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Job Name: Caring Closet Job No: 16111 Sheet No: 1
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6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com
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Job Name: Caring Closet Job No: 16111 Sheet No:
Client SIE A Date: Sept 2016 By: DJD
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COMPANY PROJECT
Wood Works
May 10, 2016 08:48 Typ Rafter.wwb
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads:
Load Type Distribution Pat- Location [ft) Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 12.00(24.0") psf
Load2 Snow Full Area 25.00(24.0") psf
drift Snow Triangular 0.00 5.00 30.0 0.0 plf
Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which
is applied during 'analysis.
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
0' 6'-6.5"
Unfactored:
Dead 81 87
Snow 226 199
Factored:
Total 307 286
Bearing:
Capacity
Joist 1406 4219
Support 1758 5273
Anal/Des
Joist 0.22 0.07
Support 0.17 ' 0.05
Load comb #2 #2
Length 1.50 4.50
Min req'd 0.50* 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
*Minimum bearing length setting used: 1/2"for end supports
Lumber-soft, D.Fir-L, No.2, 2x6(1-112"x5-1/2")
Supports:All-Lumber n-ply Beam, D.Fir-L No.2
Roof joist spaced at 24.0"c/c;Total length:7';volume=0.4 cu.ft.;
Lateral support top=full,bottom=at supports; Repetitive factor.applied where permitted(refer to online help);
Analysis vs.Allowable Stress and Deflection using NDS 2012:
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 45 Fv' = 207 psi fv/Fv' = 0.22
Bending(+) fb = 716 Fb' = 1547 psi fb/Fb' = 0.46
Live Defl'n 0.07 = <L/999 0.33 = L/240 in 0.23
Total Defl'n 0.10 = L/752 0.44 = L/180 in 0.24
•
4e\- Ie
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Typ Rafter.wwb WoodWorks®Sizer 10.4 Page 2
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 160 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V = 296, V design = 248 lbs
Bending(+) : LC #2 = D+S, M = 451 lbs-ft
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 33.3e06 lb-in2
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the
National Design Specification(NDS 2012),and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. FIRE RATING:Joists,wall studs, and multi-ply members are not rated for fire endurance.
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COMPANY PROJECT
Woo Works®
May 10,2016 08:47 Hdr at existing wall.wwb
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full UDL 81.0 plf
Load2 Snow Full UDL 226.0 plf
wall Dead Full UDL 50.0 plf
Self-weight Dead Full UDL 3.9 plf
Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which
is applied during analysis.
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
5'-2.5" 1'
0, 5'
Unfactored:
Dead 351 351
Snow 589 589
Factored:
Total 939 939
Bearing:
Capacity
Beam 2812 2812
Support 3164 3164
Anal/Des
Beam 0.33 0.33
Support 0.30 0.30
Load comb #2 #2
Length 1.50 1.50
Min req'd 0.50 0.50
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.13 1.13
Fcp sup 625 625
Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply(3"x5-1/2")
Supports:All-Lumber n-ply Beam, D.Fir-L No.2
Total length:5'-2.5";volume=0.6 cu.f.;
Lateral support top=at supports, bottom=at supports;
i -
•
Co 0(s I
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
Hdr at existing wall.wwb WoodWorks®Sizer 10.4 Page 2
Analysis vs.Allowable Stress and Deflection using NDS 2012:
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 66 Fv' = 207 psi fv/Fv' = 0.32
Bending(+) fb = 895 Fb' = 1345 psi fb/Fb' = 0.67
Live Defl'n 0.05 = <L/999 0.17 = L/360 in 0.29
Total Defl'n 0.08 = L/786 0.25 = L/240 in 0.31
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S, V = 902, V design = 729 lbs
Bending(+) : LC #2 = D+S, M = 1128 lbs-ft
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 33.3e06 lb-in2/ply
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the
National Design Specification(NDS 2012), and NDS Design Supplement
2. Please verify that the default deflection limits are appropriate for your application.
3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present)
fastened together securely at intervals not exceeding 4 times the depth and that
each ply is equally top-loaded.Where beams are side-loaded, special fastening details may be required.
