: Cd=1.00 CI=1.00 CF=1.30
Fv': Fv'= 150 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 5924 FT-LB
3.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear: V= 2844 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus(Moment): Srea= 64.47 IN3
FAILED S= 30.66 IN3
Area(Shear): Areq= 28.44 IN2
FAILED A= 25.38 IN2
Moment of Inertia(Deflection): Irea= 155.81 IN4
FAILED 1= 111.15 IN4
Uniformly Loaded Floor Beam[2006 Nternational Buildinq Code(05 NDS)1 Ver: 7.01.14
Bv: Debbera Coker, Mason County on: 07-22-2008 : 12:40:58 AM
Project: Newman- Location: Floor beam
Summary:
3.5 IN x 11.25 IN x 7.0 FT /#2- Douglas-Fir-Larch- Dry Use
Section Adequate By: 2.2% Controlling Factor: Section Modulus/Depth Required 11.13 In
Deflections:
Dead Load: DLD= 0.01 IN
Live Load: LLD= 0.07 IN = U1181
Total Load: TLD= 0.08 IN = U1064
Reactions(Each End):
Live Load: LL-Rxn= 3062 LB
Dead Load: DL-Rxn= 336 LB
Total Load: TL-Rxn= 3399 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 1.55 IN
Beam Data:
Span: L= 7.0 FT
Unbraced Lenqth-Top of Beam: Lu= 1.33 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: L/ 240
Floor Loadinq:
Floor Live Load-Side One: LL1= 100.0 PSF
Floor Dead Load-Side One: DL1= 10.0 PSF
Tributary Width-Side One: TW1= 4.0 FT
Floor Live Load-Side Two: LL2= 100.0 PSF
Floor Dead Load-Side Two: DL2= 10.0 PSF
Tributary Width-Side Two: TW2= 4.75 FT
Live Load Duration Factor: Cd= 1.00
Wall Load: WALL= 0 PLF
Beam Loadinq:
Beam Total Live Load: wL= 875 PLF
Beam Self Weiqht: BSW= 9 PLF
Beam Total Dead Load: wD= 96 PLF
Total Maximum Load: wT= 971 PLF
Properties For:#2- Douglas-Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 180 PSI
Modulus of Elasticity: E= 1600000 PSI
Adjusted Modulus of Elasticity: E-Min= 580000 PSI
Stress Perpendicular to Grain: Fc_perp= 625 PSI
Adjusted Properties
Fb'(Tension): Fb'= 988 PSI
Adjustment Factors: Cd=1.00 CI=1.00 CF=1.10
Fv': Fv'= 180 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 5948 FT-LB
3.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear: V= 2515 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 72.25 IN3
S= 73.83 IN3
Area(Shear): Areq= 20.96 IN2
A= 39.38 IN2
Moment of Inertia(Deflection): Ireq= 126.60 IN4
1= 415.28 IN4
Uniformly Loaded Floor Beam[2006 International Buildinq Code(05 NDS)1 Ver: 7.01.14
Bv: Debbera Coker, Mason County on: 07-22-2008 : 12:41:03 AM
Project: Newman-Location: Floor beam
Summary:
3.5 IN x 11.25 IN x 7.0 FT /#2- Douglas-Fir-Larch- Dry Use
Section Adequate By:2.2% Controlling Factor: Section Modulus/Depth Required 11.13 In
Deflections:
Dead Load: DLD= 0.01 IN
Live Load: LLD= 0.07 IN = L/1181
Total Load: TLD= 0.08 IN =U1064
Reactions(Each End):
Live Load: LL-Rxn= 3062 LB
Dead Load: DL-Rxn= 336 LB
Total Load: TL-Rxn= 3399 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 1.55 IN
Beam Data:
Span: L= 7.0 FT
Unbraced Lenqth-Top of Beam: Lu= 1.33 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Floor Loadinq:
Floor Live Load-Side One: LL1= 100.0 PSF
Floor Dead Load-Side One: DL1= 10.0 PSF
Tributary Width-Side One: TW1= 4.0 FT
Floor Live Load-Side Two: LL2= 100.0 PSF
Floor Dead Load-Side Two: DL2= 10.0 PSF
Tributary Width-Side Two: TW2= 4.75 FT
Live Load Duration Factor: Cd= 1.00
Wall Load: WALL= 0 PLF
Beam Loadinq:
Beam Total Live Load: wL= 875 PLF
Beam Self Weiqht: BSW= 9 PLF
Beam Total Dead Load: wD= 96 PLF
Total Maximum Load: wT= 971 PLF
Properties For:#2- Douglas-Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 180 PSI
