Specifications (3) gop 2.0Q5 C
AFGHAN ASSOCIATES, INC. ������E�
CONSULTING ENGINEERS
Response to City of Tigard Plan Review Comments MAR 1 7 2006
Tigard Triangle Commons Building Four CITY BUOF ILDING TIGARD
g g g BUILDING DIVISION
Ti
Permit Number: BUP2005 -00654
AAI Project No.: A05224.04
The following responds to the Structural Engineering plan review comments provided by Ray Miller
of Miller Consulting Engineers on behalf of the City of Tigard. The response numbers correspond
to the plan review item numbers with the necessary references to the drawings, calculations and the
attached supplementary calculations and materials.
Item 1: Detail 6/S5.5 for the W24X84 connection to concrete panel was added with
corresponding detail cut on Sheet S2.2. The calculations verifying the capacity of
this connection is shown on Sheets PR -1 through PR-4 of the Response Package.
Item 2: Note 12 was added to Plan Sheet S2.3 providing Shear -Tranz in order to transfer the
diaphragm loads to the shear wall along Grid 4. In Detail 1/S5.4, the deck welding
was increased to two rows of puddle welds at 6 inches on center to transfer the load.
The deck capacity and drag strut connection capacity with the above modifications
are verified on Sheets PR -5 through PR -12 of the Response Package.
Item 3: Detail 7/S5.5 for the W24X55 connection to concrete panel was added with
corresponding detail cut on Sheet S2.3. The calculations verifying the capacity of
this connection is shown on Sheets PR -13 through PR -14 of the Response Package.
Item 4: The beam sizes are indicated on the plans for the beams shown in the Details
13/S5.4 and 14/S5.4 for the mechanical screen support.
Item 5: The welded steel connection does not meet ACI 318 since increasing the plate size
to accommodate more weld capacity further increases the load requirement based on
this provision. The capacity of the connection was upgraded to satisfy the over -
strength factor (2.5 times) applied to the seismic loads. The over - strength design of
the welded connection is shown on Sheets PR -15 and PR -16 of the Response
Package. Detail 10/S4.1 was modified to show the increased welding requirements.
Item 6: The tie spacing of detail 14/S4.1 was changed to 8 inches on center to satisfy ACI
530 Section 1.13.6.5.
Item 7: The omitted 5/16 fillet weld for the plate carrying the A706 bars was added to
Detail 3/S5.2.
Item 8: The deck reinforcing was modified in Detail 14/S5.2 to clearly indicate #4 deformed
bar anchors at 18 inches on center attached to the L6x6 angle support.
H:\Projects \Tigard Triangle Commons\Building Four\Documents \plan review response 3 -13 -2006 R02.doc
6960 SW Yams Street — Suite 200 — Tigard, Oregon 97223 — (503) 620 -3030 — Fax (503) 620 -5539
Response to Structural Plan Review
Tigard Triangle Building Four
March 13, 2006
Page 2 of 2
Item 9: Detail 5/S5.5 was added to show that the HSS6x6 columns extend to the top of the
parapet and support the segmented HSS6x4x3 /8 horizontal.
Item 10: The calculations on Sheets PR -17 and PR -18 of the Response Package demonstrate
the horizontal applied 1 -Y2" 20 gauge deck is adequate to support the wind loads.
However, Detail 12/S5.4 was modified to provide intermediate HSS5x3x3 /16
support posts centered between the main posts to increase the stiffness of the deck
and the number of connections to the frame.
Item 11: Detail 1/S5.5 was modified to indicate a faceplate at the oblique column face for
this connection. The calculations verifying the beam to column connection are
provided on Sheets PR -19 through PR -21 of the Response Package. Detail 3/S5.1
was changed to reflect the change to a %2" faceplate with varying widths to be
provided at all locations in the project.
Items 12 through 20 are procedural matters that will be handled during the progress of the
project. The special inspection agency for the project has not been selected at this time. The
special inspection program and structural observation intended for this project are noted the
Sheet S1.0 of the drawings. Shop drawings for the materials and deferred submittals will be
reviewed, stamped with the necessary action and submitted to the City of Tigard for Review.
Please contact me if you have any questions regarding these responses to your plan review
comments.
Sincerely,
�y
�►���N
e
a o SO
Steve oung, PE SE
11,262 t�
Project Manager ORZGO>r
144, R. AF at�P
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amid R. Afghan, SE LEXPIRES: 1 /0?' 1
Principal
.
Job Name: Triangle Commons — Building Four CITY OF TIGARD
Job Address: Sixty- eighth and Dartmouth 13125 SW HALL BLVD.
March 7, 2006 TIGARD, OR 97223
SHEET 1 OF 2
MCE Project No.: 060047 STRUCTURAL PLAN REVIEW #2
Plans Dated 02/13/06
Correction Item Page No. Comments Code Reference
Made No.
1 Sheet S2.2 Submit calculations and details for 106.1.1
Grid 7 & E connection of W24x84 to concrete panel.
