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Home My WebLink AboutPermit D16-0185 - RED DOT CORPORATION - SEISMIC UPGRADERED DOT CORPORATION - SEISMIC UPGRADE 495 AN DOVE R PARK E D 16-0185 � City of Tukwila ' Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 ''` Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.sov Parcel No: 2623049094 DEVELOPMENT PERMIT Permit Number: D16-0185 Address: 495 ANDOVER PARK E Issue Date: 5/7/2019 Permit Expires On: 11/3/2019 Project Name: RED DOT CORPORATION - SEISMIC UPGRADE Owner: Name: Address: HIGHLAND PARK PROPERTIES L 495 ANDOVER PARK BLVD E, TUKWILA, WA, 98188 Contact Person: Name: STEVEN NUSS Address: Contractor: Name: Address: License No: 495 ANDOVER PARK E, TUKWILA, WA, 98188 SAUNDERS CONSTRUCTION INC 1760 MONROVIA AVE UNIT A-1 , COSTA MESA, CA, 92627 SAUNDCI953ND Lender: Name: RED DOT CORPORATION Address: 495 ANDOVER PARK EAST C/0 JSH PROPERTIES INC, SEATTLE, WA, 98188 DESCRIPTION OF WORK: Phone: (206) 291-8638 Phone:(949)646-0034 Expiration Date: 8/4/2019 UPGRADE THE EXISTING BUILDING WITH SEISMIC IMPROVEMENTS. INSTALL BRACKETS TO TIE ROOF MEMBERS TO WALL AND BRACKETS TO CONNECT ROOF MEMBERS TOGETHER Project Valuation: $200,000.00 Fees Collected: $4,089.09 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Occupancy per IBC: B Electrical Service Provided by: TUKWILA Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 National Electrical Code: 2015 WA Cities Electrical Code: 2015 WAC 296-466: 2015 WA State Energy Code: 2015 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant; Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No � Permit _Center Authorized Signature: �. �%`� _ Date: �.�/C�% � I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. �� Signature: Date: S � Print Name: � This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the euilding Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: All construction shali be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structurai observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 12: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0409 FRAMING 4046 SI-EPDXY/EXP CONC 4023 SI-OBS-SEISMIC REST �YiitA y�, .j`J. '' . �l,s , 4! � � ��. c � #,.. �; a o �'s.. ,•�,: �290& .-" CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httn://www.TukwilaWA. eov CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** o ;� King Co Assessor's TaxNo.:�(�� 3�y- 9�9y-�� Site Address: y� ,7 �TN�O�� P%(. �, l(��(�L�'� �,(%�uite Number: Floor: Tenant N ,; : � � �,� � � �� ` � , �;,, , Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:Wpplications�Forms-Applications On Line�2011 Applications�Permit Application Revised - 8-9-] l.docx Revised: August 201I bh New Tenant: ❑ .....Yes �.No � ,�,,,,,,�r4 „ � � � �� , �" , ; Company Name: �. Architect Name: Address: City: State: Zip: Phone: Fax: Email: Page 1 of 4 „... . ap � �oi i p i uu .v.�a� �,� _ . y� . /�;(.:'.� :. ....�.:� ... . J��' / Valuation of Project (contractor's bid price): $��, 0�� Existing Building Valuation: $ Describe the scope of work (please provide detailed information): � 11 U�� N� ��C7-^,in ,o' J ! .C,f v(l �c�.��)��t�- �r�.TH S��Sr��C �l� /'f�vv��N7'S� 1ti��Tf}�� l��f�C�S `�a 7".� %�QoF 1'��►�,�'�2S T� w�-u. ��'� 1��9c��S TD c D Nl�� IZvoF /"1 �/3,�/�S i�G-�Th��2 Will there be new rack storage? ❑.....Yes �. No If yes, a separate permit and plan submittal will be required. / ��d� � � i� �; n � ,,,, „ • � PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor azea of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑....... Yes ❑....... No If "yes”, explain: FIRE PROTECTION/HAZARDOUS MATERIALS: �..... Sprinklers �; ..... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? �..... Yes ❑......No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including guantrhes and Material Safery Data Sheets. SEPTIC SYSTEM ❑....... On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications�F'orms-Applications On Line�2011 Applications�Permit Application Revised - 8-9-I l.docx Revised: August 2011 Page 2 of 4 bh Scope of Work (please provide detailed information): Call before you Dig: 811 Piease refer to Public Warks Builetin #1 for fees and estimate sheet. - ,- Water District ❑ ...Tukwila ❑... Water District #125 ❑ .. Highline ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑...Valley View ❑ .. Renton ❑...Sewer Use Certificate ❑... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic SVstem• ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Deparhnent. Submitted with Analication (mark boxes which a�alvl: ❑...Civil Plans (Maximum Paper Size — 22" x 34") ❑...Technical Information Report (Storm Drainage) ❑.. Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Hannless — (ROW) Proposed Activities (mark boxes that aoplv): ❑...Right-of-way Use - Nonprofit for less than 72 hours ❑.. Right-of-way Use - Profit for less than 72 hours ❑...Right-of-way Use - No Disturbance ❑.. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... " WO # ❑ ...Temporary Water Meter Size .. " WO # ❑...Water Only Meter Size............ " WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension .............Public ❑ Private ❑ ❑ ...Water Main Extension .............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line _ ❑ ...Water ❑ ...Sewer Monthlv Service Billin� to: Name: Mailing Address: Water Meter RefundBilline: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City Day Telephone: Ciry m State Zip State Zip H:\Applications�Forms-Applications On Line�2011 Applications�Permit Application Revised - 8-9-] l.docx Revised: August 2011 Page 3 of 4 bh ��i . ioorrra r � , ,. .. ,. � . . . , . . ,, ,. . .. . . � � //�� ... � % Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Print Name: ��V,�� / V v�S Mailing H:\Applications�F'orms-Applications On Line�2011 Applications�Permit Application Revised - 8-9-1 l.docx Revised: August 2011 bh Date: � D Day Telephone: ��` � �� Ciry State Zip Page 4 of 4 Date Paid: Monday, December 10, 2018 Paid By: STEVEN NUSS Pay Method: CREDIT CARD 077322 Printed: Monday, December 10, 2018 1:29 PM 1 of 1 SYSTEiviS Date Paid: Thursday, June 30, 2016 Paid By: STEVEN NUSS Pay Method: CREDIT CARD 082141 Printed: Thursday, June 30, 2016 1:41 PM 1 of 1 SYSTEMS Page 2 of 2 CO TOKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-933-1870 CITY OF TUKWILA Date: 12/10/2018 01:28:28 PM CREDIT CARD SALE VISA CARD NUMBER: **********1259 K TRAN AMOUNT: $69.87 APPROVAL CD: 077322 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy https://classic. convergepay.com/VirtualMerchantltransaction.do?dispatchMethod=printTr... 12/ 10/2018 � INSPECTION RECORD Retain a copy with permit ��g'� INSPECTIQN N0. PERMIY N0. CITY OF TUKWILA BUIIDING DtVIS1UN 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Ilnspector: �� (oate: �_2�—/� I 1 � RE{NSPECTIQN FEE REAUIREQ. Prior to next inspection, fee must b� paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspecti�n. MAYES TESTl1VG ENGlNEERS, I1VC. .„,,... August 21, 2019 A ��OGt1 COMPANY RECEIVED CITY QF TUKWlLA City of Tukwila SEP 2 4 2019 Building Department 6200 South Center Blvd PERfJIIT CENTER Tukwila, WA 9818&$188 Attn.: Buiiding Official Re: Red Dot Seismic Upgrade 495 Andover FINAL LET('ER 495 Andover Park Easf Permit: D16-0185 Tukwila, WA Project No. M8191110 Seeuieolf�oe 24�'i �bdar V2iey (Zoad �„o � LyrrMood, WA9�36 ph425.742.336Q rax�.�as.�r� Teoane0ioa 10Q29S.Taoar�aWa� S�ieE2 Taoarra, WA96499 �,�.ss�.�o �c�i.5sa.37�r PMerdO�oe �� rE�da;� s� �so �a.oRsr�a�� ph50C3281.7515 fac50Ci281.7579 This is to inform you that registered speeial inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Rroprietary Anchors • Epoxy Grouted Anchors To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer appraved changes. We trust that this provides you wifh the information that you require. Should you have any questions, give us a call. Sincerely, Mayes Testing Engineers, l . � �: � � . w �II ��I�� S�R(�CTURAI fNGllvffR� STRUCTURAL OBSERVATION REPORT Project: Voluntary Seismic Strengthening of Roof Wall Anchorage Systems 495 Andover Park East Tukwila, Washington MHP JN: 18-0553-00 Report Date: September 11, 2019 Project Report No. 1 A final structural observation was made by Chris Stone, P.E. on Monday, September 9, 2019 to review project progress. The following observations were made: 1. Seismic strengthening work for the project was 100% complete. , 2. Mayes Testing Engineers completed the inspections of the epoxy installation. The final inspection report was reviewed and dated August 21, 2019. No deficiencies were noted. 3. Based on our observation visit, our previous conversations with the contractor, and RFI responses, all observed construction appeared to be in general conformance with the construction documents and design intent. Please call if there are any questior�s with regard to the above. Submitted by: �.�.----- Eric Berkes, S.E., CA S5404 Project Manager H��2018\180553\9 Constr Admin�9d Structural Observations�l8-0553-01.sv0? (Firai).docx 3900 Crner StreeC Long Beach, CA 90808 562.985.3200 P 562.985.101 I F www.mhpse.com � FI ISTRUCTURAL CALCU�ATIONS � : for Voluntary Seismic Strengthening 495 Andover Park Easf Tukwila, Washington ; REVIEWED FOR CODE COM�PLIANCE APPROVED DEC 0 71015 City of Tukwila BUILDING DIVISION for RedDOT Corporation 495 Andover Park East Tukwila, Washington 98188 by MHP, inc. Structural Engineers Long Beach, California November 7, 2018 MHP JN: 18-0553-01 � � . , � � � � r.� � iE��Ei�Fo CITY �DF ii�KWILA NOV 2 9 2118 PERMIT CENTER '� � $TRUCTURAL ENGINEERS , C �� susiecT: Voluntary Seismic Strengthening i DATE: ST0.UCTURAI ENGINEERS 495 Andover Park East sr: Table of Contents Section GENERAL Scope of Work -----------• USGS Summary Report (BSE-1 E) USGS Summary Report (BSE-2E) STRUCTURE DESIGN: Wall Anchorage N-S Hilti Anchor Check Wall Anchorage E-W Hilti Anchor Check N-S Subdiaphragm Analysis E-W Subdiaphragm Analysis Pilaster Anchorage -------- CALCULATION SHEET Nov-18 �oe No: 18-0553 SHEET: Paqe No. 1.1 1.2 1.3 2.1 2.2 - 2.4 2.5 2.6 - 2.8 3.1 3.2 4.1 - 4.4 CALCULATION SHEET �� susiecT: Voluntary Seismic Stren thening DATE: NOV-�$ STRUCTURA� ENGINEERS 495 Andover Park East BY: Scope of Work No: 18-0553 SHEET: �I . � This project is a voluntary seismic strengthening of the wall anchorage systems to reduce the potential for structural damage in an earthquake. The retrofit wall anchorage systems are designed to meet the Basic Performance Objective of Existing Buildings (BPOE) per the requirements of ASCE 41-13 Seismic Evaluation and Retrofit of Existing Buildings. The BPOE is defined as a Life Safety performance level during a BSE-1E seismic event [the BSE-1E is defined as an earthquake hazard with a probability of exceedance of 20 percent in a 50-year exposure period — alternately defined as having an average return period of 225-years] and a a Collapse prevention performance level during a BSE-2E seismic event [the 6SE-2E is defined as an earthquake hazard with a probability of exceedance of 5 percent in a 50- year exposure period — alternately defined as having an average return period of 975-years] 11/1/2018 Design Maps Summary Report ��. Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-lE (4vhich utilizes USGS hazard data available in 2005) Site Coordinates 47.45059°N, 122.25184°W Site Soil Classification Site Class D-"Stiff Soil" , i, '� F�t��r�G ' T1 _ . -. - -. - - -- � ' £ t� � ►,'TL �, ``•;,�,-^�.�-.._.�„�-� , , r:, �•, • � � r.. _ , � ' ' . . . - � -- � �:�v�on► '► Issa:qua�h .; � f ��, � ;. 4!L'Nr 'r ., � ,' �'. .'iS,1RPL�RTI .. . � � il : �i`r,. _ :� � �@I1'�411 - � '' BU►'i� : ,� _ ,'� � ,_ :�� _ _ ; '1�ashart , ','�, ��.. ; � s�x<<�£�' � � r�co►�,; �.►ar� � ;;� i • ti� �aa � i r�f Maple VaUe}r ` ' Des Moin es,� � , . , . USGS-Provided Output �i , ,,;� r� � '. �`� �' , , , �Kent f; � . -- - �. �a,�,�s� _ __-:�:Covington Ss,zoisa 0.489 g SXS,BSE-lE 0.689 g S�,zoiso 0.179 g SX1,BSE-lE 0.373 g H�ortwnt:ti 5pc+ctrum o.�n pfiz �i �i q:14 � ftA2 � 6i7i f1.�3 fa,?.I. (1.td q.9i I71�1 ql.� i1.]J u.Yo (�fr. ryH� lf.�� 1.�! 1.10 If..� !N� '_J.a� �P�TlI}t�r � �SRC� Ve;rflcal SpecYrnm ,H ob� G�'rfQ ,a� s r� ns ��5 �,,�� ii u�� „i i,� � ��.15 r,��i u 1 i;� ��l.�e �1�.T) .�.�1 1l.Y.� �'if[1 r�H! IA7� IJ.1 1.�!I Ibi Ivl 2)�+'�. PcrNrd, T {�n� Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein, This tool is not a substitute for technical subject-matter knowledge. �� https://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&Iatitude=47.450588&longitude=-122.2518378siteclass=3&risk... 1 /1 � 11/1/2018 Design Maps Summary Report �� Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E (which utilizes USGS hazard data available in 2008} Site Coordinates 47.45059°N, 122.25184°W Site Soil Classification Site Class D-"Stiff Soil" ,- ��.` _-- )' �-:.�i17 K1NG �� - '� � t71►JiL ! • � �',_.�,._.: � _ _ iti� ;c- �'+ �=htiON �� I ssa�quah u "� ' � `�' �4� �� Nt ' . ' � : `�,� �� , .,, :;�iRapR�l t, � f: ty ��: Tfi •' � , � eurien +�� ;;�enton � • —.. �� - � _ �--.�L. . _ . • .`�� „ VasharL ��, �' � ,; sFhr � ►_� � . . r� cd.�,a tra z , ' }. ' ��POR� 1' �; r:-' ' '�' �Aaple Valley ' Qe� Moii�e� �� . .�I ,:- i ii : ., �; �. . • - }, : �' . 's . ,t,. . �� ' i� rKE ri� _ . .l ._ ; . ; ;; �' � �/� �+�ovington _ .�._. _ �_ .___' _ '._._.-..____ .. _ -___.. : .- ._ ......4... ._-. a�i�l�_i.aFli:jwi .'f. . . . . . _.. USGS-Provided Output Ss,siso 1.008 g SXS,BSE-2E 1.106 g Si,s�so 0.385 g SX1�BSE-2E 0.628 g Ho.rtr.ontuf Spect:Tvm i �, i f� u.�. ��Sit r�.wi �•^ � Qf/S S�+FtS ri3c� n.:.l U,12 nfil nfrt u.J7 n� Of.ra oN� trct .I.Il.a I,lt� ll�l I.N� 21r7 Periud. 3' fsacl Y�erfi�l Specfreim +H ob� C e,f� ,��.-� osi, u,-, _ nht n.:t� Cyt ?� � �a:k) � 4.32 n.7.t �1.10 n(i� U}il nf» .1,�,.� ��.V.� i�tU i.i'C� IA� 1.]� 1.7u lfn IFS� _, � Ycrind, 4` (srcj Although this information is a product of the U.S. Geological 5urvey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute For technical subject-matter knowledge. https://prod0l-earthquake.cr. usgs.gov/designmaps/us/summary.php?template=minimal&Iatitude=47.450588&longitude=-122.251837&siteclass=3&risk... 1 /1 �� sus,ecr: 495 Andover Park East DATE: 570.UCTURAL ENGINEERS Wall Anchorage N-S gy; Wall Anchorage N-S Basic Performance Objective of Existing Buildings (BPOEJ perA5CE41-13 dwall = 6 Ifl Wwa�� = 150 pCf ^ ht,;b= 16 ft Wp = 1200 plf Lf = 380 ft ka = 1 + Lf/100 = 4.8 use ka = 2 za= 24.5 ft kh = 1/3(1+2*(za/h„))= 1 BSE-lE hazard level (Life Safetv) S,� = 0.69 g X = 1.30 FP = 0.4 SpS kakh X Wp = 860 plf FP,m;� = 0.2 ka X WP = 624 plf BSE-2E hazard level (Collapse Prevention) Sxs = 1.11 g X = 1.00 FP = O.4 Sps I(akh X WP = 1062 plf Fv.mi� = 0.2 ka X WP = 480 plf Fp max = 1062 plf J= 2 C1CZ= 1 Anchor spacing (s) = 6 ft QuF =�FP max*5) /C1C2 J= 3185 Ibf Holdown (Member t): Number of Holdowns: Kf = (Minimum Diaphragm length) (ASCE 41-13, Eq. 7-11) (ka max = 2) (Height of Anchorage) (ASCE 41-13, Eq. 7-12) (See Attached USGS Report) (ASCE 41-13, Tbl 7-2) (ASCE 41-13, Eq. 7-9) (ASCE 41-13, Eq. 7-10) (See Attached U5G5 Report) (ASCE 41-13, Tbl 7-2) (ASCE 41-13, Eq. 7-9) (ASCE 41-13, Eq. 7-10) (ASCE 41-13, Section 7.5.2.1.2) (ASCE 41-13, Tbl 7-3) (ASCE 41-13, Eq. 7-35) HDSB (3") 2 hP = 3.5 ft h„ = 24.5 ft 1.40 (Strength Conversion Factor - ESR-2330 ) FHoldown — z x 4505 Ibf = 9010 Ibf (Simpson Strong Tie) ac� = Fholdown * Kf = 12614 Ibf Q« > Q�F O.K. (ASCE 41-13� Eq. 7-37) DCR = 0.25 (Demand Capactiy Ratio) Use: HD56 EA Side at 6 ft O.C. Anchor Embedment: CALCULATION SHEET Nov-18 ,oeNo: 18-0553 SHEET: 2.1 � 1= 1 `�WF — \FP max*5� �C3C2 � — Anchor Diameter = Min Embedment = 6371 Ibf S/8 in 4.5 in (Profis) Use: 5/8" Dia. with HIT-RE 500 V3 Epoxy Min Embedment 4.5" Fo,roof �= 1 (Ultimate Strength) Steel Strength (Nsa) = 16385 Ibf (Profis) Bond Strength (Nag) = 14605 Ibf (Profis) Breakout Strength (Ncbg)= 11420 Ibf <---Qcl (Profis) Qc� > QuF O.K. DCR = 0.56 (See attached Profis Calcualtion for Threaded Rod in Concrete) www.ni�ti.us Company: Specifier: Address: Phone I Fax: � E-Mail: Page: Project: Sub-Project I Pos. No.: Date: � ..� Profis Anchor 2.7.3 1 11/7/2018 Specifier's comments: `�JB �°Pv►2WFJ �lt�l� 1 Input data Anchor type and diameter: HIT-RE 500 V3 + HAS 5/8 �r,,�� Effective embedment depth: her,a�� = 4.500 in. (her,rm;� _- in•) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 � 1/1/2019 Proof: Design method ACI 318-14 / Chem Stand-off installation: ep = 0.000 in. (no stand-of�; t= 0.500 in. Anchor plate: I, x lY x t= 4.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, f� = 2500 psi; h= 6.000 in., Temp. shorUlong: 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 [ib, in.lb] � �� V � �� . 5.� ��r ;�'��-- x �---- �.� ; � a ,,\ - . �,.� .,,,,,.�,,,_� , �,� � � � �,. �st . -- �_� ��- '_" . � �_ % I��2"F*.4'�.v.�'..� ��r �Ra. I . ,-' � 7 �"� � �.�••,s �.,,�x � _ .. � � � ��,;;�� _� um �� .: ,. i� � t$ � r ; �1ti . r � �; \ � � �� X � `� �,� .^' !� `�,,,�.!^-� ��;x 't � �� . .. ��' �": � _, 3 �; . ` c.:� ^� a �. � �� , ` g �� j \ �` $ ��' �a"`��` `� , ��a �`��" � � � 1 � � . _� _. _ �g �� '.'xr...5_,. s r k"*--��. � Y �` d.n l �-��; +: � �. i . Input data and results must be checked for agreemenl with the existing conditions and tor plausitiility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 22 www.hilti.us Company: Specifier: Address: Phone I Fax: � E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shaar force x Shear force y 1 3186 0 0 0 2 3186 0 0 0 max. concrete compressive strain: - [°ho] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 6371 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0[Ib] 3 Tension load Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.3 2 Z.3 11/7/2018 Load N„a [Ib] Capacity � N„ [Ib] Utilization �p = N,,,/� N„ Status Steel Strength' 3186 10650 30 OK Bond Strength*' 6371 9493 68 OK Sustained Tension Load Bond Strength' N/A N/A N/A N/A Concrete Breakout Strength** 6371 7423 86 OK ' anchor having the highest loading "anchor group (anchors in tension) 3.7 Steel Strength Nsa = ESR value refer to ICC-ES ESR3814 � Nsa Z Nua ACI 318-14 Table 17.3.1.1 Variables ASe.N Iin.2� futa �PS�� 0.23 72500 Calculations Nsa ��b� 16385 Results Nsa L�bJ W teel W Nsa ��bJ Nua ��bl 16� 0. 10650 3186 �� 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 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Bond Strength (ANa1Na9 —\ANao/ � ec1,Na W ec2,Na W ed,Na W cp,Na Nba � Nag � Nua ANa = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO ' \Z �Na�2 CNa = 10 (�a T uncr 1100 1 W ec.Na —� �{, eN � 5 1.0 �Na w ed,Na — O•� + O.3 �Ca=min� 5 1.0 �Na Ca,min CNa � � cp.Na — M� — �.� Ca� � Ca� Nba —!� a' T k.c � n� da ' hef Page: Project: Sub-Project I Pos. No.: Date: ACI 318-14 Eq. (17.4.5.1.b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) Variables T k,c.uncr �PSI� da �IfI.J hef �If1.J Ca,min �Ifl.� T k.c �PS�I 2210 0.625 4.500 � 1260 e��,N Iin.l e�z,N Iin.� �a� [in.] �, a 0.000 0.000 10:194 1.000 Calculations �Na [in.l ANa [in.21 ANao I��.ZI W ed.Na 8.819 408.10 311.09 1.000 W ec1,Na � ec2,Na � cp,Na Nba L�b� 1.000 1.000 1.000 11133 Results Na ��b� � non � Na ��b� N�a ��b� 14605 0 0 9493 6371 ��e � , 3.3 Concrete Breakout Strength AN,�b9 _�ANcO/ W ec.N W ed,N w c,N W cP.N Nb . W Ncbg � Nua AN� see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) z AN�p = 9 het 1 W ec,N ,� + 2 2N � �.� 3 hef W ed,N — O.7 + Q,3 �a,min s.� ,O 1.5he� W cp,N = MAX �a.min 1.5he�1/ c 1.0 � Cac � Cac / Ny = kc a, a� he�s ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables hef tlfl.l ec1.N �Ifl.� ec2.N �Ifl.� Ca,min �Il1.� �1 c.N 4.500 0.000 0.000 � 1.000 �ac �III.] kc 7� a fc �PS�� 10.194 17 1.000 2500 Profis Anchor 2.7.3 3 11/7/2018 Calculations z z AN� [in. ] AN� Iin. ] W ec1.N W ec2.N W ed.N W cP N Nb I�b) 256.50 182.25 1.000 1.000 1.000 1.000 8114 Results N�bs I�bl � c cr e � Ncb ��b� Nua ��b� 11420 0. 7423 6371 � =IrO 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 �� sue,ea: 495 Andover Park East DATE: ST0.UCTURAL ENGINEE0.S Wall Anchorage E-W gy; Wall Anchorage E-W Bosic Performance Objective of Existing Buildings (BPOE) perASCE41-13 dwall = 6 Ifl w�ii = 150 pcf htrib- 15.6$ ft Wp = 1176 plf L�= 385 ft (Minimum Diaphragm Length) ka = 1+ L�/100 = 4.85 (ASCE 41-13, Eq. 7-11) use ka = 2 (ka max = 2) za= 25 ft (Height of Anchorage) kh = 1/3(1+2*�za/h„))= 1 (ASCE 41-13, Eq. 7-12) BSE-lE hazard level (Life Safetv) S,� = 0.69 g (See Attached USGS Report) X= 1.30 (ASCE 41-13, Tbl 7-2) FP = 0.4 Sps kakh X WP = 843 plf (ASCE 41-13, Eq. 7-9) FP,min = 0.2 ka X Wp = 612 plf (ASCE 41-13� Eq. 7-10) BSE-2E hazard level ICollapse Preventionl S,� = 1.11 g (See Attached USGS Report) X= 1.00 (ASCE 41-13, Tbl 7-2) FP = 0.4 Sps kakh X Wp = 1041 plf (ASCE 41-13, Eq. 7-9) FP,min = 0.2 ka X WP = 470 plf (ASCE 41-13� Eq. 7-10) Fp m,x = 1041 plf 1= 2 (ASCE 41-13, Section 7.5.2.1.2) C1CZ= 1 (ASCE 41-13, Tbl7-3) Anchor spacing (s) = 8 ft Quc =(Fp max*5) �C1Cz J= 4162 Ibf (ASCE 41-13, Eq. 7-35) Holdown (Membert): HD56(3.5") Number of Holdowns: 2 hp = 3 ft h„ = 25 ft CALCULATION SHEET Nov-18 ioeno: 18-0553 SMEET: Z.S Kf = 1.40 (Strength Conversion Factor - IAPMO ER-0130 ) FHoldown — . 