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19-105343
Sign City of Federal way Permit #:19-105343-00-SG Community Development Dept. 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253)835-3050 Ph:(253)835-2607 Fax:(253)835-2609 Project Name: A&B HOMECARE Project Address: 1025 S 320TH ST Parcel Number: 172104 9117 Project Description: Remove existing monument sign and replace with a new monument sign.Footing to remain. Attach to existing J-Box. Owner Applicant Contractor AIYEDUN INVESTMENT COMPANY LLC TRACIE SKILESBERRY SIGN SYSTEMS BERRY SIGN SYSTEMS 1025 S 320TH ST UNIT 104 7400 HARDESON RD (ELECTRICAL04) FEDERAL WAY WA 98003 EVERETT WA 98203 BERRYSS853W7(1/27/21) USA 7400 HARDESON RD EVERETT WA 98046 Free Standing Sign Information Reg.# Sign Type Illuminated #Sign Setback Sign Face Sign Face Sign Height Base Landscape Faces (Ft.) Width(Ft.) Height(Ft.) (Ft.) Height(Ft.) Area(Sq Ft.) Sign A N/A Pedestal Yes 2 3.00 8.00 4.00 7.00 3.00 64.00 Additional Permit Information Comprehensive Plan Designation City Center Frame Zoning Designation CC-F PERMIT EXPIRES Saturday, 11 July,2020 Permit Issued on Monday,January 13,2020 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy nd the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agent Date: 1 I 1 31)-02-0 THIS CARD IS TO REMAIN ON-SITE t ` `""OP - Construction Inspection Record Federal Way INSPECTION REQUESTS:(253)835-3050 PERMIT#: 19 105343 00 Address: 1025 S 320TH ST Project: AIYEDUN INVESTMENT COMPAN FEDERAL WAY WA 98003-5358 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. 0 Footings/Setback(4110) El Final-Electrical(4055) '® Final-Sign(4085) Approved to place concrete Approved q n Approved �j /J/�'� By AP Date 2 113 .,By elDate�w J ' RA/ ••By er Date J e j-- -0 0 Attachment(4010) Approved By Date • ❑ Rough Electrical 0 Final Electrical 0 Right of Way Approved Approved gApproved By Date By Date By Date RECEIVED CITY OF � NOV 0 6 2019 SIGN PERMIT Federal Way ,;Mur°im�DEVELOPMENT APPLICATION • PICRIWIT*MOM ii-_ qIa53ci ; s T' D 1 9 /I. SITE ADDRESS /02.3 , / S)►- )_ BUSINESS NAME ON SIGN iikEt""'"l ,. -1-` -D ezt , ASSESSOR'S TAX PARCEL# - ZONING DESIGNATION — — — — ELECTRICAL INCLUDED(Attaching to existing J-box) PNo PROJECT VALUE $ g 7s7 DETAILED PROJECT DESCRIPTION ")(\ i 416/ _ Cl`i- ) e,&(J itt, U SIGN OWNER: PRIMARY PHONE NAMk 1, r -r- V Y' ,(,et `� ( 767.g/7 -, 7)q MAILING ADDR4SS FAX NUMBER 10 ZS' . 32a� 5 ( ) - 're' STATE DE ZIP C E-MAIL ADDRESS VL . A3ct CONTRACTOR: NAME q te4 ��G I ` S � (LWOFFIJ PHONEE 711, - LS a C I MA111G�V U �e. ` /CELL PHONE - 4---`/I.�� CST--� / STATE ZIP CODE E-MAIL ADDRESS (� .(tet/ W 11�3 -f'Y esbowiiigli &ds �inc- WA ST TE CO CTORS LICENSE: TION ATE: FEDERAL WAY BUSINESS LICENSE: Iii' � � YLfSS�S-7�? 27,21 tO t -100 -O0--Q APPLICANT NAMEA '/t/_ `( vt, 7 _ (`PRIMARY PHONE - MAILING DRESS{`/ �(j/�r/(J_,•` FAX NUMBER ( ) - CITY STATE ZIP CODE E-MAIL ADDRESS PRIMARY PHONE PROJECT N¶ ii�i/A� SV YvS ( LGA GE' E-MAILY � IG-� CTVl- q- li z I certify under penalty of perjwy that the information furnished by me is true and correct to the best of my knowledge,andfurther, that I am authorised by the co r of the above premises to perform the work for which the permit application is made. I SIGNATURE DATE: t 1 51 1 1 PRINT NAME -Irwe J q6r1 PERMIT CENTER+33325 8TH AVENUE SOUTH+FEDERAL WAY,WA 98003-6325+253-835-2607+FAX:253-835-2609+pern itcente at citvoffederalway.com 4 PROVIDE THE FOLLOWING INFORMATION FOR EACH PROPOSED SIGN FREE STANDING SIGNS SIGN TYPE SIGN AREA ILLUMINATED? LANDSCAPING TOTAL BASE (Monument,Pedestal,Pole) (#of faces x 2) (square feet) HEIGHT HEIGHT Y- Of ki C SUBJECT PROPERTY'S FRONTAGE ON PUBLIC RIGHT OF WAY(LINEAR FEET): t BUILDING MOUNTED SIGNS SIGN TYPE SIGN AREA ILLUMINATED? BUILDING ELEVATION EXPOSED (Cabinet,Channel Letter,Awning,eft.) (N,S,E,W) BUILDING FACE A B C D E LARGEST EXPOSED BUILDING FACE(SQUARE FEET): EXEMPT SIGNS SIGN TYPE SIGN AREA SIGN HEIGHT NUMBER OF (Directional,Instructional,tenant