Plans WP2619-CO 23 c
. , ..
15091 - Planet Fitness Tigard ltal90 SliJ Wink, +WV
11540 Southwest Durham Road,Tigard,Oregon,US,97224 DEACON
To 1 reviewer From
Sam Berri RECEIVED
sam,berri@deacon.com
NOV 2 7 2019
CITY OF TIGARD
. Pianet Fitness Tigard - Storefront Shop Drawings BUILDING DIVISION 18,2019
Revise&Resubmit
Submittal no. Version Spec section Due date
08 40 00-1 1 08 40 00 NOV 8,2019
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frankschmidt@tilandschmidt.com ir.1., 2_ ci3. t..... 0 1— IA Nov 7,2019
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„,?„c„REVIEWED REVISE AND RESUBMIT
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of the
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' &35I review of general conformance with the design
concept of the project and general compiance with'7) Gartblii:Uti.Ar'i IC al..—11.766,,t'i-..,,,,r1
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TIGARD TOWN (ENTER STOREFRONT ANCHORAGE
16200 SW Pacific Highway
Tigard, Oregon 97224
STRUCTURAL CALCULATIONS
VLMK Project Number:20190674
Black Line Glazing
1985 16th Street NE
Salem, OR 97301
<c0 P ROrt,s,
Ncp G I Ne. 3.>
74 656' •E
c-eirs- GO ‘,40
O. R US 11-18-19
EXPIRES: 12/31/2020
K Prepared By: Ken Rust, P.E.
November 2019
ENGINEERING + DESIGN
Structural Calculations:Tigard'Iowa(enter Storefront Anchorage DC- I
Project: Tigard Town Center Storefront Project Number: 20190674
Anchorage
Project Address: 16200 SW Pacific Highway Document: Structural Calculations for
Tigard, Oregon 97224 Building Permit
TABLE OF CONTENTS
Design Outline and Criteria DC-1 thru DC-2
Special Inspections DC-3
Structural Calculations C-1 thru C-14
G:\A(Gd2019V.0.190674V2 CokulationNO I 90674-DC-Bled(Line Glozing.decx
3933 SW Kelly Avenue Portland;OR 91239 lel= 503.222.4453 fox:503.248.9263 www,vIrrik.corn
Structural :fu<°ions: (ErarrCentel Storefront i,L}icrr2 DC.-2
DESCRIPTIONOf STRUCTURAL SCOPE
This 'Tigard Town Center Storefront Anchorage' project consists of determining the anchorage of exterior
storefront and/or curtainwall to structure by others due to wind loads and checking the deflection of
mullions.
CODES
2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code)
DESIGN LOADS
Wind
Ultimate Design Wind Speed, Voir 120 mph
Nominal Design Wind Speed, Vasd 93 mph
Risk Category II
Wind Exposure B
MATERIALS
Drilled Anchors
Concrete Screw Anchors
Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3027
Masonry Screw Anchors
Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3056
Wood Structural Screws
Wood Stud and Wood Beam Screws
Simpson SDS Heavy-Duty Connector Screw ICC ESR-2236
{ ?.067t\P2 ..I uluti �z . I
39.33:3 Sai Kelly uFe PurtIond, OR 91239 tot 503.232 . 0__43 92..3 ,.., Irak .,E
Stru tures akulrtrans: I ivard rovirr`enter Storefront F\ chuw e DC-3
SPECIAL INSPECTIONS
DURATION INSPECTION
COMMENTS AGENCY
CONCRETE:
Drilled-in Screw Anchors in Concrete per ICC report P Testing Lab
MASONRY:
Drilled-in Screw Anchors in Masonry per ICC report P Testing Lab
Special Inspection Notes:
Duration refers to time and frequency of inspection for the portions of work indicated above.
C = Continuous inspection in which the special inspector is on site at all times observing the work
requiring special inspection.
P = Periodic inspection in which the special inspector in on site at time intervals necessary to confirm that
the work requiring special inspection is in conformance with approved permit drawings and
specifications.
The inspection agencies are as follows:
Engineer: VLMK Consulting Engineers
Testing Lab: To Be Determined
Owner shall hire Special Inspector at owner's expense. The contractor shall notify the special inspector
when work is ready for inspection and maintain accessibility of work until it is reported to be in
conformance and approved by the Building Official.
rx ._ .,t B is ( tdoi7.
