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HomeMy WebLinkAboutPermit D07-378 - GROUP HEALTH COOPERATIVE - CANOPIESGROUP HEALTH 12400 EAST MARG WY S D07 -378 Cityf Tukwila Parcel No.: 7340600480 Address: 12400 EAST MARGINAL WY S TUKW Suite No: Tenant: Name: GROUP HEALTH COOPERATIVE Address: 12400 EAST MARGINAL WY S , TUKVVILA WA Owner: Name: ANNE ARUNDEL APARTMENTS LLC Address: 10 W MARKET -1200 MARKET TOWE , INDIANAPOLIS IN 46204 Phone: Contact Person: Name: JON H DECKER Address: 3500 FIRST AV NW , SEATTLE WA 98107 Phone: 206 633 -5297 Contractor: Name: HOWARD S WRIGHT CONSTRUCTORS Address: P O BOX 34449 , SEATTLE WA 98124 Phone: 206 -447 -7654 Contractor License No: HOWARSW960R2 doc: IBC -10/06 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 - 378 Issue Date: 10/29/2007 Permit Expires On: 04/26/2008 Expiration Date: 12/22/2008 DESCRIPTION OF WORK: CONSTRUCTION OF (3) CANOPIES FOR THE EXISTING STAIRS WITH (2) OPEN AND (1) ENCLOSED. Value of Construction: $83,900.00 Fees Collected: $1,808.12 Type of Fire Protection: International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 0008 D07 -378 Printed: 10 -29 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D07 -378 Issue Date: 10/29/2007 Permit Expires On: 04/26/2008 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Signature: doc: IBC -10/06 I hereby 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. Date: 10;)--C1-0-1 Date: ` l y / Print Name: a 1;11 rp 2a frn4/"I'V:ki This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D07 -378 Printed: 10 -29 -2007 Parcel No.: 7340600480 Address: Suite No: Tenant: 12400 EAST MARGINAL WY S TUKW GROUP HEALTH COOPERATIVE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: 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. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building 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. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 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. doc: Cond -10/06 * *continued on next page ** Permit Number: Status: Applied Date: Issue Date: D07 -378 ISSUED 10/03/2007 10/29/2007 D07 -378 Printed: 10 -29 -2007 doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Date: Mi o / D07 -378 Printed: 10 -29 -2007 Name: J17N1 /* Mailing Address: a Qo. E -Mail Address Mailing Address:: S 2D E -Mail Addres Company Name:. Mailing Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: //www. ci. tukwila. wa. us 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 ** r rr �S !; j '��"r'' Cir,...[r5. 4 D .� A, rrruj3{. / z14ir.S4uz4s:xu v.: .1 .aet. e. i RaV e, bntraP.t9,07.1 a�liqIA* Isit? "gom r , mbg a Ga P* 1 zit Company Name: 7 6. WA /6/ -- Mailing Adldress: hh r w z t}; y { �.t�� +'; ' t r e„Fs tA �- >T'.'4 Id tr mer4etssta p�e�,b rct�co ec FA 'd a Compan Name: mR - fr Contact Person: t J4 J b A'Z/ AVA' X16 /I■/ -` ; N r� 77/AK - Contact Person` \/07 / i UO 7/ �• E -Mail Address: OtlY1 8 &e.-11(4/ 5ee7 e... , cowl Q: Appliistions,Fonns- Applications On Line \3-2006 - Permit Applieation.doc Revised: 9 -2006 • bh King Co Assessor's Tax No.: City city Day Telephone: Fax Number: (�D citt -7/t/ Day Telephon Fax Number: C �- c Site Address:.. /24do L 4 /L/A96 (My S. Suite Number: Floor: /� m Tenant Nae: •g /pE :ta4l. G GB,d 77 U New Tenant: ❑ Yes No Property Owners Name: ,.�� C Mailing Address: /2 i /Y/ i C-U4 (S. kaf /a* State J ,4 "g/46 i.: / Day Telephone(246) 633 —52T7 4 / Zip ee.4604 E 4ecl� r Gr�i ms l ax Number .246 - 52 City State -y Zip Contact Persons:. .i `/ M/ i.! " =C Day Telephone 20(p / — 7( ' E -Mail Address t /'11 eI1 1/ t 145,d ,.. 67 k* Fax Number: 2D6 447 - " 772 7 Contractor Re,'gistration Number: f9 j2S� '1b 7 � .2 Expiation Date: /2 -22'O e Zip 633 --92 ate ��i /5 s 25 -7 J 6'22 - bkgg Page 1 of 6 Mer 1 4i1 J7 M ;'l= .a' M ` " X 9 � r n - � vt , x , I3 � r a z 0 # p �. + �� e a 7 `� rat <m 1' t ?w �„ a;L3 ' " . r L !� g -� rata �r r�.t = r•.t,, '� 5 r1 r a � ' 'D.,✓°,� �c ? 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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) Lot Area (sq ft): Floor area 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 ajchange 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 quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ 9n-site Septic System —For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 • Date Application Accepted: Value ofConstruction — 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. Building and Mechanical Permit Thb'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 justifiably cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit. The'Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE MEAD 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. BUIJ DING OWNS R AUT s GE Sign ` Date: .:e.7-- e4 . Jt , A17 Day Telephone) ,63.3 - $297 ddress: / I - 1�=�� t % �:� a Date Application Expires: 041,010. lolvb Q:% ApplicationsTorms- i ► pplicanons On Lineu -2006 - Permit Applitation.doc Revised: 9 -2006 bh City State Staff Initials: Zip Page 6 of 6 Payee: DECKER ARCHITECTS Receipt No.: R07 -02353 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 7340600480 Permit Number: D07 -378 Address: 12400 EAST MARGINAL WY S TUKW Status: APPROVED Suite No: Applied Date: 10/03/2007 Applicant: GROUP HEALTH COOPERATIVE Issue Date: Initials: WER Payment Date: 10/29/2007 02:38 PM User ID: 1655 Balance: $0.00 TRANSACTION LIST: Type Method Description Amount Payment Check 4496 1,098.12 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000/322.100 1,093.10 PLAN CHECK - NONRES 000/345.830 .52 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: $1,098.12 Payment Amount: $1,098.12 doc: Receipt -06 Printed: 10 -29 -2007 Parcel No.: 7340600480 Permit Number: D07 -378 Address: 12400 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 10/03/2007 Applicant: GROUP HEALTH COOPERATIVE Issue Date: Receipt No.: R07 -02164 Initials: JEM Payment Date: 10/03/2007 10:30 AM User ID: 1165 Balance: $1,098.12 Payee: DECKER ARCHITECTS, LLC RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Check 4454 710.00 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Account Code Current Pmts 000/345.830 710.00 Total: $710.00 Payment Amount: $710.00 1C/0 O InTAL (inn! Rar•.Pint -OR PrintAd: 1f1 -03 -20(17 COMMENTS: Type of Inspection: \. 0..)-4, A/ Date Called: i—it 5' Special Instructions: - / i • / r ci - 7 - ,i ,\ /0 7 Requester: e c,e , P ( 1 , ‘ sl ( Phone No: (d "-4! „( . L-. X-73(-0K Project: (,1 0,-, p [tee (( Type of Inspection: \. Address: 1 1 ' LAO 6 i • Date Called: Special Instructions: - Date Wante d _3 –12 — P.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit boi? - 37? PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ( 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 proved per applicable codes. Ei Corrections required prior to approval. lInspectorrTh _AAA A/Lt rate: _ El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: elei LX., I) 1-4-ealt) i-opp - Typesif Inspecti9n: Ft e vQ, A I \.) Address: 17.4d C • th j l" r Date Called: / Special Instructions: Date Wantedi J-12- ---de ___.— ■ p.m. Requester: Phone Np: bd 1 7- 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3 Approved per applicable codes. El Corrections required prior to approval. l Insp?ctX IDate: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. COMMENTS: c,6,311)(.3bir (( tAtt-=). Ce r eceipt No.: 'Date: . 3 3 COMMENTS: OciTt— —' /4 32. 5 13‘) Avii-t.0 toe .SAu eed'" `fi ∎ a , A t / c r, Shrtac r -r{ ate .l Veer O S �..- Date Called: -4 1 00/2s .4::t 2 , S K. SS: A Z Li o 5 6)\.5 — (e k )/N-1,\S o 4 6,i t - CASrAt I p(`o� To i\ (6 ,Jnk - - 1 , E S k2 /2P o/ r npk� 7 1 f __ r 1`_S i Phone No: J06- F35-6 _/L// Projle�- C. �d2 l �l { �') Type of Ins ection: 1- i( A m I �J .ice \ Address: 12_9 2 Al An i u sf! Date Called: -4 Special Instructions: ConcrelE fAAI: dA g, rtS (- E,SlZ Atparr tJa-D copy OF '`SP' Rep (vr AAcko r 19,1TC 1 (ASA, Dare Want d: 3 16 J oC a.m. A Requester: Phone No: J06- F35-6 _/L// INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit DO orrections required prior to approval. Inspectpr: }� AN 'Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: � i)l 2 m) I ,, LL)z I U Typ of Inspection: Address: y 0 2?'j C . Suite #: ) Z 4 - :- - 1 Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 COMMENTS: rt c N e-11.