2 Sheet S2.3 Submit calculations and details for lateral 106.1.1
Grid 4 & D load transfer of roof diaphragm to
concrete shear wall.
3 Sheet S2.3 Submit calculations and details for 106.1.1
Grid 7 & E connection of W24x55 to concrete panel.
4 Sheet S2.3 Submit size and details for roof members 106.1.1
Grids 6 to 7 indicated but not noted.
and A to C
5 Sheet S4.1 Clarify weld at base plate. 15 inches ACI 318
Detail 10/S4.1 noted to concrete panel, 10 inches noted 21.13
to base plate.
6 Sheet S4.1 Clarify tie spacing. ACI 530
Detail 14/S4.1 1.13.6.5
7 Sheet S5.2 Submit and show weld at knife plate to 106.1.1
Detail 3/S5.2 embedded plate.
8 Sheet S5.2 Clarify shown reinforcing steel in concrete 106.1.1
Detail 14/S5.2 slab.
9 Sheet S5.3 Submit spacing and detail for HSS 6x4 106.1.1
Detail 10/S5.3 top piece and supporting HSS 6x4
columns.
10 Sheet S5.4 Submit calculations for span and deck 106.1.1
Detail 12/S5.4 siding.
11 Sheet S5.5 Submit calculations for HSS 6x6x3/8 for 106.1.1
Detail 1/S5.5 W21 knife plate into column wall.
12 Special Special inspection is required for 1704
Inspection concrete, welding, reinforcing steel, 1705
bolting, welded studs, embed plates, bolts 1707
in concrete, masonry, soils, structural 1708
steel fabrication and erection, adhesive
and expansion anchor installation.
13 Structural Structural observation is required for 1709
Observation concrete foundation, reinforcing steel in
tilt -up panels before concrete placement
at second floor, placement of floor joist
and girders.
, r
Job Name: Triangle Commons — Building Four CITY OF TIGARD
Job Address: Sixty- eighth and Dartmouth 13125 SW HALL BLVD.
March 7, 2006 TIGARD, OR 97223
SHEET 2 OF 2
MCE Project No.: 060047 STRUCTURAL PLAN REVIEW #2
Plans Dated 02/13/06
Correction Item Page No. Comments Code Reference
Made No.
14 General Submit one set of reinforcing steel shop
drawings, which have been reviewed and
initialed by the project engineer, to be
filed with the City of Tigard before
placement.
15 General Submit one set of steel open -web joist
and girders shop drawings, which have
been reviewed and initialed by the project
engineer, to be filed with the City of
Tigard before placement.
16 General Submit one set of Tight gage metal
framing shop drawings, which have
been reviewed and initialed by the
project engineer, to be filed with the
City of Tigard before placement.
17 General Submit one set of steel decking shop
drawings, which have been reviewed and
initialed by the project engineer, to be
filed with the City of Tigard before
placement.
18 General Submit one set of stair framing shop
drawings, which have been reviewed and
initialed by the project engineer, to be
filed with the City of Tigard before
placement.
19 General Submit one set of miscellaneous steel
shop drawings, which have been
reviewed and initialed by the project
engineer, to be filed with the City of
Tigard before placement.
20 General Approved resolution of the above items
shall be incorporated into submittal plans
before a permit will be issued. Submit
four (4) sets of revised plans to the city of
Tigard.
. P
Gravity Beam Design
FR RAM Steel v9.0
Steve Young
RAIN DataBase: A0522404R04 03/01/06 15:41:44
wrE Building Code: IBC Steel Code: ASD 9th Ed.