i
VVLMK Project Tigard TC Job 20190674 By: KDR Date: 11/19 Sheet#.: C-1
ENGINEERING t DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Wind Loads - Components and Cladding (10 SF)
Based on the 2015 International Building Code and ASCE 7-10, 30.5 (Part 2: Low-Rise Buildings - Simplified)
V„lt = 120 mph;' Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, & C]
B Exposure Category [Section 26.7.3]
II•, •i.,1 Risk Category (II), (I), or (III and IV) [IBC Table 1604.5]
mv
KZt = 1.00 Topographic Factor [Figure 26.8-1]
Roof Slope = 0 to 7 --1:Degrees
Effective Area = 10 sf Span Length x Eff. Width (not less than Span Length/3)
Load Factor = 1$34j j Ultimate = 1.0W, ASD = 0.6W
Design Wind Pressure: Pnet = AKzrPner3o [Equation 30.5-1]
Wall Loads: ( 1.0W ULTIMATE LEVEL )
Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5
(ft) A (psf) (psf)
15 1.00 25.9 -28.1 25.9 -34.7
20 1.00 25.9 -28.1 25.9 -34.7
25 1.00 25.9 -28.1 25.9 -34.7
30 1.00 25.9 -28.1 25.9 -34.7
35 1.05 27.2 -29.5 27.2 -36.4
40 1.09 28.2 -30.6 28.2 -37.8
45 1.12 29.0 -31.5 29.0 -38.9
50 1.16 30.0 -32.6 30.0 -40.3
55 1.19 30.8 -33.4 30.8 -41.3
60 1.22 31.6 -34.3 31.6 -42.3
Roof Loads: ( 1.0W ULTIMATE LEVEL )
Height Adjustment Roof Interior Zone 1 I Roof - End Zone 2 i Roof - Corner Zone 3
(ft) A (psf) (psf) (psf)
15 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4
20 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4
25 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4
30 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4
35 1.05 16.0 -27.2 16.0 -45.7 16.0 -68.7
40 1.09 16.0 -28.2 16.0 -47.4 16.0 -71.3
45 1.12 16.0 -29.0 16.0 -48.7 16.0 -73.2
50 1.16 16.0 -30.0 16.0 -50.5 16.0 -75.9
55 1.19 16.0 -30.8 16.0 -51.8 16.0 -77.8
60 1.22 1 16.0 -31.6 16.0 -53.1 16.0 -79.8
Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2.
2.) Presures shown are applied normal to their respective surfaces.
3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces.
V L M K Project: Tigard TC Job#: 20190674 By: KDR Date: 11/19 Sheet#: C-2
EVGINEERING +i>ES1G^a
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Wind Loads - Components and Cladding (20 SF)
Based on the 2015 International Building Code and ASCE 7-10, 30.5 (Part 2: Low-Rise Buildings - Simplified)
.4y
Vuit = 120 ni Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, & C]
B -Exposure Category [Section 26.7.3]
II Risk Category (II), (I), or (III and IV) [IBC Table 1604.5]
• Ka = 1.00; -Topographic Factor [Figure 26.8-1]
Roof Slope = 0 to 7 Degrees
Effective Area = 20 sf ' Span Length x Eff. Width (not less than Span Length/3)
Load Factor = 1.,0 Ultimate = 1.0W, ASD = 0.6W
Design Wind Pressure: p net = a KztP net30 [Equation 30.5-1]
Wall Loads: ( 1.0W ULTIMATE LEVEL )
Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5
(ft) A (psf) (psf)
15 1.00 24.7 -26.9 24.7 -32.4
20 1.00 24.7 -26.9 24.7 -32.4
25 1.00 24.7 -26.9 24.7 -32.4
30 1.00 24.7 -26.9 24.7 -32.4
35 1.05 25.9 -28.2 25.9 -34.0
40 1.09 26.9 -29.3 26.9 -35.3
• 45 1.12 27.7 -30.1 27.7 -36.3
50 1.16 28.7 -31.2 28.7 -37.6
55 1.19 29.4 -32.0 29.4 -38.6
60 1.22 30.1 -32.8 30.1 -39.5
Roof Loads: ( 1.0W ULTIMATE LEVEL)
Height Adjustment Roof - Interior Zone 1 Roof - End Zone 2 Roof - Corner Zone 3
(ft) A (psf) (psf) (psf)
15 1.00 16.0 -25.2 16.0 -38.8 16.0 -54.2
6
20 1.00 16.0 -25.2 16.0 -38.8 16.0 -54.2
25 1.00 16.0 -25.2 16.0 -38.8 16.0 -54.2
30 1.00 16.0 -25.2 16.0 -38.8 16.0 -54.2
35 1 1.05 16.0 -26.5 16.0 -40.7 16.0 -56.9
40 1.09 16.0 -27.5 16.0 -42.3 f 16.0 -59.1
45 1.12 16.0 -28.2 16.0 -43.5 16.0 -60.7
50 1.16 16.0 -29.2 16.0 -45.0 16.0 -62.9
55 1.19 16.0 -30.0 16.0 -46.2 16.0 -64.5
60 1 1.22 16.0 -30.7 1 16.0 -47.3 16.0 -66.1
Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2.
2.) Presures shown are applied normal to their respective surfaces.