__ U IL - Inspector: i . tdath.,t Date: / /Z 5 /O F> Hrs.: / INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT Approved per applicable codes. Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit 1/13/06 - 1)66-318 PERMIT NUMBERS ri Corrections required prior to approval. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 J Project: fi -- ( E Lt{ Type of Inspection: pet (2-EL -N A L-- �-' Fire Alarm: i J Contact Person: ----- -, e Monitor: Address: 12. ci t4 6 A l bvJ A4 D Suite #: Special Instructions: Phone No.: ZoC,- LII2, - 7 9C Needs Shift Inspection: "/E S Sprinklers: `1 Fire Alarm: i J Hood & Duct: l\t Monitor: N/A Pre -Fire: Permits: Occupancy Type: 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 pprovOd.per applicable codes. Word /Inspection Record Form.Doc 1/13/06 "Dos -31a ot-, -s - 233 PERMIT NUMBERS ri Corrections required prior to approval. COMMENTS: F a- CrNA- e. t Inspector: g 512 Date: ► 2. (3 )0(o Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. form F.P. 113 MAYES TESTING ENGINEERS, INC MTE NO: T08030 PROJECT: GROUP HEALTH AMB PARKING GARAGE CANOPY Address: 12400 East Marginal Way RECEIVED Tukwila, WA PERMIT NO D07 478 MAR 2 4 Page 3 COMMUNITY DEVELOPMENT Owner: Group Health Cooperative Architect: — Engineer: — Contractor: Howard S. Wright Construction Co. Date: 3 -7-08 Weather. Overcast Inspection: Structural Steel Samples: N/A A MTE inspector arrived on site and performed visual inspection of welding stainless steel U- channel to structural frame at stairwell #2 per 2/E -01. Work appears to be in accordance with plans and AWS /D1.1 -2006. Everett Office 917 -134th Street SW Suite A - Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 To the best of our knowledge, all items inspected this date are in accordance with approved plans and specifications. , Reviewed by: 1lJ t INSPECTOR: Mat Taylor f° Shaun W. Sevigny, E.I.T., Branch Manager cc: Brian Fulker, Group Health Cooperative — Kyle Anderson, Howard S. Wright Construction Co. Building Department, City of Tukwila MAYES TESTING ENGINEERS, INC. Everett 4 th Office SW ..-..n .. ;._., ._,,..__ Suite A-1 y RECEIVED Everett, WA 98204 ph 425.742.9360 MTE NO: T08030 ��QQ ee�� gg���pQQ fax 425.745.1737 PROJECT: GROUP HEALTH AMB PARKING' fikntCANOPY Tacoma Office 10029 S. Tacoma Way Address: 12400 East Marginal Way Coro,. UNITY Suite E -2 Tukwila, WA DEVELOPMENT Tacoma, WA 98499 f 253.584.3720 PERMIT NO: D07 -378 53.584.370 fax 253.584.3707 Page 2 Portland Office g 7911 NE 33rd Drive Suite 190 Owner: Group Health Cooperative p 503 1. 97211 p p ph 503.281.7515 Architect: -- fax 503.281.7579 Engineer: — Contractor: Howard S. Wright Construction Co. Date: 3 -7-08 Weather: Overcast Inspection: Structural Steel Samples: N/A A MTE inspector arrived on site and performed a visual inspection of roof deck attachment (puddle welds and seam welds) at stairwell #2. Work performed appears to be in accordance with plans and AWS codes. MTE verified WABO welding certification of Mark L. Johansen (SMAW). To the best of our knowledge, all items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mat Taylor Reviewed by: , Olt- Shaun W. Sevigny, E.I.T., Branch Manager cc: Brian Fulker, Group Health Cooperative - Kyle Anderson, Howard S. Wright Construction Co. Building Department, City of Tukwila MAYES TESTING ENGINEERS, INE Lynnwood Office 20225 Cedar Valley Road Suite _- 'MAR 2 4 2006' ' ,00d, WA 98036 ph 425.742.9360 MTE NO: T08030 •�up�Nny fax 425.745.1737 PROJECT: GROUP HEALTH AMB PARKING Sl�RIKNOPY Tacoma Office Address: 12400 East Marginal Way 10029 S. Tacoma Way T E-2 Tukwila, WA o a, Tacoma, WA 98499 PERMIT NO: D07 -378 ph 253.584.3720 fax 253.584.3707 Page 1 Owner: Group Health Cooperative Architect: — Engineer: — Contractor: Howard S. Wright Construction Co. Date: 3 -5-08 Weather. Sunny Inspection: Structural Steel Samples: N/A Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 A MTE inspector arrived on site to perform visual inspection of welding on framework and deck attachment. Parking garage canopies above stairwell #1, 2 and 3 per details on S1 and S2. Work appears to be in conformance with plans and AWS codes. To the best of our knowledge, all items inspected this date are in accordance with approved plans and specifications. Reviewed by: KOI , INSPECTOR: Mat Taylor 0 W. Sevigny, E.I.T., Branch Manager cc: Brian Fulker, Group Health Cooperative — Kyle Anderson, Howard S. Wright Construction Co. Building Department, City of Tukwila ENW ENGINEERS NORTHWEST NC., P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN AVE. N. E., SEAf1A .,, • WA YlS1 S DAj 206)522. 6698 andonissiona COOPERATIVE � , � � u V t*- COC: ;!;01 . : Cf C IS eliZ7g: } t ' wd EALT ,T does ADMINISTRATIVE MAIN BUILDING TUKWILA, WA STRUCTURAL CALCULATIONS FOR PARKING GARAGE CANOPIES (Revised September 12, 2007) August 7, 2007 ENW Project No. 99107004 PIS COPY Permit No. tar EXPIRES 1t- 11.-OS I RECEIVED CITY OF TUKWILA OCI 032007 PERMIT CENTER 6869 WOODLAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522-6698 PROJECT # PROJECT G I-t C P Reel 06 C A Na PLC 5 DATE 7 "go -o 7 SUBJECT SHEET OF 6 IE ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS cam aoo6 V3 LL- '?,5 PSC S w►ab QC rviOn Ex G - 5EI S�1 G c oc,20i N ivecc r�K�� v 007,C "30 0 k € I % o k— .8S 8S I. .00aSGx ,°t$ .95 x 1 .0 DLMEoStor a gr35E.J o,J G AQ.AGE AS A W N O L C 540 -0 BY 4-1 3s,02' I) 414 1,12° 11' 3.sl ( t5) 1 ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # SUBJECT A20, oP PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522-6698 DATE 1 " O ' O -7 SHEET 2- OF 6 Q04 Q :;VawL ALL C FRLL w rck% i vtJ -- (1,141,9 d. C-3 = o° uroE U.nOCI Vl.o w UOLuE.S F art, g't" 9%r <> 1 & G5(.3) +. 7 1.16 - 3 ,3 9,4 0 4 cz"NAv c::%. up rJ vj IY• o w U OW cS Cal S`-' 'Z cS = +1.0 cvl - 3 ' Co ‘43 G - r 85 ZA,Fuh see i'rt`el o 2 Z e S�i91:1, 2 9s 944 CvJC„t.OS-e1D Gcp = +.3. (3,-11 — G Cpi, _ +lS5 — w tAx. LOA-OS O rJ S\ 4% `L 1- GCf - 410 ) -1A :I G- (0-5 F∎G ( tt (� BY 1 � 13. ,(10 = i2.o SF 2 22 A t1 22 Sr. 3 (3 LES.5 m C S %'2 Z cP= ,S kotoD 1v4U r1< 6sG —.5 L e+ Y 1) 0.1' PROJECT # ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS SUBJECT SHEET 3 OF G Roo C.- c,Y1,C -e5 'AI ALl � o/LEes/V M w 2c 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT DATE 7. 30-0"" P= cq.C — tk P= ts.4 x .2; x +a, 4. _ 11,4 P SF -,3 -43 Pcv ts.01 x,8s x ,g t 4- ) , €5x -.5 45.41(1 C > > 1-1, 6 = Ord = . gG C. (6' fo 4 s, [+ f2 — c - . 11 (+66 - -- BY 13.1, Psi — 4 - 7, 1 Ps IS 4 L# o - C -.S5 _ �3,�b� 'E' r IS 4 C "k — (i- .ss11 — 3a.e psi Ce G,,M.etc 0U ` 0,5 WI N OIvJ� -�y — G.S L./ 04.00 1.0 psf' l ' I C, P5; \-; GHC PARKING CANOPIES Date and Time: 7/30/2007 11:13:56 AM MCE Ground Motion - Conterminous 48 States Latitude = 47.4930, Longitude = - 122.2840 Period MCE Sa (sec) ( %g) 0.2 140.4 MCE Value of Ss, Site Class B 1.0 048.5 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 140.4 Sa = FaSs, Fa = 1.00 1.0 073.7 Sa = FvS1, Fv = 1.52 Sos 3 x 140. 1 - ,x380 •(_ S o t : X 13,1 04g i occUip9t.)cy caTi 4“. ]� _ = 1 Se'Zc Ga GoR €Go .� D 4[ � (39corciO o►3 I tic aoac 4Ia-Sc-!E ( ›p %_ ,401 ENS ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS E.lrowt F ap gy p=V 0 ctIgO PIS gotuovJF wC t z 11O � 50 , ai ; , ct1,$ 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 --7560 FAX (206) 522-6698 P ROJECT # PROJECT DATE ? - 3 O' O 7 SUBJECT SHEET 5 OF 6 BY •4 l 5os ( 42 n w p re 7 .4x •S x .°t g o t 42,y. I) V IO I.s = \. etc w C S - rREn 1 6-ZL4 ") )( •1 = 1 (A RV: 1 s \3, s -1 O -fHEQ 4L XIbL( C,6rn 901J(N �S Lou..' DE cm. 1\4 , L..i 7 t< 0 \Z. , 0 14 v S lIv G5-7 LsGs71440 ' wi.LP ENW ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS PROJECT # SUBJECT S do +tt.) Lo v-v) PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 5226698 DATE 1 _ �� SHEET G OF BY Flo P5 C Ulu) Ex,pa S-e0 . c.9t C NO+ H E9-� h - V i c : " 1 x , X 1 x 1 , b 1 S psrC 1rn►w = P c1 = '10 P5 F ry) +Vti 0 S z5 Ps, LivsSearch - Custom Print Options Live Search http://maps.live.com/PrintableMap.aspx?mkt=en-us&a Page 1 of 1 7/30/2007 ENW ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 W00DLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522--6698 PROJECT # PROJECT G 1-1 C P A 12 n1 G C A N0 A l ES' DATE 7 -3 0 -0 SUBJECT SHEET OF Ai sTA 125 F— x lVTW(r BY ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN Ave. N. E., #205, SEArFLE, WA 98115 (206) 5257560 FAX (206) 52226698 PROJECT # PROJECT DATE ` 20 —0 7 SUBJECT SHEET OF OF i€Q Q / BY Roo'- D €C — N —�9 11. Gg to' o Spi.o - 4p401t 53 PSX AS SPEW-- Zooc., eacor 41, t-440 S o 15 ,5 , )c) v) S,o PS 3o ('F UU •h tv■-L bo ww 3 \.4 P S Lc- 3, t 4 5 + S\rJ + 1ss '7 .CoO 4 v.1 131 + 1.S) •GY,S — S1 48,0 `C Ai DS a- c*.