BLD2018-1622+DEF_SUB_ METAL_STAIRS_Structural_Calculations+6.24.2021_11.55.28_AM+2267755Cary Kopczynski & Company
10500 NE 8th Street, Suite 800
Bellevue, WA 98004
ffm P: (425) 455-2144
STRUCTURAL ENGINEERS WWW-CkCPS-COM
LETTER OF TRANSMITTAL
DATE: 06-24-21
ATTN: Lucas Branham
Studio Meng Strazzara
2001 Western Ave., Suite 200
Seattle, WA 98121
PHONE: (206)587-3797
R E: Edmonds HWY 99 Apartments
VIA: Upload
COPIES DESCRIPTION
1 CKC Response - Submittal 05 1100-10 - Metal Stairs A & B
REMARKS:
S I G N E D: /V� �or J�e'6
Joel Kipple, PE, SE
Project Manager
Associate
COPY:
JOB NO. 1853
El FOR APPROVAL
FOR REVIEW & COMMENT
m AS REQUESTED
m FOR YOUR USE
LEADERS IN BUILDABLE DESIGN
SEATTLE I CHICAGO
RECEIVED BY CKC
Jun 23, 2021
Goodman Real Estate Project: 7829 Edmonds 99
2801 Alaskan Way Suite 310 23400 Highway 99
L Seattle, Washington 98121 Edmonds, Washington 98026
P: (206) 448-0259
Submittal #05 1100-10.0 - Metal Stairs A & B
05 1100 - Structural and Misc. Steel Fabrication
Revision
0 Submittal Manager
Ben Lek (Goodman Real Estate)
Status
Open Date Created
Jun 23, 2021
Issue Date
Jun 23, 2021 Spec Section
05 1100 - Structural and Misc. Steel Fabrication
Responsible
Wintersky Inc Received From
Rick Wesley (Wintersky Inc)
Contractor
Received Date
Jun 23, 2021 Submit By
Jun 30, 2021
Final Due Date
Jul 7, 2021 Lead Time
Cost Code
Location
Type
Shop Drawing
Approvers
Lucas Branham (Studio Meng Strazzara), Rachel Buob (CKC Structural Engineers),
Joel Kipple (CKC Structural Engineers)
Ball in Court
Lucas Branham (Studio Meng Strazzara), Rachel Buob (CKC Structural Engineers),
Joel Kipple (CKC Structural Engineers)
Distribution
Victor Vo (Goodman Real Estate), Titus Uomoto (Goodman Real Estate), Paul Mandish (Goodman Real Estate), Joel Kipple
(CKC Structural Engineers), Rachel Buob (CKC Structural Engineers)
Description
Shop drawings and Calculations for stair A & B.
Submittal Workflow
Name
Sent Date Due Date Returned Date Response
Attachments
General Information
Sub051100-10 Stair'A'Shop
Attachments
Drawings 7829 2021-06-22.pd
Sub051100-10 Stair'B'Shop
Drawings 7829 2021-06-22.pdf
Sub051 100-10 Stair CaIcs 7829 2021-06-
22j)d
Lucas Branham
Jun 23, 2021 Jul 7, 2021 Pending
RachelBuob
Jun 23, 2021 JuIT2021 Pending
Joel Kipple
Jun 23, 2021 JuIT2021 Pending
Goodman Real Estate Page 1 of 1
Submittal Review for Elements Designed by Others
Z NO EXCEPTION TAKEN
El REVISE AND RESUBMIT
El SUBMIT SPECIFIED ITEMS
ma
El MAKE CORRECTIONS NOTED
El REJECTED
5TRUCTURAL ENGINEER5
El NOT REVIEWED
A YACTION NOTED ABOVE IS SUBJEBT-THE REQUIREMENTS .1 THE PROIECT
PLANS AND SPECIFICATIONS.