2 x 4935 Ibf = 9870 Ibf (Simpson Strong Tie) Qc� = Fno�down * Kf = 13818 Ibf Q�� > Q�F O.K. (ASCE 41-13� Eq. 7-37) DCR = 0.3 (Demand Capactiy Ratio) Use: HD56 EA Side at 8 ft O.C. Anchor Embedment: J= 1 QuF =(Fc maz'S) IC�Cz �_ $324.2 Ibf �= 1(Ultimate Strength) Anchor Diameter = 5/8 in Steel Strength (Nsa) = 16385 Ibf Min Embedment = 4.5 in (Profis) Bond Strength (Nag) = 14920 Ibf Use: 5/8" Dia. with HIT-RE 500 V3 Epoxy Min Embedment 4.5" Breakout Strength (Ncbg)= 11720 Ibf <---Qcl Qa > QuF O.K. DCR = 0.71 (See attached Profis Calcualtion for Threaded Rod in Concrete) Fu.roof (Profis) (Profis) (Profis) www.nilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Geometry [in.J 8 Loading [Ib, in.lb] Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.7.3 2,(p 1 11/7/2018 HIT-RE 500 V3 + HAS 5/8 het,act = 4.50� Ifl. �hel,limit = - I�.� 5.0 ESR-3814 1/1/2017 � 1/1/2019 Design method ACI 318-14 / Chem eb = 0.000 in. (no stand-of�; t= 0.500 in. I% x ly x t= 4.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, f� = 2500 psi; h= 6.000 in., Temp. short/long: 32/32 °F hammer driiled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinfarcement present edge reinforcement: none or < No. 4 bar 6 �-�-�; y � _�'�1 � -�� . ,.�t.- '` 4 0 ��----"'C �,.�--- -, • _ ,�' � ._--''"� �� .�-- � - .�- �„ .-�""� ` • .,---< � � - -- " ------�' ��. ��, Z r _ ' �,� �-. \ � � s:, ��. � � � , .----� . ` y ,:: �- � .. _ _ � t �.�.� . J/- �''� ''V ' ' �--�'. • � ''� ��-� ,� r,� ' , ` � j "� . ...� f � . . . . �. , • . .. _ � .. , �,,( ° �,..�,..:,�. � . . . .�, _ �� , _ . .� , �� _` ` , -, x Input data and resulls must be checked for agreement with the existing condiiions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hiili AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads , Anchor reactions [Ibj Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 4162 0 0 0 • 2 416� 0 0 0 max. concrete compressive strain: - [°�o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 8324 [Ibj resulting compression force in (x/y)=(0.000/0.000): 0[IbJ 0 3 Tension load QLr� Profis Anchor 2.7.3 Page: 2 Project: Sub-Project I Pos. No.: Date: 11/7/2018 2�� Load N,,, [Ib] Capacity � N„ [Ib] Utilization �N = N„a/� N„ Status Steel Strength* 4162 10650 40 OK Bond Strength'* 8324 9698 86 OK Sustained Tension Load Bond Strength` N/A N/A N/A N/A Concrete Breakout Strength" 8324 7618 110 not recommended ' anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3814 � Nsa z Nua ACI 318-14 Table 17.3.1.1 Variables ASe.N Iin.2� f�� IPS�� 0.23 72500 Calculations Nsa ��b� 16385 Results Nsa ��b� � ste � � Nsa [Ib] N�a [Ib] 16385 0 0 10650 4162 �� ,�f. o Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilli AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Bond Strength (ANa1Na9 _\ANaO/ W ect,Na W ec2,Na W ed,Na W cp.Na Nba � Nay z Nua ANa = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) s ANaO — �2 �Na� CNa = � O da T uncr 1100 ( 1 W ec,Na ' l �+ eN � 5 1.0 � CNa W ed,Na = O.7 + O.3 (�a=minl c 1.0 \ CNa J Ca,min CNa � W cp.Na = MAX — _ 1.0 Cac � Cac Nba =�a'�k,c-�['da-het Page: Project: Sub-Project I Pos. No.: Date: ACI 318-14 Eq. (17.4.5.1.b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) Variables Z k,c,uncr (Psi] . da [in.] he� [in.] Ca,min I��-1 z k,� IPsi] 2210 0.625 4.500 � 1260 e��,N Iin.) e�z.N Iin.] �a� Iin.] �, a 0.000 0.000 10.194 1.000 Calculations �Na Iin.l ANa [��?1 ANao [in.zl w ed.Na 8.819 416.92 311.09 1.000 W ec1,Na w ec2,Na W cp,Na Nba ��bJ 1.000 1.000 1.000 11133 Results Nas I�bI � no�a � Nag I�b� N�a ��b� 1_ 4� _ 0. 9698 8324 �(,o 3.3 Concrete Breakout Strength N�b9 —�AN 01 w ec,N W ed,N W c,N W cD.N Nb � � Ncb�j z Nua AN� see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) 2 AN� = 9 har 1 We�.N �+2eN <_1.0 = 3 he�� W ed,N — O.7 + �,3 Ca,min l 5.�,o 1.5het/ W cP�N — MAX Ca_min 1.5he� e 1.0 �� I�Cac � Cac � Nn = kc A. a VT� hejs ACI 318-14 Eq. (17.4.2.1b) ACI 315-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables her [in.l e�i.N Iin.] eoz.N Iin.I Ca.min �in.] W �.N 4.500 0.000 0.000 � 1.000 Cac �Ifl.] �C� �, a ft lPs�l 10.194 17 1.000 2500 Profis Anchor 2.7.3 3 11/7/2018 Calculations z z ANc [in. ] AN�o I��• ] W ec7.N y� ec2,N � ed,N w �p N Nb [IbJ 263.25 182.25 1.000 1.000 1.000 1.000 8114 Results Ncb ��b� � concrete � N�n9 I�bI Nua ��b� �1,zy0,. 0. 7618 8324 r � 5 � Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilli AG, FL-9494 Schaan Hilti is a regislered Trademark of Hilti AG, Schaan � , c7 CALCULATION SHEET �� sua,ecr: 495 Aniiover Park East DATE: NOV-�H �oallo: 18-0553 STRUC7URAl ENGINEERS N-5 Subdiaphragm Analysis BY: SHEET: 3.1 N-S Subdiaphragm Analysis Fn max = 1062 plf J= 2 C1C2= 1 Continuity Tie Spacing (s) = 24 ft Subdiaphragm Depth (d)= 16 ft Aspect Ratio (s/d) = 1.5 OK QuF =(Fp maz's/2) /dC1CZ J= 398 plf (ASCE 41-13, Section 7.5.2.1.2) (ASCE 41-13, Tbl 7-3) (2.5 max) (ASCE 41-13, Eq. 7-35) Existing Plwyood Thickness and Nailing Pattern (Boundary & Cont. Edges/Other Edges/ Field): Nominal Unit Shear Capacity (v)= 850 plf (NDS Table 4.2A) Cd = 1 (Duration Factor) Q�� = v/ Cd = 850 plf Use: 16 ft long x 24 ft wide subdiaphragm 4� > a,F o.K. DCR = 0.468 Continuitv Tie Fp max = 1062 plf J= 2 C1C2= 1 Continuity Tie Spacing (s) _ `WF - lFp max*S� �C1C2 � — Holdown (Member t): Number of Holdowns: � 24 ft (effective spacing) 12741 Ibf Co�tinuity Tie Force HD96 (5.5") 2 1/z�� Struct I w/ 10d @ 4/6/12 (2x) Kf = 1.40 (Strength Conversion Factor - ESR-2330 ) FHoldown — 2 x 9920 Ibf = 19840 Ibf (Simpson Strong Tie) Qc� = Fho�down * Kf = 27776 Ibf Q« > Q�p O.K. (ASCE 41-13� Eq. 7-37) DCR= 0.459 Use: HD96 EA Side CALCULATION SHEET �� sus,ecr: 495 Andover Park East DATE: NOV-� V ioa No: 18-0553 STRUCTURAI ENGINEERS E-W Subdiaphragm Analysis BV: SHEET: 3.2 E-W Subdiaphragm Analysis Fo max = 1041 plf J= 2 C1C2= 1 - Continuity Tie Spacing (s) = 48 ft Subdiaphragm Depth (d)= 24 ft Aspect Ratio (s/d) = 2 OK . QuF =�Fo max*SIZ) �dClCz 1= 520 plf a (ASCE 41-13, Section 7.5.2.1.2) (ASCE 41-13, Tbl 7-3) (2.5 max) (ASCE 41-13, Eq. 7-35) Existing Piwyood Thickness and Nailing Pattern (Boundary & Cont. Edges/Other Edges/ Field) Nominal Unit Shear Capacity (v)= 850 plf (NDS Table 4.2A) Cd = 1 (Duration Factor) Q�� = v/ Cd = 850 pif Use: 24 ft long x 48 ft wide subdiaphragm 4� > �,F o.K. DCR = 0.612 Continuitv Tie FP rnax = 1041 plf 1= 2 �i�z= 1 Continuity Tie Spacing (s) _ `.WF — �Fp max*S� �C1C2 � _ Holdown (Member t): Number of Holdowns: 48 ft (effective spacing) 24973 Ibf Continuity Tie Force HD12 (5.5" x 5.5") 2 1/2" Struct I w/ 10d @ 4/6/12 (2x) Kf = 1.40 (Strength Conversion Factor - ESR-2330 ) FHoldown ' 2 x 14220 Ibf = 28440 Ibf (Simpson Strong Tie) 4c� = Fhomown * Kf = 39816 Ibf Q�� > Qup O.K. (ASCE 41-13� Eq. 7-37J DCR= 0.627 Use: HD12 EA Side e �� sua�ca: 495 Andover Park East DATE: STRUCTURAL ENGINEE0.5 Pilaster Anchorage eY: Pilaster Anchorage Basic Performance Objective of Existing Buildings (BPOE) per ASCE41-13 dwa�� = 6 in A� - 1.2638889 ft2 p laster — Wwan = 150 pcf hp��asce� = ZZ ft Ac��y= 200 ftz Wp��aste� = 2085.4167 Ibf Wp (Wwall+ Wpilatter) = 17085 Ibf � L�= 380 ft (Minimum Diaphragm Length) ka = 1+ l�/100 = 4.8 (ASCE 41-13, Eq. 7-11) use ka = 2 (k, max = 2) Za=hn= 28 ft (Height of Anchorage) kh =1/3(1+2*(Z,/h„))= 1 (ASCE 41-13, Eq. 7-12) 3 BSE-lE hazard level (Life Safetv) S,� = 0.69 g (See Attached USGS Report) X= 130 (ASCE 41-13, Tbl 7-2) FP = 0.4 Sps kakh X Wp = 12243 Ibf (ASCE 41-13, Eq. 7-9) FP,m�� = 0.2 ka X WP = 8884 Ibf (ASCE 41-13� Eq. 7-10) BSE-2E hazard level (Collapse Prevention) S,� = 1.11 g (See Attached USGS Report) X= 1.00 (ASCE 41-13, Tbl 7-2) FP = 0.4 Sps kakh X WP = 15117 Ibf (ASCE 41-13, Eq. 7-9) Fp,m�� = 0.2 ka X Wp = 6834 Ibf (ASCE 41-13� Eq. 7-10) Fo maz = 15117 Ibf J= 1 (ASCE 41-13, Section 7.5.2.1.2) C1C2= 1 (ASCE 41-13, Tbl 7-3) QuF =(Fp max) �C1CZ J= 15117 Ibf (ASCE 41-13, Eq. 7-35) Holdown (Membert): HD58(3.5") Number of Holdowns: 4 CALCULATION SHEET Nov-18 ,oer+o: 18-0553 sxeEr: 4.1 Wall Elevation (A,;,,1 14 Plan View (Pilaster) Kf = 1.40 (Strength Conversion Factor - ESR-2330) FHoiaow� = 4 x 4935 Ibf = 19740 Ibf (Simpson Strong Tie) Qa = Fnomo�, " Kf = 27636 Ibf Q�� > Q�F O.K. (ASCE 41-13, Eq. 7-37) DCR= 0.55 Use: HD56 (2) EA Side Anchor Embedment: J= 1 � QuF =(Fpmax}S) IC�Cz �= 15117 Ibf �= 1(Ultimate Strength) Anchor Diameter = 5/8 in Steel Strength (Nsa) = 16385 Ibf <--qcl (Profis) Min Embedment = 4.5 in (Profis) Bond Strength (Nag) = 18994 Ibf (Profis) Breakout Strength (Ncbg)= 17647 Ibf (Profis) Qca > Q�F O.K. Use: 5/8" Dia. with HIT-RE 500 V3 Epoxy DCR = 0.923 Min Embedment 4.5" (See attached Profis Calcualtion for Threaded Rod in Concrete) 7 6 E c �,.n�it�.�5 Company: MHP Specifier: Address: 3900 Cover Street, Long Beach, CA Phone I Fax: 562-985-3200 � 562-985-1011 E-Mail: Page: Project: Sub-Project I Pos. No. Date: Profis Anchor 2.7.3 1 Voluntary Retrofit 745 Andover Park East 11/7/2018 Specifier's comments: �iLt�L�m �./� Ry 1 Input.data Anchor type and diameter: HIT-RE 500 V3 + HAS 5/8 Effective embedment depth: he�,,n = 4.500 in. (he}.�;,,,;, _- in.) Material: 5.8 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2017 � 1/1/2019 Proof: Design method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-of�; t= 0.500 in. Anchor plate: Ix x lY x t= 24.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, f� = 2500 psi; h= 6.000 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 [Ib, in.lb] Inpu� Cata and resulis must 6e checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c) 2003•2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilli AG, Schaan G� 2 �/ 3 www.nilti.us Company: MHP Specifier: Address: 3900 Cover Street, Long Beach, CA Phone I Fax: 562-985-3200 � 562-985-1011 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3779 0 0 0 2 3779 0 0 0 3 3779 0 0 0 4 3779 0 0 0 max. concrete compressive strain: - [°h,] max. concrete compressive stress: - [psi] resulting tension force in (�Jy)=(0.000/0.000): 15117 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0[Ib] 3 Tension load Page: Project: Sub-Project I Pos. No. Date: � .� Profis Anchor 2.7.3 2 Voluntary Retrofit 745 Andover Park East 11 /7/2018 Load N,,, [Ib] Capacity � N„ [Ib] Utilization �= N,,,/} N„ Status Steel Strength' 3779 10650 36 pK Bond Strength"" 15117 12346 123 not recommended Sustained Tension Load Bond Strength` N/A N/A N/A N/A Concrete Breakout Strength�' 15117 11471 132 not recommended * anchor having the highest loading `"anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3814 � Nsa Z Nua ACI 318-14 Table 17.3.1.1 Variables ^se.N I��.ZI futa �PS�� 0.23 72500 Calculations Nsa ��b1 16385 Results Nsa l�bJ � ste q Nsa ��bl Nua L�b) 16385 0 0 10650 3779 �..�rs �. j, o Input data and results must be checked for agreement with the exisling conditions and tor plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark o( Hilli AG, Schaan �.n�it�.