Modulus of Elasticitv: E= 1600000 PSI
Adjusted Modulus of Elasticitv: E-Min= 580000 PSI
Stress Perpendicular to Grain: Fc_perp= 625 PSI
Adjusted Properties
Fb'(Tension): Fb'= 988 PSI
Adjustment Factors: Cd=1.00 C1=1.00 CF=1.10
Fv': Fv'= 180 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 5948 FT-LB
3.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear: V= 2515 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment): Sreq= 72.25 IN3
S= 73.83 IN3
Area(Shear): Areq= 20.96 IN2
A= 39.38 IN2
Moment of Inertia (Deflection): Ireq= 126.60 IN4
1= 415.28 IN4
Floor Joist[2006 International Buildinq Code(05 NDS)1 Ver: 7.01.14
Bv: Debbera Coker, Mason County on: 07-22-2008 : 12:41:47 AM
Project: Newman- Location:floor joist
Summary:
1.5 IN x 7.25 IN x 9.75 FT 0) 16 O.C./#2- Douglas-Fir-Larch- Dry Use
Section Inadequate By: 45.9% Controlling Factor: Moment of Inertia/Depth Required 8.22 In
Center Span Deflections:
Dead Load: DLD-Center= 0.04 IN
Live Load: FAILED LLD-Center— 0.36 IN=L/329
Total Load: FAILED TLD-Center= 0.39 IN =L/299
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 650 LB
Dead Load: DL-Rxn-A= 65 LB
Total Load: TL-Rxn-A= 715 LB
Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.76 IN
Center Span Riqht End Reactions(Support B):
Live Load: LL-Rxn-B= 650 LB
Dead Load: DL-Rxn-B= 65 LB
Total Load: TL-Rxn-B= 715 LB
Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.76 IN
Joist Data:
Center Span Length: L2= 9.75 FT
Floor sheathing applied to top of joists-top of joists fully braced.
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 480
Total Load Deflect. Criteria: L/ 360
Center Span Loadinq:
Uniform Floor Loading:
Live Load: LL-2= 100.0 PSF
Dead Load: DL-2= 10.0 PSF
Total Load: TL-2= 110.0 PSF
Total Load Adjusted for Joist Spacing: wT-2= 147 PLF
Properties For:#2-Douglas-Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 180 PSI
Modulus of Elasticity: E= 1600000 PSI
Adjusted Modulus of Elasticity: E-Min= 580000 PSI
Stress Perpendicular to Grain: Fc-perp= 625 PSI
Adjusted Properties
Fb'(Tension): Fb'= 1242 PSI
Adjustment Factors: Cd=1.00 CF=1.20 Cr=1.15
Fv': Fv'= 180 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 1743 FT-LB
4.875 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controllinq Shear: V= 629 LB
At a distance d from riqht support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus (Moment): Srea= 16.84 IN3
FAILED S= 13.14 IN3
Area (Shear): Areq= 5.24 IN2
A= 10.88 IN2
Moment of Inertia(Deflection): Irea= 69.51 IN4
FAILED 1= 47.63 IN4
J
Floor Joist[2006 International Buildinq Code(05 NDS)1 Ver: 7.01.14
Bv: Debbera Coker, Mason County on: 07-22-2008 : 12:42:07 AM
Project: Newman-Location:floor joist
Summary:
1.5 IN x 9.25 IN x 9.75 FT (@ 16 O.C./#2- Douglas-Fir-Larch- Dry Use
Section Adequate By: 16.4% Controlling Factor: Section Modulus/Depth Required 8.57 In
Center Span Deflections:
Dead Load: DLD-Center= 0.02 IN
Live Load: LLD-Center= 0.17 IN = L/683
Total Load: TLD-Center= 0.19 IN = L/621
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 650 LB
Dead Load: DL-Rxn-A= 65 LB
Total Load: TL-Rxn-A= 715 LB
Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.76 IN
Center Span Riqht End Reactions (Support B):
Live Load: LL-Rxn-B= 650 LB
Dead Load: DL-Rxn-B= 65 LB
Total Load: TL-Rxn-B= 715 LB
Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.76 IN
Joist Data:
Center Span Lenqth: L2= 9.75 FT
Floor sheathinq applied to top of joists-top of joists fully braced.