panel,etc.) SIGNS E-1 E-2 E-3 E-4 E-5 Bulletin#102—May 3,2016 Page 2 of 3 k:/Handouts/Sign Permit Application , , SIGN PERMIT SUBMITTAL CHECKLIST APPLICATIONS WILL NOT BE ACCEPTED AT THE COUNTER UNLESS ALL REQUIRED INFORMATION IS PROVIDED SUBMITTAL REQUIREMENTS FOR ALL SIGN PERMITS /e/ COMPLETED PERMIT APPLICATION APPLICATION FEES O(2)COMPLETE SETS OF PLANS(ASSEMBLED AND STAPLED INTO INIMUM PLAN SIZE—11"X 17" PLANS DRAWN TO SCALE AND SCALE PROVIDED O SITE PLAN: ❑ Scale (1" = 20') ❑ Location of ALL proposed signs, including refaces ❑ North arrow ❑ Each sign alpha labeled consistent with application ❑ Property lines and building footprint ❑ Location of all existing signs to remain ❑ Location of suite, if multi-tenant ❑ Location of all existing signs to be removed ADDITIONAL REQUIREMENTS FOR WALL MOUNTED SIGNS ❑ ELEVATION DRAWINGS 0 DETAILS ❑ Scale (V/s" = 1') ❑ Scale o Location and size of all signage including: ❑ Sign materials, color and illumination type ❑ Existing signs to be removed ❑ Actual weight of sign or individual letters ❑ Existing signs to remain on each façade ❑ Cross-section showing scaled width of sign: ❑ Proposed signs if canopy or awning, show entire building ❑ Dimensions of each building face or suite façade including awning/canopy and color scheme ❑ Calculated total building face area ❑ Method of attachment, size/type of ❑ Calculated total sign face area OR connector AND Calculated total area of individual signage ❑ Site-specific installation details (what sign is components (letters, numbers, logos, etc.) attached to in field), placement and ❑ Each proposed sign alpha labeled consistent construction with application ❑ Each proposed sign alpha labeled consistent with application ADDITIONAL REQUIREMENTS FOR FREE-STANDING SIGNS 0 LANDSCAPING PLAN(IN ADDITION TO OVERALL SITE PLAN) 0 ELEVATION DRAWINGS ❑ Minimum scale 1" = 20' o Scale ❑ Footprint and dimensions of sign ❑ Sign materials, color&illumination type ❑ Setbacks from property line(s) ❑ Sign face/panel/base dimensions ❑ Show point of measurement for location of ❑ Calculated total sign/panel area property line(s) using fog-line, sidewalk, ❑ Base materials &how harmonious w/building and/or edge of pavement ❑ Foundation type ❑ Show location of driveway(s) and street(s) o Alpha labeling consistent with application ❑ Dimensions of landscape area 0 CROSS-SECTION ❑ Type &location of landscape vegetation ❑ Scale ❑ Calculated area of landscaping (minus footprint of sign) ❑ Edge of landscaping area 0 DETAILS ❑ Existing &finished grades surrounding sign ❑ Foundation/footing information ❑ Total sign height from average grade ❑ Wind load calculations (for signs 6'&over) Bulletin#102—May 3,2016 Page 3 of 3 k:/Handouts/Sign Permit Application • 1of22 /9- /053,43 ' S U L L/\W/\Y 10815 RANCHO BERNARDO RD.,SUITE 260 SAN DIEGO,CA 92127 b is ENGINEERING PROJECTMANAGER@SULLAWAYENG.COM PHONE:1-858-312-5150 PROJECT: A&B HOMECARE&STAFFING,320TH ST.SUITE 104&201,FEDERAL WAY,WA DATE: 11/19/2019 PROJECT#: 23939-1 ENGINEER: JC CLIENT: BERRY SIGN SYSTEMS LAST REVISED: 11171 9'-6" r- 8.-0" \ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . bo 8'-6"X0'-8"X2'-8" CMU . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11111111111 • I 1 I I I I I I I I 1 I 1 (E)9'-6'x0'-6'x2'-8" I I I I I I I I I I I I I f CONC. BASE " I I I I I I I I I I I I 4 1 1 1 1 1 1 1 1 I I 1 1 1 ;J I I I I I I I I I I 1 I ••• (E) 10'-0"X3'-0'x1'-6" I I I I I I I f I I I I I CONC. FOOTING . 