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Plans (10) ■SL.V 1JIV110 I • I•ii•ii 261/8" 3:33 18" 40" D REc T T I I I SILN CF6 T 2 02F,3 D BUILDING. i ,_ E E E E E R R RR R ... _ R R RR R A A A A A 40 a �` ALUMINUM ANGLE -- FRAME N. re) C C C C y C / .2 rl ,, E E E E _ '1FFw COPY i . ,ALUMINL _ ANGLE L —CITY OF TIGARD,. G G G G G FOR CODE COMPLIANCE Approved: l . v�rc.� { l LL L L � L = Permit#: ri cf p a.c - n n n -79 Address: q r-,.sc 5',,, G'rveln hUvs E E E E E Suite#: _ ONON-ILLUMINATED D/F WALL SIGN . 8 Date: 6'7 �� Scale: 1/2' = 1' 0" �•�i•�'� NN N N N 1 125"ALUMINUM FACES ON ALUMINUM ANGLE FRAME-FACES,TOP& Paint Color Key BOTTOM TO BE REMOVABLE WITH COUNTER-SUNK SCREWS-PAINT ALL TO MATCH P1 a SATIN BLACK SIGN IS SHOWN FLAT, I_LED SIDE 2 GRAPHICS TO MATCH VINYL COLOR KEY WITHOUT ANGLE VIEW Vinyl Color Key 3 ALUMINUM ANGLE CLIPS-SEE ATTACHMENT KEY 3M#220-10 WHITE SIGN CODE LINE 45 Attachment Key 45. NMI sign`-A sign attached to or pealed on the weN plane of a hue:Mng face wi h the exfxrsed face of the sign m a "'11,1"'"i Expansion Anchors(6) plane paraNel b the txteing face and that protects 18 inches or less from the wall pule of the building face. V L I D ITY OF PERMIT If : ISSUANCE OF A PERMIT BASED ON CONSTRUCTION ContemporaryVisions DOCUMENTS AND OTHER 22-TG-9-12-CH DATA SHALL NOT PREVENT Signs & Wayfinding TERRACE GLEN R QFFICIAL FROM UIRI G OE CORRECTION OF ERRORS. OSSC 105.4 N ,ss ) N i 0 I- 04 f, 1. ii. lf.:VC..\ x iL9'0f: o .O ¶'i I $ 1 <,)11 ll F AI 17.511. 1 , 1 i 1 4 4 LL v i { L<11 01 _ [{:t1 1 ,,Oil f , teal -._ 1 [0.1 [�1 i { ... p .....}.,_ C7 n Mi. NM 17 1maimai [431{ 1 -41 , -C`� 41 . 4 Lnij ^ W 1 :-!IJ [41 1 EliB11 1 li o 0 0 11Cm7I k• 1' 1 41 ou _ _� .4.1 .m1 i .,,, [41 <;A 1 24:bi1 tt'►:1 fle 1 kI' 1 I Cl o o 1 E5jti u *1 r-•_ . to, 410 `..... - . 1 - I CI taI £ I ti I 1 [41 ON t©a IMP:1 . J b 1 W A 0 . W z 0 x I w11 . I .""'.1 6 2023 Page 1 of 3 CPT „� q S U L LAW AY 11545 W.BERNARSAONN DIURT,SUITE A 92 201 27 N b ■ ENGINEERING PROJECTMANAGER@SULLAWAYENG.COM PHONE: 1-858-312-5150 FAX: 1-858-777-3534 PROJECT: TERRACE GLEN, 12345 SW HALL BLVD.,TIGARD,OR DATE: 12/10/2022 PROJECT#: 38170 ENGINEER: SB CLIENT: VANCOUVER SIGN GROUP LAST REVISED: ,f' 2'-6" .f' ,r 2,-6„ .4' WOOD BLOCKING EN - ' 2'-4"O.0 BY OTHERS - Epp f (E/ STUD WALL = W/ PLYWOOD SHEATHING Ulm & 2 LAYER GYPSUM SHEATHING j'-'-""""Aim BY OTHERS \�•!.•�•.•■•I''-� ` (E) BRICK VENEER <,:re). W/WR BARRIER BY OTHERS U o 0 v o PLAN VIEW /11 eiP 0 84474PE r- 0 1111 • OREGON .So � Yi32�10ANT x x qFC F. $13\- EXPIRES: 06/30/2022 1 3 „ \ 1'-6° ,f'2ifk 12„ OELEVATION:MAX OAH FROM GRADE:54'-0" 's$0�- (E) STUD WALL 4� W/ PLYWOOD SHEATHING SIGNAGE ',• IA & 2 LAYERS GYPSUM SHEATHING 4°4 BY OTHERS no--'_a WOOD BLOCKING 1■ Piw ��� BY OTHERS A si 3/8"O LAG SCREWS Pp I MIN. EMBED.=1Y2" $? MIN. THREADED PEN.