�s Company: Specifier: Address: Phone I Fax: E-Mail: MHP 3900 Cover Street, Long Beach, CA 562-985-3200�562-985-1011 3.2 Bond Strength (ANa Nag _\ANaO� W ect,Na � ec2,Na � ed,Na � cp,Na N6a r � Nag � Nua ANa =seeACl318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) 2 ANaO - �2 CNa� CNa = 1 O da Z uncr � 1100 1 W ec.Na = �,� + @N � 5 �.0 CNa W ed,Na' O.7 + O.3 (Ca=min� c 1.0 � CNa Ca,min CNa W cp�Na = MAX �c , Cde < 1.0 Nba '�. a� T k.c � R� da � hef Page: Project: Sub-Project I Pos. No.: Date: ACI 318-14 Eq. (17.4.5.1.b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.S.Sb) ACI 318-14 Eq. (17.4.5.2) Variables t k.�.�� [Psij da [in.l hef I��.1 Ca,min [in.] T k c[PS7 2210 0.625 4.500 3.125 1260 e��,N fin.] e�z.r, [in.l �a� [in.] J� a 0.000 0.000 10.1 s4 1.000 Calculations Gaa Iin.l ANa Iin.2l ANao [in.zl W ed,Na 8.819 658.26 311.09 0.806 __ � ec1 Na � ec2 Na W cp Na Nba ��b� 1.000 1.000 1.000 11133 Results Nas I�b� � on � Na ��b� Nua ��b� 18994 0 0 12346 15117 G I , (� 3.3 Concrete Breakout Strength N�b9 —`ANcO� � ec,N y1 ed,N W c,N �11 cp,N Nb ACI 318-14 Eq. (17.4.2.1 b) � N�cy Z N�a ACI 318-14 Table 17.3.1.1 AN� seeACl 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 het ACI 318-14 Eq. (17.4.2.1C) 1 W ec,N �+ z eNl 5 1.0 ACI 318-14 Eq. (17.4.2.4) = 3 he�/ W ed,N = 0.7 + 0.3 � Ca�min 1 c � p ACI 318-14 Eq. (17.4.2.5b) 1.ShetJ W cp,N = MAX�Ca—min �•5het� c 1,0 ACI 318-14 Eq. (17.4.2.7b) �' �Cac Cac Nn = kc � a �'C hef5 ACI 318-14 Eq. (17.4.2.28) Variables hef Ilfl.l e�i.N Iin.l ea.N (in.l Ca�min �in.j W o N 4.500 0.000 0.000 3.125 1.000 �c [in.] k� a a fc �PS�� 10.194 17 1.000 2500 �., - _� Profis Anchor 2.7.3 3 Voluntary Retrofit 745 Andover Park East 11/7/2018 Calculations AN� ��?) AN�o I�n.21 W ec1,N W eoz.N W ed,N W,N Nb [Ibj 472.50 182.25 1.000 1.000 0.839 1.000 8114 Results N�n9 Pbl � onuete m N�ns I�bl Nua ��b� 17647 0 0 11471 15117 � �-I.o 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 Tredemark o( Hilti AG, Schaan ��, y 5/2/2019 City of Tukwila Depa�tment of Com�zunity Develop�nent STEVEN NUSS 495 ANDOVER PARK E TUKWILA, WA 98188 RE: Permit Application No. D 16-0 l 85 RED DOT CORPORATION - SEISMIC UPGRADE 495 ANDOVER PARK E Dear STEVEN NUSS, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/30/2016, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 6/30/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the pian review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the pian review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Since ely, R � C�,t,�(.,�C"�,C.� ,�, ��1 t } Kandace Nichols Permit Technician File No: D16-0185 6300 Southcenter Boulevard Suite #100 • Tukwi[a Washington 98188 • Phorre 206-431-3670 • Fax 206-431-3665 C��y �f / u/� w��a Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 7, 2018 Steven M. Nuss 495 Andover Park E Tukwila, WA 98188 RE: Request for Application Extension #5 Permit Number D16-0185 Dear Steven Nuss, This letter is in response to your written request for an extension to Application Number D16-0185. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through June 30, 2019. If you should have any questions, please contact our office at (206) 431-3655. Sincerely, __ �� _ _ � c�,�r�`� �-� �� Bill Rambo Permit Technician File: PermitNo. D16-0185 Tukwi(a City Hal! • 6200 Southcenter 8oulevard • Tukwila, WA 98188 • 206-433-1800 • Website: Tukwi(aWA.gov To the City of Tukwila Public Works Red Dot Corporation is requesting an extension to the building permit number D16-0185. This permit is in reference to a voluntary seismic upgrade to the building at 495 Andover Park East. A potential contractor has requested minor changes to the design. The Structural engineering company MHP has completed drawings of the requested changes. Additionally, the property may be going up for sale and thus causing additional changes to the timeline of the project. Thank You . C�►'t-Pi�-�/ i�?� t�cJJ�� Steven M. Nuss Facilities Manager, Red Dot Corporation 495 Andover Park East Tukwila, WA 98188 , 1 Request for Extension # S Current E: �iration llate: ��—�' � U �xtension .equest: � Appro� � for � days --� ❑ D2niec ;provide ex�lanation) Signature/ _zitials / RECEIVED CITY OF Tt1{�i/ILA NOV 2 9 2018 �E��r�r �� I I/1/2018 City of Tukwila Allan Ekberg, Mayor DepaYtment of Community Development Jack Pace, Director STEVEN NUSS 495 ANDOVER PARK E TUKWILA, WA 98188 RE: Permit Application No. D16-0185 RED DOT CORPORATION - SEISMIC UPGRADE 495 ANDOVER PARK E Dear STEVEN NUSS, In reviewing our current application files, it appears that your permit applied for on 6/30/2016, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 12/30/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, _._ c � Bill Rambo Permit Technician File No: D16-0185 6300 Southcenter Boulevard Suite #100 • Tukwila"Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ' ��,y o� �U/� w�`p Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 19, 2018 Steven Nuss 495 Andover Park E Tukwila, WA 98188 RE: Request for Application Extension #4 Permit Number D16-0185 Dear Steven Nuss, This letter is in response to your written request for an extension to Application Number D 16-0185. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through December 30, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, _- i� <- �� Bill Rambo Permit Technician File: PermitNo. D16-0185 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov To the City of Tukwila Public Works Red Dot Corporation is requesting an extension to the building permit number D16-0185. This permit is in reference to a voluntary seismic upgrade to the building at 495 Andover Park East. A potential contractor has requested minor changes to the design. We are contemplating hiring a different structural engineer to incorporate the changes requested by the contractor. Additionally, the property is up for sale and thus causing additional changes to the timeline of the project. Thank You Steven M. Nuss Facilities Manager, Red Dot Corporation 495 Andover Park East Tukwila, WA 98188 RECEIVEd CITY OF TUKWIL� JUN 0 8 2018 PERAfltT C�MTE�i � � y �� 2 �2eque,t for Extension # _ Current Expiration Date: —JD"' � Extension Request: // �I Approved for I 6 �/ days ❑ Denied (provide e�lanation) Signature/Initials ___1�� 5/1/2018 City of Tukwila Department of Community Development STEVEN NUSS 495 ANDOVER PARK E TUKWILA, WA 98188 RE: Permit Application No. D16-0185 RED DOT CORPORATION - SEISMIC UPGRADE 495 ANDOVER PARK E Dear STEVEN NUSS, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/30/2016, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanicai Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 6/30/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the ptan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application wili expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, � � Bill Rambo Permit Technician File No: D16-0185 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 � Phone 206-431-3670 • Fax 206-431-3665 Citv ot'Tukwita Department of Community Deve(opment - Jack Pace, Director November 21, 2017 Steven Nuss 495 Andover Park East Tukwila, A 98188 RE: Request for Extension #3 Permit Application Number D16-0185 Dear Mr. Nuss, Allan Ekberg, Mayor This letter is in response to your written request for an extension to Permit Application D 16-0185. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit application. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through June 30, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, �/ � Rachelle Ripley Permit Technician File: Permit No. D16-0185 TukwilaCityHall • 6200Southcenter8oulevard • iukwila, WA 98188 • 206-433-18�0 • Website: TukwilaWA.gov To the City of Tukwila, Public Works Dept. Red Dot Corporation is requesting an extension to the building permit number D16-0185. This permit is in reference to a voluntary seismic upgrade to the building at 495 Andover Park East. A potential contractor has requested minor changes to the design. We are contemplating hiring a different structural engineer to incorporate the changes requested by the contractor. Additionally, the property is up for sale and thus causing additional changes to the timeline of the project. � � �Zequest for Extension # � Current Expiration Date: � �1 Extension Request: � Approved for � days ❑ Denied (provide explanation) Signatu:e/Initials ___�� Thank You �� i ��G��i� Steven M. Nuss Facilities Manager, Red Dot Corporation 495 Andover Park East Tukwila, WA 98188 ki31Rl3� ,1lWl��d ��a� 1 t na� ��inn�nl �o �.i� o3nr3�3a �- i v2iao i � City of Tukwila DepaYtment of Community Development STEVEN NUSS 495 ANDOVER PARK E TUKWILA, WA 98188 RE: Permit Application No. D 16-0185 RED DOT CORPORATION - SEISMIC UPGRADE 495 ANDOVER PARK E Dear STEVEN NUSS, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/30/2016, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniforan Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 12/30/2017. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, � Bill Rambo Permit Technician FileNo: D16-0185 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 June 8, 2017 C�tv of 7"ukwil� Department of Community Devetopment - Jack Pace, Director Steven Nuss Red Dot / Facilities Manager 495 Andover Park E Tukwila, WA 98188 RE: Request for Application Extension #2 Permit Number D16-0185 Dear Mr. Nuss, Altan Ekberg, Mayor This letter is in response to your written request for an extension to Application Number D 16-0185. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through December 30, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, �� ' , �� Rachelle Ripley Permit Technician File: Permit No. D16-0185 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwilo, WA 9818& • 206-433-1800 • Website: TukwilaWA.gov To the City of Tukwila Public Works Red Dot Corporation is requesting an extension to the building permit number D16-0185. This permit is in reference to a voluntary seismic upgrade to the building at 495 Andover Park East. A potential contractor has requested minor changes to the design. The structural engineer is working on the requested changes. Additionally, the property may be going up for sale and thus causing additional changes to the timeline of the project. Th nk You i�� rj ► . , ��,� �—s � 7 J, Steven M. Nuss Facilities Manager, Red Dot Corporation 495 Andover Park East Tukwila, WA 98188 RECEIVED CITY OF TUKWIL.�1 JU(d U� 5 2017 PERMIT CENTER � Request for Extensio:�. # � �� 0 (-� Current Expiration Date: � Extension Request: �-- � Approved for �� days ❑ Denied (provide explanacion) Signatur�,'Initials --�r�G(/ siv2oi� Clty Of Tl�kW lZa Allan Ekberg, Mayor Department of Community Development Ja�k Pa�e, Director STEVEN NUSS 495 ANDOVER PARK E TUKWILA, WA 98188 RE: Permit Application No. D16-0185 RED DOT CORPORATION - SEISMIC UPGRADE 495 ANDOVER PARK E Dear STEVEN NUSS, In reviewing our current application files, it appears that your permit applied for on 6/30/2016, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your appiication has a status of APPROVED and is due to expire on 6/30/2017. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Offcial and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, � . I Bill Rambo Permit Technician File No: D16-0185 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Citv of Tukwila Department of Community Development - Jack Pace, Director December 20, 2016 Steven Nuss Red Dot / Facilities Manager 495 Andover Park E Tukwila, WA 98188 RE: Request for Application Extension #1 Permit Number D16-0185 Dear Mr. Nuss, Allan Ekberg, Mayor This letter is in response to your written request for an extension to Application Number D16-0185. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through. June 30, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, �� Bill Rambo Permit Technician File: Permit No. D16-0185 Tukwila CityHall • 6200Souti►centerBoulevard • Tukwi(a, WA 98188 • 206-433-3800 • Website: TukwifaWA.gov To City Of Tukwila Public Works Red Dot Corporation is requesting an extension to the building permit number D16-0185. This permit is in reference to a voluntary seismic upgrade to the building at 495 Andover Park East. The contractor we have engaged to quote the project has requested some minor changes to the design. These requests were forwarded to the Structural Engineer for review, and incorporation to the design if approved. This has delayed our timeline and is the reason for our requested extension. ank You � � �� .�,�� - �- , Steven M. Nuss Facilities Manager ��S— �4 �u � a U�2 �'/�2r ��S r � �Kw ��-� tiv�- �' �� Re ues� for E " � q �rtension # ( Currer.t �xpiration Date: ( �-3 ��` � l�J Extension Request: � App:oved for � days ❑ Denied (provide explanation) Signature/Initials —��-� � RECEIVED CITY O� TUKWIL�, DEC 19 2016 PERMIT CENT�� 11 /1/2016 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director STEVEN NUSS 495 ANDOVER PARK E TUKWILA, WA 98188 RE: Permit Application No. D16-0185 RED DOT CORPORATION - SEISMIC UPGRADE 495 ANDOVER PARK E Dear STEVEN NUSS, In reviewing our current application files, it appears that your permit applied for on 6/30/2016, has not been issued by the City of Tukwila Permit Center. Per the Internationa] Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and becorne null and void. Currently your application has a status of APPROVED and is due to expire on 12/30/2016. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit i'ssuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension requesc to the Building Official and state your reason(s) far the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your pro,ject will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, �ry � � �llr Bill Rambo Permit Technician File No: D16-0185 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLAN REVIEW/ROUTING SLI�° PERMIT NUMBER: D 16-0185 DATE: 11/29/18 PROJECT NAME: RED DOT SITE ADDRESS: 495 ANDOVER PARK E Original Plan Submittal Revision # before Permit Issued _ Response to Correction Letter #_ X Revision # 1 after Permit Issued DEPARTMENTS: �--5 �w� tt �0--18 Building Division � Public Works � PRELIMINARY REVIEW: Not Applicable � (rro approval/review reguired) Fire Preve�ition � Structural � Planning Division � Permit Coordir�tar � DATE: 12/O4/iH Structural Review Required � IZEVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: l/01�19 Approved � Approved with Conditions � Corrections Required ❑ Denied ❑ (corf�ections entered in Reviews) (ie: Zor�ir7g Issues) Notation: _ REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ I'ire ❑ Ping ❑ PW ❑ Staff Initials: i zn sizm a PERMIT C40RQ COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0185 DATE: 06/30/16 PROJECT NAME: RED DOT CORPORATION SITE ADDRESS: 495 ANDOVER PARK E X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # DEPARTMENTS: �-�" a�� l�'l• lc� suildin Drvision � � Revision # after Permit Issued �/lll n1�, �!� �' l� Fire Prevention � Plamling Division � Public Works ❑ Stt•uctural � Permit Coardinator � PRELIMINARY REVIEW: DATE: O7/OS/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: OH/OZ/iC) Approved ❑ Approved with Conditions d Corrections Required ❑ (corrections enCered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ StaffInitials: ivisno�a f PROJECT NAME: �G` f- PERMIT NO: �� IQ ' D I U� SITE ADDRESS: �k.. t ORIGINAL ISSUE DATE: REVISION LOG REVISION DATE RECEIVED NO. Summarv of Revision: �..,, � ,c�.,�. STAFF VITIALS ISSUED DATE �, Slo� i� � Received STAFF INITIALS REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. INITIALS INITIALS Summar of Revision: Received b : (please print) REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. INITIALS INITIALS Summa of Revision: Received b : (please print) REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. INITIALS INITIALS Summ of Revision: Received b : (please print) REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. INITIALS INITIALS Summar of Revision: Received b : (please prmt) REVISION DATE RECEIVED STAFF ISSUED DATE STAFF NO. INITIALS INITIALS Summa of Revision: Received b : (p�ease prmt) City of Tukwila Department of Cnmmuniry Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person ut the Permit Center. Revisioi:s wi!! not be accepted tlzrough the mail, fux, etc. Date: ��' � / —�Q! � Plan Check/Permit Number: �� "�'� � �S ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # RECEIVED► � Revision #� after Permit is Issued CITY OF TUKWILA ❑ Revision requested by a City Building Inspector or Plans Examiner NOV 2 9 2018 ❑ Deferred Submittal # Project Name: /L l� Project Address: rJ WERN�IT CENTER w Contact Person: �T��''�_ Phone Number: �O� `s2%�` c�� J�� Summary of Revision: • CdNT� �-�� S��-T� TD �G i"r/'�T� � %�ied �T ,r l/ Q r . � �, _� � r � , � ' �� j � J ` r [r� _ r : � N ' a o ,i , s ,i �.C� _� % : � � � / � i/ � i L � � �i ; r;= � : : i�. _ `I � L f� .. � Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev' io�- r Received at the City of Tukwila Permit Center by: � �— Entered in TRAKiT on L 1�� °� W:�Pcmmit Center\TemplatesVormsUtevision Submittal Form.doc Revised: August 2015 � SAUNDERS CONSTRUCTION IN�' )-iutttc i�',Spai�i>I C;ont:act. Safety & Health U�Jashington 5tate Department ai ��%t7C �t �Cl(�USt�'!�5 SAUNDERS CONSTRUCTION INC Owner or tradesperson Principals SAUNDERS,STEVEN W,PRESIDENT ZAMQRA, AMBER MARIE, SECRETARY HILL, SUSAN JOAN, TREASURER CASILLAS, PATRICIA, AGENT Doing business as SAUNDERS CONSTRUCTION INC WA 1J31 No. 602 518 261 License Page 1 of 2 Search l,&I _ � �_� A-7l,tdcx lielp :�1�-1.K:I Claims & Insurance iNorkplace Rights Trade� & Licensing 1760 MONROVIA AVE UNIT A-1 COSTA MESA, CA 92627 949-646-0034 Business type Corporation Verify the contractor's active registration ! license / certification (depending on trade) and any past violations. Construction Contractor Active. _.._ . ......... . ...... _....... .._ ..... _... Meets current requirements. Licer,se specialties GENFRAL License no. SAUNDCI953ND Effeclive — expiration 08/0412005— 08/04/2019 Bond American Contractors Indem CO Bond.account no. 100090721 Received by L&I 07/20/2009 Insurauce Zurich American Ins Co Policy no. gIo918487605 Received by l&i 0 410 4 120 1 9 $12,000.00 Effective date 08101/2009 Expiration date Until Canceled $1,000,000.00 Effective date 04/01/2019 Expiration date 04/0112020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. https://secure.lni.wa.gov/verify/DetaiLaspx?UBI=602518261 &LIC=SAUNDCI953ND&SAW= Heip us improve 5/7/2019 ABBREVIATfONS: CODES/INSTITUTIONS/ASSOCIATIONS ACI AMERICAN CONCRETE INSTITUTE AF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS) AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE APA-EWA APA-ENGINEERED WOOD ASSOCIATION ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY CBC CALIFORN�A BUILDING CdDE CRSI CONCRETE REINFORCING STEEL INSTITUTE DSA DIVISION OF THE STATE ARCHITECT IBC INTERNATIONAL BUILDING CODE NDS NATIONAL DESIGN SPECIFICATIONS SDI STEEL DECK INSTITUTE SJI STEEL JOIST INSTITUTE SSMA STEEL STUD MANUFACTURERS ASSOCIATION SYMBOLS # POUND, NUMBER, QUANTITY @ AT < LESS THAN > GREATER THAN ± PLUS OR MINUS ° DEGREE Q� DIAMETER ABBREVIATIONS AB ANCHOR BOLT ADDL ADDITIONAL ADJ ADJACENT ALT ALTERNATE APPROX APPROXIMATE,APPROXIMATELY ARCH ARCHITECT, ARCHITECTURAL BLKG BLOCKING, BLOCK BM BEAM BOT BOTI'OM BTWN BETVVEEN CALCS CALCULATIONS CG CENTER OF GRAVITY CL CENTERLINE CLR CLEAR,CLEARANCE CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECT,CONNECTION CONT CONTINUOUS db BAR DIAMETER (REBAR) DBL DOUBLE DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DWG DRAWING (E) EXISTING EA EACH EF EACH FACE ELEC ELECTRICAL EMBED EMBED,EMBEDDED,EMBEDMENT EOR ENGINEER OF RECORD EQ EQUAL EQUIP EQUIPMENT EW EACH WAY EXP EXPANSION EXT EXTERIOR FDN FOUNDATION FTG TING F00 GA GAUGE �ALV GALVANIZE HEX HEXAGONAL HORIZ HORIZONTAL ID INSIDE DIAMETER INFO INFORMATION IOR INSPECTOR OF RECORD K KIPS (1000#) KB3 HILTI KWIK BOLT 3(ANCHOR) KB-TZ HILTI KWIK BOLT TZ (ANCHOR) KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH � 0 N N � .n � > 0 z z 0 m .y a 3 � � � � m 0 � 0 a ¢ � W � m Q 0 z ¢ w 0 z � � U � � LBS POUNDS LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LOCS LOCATIONS LONG LON�ITUDINAL LTWT LIGHTWEIGHT MANUF MANUFACTURER MAX MAXIMUM MECH MECHANICAL MID MIDDLE MIN MINIMUM (N) NEW NIA NOT APPLICABLE NTS NOT TO SCALE OC ON CENTER OP OPERATING PERP PERPENDICULAR PLF POUNDS PER LINEAR FOOT PSI POUNDS PER SQUARE INCH QTY QUANTITY REINF REINFORCING REQD REQUIRE, REQUIRED SCHED SCHEDULE SEOR STRUCTURAL ENGINEER OF RECORD SIM SIMILAR SMS SHEET METAL SCREW SQ SQUARE SS STAINLESS STEEL STAGG STAGGER STIFF STIFFEN, STIFFENER STIRR STIRRUP STRUC STRUCTURAL SYM SYMMETRICAL T&B TOP & BOTTOM THK THICK, THICKNESS THRU THROUGH TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W/ WITH W/O WITHOUT WP WORK POINT WT WEIGHT STRUCTURAL STEEL SHAPES Cx STANDARD CHANNEL HSS HOLLOW STRUCTURAL SECTIONS Lx ANGLE MCx MISCELLANEOUS CHANNEL Mx M SHAPES STD PIPE STANDARD PIPE Sx S SHAPES WTx, STx STRUCTURAL TEES Wx W SHAPES X-STRG EXTRA STRONG PIPE XX-STRG DBL EXTRA STRONG PIPE GENERAL STRUCTURAL NOTES: DESIGN CRITERIA: CODE OF RECORD: 2015 EDITION, INTERNATIONAL BUILDING CODE (IBC) DESIGN LOADS: ASCE 41-13, SEISMIC EVALUATION AND RETROFIT OF EXISTING STRUCTURES: PERFORMANCE OBJECTIVE 1: (UFE SAFETY) GROUND MOTION: BSE-1 E(225 YR RETURN PERIOD) Sxs = 0.689g SX� = 0.373g PERFORMANCE OBJECTIVE 2: (COLLAPSE PREVENTION) GROUND MOTION: BSE-2E (975 YR RETURN PERIOD) SXS =1.106g � SX� = 0.628g 1. GOVERNING CODE AUTHORITY FOR THIS PROJECT: CITY OF TUKWILA DEPARTMENT OF BUILDING AND SAFETY AND IS REFERRED TO AS "THE GOVERNING AGENCY" IN THESE AND OTHER STRUCTURAL NOTES SECTIONS. 2. �ENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB, EXCEPT WHERE THEY MAY DIFFER WITH DETAILS AND NOTES ON OTHER SHEETS, IN WHICH CASE THE DETAILS AND NOTES ON OTHER SHEETS SHALL GOVERN. DETAIL MARKS WITH "SIM" NOTED INDICATES THAT DETAIL CONTAINS MODIFIED INFORMATION APPLICABLE TO THE CONDITION REFERENCED. 3. OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE SEOR PRIOR TO PROCEEDING WITH ANY WORK INVOLVED. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATi'ENTION OF THE SEOR AND SHALL BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. 5. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENT KNOWLEDGE BUT WITHOU7 GUARANTEE OF ACGURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS , , THEY SHALL BE REPORTED TO THE SEOR SO THAT THE PROPER REVISION MAY BE MADE. MODIFICATIONS OF CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE SEOR AND THE GOVERNING AGENCY. 6. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OR SEQUENCE OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING AND LAYDOWN OF CONSTRUCTION MATERIALS. _ 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY CONSTRUCTION LOADING, INCLUDING LOADING FROM EQUIPMENT SUCH AS SKIP,LOADERS, SCISSOR LIFTS, ETC., ON ALL PORTIONS OF THE STRUCTURE, WHETHER ELEVATED OR ON-GRADE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PATH-OF-TRAVEL FOR MOVING PERMANENT EQUIPMENT TO ITS FINAL LOCATION, INCLUDING THE EFFECTS OF TEMPORARY LOADING AS THE EQUIPMENT IS INSTALLED. THE CONTRACTOR MAY USE THE "DESIGN LOADS" INFORMATION PROVIDED ABOVE WHEN CONSIDERING TEMPORARY CONSTRUCTION LOADING CONDITIONS. 8. OBSERVATION VISITS TO THE SITE BY FIELD REPRESEf�TATIVES OF THE SEOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OF THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE SEOR DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED SPECIAL INSPECTION � SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE SEOR, WHETHER OF MATERIAL OR 1NORK, AND WHETHER PERFORMED PRIOR T0, DURING OR AFTER COMPLETION OF CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS, BUT DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 9. ASTM DESIGNATIONS AND ALL STANDARDS REFER TO THE LATEST AMENDMENTS. 10. WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESI�NATION IS IMPLIED ON THE DESIGN DRAWINGS BY THE USE OF THE WORDS "OR APPROVED EQUAL", APPROVAL SHALL BE OBTAINED FROM THE SEOR AND THE GOVERNING AGENCY PRIOR TO FABRICATION OR INSTALLATION OF THE SUBSTITUTED MATERIAL OR PRODUCT. 11. DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS. 12. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS DURING CONSTRUCTION WHEN SO SPECIFIED ON THE CONTRACT DRAWINGS AND SPECIFICATIONS FOR CERTAIN TYPES OF WORK. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE, TO THE SATISFACTION OF THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE SEOR AND TO THE GOVERNING AGENCY. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATfENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE SEOR AND TO THE GOVERNING AGENCY. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISION OF THE CODE AND OTHER APPLICABLE REGULATIONS IDENTIFIED ON THE PLANS OR IN THE PROJECT SPECIFICATIONS. 13. UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEARWALL, GRADE BEAM, ETC.) SHALL BE CUT, DRILLED OR NOTCHED WITHOUT PRIOR AUTHORIZATION FROM THE SEOR AND THE GOVERNING AGENCY. STRUCTURAL AND MISCELLANEOUS STEEL: 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST EDITION. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESS NOTED OTHERWISE): A. WIDE FLANGE SECTit�NS (W,VYf) ASTM A-992 FY=50KSI B. CHANNELS AND MISc, SHAPES (C,MC,S,M) ASTM A-36 FY=36KSI C. ANGLES AND PLATES ASTM A-36 FY=36KSI D. PIPE (STD,X-STRG,XX-STR�) ASTM A-53 TYPE E, GR B FY=35KSI E. HSS TUBE (SQ,RECTANG) ASTM A-500, GR B FY=46KSI F. HSS TUBE (ROUND) ASTM A-500, GR B FY=42KSI 2. STEEL HSS TUBES SHALL CONFORM TO ASTM A-500 GR B SEAMLESS. SULFUR CONTENT SMALL BE LESS THAN OR EQUAL TO O.Q5%. 3. STRUCTURAL STEEL SHCP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND SEOR FOR REVIEW PRIOR TO FABRICATION AND ERECTION, IN ACCORDANCE WITH NOTES A AND B OF GENERAL STRUCTURAL NOTES. 4. A TOLERANCE OF + 0, -114 INCH SHALL BE APPLIED TO ALL SPECIFIED CAMBERS. 5. ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE. 6. PAINTING OF STRUCTURAL STEEL SHALL COMPLY WITH THE REQUIREMENTS PER AISC 360 AND IBC SECTION 2203.2. STRUCTURAL STEEL EMBEDDED IN CONCRETE OR MASONRY SHALL BE UNPAINTED. 7. HOT-DIP GALVANIZE OR PROVIDE THREE-INCH (3") MINIMUM CONCRETE COVER AROUND ALL STRUCTURAL STEEL BELOW GRADE. 8. BOLTS SHALL CONFORM TO ASTM A-307, UNLESS NOTED OTHERWISE. BOLTS EMBEDDED IN CONCRETE OR MASONRY SHALL CONFORM TO ASTM F-1554 GR 36 AND SHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS. THREADED RODS SHALL CONFORM TO ASTM A-36, EXCEPT WHERE USED AS A POST-INSTALLED ANCHOR. 9. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE INSTALLED "SNUG TIGHT". THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES OF THE JOINT ARE IN FIRM CONTACT. BOLTS OF SLOTTED CONNECTIONS SHALL BE INSTALLED "FINGER TIGHT" ONLY, WITH THREADS SPOILED. THE FINGER TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN THE WASHER AND BOLT HEAD ARE IN FULL CONTACT WITH WEB OR SHEAR TAB. WHERE SLOTTED CONNECTIONS ARE INDICATED THE WASHER SHALL BE PLACED OVER THE SLOTTED HOLE. 10. ALL WELDING SHALL COMPLY WITH AWS SPECIFICATIONS AND SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THE TYPE OF WELDING TO BE PERFORMED. WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE PROVIDED FOR EACH WELD TYPE SHOWN ON THE DRAWINGS IN CONFORMANCE WITH AWS D1.1 AND D1.4. EACH WPS SHALL BE REVIEWED BY AN AWS SCWI ;CERTIFIED INSPECTOR AND SUBMITfED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR REVIEW. IF A WELD ASSEMBLY NOTED ON PLANS DOES NOT FALL WITHIN THE PREQUALIFIED CRITERIA, CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A QUALIFICATION RECORD FOR THE SPECIFIED WELD AS PART OF THE WPS SUBMITTAL. 11. ALL WELDING ,SHALL BE DONE BY ELECTRIC ARC PROCESS WITH E70XX ELECTRODES. 12. WHERE FILLET WELD SYMBOL IS �IVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN THE AISC STEEL CONSTRUCTION MANUAL,14TH EDITION, SPECIFICATION SECTION J2.2B. = �: 13. ALL STRUCTURAL FIELD WELDING SHALL REQUIRE SPECIAL INSPECTION BY AN AWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNING AGENCY (WELDING OF MISCELLANEOUS LIGHT-GAUGE MATERIALS SUCH AS METAL STUDS, FURRING CHANNELS, ETC., DOES NOT REQUIRE SPECIAL INSPECTION). 14. SEE SPECIAL INSPECTION NOTES FOR INSPECTION REQUIREMENTS. ALL SHOP WELDING SHALL BE DONE IN THE SHOP OF A LICENSED STEEL FABRICATOR APPROVED BY THE �OVERNING AGENCY OR SHALL REQUIRE SPECIAL INSPECTION BY AN AWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNIN� AGENCY. ; FRAMING LUMBER: 1. ALL STRUCTURAL LUMBER S'HALL BE DOUGLAS FIR-LARCH, WEST COAST (WCDF) OF THE FOLLOWING MINIMUM GRADES (UNLESS NOTED OTHERWISE): A. ALL LUMBER = No. 2 UNLESS NOTED OTHERWISE 2. STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO UNITED STATES PRODUCT STANDARD PS-1-95 EXTERIOR GRADE, MARKED STRUCTURAL I AND SHALL BE STAMPED BY AN APPROVED FABRICATOR. 3. FEATURES OF THE CONSTRUCTION OF HORIZONTAL WOOD DIAPHRAGMS, SHEAR WALLS AND ANY SPECIAL CONNECTIONS WITHIN OR BETWEEN SUCH ELEMENTS SHALL BE INSPECTED AFTER INSTALLATION IN ACCORDANCE WITH THE FOLLOWING INSPECTION STANDARD. INSPECTION MAY BE PERFORMED ON A PERIOD(C BASIS PROVIDED ALL FEATURES HAVE BEEN INSPECTED PRIOR TO THE INSTALLATION OF ANY COVERING MATERIALS. THIS INSPECTION SHALL BE DONE BY A SPECIAL INSPECTOR WHEN SHEATHING BOUNDARY NAILING IS CLOSER THAN FOUR INCHES (4") ON CENTER. A. SPECIAL FASTENINGS SHOWN ON THE PLANS, SUCH AS HORIZONTAL DIAPHRAGM AND SHEAR WALL SHEATHING NAILING TO CHORDS, DRAG STRUTS, POST TIE-DOWNS AND BLOCKING ABOVE SHEAR WALLS, SHALL BE INSTALLED. SILLS SHALL BE SECURED AS SHOWN ON THE PLANS. SPECIAL CLIPS, STRAPS, TIE-DOWNS AND OTHER CONNECTIONS WITHIN OR BETWEEN DIAPHRAGMS AND SHEAR WALLS SHALL BE INSTALLED AS SHOWN ON THE PLANS. SPECIAL INSPECTION SERVICES SHALL BE SCHEDULED SO AS TO ALLOW ANY CORRECTIVE WORK TO BE ACCOMPLISHED WITHOUT INTERFERENCE WITH LATER SCHEDULED WORK. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED OR APPROVED BY THE SEOR. 5. MAXIMUM MOISTURE CONTENT FOR ALL STRUCTURAL MEMBERS SHALL NOT EXCEED 19 PERGENT (19%) UNLESS NOTED OTHERWISE. ALL 2x FRAMING SHALL BE STAMPED "S-DRY." ANY LUMBER STAMPED "S-GREEN" SHALL HAVE A MOISTURE CONTENT OF LESS THAN 19% AT THE TIME OF INSTALLATION AND THE MOISTURE CONTENT SHALL BE TESTED WITH A MOISTURE METER HAVING ONE INCH (1") NEEDLE IN THE PRESENCE OF AN INSPECTOR. �� 6. BOLT HOLES TO BE NOMINAL DIAMETER OF BOLT PLUS 1/16 UNLESS N TED THER 0 0 WISE. PROVIDE WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 7. FRAMING HANGERS, CAPS, HOLDOWNS, POST BASES, ANCHORS, CONNECTORS, ETC., SHALL BE AS MANUFACTURED BY ' "SIMPSON COMPANY" OR APPROVED EQUAL TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. 8. NAILS SHALL GONFORM TO THE REQUIREMENTS OF ASTM F-1667 PER IBC SECTION 2303.6. NAILS SHALL BE COMMON WIRE (UNO) AND THE NUMBER OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THE AMOUNTS SET FORTH IN THE PREVAILING BUILDING CODE. GALVANIZED COMMON NAILS SHALL BE USED FOR ALL EXPOSED EXTERIOR WOOD, COMMON NAILS SHALL CONFORM TO THE SPECIFICATIONS OF NAIL PROPERTIES SCHEDULE BELOW: NAIL PROPERTIES SCHEDULE DESIGNATION LENGTH WIRE DIAMETER HEAD DIAMETER 6d 2" 0.113" 0.266" 8d 2 112" 0.131" 0.281" 10d 3" 0.148" 0.312" 12d 31l4" 0.148" 0.312" 16d 3112" 0.162" 0.344" 20d 4" 0.192" 0.406" NOTE:10d COMMON SHORT (2-1/8" LONG) MAY BE USED AT 1/2" AND THINNER PLYWOQD IN LIEU OF 10d COMMON (3") OR 8d COMMON (2-112"). NAILING SHALL NOT BREAK THROUGH OUTER PLY OF PLYWOOD. IF PNEUMATIC �UNS ARE USED, THEY SHALL BE ADJUSTED TO SATISFY THE ABOVE CRITERIA. 9. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY 30 DEGREES WITH THE MEMBER AND STARTED APPROXIMATELY 113 THE LENGTH OF THE NAIL FROM THE MEMBER END. 10. AT PANELIZED ROOF, NO SYSTEMS SHALL BE SUPPORTED FROM SUB PURLINS (i.e. DUCTWORK, ELECTRICAL CONDUITS, SUSPENDED CEILINGS, SPRINKLERS, ETC.) UNLESS NOTED OTHERWISE. 11. STITCH NAILING FOR DOUBLE SAWN JOISTS SHALL BE 16d NAILS AT 12" ON CENTER STAGGERED TOP AND BOTfOM. STITCH BOLTING FOR BUILT UP BEAMS (FOUR 2x MEMBERS MAXIMUM) SHALL BE 112" DIAMETER MACHINE BOLT AT 18" ON CENTER. STITCH BOLTING FOR FIVE 2x MEMBERS OR MORE SHALL BE 5/8" DIAMETER MACHINE BOLTS AT 18" ON CENTER STAGGERED TOP AND BOTTOM, UNLESS NOTED OTHERWISE. 