Plans (4) Akik
LTA WALSH""'""""" CONSTRUCTION CO.
BUILDI NC VALUE I w,,wv walshconstructlon.corn Submittal Sheet RECEIVED
112211-Terrace Glen Apartments JAN 2 6 1022
Project: 112211- Spec Section: 10 14 00 CITY OF TIGARD
Terrace Glen Apartments Submittal: 3 BUILDING DIVISION
9650 SW Greenburg Road Revision: 0
Tigard,OR Package: Shop Drawings
97223 Date: 1/6/2023 PST
Submittal Title: Address Signage
Submittal Detail:
Response Due By: 12/23/2022 PST
Walsh Review: Architect Review:
C2J C2K Architecture,Inc.
\ Deferred or Delegated-Design Submittal Review
Project Name:Terrace Glen Apartments Action:
Submittal Package#: Shop Drawings X NO EXCEPTIONS TAKEN REVISE AND RESUBMIT
Submittal ID#: 3 X MAKE CORRECTIONS NOTED SUBMIT SPECIFIED ITEMIS)
Date Submitted:1/6/2023 PST NOT REVIEWED-KEPT FOR RECORD REJECTED
Spec Section: 10 td 00 Review is solely to check for conformance with design concept and specified
performance and design criteria,if any,as expressed in the Contract Documents.
Review is not for the purpose of determining the adequacy,accuracy and
The review by ("Walsh Construction Co")of the above Submittal is completeness of the design,dimensions,quantities,or design services.
subject to the Contract Documents and Shall not relieve the C2K Architecture,Inc.relies upon the services,certifications,or approvals of the
delegated-design professionals responsible for the delegated-design submittal.
Subcontractor/Supplier from any of its obligations under the agreement Submittal corrections or comments do not relieve the Contractor of its obligation to
with Walsh nor give rise to any claim in favor of the Subcontractor/Supplier comply with the requirements of the Contract Documents.
or third parties against Walsh or Owner,
Processed By:kgrant Date: 01/17/2023
By: WCC Review
Other Review: Notes:
REVISION
VALIDITY OF PERMIT
DROVED THE ISSUANCE OF A PERMIT
BASED ON CONSTRUCTION
DOCUMENTS AND OTHER
- CITY OF TIGARD, DATA SHALL NOT PREVENT
REVIEWED FOR CODE COMPLYANCR THE CODE OFFICIAL FROM
\' 1 REQUIRING THE CORRECTION
Appro�" l j OF ERRORS. OSSC 105.4
OTC: [ 1
Permit Sh } Anal- OO12Ei— Li
Address: 966 O sS yr CS rye
Suite##:
B�~- ji
J Date: -7
WALSH CONSTRUCTION CO.
PORTLAND: 2905 SW First Avenue • Portland, OR 97201 • (503)222-4375 • Fax: (503)274-7676 • ORCCe147267
SEATTLE: 315 Fifth Ave,S.Suite 600 • Seattle,WA 98104 • (206)547-4008 • Fax:(208)547-3804 • WALSHCC990D1
TACOMA: 301 S 28th Street • Tacoma,WA 96402 • (253)572-4245 • Fax:(206)547-3804 - WAL5HCC990D1
Page 1 of 3