3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces.
i
VVLMK Project: Tigard TC Job#.• 20190674 By: KDR Dote: 11/19 Sheet#: C-3
ENGINEERING+ DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Wind Loads - Components and Cladding (50 SF)
Based on the 2015 International Building Code and ASCE 7-10, 30.5 (Part 2: Low-Rise Buildings - Simplified)
V„lt = 120 mph Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, & C]
B Exposure Category [Section 26.7.3]
II Risk Category (II), (I), or (III and IV) [IBC Table 1604.5]
KZt = 1.01,4: `,0 Topographic Factor [Figure 26.8-1]
Roof Slope = 0 to 7 - Degrees
Effective Area = ' 50 sf Span Length x Eff. Width (not less than Span Length/3)
Load Factor = 1.0 Ultimate = 1.0W, ASD = 0.6W
Design Wind Pressure: pnet = AKztPnet30 [Equation 30.5-1]
Wall Loads: ( 1.0W ULTIMATE LEVEL )
Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5
(ft) A (psf) (psf)
15 1.00 23.2 -25.4 23.2 -29.3
20 1.00 23.2 -25.4 23.2 -29.3
25 1.00 23.2 -25.4 23.2 -29.3
30 1.00 23.2 -25.4 23.2 -29.3
35 1.05 24.4 -26.7 24.4 -30.8
40 1.09 25.3 -27.7 25.3 -31.9
• 45 1.12 26.0 -28.4 26.0 -32.8
50 1.16 26.9 -29.5 26.9 -34.0
55 1.19 27.6 -30.2 27.6 -34.9
60 1.22 28.3 -31.0 28.3 -35.7
Roof Loads: ( 1.0W ULTIMATE LEVEL )
Height ' Adjustment Roof - Interior Zone 1 Roof - End Zone 2 Roof - Corner Zone 3
(ft) A (psf) (psf) (psf)
15 1.00 16.0 -24.4 16.0 -32.7 16.0 -39.3
20 1.00 16.0 -24.4 16.0 -32.7 16.0 -39.3
251.00 16.0 -24.4 16.0 -32.7 16.0 -39.3
30 100 16.0 -24.4 16.0 -32.7 16.0 -39.3
35 1.05 16.0 -25.6 16.0 -34.3 16.0 -41.3
40 1.09 16.0 -26.6 16.0 i -35.6 16.0 -42.8
45 1.12 16.0 -27.3 16.0 I -36.6 16.0 -44.0
50 1.16 16.0 -28.3 16.0 -37.9 16.0 -45.6
55 1.19 16.0 -29.0 16.0 -38.9 16.0 -46.8
60 1.22 16.0 -29.8 16.0 I -39.9 16.0 -47.9
Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2.
2.) Presures shown are applied normal to their respective surfaces.
3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces.
V \fLMK Project: Tigard TC Job#: 20190674 By: KDR Date: 11/19 Sheet# C-4
ENGINEERING+ DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Wind Loads - Components and Cladding (100 SF)
Based on the 2015 International Building Code and ASCE 7-10, 30.5 (Part 2: Low-Rise Buildings - Simplified)
Vuit = 120 mph.. 'I Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, & C]
B Exposure Category [Section 26.7.3]
II ,„,,Risk Category (II), (I), or (III and IV) [IBC Table 1604.5]
KA = >1. 0 Topographic Factor [Figure 26.8-1]
Roof Slope = 0 tC 7 Degrees
Effective Area = 1.00', ,,,,,, Span Length x Eff. Width (not less than Span Length/3)
Load Factor = 1':(I ;.':,.,‘,,,Ultimate t = 1.0W, ASD = 0.6W
Design Wind Pressure: pnet = AKztPnet3o [Equation 30.5-1]
Wall Loads: ( 1.0W ULTIMATE LEVEL )
Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5
(ft) A (psf) (psf)
15 1.00 22.0 -24.2 22.0 -26.9
20 1.00 22.0 -24.2 22.0 -26.9
25 1.00 22.0 -24.2 22.0 -26.9
30 1.00 22.0 -24.2 22.0 -26.9
35 1.05 23.1 -25.4 23.1 -28.2
40 1.09 24.0 -26.4 24.0 -29.3
' 45 1.12 24.6 -27.1 24.6 -30.1
50 1.16 25.5 -28.1 25.5 -31.2
55 1.19 26.2 -28.8 26.2 -32.0
60 1.22 26.8 -29.5 26.8 -32.8
Roof Loads: ( 1.0W ULTIMATE LEVEL )
Height Adjustment Roof - Interior Zone 1 Roof - End Zone 2 Roof - Corner Zone 3
(ft) A (psf) (psf) (psf)
15 1.00 16.0 -23.7 16.0 -28.1 16.0 -28.1
20 1.00 16.0 -23.7 16.0 -28.1 16.0 -28.1
25 1.0016.0 -23.7 16.0 -28.1 16.0 -28.1
30 1.00 . . 16.0 -23.7 16.0 -28.1 16.0 -28.1
35 1.05 16.0 -24.9 16.0 -29.5 16.0 -29.5
40 1.09 16.0 -25.8 16.0 -30.6 16.0 -30.6
45 1.12 16.0 -26.5 16.0 -31.5 16.0 -31.5
50 1.16 16.0 -27.5 16.0 -32.6 16.0 -32.6
55 1.19 16.0 -28.2 16.0 -33.4 16.0 -33.4
60 1.22 16.0 -28.9 16.0 -34.3 16.0 -34.3
Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2.