12. PRE-DRILL ALL LAG SCREW HOLES WITH DIAMETER (D) FOR UNTHREADED SHANK, 40% TO 70% OF D FOR THREADED PORTION. THE THREADED PORTION OF LAG SCREWS SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. PROVIDE SOAP OR LUBRICANT ON LAG SCREWS OR IN LEAD HOLE TO FACILITATE INSERTION AND PREVENT DAMAGE TO LAG SCREWS OR WOOD SCREWS. POST-INSTALLED ANCHORS: 1. POST INSTALLED ANCHOR NOTES IN THIS SECTION SHALL APPLY TO ALL ANCHORS INSTALLED INTO HARDENED CONCRETE. 2. INSTALLATION SHALL CONFORM TO THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE EVALUATION REPORT. 3. LOCATE EXISTING REINFORCING BY NON-DESTRUCTIVE METHODS PRIOR TO DRILLING. EXISTING REINFORCING SHALL NOT BE CUT. IF REINFORCING IS ENCOUNTERED, ADJUST HOLE LOCATION BY 1.5 TIMES HOLE DIAMETER MINIMUM, 2" MAXIMUM, (BUT NOT CLOSER TO THE EDGE OF CONCRETE), AS REQUIRED TO AVOID REINFORCING. DRILLED HOLES THAT ARE ABANDONED SHALL BE FILLED WITH ADHESIVE OR NON-SHRINK GROUT. -... . 4. HOLES FOR INSTALLATION OF TNE EXPANSION ANCHOR; THRFADED ROD OR..REI�FORCING BAR SHALL;BE D�ILLED USING A DRILL THAT HAS A CARBIDE-TIPPED BIT THAT COMPLIES WITH ANSI B212:15: A REBAR CUTTWG DRILL BIT IS NOT ALLOWED. 5. CONTRACTOR SHALL USE APPROPRIATE EQUIPMENT AND METHODS AS REQUIRED TO PROVIDE DRILLED HOLES FOR POST-INSTALLED CONCRETE ANCHORS IN ACCORDANCE WITH APPLICABLE STANDARDS, MANUFACTURER'S R CO M A ION A IFYI G ICC TEST REPORTS. CAR HALL 0 PREVENT 0 E M END T S, ND QUAL N( ) E S BE TAKEN T VERSIZING, OVALING, N 0 B 0-0 T THE DRILLED MEMBER. IF NG OVALING - A DI R l W U THROUGH THE BACK FACE OF QVERSIZI , , ANDIORBL�W OUT OCCURS, THE EMPLOYED EQUIPMENT AND METHODS SHALL BE DISCONTINUED. ADDITIONAL QRILLING SHALL NOT BE RESUMED UNTIL THE SEOR HAS PROVIDED APPROVED REPAIR PROCEDURES. TH� CONTRACTOR SHALL BE RESPONSIBLE FOR THE COST OF ALL SUCH REPAIRS. WHEN RESUMING DRILLING, THE CONTRACTOR SHALL MODIFY THE PROCEDURES AS NECESSARY TO PREVENT FURTHER DAMAGE. 6. HOLES SHALL BE CLEANED OF DUST AND DEBRIS, USING A WIRE BRUSH AND COMPRESSED AIR OR MANUFACTURER'S BLOW-OUT BULB (AS PER MANUFACTURER'S RECOMMENDATIONS) AS REQUIRED TO REMOVE PARTICULATE DEBRIS AND TO ACHIEVE A RELATIVELY DUST-FREE SURFACE. CLEANLINESS OF DRILLED HOLES SHALL BE VERIFIED AND DOCUMENTED BY A SPECIAL INSPECTOR. 7. OIL, SCALE, AND RUST SHALL BE REMOVED FROM THE EXPANSION ANCHOR, THREADED ROD OR REINFORCING BAR PRIOR TO INSTALLATION. 8. APPROVED ADHESIVE ANCHOR SYSTEMS (AND THREADED ROD) AND EVALUATION REPORTS ARE AS FOLLOWS: • HILTI HIT-RE 500-V3 (ASTM A36) ESR-3814. 9. SEE SPECIAL INSPECTION NOTES FOR INSPECTION REQUIREMENTS. CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION OF ADHESIVE ANCHORS. THE SPECIAL INSPECTOR SHALL OBSERVE AND RECORD DATA AS SPECIFIED IN THE "SPECIAL INSPECTION" SECTION OF THE APPLICABLE EVALUATION REPORT. 10. EFFECTIVE EMBEDMENT DEPTH FOR POST INSTALLED ANCHORS SHALL BE NOTED ON PLAN. STFtUCTURAL OBSERVA710N: 1. ' THE STRUCTURAL ENGINEER OF RECORD (SEOR), OR HISIHER DESIGNATED ENGINEER, SHALL PROVIDE VISU�0.L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS AND SPECIFICATIONS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM, AS REQUIRED 8Y IBC SECTION 1709 AND AS DEFINED IN IBC SECTION 1702. WRITTEN REPORTS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE dR HIS DESIGNEE FOR DISTRIBUTION TO THE SPECIAL INSPECTOR, CONTRACTOR AND BUILDING OFFICIAL. 2. THE STRUCTURAL OBSERVER SHALL SUBMIT A WRITTEN STATEMENT TO THE GOVERNING AGENCY THAT THE SITE VISITS HAVE BEEN MADE. SUCH REPORTS SHALL IDENTIFY ANY OBSERVED DEFICIENCIES, WHICH TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE HAVE NOT BEEN RESOLVED. AT THE CQMPLETION OF THE STRUCTURAL SYSTEM THE STRUCTURAL OBSERVER SHALL PROVIDE A FINAL OBSERVATION REPORT INDICATING THAT TO THE BEST OF HISIHER KNOWLEDGE ALL OBSERVED DEFICIENCIES HAVE BEEN RESOLVED AND THE STRUCTURAL SYSTEM GENERALLY CONFORMS TO THE APPROVED PLANS AND SPECIFICATIONS. 3. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF THE INSPECTIONS BY THE BUILDING OFFICIAL AS REQUIRED BY IBC SECTION 109, SPECIAL INSPECTIONS REQUIRED BY IBC SECTION 1704, OR ANY OTHER INSPECTION REQUIRED BY OTHER SECTIONS OF THE CODE OR AS NOTED ELSEWHERE IN THE CONTRACT DOCUMENTS. THE STRUCTURAL OBSERVER DOES NOT HAVE THE AUTHORITY TO APPROVE COVERING OF CONSTRUCTION AND HIS/HER POSITIVE DISPOSITION OF THE OBSERVATION REPORT DOES NOT WARRANT THAT THE CONSTRUCTION WILL PASS THE BUILDING OFFICIAL'S INSPECTION. 4. STRUCTURAL OBSERVATION FOR THIS PROJECT SHALL BE PROVIDED BY MHP STRUCTURAL ENGINEERS, INC.; 3900 COVER STREET, LONG BEACH, CALIFORNIA, 90808; TELEPHONE (562} 985-3200; FAX (562) 985-1011. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION SCHEDULE AND SHALL NOTIFY THE STRUCTURAL OBSERVER NO LESS THAN THREE (3) BUSINESS DAYS IN ADVANCE OF REQUIRED OBSERVATIONS. FAILURE OF THE CONTRACTOR TO PROVIDE ADEQUATE NOTIFIGATION MAY RESULT IN DELAYS DUE TO CORRECTIVE WORK OR REMOVAL OF SUBSEQUENT WORK TO ALLOW ADEQUATE OBSERVATION. REMOVAL AND REPLACEMENT OF ANY FINISHED WORK ANDIOR FRAMING DAMAGED BY THE REMOVAL PROCESS OR AS REQUIRED FOR CORRECTIVE ACTION RESULTING FROM INADEQUATE NOTIFICATION SHALL BE AT THE CONTRACTOR'S EXPENSE. 6. THE STRUCTURAL OBSERVER SHALL AS A MINIMUM PERFORM STRUCTURAL OBSERVATION AT THE FOLLOWING STAGES OF CONSTRUCTION (CONSTRUCTION STAGES AND ELEMENTSICONNECTIONS TO BE OBSERVED): A. COMPLETION OF STRUCTURAL SYSTEM SPECIAL INSPECTION 1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS DURING CONSTRUCTION FOR CERTAIN TYPES OF WORK WHEN SO SPECIFIED IN THE CONTRACT DOCUMENTS AND PROJECT SPECIFICATIONS. THESE SPECIAL INSPECTIONS SHALL BE IN ADDITION TO AND COMPLEMENTARY WITH THE INSPECTIONS PROVIDED BY THE GOVERNING AGENCY. 2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE STRUCTURAL ENGINEER OF RECORD AND THE GOVERNING AGENCY, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQIJIRING SPECIAL INSPECTION. 3. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE DESIGN DRAWINGS, SPECIFICATIONS AND APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE REGULATIONS IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION AND THEN, IF UNCORRECTED, TO THE ATTENTION OF THE STRUCTURAL ENGINEER OF RECORD AND THE GOVERNING AGENCY. IT SHALL BE THE GENERAL CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE SPECIAL INSPECTOR AND SCHEDULE THE SPECIAL INSPECTIONS WITH ADEQUATE TIME TO ADDRESS ANY AND ALL POTENTIAL DISCREPANCIES PRIOR TO PROCEEDING WITH SUBSEQUENT WORK THAT COVERS OR OTHERWISE MAKES INACCESSIBLE ANY WORK IDENTIFIED AS DEVIATING FROM THE PROJECT REQUIREMENTS. 4. THE SPECIAL INSPECTOR SHALL FURNISH REGULAR INSPECTION REPORTS TO THE STRUCTURAL ENGINEER OF RECORD AND THE GOVERNING AGENCY IDENTIFYING THE WORK INSPECTED AND ANY UNCORRECTED DISCREPANCIES FROM THE CONSTRUCTION DOCUMENTS. AT THE CONCLUSION OF THE PROJECT OR THE SPECIAL INSPECTORS ASSIGNED SCOPE OF WORK, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS OR HER KNOWLEDGE, COMPLETED IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS (INCLUDING APPROVED RFI'S, ADDENDUMS, ETC.} AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE REGULATIONS IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS: 5. SPECIAL INSPECTIONS INDICATED BELOW SHALL BE PROVIDED IN EITHER A CONTINUES OR PERIODIC CAPACITY, AS DEFINED BELOW, AS REQUIRED BY THE INDIVIDUAL CODE OR REFERENCED STANDARD. 6. CONTINUOUS - SPECIAL INSPECTlON BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTEQ IS BEING PERFORMED. FOR STRUCTURAL STEEL, CONTINUOUS INSPECT�ON IS FURTHER DEFINED SUCH THAT INSPECTION SHALL TAKE PLACE ON EACH ELEMENT TO BE INSPECTED (I.E. EACH BOLT OR WE�D). 7. PERIODIC - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED. FOR STRUCTURAL STEEL, PERIODIC INSPECTION IS FURTHER DEFINED SUCH THAT ITEMS ARE OBSERVED ON A RANDOM BASIS. REQUIRED VERtFICATION AND INSPECTION QF CONCRETE CQ�ISTRUCTION PER IBC iABLE 1705.3 CONTINUOUS PERIODICALLY REFERENCE FOR CRITERIA VERIFICATION AND INSPECT[aN DURING TASK QURING TASK LISTED LISTED MISC. STANDARDS IBG 1. INSPECTION QF ANCHORS POST iNSTALLEO IN AC1318: 3.8.6, 8.1.3, HARDENED CONCRETE MEMBERS. {FOOTNOTE - X 2� 2$ 19Q9.1 A} FOOTNOTE A- SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION ARE INCLUDED IN THE RESEARCH REPORT FOR EACH ANCHOR fSSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 OR OTNER QUA(.IFICATION PRdCEDURES. THESE SPECIAL INSPECTION REQUIREMENTS SH�ULD BE FOLLOWED. WHERE SPECIFIC REQUIREMENTS ARE N4T PROVtDEO, CONTACT STRUCTURAL EN�INEER FOR SPECiAL ENSPECTfON REQUIREINENTS PRIOR TO PRQCEEDING VtIITN THE WQRK. PROJECT SPECIFiC SPEGIAL fNSPECTION MEASURES SNALL BE APPROVED BY THE BUILDWG OFFIClAL PR[OR TO THE COMMENCEMENT OF THE WORK _ �� . d� .;;� � � , • v �; �� ; � � � � ;� � ; £ � ,� , � � � e� SCALE: NONE SCOPE OF O�K THIS PROJECT IS A VOLUNTARY SEISMIC STRENGTHENING OF THE WALL ANCHORAGE SYSTEMS TO REDUCE THE POTENTIAL FOR STRUCTURAL DAMAGE IN AN EARTHQUAKE. sEPA�arE ��aa►= REQ 1REp� FOR: �i� � l�' El�ctricmmi t(�F�`f�iimbirtQ 7�Gas Pipinfl City af Tu�rila BUli.DfNG DfViSl4(+I+I RE!/iStOR1S r No changes shall be made to the sco� of work without pr�or approval of the Tukwila Building Division: NOTE: Revisions wilt reqwre a new plan submittal and may include additional plan rev �� . C _��. �^ P No. � Plan review approval �s sub�ecc to errors ana omissions. Approvat of Construction �ocuments d�s noY authdr�ze ihe v�oiat�on of ny adopced code or ordinance. Rece�pt of roved Fie►o Copy and acKnowiedgea: By:_, Date: S 7 _ �_ City of TuKwiiar BUILD{NG DIVI$ION i� � ' ' � � � � �� i� REVIEWED FOR CODE CONrPLIAMCE �P�QVED DEC 0'� 201� � ��(}� �ify of TukwwiP� � �UILDI�tC �3t�ll^IQ►� R�C�l�,=�� QTY t�� 'i�K:'1►iLA N4V 2 9 20�8 �ER��iT CENTE.R � Z � � r U � � � STRUCTURAL ENGINEERS 3904 Cover Street Long Beach, CA 90808 562.985.3200 P 562.985. I 0 I I F Z � Volurit � � 0 � LL o �e1SiiliC � Str�ngthe�in � 495 Andover Park East Tukwila, WA 98188 a ISSUE DATE: 11-27-2018 > � � DESCRIPTION DATE 0 Z � BUILDING DEPT SUBMITTAL 11-27-2018 G m � � & a � � ��,T H D. 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(.. � ay x X X X X X X X X X X X X X �, � � � � � � � � � � � � � � � lfJ Lr? i.f� l[� ltJ U7 LL'� SY3 . tf) U'� �.ti LC3 t.C') tS'} us w w w u�' w w w w w w w w w � I (E) 6 314" x39" GLB - (E} 6 3i4" x431;2" GLB - (�} 6 314" - - - - - - {Ej 6 3/�" x43 1!2" GLB (Ej 6 3;`�" - (Ej 6 3/4` x431;2" GLB {E) 0 314" x39" G�B - - x30" GLS - - x3a" G�B - _ - - i i I ! � m m m m m m m m m m m m m m ._! _S J _..1 J rl _1 _.l J r3 � C � L`3 f i C.3 C`7 {.;i C� C_`? C � C`3 C`� L'3 L`7 C� � t9 t- c``- � � � C*I N CV CV CV {V CV N CV � � �'`� h- 9,,- !`,,, '- `- r`�' � � �= ..- �- � � x r. ry r. r� � � � X X X X X X X X X X �" r' M M �. x x x x � � "<A � � oo c"��.� co c"..� � -"c,�,� oc a3 0� co co ; ;- r � Y = r- �= �-- .