1 I I I I I I I I I I I I (E)#4 BARS @ 12"O.C. 10'-0" TOP&BOTTOM EACH WAY 0 FRONT ELEVATION GENERAL NOTES 1. DESIGN CODE:IBC 2015 2. DESIGN LOADS:ASCE 7-10 3. WIND VELOCITY 110 MPH EXPOSURE C 4. CONCRETE 2500 PSI MINIMUM 4� 5. HILTI HY 200+HAS ESR 3187 6. CMU 1500 PSI MINIMUM !r 7. ANCHOR BOLT STEEL ASTM F1554 GR.36 HDG PER ASTM / '4 A153 "— 8. STEEL REINFORCEMENT IN CONCRETE ASTM A615 GR 60 .q y 9. VERTICAL SOIL BEARING PER IBC CLASS 4(2000 PSF) 10. PROVIDE PROTECTION AGAINST DISSIMILAR METALSloNALO 11. PROVIDE MIN 3"CLEAR COVER ON ALL STEEL EMBEDDED IN CONCRETE 12. GENERAL CONTRACTOR SHALL VERIFY THAT EXISTING ELEMENTS ARE ADEQUATELY SUPPORTED AND RESUBMITTED CONNECTED BEFORE INSTALLATION 13. ALL EXISTING CONDITIONS SHALL BE VERIFIED IN FIELD NOV 21 2019 PRIOR TO INSTALLATION CITY OF f tDEIUL WAY COMMUNITY DEVELOPMENT 2 of 22 q IA S U L L AWAY 10815 RANCHO BERNARDO RD.,SUITE 260 SAN DIEGO,CA 92127 b I ENGINEERING PROJECTMANAGER@SULLAWAYENG.COM PHONE:1-858-312-5150 PROJECT: A&B HOMECARE&STAFFING,320TH ST.SUITE 104&201,FEDERAL WAY,WA DATE: 11/19/2019 PROJECT#: 23939-1 ENGINEER: JC CLIENT: BERRY SIGN SYSTEMS LAST REVISED: 1'-10" t 6" 0 co 2°THREADED ROD co W/HILTI HIT-HY 200 HAS • 1 ADHESIVE MIN.4 BOLTS MIN. 24"O.C. SPACING zy flpfl MIN. 5" INTO CONC. BASE iv #4 BARS W/HILTI-HY ll200 +ADHESIVE II @18"O.C. MIN. 5"EMBED /� MEMINTO CONC. FOOTING .... 8wd (E)#4 BARS <. @ 12"O.C. MIN. 9"EMBED INTO .+' 3'-0" •+' CONC. FOOTING 02 SIDE VIEW • 3 of 22 ' •• S U L L \W/ \Y 10815 Rancho Bernardo RD.,SD,CA 92127 projectmanager@sullawayeng.com ■ ENGINEERING Phone:858-312-5150 PROJECT: A&B HOMECARE& STAFFING DATE: 11/4/19 PROJ. NO.: 23939-1 ENGINEER: JC CLIENT: BARRY SIGN SYSTEMS V5.0 units;pounds,feet unless noted otherwise Applied Wind Loads; from ASCE 7-10 F=qZ*G*Cf*Af with qZ= 0.00256KZKZtKdV2 (29.3.2 &29.4) Cf= 1.650 (Fig. 29.4-1) max. height= 6.7 Kt= 1.0 (26.8.2)(=1.0 unless unusual landscape) KZ from table 28.3-1 Exposure= c Kd= 0.85 for signs (table 26.6-1) V= 110 mph G= 0.85 (26.9) weight= 0.573 kips s/h= 0.600 MDL= 0.00 k-ft B/s= 2.00 Pole structure height at pressure Wind Loads component section c.g. KZ q: qz*G*Cf Af shear Moment Mw 1 1.33333333 0.85 22.4 31.4 25.3 795 1060 2 4.66666667 0.85 22.4 31.4 32.0 1004 4687 sums: 57.3 1800 5.75 (Mw) k-ft arm= 3.2 Pu 0.69 kip M= 5.75 k-ft M=sgrt(MDL2+MW2) Mu=sgrt(1.2MDL2+1.0Mw2)= 5.75 k-ft 4 of 22 q S U L LIINAY 10815 Rancho Bernardo RD.,SD,CA 92127 projectmanager@sullawayeng.com 1 ■ ENGINEERING Phone:858-312-5150 PROJECT: A&B HOMECARE &STAFFING DATE: 11/19/2019 PROJ. NO.: 23939-1 ENGINEER: JC CLIENT: BARRY SIGN SYSTEMS V50 units;pounds,feet unless noted otherwise Loads 1/2"Threaded rod w/Hilti HY-200 adhesive PER ESR 3187 Pressure= = 31.4 psf Trib Area= (4')*(2')= 8 ft^2 Wind Load= (Pnet*TribArea)= 251.2 lbs arm= = 24.00 in MWL= arm*WL= 6028.8 lbs-in Tu= MWL/3"/1= 2009.6 lbs 2.0096 k Vu= WL= 251.2 lbs 0.2512 k 5 of 22 q IN SUL LAWAY 10815 Rancho Bernardo RD.,SD,CA 92127 lb IN ENGINEERINGawayeng.com Phone:858e-312-5150rFax:1858-777-3534 PROJECT: A&B HOMECARE&STAFFING DATE: 11/4/19 PROJ. NO.: 23939-1 ENGINEER: JC CLIENT: BERRY SIGN SYSTEMS Version 3.0 Longitude Direction units;pounds,feet unless noted otherwise CMU Design 8'-6"X0'-8"X2'-8"  Rebar @ 18" O.C. Loads Rebar loads Vu= 1.8 k Vbar=Vu/5= 0.36 k Mu= 5.75 k-ft Tu=Mu/14/5= 0.986 k Proceed to Hilti report for capacities Check Slab; $= 0.9 fy 60 ksi fc= 1.5 ksi 150 lbs/ft3 Flexure AS 1.20 d= 4.0 in 04.4Asty(d-a/2)= 258 k-in = 21.48 k-ft Mr<(1)M„ ok a=Asfy/0.85fcb= 0.046 in b= 102.00 in h= 8 in USE#4@18" EACH WAY Shear; (I)Vn=O2sgrt(fc)bd 4 Vc= 284.4 $= 0.75 Vr<4vn ok 6 of 22 S U L LAWAY 10815 Rancho Bernardo RD.,SD,CA 92127 lb • ENGINEERINGprojectmanager@sullawayeng.com Phone:858-312-5150 Fax:858-777-3534 PROJECT: A&B HOMECARE&STAFFING DATE: 11/4/19 PROJ. NO.: 23939-1 ENGINEER: JC CLIENT: BERRY SIGN SYSTEMS Version 3.0 Longitude Direction units;pounds,feet unless noted otherwise Conc. Design 9'-6"X0'-6'X2'-8" & #4 Rebar @ 12" O.C. Loads Vu= 1.8 k Mu= 5.75 k-ft Check Slab; 4= 0.9 fY 60 ksi fc= 2.5 ksi 150 lbs/ft3 Flexure AS 4.00 d= 3.0 in �Mn 4Asfy(d-a/2)= 639 k-in = 53.26 k-ft Mr<iMn ok a=Asfy/0.85fcb= 0.083 in b= 114.00 in h= 6 in Development Length Ib=(fyW,11)e/25Xsgrt(fc))db= 24 in db= 0.5 in Wt= 1 W5= 0.8 Ib=[3fyWtWeWj40Asgrt(fc)(Cb+Ktr/db)] 24 in X= 1 We 1 Cb+Ktr/db= 1.5 Idh=0.7*(0.02*We*fy/A*sgrt(f'c))*db= 8.4 in Horzontal length=12*db= 6 in USE#4@12" EACH WAY Shear; 4Vn 42sgrt(fc)bd 4Vc= 307.8 cp= 0.75 Vr<4Vn ok 7 of 22 q ■ S U L LAWAY 10815 Rancho Bernardo RD.,SD,CA 92127 projectmanager@sullawayeng.com ■ ENGINEERING Phone:858-312-5150 Fax:858-777-3534 PROJECT: A&B HOMECARE &STAFFING DATE: 11/4/19 PROJ. NO.: 23939-1 ENGINEER: JC CLIENT: BERRY SIGN SYSTEMS Version 3.0 Longitude Direction units;pounds,feet unless noted otherwise applied shear at grade v= 1.13 kip unfactored load factored load,Vu= 1.8 k applied moment at grade m= 3.59 kip-ft unfactored load factored load,Mu= 5.75 k-ft depth of soil above footing hs 0 ft allowable soil bearing p= 2.7 ksf (use a factor of 1.33 for wind or seismic) Spread Footing Design moment m= 5.3 k-ft Footing size(ft) b= 10.00 L= 3.00 h= 1.50 S= 15.0 Footing Weight= 6.8 k signage weight= 0.6 k soil 0.00 total= 7.32 Overturning; Mc= 10.98 Mc>1.5M 2.0799 ok soil pressure; max= 0.627 ksf ok forces on concrete pad; V= 6.3 k Vr= 10.08 k (=1.6V) M= 4.73 k-ft Mr 7.56 k-ft Check Slab; clr= 0.9 fy 60 ksi fc= 2.5 ksi 150 lbs/ft3 Flexure AS 0.20 d= 14.0 in 4Mn 4Asff(d-a/2)= 151 k-in = 12.58 k-ft Mr4Mn ok a=A4.10.85fsb= 0.047 in Check minimum Asn,; 2sgrt(fc)bd/ff= 4.2 200bd/fy= 5.60 or 1.333A5 0.27 in2 Use Ag= 0.27 in2 short direction ys 2/((3+1) = 0.8 with R= 1.5 short direction; yAs 0.21 in2 USE#4@12" EACH WAY Shear; 4V„=42sgrt(fc)bd 4Vc= 126.0 (0= 0.75 Vr<4Vn ok 8 of 22 DOI, , www.hilti.us Profis Anchor 2.7.7 Company: Page: 1 Specifier: Project: 23939-1 hit report Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: Specifiers comments: 1 Input data Anchor type and diameter: HIT-HY 200+HAS-E 1/2 IMIMENIMMO Effective embedment depth: hef,opti=5.039 in.(hef,llml,= 10.000 in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-14/Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,f5=2,500 psi;h=32.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[kip,ft.kip] Z it 0 Jo Noi X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 9of22 114'1...T' www.hilti.us Profis Anchor 2.7.7 Company: Page: 2 Specifier: Project: 23939-1 hit report Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions[kip] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2.009 0.251 0.251 0.000 max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0.000[kip] resulting compression force in(x/y)=(0.000/0.000):0.000[kip] 3 Tension load Load Nua[kip] Capacity+N„[kip] Utilization ON=Nue/.N„ Status Steel Strength* 2.009 6.688 31 OK Bond Strength** 2.009 2.020 100 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 2.009 2.031 99 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3187 4) Nsa Z Nsa ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2] futa[psi] 0.14 72,500 Calculations Nsa[kip] 10.290 Results Nsa[kipl 4)steel 4) Nsa[kip] Nua[kip] 10.290 0.650 6.688 2.009 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 10 of 22 Pill ITI • www.hilti.us Profis Anchor 2.7.7 Company: Page: 3 Specifier: Project: 23939-1 hit report Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 3.2 BondStrength ANa Na = (ANao)W ed,Na W cp,Na Nba ACI 318-14 Eq.(17.4.5.1a) Na z Nua ACI 318-14 Table 17.3.1.1 ANa =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANao =(2 0Na)2 ACI 318-14 Eq.(17.4.5.1c) CNa =10 da uncr ACI 318-14 Eq.(17.4.5.1d) 1100 1 W ec,Na= 1 1 + eN)s 1.0 ACI 318-14 Eq.(17.4.5.3) CNa W ed,Na=0.7+0.3(c in)s 1.0 ACI 318-14 Eq.(17.4.5.4b) W cp,Na=MAX(ca,miCacn,CNaCac 5 1.0 ACI 318-14 Eq.(17.4.5.5b) Nba =Xa•tk,c•n•da• het ACI 318-14 Eq.(17.4.5.2) Variables T k,c,uncr[psi] da[in.] het[in.] ca,min[in.] k,c[psi] 2,220 0.500 5.039 3.000 1,120 ect,N[in.] ec2,N[in.] ca.[in.] a 0.000 0.000 8.238 1.000 Calculations) 1 CNa[in.] ANa[in 2] ANao[in.2] W ed,Na 7.071 84.85 200.00 0.827 W ec1,Na W ec2,Na W cp,Na Nba[kip] 1.000 1.000 1.000 8.855 Results A Na[kip] w bond 4t Na[kip] Nua[kip] 3.108 0.650 2.020 2.009 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 11 of 22• 1041'1141", www.hilti.us Profis Anchor 2.7.7 Company: Page: 4 Specifier: Project: 23939-1 hit report Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 3.3 Concrete Breakout Strength Nth = (AN�o)W ed,N w c,N W cp,N Nb ACI 318-14 Eq.