2.) Presures shown are applied normal to their respective surfaces.
3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces.
VLMK
Project: Tigard TC lobi`. 20190674 By: KDR Date: 11/19 Sheet#: C-5
ENGINEERING •DESIGN
v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved.
Wind Loads - Components and Cladding
Based on the 2015 International Building Code and ASCE 7-10, 30.5 (Part 2: Low-Rise Buildings - Simplified)
- INN.N\„•L
®® ,�6 fi�j- �6
j(,� X16 ''i j
12
�) —N-\;<)\
\ " fes'+ -N,,, , <-
-6
Flat Roof Hip Roof (7° < 0 < 27°)
nP :.
t\s, ,
. i -:,...„,,,,,, „or - 0
07
Gable Roof (0 7°) Gable Roof (70 < 0 < 450)
interior Zones , End Zones II Corner Zones
sx
Roofs-Zonal/Walls-Zoea 4 •oafs-Zane 2/Wails-Zooe 5 R;;t#s-Zone 3
End Zone Length Calculation [Figure 30.5-1, Note #51
L = 178 ft Least Horizontal Dimension
h = 25 ft Mean Roof Height
17.8 ft Smaller of 10% of Least Horizontal Dimension
10 ft Smaller of 40% of Mean Roof Height
7.12 ft Not Less Than 4% of Least Horizontal Dimension
3 ft Not Less Than 3 ft
a = 10 ft End Zone Length
V L M K Project: PLANET FITNESS job# 20190674 By: KDR Date: 11/19 sheet#: C-6
ENGINEERING+ DESIGN
STOREFRONT ANCHORAGE:
CMU ATTACHMENT(SF1, SF2, SF3, SF5): HILTI KWIK HUS-EZ SCREW ANCHORS
Vallow=245# [SEE ICC-3056,TABLE 5]
#SCREWS=(31.9psf)(4.83')(5.16')(0.6)/(245#)= 1.95(INTERIOR-SF1)
#SCREWS=(34.0psf)(2.50')(5.16')(0.6)/(245#)= 1.08(JAMB-SF1)
USE(3)1/2"DIA x 41/4"EMBED AT INTERIOR MULLIONS,(2)AT JAMB MULLIONS
CONCRETE ATTACHMENT(SF4—SILL): HILT! KWIK HUS-EZ ANCHORS [SEE PROFIS OUTPUT]
Vu=(34.7psf)(1.83')(5.50')=350# (JAMB)
Vu=(31.8psf)(4.83')(5.50')=845# (DOOR)
USE 3/8"DIA x 2 1/2"EMBED,(2)AT DOOR MULLIONS,(1)AT JAMB MULLIONS _ ..._
WOOD ATTACHMENT(SF4- HEAD): 1/4" DIA x 3" SIMPSON 'SDS' SCREWS
Vallow=(420#)(16)(0.6)=403# [SEE ICC-2236,TABLE 2]
#SCREWS=(845#)(0.6)/(403#)=1.26(DOOR)
USE(3)SCREWS AT ALL MULLIONS
3933 KeyAvenuer 97239 503,222.4453 fox. 503.24.8.926
SW Kelly Portland,OR I . f�: . err
C-7
ESR-3056 I Most Widely Accepted and Trusted Page 5 of 6
TABLE 4—ALLOWABLE SHEAR LOADS FOR KWIK HUS-EZ INSTALLED
IN THE FACE OF GROUT-FILLED MASONRY WALLS(POUNDS)1•3.6
SHEAR LOADS SPACING EDGE DISTANCE
ANCHOR MINIMUM at CCR AND ScR
DIAMETER EMBEDMENT ALLOWABLE CRITICAL MINIMUM LOAD CRITICAL MINIMUM LOAD DIRECTION LOAD
(INCHES) (INCHES)2 SHEAR LOADS SCR SMIN REDUCTION CCR CMIN PERPENDICULAR DIRECTIOL
PARALLEL
FOR IBC/IRC (INCHES) (INCHES) FACTOR' (INCHES) (INCHES) TO EDGE TO EDGE
15/8 532 1.00
1/44 4 1.00 4 4 — 1.00
2'!2 650 1.00
3/6 15!8 912 — 6 4 0.94 6 4 0.61 1.00
3'/4 952 0.70
2'/4 1476 0.50
1/2 8 4 0.88 8 4 1.00
43/4 1959 0.40
31/4 2432 0.36
5/8 5 2731 10 4 0.62 10 4 0.34 - 1.00
4 2432 0.36
3/412
12 4 0.36 12 4 1.00
6'/4 2731 0.34
'Anchors shall be installed in base materials in compliance with Section 3.2 of this report.