Floor Type: 2ND FLOOR Beam Number = 446
SPAN INFORMATION (ft): I -End (155.00,0.00) J -End (155.00,50.33)
Beam Size (User Selected) = W24X84 Fy = 50.0 ksi
Total Beam Length (ft) = 50.33
COMPOSITE PROPERTIES (Not Shored):
Left Right
Concrete thickness (in) 2.50 2.50
Unit weight concrete (pcf) 145.00 145.00
fc (ksi) 4.00 4.00
Decking Orientation perpendicular perpendicular
Decking type VERCO W3 Formlok VERCO W3 Formlok
beff (in) = 114.00 Y bar(in) = 21.70
Seff (in3) = 260.07 Str (in3) = 289.10
Ieff (in4) = 5055.46 Itr (in4) = 6272.53
Stud length (in) = 4.50 Stud diam (in) = 0.75
Stud Capacity (kips) q = 10.0
# of studs: Full = 149 Partial = 26 Actual = 46
Number of Stud Rows = 1 Percent of Full Composite Action = 47.35
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type CLL
1 0.000 0.807 0.475 0.760 26.5% Red 0.475
50.333 0.807 0.475 0.760 0.475
SHEAR: Max V (DL +LL) = 34.38 kips fv = 3.04 ksi Fv = 20.00 ksi
MOMENTS:
Span Cond Moment @ Lb Cb Tension Flange Compr Flange
kip -ft ft ft fb Fb fb Fb
Center PreCmp+ 300.8 25.2 0.0 1.00 18.42 33.00 18.42 33.00
Max + 432.6 25.2 - -- - --
Mmax /Seff 19.96 33.00 - -- - --
Mconst/Sx +Mpost/Seff 22.23 45.00 - -- - --
Controlling 432.6 25.2 - -- - -- 19.96 33.00 - -- - --
fc (ksi) = 0.54 Fc = 1.80
REACTIONS (kips):
Left Right
Initial reaction - 23.91 23.91
DL reaction 20.32 20.32
Max +LL reaction 14.06 14.06
Max +total reaction 34.38 34.38
DEFLECTIONS: (Camber = 3/4)
Initial load (in) at 25.17 ft = -0.998 L/D = 605
Live load (in) at 25.17 ft = -0.550 L/D = 1098
Post Comp load (in) at 25.17 ft = -0.878 L/D = 688
Net Total load (in) at 25.17 ft = -1.126 L/D = 536 V (' ' t
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FGHAN ASSOCIATES, INC. BY DATE
CONSULTING ENGINEERS
JOB NO
8960 S.W. VARNS ST., SUITE 200
TIGARD, OREGON 97223
(503) 620.3030, FAX 620-5539 SHEET OF
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FGHAN ASSOCIATES, INC. BY DATE
CONSULTING ENGINEERS
8960 S.W. VARNS ST., SUITE 200 JOB NO AA
TIGARD. OREGON 97223 H
(503) 620.3030, FAX 620.5539 SHEET OF r
BUILDING FOUR
FLOOR FRAMING:
W24 CONNECTION AT PANEL:
& •= 0•k
NAR :: 37•k
M 1 = 18.5•ft.k
WELD A: SHEAR TAB WELD .
b
2
e bb:= 2.5•in d 18.in = 2•b + d A = 23in N N = 0.272in
^"^ 2•b + d
d
i;= 2 Cy = gin A c4i= b - N Cx = 2.23in
b.d + d2 S 1531n J - (2•b + d) _ b 2 .(b + d) 3
^" 3 x ^^/ 12 2•b + d J = 899.72in 3
f = 0 . k f1 =0
in in
SHEAR SHEAR.eb.Cx k
= A + J f2 = 2.317 in = 0.3125•in
AXIAL SHEAR.eb.Cy Afis/j= A + J f3 = 2.86 , F;= 70•ksi A E ,..,= 0.707 M= 1.0
= Jf1 +f3 fw =3.681 I - ( - = f•E•0.3•Fu•tw Fw = 4.64 k fw = 0.79
in in F
WELD B: WELD AT EMBED PLATE
d\= 18•in
AXIAL SHEAR•eb•3 k
= 2.d + 2 f1 = 2.056— in tom:= 0.3125•in F 0.707 M= 1.0
d
il - SHEAR f2 = 1.028— = 70•ksi
k 2•d in
= J f1 + f2 fw = 2.298 k= f•E•0.3•Fu•tw Fw = 4.64 k iW = 0.5
in in F
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FGHAN ASSOCIATES, INC. BY DATE
CONSULTING ENGINEERS JOB NO
8980 S.W. VARNS ST., SUITE 200
TI(3ARD. OREGON 97223 SHERT l /� OF �
(503) 820-3030, FAX 820 -5539
Page 48 of 57 Report ER -2078P (12/01/02)
TABLE 25- ALLOWABLE DIAPHRAGM SHEAR, q (plf), AND FLEXIBILITY FACTORS, F, FOR
TYPE N -24 DECK WITH BUTTON PUNCHES (BP) OR 11/2" TOP SEAM WELDS (TSW) AT SIDELAPS 1
SIDELAP SPAN (ft -In.)