(17.4.2.1a) 4) Ncb z N„a ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = (1 +2 eN <—1.0 ACI 318-14 Eq.(17.4.2.4) 3 hef W ed,N =0.7+0.3(1.5heGamint)c 1.0 ACI 318-14 Eq.(17.4.2.5b) w N =Mix(ca min, 1.5hef)c 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac Cac Nb =kc .a Affc he{5 ACI 318-14 Eq.(17.4.2.2a) Variables het[in.] ec1.N[in.] ea2,N[in.] Ca,min[in.] w c,N 5.039 0.000 0.000 3.000 1.000 cac[in.] ko A,a fc[psi] 8.238 17 1.000 2,500 Calculations ANC[in.2] ANco[in•2] W ec1,N w ec2,N W ed,N W cp,N Nb[kip] 90.60 228.02 1.000 1.000 0.819 1.000 9.599 Results Nce[kip] (I)concrete 41 NCb[kip] Nue[kip] 3.124 0.650 2.031 2.009 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 12 of 22 11.11'��' • www.hilti.us Profis Anchor 2.7.7 Company: Page: 5 Specifier: Project: 23939-1 hit report Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 4 Shear load • Load V„a[kip] Capacity$V„[kip] Utilization fiv=V„a/$V„ Status Steel Strength* 0.251 3.705 7 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Bond Strength controls)** 0.251 4.351 6 OK Concrete edge failure in direction x+** 0.251 1.364 19 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =(0.6 Asev feta) refer to ICC-ES ESR-3187 Vsteei Z Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v[in.2] fate[psi] (0.6 Ase,v feta)[kip] 0.14 72,500 6.175 Calculations Vsa[kip] 6.175 Results Vsa[kip] 4)steel 4) Vsa[kip] Vua[kip] 6.175 0.600 3.705 0.251 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 13 of 22 I www.hilti.us Profis Anchor 2.7.7 Company: Page: 6 Specifier: Project: 23939-1 hit report Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 4.2 Pryout Strength(Bond Strength controls) AN Vcp =kcp[(ANao)tV ed,Na W cp,Na Nba] ACI 318-14 Eq.(17.5.3.1a) d Vcp z Vua ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANao =(2 CNa)2 ACI 318-14 Eq.(17.4.5.1c) CNa = 10 daT encr ACI 318-14 Eq.(17.4.5.1d) 1100 1 w ec,Na= (1 +eN)5 1.0 ACI 318-14 Eq.(17.4.5.3) CNa W ed,Na=0.7+0.3(Garn)5 1.0 ACI 318-14 Eq.(17.4.5.4b) W cp,Na=MAX Ca,min CNa 5 1.0 ACI 318-14 Eq.(17.4.5.5b) Cac Cac Nba =?a't k,c'n da hef ACI 318-14 Eq.(17.4.5.2) Variables kcp T k,c,uncr[psi] da[in.] hat[in.] Capin[in.] T k,c[psi] 2 2,220 0.500 5.039 3.000 1,120 ect,N[in.] ec2,N[in.] Cac[in.] X a 0.000 0.000 8.238 1.000 Calculations cNa[in.] ANa[in.2] ANao[in.2] W ed,Na 7.071 84.85 200.00 0.827 ec1,Na w ec2,Na w cp,Na Nba[kip] 1.000 1.000 1.000 8.855 Results Vcp[kip] 4)concrete 4) Vcp[kip] Vua[kip] 6.216 0.700 4.351 0.251 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 14 of 22• MI lair www.hilti.us Profis Anchor 2.7.7 Company: Page: 7 Specifier: Project: 23939-1 hit report Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 4.3 Concrete edge failure in direction x+ Vcb (AVc Avco)lW ed,V W c,V W h,V W parallel,V Vb ACI 318-14 Eq.(17.5.2.1a Vcb z Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14,Section 17.5.2.1,Fig.R 17.5.2.1(b) Avco =4.5 cat ACI 318-14 Eq.(17.5.2.1c) 1 W ec,v= \ 2e„/ 5 1.0 ACI 318-14 Eq.(17.5.2.5) 1 + 3cai ed,v=0.7+0.3(5t t)5 1.0 ACI 318-14 Eq.(17.5.2.6b) W h,V = 1.5cat ha 2 1.0 ACI 318-14 Eq.(17.5.2.8) o.z Vb = (7(d) i)�.a c:i5 ACI 318-14 Eq.(17.5.2.2a) a Variables cat [in.] caz[in.] ecv[in.] W c.V ha[in.] 3.000 12.000 0.000 1.000 32.000 le[in.] A,a da[in.] fc[psi] W parallel,V 4.000 1.000 0.500 2,500 1.000 Calculations Avc[in.2] Avco[in.2] W ec,V W ed,V W h,V Vb[kip] 40.50 40.50 1.000 1.000 1.000 1.949 Results Vcb[kip] (I)concrete 4> Vw[kip] V.