2Embedment depth is measured from the outside surface of the concrete masonry unit.
3Refer to Section 5.3 of this report for modifying allowable loads in this table for anchors resisting short-term loads.
"Allowable loads are based on installation at critical spacing and edge distance.Load reduction factors are applicable at the minimum spacing
and edge distance.Linear interpolation of reduction factors is allowed for spacings and edge distances between critical and minimum.
5Tabulated allowable loads for the IBC/IRC are based on a safety factor of 5.0.
6Special inspection must be provided in accordance with Section 4.3 of this report.
TABLE 5—ALLOWABLE TENSION AND SHEAR LOADS FOR KWIK HUS-EZ INSTALLED IN THE
TOP OF GROUT-FILLED CONCRETE MASONRY CONSTRUCTION1'3,4,5,6
SHEAR(POUNDS)
ANCHOR MINIMUM EDGE MINIMUM MINIMUM LOAD DIRECTION
EMBEDMENT END TENSION
DIAMETER DEPTH DISTANCE SPACING DISTANCE (POUNDS) PARALLEL TO PERPENDICULAR
- (INCHES) (INCHES)2 (INCHES) (INCHES) (INCHES) EDGE OF MASONRY TO EDGE OF
WALL MASONRY WALL
'/2 4'14 13/4 8 8 540 885 245
5/8 5 13/4 10 10 1045 930 245
'Anchors shall be installed in base materials in compliance with Section 3.2 of this report.
2Embedment depth is measured from the outside surface of the concrete masonry unit.
3Refer to Section 5.3 of this report for modifying allowable loads in this table for anchors resisting short-term loads.
"See Figure 3 for details of anchor location in top of CMU wall.Additionally,anchors shall be installed with a minimum 4-inch distance to the
head joint.
5Tabulated allowable loads for the IBC/IRC are based on a safety factor of 5.0.
6Special Inspection must be provided in accordance with Section 4.3 of this report.
www.hilti.us Profis Anchor 2.8.5
Company: VLMK Engineering and Design Page: 1
Specifier: 8
KDR Project: Planel Fitness
C_
Address: Sub-Project I Pos.No.: Door Mullions
Phone I Fax: Date: 11/12/2019 v vv
E-Mail:
Specifier's comments:
1 Input data
�.t
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(3 1/4)
hef,act=2.500 in.,
m=3.250 In.Effective embedment depth:
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 6/1/2019 112/1/2019
Proof: Design method ACI 318-11 /Mech.
Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in.
Anchor plate: Ix x lY x t=3.000 in.x 5.000 in.x 0.125 in.; (Recommended plate thickness: not calculated
Profile: no profile
Base material: cracked concrete,4000,fb'=4,000 psi;h=8.000 in.
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
-The anchor calculation is based on a rigid anchor plate assumption.
Geometry[in.]&Loading[Ib,in.lb]
Z
0
3
\ . 7x.-cAli;,".
a
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
111111
I u i . @ F `
www.hilti.us Profis Anchor 2.8.5
Company: VLMK Engineering and Design Page: 2
Specifier: KDR Project: Planet Fitness
Address: Sub-Project I Pos.No.: Door Mullions C-9
Phone I Fax: I Date: 11/12/2019 v
E-Mail:
2 Proof I Utilization (Governing Cases)
•
Design values[Ib] Utilization
Loading Proof Load Capacity PN I Status
Tension - - - -/- -
Shear Concrete edge failure in direction x+ 1,268 1,441 -/88 OK
Loading PN Dv Utilization ON v[°/o] Status
Combined tension and shear loads - - - - -
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
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• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and
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PROFIS Anchor(c)2003-2009 Hilt'AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
,4 ESR-2236 I Most Widely Accepted and Trusted Page 4 of 5 c-#1 I
TABLE 2—REFERENCE LATERAL DESIGN VALUES(Z)FOR SINGLE
SHEAR STEEL-TO-WOOD CONNECTIONS WITH SDS SCREWS''Z
IIIINIIIIIIIIIIIIIIIIIIIIIIIII,I1MWSOACer#Walggktttrnat
gSCREWIENGTHR HillgeniaAW4twommonsampitairifiskignmmtmo2eattoE ,,,,,,,,,,,,,„c, 5 0.2405 ; ,..