ATTACH -
GAGE MENT 6'-0" 7'-0" 8'-0" 9' -0" 10' - 0" 11' 12' -0" 14' - 0" 16'
24/4 WELD PATTERN AT SUPPORTS
BP @ 24" q 234 216 189 180 163 158 145 130 119
F 21.3 +166R 23.3 +143R 26.7 +125R 28.4 +111R 31.8 +100R 33.2 +91R 36.6 +83R 41.1 +71R 45.4 +62R
BP @ 12" q 285 260 241 227 216 207 198 184 173
22 F 18.0 +166R 19.8 +143R 21.5 +125R 23.1 +111R 24.6 +100R 26.1+91R 27.4 +83R 29.9 +71R 32.1 +62R
TSW @ 24" q 234 231 201 202 181 183 167 158 151
F 15.5 +166R 13.9 +143R 14.1 +125R 12.9 +111R 13.1 +100R 12.1 +91R 12.2 +83R 11.5 +71R 11.0 +62R
TSW @ 12" q 343 324 309 298 289 282 276 267 260
F 11.4 +166R 10.7 +143R 10.1 +125R 9.6 +111R 9.2 +100R 8.8 +91R 8.5 +83R 8.0 +71R 7.5 +62R
BP @ 24" q 355 323 283 266 240 231 212 189 171
F 16.3 +96R 18.2 +82R 20.9 +72R 22.5 +64R 25.3 +58R 26.8 +52R 29.6 +48R 33.8+41R 37.8 +36R
BP @ 12" q 415 374 344 321 303 289 277 253 235
20 F 14.3 +96R 16.0 +82R 17.6 +72R 19.1 +64R 20.5 +58R 21.9 +52R 23.2 +48R 25.7 +41R 28.1 +36R
TSW @ 24" q 384 371 322 320 286 287 262 245 232
F 12.3 +96R 11.3 +82R 11.5 +72R 10.6 +64R 10.8 +58R 10.1 +52R 10.2 +48R 9.7 +41R 9.3 +36R
TSW @ 12" q 540 505 479 459 443 429 418 401 389
F 9.4 +96R 8.9 +82R 8.5 +72R 8.1 +64R 7.8 +58R 7.5 +52R 7.2 +48R 6.8 +41R 6.5 +36R
q 637 568 498 461 416 394 362 324 296
BP @ 24' F 10.6 +41R 12.0 +35R 13.8 +31R 15.2 +27R 17.1 +24R 18.5 +22R 20.5 +20R 23.9 +17R 27.3 +15R
BP @ 12" q 710 632 574 530 494 466 443 407 381
18 F 9.7 +41R 11.0 +35R 12.2 +31R 13.5 +27R 14.7 +24R 15.9 +22R 17.1 +20R 19.4 +17R 21.6 +15R
q 819 773 670 652 582 576 524 483 453
TSW @ 24" F 8.4+41R 7.9 +35R 8.0+31R 7.6 +27R 7.7 +24R 7.3 +22R 7.4 +20R 7.2 +17R 6.9 +15R
q 1096 1011 948 899 860 828 802 761 730
TSW @ 12" F 6.7 +41R 6.4 +35R 6.2 +31R 6.0 +27R 5.8 +24R 5.6 +22R 5.5 +20R 5.2 +17R 5.0 +15R
BP @ 24" q 918 812 712 654 590 554 509 453 411
F 7.5 +21R 8.6 +18R 9.9 +16R 11.0 +14R 12.5 +12R 13.6 +11R 15.1 +10R 17.9 +9R 20.7 +8R
BP @ 12" q 1000 884 797 731 678 636 601 547 508
16 F 7.0+21R 8.0 +18R 9.0 +16R 10.0 +14R 11.0 +12R 12.0+11R 13.0 +10R 15.0 +9R 17.0 +8R
TSW @ 24" q 1197 1137 1002 982 891 888 821 774 742
F 6.1 +21R 5.8 +18R 5.9 +16R 5.7 +14R 5.8 +12R 5.6 +11R 5.7 +10R 5.5 +9R 5.4 +8R
q 1558 1453 1378 1322 1280 1248 1223 1190 1170
TSW @ 12" F 5.0 +21R 4.8 +18R 4.7 +16R 4.6 +14R 4.5 +12R 4.4 +11R 4.3 +10R 4.1 +9R 3.9 +8R
1 Footnotes 2-6 of Table 24 apply to this table.
TABLE 26- ALLOWABLE DIAPHRAGM SHEAR VALUES, q (plf), AND FLEXIBILITY FACTORS, F, FOR
TYPE N -24 DECK WITH VERCO SHEARTRANZ AND 11/2" TOP SEAM WELDS (TSW) AT SIDELAPS 1 . 2
SIDELAP SPAN (ft- in.)
ATTACH- END LAP NOT WELDED END LAP WELDED WITH 1 -INCH FILLET WELD
GAGE MENT 6' -0" 8' -0" 10' -0" 12' -0" 14'-0" 6' -0" 8' -0" 10' -0" 12' -0" 14'-0"
24/4 WELD PATTERN AT SUPPORTS
22 TSW @ 12" q 620 620 540 450 380 750 670 540 450 380
F 11.5 12.2 12.6 12.9 13.1 11.5 12.2 12.6 12.9 13.1
20 TSW @ 12" q 750 750 650 540 460 1020 810 650 540 460
•
F 9.2 9.8 10.3 10.6 10.8 9.2 9.8 10.3 10.6 10.8
18 TSW @ 12" q 1000 1000 1430 1080
Use N Deck Values Use N Deck Values
F 6.5 7.0 6.5 7.0
See Figure 6 for SHEARTRANe details.