— .51 C MO/. r2. E. L-u — vuc16,7 bsck 4)3 x 1 cw Cl ►��� P use a LL 6 0 E S 1.61-6;* ENS ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 DATE -7 - 30-67 \.'k3 SHEET OF GE ti • - k fio,cs PROJECT r Dti‘K r • 00.Q) S t3 -. 1' mAt to , 7, ,2. = I. 80 - C 13 b.t c 4x47 o..)11.) 9.67,„ 5 ,Z p c A . G 7 X Sk •5o by �►� 3■4 = 157 _ 11,SX. %G1x5 4 ZLt�.St�•67 # ) S SCe 4 \V 3 \ TO t_ IQ n 21 (1. ��t Sw (AM C 1.313 ; tV\,g- pvk �oC5ti otd- f _ cl .1,e_ ,aui )c 8 1' BY 7 Pc-F I E 1 1 V ENGINEERS NORTHWEST, INC., P.S. -, STRUCTURAL ENGINEERS 6869 WOODLAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522-6698 PROJECT # PROJECT DATE 7-'31 - ° SUBJECT SHEET 2 OF 1/ BY 1200 O c N -1 -4 ')-0 GA. 0 11 x 0 SO" SCE PS C s e s S 4 (' SK G L/7_4_ NOW i-4) -TL 3 DL. 200t �. v}edt Al tc, s � 4 oslz who vw}4 gown) 31 51.(n b +� 'Oed( LC GRA() , 'c\I Dect. ck TO 8FRrn 5 (3c.LT ,, at-t. / - 4 20 0 . nec C 4,9 6.0 a8.8 2 i S i►►�p �e S D+ 30,4 Ce Q 4 .1. S u, 51 “: 1 `431.4-1- - 5� 4 "7 S ( U.1 . G,cs,A —514 48 l a iS�3 ENW PROJECT # SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522-6698 PROJECT DATE 1=3 1 - 0 - 1 SHEET 3 OF ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS w,1 r C ' - Co B )yr r wifP RAP BY - st.8:1S x Oh/ x8.4- + ( 1,1,OSA- 0.6A4A 1 '(o + ►GGq• 1,aa1 3842 (4. 1Lt.0 3 ) • To 5610 fit (A) -'/ 2 X \0.G'1 8-1 P Lr -,15 ( \i,o CQ3$1S pcf (g3.15 1-\.915 = Lao& w4- X 1\4 3 15 ZD 0 I .E ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # PROJECT DATE B-2.-0 SUBJECT SHEET 4 OF L/ 5 rY X � PW U N CAN ° Yl v✓t' /5 A " AA e oc-A L isT x : ,511 = tics c w o1.S rYv1.x A . 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 Fax (206) 522 -6698 (3( C o ► v N - 400Ka il- l.) I ( NYC tf \) 10 u -- -- 341 L) -1 Lc. 4-' 4 rl 2 1 c 0 ".,n 4o 4 N-A Lc 3 JSwoe) S 4 A sit- T( ,1 CP 014 r a ,1- >0) 80' , C (o Lco Ce pl.% S 52 NO 1-C. 3 ,va 4 a GSA c-cA. BY rm 4 LL G iJ tc) L . S N- LG CP PiZogiAvvi w GLOSS w ► I I i?evv 4M wlvJb -4. PROJECT # PROJECT GN C ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-6698 SUBJECT EUml fig, CO c0OJEC IO,) To EXIS` CY)jv SHEET I OF ( Z Wo NEW Co LU vv1(JS \ By C „ g P 'E,I- \I C1CdeSS c @u o0( @ SSUvA'@. - Two 6)0l J o►JL, p ct EOE0 - v-koow IVAve Two £A. Sic ,s c2\AC c4L sue E J o 11 T v uaX (2 r_.' �. 32TV'D x 51-3 7 Lc S Vu_ 1 S)(1,(, = 1 - pR� ►r,x. T = 1 \ C, v � z 1 - 1 g- 4 0 r3o S DATE 9—to-0 m p,. v-.. m0.xlvw \/X = 7 E G = 413 LC 1 Lc I Go (� 4 w1�� Job Name: CANOPY 2 N2 LC4 1) Input Calculation Type : Analysis Anchor : 1/2" Strong -Bolt Built -up Grout Pads : No c : 12 in c : 6 in s l : 5 in b :1.5in b : 2.5 in Concrete : Normal weight cracked Concrete : Yes Condition : B Thickness, h : 8 in Supplementary edge reinforcement : Yes Load factor source Nua : 0 lb V uay : 5431 lb Muy : 0 lb *ft Moderate /high seismic Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) c • 7 in c • 12 in b :6in b : 2.5 in : ACI 318 Section 9.2 V uax : 130 lb M : 0 lb *ft TWO ANCHORS 4144 Is POSITIVE FOR TENSION ANO NEGATIVE Fart COUP PIES&ON Date /Time: 9/10/2007 5:10:46 PM Number of Anchors : 2 Embedment Depth : 3.875 in f' : 4000 psi V : 1.20 OF : 2210 psi risk or intermediate /high design category : No From C -SAS -2007: Anchor Model = sTB50 category = 2 h = 6 c = 4 min Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: Anchor #2: N uai = 0 1 b N uaz = 0 1 b e' Nx = 0 in e' = 0 in 3) Shear Force on Each Individual Anchor d = 0.5 in h = 3.375 Cac = 7.875 S = 4 min Resultant shear forces in each anchor: Anchor #1: v ual = 2715 lb, (V uaix = 0 lb, v ualy = 2715.50 lb) Anchor #2: V uaz = 2718.61 lb, (V uazx = 130 lb, Vua2y = 2715.50 lb) e' =0 in e' = 0 in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 0 N = 13500 lb (for each individual anchor) [c -sAS -2007] 0 = 0.75 [D.4.4] ONsa = 10125 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. 0.5.2] N cbg = ANc /ANcoVec,NVed,NVc,NWcp,N [Eq. D -5] ANCO = 102.52 in [Eq. D -6] A = 153.14 in V ec,Nx = 1.0000 [Eq. D -9] V ec,Ny = 1.0000 [Eq. D -9] V ec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) Smallest edge distance, Ca,min = 6 in V ed,N = 1.0000 [Eq. D -10 or 0-11] Note: Cracking shall be controlled per D.5.2.6 41 c,N = 1.0000 [Sec. D.5.2.6] 4/cpN = 1.0000 [Eq. D -12 or D -13] N = k c h l • 5 e f = 6666.37 lb [Eq. D -7] k c = 17 h = 3.3750 in Ncbg = 9958.41 lb [Eq. D -5] 0 = 0.55 [D.4.4] 4)N = 5477.12 lb (for the entire anchor group) 6) Pullout Strength of Anchor Group in Tension [Sec. D.5.3] N Pn = c, P N pn = 2 995(f'/ 2 ,500) °5 = 3788.41 lb = 0.55 [D.4.4] ON pn = 2083.62 lb (for each individual anchor) 7) Side Face Blowout Strength of Anchor Group in Tension [Sec. D.5.4] Concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor Group in Shear [Sec D.6.1] V = n0. 6Asefuta [Eq . D -20] V = 6560 lb (for each individual anchor) [c -SAS-2007] 0 = 0.65 [D.4.4] V = 4264 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec. D.6.2] In x- direction... V cbgx = " /" Vcox [E Vcx = 132 in Aaox = 220.50 in [Eq. D -23] y `ec,v = 1.0000 [Eq. D -26] D -22] Y ed , V = 0.8714 [Eq. D - 27 or D - 28] a c v = 1.2000 [sec. D.6.2.7] Vbx = 7 (l a /d /d ' f i c ( s [Eq. D -24] V = 8494.17 lb V cbx = 5317.40 lb [Eq. D - 22] 0 = 0.7 [D.4.4] "cbx = 3722.18 lb (for a single anchor) In y-direction... V cbgy = A vcy /" Vcoy " ec,V W ed,V 1V c,V V by A vcy = 168 in Avcoy = 162 in [Eq. D -23] Wec,v = 1.0000 [Eq. D -26] Y ed,V = 0.9333 [Eq. D -27 or D -28] V v = 1.2000 [sec. D.6.2.7] Vby = 7(le /d0)°.2 V /d 4.fIc(ca1)l.s [Eq. D - 24] V = 6740.63 lb V cbgy = 7829.12 lb [Eq. D -22] 0 = 0.7 [D.4.4] 4:1vcbgy = 5480.38 lb (for the entire anchor group) [Eq. D -22] 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] V cPg = k N cbg [Eq. D -30] k = 2 [Sec. D.6.3.1] N cbg = 9958.41 lb (from Section (5) of calculations) v cP9 = 19916.82 lb 0 = 0.7 [D.4.4] 0v = 13941.77 lb (for the enti 11) Check Demand /Capacity Ratios [Sec. D.7] Interaction check: PASS [Sec. D.7] re anchor group) Interaction Eqn: Passes Sec. D.7.2 Tension - Steel: 0.0000 Shear - Steel: - Breakout: 0.0000 - Breakout: - Pullout: N/A - Pryout: - sideface Blowout: N/A 0.6376 0.9916 0.3897 Job Name: CANOPY 2 N2 LC5 1) Input Calculation Type : Analysis Anchor : 1/2" strong -Bolt Built -up Grout Pads : No c i : 12 in c : 6 in s : 5 in C : 7 in c : 12 in b : 1.5 in b : 6 in b . 2.5 in b : 2.5 in Concrete : Normal weight Cracked Concrete : Yes Condition : B Thickness, h : 8 in supplementary edge reinforcement : Yes Load factor source Nua : 0 lb V uay : 1740 lb M tly : 0 lb *ft Moderate /high seismic C1: S1 Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) : ACI 318 Section 9.2 V uax M ux risk or intermediate /high design category : No C2 TWO ANCHORS ' ::a IS POSITIVE n T N$ » AND N ,GAMI Fora COMPFIESVON Date /Time: 9/10/2007 5:10:02 PM Number of Anchors : 2 Embedment Depth : 3.875 in f' : 4000 psi `Y v • 1.20 OF : 2210 psi : 1160 lb : 0 lb *ft From C -SAS -2007: Anchor Model = STB50 Category = 2 h min = 6 c = 4 min Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N uai = 0 lb Anchor #2 : Nua2 = 0 lb e' Nx = 0 i e' =0 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1: V uai = 870 lb, ( Vuaix = 0 lb, V ualy = 870 lb) Anchor #2: V uaz = 1450 lb, (V uaix = 1160 lb, V uazy = 870 lb) e' = 0 in e' =0in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] d = 0.5 in hef = 3.375 Cac = 7.875 s = 4 min N = nA se f uta [Eq. D -3] Number of anchors acting in tension, n = 0 N = 13500 lb (for each individual anchor) [c -SAS -2007] 4) = 0.75 [D.4.4] ON = 10125 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] N cbg = ANc /ANcoWec,NVed,NWc,NVcp,NNb [Eq. D -5] ANCO = 