APPROVED DEF SUB 16 BLD2018-1622+PERIMETER GUARDRAILS +6.5.2022_3.05.16_PM+2912500RECEIVED DEF. SUB.16- RECEIVED BY CKC
Jun 062022 PERMIMITER May 16,2022
GRE Construction LLC CITY OFEDMONDS GUARDRAILS Project: cnst7829 Edmonds 99
DEVELOPMENT SERVICES
2801 Alaskan Way Suite 310 DEPARTMENT 23400 Highway 99
Seattle, Washington 98121 Edmonds, Washington 98026
P: (206) 448-0259 BLD2018-1622
Submittal #05 1100-12.0 - Perimeter Guardrails
05 1100 - Structural and Misc. Steel Fabrication
Revision 0 Submittal Manager Ben Lek (GRE Construction LLC)
Status Open Date Created May 16, 2022
Issue Date May 16, 2022 Spec Section 05 1100 - Structural and Misc. Steel Fabrication
Responsible Wintersky Inc Received From Rachael Wesley (Wintersky Inc)
Contractor
Received Date May 10, 2022 Submit By May 20, 2022
Final Due Date May 20, 2022 Lead Time
Cost Code
Location Type Shop Drawing
Approvers Rachel Buob (CKC Structural Engineers), Lukas Shu (Studio Meng Strazzara)
Ball in Court Rachel Buob (CKC Structural Engineers), Lukas Shu (Studio Meng Strazzara)
Distribution Victor Vo (GRE Construction LLC), Paul Mandish (GRE Construction LLC), Rob Kralis (GRE Construction LLC), Joel Kipple
(CKC Structural Engineers), Rachel Buob (CKC Structural Engineers)
Description Perimeter guardrail assemblies.
Submittal Workflow
Name
General Information
Attachments
Rachel Buob
Lukas Shu
Sent Date Due Date Returned Date Response I Attachments
May 16, 2022 May 20, 2022
May 20, 2022
Pending
Pending
PLEASE SEE NOTES CHANGING DIMENSION
FROM 3 7/8" TO 31/2".
LUKAS SHU - SMS - 5/19/2022
06/16/2022 E & Ca'i
CITY OF EDMONDS
BUILDING DIVISION
APPROVED PLAN
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
GRE Construction LLC Page 1 of 1
99 Edmonds HR calcs 050922.pdf
Submittal Review for Elements Designed by Others
VNO EXCEPTION TAKEN
❑ REVISE AND RESUBMIT
❑ SUBMIT SPECIFIED ITEMS
❑ MAKE CORRECTIONS NOTED ma
❑ REJECTED STRUCTURAL ENGINEERS
❑ NOT REVIEWED
ANY ACTION NOTED ABOVE IS SUBJECT TO THE REQUIREMENTS OF THE PROJECT
PLANS AND SPECIFICATIONS.
CKC IS ENTITLED TO RELY ON THE COMPLETENESS AND ACCUFlACY OF ALL
INFORMATION IN THIS SUBMITTAL. OUR REVIEW WAS ONLY TO CHECK FOR GENERAL
COMPATIBILITY WITH THE DESIGN INDICATED IN DOCUMENTS PREPARED BY CKC. IT
WAS NOT PERFORMED FOR THE PURPOSE OF DETERMINING DESIGN ADEQUACY,
SUITABILITY, OR COMPLETENESS FOR THE SUBMITTED ELEMENTS, OR FOR CHECKING
DESIGN CALCULATIONS OR DESIGN ASSUMPTIONS.
CKC'$ REVIEW DOES NOT RELIEVE OTHER PARTIES FROM RESPONSIBILITY FOR
ADEQUACY, ACCURACY, AND COMPLETENESS OF DESIGN OF THE SUBMITTED
ELEMENTS, INCLUDING ATTACHMENTS; CORRECTNESS OF DIMENSIONS AND
QUANTITIES; VERIFICATION OF PHYSICAL INTER -RELATION OF ELEMENTS; AND
CONSTRUCTION PROCEDURES, TECHNIQUES AND SEQUENCES.