2 The flexibility limitations shown in Table 7 maybe us in lieu of a rational analysis of the anticipated deflections.
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,FGHAN ASSOCIATES, INC. BY DATE
CONSULTING ENGINEERS
8980 S.W. VARNS ST., SUITE 200 JOB NO
TIGARD, OREGON 97223
(503) 820-3030, FAX 620 -5539 SHEET OF
Page 2 of 57 Report ER -2078P (12/01/02)
TABLE 1— ALLOWABLE DIAPHRAGM SHEAR VALUES (pif) FOR ARC SPOT OR ARC SEAM WELDS
PARALLEL TO DECK FLUTES FOR ALL DECKS EXCEPT VERCOR 1
BASE METAL PUDDLE WELD SPACING (in.)
•
GAGE PROFILE THICKNESS
(In.) 6 9 12 18
PLW3 & W3 FORMLOK 0.029 2030 1353 1015 677
22 B & N 0.0299 2093 1395 1047 698
PLW2 & W2 FORMLOK 0.03 2100 1400 1050 700
21 PLW2, W2 , PLW3, & W3 FORMLOK 0.033 2310 1540 1155 770
PLW3 & W3 FORMLOK 0.035 7450 1633 1225 817
20 B & N 0.0359 2513 1675 1257 838
PLW2 & W2 FORMLOK 0.036 1680 1260 840
19 PLW2, W2 , PLW3, & W3 FORMLOK 0.042 2940 1960 1470 980
18 PLW2, W2 , PLW3, & W3 FORMLOK 0.047 3290 2193 1645 1097
B & N 0.0478 3346 2231 1673 1115
16 PLW2, W2 , PLW3, & W3 FORMLOK 0.059 4130 2753 2065 1377
B & N 0.0598 4186 2791 2093 1395
1 "B" - PLB, HSB, PLB & HSB Acoustical, and PLB & B Formlok
"N" - PLN, N, PLN & N Acoustical, and PLN & N- Formlok
2 See General Note No. 7.a to determine shear values for other weld spacings.
3 The minimum arc spot weld effective fusion diameter, d,, is 1/2 inch. The minimum arc seam weld effective fusion width, d is
3/8 inch. The minimum arc seam weld length is 1 inch excluding circular ends. See AWS D 1.3-98 for details.
4 Details, workmanship technique and qualification of welds must comply with AWS D 1.3 -98.
5 Allowable values may not be increased one -third for wind or earthquake loading.
TABLE 2— ALLOWABLE TENSION LOADS (Ib) FOR HILTI FASTENERS
SUBJECT TO WIND UPLIFT FORCES FOR B AND N DECK 1 ' 2
ALLOWABLE TENSION LOADS (Ib)
SUBSTRATE HILTI FASTENER DECK GAGE & THICKNESS (In.)
THICKNESS (in.) DESIGNATION 22 20 18 16
0.0299 0.0359 0.0478 0.0598
0.313 to 3/8 X- EDNI9 -THQ12 382 459 519 519
0.250 to 0.313 X-EDN19-THQ12 382 426 426 426
0.188 to 0.250 X- EDNK22 -THQ12 382 459 502 502
1/8 to 0.188 X- EDNK22 -THQ12 382 396 396 396
T "B" - PLB, HSB, PLB & HSB Acoustical, and PLB & B Formlok
"N" - PLN, N, PLN & N Acoustical, and PLN & N- Formlok
2 Allowable tension loads are the lesser value of the allowable pullover or pullout Toads for the deck gage, fastener, and substrate
thickness combination.
TABLE 3- ALLOWABLE SHEAR VALUES (Ib) FOR PNEUTEK FASTENERS
PARALLEL TO DECK FLUTES AND TENSION LOADS (Ib) FOR PNEUTEK FASTENERS
SUBJECT TO WIND UPLIFT FORCES FOR B AND N DECK 1 . 2 . 3 . 4
ALLOWABLE SHEAR VALUES (Ib) ALLOWABLE TENSION LOADS (Ib)
SUBSTRATE PNEUTEK DECK GAGE & THICKNESS (in.) DECK GAGE & THICKNESS (In.)
THICKNESS (In.) FASTENER 22 20 18 16 22 20 18 16
DESIGNATION 0.0299 0.0359 0.0478 0.0598 0.0299 0.0359 0.0478 0.0598
0.281 and thicker K66062 or K66075 • 411 494 657 818
0.187 to 0.312 K64062 733 880 1171 1465 411 494 657 671
0.155 to 0.250 SDK63075 411 470 470 470
0.113 to 0.155 SDK61075 477 573 763 954 373 373 373 373
B" - PLB, HSB, PLB & HSB Acoustical, and PLB & B Formlok
"N" - PLN, N, PLN & N Acoustical, and PLN & N- Formlok
2 Allowable shear strength per SDK61075 fastener for substrate thicknesses between 0.113 and 0.155 may be determined by the
formua: Allowable Shear Value (in Ib) = (8500 + 66,000 x t,UB8 X t, where thicknesses (te,,,B,RATE and tDEC ") are
expressed in inches.
3 Allowable shear values may not be increased one -third for wind or earthquake loading.
4 Allowable tension Toads are the lesser value of the allowable pullover or pullout loads for the deck gage, fastener, and substrate
thickness combination.