- :- � i � u� cn u; +,t3 �r� i,n xn �,n �n �.r� u� i.n en cn iLl.1 W !!3 LS.1 W 1.t r.1 liJ Ll.l W Lf.! Ll! i1J 1.Lt L11 , � I i i 2 TYP AT S3.0 � PURLIN - - - (E} 6 3i4" x39" GLS - (E) 6 3/4" x431i2" GLB - {E) � 3i4" - {Ej 6 3;4" x43 1/�" Cz�B - E 6 3�4" - " i2" GLB - (E} 6 3,'4" x39' GLB AS SHOWN { 3 (Ej 8 3i4 x431, f I - - x34" GLB - - x30" GLB - _ - - 1 i � i ! � m m m r.n m m m m m � � � � � � � � � � m m m m m t� - _ _ _ _ _ _ _ TYP @ 6'-0"OC � c.�'� � � � `' `� � N � � N � N MAX AT � N CV CV CV � r- � : .- �- �- .= t- � � �- ,= � � x SUB-PURLfNS r�- r- ti. r.. b. x X X X X X X X X M M M M M c' � c° ' ` AS �HOWN " " '< x x cp I �-- � � oa ar� c", � � � oa � co a'y " _ " � � � v ; �n .- �- .= .- _- �- tE} 2x4 � �- � •- 4 �- � m � � � � � � T � � w us ua w ua i.0 2�t'�� 3.ia w t�a S3.0 w w w w ui ; TYP U€�0 _ i E � � � � � I � � � ' ' � � ' I � 1 � I � � � � , .�'i I � � � � 3 ' i � i ! � � � j � 1 I i � i � 1 I � i � � , � � � i I i i ; � , I j j I � I , i ; i ; ; � I � i � � � � I � i � � I � � i ! � � { } ! � I � � � � � � � , j i � � I � ; � I � i f � ; , � ; ; , f � � � ; � ; � , i I � 3 i I i I � i I � I I i � i � { { � i � [ � I 3 1 � � � � i � � � � I i � i � i , � € ; � i � i ; i � � i � � i i � � 1 i I i f i i i } I � � � I 3 � ; � � � � � i , I , i � E � i � i i ! ( i 3 � ; � , � ; � � i ; I 1 � � � i � i � ! 1. i i F i } I I � ��, I � � ,,I � � , , . , I ; i1 . , a � , � � � � , i I E � i � I i , � I� �� ; i ..�, � I � 3 � �� , � I . ,.II1 � � I „I I r � � ,.,�I I ,I �II� . � , � ; I 1 � ,> >II I �,�� , � i � � � i � i � ! . i i , � � I. i i � , � , i �� , ; � . � , � � � � , � � , � ; ; , . , . , � , ,: , , , , �. ;` i�: i :{ i i �� I� I 1 { i i � i i i � t � � i � { ; i f i � ; � i � i ; � � � i 1 i i i i � � � � I 1 i � i __�_.. 3 � : � � �:, ,;I I:, �, �;, � �� i i � i ; 3 # � i ; I;, j� i �{ �i! 3 � f� � � : �: i i: f � : i: i �: � I . : i i i � ' � � I i { � � � � j I� i I � � . ( � i j t � : : � � . . , _..._ ; j � . , ' � � ; : i I : , � , , � i f ; : ! ; . ; : � I i I � � i j i i j � ; t � I i � , i , I � �� , , � � � I I I i � i i i � i ; ! � i � j� 'l � 1 � i �� i1 � I � i� � I�j � � i � i i � � � � i � � � j i 1 � � i � , � 1 � � ( � � � � { i � 4 � � i � � � � I � � � i � i i � � � � i i � i � � t � i I i � � � i � � i i < < � � � I I � � 4 � � j � I� i I i i � I . � � I � , , � I I � ( . I I i � i i ( � . � i i � � I � � ! I i � I 1 � I I.I , ,I . � i� I , I� � , i � f . . I . � � � I I i � I ( ! � � I I � ( . � � �� . � I i I � � .I I � i � I � � 1 � i l �f ( �, � , I. I I , � � . � , � � ��I � I �� __ , i � i � i TYP @ 24'OC 3 TYP @ 6'-0"OC MAX � � AT SUB-PURLINS � � AT GRID J 9 E i AT GLB AS S3.0 S3.0 ONLY S3.0 I I SHOWN, UNO I AS SHOWN I I � I REVIEWED FOR CODE C4��LIAPICE ��P�� DEC 0 7 2Q)� �+�/ O� �U�% �UILDIfVG DIVIStOfV ROOF FRAMING PLAN NOTES 1. ALL CONSTRUCTION IS NEW UNLESS OTHERWISE NOTED AS EXISTING OR (E). EXISTING CONSTRUCTION IS AS SHOWN FADED. NEW CONSTRUCTION IS AS SHOWN SOLID AND IS REFERENCED BY DETAILS AND NOTES. 2. EXISTING CONDITIONS ARE AS SHOWN TO THE,BEST OF OUR KNOWLEDGE. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ACTUAL CONDITIONS. DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THOSE AS SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING. 3. SEE GENERAL NOTES SHEET S1.0 FOR APPLICABLE NOTES REGARDING THE VARIOUS CONSTRUCT.ION ELEMENTS AS SHOWN ON PLAN. ,... 4. = INDICATES NEW STRENGTHENING ANCHORS, SEE SHEET S3.0 FOR APPLICABLE STRENGTHENING DETAILS. FOR HOLDOWN ANCHOR INSTALLATION, SEE DETAIL 7 ON SHEET S3.0. 5. CONTRACTOR TO COORDINATE LOCATION AND INSTALLATION OF ANCHORS WITH EXISTING CONDITIONS. WOOD SHIMS AND/OR ADDITIONAL WOOD MEMBERS AND CONNECTORS MAY BE REQUIRED IF EXISTING WOOD MEMBERS DO NOT LINE-UP. CONTACT ENGINEER IF OFFSET REQUIRING SHIMS IS GREATER THAN 2". IF OFFSET IS LESS THAN 2" PROVIDE Zx4 x8'-0" LONG SHIMS AS REQUIRED (MINIMUM). NAIL SHIMS TO WOOD ROOF MEMBERS WITH 2 ROWS OF 10d @ 4"OC. 6. DRILL BOLT HOLES WITH DRILLING JIG AS REQUIRED TO ENSURE HOLES ARE � PERPENDICULAR TO FRAMING MEMBER. 7. SUB-PURLIN ANCHORS SHALL BE INSTALLED PER PLANS; HOWEVER, LOCATIONS AS SHOWN MAY NEED TO BE ADJUSTED TO PREVENT INTERFERENCE WITH EXISTING DUCTS, EQUIPMENT, ETC. NOTIFY ENGINEER PRIOR TO ADJUSTING LAYOUT. 8. VERIFY ALL P ERTINENT DIMENSIONS A ND POTENTIAL INTERFE RENCES WITH MECHANICAL EQUIPMENT, PIPES, DUCTS, ETC., PRIOR TO INSTALLATION OF ANCHORS. PROVIDE SHIMS AND/OR RELOCATE INTERFERENCES AS REQUIRED FOR INSTALLATION. i i��i�'L�s�1W ��r' v� �'�i�`�'�►i.� � A � �72.0 �ER�t11T C'��T�R �- � ` STRUCTURAL ENGINEERS 3900 Cover Street Long Beach, CA 90808 562.985.3200 P 562.985. I 0 I I F z � Volu�ta 0 o S�isrnic a �trengthening 495 Andover Park East Tukwila, WA 98188 o ISSUE DATE: 11-27-2018 � J� DESCRIPTION DATE n Z � BUILDINGDEPTSUBMITTAL 11-27-2018 G m _ � � � �,�"f N D, OO CCi� � �F ��' �'{ ^t�' � * � C h � i � � r s ssinu � � �'�E,rrkUCl'U� G 1 r�dil'A L t'•;: �, EXPIRES as-�o-zois'`' z � JOB NUMBER: 18-0553-00 � DRAWN: SMA DESIGNED: ERB CHECKED: BEF SCALE: AS NOTED W � ROOF FRAMING � PLAN � W m � � z w W � � � 0 � � N N E > 0 z z 0 � .� '¢ � � � � } m 0 W G 0 a 0 z ¢ • UNLESS SPECIFICALLY NOTED OTHERWISE ON PLAN OR DETAIL, THIS DETAIL SHALL APPLY TO ALL HOLDOWN/WALL ANCHORS. • WHERE APPLICABLE, INSTALL EPDXY ANCHOR (OR THRU-BOLT) PRIOR TO DRILLING HOLES THRU WOOD MEMBER. IF REBAR OR OTHER OBSTRUCTIONS ARE ENCOUNTERED, NOTIFY ENGINEER PRIOR TO PROCEEDING. • INSTALL HOLDOWN & TIGHTEN NUTS AS INDICATED: STEP 1 STEP 3 INSTALL BOLTS THRU BACK UP INNER NUT CONNECTOR & WOOD TO LOCK CONNECTOR MEMBER IN PLACE •O.O •Q•Q STEP 2 TIGHTEN OUTER NUT AT HD5B, HD7B & HD9B, PROVIDE WASHER BETWEEN INNER NUT & HOLDDOWN TO TIGHTEN AGAINST HOLDOWN STIFF PLATES HOLDOWN ANCHOR INSTALLATION SCALE: NONE (E) ROOF SHEATHING �i v� (E) GLB PER PLAN (E) PIPE COL � � GLB 6" �� i 6" SIMPSON HD12 EA SIDE MAX OF (E) GLB & PURLIN WI 1 118"QJ THREADED ROD (4 TOTAL PER CONN) c� �-- --- -----------� w — �- 0 i i i �------ -----------� Ci w � � PROVIDE SOLID SHIM AS REQD TO ALIGN HD W/ FACE OF ADJ GLULAM (E) PURLIN PER PLAN CONN PER 6 S3.0 CONTINUITY TIE AT GLULAM T0 PURLIN SPLIC SCALE: 1" =1'-0" uVV,V Y�uVV V� �� Ln V�VL V�- GLB TO ALIGN W/ F/O CONC SECTION A-A PLAN VIEW PL1/4x3" EA SIDE OF GLB AS SHOWN. PROV�DE (4)-314"f� FULLY THREADED RODS SET IN EPDXY (5" EMBED) INTO EA SIDE OF CONC PIER (8 TOTAL) & (6j-3/4"�d THRU BOLTS AT GLB (E) PURLIN WHERE OCCURS PER PLAN (E) ROOF SHEATHING (E) NAILER -- -._�.___.—_ i` %f . . .. � o n . .. 1: ,. , :. J: ,;: . . : � F .: _"' _'_'�_'_ 1? . . < <. . . ', c < . , G � � , r' F � . ., a. � �. . : = . A __ _ _ _ ' ,- ` - _V --... ---- . : � � ^ A, O O O U O O ;!; O O O' U , . .. .� . � �. _'__'_'_'__' __ ' '� .. a . s .. , �� E. .. O O �' _ , .� ��: y ` , ... _.. _. _ ._ , � � � F .• " . ` � . ., ... . F i.. (E) GLB PER PLAN . <. . , �:, (E) CONC PIER , _ , , . .r. . ., � . CONTINUITY TIE AT CONCRETE PIER SCALE: 1" =1'-0" c� w c� w SIMPSON HD5B EA SIDE OF SUB-PURLIN ASSEMBLY W/ 518"�6 THREADED ROD- CONNECTORS TO ALIGN W/ CONNECTORS IN 1 S3.0 � A SUB- PURLIN � — t3 A (E} SUB-PURLIN AS SHOWN ON PLAN, TYP STITCH (N) 2x4 TO (E) SUB-PURLIN W/ (N)10d @ 6"OC SECTION A-A � NOTE: ALL NEW 2x4 MEMBERS SHALL BE D.F. #2, MINIMUM. 6" MAX TYP (E) ROOF SHEATHING ' �---v 1 (E) PURLIN (E) ROOF SHEATHING (E) NAIL � M 10d @ 6�QCi �,f�— ` ) i� CV (STAGG) � ' � = — 2x4 ; (E) SUB PURLIN SISTER SECTION A-A 1 112" =1'-0" SUB-DIAPHRAGM TIE AT SUB-PURLIN SCALE: NONE C� GLB 6� i MAX (E) ROOF SHEATHING t `; ; ------------- `� � � �'-�_r�� (E) GLB PER PLAN, TYP CONTINUITY TIE AT GLULAM SCALE: NONE (E) HINGE CONN 6� 6� MAX MAX (E) ROOF SHEATHING �� c� _._...--- w '_'_'...."'....._.... ' L/ \/ }i. � , _....—_.._._._.._.. __ � W — -- — � -------� (E) DROP-IN GLB PER PLAN (E) BOLTED CONTINUITY TIE CONN TO REMAIN INTACT— CONTINUITY TIE AT CLULAM SPLICE SCALE: NONE SIMPSON HD5B EA SIDE OF (E) SUB-PURLIN ASSEMBLY WI 518"f� FULLY THREADED ROD SET IN EPDXY INTO (E) CONC WALL (4112" EMBED) --�� (E) ROOF SHEATHING A __ .. _ __ ._ _ SUB- PURLIN � — — A (E) SUB-PURLIN AS SHOWN ON PLAN, NP STITCH (N) 2x4 TO (E) SUB-PURLIN WI (N)10d @ 6"OC SECTION A-A — i i NOTE: ! ALL NEW 2x4 MEMBERS SHALL BE D.F. #2, MINIMUM. SIMPSON HD9B EA SIDE OF (E) GLB (4 TOTAL PER CONN) W/ 7I8"f6 THREADED ROD a � o (E) NAILER, TYP , a ° (E) CONC WALL , �, `__- PERPLAN , j a (E) STL CHANNEL ` LEDGER a g� , 1 1/2" CLR MIN (DO MqX NOT BLOW THRU � �, BACK SIDE OF WALL. a USE NON-IMPACT DRILL FOR LAST ONE-INCH OF 6� HOLE DEPTH IF REQ'D THK VIF (E) ROOF SNEATHING (E) NAIL �, M `, i. . � ��d @ 6°�� I� �! li1 �v (STAGG} = ��' — 2x4 M {E) SUB-PURLIN SISTER SECTION A�A 1 1/2" =1'-0" WALL TIE AT SUB-PURLIN SCALE: NONE SCALE: SIMPSON HD5B EA SIDE OF (E) PURLIN W/ 5/8"� FULLY THREADED ROD SET IN EPDXY iNTO (E) CONC WALL a (4112" EMBED) � (E) ROOF ° � (E) NAILER, TYP SHEATHIN� ., 4 (E) CONC WALL ; �' PER PLAN � a. (E) STL CHANNEL �----- ----� `c LEDGER i � — -r --- ��G ; � --- :�f� �---------- -� e. (E) PURLIN PER PLAN �� 6 a 1 112" CLR MIN (DO , a , NOT BLOW THRU 2x MAX SHIM AS BACK SIDE OF WALL. REQD PER NOTE A. USE NON-IMPACT DRILL FOR LAST ONE-INCH OF NOTE: MAINTAIN 4" MINIMUM EDGE DISTANCE FROM EDGE OF PANEL JOINT TO THREADED ROD. IT IS ACCEPTABLE TO PROVIDE 2x MAXIMUM SHIM BETWEEN HD AND PURLIN AS REQUIRED TO ACHIEVE MINIMUM EDGE DISTANCE. NOTIFY SEOR OF CONDITIONS WHERE MINIMUM EDGE DISTANCE IS NOT ACHIEVABLE USING SHIM PRIOR TO PROCEEDING. (E) PANEL JOIN". � i DO NOT BLOW 1 i OF WALL, USE � i DRILL FOR LASI I HOLE DEPTH IF i f ! (2)-SIMPSON HD5B ON EACH ' SIDE OF (E) GLB (4 TOTAL} WI SIMPSON HD12 ' 5/8"f� FULLY THREADED ROD EA SIDE OF (E) GLB W/ , SET IN EPDXY INTO (E) CONC 1 118"0 THREADED ROD WALL (4112" EMBED) � (4 TOTAL PER CONN) (E) ROOF SHEATHING = — — — � N � 6° HOLE DEPTH IF REQ'D THK VIF �� - - - E GLB PER PLAN E GLB PER PLAN � i) O WALL TIE AT PILASTER SCALE: NONE PLAN VIEW 2 REVtEWED FOR CODE COA�PlIANCE , a4PPROVE� � DEC 07 2018 Ciiy of Tukwil� BUtLDiNG DIVtSiON (E) GLB PER PLAN SIMPSON HD5B (E) PILASTER BELOW Y _� �� _� �� (E) CONC WALL PER PLAN a � (E) CONC WALL PER PLAN Q {E) LEDGER, TYP '/ e. \\k � 4 1 112" CLR MIN (DO � ` NOT BLOW THRU BACK SIDE OF WALL. USE NON-IMPACT DRILL -G— -- FOR LAST ONE-INCH OF ` HOLE DEPTH IF REQ'D < ;, a ° add _ ° Q a (E) PILASTER � 7" THK 6" THK VIF VIF ' � � W Z � Z � � U � � � STRUCTURAL ENGINEERS 3900 Cover Street Long Beach, CA 90808 562.985.3200 P 562.985. I 0 I I F z � Voluntary o �eIS�"i'11C � � �trengthening 495 Andover Park East Tukwila, WA 98188 o ISSUE DATE: 11-27-2018 � � � DESCRIPTION DATE 0 z � BUILDING DEPT SUBMITTAL 11-27-2018 K � m � J � � a ad � ,�y,TH D. DO �� .v.►s,.t,�^�,� .�` �� ' � f � � x ' � r s sainp �. w o�F Tk�r�,u��' t . .. •rC�U,\'�A 4 � '�G. EXPIRES 09-10-2019 � JOB NUMBER: 18-0553-00 N DRAWN: SMA DESIGNED: ERB CHECKED: BEF SCALE: AS NOTED � SECTIONS AND � DETAILS � ��:��: �� iTY �� K':�'t��► NUV 2 9 20i8 PER�'�1T CEi�iER �� 1 Ty , ` � � . ��