(Inches) (No"16 gage) , '(Noy 14 9age). M)2 gage),41116.ataggikandag (No ge), , ".(No.3 gage)„
iganignilligeoi i. rl L.aterltDesignVe}° `A '.,, '.
11/2 250 250 250 250 250 250
." " )s/4 ... . ;250 1 2.50 , 0 %„//yam 2`} 2 2550 ..,.moi
2 250 290 290 290 290 290
-17111111111111111.11100111111111110•111111101117-?11111 figte . .tea... 42'0 ..`(tfir,.. 420- '%°
3 250 rn, 420 420 420 420
31 1° 0. 420 ;< ; I 420 ,, 42 t "',
.� �� �.�����`�- f���' �.�. ...•�; ..,z ,✓., ,,,,fir„ .,,;�., s� ..
lD
41/2. 250 420 420 420 420 420
1111111111111110.0111111111111113111111111111011111111111111111111111•11140,11111111111110111111
6 250 420 420 420 420 420
131111111111111111111111 .
1 1 25211111,001111111111111511111M2f 1 1q 01
gg �
For SI: 1 inch=25.4 mm,1 lbf=4.45 N,1 ksi=6.89.MPa.
'The side member must be steel having a minimum tensile strength(F,,)equal to 45 ksi when the steel member design thickness is from 0.0584 inch to 0.1795
inch,and a minimum F„equal to 52 ksi when the steel member design thickness is 0.2405 inch.
2The main member must be wood having a minimum assigned specific gravity of 0.50,such as Douglas fir–larch,and must be sufficiently sized to accommodate
the screw length less the thickness of the side member.Values are also applicable for fasteners installed into the face of engineered wood described in Section
.
'The uncoated minimum steel thickness of the cold-formed product delivered to the jobsite must not be less than 95 percent of the tabulated design thickness.ts.
'Holes in the steel side member must be predrilled or prepunched.Hole diameter must complywith Section 222 of this report.
5Tabulated lateral design values(Z)must be multiplied by all applicable adjustment factors,including the load duration factor, CD,from the NDS as referenced in
the IBC or IRC.
6Screws must be installed into the side grain of the wood main member with the screw axis perpendicular to wood fibers.
'Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate.
TABLE 3—REFERENCE LATERAL DESIGN VALUES(Z)FOR SINGLE
• SHEAR WOOD-TO-WOOD CONNECTIONS WITH SDS SCREWS
u�a - �ti� i'r f/ a° s 'k
,�� ��� �< OOD SIDEM OBER ACTUAL THI S,,is(Inctes� ����
a, x l$REW LENGTHz c g s i. / �". s
a g������r 04'
A �' lti �° * i 4 a
a3 F fLaferaP1000gn Value(Zj ,,4 , ,
21/2 190 —
3 3
.,.., . .;F<.,,, 210 .. a.'
,." sem'
31/2 340 340
,:.II,KCNIII.IIII.11 inill1111111111040111!t,11111111111111111illiellillon0401110smomanumg
5 350 340
11111111111111113,11111112111111111111,11111e7 lir 4,111111,111111,1111111111.11211111,111,1111111111111
8 350 340
For SI: 1 inch=25.4 mm,1 lbf=4.45 N.
'The actual thickness of the wood side member,ts,must be either 02 or 134 inches,as specified in the table.The wood side member thickness is an absolute
value,and is nota minimum or maximum value.
2The tabulated lateral design values(Z)are based on wood members having a minimum assigned specific gravity of 0.50,such as Douglas fir–larch.Values are
also applicable for fasteners installed into the face of engineered wood described in Section 3.2.2.
3The wood main member must be equal to or greater than the screw length less the thickness of the wood side member.
'Tabulated lateral design values(Z)must be multiplied by all applicable adjustment factors,including the load duration factor, CD,from the NDS as referenced in
the IBC or IRC.
SScrews must be installed into the side grain of the wood members with the screw axis perpendicular to wood fibers.
•
•
ESR-2236 I Most Widely Accepted and Trusted Page 5 of 5 C-01
TABLE 4—CONNECTION GEOMETRY
MINIMUM[31STANCE OR
CCINDITt01+4
Perpendicular to grain loading 11/2
Edge distance (Loaded or unloaded edge)
Parallel to grain loading 1
Perpendicular to,td 9 ib4dtng�✓� ��� 4
End distance : I� araliel ta, Ioadit
(LD 'ittg toward 4Y . frofrl.,.end)•
Between fasteners in a row 3
• Spacing Between rows 3
(Loading parallel or perpendicular to grain)
Between staggered rows 11/2
For SI: 1 inch=25.4 mm.
'Edge distances,end distances and spacing of the screws must be sufficient to prevent splitting of the wood,or as required by this table,whichever is the more
restrictive.