102.52 in [Eq. 0 -6) ANC = 153.14 in Ir ec,Nx = 1.0000 [Eq. D -9] T ec,Ny = 1.0000 [Eq. D -9] W ec,N = 1.0000 (combination of x -axis & y -axis eccentricity factors.) Smallest edge distance, Ca,min = 6 in T ed ,N = 1.0000 [Eq. D -10 Or D - 11] Note: Cracking shall be controlled per D.5.2.6 Vc,N = 1.0000 [Sec. 0.5.2.6] cp.N = 1.0000 [Eq. D -12 or D -13] N = k chl• Sef = 6666.37 lb [Eq. D -7] k� =17 h = 3.3750 in N cbg = 9958.41 lb [Eq. D -5] 0 = 0.55 [D.4.4] 4)N = 5477.12 lb (for the entire anchor group) P ROJECT # PROJECT DATE 8- I - a ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS SUBJECT SHEET 4 OF ` k3 wl H 55 4c 4 x c, c.) L5 11 - Saw,T MA* L i '(— gEIm cor.), CtiiaA) Ca r° ��e -T co L wt ,I42_ a ft \ 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522-6698 b m•6 10 4,g c. p^1hv r • S I (, I.0 1 4 , 2y ` Q 140 ��a 43 C= "10 alL Lc S 48 0 8 �V ) I \O BY U.:: 943 3 IG• ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # PROJECT DATE i - -1 SUBJECT SHEEN' 5 OF By (3HC,E co,JOEc -oJ5 6 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 5226698 in-I, TE1J510,j m/4-\t Cow p n\ v vNI. z 4v2 C = G-1 - t t O 4 G. 9 5 W t vu v Se■s‘^iU 7 = 0 4 4 1 1 ' N ' I 3 Sb1%) ST(' o r) G-• '30 l .k E■2 S (Z - i 1 Q) (,� .�3 Q- rYt P o r to /� Lw cep \) I 4 000 05 t c N Z ` iFAc`eoZty) 1. co Boo C4 ocA 'j = C SCxy <vSk= 4 ) 4 t— 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522-6698 PROJECT # PROJECT DATE 8 - 03 SUBJECT SHEET �O OF 1 VI BY ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS Coucst . (3Qc.4 oi` Jcb Skeel ify S L I F.Aq . CP j - �Q N C 1 t V C- 4 z ntoLo V* • 55 - 1 c.v. S'o w • - 1 0 S Ld c4 YZ PR use u Q • ` Td 'We), v) Vb ` A D , _ Qe �� � V v (ca(.5- �v w000 A \)co - � 5 , ca, 4.5 42 r; x C¢ X S 6 _ — z 2 /ex\ 1, d cal = 1SS ca\ ( R10 , 1 X )( 1 x o. 1•1.(63 "1-_5 Q B oo aK ENW ENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT SHEET - 7 OF 1� vcp = Kc.P Wc b Kc = �,.o he g > �' NCB (hoc CA Ncv Ob= \TP)6, " = N'ecA, 0 - O c. J ANC: O 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 DATE P--1- 01 edl 1 4 ) C. j , ,J sari►W 7 C S R 6 Rer Cmses 1 PC 10 1� S4a� , a.as 1c§as 9 Z. BY ENW ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS PROJECT # SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-6698 DATE � -� - C- / SHEET OF BY PROJECT \,O y 4 0, _ ,- 1 3G - == 2yS 0 t '�d oci 2 0/C ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # I PROJECT DATE 1. -1 C) - L L/ G� SUBJECT 0L1EL- SI ►h p5Or PQo („ ci Yr' SHEET 6 \ OF tic e NJ 4- c {2 k it L.C. 4 74 Vex = sA S 4- + IO6,9 x 4 (W'*J V) UP So tit 1�31x 1.& BY •61,9 tt i4 - I °lc ( ' 1R6,1 4u GdrJC_ �k " (1. '\ C-0 ON) aNg_ 90cllavt w i n use. ot.ie.. irdf LC S - _ SeAs Vu - (0613) VG I c C" q 1) Input calculation Type : Analysis Anchor : 1/2" Strong -Bolt Built -up Grout Pads : No c : 4 in c : 12 in c : 6 in c : 12 in b : 2.5 in b : 2.5 in b : 6 in b : 1.5 in Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) Job Name: CANOPIES 1 & 3 LC 4 Date /Time: 9/10/2007 9:24:34 AM Number of Anchors : 1 Embedment Depth : 2.75 in Concrete : Normal Weight f' : 4000 psi Cracked Concrete : Yes Vcv : 1 Condition : B OF : 2210 psi Thickness, h : 8 in Supplementary edge reinforcement : No Load factor source : ACI 318 Section 9.2 Vuax : - 94.4000015258789 lb M : 0 lb*ft Nua : 0 lb V uay : 1961 lb M : 0 lb*ft Moderate /high seismic risk or intermediate /high design category : No From C - SAS - 2007: Anchor Model = STB50 SINGLE ANcH OtR - Nua flS PO8 Fos uNsion AND NEGATIVE FOR COMPRESSION d = 0.5 in category = 2 h = 2.25 hmin = 4.5 C = 9 C min = 4 smin = 4 Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: Nuai = 0 lb e = 0 in e' = 0 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1: Vuai = 1963.27 lb, ( Vuai. = -94.40 lb, Vualy = 1961 lb) e' =0 in e' =0 in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 0 N = 13500 lb (for a single anchor) [C -SAS-2007] = 0.75 [D.4.4] ONsa = 10125 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] N cb = A Nc Nco "ed,NVc,Jcp N N b [Eq. D -4] A NCO = 45.56 in [Eq. D -6] ANC = 45.56 in Smallest edge distance, Ca,min = 4 in ' ed,N = 1.0000 [Eq. D -10 or D -11] Note: cracking shall be controlled per D.5.2.6 �cN = 1.0000 [Sec. D.5.2.6] W N = 1.0000 [Eq. D -12 or D -13] N = k = 3628.71 lb [Eq. D -7] k =17 h = 2.2500 in NCb = 3628.71 l [Eq. D -4] 0 = 0.55 [D.4.4] �Ncb = 1995.79 lb 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Pullout does not occur, and is therefore not applicable. 7) Side Face Blowout Strength of Anchor in Tension [Sec. D.5.4] Concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = n0.6Asefuta [Eq. D -20] V = 6560 lb (for a single anchor) [C -SAS -2007] 0 = 0.65 [D.4.4] V = 4264 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec. D.6.2] In x- direction... V cbx = Avcx /AvcoxVed,vVc, [Eq. D -22] A vcx = 72 in A vcox = 72 in [Eq. D -23] li ed,v = 1.0000 [Eq. D -27 or D -28] Y v = 1.0000 [sec. D.6.2.7] Vbx = 7 (l a /d °.2✓do ✓f' c (cal)1. 5 [Eq. D -24] V = 3383.34 lb V cbx = 3383.34 lb [Eq. D -22] 0 = 0.7 [D.4.4] cV cbx = 2368.34 lb (for a single anchor) In y-direction... V cbY = A vcy / A vcy = 104 in Avcoy = 162 in [Eq. D-23] W ed ,v = 0.8333 [Eq. D -27 or D -28] v = 1.0000 [sec. D.6.2.7] Vby = 7 (l a /do) °- ✓f ' c (c 1' 5 [Eq . D -24] V = 6215.59 1 b V cbY = 3325.21 lb [Eq. D -21] m = 0.7 [D.4.4] 0V = 2327.65 lb [Eq. D -22] 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kcpNcb [Eq. D - 29] k = 1 [sec. D.6.3.1] N = 3628.71 lb (from Section (5) of calculations) V cp = 3628.71 lb 0 = 0.7 [D.4.4] cV = 2540.10 lb 11) Check Demand /Capacity Ratios [Sec. D.7] Interaction Eqn: Passes Sec. D.7.2 Tension - Steel: 0.0000 - Breakout: 0.0000 - Pullout: N/A - sideface Blowout: N/A shear - Steel: - Breakout: - Pryout: 0.4604 0.8434 0.7729 Interaction check: PASS [Sec. D.7] Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) Job Name: CANOPIES 1 & 3 LC 5 Date /Time: 9/10/2007 9:58:02 AM 1) Input Calculation Type : Analysis Anchor : 1/2" strong -Bolt Built -up Grout Pads : No c : 6 in c : 12 in C : 6 in c : 12 in b : 2.5 in b : 2.5 in b : 6 in b : 1.5 in Concrete : Normal weight f' : 4000 psi cracked Concrete : Yes Y' : 1 condition : B OF : 2210 psi Thickness, h : 8 in supplementary edge reinforcement : No Load factor source : ACI 318 section 9.2 N : 0 lb vuax : -547 lb V uay : 2150 lb M ux : 0 lb*ft M : 0 lb*ft Moderate /high seismic risk or intermediate /high design category : Yes From c -sAS -2007: Anchor Model = STB50 c1 c2 MOLE ANCHOR 'Rua S PO TiVE ran TENSION AND NEGATIVE FOR COMPRESSION Number of Anchors : 1 Embedment Depth : 3.875 in d =0.5 in Category = 2 hmin = 6 C m . = 4 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N uai = 0 lb e' = 0 in e' = 0 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1: Vuai = 2218.49 lb, ( Nook = -547 lb, Vuaiy = 2150 lb) e' = 0 in e' = 0 in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] h = 3.375 C = 7.875 S = 4 min N sa = nA se f uta [Eq. D -3] Number of anchors acting in tension, n = 0 N = 13500 lb (for a single anchor) [c - SAS - 2007] 4) = 0.75 [D.4.4] ONsa = 10125 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] N cb = ANC /ANcoVed,NWC.JcP, [Eq. D -4] A = 102.52 in [Eq. D -6] A = 102.52 in smallest edge distance, C = 6 in V ed,N = 1.0000 [Eq. D - 10 or D -11] Note: cracking shall be controlled per D.5.2.6 ` N = 1.0000 [sec. 0.5.2.6] VcP = 1.0000 [Eq. D -12 or D -13] N = k chi• Sef = 6666.37 lb [Eq. D -7] k =17 h = 3.3750 in Ncb = 6666.37 lb [Eq. D -4] 0 = 0.55 [D.4.4] mN = 3666.50 lb 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Neq = 2995(f' °3 = 3788.41 lb 0 = 0.55 [D.4.4] ON eq = 2083.62 lb (for a single anchor) 7) Side Face Blowout Strength of Anchor in Tension [Sec. D.5.4] Concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 6560 lb (for a single anchor) [C -SAS -2007] 0 = 0.65 [D.4.4] OVeq = 4264 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec. D.6.2] In x- diirection... e V cbx = ' Vcx /' VcoxVed,vWc [Eq. D -22] Avcx = 120 in l lcox 162 in [Eq. D -23] Y ed,v = 0.9000 [Eq. D -27 or D -28] Vcv = 1.0000 [Sec. D.6.2.7] Vbx = 7(1e/der-24d, Jf,c(ca1)13 [Eq. D -24] Vbx = 6740.63 lb V cbx = 4493.76 lb [Eq. D -22] 0 = 0.7 [D.4.4] wcbx = 3145.63 lb (for a single anchor) In y- direction... V cby = Avcy/AvcoyVed,vV [Eq. D -22] A vcy = 120 in Avcoy = 162 in [Eq. D -23] Y ed,v = 0.9000 [Eq. D -27 or D -28] Vc = 1.0000 [Sec. D.6.2.7] Vby = 7(le /do)°.24do 4f,c(cal)1.5 [Eq. D -24] V = 6740.63 lb V cby = 4493.76 lb [Eq. D -21] 0 = 0.7 [D.4.4] 3145.63 1 b 4)V = 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V cp = k cp N cb [Eq. D -29] k = 2 [Sec. D.6.3.1] N cb = 6666.37 lb (from Section (5) of calculations) v = 13332.75 lb 0 = 0.7 [D.4.4] (Mf = 9332.92 lb 11) Check Demand /Capacity Ratios [Sec. D.7] An additional 0.75 factor will be applied automatically to all design strengths related to concrete failure modes per Sec. D.3.3.3. Interaction Eqn: Passes Sec. D.7.2 Tension - steel: 0.0000 - Breakout: 0.0000 - Pullout: N/A - sideface Blowout: N/A Interaction check: PASS [Sec. D.7] shear - steel: - Breakout: - Pryout: 0.5203 0.9403 0.3169 7 , ;gineers Northwest John Alving GHC PARKING GARAGE CANOPIES STAIR 1 & 3 CANOPY AT STAIRS 1 & 3 Aug 16, 2007 at 3:08 PM GHC PARKING CANOPIES 18,3.r3d 1 A992 29000 11154 .3 .65 .49 50000 2: A36 29000 :: 11154 3 ! 