[kip] 1.949 0.700 1.364 0.251 5 Combined tension and shear loads NN 13v Utilization(3N,v[%] Status 0.994 0.184 1.000 99 OK RNV=(t3N+ 3v)/1.2<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The q factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 15 of 22 M'L:11"1 www.hilti.us Profis Anchor 2.7.7 Company: Page: 8 Specifier: Project: 23939-1 hit report Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS-E 1/2 Profile:- Installation torque:0.030 ft.kip Hole diameter in the fixture:- Hole diameter in the base material:0.563 in. Plate thickness(input):- Hole depth in the base material:5.039 in. Recommended plate thickness:- Minimum thickness of the base material:6.289 in. Drilling method:Hammer drilled Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer • Properly sized drill bit to blow from the bottom of the hole • Torque wrench • Proper diameter wire brush Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 3.000 3.000 12.000 12.000 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt,AG,Schaan 16 of 22 'Mil 111111111.1 www.hilti.us Profis Anchor 2.7.7 Company: Page: 1 Specifier: Project: 23939-1 rebar hit repor Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: Specifiers comments: 1 Input data MILTI h Anchor type and diameter: HIT-HY 200+Rebar A 615 Gr.60#411.1111111.1.1.1111.1.11 Effective embedment depth: het,opt =2.750 in.(her,umi,=10.000 in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-14/Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2,500 psi;h=18.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[kip,ft.kip] Z it 7 Al* y' -�•'a � k f It' ,$ `�µ-Yr -- Z :, CMS } R� 3 • x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 17 of 22 11141 `.'T'I www.hilti.us Profis Anchor 2.7.7 Company: Page: 2 Specifier: Project: 23939-1 rebar hit repor Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[kip] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.986 0.360 0.360 0.000 max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0.000[kip] resulting compression force in(x/y)=(0.000/0.000):0.000[kip] 3 Tension load Load Nua[kip] Capacity 4 N„[kip] Utilization I3N=Nua/4 N„ Status Steel Strength* 0.986 11.700 9 OK Bond Strength** 0.986 3.032 33 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 0.986 2.520 40 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3187 4) Nsa z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2] futa[psi] 0.20 90,000 Calculations Nsa[kip] 18.000 Results Nsa[kip] 4)steel 4) Nsa[kip] Nua[kip] 18.000 0.650 11.700 0.986 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 18 of 22 PI'��I www.hilti.us Profis Anchor 2.7.7 Company: Page: 3 Specifier: Project: 23939-1 rebar hit repor Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 3.2 BondStrength Na = (A )ANaW ed,Na W cp,Na Nba ACI 318-14 Eq.(17.4.5.1a) Nao Na z N. ACI 318-14 Table 17.3.1.1 ANa =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b) ANao =(2 cNa)2 ACI 318-14 Eq.(17.4.5.1c) cNa = 10 da1100 T uncr ACI 318-14 Eq.(17.4.5.1d) / 1 ec,Na= 1 1 + eN)5 1.0 ACI 318-14 Eq.(17.4.5.3) cNa W ed,Na=0.7+0.3(cc:")5 1.0 ACI 318-14 Eq.(17.4.5.4b) W cp,Na=MAX(ca min cNa)5 1.0 ACI 318-14 Eq.(17.4.5.5b) cac cac Nba =a,a• t k,c•n •da• het ACI 318-14 Eq.(17.4.5.2) Variables ti k,c,uncr[psi] da[in.] hef[in.] Capin[in.] Z k,c[psi] 1,561 0.500 2.750 7.000 1,080 ec1,N[in.] ea,N[in.] ca.[in.] X.a 0.000 0.000 3.988 1.000 Calculations cNa[in.] ANa[!n 2] ANao[in.2] W ed,Na 5.928 140.59 140.59 1.000 W ec1,Na W ec2,Na W cp,Na Nba[kip] 1.000 1.000 1.000 4.665 Results Na[kip] 4)bond 4) Na[kip] N.[kip] 4.665 0.650 3.032 0.986 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan • • 19of22 MILAN"I www.hilti.us Profis Anchor 2.7.7 Company: Page: 4 Specifier: Project: 23939-1 rebar hit repor Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 3.3 Concrete Breakout Strength Nth = (ANco)w ed,N w c,N w cp,N Nb ACI 318-14 Eq.(17.4.2.1a) Ncb Z Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 w ec,N = (1 +2 eN <_1.0 ACI 318-14 Eq.(17.4.2.4) 3 he W ed,N =0.7+0.3 ,mi (Can) s 1.0 ACI 318-14 Eq.(17.4.2.5b) 1.5hefJ w cp,N =MAX(ca—min� 1.5hef)5 1.0 ACI 318-14 Eq.(17.4.2.7b) cac Cac Nb =kc a hers ACI 318-14 Eq.