5. FIRE RATING: Joists,wall studs, and multi-ply members are not rated for fire endurance.
1 or' 1Z
SIMPSON Anchor Designer TM Company: Date: 9/28/2016
-- -- - Engineer. Page: 1/4
Strorto_T;e Software Project:
Version 2.0.5154.54 Address:
Phone:
E-mail:
1.Prolect information
Customer company: Project description:
Customer contact name: Location:
Customer e-mati: Fastening description:
Comment
X.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch):12.00
State:Cracked
Anchor Information: Compressive strength,P.(psi):2500
Anchor type:Bonded anchor Wo:1.0
Material:F1554 Grade 36 Reinforcement condition:B tension,B shear
Diameter(Inch):0.375 Supplemental reinforcement Not applicable
Effective Embedment depth,het(inch):7.000 Do not evaluate concrete breakout in tension:No
Code report ICC-ES ESR-2508 Do not evaluate concrete breakout in shear.No
Anchor category:- Hole condition:Dry concrete
Anchor ductility:Yes Inspection:Continuous
h.a.(inch):8.88 Temperature range:1
c (inch):14.78 Ignore 6do requirement Not appricable
Cry(inch):1.75 Build-up grout pad:No
S.r,(inch):3.00
Base Plate
Load and Geometry
Load factor source:ACI 318 Se on 9.2
Load combination:not set 4$0 lb
Seismic design:Yes
Anchors subjected to sustained on:No
Ductility section for tension:not s stied
Ductility section for shear:not f ed
Do factor not set
Apply entire shear load at front ' .No
Anchors only resisting wind and/or eismic loads:Yes
<Figure 1>
O lb
O lb
cNi
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausbyity.
Simpson Strong-Tie Company Inc. 5958 W.Las Poslas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtle.com
42) OP VC)
SIMPSON Anchor DesignerTm Company: Date: 9/28/2016
Engineer: Page: 2/4
Strong-TSoftware ie Project:
Version 2.0.5154.54
Address:
Phone:
E-mail:
<Figure 2>
. .
• •
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1.751 124.00
4r
Recommended Anchor
Anchor Name:SEI"-XP®-SET-XP Iv/3/813 F1554 Gr.36
Code Report Listing:ICC-ES ESR-2508
•
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausbffity.
Simpson Strong-Tie Company Inc. 5956W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.stronglle.com
SIMPSON Anchor Designer Company: Date: 9/28/2016
Engineer. Page: 314
SLt ro 1"'=�1e
Software r ion 2.0.5154.54Project
Address:
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N..(Ib) V...(ib) V..,.(Ib) Ailul.) Nor)'(Ib)
1 2480.0 0.0 0.0 0.0
Sum 2480.0 0.0 0.0 0.0
Maximum concrete compression strain(%.):0.00
Maximum concrete compression stress(psi):0
Resultant tension force(ib):2480
Resultant compression force(ib):0
Eccentricity of resultant tension fortes in x-axis,e're:(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'M,(inch):0.00
4.Steel Strength of Anchor In TensionfSec.D.5.1)
N..(lb) ¢ ¢N..(lb)
4525 0.75 3394
5.Concrete Breakout Strength of Anchor in Tension fSec.D.5.2)
Nb=k.A.'If.h.r13(Eq.D-6)
fro A. f.(psi) he(in) Nb(lb)
17.0 1.00 2500 7.000 15742
0.75¢N.b=0.75#(AN./AN.)7'.402.. 7p.NNb(Sec.D.4.1 &Eq.D-3)
AN.(in2) AN (In2 if'.gN 'f'yN Y'qN Nb(Ib) ¢ 0.750/.r(Ib)
257.25 441.00 0.750 1.00 1.000 15742 0.65 3358
6.Adhesive Strength of Anchor in Tension(Sec.5.5J
Ate=sgefnwtaem,K..tmv...t.