65 49 36000 3 A500 29000 11154 .3 .65 .49 46000 Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code Note NDS Wood Code None NDS Temperature <700 Concrete Code None Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 1 & 3 ‘ft•rlobal Display Sections for Member Calcs Max Internal .Sections fOr Member` Include Shear Deformation Include :Warping Area Load Mesh (inA2) Merge Tolerance (in) P -Delta Analysis Tolerance Vertical Axis 5 97 Yes Yes 144 0.50% Number of Shear Regions Region Spacing !ncrettment (rn): Biaxial Column Method Panne :Beta Factor (PCA) Concrete Stress Block Use Cracked Sections. Bad Framing Warnings Unused Force Warnings::. 4 PCA Load Contour 65 Rectangular Yes No Yes Hot Rolled Steel Properties Hot Rolled Steel Section Sets BEAMS COLS Pe C12X20.7 HSS4X4X4 Channel Channel Beam CO A36 A500 Typical I 6.09 Typical I =3 :365 3.88 7.788 129 7:788 .37 12.758 1 Label Sha Joint Coordinates and Temperatures Nu Therm ( \1 E5 F Densitv[k/ft^3 Aug 16, 2007 3:10 PM Checked By: Yield Design List Type Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] Temp [F] Detach From Diap... 1 3 5 7 N1 N3 N4 N5 N6 - N7 0 11.5 11'.5 0 0' 11.5 11.5 .:. 0 0 6 6 6 6 9.667 0 0 9:667 9.667 0 0 9:667 0 0 0 0 0 0 0 Label X [ft] Y [ft] Z [ft] RISA -3D Version 5.0d [C: \... \... \... \GHC PARKING CANOPIES 1 &3.r3d] Page 1 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction i Reaction 3 N3 Reaction Reaction Reaction 4 N4 Reaction Reaction Reaction Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 1 & 3 Joint Boundary Conditions Member Primary Data Label I Joint J Joint K Joi..Rotat... Section/Sha 1 3 5 7 M1 M2> M3 M5 M7 M8 . N1 N2 N3 4 N8 N7 N6 N5 N6 N7 N8 N7 N6 N5 N5 N8 Pe COLS LS COLS COLS BEAMS BEAMS BEAMS BEAMS Channel Channel Channel Channel Channel Channel Channel Column Column: Column :Column: Beam Beam Beam Channel Beam A500 A50a A500 A50(3 . A36 A3ff A36 Typical Typical .: Typical Typical Typical Typitat Typical A Typical Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top..Lcomp bot... Kyy Kzz Cm -yy Cm -zz Cb 2 5 7 M1 M2 M3 M4 M5 M6 M7 COLS COLS COLS :COLS BEAMS BEAMS BEAMS BEAMS 6 6 6 9.667 9.667 �t15 t y Basic Load Cases BLC Description 2 3 4 5 7 SELF None -1 DEAD LOAD None SNOW None WIND DOWN None WIND UP None SEISMIC X . None SEISMIC Z None 6 2 6 6 Member Distributed Loads (BLC 2 • DEAD LOAD) 1 3 4 ' 5 M8 ii: M6 M8 M7<:: M6 M5 ` Y -24.2 -242 Y -7 Y Y -7 _ -24.2 0 0 -242 -7 -7 0 0 0 0 Member Label Category X Gravity Y Gravity Z Gravity RISA -3D Version 5.0d [C: \... \... \... \GHC PARKING CANOPIES 1&3.r3d] - ff/radl Y Rot.[k- ft/radl Z Rot.[k -ft/rad Design List Type Material Design Rules 2 Aug 16, 2007 3:10 PM Checked By: sway z swa Joint Point Distributed Area (Me... Surface (... Direction Start Magnitude[lb/ft,deg] End Magnitude[Ib/ft... Start Location[ft , %] End Location[ft , %1 Page 2 1 M8 Y -121 -121 I 0 0 2 M6 4 -121 -121 0: 0 1 Ni max 69.254 3 1678.561 3 -2.73 4 0 1 0 1 0 1 min 457;612 .7'. 1136.751 4. -663 484:: x.... • 0 3 N2 max 69.254 3 1678.561 3 4.55 3 0 1 0 1 0 , 1 Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 1 & 3 'Member Distributed Loads (BLC 3 : SNOW) Direction Start Maanitudeflb/ft deal Member Distributed Loads (BLC 4 : WIND UP) M8 M6 Y Y 250 2 50 250 I 0 250 Member Label Direction Start Magnitude[Ib/ft,degl Member Distributed Loads (BLC 5 : WIND DOWN) 1 M8 M Y Y -152 15 2 -152 -152 0 0 0 Member Label Member Distributed Loads (BLC 6 : SEISMIC X) 1 5 M8 M6 : M2 M3 ; M4 M1 X X X X 98.7 98.7 98.7 15.9 15.9 15.9 15.9 98:7 15.9 5.9 15.9 1 5.9 0 0 0 0 0 0 Member Label ''Member Distributed Loads (BLC 7 : SEISMIC Z) Aug 16, 2007 3:10 PM Checked By: d Maanitudeflb/ft ... Start Location[ft, %1 End Location[ft,% End Magnitude[Ib/ft... Start Locationfft, %1 End Location[ft, %] 0 Direction Start Magnitudeflb/ft,deq] End Mannitude[Ib/ft... Start Location[ft, %1 End Locationfft, %1 Direction Start Magniitude[lb/ft,degl End Magnitudeflb /ft... Start Location[ft, %] End Location[ft, %] Direction Start Magnitude[Ib/ft,degl End Magnitudeflb/ft... Start Location[ft, %1 End Location[ft , %] 1 2 3 M1 Z M2 M3 M4 ' M7 M5 z Z Z 15.9 159 15.9 15.9 117.4 1174 .... 15.9 1 15.9 1 59 117.4 117:4 0 0 0 0 0 0 0 0 0 Member Label Load Combinations Descri • *on Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor ©M0 1 © 1 �_- MI - =NM M©�ia 1 © 1 © .75 © � .75 MUM= MI MI ETIMINEEN 6 B >< E0 I © 1 6 1 - MIME MI 011EMMENWEBEIEBENEEM =====MM El= 1 .6 © .6 6 1 M �� I .6 .6 DEAD 1 2 DEAD + SNO D +.75W +.75.. 6D w t ')' D + EX (5) Yes +:EZ (5) 6D + EX (8) Yes .6D +EZ (8): 4 5 Envelope Joint Reactions Ypb1 Zpb] RISA -3D Version 5.0d [C : \... \... \... \GHC PARKING CANOPIES 1&3.r3d] ft] Ic MY flb-ft l Ic MZ [lb-fl Ic Page 3 Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 1 & 3 Envelope Joint Reactions (Continued) ::4 5 7 9 1.0 N3 N4 Totals: mmn': max min max tTtn` max mm 657::812 59.047 •673.616 59.047 - 673416 0 2651 :7 4 4 4 -1136.751 1678.561 1136.751 1678.561 1136.751 6714.245 - 45:41 :003 3 3 3 X664.012. 4.55 •664.U12 -2.73 - 663.484 0 - 2651.413 3 8 . :0 4 7 0 0 0 1 1 1 0 0 0 0 0 1 1 0 <> 0 0 1 1 1 Joint X [lb] Ic Y [lb] Envelope Joint Displacements Envelope ASD Steel Code Checks Ic Z JIbl Ic MX [lb-ft] Member Shape Code Check Loc[ft] Ic Shear...Loc[ft] Dir Ic Fa Aug 16, 2007 3:10 PM Checked By: Ic MY [lb-ft] Ic MZ [lb-ft] Ic EEO Nlllllill�ldlllllllllll� 1 3 9 10 NEE 15 16 N1 N2 N3 IIIIMIIIIMMI 0' , EMI .371 IN fattil 0 LI IMI1117111111EI friffil b' EN MI .371 ES 0 EN • .371 N5 N6 N7 N8 0 0 0 0 0 0 0 0 0 001 0 -,001 0 - . 0 0 0 0 0 0 0 0 0 .368 .368 .368 0 6 8 8 own 0 6 7.551e-3 6 6 6 6 7.551e-3 4::028e= 7.516e -3 1'�i3e =5 7.516e -3 1.028e-5 2.425e -4 - 3:509.5 2.99e -4 4 2105e -5:: 2.99e -4 2.105e -5 2.425e -4 3509e -5 6 El 6 8 6 6 8 0 0 6 0 5 2.222e -4 4 0 EN Ell El -7.528e-3 KM 0NEEMEI0 2.606e -4 =7.52864: 2.606e -4 7624e -3 7.624e -3 4.554e -4 4.554e -4 -5.341 e=4` 5.341e-4 -4:55464 5.341e-4 - 4.554e -4 0 0 FE 5 6 11 12 13 Joint N4 X Ic Yin Z in c X Rotation c Y Rotation c Z Rotation . Ic 5 5.341 a -4 3: [psil Ft [psil Fb y -y..Fb z- z..CbCm CmzASD ... .8e .020 9< 3 5 7 M1 M2 M3 M4 M5 M6 M7 M8 HSS4X4X4 ..... HSS4X4X4:: HSS4X4X4 HSS4X4X4 C12X20.7 C12X207 C12X20.7 C12X207 .400 :3$5 ..... .399 400 .110 .201 .110 201 6 0 5:75 9.667 5:15 5 6 6 .020 .020 .018 .030 .018 .030 0 0 9.667 z 6 Z 8 y y Y 5 6 6 23048.. 230 23048.. 23Q48s 7070.... 7070.... 27600 27600 27600 21600 21600 21600 21600 30360 30360 30360 30360 27000 27000 27000 27000 30360 30360 30360 30360 21600 10880:: 21600 10680.. 1.. 1.. 2.3 2.3 .85 .6 .6 .6 .6 .85 .85 85 .85 85 H1 - 2 H2 =1 H1 -2 :HI 2 H1 -3 H1.2 H1 -3 H12 RISA -3D Version 5.0d [C: \... \... \... \GHC PARKING CANOPIES 1 &3.r3d] Page 4 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX ( 522-6698 ,p PROJECT # PROJECT DATE 7- -61 SUBJECT SHEET ( OF Z BY ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS r1J Lev �7g12 2 8 -0 o- o ■ i4 SZ 13-9 t / c1. to PROJECT # IE ENW ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS PROJECT SUBJECT SHEET 2 OF V Roof Oc •=)-4 ' G A . 