S U L Lii W 11Y 11545 W.BERNARDO COURT,SUITE 201
SAN DIEGO,CA 92127
ENGINEERING PROJECTMANAGER@SULLAWAYENG.COM
PHONE: 1-858-312-5150 FAX: 1-858-777-3534
PROJECT: TERRACE GLEN, 12345 SW HALL BLVD.,TIGARD,OR DATE: 1 211 0/2 02 2
PROJECT#: 38170 ENGINEER: SB
CLIENT: VANCOUVER SIGN GROUP LAST REVISED:
...-Jr.._...-.._. 2'_6" .............. _ -,�' ---.._.._...-...__. 2'_6" .._..._..- --*... WOOD BLOCKING
- ' 2'-4"0.0 ,j-- / BY OTHERS
4 „ (E)STUD WALL
o •
AIMIAgr W/PLYWOOD SHEATHING
. .. m. K- 2 LAYER GYPSUM SHEATHING
BY OTHERS
'� \ uill
. me 'ei - --- . ' (E) BRICK VENEER
W/WR BARRIER
/ BY OTHERS
CO co
b •
\ (2�_.PLAN VIEW ^`�'
U . . 3 /trio0011
. �pte �.o - �"/ 84474PE r-
v OREGON
6q )" 132Q, P•S.-
EXPIRES: 06/30/2022
31„
,\ _k_......_.-_. 1'-6" - -'-A`-12„
_1 ELEVATION:MAX OAH FROM GRADE:54'-0"
J9 ._ -, (E)STUD WALL
W/PLYWOOD SHEATHING
SIGNAGE &2 LAYERS GYPSUM SHEATHING
BY OTHERS
hvi—_�_.__ WOOD BLOCKING
Or 1 BY OTHERS
i
3'813 LAG SCREWS
s MIN. EMBED.=1Y2"
,o MIN. THREADED PEN.=1Y2"
GENERAL NOTES R ..-, INTO WOOD BLOCKING
1. DESIGN CODE:IBC 2018,OSSC 2019 MIN. (6)TOTAL
2. DESIGN LOADS:ASCE 7-16 \ N.,, W/SPACERS AS REQUIRED
3. WIND VELOCITY 100 MPH EXPOSURE C SEE ELEVATION FOR LOCATIONS
4, LAG SCREWS PER NDS SPECIFICATIONS 3`\-.._SECTION (E) BRICK VENEER
5. PROVIDE PROTECTION AGAINST DISSIMILAR METALS W/WR BARRIER
6. ALL DIMENSIONS TO BE VERIFIED PRIOR TO FABRICATION BY OTHERS
7. ALL EXISTING ELEMENTS AND DIMENSIONS TO BE VERIFIED IN FIELD
Page 2 of 3
SULLAWAY
- t°, s
PROJECT: TERRACE GLEN DATE: 12/10/2022
PROJ. NO.: 38170 ENGINEER: SB
CLIENT: VANCOUVER SIGN GROUP
vss units; pounds.feet unless noted otherwise
Applied Wind Loads; from ASCE 7-16
Pnet=? Kit Pnet3o (ASCE 30.4-1)
Xr= 1.56 (ASCE Fig. 30.4-1)
Kn 1.0 (unless unusual landscape)
V= 100 mph Exposure= c
Area= 30.0 ft`
max. height= 54.0 ft
Pnet3o 16.81 psf Pnet= 26.23 psf
Pnet3o= -21.75 psf Peet= -33.93 psf
Loads 0.375" Dia. Lag Screws -Signage to Wall (LRFD):
Pnet= See Above= 33.93 psf
Tributary Area= ATr;bl=(4'-0")*(2-6")/2= 5.00 ft2
Tributary Area= Amb2=(12'-0")`(2'-6")= 30.00 ft2
Wind Load1= WL1=Pnet*ATrib1= 170 lbs
Dead Load1= DL1=1.2*10psf*ATrib1= 60 lbs
Wind Load2= WL2=Pnet*ATrib2= 1018 lbs
Dead Load2= DL2=1.2*10psf*ATrib2= 360 lbs
arm= (1.5")+(3.5")+(18")/2= 14 in
MDL= DL2"arm= 5040 lbs-in
Spacing= = 48 in
Additional tension due DL= TDL=MDL/spacing/2 screws= 53 lbs
#screws= = 6 screws
dia.= = 0.375 in
Tension per screw= Tu=WL1+TDL= 222 lbs
Shear per screw= Vu=DL1= 60 lbs
Page 3 of 3
SULLAWAY
ENGINEERING