Ate(psi) f.nmt... Km w1...b Ate(psi)
1165 1.00 1.00 1.00 1165
Nb.=A.reued.h.r(Eq.0-22)
A.. re(psi) d.(in) he(in) Ni.(ib)
1.00 1165 0.38 7.000 9607
0.75¢N.=0.75¢(AN./AN.o)Y'd,N.i'cpN.Nb.(Sec.D.4.1&Eq.D-18)
AN.(m2) AN.o(in2) iP.dN. %Ns No(ib) ¢ 0.750N.(ib)
53.99 7722 0.819 1.000 9607 0.65 2683
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be chedked for plausibity.
Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongte.com
bf }O
SIMPSON Anchor Designer TM Company: Date: 9282016
Software Engineer. Page: 414
Strong,`-Tie Project:
Version'2.0.5154.54 Address:
Phone:
E-mail:
11.Interaction of Tensile and Shear Forces(Sec.D.7)
Tension Factored Load,N.(lb) Design Strength,0N.(lb) Ratio Status
Steel 2480 3394 0.73 Pass
Concrete breakout 2480 3358 0.74 Pass
Adhesive 2480 2683 0.92 Pass(Governs)
SET-XP wf 318"0 F1554 Gr.36 with hef=7.000 inch meets the selected design criteria.
12.Warninos
-Concrete compressive strength used in concrete breakout strength In tension,adhesive strength in tension and concrete pryout strength In
shear for SET-XP adhesive anchor is limit to 2,500 psi per ICC-ES ESR-2508 Section 5.3..
Brittle failure governs for tension.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI
318-11 Section D.3.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake
force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination.In case when ACI
318-11 Sections D.3.3.4.3(a)3 to 6,(b),(c),or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this
message.Alternatively,a0 factor can be entered to satisfy ACI 318-11 Section D.3.3.4.3(d)to increase the earthquake portion of the loads as
required.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole deaning and installation instructions.
(
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Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Poaltas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongte.com
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STRUCTURAL NOTES
01.0 GENERAL NOTES
1. These notes set minimum standards for construction. The drawings govern over the Structural Notes
to the extent shown.
2. Contractor shall verify all dimensions and conditions on drawings and in field. Coordinate locations of
openings through floors, roofs and walls with architectural, mechanical and electrical plans. Notify
owner's representative of any discrepancies.
3. Construction means, methods and all necessary temporary support prior to completion of vertical
and lateral load systems is the sole responsibility of the contractor.
. 4. Compliance with all safety and OSHA requirements is the sole responsibility of the contractor.
5. All work shall be in compliance with 2014 edition of the"Oregon Structural Specialty Code" (OSSC)
as amended by all other state and local codes, permits, and building department requirements that
apply.
6. Where reference is made to ASTM,AISC, ACI or other standards,the Code referenced issue shall
apply., .
7. Design Criteria:
Table 1604.5 Risk Category II
Roofs Dead load 12 psf
Snow load 25 psf per 1608.1
Wind Basic wind speed 120 mph,3-sec gust
Wind exposure B
Internal pressure coeff,GC, +1-0.18
Components and cladding Per ASCE 7,CHPT 30
Seismic Mapped spectral response,Ss and Sr 0.96 and 0.42
Site dass D
Seismic importance factor,Is 1.00
Spectral response coeff.,Sas and Sor 0.71 and 0.44
Seismic design category D
Basic seismic force resisting system Bearing wall system
Response modification factor,R
Analysis procedure used Equivalent lateral force
8. Details shown on the drawings are intended to apply at all similar conditions and locations.
9. Do not scale information from drawings.
02.0 FOUNDATIONS
1. Assumed design soil pressure used is 1500 psf LL plus DL.
2. All footings shall bear on firm, undisturbed soil or approved compacted fill. Footings shall bear at a
minimum Of 18 inches below final grade.Remove all organic material or sOft areas in footing
excavations. Provide and install Structural fill as necessary. Notify owner's representative before
proceeding if any unusual conditions are encountered in the footing excavations.