BUILDING FOUR
LATERAL DESIGN:
W14 DRAG BEAM TO SHEAR WALL f 41
= 1 EFFECTIVE LENGTH FACTOR
.= 24•ft UNSUPPORTED BEAM LENGTH
KL := K.L KL = 24 ft EFFECTIVE BEAM LENGTH
LOADING: 1.2•D+ OMEGA.E + 0.5•L UBC 97 SECTION 1633.2.6
Ax:= 70•k Mz:= 18.2•ft•k My:= 0.00•ft•k
PROPERTIES: W 14 X 34
:= 10.0•in bf:= 6.745•In tf:= 0.455•in Af:= bf•tf Af= 3.0691n d := 13.98•1n
Iz := 3404n ly := 23.3•in
Sz= 48.6In Sy= 6.9in Zz:= 101•in Zy:= 16.6•in
rz= 5.83in ry= 1.53in rmin= 1.53 in rr:= 1.76.in
SR m r(KL KL 11
min a l r 3•r JJ SRmin = 63 SLENDERNESS FACTOR IN PLANE OF BENDING
z y
6 5 bf
= 9.192 — = 7.412
fs 2 •tf
12, 2 Es ksi
Fe := 2 Fe = 37.75ksi EULER STRESS DIVIDED BY FACTOR OF SAFETY
23 •SRmin
J 2 n Es SRmin �1 — 2•R 12•n
Cc:— Cc = 107 R:— Fa := I R < 0.500,
fs ^^^ 2 •Cc 5 3•R 3 ' 2
3 + 4 — R 23 .SRmin
A
fa := X fa = 4.12 ksi AXIAL STRESS Fa = 22.2 ksi ALLOWABLE AXIAL STRESS
1.7A
M
fbz:= ZZ fbz= 2.16ksi BENDING STRESS Fbz= 25.7ksi ALLOWABLE BENDING STRESS
STRONG AXIS
M
fby := Y fby = Oksi BENDING STRESS Fby = 37.5ksi ALLOWABLE BENDING STRESS
Zy WEAK AXIS
INTERACTION = 0.26
BUILDING FOUR
LATERAL DESIGN:
W14 DRAG BEAM TO SHEAR WALL f 4 1
CONNECTION AT W14 BEAM:
AXIAL := 70.k LOAD CASE 1.2.D+ OMEGA.E + 0.5•L UBC 97 SECTION 1633.2.6
SHEAR = 3.k
MOMENT := 1 •ft•k
WELD A: SHEAR TAB WELD
b
b := 2.5•in d := 9•In A := 2•b + d A = 141n ^^.4 N = N = 0.446in
2•b +d
d
Cy:= 2 Cy = 4.5in Cx: =b - N Cx= 2.05in
d 2
(2.b + d) b + d) 3
Sx := b•d + 3 S = 49.5 in 'Ai= 12 - 2.1) + d J = 169.631n
k k
f1 =0 in f1 =0
SHEAR SHEAR•eb•Cx k
f2 := A + f2 = 0.323— n tw:= 0.3125•1n
J AXIAL SHEAR.eb.Cy k
f3 := A + f3 = 5.239 I n Fu := 70•ksi E := 0.707 f := 1.7
J f w := J f1 + f22 + f32 f = 5.249 in F := f•E•0.3•Fu tw Fw = 7.887 in = 0.67
w
WELD B: WELD AT EMBED PLATE 1= 9•in
AXIAL SHEAR•eb•3 k
f = 2 d + 2 f1 = 4.333 = 0.3125.1n E&.= 0.707 f.= 1.7
AW
d
SHEAR k
= 2 d f2 = 0.167 70•ksi
= J f1 + f2 fw = 4.337 k A ;= f•E• Fw = 7.887 k f W = 0.55
in in Fw
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LENGTH OF BEAM
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7/8 "1 6" EMBED HEADED STUDS 5/1E1> AT CNrR LINE OF PLATE
END OF CONC. PANEL, SEE S3.1 > 1/2x4x9 AT WALL CNTR LINE
W/ (2) 3/4 "— A706x6' -0" BAR'S
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LFGHAN ASSOCIATES, INC. BY DATE
CONSULTING ENGINEERS
JOB NO
6980 S.W. VARNS ST., SUITE 200
TIGARD, OREGON 97223
(503) 6204030, FAX 620.5539 SHEET IV OF t
Fil RAM Steel v9.0
Steve Young Gravity Beam Design
RAM DataBase: A0522404R04 03/01/06 15:41:44
wruN,^,z Building Code: IBC Steel Code: ASD 9th Ed.