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 480
Total Load Deflect. Criteria: L/ 360
Center Span Loadinq:
Uniform Floor Loading:
Live Load: LL-2= 100.0 PSF
Dead Load: DL-2= 10.0 PSF
Total Load: TL-2= 110.0 PSF
Total Load Adjusted for Joist Spacing: wT-2= 147 PLF
Properties For:#2- Douglas-Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 180 PSI
Modulus of Elasticitv: E= 1600000 PSI
Adjusted Modulus of Elasticity: E-Min= 580000 PSI
Stress Perpendicular to Grain: Fc-perp= 625 PSI
Adjusted Properties
Fb' (Tension): Fb'= 1139 PSI
Adjustment Factors: Cd=1.00 CF=1.10 Cr=1.15
Fv': Fv'= 180 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 1743 FT-LB
4.875 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controllinq Shear: V= 615 LB
At a distance d from riqht support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 18.37 IN3
S= 21.39 IN3
Area (Shear): Areq= 5.12 IN2
A= 13.88 IN2
Moment of Inertia (Deflection): Ireq= 69.50 IN4
1= 98.93 IN4
Floor Joistf 2006 International Buildinq Code(05 NDS)1 Ver: 7.01.14
By: Debbera Coker, Mason County on: 07-22-2008 : 12:42:52 AM
Project: Newman- Location:floor joist
Summary:
1.5 IN x 7.25 IN x 8.0 FT (c� 16 O.C./#2- Douglas-Fir-Larch- Dry Use
Section Adequate By: 15.9% Controlling Factor: Section Modulus/Depth Required 6.75 In
Center Span Deflections:
Dead Load: DLD-Center= 0.02 IN
Live Load: LLD-Center= 0.16 IN = U596
Total Load: TLD-Center= 0.18 IN = U541
Center Span Left End Reactions(Support A):
Live Load: LL-Rxn-A= 533 LB
Dead Load: DL-Rxn-A= 53 LB
Total Load: TL-Rxn-A= 587 LB
Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.63 IN
Center Span Riqht End Reactions (Support B):
Live Load: LL-Rxn-B= 533 LB
Dead Load: DL-Rxn-B= 53 LB
Total Load: TL-Rxn-B= 587 LB
Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.63 IN
Joist Data:
Center Span Length: L2= 8.0 FT
Floor sheathinq applied to top of joists-top of joists fully braced.
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: U 480
Total Load Deflect. Criteria: U 360
Center Span Loadinq:
Uniform Floor Loading:
Live Load: LL-2= 100.0 PSF
Dead Load: DL-2= 10.0 PSF
Total Load: TL-2= 110.0 PSF
Total Load Adjusted for Joist Spacing: wT-2= 147 PLF
Properties For:#2-Douglas-Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 180 PSI
Modulus of Elasticity: E= 1600000 PSI
Adjusted Modulus of Elasticity: E-Min= 580000 PSI
Stress Perpendicular to Grain: Fc-perp= 625 PSI
Adjusted Properties
Fb' (Tension): Fb'= 1242 PSI
Adjustment Factors: Cd=1.00 CF=1.20 Cr=1.15
- Fv': Fv'= 180 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 1173 FT-LB
4.0 Ft from left support of span 2(Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controllinq Shear: V= 505 LB
At a distance d from riqht support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus(Moment): Sreq= 11.34 IN3
S= 13.14 IN3
Area(Shear): Areq= 4.20 IN2
A= 10.88 IN2
Moment of Inertia(Deflection): Ireq= 38.39 IN4
1= 47.63 IN4
Floor Joistf 2006 International Buildinq Code (05 NDS)1 Ver: 7.01.14
By: Debbera Coker, Mason County on: 07-22-2008 : 12:44:49 AM
Project: - Location:
Summary:
1.5 IN x 7.25 IN x 10.0 FT (ED 16 O.C./#2- Douglas-Fir-Larch- Dry Use
Section Inadeauate By: 57.4% Controlling Factor: Moment of Inertia/Depth Required 8.61 In
Center Span Deflections:
Dead Load: DLD-Center= 0.06 IN
Live Load: FAILED LLD-Center— 0.39 IN=L/305
Total Load: FAILED TLD-Center= 0.45 IN=L/265
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A= 667 LB
Dead Load: DL-Rxn-A= 100 LB
Total Load: TL-Rxn-A= 767 LB
Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A= 0.82 IN
Center Span Riqht End Reactions (Support B):
Live Load: LL-Rxn-B= 667 LB
Dead Load: DL-Rxn-B= 100 LB
Total Load: TL-Rxn-B= 767 LB
Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.82 IN
Joist Data:
Center Span Lenqth: L2= 10.0 FT
Floor sheathinq applied to top of joists-top of joists fully braced.
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 480
Total Load Deflect. Criteria: L/ 360
Center Span Loadinq:
Uniform Floor Loading:
Live Load: LL-2= 100.0 PSF
Dead Load: DL-2= 15.0 PSF
Total Load: TL-2= 115.0 PSF
Total Load Adjusted for Joist Spacing: wT-2= 153 PLF
Properties For:#2- Douglas-Fir-Larch
Bendinq Stress: Fb= 900 PSI
Shear Stress: Fv= 180 PSI
Modulus of Elasticity: E= 1600000 PSI
Adjusted Modulus of Elasticity: E-Min= 580000 PSI
Stress Perpendicular to Grain: Fc-perp= 625 PSI
Adjusted Properties
Fb'(Tension): Fb'= 1242 PSI
Adjustment Factors: Cd=1.00 CF=1.20 Cr=1.15
- Fv': Fv'= 180 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment: M= 1917 FT-LB
5.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s)2
Controllinq Shear: V= 675 LB
At a distance d from left support of span 2(Center Span)
Critical shear created by combining all dead loads and live loads on span(s)2
Comparisons With Required Sections:
Section Modulus (Moment): Srea= 18.52 IN3
FAILED S= 13.14 IN3
Area(Shear): Areq= 5.62 IN2
A= 10.88 IN2
Moment of Inertia(Deflection): Ireo= 74.99 IN4
FAILED 1= 47.63 IN4