COC IS ENTITLED TO RELY ON THE COMPLET NESS AND ACCURACY OF ALL
INFORMATION IN THIS SUBMITTAL OUR REVIEW WAS ONLY TO CIECI FOR GENERAL
COMPATIBILITY WITH THE DESIGN INDICATED IN DOCUMENTS PREPARED BY CKC IT
WA NOT PERFORMED FOR THE PURPOSE OF DETERMINING DESIGN ADEQUACY,
S ITABILITY OR COMPLETENESS FOR THE SUBMITTED
DESIGN CALCULATIONS OR DESIGN ASSUMPTIONS
C C'S REVIIE DOES NOT RELIEVE OTHER PARTIES FROM
ADEQUACY, A—FACY AND COMPLETENESS OF DESIGN
ELEMENTS I N C L U D I N G AT T A C H M E IN T S � C = T A EA�
an TITIES VER F CATION OF PHYSICAL RE
FLF.FNTC OR FOR CHIE-N.
RESPONSIBILITY FOR
OF THE SUBMITTED
N D '�EEINEM' 0 N B AN. E
in. ENTS' AN
CONSTRUCTION PROCEDURES TECHNIQUES AN. SEQUENCES
BY JK
DATE 6/24/2021
eSubmiffal:
Stamp applies to all sheets of this submittal,
ICICN*1*11*11"
ReV1eW is On Y for loads applied to the sh,11st—t— Ud g,,,,,[ —f--, Mth the
CKC structural dar Ings.
- Architect to p,o,id, reView mment, for dimensions 11 needed.
sliderule
el7gineering workw, 11c
Project Engineer:
Design Criteria:
Lateral Force:
Goodman Real Estate Stairs 'A' and B
23400 Highway 99
Edmonds, Washington 98026
Andrew L Herrick, P.E.
Sliderule Engineering Works, LLC
:227'E' Street Southeast
Auburn, Washington 98002
(206) 380-0732
2018 International Building Code
Dead Load: 30 psf
Live Load: 100 psf
50 Of or 250# point load (residential handrail)
Assumed Base Shear of V = 0.5w
Importance Factor: 1p - 1.5
Landing and Stairs anchored to structure.
The seismic increase to the existing building is negligible (less than 1 % of total bldg)
Use: All steel members and connectors exposed to weather shall be galvanized.
All steel plates and threaded rods A-36 per ASTM Structural Steel Specifications, Fy = 36ksi.
All steel shapes A-572 per ASTNI Structural Steel Specifications, Fy = 50ksi.
E70XX Electrodes for all steel welds, unless noted otherwise.
A-325 bolts at steel to steel connections (minimum)
Composite Metal Deck install and reinforce per manufacturer's specifications, minimum 28-day concrete strength = 3ksi
All field welding shall be by WASO certified welder and be reviewed by special inspector.
5/8" diameter x 4" (embed), Hilti TZ anchor per ESR 1917 or equal
J.
VAN
227 V street southeast., aubUTn, washington 98002-5518 t = 206 + 380 + 0732, e-mail = a1hpe_s1ideru1e@q.cam
RECEIVED BY CKC
Jun 23, 2021
Goodman Real Estate - 23400 Highway 99 Edmonds, Washington 98026
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A Qf&- Steel
APROWW Deck
B=36 Compos*lte Floor Deck
B-36 Allowable Superimposed Load (pA & Di'aph
Total Slab Thickness: 4-" Slab Weight 36.3 psf
NO. Of
fq-h,qft.ff ie- ---
ragm Shear Capacity (plP Normal Weight Concrete 0 45 Pd)
vh*M"vW I QqhAMj[j:* O-Lr- I WW 7YVYP 726" alai
22
238
2
268
3
268
q4
2064
q7
2.274.