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522-6698 DATE 7-'3i -- 0 WO 510410 SG: p s , eS S 4 {Slt c L/ ¢D D L. Q oo t •4)C- - rieet 1. Ca .4 P51 c JOW w i,J V J ►"'v -i- YD o w nL 3 I. 11 v,p 5t•cn o +� Dect( L G 3 DDS = 304 .� a D -+ 1c1b a.,1c S 5 /4 {,1c 31.4 +2 5) 411 p ,e p 4- L . G.4S —C14 - 48 -0 &RAU 6\1 °ec.. 01C �o ZEM\ $- L 3x3 - C 4,a PO - t "\ neck S►)ow wwO p pow Ioc . 3.4- Z X 1-C BY S / m y01:e Sp /d w ' PROJECT # ENVV ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522 PROJECT DATE - I= 31 - U� SHEET .3 OF Le suk Se IS Yv C ' W RAP Lo foCr (A) ts s ootfR (.001 BY a ∎ , 81 S X to .6 l x S. 4- + #); (").."-I S b.rA t 4/'01\ ta6o + t 4 i 1 �( 1'3 ►3 = 3842- 3&41- 8 po I Go r - :- ) x V ,o 63, P c f To st►0 w4-N! (03aS S -1 -‘ 431C _ 2 x 0o .6 Lo o& Wed`) ∎S• 55 va 0 ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # tnn to,v� (3t c o1vN- tJ ( "I\ t•N)slou 402 1 c oy., p 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 5226698 PROJECT DATE Bi - 'Z - O � SUBJECT SHEET 4 OF 'U e 1tiJstoa S4 1'c,# '11 °So r , r , 4 LC co ) 10 Lc . 5 020R-Ew" u) GLASS ,1Col otV r5 c Rcaw,t 14 1._66 341 -oe opLA -, S 5-1 NO LC 3 OCAA q. N -t Y. ► q42 4 a GSA 4 0--s4 cf L)-1 LC 1-- 1,/-t Lc 3 BY II r?e n4iA U,1 1 N (Y- W1v)b - 4.SNoW 4, ENF\V ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS ■s ca.\-C“ v4.<-, J e Lc Sz a ��-s�c 1, �, _ 1 1 � o 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522-6698 PROJECT # PROJECT CIA C. P 0'X n G - C4000 rc S DATE l —10 ` 7 SUBJECT £I-1 m,1J1a . co oJ oJE \c& To E St CV V SHEET 1 OF (Iwo NUJ Co LU ,sJ \ By C UJ n►l wesS Co o JL 6 -SSUv' `Two I t)cUc�P( o,,) oat. � Gl EUE0 k,Ave Two EA, 504.) 4 rn M' vv\. ` r = 3a� 3 \L& mtsl.% )wM = a EoJ DUST G =4d3 32- ' I. (P = S1'3 I2-ec4 TEroslo,.i OaX `P 8 l = c`�N\ pR V , � (/ CCN +2 Co P L.c4w1)J Lc 5 Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) Job Name: CANOPY 2 N2 LC4 Date /Time: 9/10/2007 5:10:46 PM 1) Input calculation Type : Analysis Anchor : 1/2" strong -Bolt Built -up Grout Pads : No c i : 12 in c : 7 in c : 6 in c : 12 in s 5 in b : 1.5 in b : 6 in b : 2.5 in b : 2.5 in concrete : Normal weight f', : 4000 psi cracked concrete : Yes Vcv : 1.20 Condition : B OF : 2210 psi Thickness, h : 8 in Supplementary edge reinforcement : Yes Load factor source : ACI 318 Section 9.2 Nua : 0 lb V uax : 130 lb V uay : 5431 lb M : 0 lb*ft M uy : 0 lb *ft Moderate /high seismic risk or intermediate /high design category : No e4 . 1. Si c2 TWO ANCHORS IS POSITIVE FOR TENSION AND NEGATIVE TI ork comPritssioly Number of Anchors : 2 Embedment Depth : 3.875 in From C -SAS -2007: Anchor model = STB50 Category = 2 h min = 6 = 4 min Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: Anchor #2: N ual = 0 lb N ua2 = 0 1 b e' = 0 in e' = 0 in 3) Shear Force on Each Individual Anchor d = 0.5 in h = 3.375 C = 7.875 s = 4 min Resultant shear forces in each anchor: Anchor #1: Vua1 = 2715.50 lb, (Vaal. = 0 lb, V uaiy = 2715.50 lb) Anchor #2: Vuaz = 2718.61 lb, (V uazx = 130 lb, V uazy = 2715.50 lb) = 0 in e' = 0 in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = fAsefuta [Eq. D -3] Number of anchors acting in tension, n = 0 N = 13500 lb (for each individual anchor) [c -sAs -2007] 0 = 0.75 [D.4.4] N = 10125 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] 0-5] N cbg = A Nc /• •Nco'ec,N'ed,N [Eq • ANC0 = 102.52 in' [Eq. D -6] ANC = 153.14 in' 1.0000 [Eq. D -9] �ec,Nx = If ec,Ny = 1.0000 [Eq. D -9] Vec, = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) smallest edge distance, ca,min = 6 in '' ed, N = 1.0000 [Eq. D -10 or D - 11] Note: cracking shall be controlled per D.5.2.6 " = 1.0000 [Sec. D.5.2.6] T cp.N = 1.0000 [Eq. D -12 or D -13] N = k chl• Se f = 6666.37 lb [Eq. D -7] k =17 h = 3.3750 in N cbg = 9958.41 lb [Eq. D -5] 0 = 0.55 [D.4.4] 4N = 5477.12 lb (for the entire anchor group) 6) Pullout Strength of Anchor Group in Tension [Sec. D.5.3] N Pn = V c,P N P N Pn = 2995(f' ° • 5 = 3788.41 lb = 0.55 [D.4.4] Pn = 2083.62 lb (for each individual anchor) 7) Side Face Blowout Strength of Anchor Group in Tension [Sec. D.5.4] concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor Group in Shear [Sec D.6.1] V = n0.6A [Eq. D -20] Vsa = 6560 lb (for each individual anchor) [c -SAS-2007] 0 = 0.65 [D.4.4] 4 V = 4264 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec. D.6.2] In x- direction... V cbgx = Avcx /AvcoxVec,vVed,vVc,vVbx [Eq D -22] A vcx = 132 in A\rcox = 220.50 in [Eq. D -23] Vec,v = 1.0000 [Eq. D -26] V ed,v = 0.8714 [Eq. D -27 or D -28] V cv = 1.2000 [Sec. D.6.2.7] Vbx = 7 (l a /dot V °.2 /do 4f , c (oa1)1.5 [Eq. D -24] V = 8494.17 lb V cbx = 5317.40 lb [Eq. D -22] 0 = 0.7 [o.4.4] 4Vcbx = 3722.18 lb (for a single anchor) In y- direction... V cbgy = Avcy /AvcoyVec,vled,vVc, [Eq. D -22] A vcy = 168 in A vcoy = 162 in [Eq. D -23] V ec,v = 1.0000 [Eq. D -26] V ed,v = 0.9333 [Eq. D -27 or D -28] w = 1.2000 [Sec. D.6.2.7] Vby = 7 (l a /d °.2✓do ''c (oa1)1. 5 [Eq. D -24] V = 6740.63 lb V cbgy = 7829.12 lb [Eq. D -22] 0 = 0.7 [D.4.4] (W cbgy = 5480.38 lb (for the entire anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] V cpg = k N cbg [Eq. D -30] k ip = 2 [Sec. D.6.3.1] N cbg = 9958.41 lb (from section (5) of calculations) V cpg = 19916.82 lb 0 = 0.7 [D.4.4] DVcpg = 13941.77 lb (for the entire anchor group) 11) Check Demand /Capacity Ratios [Sec. D.7] Interaction Eqn: Passes Sec. D.7.2 Tension - Steel: 0.0000 Shear - Steel: - Breakout: 0.0000 - Breakout: - Pullout: N/A - Pryout: - sideface Blowout: N/A Interaction check: PASS [Sec. D.7] 0.6376 0.9916 0.3897 Job Name: CANOPY 2 N2 LC5 1) Input Calculation Type : Analysis Anchor : 1/2" Strong-Bolt Built -up Grout Pads : No c : 12 in c : 6 in s : 5 in b : 1.5 in b : 2.5 in Concrete : Normal weight Cracked concrete : Yes condition : B Thickness, h : 8 in supplementary edge reinforcement : Yes Load factor source Nua : 0 lb v uay : 1740 lb M : 0 lb *ft Moderate /high seismic risk or C3 c c 4 Si Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) . 7 in . 12 in b : 6 in b : 2.5 in : ACI 318 Section 9.2 V uax M ux C2 .............. . . TWO ANCHORS •tk FORTERSION A D WA M Fort COMPFIESVON Date /Time: 9/10/2007 5:10:02 PM Number of Anchors : 2 Embedment Depth : 3.875 in f' : 4000 psi ' v : 1.20 OF : 2210 psi : 1160 lb : 0 lb*ft intermediate /high design category : No From C- SAS -2007: Anchor Model = STB50 Category = 2 hmin = 6 c . = 4 min Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N uai = 0 lb Anchor #2: N ua2 = 0 lb e = 0 in e' =0 in 3) Shear Force on Each Individual Anchor d = 0.5 in h = 3.375 c ac = 7.875 s . = 4 min Resultant shear forces in each anchor: Anchor #1: Vuai = 870 1 b, ( Vuaix = 0 1 b, Vuaiy = 870 1 b) Anchor #2: V ua2 = 1450 1 b, ( Vua2x = 1160 1 b, Vua2y = 870 1 b) e' =0 in e' = 0 in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 0 N = 13500 lb (for each individual anchor) [c -SAS-2007] = 0.75 [D.4.4] ON = 10125 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] N cbg = ANc /ANC0Vec,NVed,NWc,NVcp,NNb [Eq. D -5] A, = 102.52 in [Eq. D -6] ANC = 153.14 in Y ec,Nx = 1.0000 [Eq. D -9] V ec,Ny = 1.0000 [Eq. D -9] W ec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.) Smallest edge distance, Ca,min = 6 in V ed ,N = 1.0000 [Eq. D -10 Or D -11] Note: Cracking shall be controlled per D.5.2.6 WcN = 1.0000 [Sec. D.5.2.6] V cp,N = 1.0000 [Eq. D -12 or D -13] N = k p h i ' Sef = 6666.37 lb [Eq. D -7] k c = 17 h = 3.3750 in N cbg = 9958.41 lb [Eq. D -5] 0 = 0.55 [D.4.4] (1)Ncbg = 5477.12 lb (for the entire anchor group) 6) Pullout Strength of Anchor Group in Tension [Sec. D.5.3] N Pn = W c.P N P N = 2995(fy2,500) °3 = 3788.41 lb cp = 0.55 [D.4.4] ON = 2083.62 lb (for each individual anchor) 7) Side Face Blowout Strength of Anchor Group in Tension [Sec. D.5.4] Concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor Group in Shear [Sec D.6.1] V = n0.6Asefuta [Eq. D -20] V = 6560 lb (for each individual anchor) [C -SAS -2007] CD = 0.65 [D.4.4] daVsa = 4264 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec. D.6.2] In x- direction... V cbgx = " vcx /' vcox A vcx = 132 in vcox = 220.50 in [Eq. D -23] W ec,v = 1.0000 [Eq. D -26] Wed ,v = 0.8714 [Eq. D -27 or D -28] Wcv = 1.2000 [Sec. D.6.2.7] Vbx = 7 (l e /d fdo Jf'c(Cai)i.s [Eq. D -24] V = 8494.17 lb v cbx = 5317.40 lb [Eq. D -22] 0 = 0.7 [D.4.4] °Vcbx = [Eq. D -22] 3722.18 lb (for a single anchor) In y- direction... V cbgy = "vcy /'Vcoy'ec,vWed,vWc,vVby [Eq. D -22] A vcy = 168 in A = 162 in [Eq. D -23] W ec,v = 1.0000 [Eq. D -26] W ed ,v = 0.9333 [Eq. D -27 or D -28] `Y v = 1.2000 [Sec. D.6.2.7] Vby = 7(le /do)o.z /do "f'c(Cai) [Eq. D -24] v = 6740.63 lb V cbgy = 7829.12 lb [Eq. D -22] 0 = 0.7 [D.4.4] (I'vcbgy = 5480.38 lb (for the entire anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] V cpg = k N cbg [Eq. D -30] k = 2 [Sec. D.6.3.1] N cbg = 9958.41 lb (from Section (5) of calculations) V cpg = 19916.82 lb 0 = 0.7 [D.4.4] mvcpg = 13941.77 lb (for the entire anchor group) 11) Check Demand /Capacity Ratios [Sec. D.7] Interaction Eqn: Passes Sec. D.7.2 Tension - Steel: 0.0000 Shear - Steel: - Breakout: 0.0000 - Breakout: - Pullout: N/A - Pryout: - sideface Blowout: N/A Interaction check: PASS [Sec. D.7] 0.3401 0.4449 0.1500 ENV ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT # PROJECT DATE l - to -0-7 SUBJECT SHEET OF J o ho Iv 3 (Dia. g2) 4- Y\ rv, j Tv. 1)6%O) 12 8 ( u/t) = II X d\L v� z gg c A- 114 = 96><. t, 0 s b►RG i No �aytrJG C1 1 Spec ``O tom= 1GO \ (� Ju = 4xl< ; `(' = 1A-Ng-$(2 _ L.