(17.4.2.2a) Variables hef[in.] ect,N[in.] ec2,N[in.] Ca,min[in.] w c,N 2.750 0.000 0.000 7.000 1.000 cac[in.] kc a fc[psi] 3.988 17 1.000 2,500 Calculations ANc[in.2] ANoo[in.2] w ecl,N w ec2,N w ed,N w cp,N Nb[kip] 68.06 68.06 1.000 1.000 1.000 1.000 3.876 Results Ncb[kip] concrete t Ncb[kip] Nua[kip] 3.876 0.650 2.520 0.986 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 20 of 22 11141 I LT I www.hilti.us Profis Anchor 2.7.7 Company: Page: 5 Specifier: Project: 23939-1 rebar hit repor Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 4 Shear load Load Vua[kip] Capacity+Vn[kip] Utilization pv=Vua/4 Va Status Steel Strength* 0.360 6.480 6 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Concrete Breakout 0.360 5.427 7 OK Strength controls)** Concrete edge failure in direction x+** 0.360 3.752 10 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =(0.6 Ase,v futa) refer to ICC-ES ESR-3187 4) Vsteel 2 Vua ACI 318-14 Table 17.3.1.1 Variables Ase,v[in.2] futa[psi] (0.6 Ase,v futa)[kip] 0.20 90,000 10.800 Calculations Vsa[kip] 10.800 Results •A Vsa[kip] I W steel w Vsa[kip] Vua[kip] 10.800 0.600 6.480 0.360 4.2 Pryout Strength(Concrete Breakout Strength controls) Vc5 =kcp[(AA-)W ed,N W c,N W cp,N Nb] ACI 318-14 Eq.(17.5.3.1a) VC>,2 Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig. R 17.4.2.1(b) ANao =911.2g ACI 318-14 Eq.(17.4.2.1c) 1 W ec,N = (1 +2 eN 5 1.0 ACI 318-14 Eq.(17.4.2.4) 3 hef W ed,N=0.7+0.3( :f) 5 1.0 ACI 318-14 Eq.(17.4.2.5b) 1.5h W cp,N=MAX(ca,min, 1.5hef)5 1.0 ACI 318-14 Eq.(17.4.2.7b) Cac Cec Nb =kc a a'he15 ACI 318-14 Eq.(17.4.2.2a) Variables kap hef[in.] ect.N[in.] ec2,N[in.] cumin[in.] 2 2.750 0.000 0.000 7.000 W c,N Cac[in.] kc A.a fc[psi] 1.000 3.988 17 1.000 2,500 Calculations ANc[in.2] ANcO[in.2] W ec1,N W ec2,N W ed,N W cp,N Nb[kip] 68.06 68.06 1.000 1.000 1.000 1.000 3.876 Results Vap[kip] 4>concrete 4> Vcp[kip] Vua[kip] 7.753 0.700 5.427 0.360 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 21 of 22 unirm, www.hilti.us Profis Anchor 2.7.7 Company: Page: 6 Specifier: Project: 23939-1 rebar hit repor Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/19/2019 E-Mail: 4.3 Concrete edge failure in direction x+ AVc Vcb = (Nyco)W ed,V W c,v W h,V W parallei,v Vb ACI 318-14 Eq.(17.5.2.1a VG,2 Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14,Section 17.5.2.1,Fig.R 17.5.2.1(b) Avco =4.5 ce, ACI 318-14 Eq.(17.5.2.1c) 1 W ec,v = <_1.0 ACI 318-14 Eq.(17.5.2.5) 1 +3Ca1 W ed,V=0.7+0.3(1 5c81)5 1.0 ACI 318-14 Eq.(17.5.2.6b) h,V = ha 1.5ca,2 1.0 ACI 318-14 Eq.(17.5.2.8) y.z Vb = (7(tleii) a Nri7c csi ACI 318-14 Eq.(17.5.2.2a) Variables ca, [in.] cat[in.] ecv[in.] w c,v ha[in.] 9.000 7.000 0.000 1.000 18.000 la[in.] a,a da[in.] fc[psi] W paralle,V 2.750 1.000 0.500 2,500 1.000 Calculations Avc[in.2] Avco[in.2] W ec,V W ed,V W h,V Vb[kip] 243.00 364.50 1.000 0.856 1.000 9.397 Results Vt,[kip] concrete d Vth[kip] Vaa[kip] 5.360 0.700 3.752 0.360 5 Combined tension and shear loads RN Rv Utilization[3N,V[%] Status 0.391 0.096 5/3 23 OK RNV=R/v+ <=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The CD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors.Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan • 22 of 22 M'L:11r11 www.hilti.us Profis Anchor 2.7.7 Company: Page: 7 Specifier: Project: 23939-1 rebar hit repor Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/19/2019 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+Rebar A 615 Gr.60#4 Profile:- Installation torque:- Hole diameter in the fixture:- Hole diameter in the base material:0.625 in. Plate thickness(input):- Hole depth in the base material:2.750 in. Recommended plate thickness:- Minimum thickness of the base material:4.000 in. Drilling method:Hammer drilled Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer • Properly sized drill bit to blow from the bottom of the hole • For deep installations,a piston plug is • Proper diameter wire brush necessary • Torque wrench Coordinates Anchor in. Anchor x y c-x c.x c-y c.y 1 0.000 0.000 9.000 9.000 11.000 7.000 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan , ` FINAL SIGN INSPECTION is Sign 2 I Monument Sign 23" REQUIRED. Call 253-835-3050 to Mil 8'-0" (96") '`/-1,56/1"') I 6" I schedule inspection. I �, REMOVAL: Remove&dispose of