=1Y2" GENERAL NOTES I INTO WOOD BLOCKING 1. DESIGN CODE:IBC 2018,OSSC 2019 MIN. (6)TOTAL 2. DESIGN LOADS:ASCE 7-16 W/ SPACERS AS REQUIRED - 3. WIND VELOCITY 100 MPH EXPOSURE C SEE ELEVATION FOR LOCATIONS 4. LAG SCREWS PER NDS SPECIFICATIONS 0SECTION (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 RECEIVED Page 2 of 3 SULLAWAY b ■ ENGINEERING PROJECT: TERRACE GLEN DATE: 12/10/2022 PROJ. NO.: 38170 ENGINEER: SB CLIENT: VANCOUVER SIGN GROUP V5.5 units; pounds,feet unless noted otherwise Applied Wind Loads; from ASCE 7-16 Pnet=X Kzt Pnet30 (ASCE 30.4-1) X= 1.56 (ASCE Fig. 30.4-1) KZt 1.0 (unless unusual landscape) V= 100 mph Exposure= c Area= 30.0 ft` max. height= 54.0 ft Pnet30= 16.81 psf Pnet= 26.23 psf Pnet30= -21.75 psf Pnet= -33.93 psf Loads 0.375" Dia. Lag Screws -Signage to Wall (LRFD): Pnet= See Above= 33.93 psf Tributary Area= Arrlbt=4-0")*(2'-6")/2= 5.00 ft2 Tributary Area= ATn62=(12'-0")*(2'-6")= 30.00 ft2 Wind Load1= WL1=Pnet*ATrib1= 170 lbs Dead Load1= DL1=1.2*lopsf"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=MDUspacing/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 ,. n_-.1 PROJECT: TERRACE GLEN DATE: 12/10/2022 PROJ.NO.: 38170 CITY, L]" I IA U, i t ENGINEER: SB CLIENT: VANCOUVER SIGN GROUP L 'iI L�11VC Di'J; 31 h! LAG SCREWS(LRFD)-SOLID WOOD TO SOLID ALUMINUM-WITHDRAWAL AND SINGLE SHEAR LATERAL FACTORED FASTENER LOADING MAIN MEMBER SIDE MEMBER W,Ilir lb Withdrawal Load DOUGLAS FIR-LARCH ALUMINUM H E Z, lb Lateral Load G 0.5 F, 42 ksi Ultimate Strength n z FASTENER DIMENSIONS t, 1.5 in t, 0.125 in Thickness z L,,g in Length into Main MBR 0 90 deg in I D g in Nominal Diameter w i I w bis.to•=in Washer Main Member End Grain(a) g mein Gap 1 [ u_ I p",; 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 Fyi, 45000 psi [NDS Table 11] DOWEL BEARING CALCULATIONS Fol 5600 psi Dowel bearing strength,perpendicular to grain ENDS Table 11.3.2 Footnote 2] Fe.oe,c 3646.03 psi Dowel bearing strength,parallel to grain P405Tat*11.3.2 Footnofe2f Fe,, 3646.03 psi Fe 63000 psi Dowel bearing strength-Hankinson formula[NDS 11.3-11]&Steel ENDS Comm.12] L,, 1.5 in L, 0.125 in Dowel bearing length q, 966.199 lbs/in qs 16695 lbs/in Dowel bearing resistance[AWC Techincal Report 12]-D,Assumption M,,, 139.572 in-lbs M, 139.572 in-lbs Dowel moment resistance based[AWC Technical Report 12]-D.Assumption YIELD MODE DOWEL EQUATIONS[AWC Technical Report 12 Table 1-1] I., 289.86 lb P 1449.3 1 Rd 5 Ka 3.15 B 90 I, 417.375 lb P 2086.88 I Rd 5 Kp 3.15 KB 1.25 II 56.7768 lb P 255.496 A 3E-04 B 2313 C -608.71 Rd 4.5 Ka 3.15 III, 73.1492 lb P 292.597 A 3E-04 B 2.25 C -683.06E Rd 4 Ka 3.15 Ills 31.4202 lb P 125.681 A 5E-04 B 1.563 C -204.791 Rd 4 Kp 3.15 IV 43.7321 lb P 174.928 A 5E-04 B 1.5 C -279.14E Rd 4 Kp 3.15 Z 31.4202 lb Ref Value Adjustment Factors[NDS Table 10.3.11 Z' 67.8677 lb Adj Value CM C] C, C, Cd Ce& C Cd, C,„ Kr 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 INDS 11.2-1] CM C, Ce, Kr d A W' 658.726 lb/in Ad]Value 1 1 1 3.32 0 65 1 p,,,,0 0.33726 in Required thread penetration for withdrawal p,.e5 0.375 in --sRounded up to nearest 1/8" p,0,,, 1.5 Override for additional thread penetration pi:ei 1.500 in COMBINED LATERAL AND WITHDRAWAL LOADING ENDS 11.4.1] a 1.30702 rad = 74.89 deg Z„' 230.123 lb Zo,' 514.161 lb Based on p„e, RATIO 0.45 PASS