- -1 BY (.1 w r.1 Y) SGT Sw►I C Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) Job Name: CANOPY 2 N3 LC4 Date /Time: 9/11/2007 8:23:43 AM 1) Input Calculation Type : Analysis Anchor : 1/2" strong -Bolt Built -up Grout Pads : No c : 4 in c : 12 in c : 6in c : 12 in b . 1.5 in b : 6 in b : 2.5 in b : 2.5 in Concrete : Normal Weight f' : 4000 psi Cracked Concrete : Yes `Y : 1 Condition : B OF : 2210 psi Thickness, h : 8 in Supplementary edge reinforcement : No Load factor source ACI 318 section 9.2 Nua : 0 l b V u ax : O lb V uay : 2058 l b M : 0 lb*ft M : 0 lb *ft Moderate /high seismic risk or intermediate /high design category : No From C- SAS -2007: Anchor Model = STB50 SINGLE ANCHOR "Nua POSITIVE' FOR TENSION AND NEGATIVE FOR COMPRESSION Number of Anchors : 1 Embedment Depth : 3.875 in d = 0.5 in Category = 2 hmin = 6 Crain = 4 Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N ual = 0 1 b e' = 0 - in e' = 0 - in 3) Shear Force on Each Individual Anchor 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Nth = ANc /ANco'ed,jc,jcp,NNb [Eq. D -4] ANCO = 102.52 in [Eq. D -6] ANC = 91.76 in smallest edge distance, C a,min = 4 in V ed,N = 0.9370 [Eq. D -10 or D -11] Note: cracking shall be controlled per D.5.2.6 vcN = 1.0000 [sec. D.5.2.6] v' N = 1.0000 [Eq. D -12 or D - 13] N = k chl• 5ef = 6666.37 lb [Eq. D -7] k =17 h = 3.3750 in N = 5591.13 lb [Eq. D -4] 0 = 0.55 [D.4.4] "cb = 3075.12 lb 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq . D -3] Number of anchors acting in tension, n = 0 N = 13500 lb (for a single anchor) [c -sAs -2007] 0 = 0.75 [D.4.4] Nsa = 10125 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N Pn = V C,P N P N = 2995(f'12,500) ° • S = 3788.41 lb = 0.55 [D.4.4] ON = 2083.62 lb (for a single anchor) h = 3.375 c ac = 7.875 S = 4 Resultant shear forces in each anchor: Anchor #1: V ual = 2058 lb, (V ua1x = 0 lb, Vualy = 2058 lb) e' =0 in e' = 0 in Number of influencing edges = 1 7) Side Face Blowout Strength of Anchor in Tension [Sec. D.5.4] Concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = n0.6A u ta [Eq. D -20] V = 6560 lb (for a single anchor) [c -sAS -2007] 0 = 0.65 [D.4.4] oVsa = 4264 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec. D.6.2] In x- direction... V cbx = A vcx /" vcox'ed,vVc " [Eq. D -22] A = 72 in A v cox = 72 in [Eq. D -23] V ed,v = 1.0000 [Eq. D -27 or D -28] V c.v = 1.0000 [Sec. D.6.2.7] Vbx = 7 (l e /d o ) o.2 c(Cal)1.5 V = 3669.14 lb V cbx = 3669.14 lb [Eq. D 0 = 0.7 [D.4.4] 11)vcbx = 2568.40 lb (for a single anchor) In y- direction... V cby = Avcy/AvcoyVed,VV [Eq. D -22] A vcy = 104 in A vcoy = 162 in [Eq. D - 23] W ed ,v = 0.8333 [Eq. D - 27 or D - 28] 4/ cv = 1.0000 [sec. D.6.2.7] Vby = 7 (l e /d o ) 0.2Jdo 'f ' c (cal)'. s [Eq. D -24] V = 6740.63 lb V cby = 3606.10 lb [Eq. D -21] 0 = 0.7 [D.4.4] 2524.27 1 b oV = Interaction Eqn: Passes Sec. D.7.2 [Eq. D -24] 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V cp = k cp N cb [Eq. D -29] k = 2 [Sec. D.6.3.1] N cb = 5591.13 lb (from Section (5) of calculations) V = 11182.25 lb 0 = 0.7 [D.4.4] OV = 7827.58 lb 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel: 0.0000 - Breakout: 0.0000 - Pullout: N/A - Sideface Blowout: N/A Interaction check: PASS [Sec. D.7] shear - steel: - Breakout: - Pryout: 0.4826 0.8153 0.2629 Job Name: CANOPY 2 N3 LC8 Date /Time: 9/11/2007 12:08:38 PM 1) Input Calculation Type : Analysis Anchor : 1/2" strong -Bolt Built -up Grout Pads : No c : 11 in c : 6 in b : 1.5 in b : 2.5 in c : 12 in c : 12 in b : 6 in b : 2.5 in concrete : Normal weight f' : 4000 psi Cracked Concrete : Yes W : 1 Condition : B OF : 2210 psi Thickness, h : 8 in supplementary edge reinforcement : No Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuax : 1414 lb V uay : 2109 lb M : 0 lb*ft M : 0 lb *ft Moderate /high seismic risk or intermediate /high design category : Yes c2 From C - SAS - 2007: Anchor Model = STB50 Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) SINGLE ANCHOR -N t$ PQS': JVt: Fon TENSION AND NEGATIVE FOR COMPRESSION Number of Anchors : 1 Embedment Depth : 3.875 in d = 0.5 in Category = 2 hmin = 6 C min = 4 Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N uai = 0 lb e' =0in e' =0in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1: Vuai = 2539.15 lb, ( V uaix = 1414 lb, V uair = 2109 lb) e' = 0 in e' = 0 in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] h = 3.375 cac = 7.875 Smin = 4 N = nA se f uta [Eq• 0 - 3] Number of anchors acting in tension, n = 0 N = 13500 lb (for a single anchor) [C -SAS -2007] m = 0.75 [D.4.4] N sa = 10125 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] No = AN C /ANCOWed.NVc,N4icp,NNb [Eq. D -4] ANCO = 102.52 in [Eq. D -6] ANC = 102.52 in smallest edge distance, Ca,min = 6 in �ed = 1.0000 [Eq. D - 10 or D -11] Note: cracking shall be controlled per D.5.2.6 YCN = 1.0000 ' Sec. 0.5.2.6] cp N = 1.0000 [Eq. D -12 or D -13] N = k /f' chi• 5e f = 6666.37 lb [Eq. D -7] k = 17 h = 3.3750 in N = 6666.37 lb [Eq. D -4] m = 0.55 [D.4.4] NN = 3666.50 lb 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Neq = 2995(f'/2,500) = 3788.41 lb 0 = 0.55 [D.4.4] cN = 2083.62 lb (for a single anchor) 7) Side Face Blowout Strength of Anchor in Tension [Sec. D.5.4] Concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 6560 lb (for a single anchor) [C -SAS -2007] 0 = 0.65 [D.4.4] OV = 4264 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec. D.6.2] In x- direction... e V cbx = " Vcx /' /cox ''ed,v 'y c vvbx [Eq. D -22] Avcx = 144 in lrcox = 288 in [Eq. D -23] 0.8500 [Eq. D -27 or D -28] ac = 1.0000 [Sec. D.6.2.7] Vbx = 7(le /do)o.2Jdo 4f'c(cai)1.5 [Eq. D -24] V = 10377.88 lb V cbx = 4410.60 lb [Eq. D - 22] 0 = 0.7 [D.4.4] "cbx = 3087.42 lb (for a single anchor) In y-direction... V cby = ' Vcy /' Vcoy'ed,v ' A vcy = 144 in A vcoy = 162 in [Eq. D -23] v ed,v = 1.0000 [Eq. D -27 or D -28] t cv = 1.0000 [Sec. D.6.2.7] Vby = 7 (l e /d c(c [Eq. D -24] V = 6740.63 lb V cby = 5991.67 lb [Eq. D -21] 0 = 0.7 [D.4.4] (Wcby = 4194.17 lb 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V cP = kcPNcb [Eq . 0 - 29] kcP = 2 [sec. D.6.3.1] N = 6666.37 lb (from Section (5) of calculations) v = 13332.75 lb CD = 0.7 [D.4.4] clAt = 9332.92 lb 11) Check Demand /Capacity Ratios [Sec. D.7] An additional 0.75 factor will be applied automatically to all design strengths related to concrete failure modes per Sec. D.3.3.3. Interaction Eqn: Passes Sec. D.7.2 [Eq. D -22] Tension - Steel: 0.0000 - Breakout: 0.0000 - Pullout: N/A - sideface Blowout: N/A Interaction check: PASS [Sec. D.7] Shear - steel: - Breakout: - Pryout: 0.5955 0.9069 0.3628 PROJECT # ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 5226698 DATE 9 SUBJECT SHEET 9 OF BY LC 4� Lc- PROJECT C °Et (a) ok 9.3 N,14 '(YAY. I = 13 93 N1 = V2 `�- _ 4 393xi (p 7 2 i ra2ct C3a y- 1� (� = Z2 \� \ / a , + 1 4 S �5 k4)1 z To V4-._ C i n -e Tu= 4.6 Vu.