3. Do not excavate closer than a 2:1 slope below footings.
..4. Use smoothegged backhoe bucket without teeth to excavate footing trenches,and clean all footing
excavations of loose material by hand.
5. Base material immediately under slab shall be a 6-inch layer of clean 3/4-inch minUs crushed rock
compacted to at least 92 percent modified Proctor maximum dry density in accordance with ASTM
D1557 or AASHTO T-180.
•
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03.0 CONCRETE
1. Strength:
Use Strength,f c at Max W/C ratio, Max W/C ratio, Min cement
28 days Non-air entrained air entrained content
Slab on grade 3500 0.42 0.46 517 lbs
MINIMUM Mix Requirements:
a. Rough aggregate size for slabs on grade shall be 1-inch minus for slabs less than 5-inches thick.
b. Supplementary cementitious material may be added to slab on grade and exposed wall concrete
mixes. Do not add supplementary cementitious material to air entrained mixes. Limit
supplementary cementitious material td 20% replacement.of the.total weight ofcementitious _
materials. Include this material in the water cement ratio. Supplementary cementitious material to
be slag or fly ash. Slag to meet ASTM C989 ground'granulated blast-furnace slag added per.
ASTM C595. Fly ash to meet ASTM C618 with loss on ignition to be 3% or less.
c. Design slump: Minimum 3", maximum 9". Field variation from design slump+1/2.inch to-1 inch.
When concrete is to be pumped add plasticizers and provide a new mix design to increase slump
to a pumpable mix. Do not add water at the jobsite unless authorized by the concrete supplier.
d. Air Entrainment: Per ACI at all exterior slabs and flat work.
e. Admix: Water reducing admix(PoZzolith/Polyheed/Rheobuild orequal).
f. All admixtures are to be from the same manufacturer unless evidence is submitted verifying
compatibility of multiple source admixtures.
2. Place and cure all concrete per ACI codes and standards.
• 3. Sleeves, pipes or conduits of aluminum shall not be embedded in structural concrete unless
effectively coated.
4. All reinforcing steel shall be ASTM A615, Grade 60.
5. Lap all bars in intersecting footings 2'-0"or 45 diameters, whichever is greater.
6. Splices in wall and footing reinforcing shall be_lapped 45 diameters or 2'-0",whichever is greater,
and shall be staggered at least 4 feet at alternate bars.
03.2 CONCRETE ANCHORS
1. Epoxy Anchors: Simpson SET-XP.
a. Unless noted, install threaded rods into clean, dry holes to embed depth as shown on drawings.
Comply with manufacturers ICC-ES report for hole diameter and rod material If embed depths
are not shown, use manufacturers minimum depths. Fill hole with enough epoxy to fill all void
spaces and insert rod with clockwise twisting motion.
b. Do not place when epoxy or concrete is less the 50 degrees Fahrenheit, unless special products
for cold weather are used: Simpson AT-XP, Hilti HIT HY 200.
c. Do not cut main reinforcing or break out back surface when drilling holes. .
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06.0 WOOD FRAMING
1. All lumber species and grade to be as follows:
Joists, beams and stringers(2x&4x) DF#2-19 percent M.C.
Bucks, blocking, bridging and misc. DF#3 or better
Structural 2x studs DF#2-19 percent M.C.
Plates, sills and headers for wall framing DF#2 K.D. —15 percent M.C.