2 Values for spacing between staggered rows apply where screws in adjacent rows are offset by half of the spacing between screws in a row.
TABLE 5—REFERENCE WITHDRAWAL DESIGN VALUE FOR SDS SCREWS INSTALLED IN THE SIDE GRAIN
OF A WOOD MAIN MEMBER
S1545 OD SCREW DIMENSIONS to -/) REFS; �I CE WITHDRAWAL -iii;
AWAI!
r ( D N 4/ALUE a a W
Screw Lengi Tread Length', T 'y #las/t 11ch, •
1'/2 1
a € 1'J#
2 1'/4
3 ? 172
;22,74/2 23/4
6 3'/4
reL hs .,� � <.� � .�.
For SI: 1 inch=25.4 mm,1 lbf/inch=4.44 kPa.
'The tabulated reference withdrawal design value(W=172 lbs/inch)is in pounds per inch of the thread penetration into the side grain of the main member.
2Tabulated reference withdrawal design values(W=172 lbs/inch)must be multiplied by all applicable adjustment factors from the NDS as referenced in the IBC or
IRC.
3Embedded thread length is that portion held in the main member including the screw tip.
4The tabulated withdrawal design value(W)is based on wood members having a minimum assigned specific gravity of 0.50,such as Douglas fir—larch.Values are
also applicable for fasteners installed into the face of engineered wood described in Section 322.
TABLE 6—RECOGNIZED EXPOSURE CONDITIONS FOR SIMPSON STRONG-TIE SDS FASTENERS WITH DOUBLE BARRIER
COATING
EXPOSURE` TYPICAL APPLICATIONS � RECOGNITION LIMITATIONS
CONDITION
Limited to use where equilibrium moisture content of the chemically
1 Treated Wood in dry use applications treated wood meets the dry services condition as described in the
NDS
Limited to freshwater and chemically treated wood exposure,e.g.,no
3 hh General eonsfructiott
saltwater exposure.
SERIES 3000-MP-CENTER SET STOREFRONT - WINDLOAD CHARTS C-12
Data is based on deflection limitations in accordance with AAMA TIR-A11 of L/175 up to 13'-6" and L/240 +1/4" above
13'-6", with a maximum deflection of 1 1/4". All curves reflect single span conditions, unless noted otherwise.
These curves reflect the limiting value for mullions with horizontals and are based on allowable windload stress for T6
aluminum (15,000 psi) and A36 steel (20,000 psi).
A 4/3 increase in allowable stress is not reflected in these curves. For special applications not covered by these curves,
please consult your local Oldcastle BuildingEnvelope® facility for assistance.
TYPE = SF3 INTERMEDIATE (INTERIO ZONE)
AREA = (5.661(10.33') = 58 sqft
WIND LOAD = 25.2psf(0.6) = 15.2psf
ALLOWED WIND LOAD = 16.5psf (OK)
15 15
FG-34951413 FG-3328 14
\\ *NN%'%%"'...
u LL
FG 3514 FG-3329
12 Zaai 12
11 r 1131
0 ol
•= 10 I• 10 15 PSF
\\4\\ N
C C
0 9 15 PSF ° 9 .....\\ ..........." 20
2 20 25
8 25 8 30
I= 3.328 30 1=4.100 40
. S= 1.479 7
SF1 SF3 40 6 S=1.787 7
5 I I 5
0 1 2 3 4 5 6 7 8 0 1 2 3 4 5 6 7 8
Mullion Spacing(Feet) Mullion Spacing(Feet)
TYPE = SF1 INTERMEDIATE (END ZONE)
AREA = (4.831(10.331 = 50 sqft
WIND LOAD = 29.3psf(0.6) = 17.6psf
ALLOWED IND LOAD = 19.0psf (OK)
15 15
FG-3595
FG-3514 14 FG-3215 14
.....