Floor Type: ROOF Beam Number = 446
SPAN INFORMATION (ft): I -End (155.00,0.00) J -End (155.00,50.33)
Beam Size (Optimum) = W24X55 Fy = 50.0 ksi
Total Beam Length (ft) = 50.33
POINT LOADS (kips):
Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red%
42.333 1.00
LINE LOADS (k/ft):
Load Dist DL LL Red% Type
1 0.000 0.142 0.237 - -- NonR
39.833 0.142 0.237
2 39.834 0.142 0.332 - -- NonR
50.333 0.142 0.332
SHEAR: Max V (DL +LL) = 11.30 kips fv = 1.27 ksi Fir = 18.78 ksi
MOMENTS:
Span Cond Moment @ Lb Cb Tension Flange Compr Flange
kip -ft ft ft fb Fb fb Fb
Center Max + 127.0 25.9 0.0 1.00 13.26 33.00 13.26 33.00
Controlling 127.0 25.9 0.0 1.00 13.26 33.00 - -- - --
REACTIONS (kips):
Left Right
DL reaction 3.75 4.43
,Max +LL reaction 6.08 6.87
Max +total reaction 9.83 11.30
DEFLECTIONS:
Dead load (in) at 25.42 ft = -0.575 L/D = 1050
Live load (in) at 25.42 ft = -0.905 LTD = 667
Net Total load (in) at 25.42 ft = -1.480 LTD = 408
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LFGHAN ASSOCIATES, INC. BY DATE
CONSULTING ENGINEERS
6960 S.W. VARNS ST., SUITE 200 JOB NO
TIGARD, OREGON 97223
(503) 620-3030, FAX 620 -5539 SHEET Q f 'SF If AP
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tFGHAN ASSOCIATES, INC. BY DATE
CONSULTING ENGINEERS
JOB NO
6980 S.W. VARNS ST., SUITE 200 (
TIGARD, OREGON 97223 \�
(503) 620-3030, FAX 620-5539 SHEET OF
BUILDING FOUR
LATERAL DESIGN:
BASE CONNECTION AT INTERIOR SHEAR WALL:
PLATE CONNECTION AT BENT PLATETO FOUNDATION EMBED TRANSITION:
AXIAL:= 62•k LOAD CASE 0.6•D+ OMEGA.E
SHEAR := 21.k
MOMENT:= 0•ft•k
WELD A: SHEAR TAB WELD
b
2
b:= 2.5•in d::==== 10•In A. =2•b +d A =151n �N- N= 0.417in
2•b +d
d
Cy := 2 Cy = 5 in Cx := b - N Cx = 2.08 in
d 2 (2.b + d) b 2 .(b + d) 3
Sx: =b•d+ 3 Sx= 58.3331n `j= 12 - 2•b +d J= 216.15in
■ k k
f1 •= 0.— f1 = 0 in
SHEAR SHEAR•eb•Cx k
f2 := A + J f2 = 2.125— lw := 0.3125•in
AXIAL SHEAR•eb• k
f3 := A + J f3 = 5.874 — in Fu := 70•ksi E := 0.707 f := 1.7
fw := 1 f1 2 + f2 2 + f3 2 fw= 6.247 Fw:= f•E•0.3Fulw F 7.887k f — " =0.79
in in Fw
WELD B: WELD AT EMBED PLATE d := 10•In
nnn
AXIAL 2•SHEAR•eb•3 k
f d + d 2
f1 = 11.24 = 0.375•in Ems.= 1 M= 1.7
NW
d
SHEAR k
= d f2 =2.1 = 70•ks1
,f := J f12 + f2 fw = 11.434 In f•E•0.3• Fu•tw Fw = 13.387 k F = 0.85
w
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►FGHAN ASSOCIATES, INC. BY DATE
CONSULTING ENGINEERS
JOB NO
8960 S.W. VARNS ST., SUITE 200
TIGARD, OREGON 97223 9 11
(503) 620.3030, FAX 820.5539 SHEET 1 OF
2388
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TABLE I a]
eD
ALLOWABLE WORKING VALUES FOR LOW-VELOCITY FASTENERS DRIVEN INTO A38 STEEL' . (POUNDS) N
' - - 0
DESCRIPTION FASTENER SHANK 1/8 inch 3/16 inch 1/4 inch 3/8 inch 1/2 inch Z 3/4 Inch O
TYPE DIAMETER
((nches) TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR
A ,-r
Dane -head Nail X -E0NI 0.145 55 230 235 425 415 620 405 680 440 605 250 545
Knurled Shank
Knob -head Nall INK 0.145 • -- • -- 235 540 275 620 275 665 270 640 - -- - --
Knurled Shank
-
1/4 " -20
Threaded Stud EV6 0.145 - -- -•- 235 540 275 620 275 665 270 640 - -- . --
Knurled Shank
Heavy -duty
Dame -heed Nall EDS 0.177 - -- - -- 165 665 335 933 400 970 515 995 - -• - --
Knurled Shank
3/8 " -16
Threaded Stud EV10 0.205 - -- - -- 200 750 510 1500 575 1540 445 1100 - -- - --
Knurled Shank
Dome � X -DNi 0.145 - -- - -- 180 490 255 590 345 655 375 690 - -- - --
Heavy -duty
Dome-heed Nail DS 0.177 - -- - -- 195 795 310 625 390 780 280 810 - -- -..