Sills, ledgers, plates, etc embedded in or in contact Pressure treated Hem Fir#2
with concrete, not exposed to weather AWPA UC2 (ACZA Not Allowed)
2. Sheathing shall be APA Rated Sheathing C-D grade, Exposure 1 with Performance Category and
Span Rating as noted below. Each sheet shall bear an APA stamp. Install roof sheathing with face
grain perpendicular to supports and staggerend joints. Install wall sheathing either horizontal or
vertical, and block all edges of sheathing with 2x4 or thicker blocking. Block roof and floor sheathing
where noted on drawings and where plywood widths are less than 12 inches wide. Protect all
sheathing from weather damage and moisture. Replace all buckled or soft sheets. Do not cover
sheathing with permanent roofing or finishes until sheathing has a moisture content Of less than
19%.
Location Performance Category Span Rating
Walls 15%32 32/1`6
Roofs(supports 24" &less) 19/32 40/20
3. Framing anchors,joist hangers, post caps,etc., shall be by`Simpson Strong-Tie'. Install per
manufacturer's recommendations for tabulated maximum capacities with fasteners installed in all
holes. Framing anchors attaching to pressure treated lumber shall be Z Max coated or hot dipped
galvanized and attached with hot dipped galvanized (2.0 oz per square foot)or stainless steel nails
or screws. Framing anchors installed at exterior locations exposed to weather are to be stainless
steel with stainless steel fasteners.
4. All bolts for wood to steel or wood to wood connections and in manufactured connectors shall be
ASTM A307, Grade A unless otherwise noted. Provide standard plate washers under all bolt heads
and nuts in contact with wood. Use hot dipped galvanized washers in contact with pressure treated
lumber.
5. All bolt holes in wood to be 1/16 inch larger than the bolt. Do not ream or oversize bolt holes.
6. Do not recess bolt heads or nuts unless shown on drawings.
7. All nailing shall be per Table 2304.9.1 of the IBC. Nails called for on the drawings shall be common
for plywood nailing; box nails for framing; and type recommended by manufacturer for maximum
capacity of hangers and connectors. Nail heads shall not penetrate the face veneer of plywood
panels..
8. Nails, bolts or lags in pressure treated lumber shall be hot dipped galvanized or-stainless steel.
9. Cutting and notching of joists not allowed.A one-inch (1")diameter hole may be drilled in the center
1/3 of width of member depth.All other holes shall be.approved.
10. Studs may be notched in the:lower 1/5 of the height of stud for electrical and plumbing pipes, but no
part of the notch is to be deeper than 25 percent of width of stud. Holes of diameters up to 1/3 of
width of stud may be drilled in stud but not in center 1/3 of height. The edges of drilled holes are to
be at least 5/8-inch from the face of the stud.
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CONSTRUCTION OBSERVATION, INSPECTION AND TESTING
A. GENERAL
1. Independent testing lab to be retained by owner to provide inspections and special inspections as
described herein.
2. Contractor is responsible to coordinate and provide on site access to all required inspections and
notify testing lab in time to make such inspections.
3. Do not cover work required to be inspected prior to inspection being made. If work is covered,
uncover as necessary.
B. SPECIAL INSPECTIONS
Required special inspections shall be performed by an independent special inspector per Section 1701 of
the International Building Code(IBC)for the following: 1.2,3
Item Continuous4 Periodica Comments
Concrete: Table 1705.3
Inspect hole size, depth and cleanliness and
installation per manufacturers recommendations X
of all epoxy anchors
Special Inspection Program Footnotes
1. Items checked with X shall be inspected in accordance with IBC Chapter 17 by certified special
inspectors from a testing agency approved by the building official.
2. Special inspection is not required for work performed by an approved fabricator meeting the
requirements of IBC Section 1704:2.5.2
3. The special inspector shall provide a copy of their report to the owner,architect, structural
engineer, contractor and building official.
4. Continuous special inspection means full-time observation of the work requiring special inspection
by an approved special inspector present in the area where the work is being performed. Periodic
special inspection means part time or intermittent observation of the work at intervals necessary to
confirm that work requiring special inspection is incompliance.
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