PROJECT: TERRACE GLEN DATE: 12/10/2022
PROJ.NO.: 38170 ENGINEER: SB
CLIENT: VANCOUVER SIGN GROUP
LAG SCREWS(LRFD)-SOLID WOOD TO SOLID ALUMINUM-WITHDRAWAL AND SINGLE SHEAR LATERAL
....e_ 1 FACTORED FASTENER LOADING MAIN MEMBER SIDE MEMBER ! V�~� ^�P 1
W,g(I142..lb Withdrawal Load DOUGLAS FIR-LARCH ALUMINUM
I- Z,;19460.lb Lateral Load G "Al ` F, 42 ksi Ultimate Strength
D
z FASTENER DIMENSIONS t,n Mr in t,Wall in Thickness
z Lr in Length into Main MBR 6 r deg
U, D r in Nominal Diameter
o w e in Washer jf'r Main Member End Grain(x)
g in Gap 4 ,i
pm, 1.5 in Minimum dowel penetration for lateral loading[NDS 11.1.3.7]
p 1.5 in Actual dowel penetration based on selected dowel length
STANDARD HEX LAG SCREWS [NDS Appendix Table L2]
D. 0.265 in 0 25 OA I.3 0.3 84:33 0.5 `.E.S 0,76 0.575 _ 1-125 125
Frb 45000 psi ENDS Table Ill C 0 173 0.227 J 2.,5 :.-328 0.371 9 4 1 0- 9 0.683 0-8 01147 1.6_2.
DOWEL BEARING CALCULATIONS
For 5600 psi Dowel bearing strength,perpendicular to grain[NDS Table 11.3,2 Footnote 2]
F,,pr,,, 3646.03 psi Dowel bearing strength,parallel to grain[NOS Table 11.3.2 Footnote 21
F, 3646.03 psi F„ 63000 psi Dowel bearing strength-Hankinson formula ENDS 11.3-11]&Steel[NDS Comm.12]
L, 1.5 in 1, 0.125 in Dowel bearing length
qr, 966.199 lbs/in q, 16695 lbs/in Dowel bearing resistance[AWC Techincal Report 12]-D,Assumption
Mr, 139.572 in-lbs M, 139.572 in-lbs Dowel moment resistance based[AWC Technical Report 12]-0,Assumption
YIELD MODE DOWEL EQUATIONS[AWC Technical Report 12 Table 1-1]
In, 289.86 lb P 1449.3 Rd 5 Ko 3.15 6 90
I, 417,375 lb P 2086.88 Rd 5 Ka 3.15 KB 1.25
II 56.7768 lb P 255.496 A 3E-04 B 2.313 C -608.7 R„ 4.5 Ko 3.15
Ills 73.1492 lb P 292.597 A 3E-04 B 2.25 C -683.06 Rd 4 Ko 3.15
Ill 31.4202 lb P 125.681 A 5E-04 B 1.563 C -204.79 Rd 4 Ko 3.15
IV 43.7321 lb P 174.928 A 5E-04 B 1.5 C -279.14 Rd 4 Ko 3.15
Z 31.4202 lb Ref Value Adjustment Factors[NOS Table 10.3.1]
Z' 67.8677 lb Adj Value Cm C, C,, CA Cd Cex Co Cd, Cm KF 4 A
RATIO 0.88 PASS 1 1 1 1 /'..... 1 _,....--"'". 1 1 3.32 0.65 1
WITHDRAWAL LOADING[NDS 11.2.1] Adjustment Factors[NDS Table 10.3.1]
W 304.966 lb/in Reference Value ENDS 11.2-1] CM C, Cpa KF 4 A
W' 658.726 lb/in Adj Value 1 1 1 3.32 0.65 1
p,,,e„ 0.33726 in Required thread penetration for withdrawal
p„,,,; 0.375 in -->Rounded up to nearest 1/8"
P,.ov, ....40,I Override for additional thread penetration
p„ri 1.500 in
COMBINED LATERAL AND WITHDRAWAL LOADING[NDS 11.4.1]
a 1.30702 rad = 74.89 deg
Z 230.123 lb
Zn 514.161 lb Based on p1e1
RATIO 0.45 PASS