By JK DATE 5/18/2022
CKC Notes for Entire SubmKtal:
-Stamp applies to all sheets of this submiHal.
- Review is only for loads applied to the shell structure and general conformance with the
CKC structural drawings.
- Dimensions and elevations structurally acceptable as shown unless noted otherwise.
Architect to provide review comments for dimensions and elevations where required.
-Architect to provide review comments for finishes and weatherproofing.
POST -INSTALLED ANCHORS IN CONCRETE DECKS:
SCAN CONCRETE SLAB PRIOR TO INSTALLATION OF POST -INSTALLED ANCHORS TO LOCATE
AND AVOID PT TENDONS AND REINFORCING BAR. HOLD ANCHORS 2" CLEAR OF ALL PT
TENDONS AND 1" CLEAR OF ALL BAR. IN NO CASE SHALL PT TENDONS OR REINFORCING BAR
BE DAMAGED, NOTIFY CKC IMMEDIATELY OF ALL NONCONFORMANCE.
sliderule
engineering works, llc
Edmonds 99 - Handrail
Edmonds, Washington
Project Engineer: Andrew L. Herrick, P.E.
- _- Sliderule Engineering Works, LLC
227 `E' Street Southeast
Auburn, Washington 98002
(206)380-0732
Design Criteria: 2018 International Building Code
50 plf or 200# point load (residential handrail)
Lateral Force: The seismic increase to the existing building is negligible (less than 1 % of total bldg)
Use: All aluminum shapes shall be 6061-T6, Fy= 35ksi, E = 10,000ksi
Aluminum Welding use: 4043 weld material
Stainless Steel A-307 (min) bolts at connections at metal to metal connections
All field welding shall be by WABO certified welder and be reviewed by special inspector.
SS connectors at aluminum
Hilti Kwik Bolt TZ per ESR-1917, install per manufacturer's specifications
r
227'e' street southeast, auburn, washington 98002-5518 t = 206 + 380 + 0732, e-mail = alhpe_sliderule@q.com
RECEIVED BY CKC
May 16, 2022
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May 16, 2022
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RECEDED BY CKC
May 16, 2022
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3 7/8" DOESN'T HAVE ENOUGH_ -;-
TOLERANCE.
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TABLE _,_,_nFRlnN IMMMMATInN RAMMMI CTCCI I[12_77
DESIGN INFORMATION
Symbol
Units
Nominal anchor diameter
3/8
1/2
5/8
3/4
Anchor O.D.
de(do)
in.
0.375
0.5
0.625
0.75
mm
9.5
12.7
15.9
19.1
Effective min. embedment'
her
In.
2
2
3-1/4
3-1/8
4
3-3/4
4-3/4
(mm)
(51)
(51)
(83)
(79)
(102)
(95)
(121)
Min. member thickness2
hmm-
in.
4
5
4
6
6
8
5
6
8
8
(mm)
(102)
(127
(102
(152)
(152
(203)
127)
(13)
(152)
(203)
203
Critical edge distance
ceC
in.
4-3/8
4
5-1/2
4-1/2
7-1/2
6
6-1/2
:(2±22)171)
/4
10
8
9
mm
(111)
102)
(140)
114)
(191)
(152)
(165)
(254)
(203)
(229
cm'"
In.
2-1/2
2-3/4
2-3/8
3-5/8
3-1/4
4-3/4
4-1/8
Min, edge distance
mm
64)
70)
1 (60)
(92)
(83)
(121)
(105)
for s Z
in.
5
5-3/4
5-3/4
6-1/8
5-7/8
10,112
8-7/8
(mm)
(127)
(146)
(146)
(156)
(149)
267)
225)
sm'"
in.