Smooth Shank
Drywall Track
Nail Smooth ES016P8T 0.145 •-- - -- 125 530 165 575 165 620 135 480 - -- - --
Shank
Dome X -2F 0.138 55 230 115 425 165 485 265 565 - -- - -- - -- ...
Smooth Shank4 0.145 .
Knob -heed Nail X -CR 0.145 150 '270 250 450 285 480 280 520 250 520 - -- - -- p
Stainless Steel I�
'The allowable shear and tension values are for the fasteners only. Wood or steel members connected must be investigated in accordance with accepted
design criteria.
2 Fasteners shall be driven to a penetration where the shank pierces the steel except as noted in this report.
3 X - EDNI fasteners installed in 3/4 inch or greater thick steel require 7/16 inch penetration.
r 4 X - ZF fasteners in 9/16 inch, 5/8 inch and 2 7/8 inch lengths have a 0.145 inch - shank diameter. All other X - ZF fasteners have a 0.138 inch - diameter shank
�, 5 Equivalent metric quantities are in Table 10.
W
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O
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lo Gravity Beam Design
RAM Steel v9.0
Steve Young
RAM DataBase: A0522404R04 03/01/06 15:41:44
IsirtravorNAI Building Code: IBC Steel Code: ASD 9th Ed.
Floor Type: 2ND FLOOR Beam Number = 629
SPAN INFORMATION (ft): I -End (115.33,62.33) J -End (115.33,89.13)
Beam Size (User Selected) = W21X44 Fy = 50.0 ksi
Total Beam Length (ft) = 26.79
COMPOSITE PROPERTIES (Not Shored):
Left Right
Concrete thickness (in) 2.50 2.50
Unit weight concrete (pcf) 145.00 145.00
f c (ksi) 4.00 4.00
Decking Orientation perpendicular parallel
Decking type VERCO W3 Formlok VERCO W3 Formlok
beff (in) = 64.19 Y bar(in) = 19.60
Seff (in3) = 116.54 Str (in3) = 131.47
Ieff (in4) = 2057.83 Itr (in4) = 2576.57
Stud length (in) = 4.50 Stud diam (in) = 0.75
Stud Capacity (kips) q = 13.3
# of studs: Full = 50 Partial = 14 Actual = 24
Number of Stud Rows = 1 Percent of Full Composite Action = 49.11
POINT LOADS (kips):
Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL
6.698 1.14 0.67 1.07 3.0 0.00 0.00 0.0 0.00 Snow 0.67
13.396 3.43 2.02 3.82 3.0 0.00 0.00 0.0 0.00 Snow 2.02
-0.60 3.6 0.00 0.00 0.0 0.00 Snow 2.02
20.094 3.10 1.83 2.92 3.0 0.00 0.00 0.0 0.00 Snow 1.83
LINE LOADS (k/ft):
Load Dist DL CDL LL Red% Type CLL
1 0.000 0.379 0.223 0.357 3.0% Red 0.223
26.791 0.379 0.223 0.357 0.223
SHEAR: Max V (DL +LL) = 18.28 kips fv = 2.64 ksi Fy = 18.99 ksi
MOMENTS:
Span Cond Moment @ Lb Cb Tension Flange Compr Flange
kip -ft ft ft fb Fb fb Fb
Center PreCmp+ 83.7 13.4 0.0 1.00 12.31 33.00 12.31 33.00
Max + 140.0 13.4 - -- - --
Mmax /Sell 14.42 33.00 - -- - --
Mconst/Sx +Mpost/Seff 16.26 45.00 - -- - --
Controlling 140.0 13.4 - -- - -- 14.42 33.00 - -- - --
fc (ksi) = 0.38 Fc = 1.80
REACTIONS (kips):
Left Right
Initial reaction 9.91 11.06
DL reaction 8.42 9.40 fi2 I 1
Max +LL reaction 7.97 8.87
El
Gravity Beam Design
RAM Steel v9.0 Page 2/2
Steve Young
RAM DataBase: A0522404R04 03/01/06 15:41:44
,NTE Building Code: IBC Steel Code: ASD 9th Ed.
Left Right
Max -LL reaction -0.29 -0.29
Max +total reaction 16.40 18.28
DEFLECTIONS:
Initial load (in) at 13.53 ft = -0.211 L/D = 1521
Live load (in) at 13.53 ft = -0.141 L/D = 2278
Post Comp load (in) at 13.53 ft = -0.202 L/D = 1594
Net Total load (in) at 13.53 ft = -0.413 L/D = 778
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iFGHAN ASSOCIATES, INC. BY DATE -
CONSULTING ENGINEERS
JOB NO
6980 S.W. VARNS ST., SUITE 200
TIGARD, OREGON 97223
(503) 820.3030 FAX 620-5539 SHEET t OF