FG-3215
13 13
°' 12 12
if E 15 PSF
L 11 ` X11 15 PSF
lii 0)
= 10o 20 s 10 20
C 25
9 30 r3 a)
=9 25
2 0 30
I = 6.044 8 40 8
s=2.576 I=5.514 2 40
7 S=1.836 7
6 6
5 5
0 1 2 3 4 5 6 7 8 0 1 2 3 4 5 6 7 8
Mullion Spacing(Feet) Mullion Spacing(Feet)
Phone: 1-866-OLDCASTLE(653-2278)
February 2015 3 Web Address:www.oldcastlebe.com
C-13
REGIONS
U Area: 1.0147
Perimeter: 20.4595
Bounding box: X: -1.4202 -- 0.5798
Y: -2.2517 -- 2.2483
Centroid: X: 0.0000
Y: 0.0000
Moments of inertia: X: 2.9510
Y: 0.4432
Product of inertia: XY: -0.0008
Radii of gyration: X: 1.7053
Y: 0.6609
Principal moments and X-Y directions about centroid:
I: 2.9510 along [1.0000-0.0003]
J: 0.4432 along [0.0003 1.0000]
• Ix = 2.951 in4
Sx = 1.312 in3
CONTROLLING TYPE = SF4 (END ZONE)
AREA = (4.83')(11.0') = 53 sqft
WIND LOAD = 29.2psf(0.6) = 17.6psf
DEFLECTION CHECK: L/175 = 0.754"
D = (5)(17.6psf)(4.83')(11.0')(132")^3 = 0.940" < X.XX" (OK)
(384)(10,100,000psi)(2.951 in4)
STRESS CHECK:
M = (XX.Xpsf)(X.X1(X.X1^2(1/8) = XXX #'
Sreq = (XXX #1(12)/(15,152psi) = X.XXX in3 < 1.312 in3 (OK)
FG-2000 STOREFRONT - WINDLOAD CHARTS C-14
Data is based on deflection limitations in accordance with AAMA TIR-A11 of L/175 up to 13'-6" and L/240 +1/4" above
13'-6", with a maximum deflection of 1 1/4". All curves reflect single span conditions, unless noted otherwise.
These curves reflect the limiting value for mullions with horizontals and are based on allowable windload stress for T6
aluminum (15,000 psi) and A36 steel (20,000 psi).
For special applications not covered by these curves, please consult your local Oldcastle BuildingEnvelope' facility for
' assistance.
• FG-2100 FG-2100
FG-2102 FG-2102
i
I
15 15
14 14
13 `-; 13 •
15 PSF
:2,
ow 12FG 2103 FG-2103 -FG-2102R 1FG-2102 • 11 ' 20
m
= 10 -- i 10
o 25
o / o
9 1 9
2 15 PSF ' 30
8 20 1
8 40
.."
7 25
30 I• •` 7
---'
6 40 6
I=2.607 I=2.607
5= 1.159 5 0 1 2 3 4 5 6 7 8 S= 1.159 5 0 1 2 3 4 5 6 7 8
Mullion Spacing(Feet) RS-1 Steel Mullion Spacing (Feet)
I=2.100
TYPE = SF5 INTERMEDIATE (INTERIOR) S= 1.003
INTERIOR L. = S. psf minimum
ALLOWED = 17. psf (OK)
15 15
FG-2101 14 FG-2101 14
FG-2102 \'\' FG-2102
13 13 15 PSF
0 12 i� 12
I oU-
r 11 1 11 20
i 0)
= 10 j = 10 25
o I c
o
9 15 PSF - �•J 0 g 30
H2 20 2
I=3.220 8 25 I=3.220 8 40
S= 1.43130 S= 1.431
7 7
40
•
6 RS-1 Steel 6
I =2.100
5 S= 1.003 5
0 1 2 3 4 5 6 7 8 0 1 2 3 4 5 6 7 8
Mullion Spacing (Feet) Mullion Spacing (Feet)
TYPE= SF (INTERIOR)
INTERIOR LOAD = 5.0psf minimum Phone: 1-866-OLDCASTLE(653-2278)
)VEMBER;ALLOWED LOAD = 14.0psf (OK) 1 Web Address:www.oldcastlebe.com
FOR OFFICE USE ONLY-SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
III
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
= Transmittal Letter
TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov
TO: l r1.1 DAT, (m V C
DEPT: BUILDING DIVISION NOV 2 7 2019
CITY OF TIGARD
FROM: {-kin Slrvl r ; BUILDING DIVISION
COMPANY: `(�e 4 c-4-to
PHONE: SO3 3`'1 -01 H9 15-13- !„,Y ” By:
RE: / ((2_00 5iAd 1i(Site Address) ,J (‘27Z1,(
rmiumber)
Play,* ('0-h e.SS
(Project name or subdivision name and lot number)
ATTACHED ARE THE FOLLOWIN ITE
Copies: Description: \ /` p` s: Description:
Additional set(s) of plans. � Revisions:
Z_ Cross section(s) and details. `! \ll► Wall bracing and/or lateral analysis.
Floor/roof framing. Basement and retaining walls.
Beam calculations. 2- Engineer's calculations.
Other(explain):
REMARKS:
OR OFFICE J.ISE ONLY
Routed to Permit Technician: Date: )_ ) 1 Initial
Fee1304‹...g Yes ❑ No Fee P'escription: Amounts
e:
• Hr $ 9 -d-'
$
$
$
Special F A. 19 x . - -rr
Instructions: i-- (' 8• x 1.�` =
Reprint Permit(per PE): ❑ Yes 0 3 7 , E'U ❑ Done
Applicant Notified:ye i Date: /„L/Z//q = /g.5-0 Initials://
-fr 5-:( ) �
I:\Building\Forms\TransmittalLetter-Revisions_061316.doc l4'/�"'G ��G