2-1/2
2-3/4
2-3/8
3-1/2
3
5
4
Min. anchor spacing
mm
64
70
60
89
76
127
102)
for c Z
In.
3-5/8
4-1/8
3-1/2
4-3/4
4-1/4
9-1/2
7-3/4
(mm
(92)
(105
89
(121)
(108 •
(241)
(197)
Min. hole depth in concrete
ho
in.
2-5/8
2-5/8
4
3-3/4
4-3/4
4-1/2
5-3/4
(mm)
67
67
102
98
421
117
146
Min. specified yield strength
fy
Iblin z
100,000
84,800
84,800
841800
N/mm
690
585
585
585
Min. specified ult. strength
fie
lb/in
115,000
106,000
106,000
106,000
N/mm 2
793
731
731
731
Effective tensile stress area
AS,,N
In 2
0.052
0.101
0.162
0.237
mm
33.6
65.0
104.6
152.8
Steel strength in tension
Nsa
lb
6,500
10,705
17,170
25,120
kN
28.9
47.6
76.4
111.8
Steel strength in shear
VSe
lb
3,595
5,495
8,090
13,675
kN
16.0
24.4
36.0
60.8
Steel strength in shear, seismica
VeQ
lb
2,255
5,495
7,600
11,745
kN
10.0
24.4
33.8
52.2
Steel strength in shear,
Vse,x
lb
2,13012
3,000
4,945
4,60012
6,04012
concrete on metal deck
(kN)
(9.5)
(13.3)
(22)
(20.5)
(26.9)
NP
NP
Pullout strength uncracked
NP,.
lb
2,515
NA
5,515
9,145
8,280
10,680
concretes
(kN)
(11.2)
(24.5)
NA
(40.7
(36.8)
(47.5)
Pullout strength cracked
concretes
N,-
Ib
2,270
NA
4,915
NA
NA
NA
NA
kN
10.1
219
Pullout strength concrete on
metal deck6
Nc.aecn,cr
lb
1,460
1,460
2,620
2,000
4,645
NP
NP
(kN)
6.5
6.5
11.7
8.9
20.7
Anchor category'
1
Effectiveness factor k_, uncracked concrete
24
Effectiveness factor k, cracked concrete'
17
'Pc, N= k.,,A r 9
1.0
Coefficient for pryout strength, kip
1.0
2.0
Strength reduction factor ¢for tension, steel failure
modes10
0.75
Strength reduction factor ¢for shear, steel failure
modes10
0.65
Strength reduction 0 factor for tension, concrete
failure modes or pullout, Condition B11
0.65
Strength reduction ¢ factor for shear, concrete failure
modes, Condition B11
0.70
•r
For Si; i inch = L5.4 mm, 1 lot = 4.45 N, 1 psi = 0.006896 MPa For pound -inch units: 1 mm = 0.03937 inches.
'See Fig. 2.
2 For sand -lightweight concrete over metal deck, see Figure 5.
3 See Section 4.1.8 of this report.
°See Section 4.1.5. NP (not permitted) denotes that the condition is not supported by this report.
sFor all design cases W p=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report.
See Section 4.1.4 of this report. NP (not permitted) denotes that the condition is not supported by this report. Values are for cracked concrete. Values are applicable
to both static and seismic load combinations.
'See ACI 318 Section DAA
8See ACI 318Section D.5.2.2.
e For all design cases Wc,N =1.0. The appropriate effectiveness factor for cracked concrete (kr) or uncracked concrete (k air) must be used.
"The KB-TZ is a ductile steel element as defined by ACI 318 D.1.
"For use with the load combinations of ACI 318 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI 318 Section D.4.4 is
not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction
factors associated with Condition A may be used.
t2 For seismic applications according to Section 4.1.8 of this report multiply the value of V.,d_k for the 318-inch-diameter by 0.63 and the 5/8-inch-diameter by 0.94.
RECEIVED BY CKC
May 16, 2022