2 0 r3
q4
q7
2
18 1 3
q4
___q7
1. 2
16 3
q4
20-7
182
238
182
238
182
2026
1993
22.1.9--
2173
MO
247
3 5- 0
311
278
350
311
278
2132
2086
2046
2383
2318
2262
349
309
277
349
309
277
349
309
277
22 8 5
2223
2171
2620
2533
2458
347
307
275
347
307
275
347
307
275
2454
2377
2314
2873
2764
2671
161
161
161
1964
2132
220
251
251
2012
2213
250
250
250
2125
2394
248
248
248
2254
2590_
��an
fret 9P&9 wevi JOPCVY livy I I IV,
144
128
115
104
144
128
115
104
144
128
115
104
1940
1918
1898
1881
2097
2066
2038
2013
197
177
160
145
197
177
160
145
197
177
160
145
1982
1956
1932
1911
2.171
2133
2100
2070
195
176
159
144
227
207
190
144
227
207
190
175
2086
2050
2019
1991
2337
2287
2243
2203
225
206
157
142
225
206
189
174
225
206
189
174
2205
2161
2121
2087
2519
2457
24012351
94
85
94
85
94
85
1865
1851
.---1991
1 9 70
132
121
132
121
132
121
1892
1875
2043
2019
131
119
131
119
131
119
1966
1943
2167
2135
129
118
161
118
161
150
2055
2027
2307
2266
77
77
77
1838
1952
110
110
110
1860
1997
109
109
109
1923
2106
108
108
108
2001
2229
70
64
70
64
70
64
1826
1815
193
1920
101
93
101
93
101
93
1846
1833
—1977
1958
100
92
100
92
100
92
1904
1887
2079
2 0 5- 4
99
91
99
91
99
91
1977
1955
2196
2165
B-36 Allowable Superimposed Load (pst) & Diaphragn Shear Capacity (pl� Nonnal Weight Concrete 0 45 pO
Total Slab IU.ckness: 5" 1 Hour Fire RAN. Slab Weight. 48A psf
No. of Span
Gouge Spans F TIV 7"69 8Y(YY W610 "P
M .1 -1 1", 1 1iV1 12W
.. 308 269 236 209 186 166 149 135 122 110 100 91 82
2 348 269 236 209 186 166 149 135 122 110 100 91 82
22 3 348 269 236 209 186 166 149 135 122 110 100 91 82
q4 2542 2504 2471 2443 2418 2396 2376 2359 2343 2329 2316 2304 2293
-q 2651 2610 2575
q7 2752 2697 2544 2 ' 516 2491 246 9 2449 2430 2413 2398
1 414 363 321 285 255 229 207 186 171 156 143 131 120
2 4 5- 5 403 361 285 255 229 207 188 171 156 143 131 120
20 3 455 403 361 285 255 229 207 188 171 156 143 131 120
q4 2610 2564 2524 2490 2460 2434 2410 2389 2371 2353 2338 2324 2311
2862 2796 2740 2692 2649 2612 2578 2548 2522 2497 2475 2455 2437
451 400 358 282 252 227 205 186 169 154 141 129 118
2 451 400 358 323 293 227 205 186 169 154 141 129 118
18 3 45- 1 400 358 323 293 268 205 186 169 154 141 129 118
q4 2763 2702 2649 2604 2564 2529 2497 2469 2444 2422 2401 2382 2365
q7 3098 .3011 29-36 2872 2815 2765 2721 2681 2645 2613 2584 2557 2 5'- 3 2
1 47 396 355 320 290 224 202 183 -166 152 1.3 . 9 127 116---
2 447 396 355 320 290 265 243 183 166 152 139 127 116
16 3 447 396 3 5 5- 320 290 265 243 224 208 152 139 127 116
q4 2932 2855 -2 789 2733 2683 2639 2600 2565 2533 2505 2479 2455 2434
q7 3351 3242 3149 3068 2997 2935 2879 2830 2785 2744 2708 2674 2643
I - In shaded areas, mid -span deck sboring required during construction.
2. q4 and q7 'q"*=ai IoNvable diaphragm shear (plO: "4".. '7"=number of we -Ids to support.
3. See pg. 55 for General Notes.
L"W"
U Vu Jul lu '--UUz P'r'O1'nrrnz3'-1 A"f'nO--11 riL, r,
ESR-1 917 1 Most Widely Accepted and Trusted Page 7 of I I
TABLE 3-DESIGN INFC)RMATInM rARRnW QTI=r-I WR_T7
DESIGN INFORMATION
Symbol
Units
Nominal anchor diameter
3/8
1/2
5/8
W4
Anchor O.D.
d.(d.)
in.
0.37T5
0.5
0.625
0.75
(mm)
(9.5)
(12J)
(15.9)
(19.1)
Effective min. embedment'
h.f
in.