existing non-lit wooded sign&bas �' Only concrete walls to remain O -- 3(0" \i ) t' t eCS CAe 7 SIGN BODY:6"Aluminum SignComp extruded D/F frame, Dr. Van Dan X mtVM 1.625"aluminum extruded retainer, 1.5"aluminum D-bar in center nO Exterior surfaces painted Black,interior surfaces painted White i 2 Farri Iy Dentistry E: TNeNT: Blu &Dk. O + l UPPER TENANT: Blue& at Red vinyl copy Co _ + 5 I LOGO: Digitally printed translucent vinyl-die-cut Tr — I ! LOWER TENANT:Olympic Blue vinyl,weeded copy ! ILLUMINATION: White LEDs C I ; to street ! MOUNTING: Mounted totin concrete base of sign body A&B I1'ITlCare a ! Add 1/4"aluminum plate in bottom of sign coe ! NOTE: Existing wooden base to be removed Zo +I „ POWER:Connect to existingower&dedicated circuit + Sti_1ifiirig, inc.nc. p I —6 I 6'i W-e.I `-- ' - CONCRE'i WALL: EXISTING I--I-- J-Bolts , — J-Bolts N I D D !-- Above Grade Base:Single row of CMU blocks fitting inside P CMU Wall-Single row each side w l 1 ( existing concrete walls.Center to be filled with concrete. 0 _ _ 1-bolts to be embedded in concrete. ® 0 r _ _ 0 Rebar supports to be drilled and embedded in concrete footing �' ur Height of base must be >_ 20%of the e NOTE:Add concrete footing for CMU walls as require overall height of the sign. (FWRC -1-- Rebar '_ € --LH F-' " e�I 's 19.140.170(3)) #. .4-- Rebar: Embed in concrete footing 1 i L f — — GRADE 11 ., i i/ ./_[>/ I 1 Footing i I I Footing s 1 I i late 407 Front View I Scale:3/4"=1' End View I Scale:3/4"=l' 8'-5.5"(101.5") -Opening Sign Code Approved: Sign 2 MONUMENT SIGN: Fabricate&install ONE(1)double faced internally illuminated monument sign SQFT:32 ) % f IL 4. k-1111 -5,____ -1-is REFERENCE: Project# 180062 I MATERIAL COLORS % Dr. Van Dang Date: lL / 27 / 9 PAINT#1: BLACK/Matthews/Satin FinishFamily Dentistry rf I The area adjacent to the base of I D -0 > rn FACES:WHITE/ Polycarbonate/Translucent each freestanding sign must be I rn O g I A&B HomecarePk rn , UPPER TENANT-BLUE:#230-167/Translucent landscaped equal to the sign area. QQ_� rn „ - - UPPER TENANT DK. RED:#230-73 /Translucent — '.'s..• ,� I S Staffing, Inc. if: "' IN DIGITAL PRINT(Teeth Logo): Pure Color/Translucent ► `may LOWER TENANT VINYL:OLYMPIC BLUE/#230-57/Trans. .-- ) "+ ,-0 n c� o 0 ADDRESS-WHITE:#220-20/Opaque /Matte L.t_, 'l l �b.1,1 i Nisi- Above ground o —' Q o 'slLF11hN8 `-- r 'i, - . . - .. o Z " N C) CMU Base - ' r ... Y Z r O W .o D • ` - EXISTINGSIGN I Scale:3/16"=1' MONUMENTSIGN I East Elevation I Scale:3/8"=1' NOV 0 6 2019 Z� -=-, BERRY A&B Homecare&Staffing I Site:1025 S.320th St Ste.104&201,Federal Way,WA 98003 :1 of 2 1190809-10 10-24-19 IID:CSI CF I Client A � FEDERAL LE dPM iLVAppv SIGNS'=` 9J` Sales: Warren Wissmer info@berrysign.com 7400 Hardeson Rd, Everett,WA 98203 (425)776-8835 ©Berry Sign,Inc. All Rights Reserved. Unauthorized use of this artwork prohibited. Site Vicinity Map ._ _ - - Aimista_ . i ..,, „.,,40,,1:_:___, , L,, .,,, .4rt:.., 1 « f i , A �:: r:g . . ' .,.-r,..,.+:-,1+q;:.');3ii'T.,.}i:,"/' N 1 S ,.f ,„ .. - ; g may, 4 .F ".z " 143* .�y » % °ale n!✓+4a «. &# Sign 2 a , it-, , r, v r' The required setback from property L. �� 4t � lines for all signs shall be not less I . —I 1 than residential zones and not A:44451:lainn 3' i ones ,44 fi esn all other z ,... . . ,_ ,,,,,. r_t ' _�m. _� ,,, *-1 t, .,, :4,...,7 , , ,, , i, ,. t....... ,..., , ?: t 3 e , t a w a n � , ,... Viiirlt } tL. t a _ "1-t, --". i .. ,,t„e'lt.k. ,E 1� ::,_. P r'- .:..m r a .,*,., 4` - 4 eft-` Phi f .y < w x ,i N F -- r: ' ., ,,$i t .. K. < � Z f ,- o 1111t . SiteVicinityMap NOV 0 6 2019 Not to Scale CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT BERRYA&BHomecare&Staffing Site:1025 S.320th St Ste.104&201,FederalWay,WA 98003 Pg:2 of 21190809-10 '. 10-24-19 I D:OS 1 Pm:CF I ClientAppv.• LLAppv,• SIGN62 Sales: Warren Wissmer info@berrysign.com 7400 Hardeson Rd, Everett,WA 98203 (425)776-8835 ©Berry Sign, Inc. All Rights Reserved. Unauthorized use of this artwork prohibited. 4) n 9