2
2
3-1/4
3-1/8
4
3-3/4
4-3/4
(mm)
(51)
(51)
3)
(79)
(102)
(95)
(121)
Min. member thickneSS2
in.
4
5
4
6
6
8
5
6
8
6
8
8
(mm)
(102)
(127)
(102)
(152)
(152)
(203)
(127)
(152
EEH(254)E
(203)
(152)
(203)
(203)
Critical edge distance
C.0
in.
4-3/8
4
1
5-1/2
4-1/2
7-1/2
6
6-1/2
8-3/4
6-3/4
10
8
-9
(mm)
(111)
(102)
(140)
(114)
(191)
(152)
(165)
(222)
(171)
(203)
(229)
Cmin
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)
(60)
(92)
(83)
(121)
(105)
for s Z:
in.
5
5-3/4
5-3/4
6-1/8
6-7/8
10-,1/2
8-7/8
-
(mm)
(127)
(146)
(146)
(156)
(149)
(267)
(225)
Smin
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
In.
3-5/8
4-1/8
3-1/2
4-3/4
4-1/4
9-1/2
-3/4
(mm)
(92)
(105)
(89)
(121)
(108)-
(241)
(197)
Min. hole depth in concrete
ho
in.
2-5/8
2-5/8
3-3/4
4-3/4
4-1/2
5-3/4
(mm)
(67)
(67)
(14
0:2)
(98)
J, (421)
(117)
114R)
Min. specified yield strength
fy
lb/in 2
100,000
84,800
84,800
84,800
I
(N/MM2)
(690)
(585)
(585)
( 585)
Min. specified ult. strength
f1t.
2
lb/in
115,000
106,000
106,000
106,000
(N/mm)
(793)
(731)
(731)
(731)
Effective tensile stress area
A,,,N
In7_
0.052
0.101
0.162
0.237
(MM2)
(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
V..
lb
3,595
5,495
8,090
13,675
(kN)
(16.0)
(24.4)
(36.0)
(60.8)
Steel strength in shear, seismic3
V
lb
2,255
5,495
7,600
11,745
__
(kN)
(10.0)
(2 A)
(33.8)
(52.2)
Steel strength in shear,
4
Vsadllk
lb
2,130"
3,000
4,945
4,60012
012
6,04
concrete on metal deck
(kN)
(9.5)
(13.3)
(22)
(20.5)
(26.9)
NP
NP
Pullout strength uncracked
Npuncr
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
5
Nper
lb
2,270
NA
4,915
NA
NA
NA
NA
concrete
(kN
(10.1)
(21.9)
Pullout strength concrete on
Npdeck,cr
lb
1,460
1,460
2,620
2,000
4,645
metal decks
(kN)
(6.5)
(6.5)
(11.7)
(8.9)
(20.7)
NP
NP
Anchor category7
Effectiveness fa ctor k_, uncracked concrete
24
Effectiveness factor k, cracked concrete8
17
q-'c, N= k.,,clk� 9
1.0
Coefficient for pryout strength, kp
2.0
Strength reduction factor 0 for tension, steel failure
modes"
0.75
Strength reduction factor 0 for shear, steel failure
modes"
0.65
Strength reduction 0 factor for tension, concrete
failure modes or pullout, Condition 1311
0.65
Strength reduction 0 factor for shear, concrete failure
modes, Condition 1311
0.70
rui ai; I IIQn =ZDA MM, -1 IDT = 4.40 N, I PSI = u.uurj895 MPa For pound -inch units: 1 mm = 0.03937 inches.
'See Fig. 2.
2
3 For sand -lightweight concrete over metal deck, see Figure 5.
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.
' For all design cases Wp=11.0. 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 D.4.4.
'See ACI 318Section D. 5.2.2.
9 For all design cases (P,,N =1.0. The appropriate effectiveness factor for cracked concrete (Kr) or uncracked concrete (kuncr) must be.i6sed.
'OThe K13-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
factor's associated with Condition A may be used.
12 For seismic applications according to Section 4.1.8 of this report multiply the value of Vd�,k for the 3/8-inch-diameter by 0.63 and the 5/8-inch-diameter by 0.94.