= 57070.4 _ y1Z oft ASS a � 7 L c /2= 4S ( kfp Job Name: CANOPY 2 N4 LC4 1) Input Calculation Type : Analysis Anchor : 1/2" Strong -Bolt Built -up Grout Pads : No c 1 : 12 in c : 12 in c : 6 in c : 12 in b :1.5in b : 6 in b : 2.5 in b : 2.5 in Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) Date /Time: 9/11/2007 9:25:04 AM Number of Anchors : 1 Embedment Depth : 3.875 in Concrete : Normal Weight f' : 4000 psi Cracked Concrete : Yes `Y : 1 Condition : B OF : 2210 psi Thickness, h : 6 in supplementary edge reinforcement : No Load factor source : ACI 318 section 9.2 Nua : 0 lb Vuax : 221 lb Vuay : 2418 lb Mux : 0 lb*ft M : 0 lb *ft Moderate /high seismic risk or intermediate /high design category : No C4 C1 C2 Vuay M b3 Vt/ax b4 From C- SAS -2007: Anchor Model = STB50 SINGLE ANCHOR -N 8$ PQS TIVE FOR TENSION AND NEGATIVE FOR COMPRESSION d 0 = 0.5 in category = 2 hmin = 6 cmin = 4 Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N ua1 = 0 lb e' = 0 in e' =0 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1: Vuai = 2428.08 lb, (V = 221 lb, Vualy = 2418 lb) e'vX = 0 in e' = 0 in h = 3.375 cac = 7.875 Smin = 4 Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAse futa [Eq . D -3] Number of anchors acting in tension, n = 0 N = 13500 lb (for a single anchor) [C -SAS -2007] m = 0.75 [D.4.4] •N = 10125 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] N cb = ANc /A NCO 'Yed,N 'Vc,N 'Vcp, [Eq. D -4] ANCO = 102.52 in [Eq. D -6] ANC = 102.52 in smallest edge distance, ca,min = 6 in V ed, N = 1.0000 [Eq. D -10 or D -11] Note: cracking shall be controlled per D.5.2.6 Vc.N = 1.0000 [Sec. D.5.2.6] V cpN = 1.0000 [Eq. D -12 or D -13] N = ke/f' c h i ' 5 ef = 6666.37 lb [Eq. D -7] k =17 h = 3.3750 in N = 6666.37 lb [Eq. D -4] = 0.55 [D.4.4] cDN = 3666.50 lb 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N Pn = V C. P N P N pn = 2995(f' ° • 5 = 3788.41 lb 4) = 0.55 [D.4.4] cDN = 2083.62 lb (for a single anchor) 7) Side Face Blowout Strength of Anchor In Tension [Sec. D.5.4] Concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = n0.6A u t a [Eq. D -20] V = 6560 lb (for a single anchor) [C -SAS-2007] 0 = 0.65 [D.4.4] 4)Vsa = 4264 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec. D.6.2] In x- direction... V cbx = AVcx/AvcoxWed,vVc,AV [Eq. D - 22] A vcx = 108 in Avcox = 288 in [Eq. D - 23] � ed,v = 0.8500 [Eq. D -27 or D -28] W = 1.0000 [Sec. D.6.2.7] Vbx = 7(1e /do)°.24do 4f [Eq. D -24] V = 10377.88 lb V cbx = 3307.95 lb [Eq. D - 22] 0 = 0.7 [D.4.4] 'wax = 2315.57 lb (for a single anchor) In y- direction... V cby = Avcy/AvcoyVed,vVc,vVby [Eq. D - 22] A vcy = 108 in A vcoy = 162 in [Eq. D -23] v = 1.0000 [Eq. D -27 or D -28] ` v = 1.0000 [sec. D.6.2.7] Vby = 7(le /do)°.2 •Jdo 4f/c(Ca1)1.5 [Eq. D -24] V = 6740.63 lb V cby = 4493.76 lb [Eq. D -21] 0 = 0.7 [D.4.4] 3145.63 l b �v = 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kcpNcb [Eq. D -29] k = 2 [Sec. D.6.3.1] N = 6666.37 lb (from Section (5) of calculations) v = 13332.75 lb 0 = 0.7 [D.4.4] OV = 9332.92 lb 11) Check Demand /Capacity Ratios [Sec. D.7] Interaction Eqn: Passes Sec. D.7.2 imor Tension - Steel: 0.0000 - Breakout: 0.0000 - Pullout: N/A - sideface Blowout: N/A Interaction check: PASS [Sec. D.7] shear - steel: - Breakout: - Pryout: 0.5694 0.7746 0.2602 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 c PROJECT # PROJECT DATE '" I _ O 7 ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS SUBJECT I2 (De (De k0 I 4 Mqx Up= Tha g-ict \j„ V44 001,141 t 17..1 Vim. \-4 g 1 °[ \/. a 'Lc S cc_ kS 14 (- L-cS \k- 0 2 , 1 4 , c = i o zo TA-Sipe T � l G J L Se.1sw of 0y BY Lc, 9= g Z X 14 ` ■--zs '1 - To Q. 51(3 Co J4 Up No A.A.) SHEET A OF 17 3 • Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) Job Name: CANOPY 2 N12 LC5 Date /Time: 9/11/2007 10:48:01 AM 1) Input Calculation Type : Analysis Anchor : 1/2" Strong -Bolt Built -up Grout Pads : No c : 12 in c : 12 in c : 6 in c : 12 in 13 : 1.5 in b : 6 in b : 2.5 in b : 2.5 in Concrete : Normal Weight f' : 4000 psi cracked Concrete : Yes � : 1 Condition : B OF : 2210 psi Thickness, h : 6 in supplementary edge reinforcement : No Load factor source : ACI 318 Section 9.2 Nua : 0 lb Vuax : 515 lb V uay : 773 lb M : 0 lb*ft M : 0 lb*ft Moderate /high seismic risk or intermediate /high design category : No c2 From C -SAS -2007: Anchor Model = STB50 SINGLE ANCHOR. `Nua IS POSITIVE FOR TENSION AND NEGATIVE FO COMPRESSION Number of Anchors : 1 Embedment Depth : 3.875 in d = 0.5 in Category = 2 hmin = 6 C min = 4 Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N ual = 0 lb e' =0 in e' =0 in 3) Shear Force on Each Individual Anchor h = 3.375 C ac = 7.875 S min = 4 Resultant shear forces in each anchor: Anchor #1: V uai = 928.85 lb, (VuaiJ = 515 lb, =0 in e' vy = 0 in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 0 N sa = 13500 lb (for a single anchor) [c -sAs -2007] = 0.75 [D.4.4] N sa = 10125 lb (for a single anchor) Vuai = 773 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc /ANcoVed,N 'Yc,rficp, [Eq. D -4] ANCO = 102.52 in' [Eq. D -6] A NC = 102.52 in' Smallest edge distance, C a,min = 6 in V ed,N = 1.0000 [Eq. D -10 or D -11] Note: Cracking shall be controlled per D.5.2.6 'rC,N = 1.0000 [sec. D.5.2.6] VcpN = 1.0000 [Eq. 0 -12 or 0 -13] N b = kC If' Ch S ef = 6666.37 lb [Eq. 0 -7] k = 17 h = 3.3750 in N = 6666.37 lb [Eq. D -4] 0 = 0.55 [D.4.4] "Cb = 3666.50 lb 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N = ' Y pn c,p N p N = 2995(f' ° • S = 3788.41 lb = 0.55 [D.4.4] pn = 2083.62 lb (for a single anchor) 7) Side Face Blowout Strength of Anchor in Tension [Sec. D.5.4] concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = n0.6Asefuta [Eq. D -20] V = 6560 lb (for a single anchor) [C -SAS -2007] 0 = 0.65 [D.4.4] PVsa = 4264 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec. D.6.2] In x- direction... V cbx = 4Vcx /�coxVed,vV [Eq. D -22] Avcx = 108 in Vcox = 288 in [Eq. D -23] Ved,v = 0.8500 [Eq. D -27 or D -28] V c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le /do)0.2 ✓do 4f'c(Ca1)1.5 [Eq. D -24] 10377.88 lb V = V cbx = 3307.95 lb [Eq. D -22] 0 = 0.7 [D.4.4] vcbx = 2315.57 lb (for a single anchor) In y- direction... V cby = AVcy/Avcoylied,vlic,vVby [Eq. D -22] A vcy = 108 in Avcoy = 162 in [Eq. D -23] V ed,v = 1.0000 [Eq. D -27 or D -28] V = 1.0000 [sec. D.6.2.7] Vby = 7(le /do)o.24o 4f'c(Ca1)13 [Eq. D - 24] V 6740.63 lb V cby = 4493.76 lb [Eq. D -21] 0 = 0.7 [D.4.4] = 3145.63 l b �v 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V cp = k cp N cb [Eq . D -29] k cp = 2 [Sec. 0.6.3.1] N = 6666.37 lb (from section (5) of calculations) V = 13332.75 lb = 0.7 [D.4.4] 0v = 9332.92 lb 11) Check Demand /Capacity Ratios [Sec. D.7] Interaction Eqn: Passes Sec. D.7.2 1 Tension - steel: 0.0000 - Breakout: 0.0000 - Pullout: N/A - sideface Blowout: N/A Interaction check: PASS [Sec. D.7] Shear - steel: - Breakout: - Pryout: 0.2178 0.3314 0.0995 ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 9 -)I UV. TWO P,sJ CIA 2 ( 1od� DATE SUBJECT SHEET S OF BY in 4 .. up - 8 pc L L 9 S Gts ) c' v,e= 0 = l occ! r yid 511.)�ke_ et) QUO2■— 96'1 x \. = 13G \A gtL\\4 - of NG. OS Job Name: CANOPY 2 N11 LC9 1) Input Calculation Type : Analysis Anchor : 1/2" Strong -Bolt Built -up Grout Pads : No c 1 : 4 in c : 4 in b : 1.5 in b : 2.5 in Load factor source Nua : 700 lb V uay : 705 lb M : 0 1 b *ft Moderate /high seismic c1 3 _ From C -SAS -2007: Anchor Model = STB50 Anchor Calculations Anchor Designer for ACI 318 (Version 1.4) c : 12 in c : 12 in b : 6 in b : 2.5 in Concrete : Normal weight Cracked Concrete : Yes Condition : B Thickness, h : 8 in supplementary edge reinforcement : No : ACI 318 Section 9.2 V uax M ux SINGLE ANCHOR 'Nua IS POSrilvt FOR TENSION AND NEGATIVE FOR COMPRESSION Date /Time: 9/11/2007 11:31:49 AM Number of Anchors : 1 Embedment Depth : 3.875 in f', : 4000 psi V v . 1 OF : 2210 psi : 0 lb : 0 lb *ft risk or intermediate /high design category : Yes d = 0.5 in Category = 2 h min = 6 Cmin = 4 Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N ual = 700 lb e' = 0 in e' =0 in 3) Shear Force on Each Individual Anchor h = 3.375 C = 7.875 smin = 4 Resultant shear forces in each anchor: Anchor #1: Vuai = 705 lb, (V uaiX = 0 lb, Vuaiy = 705 lb) e' = 0 in e' = 0 in Number of influencing edges = 2 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = fAsefuta [Eq. D -3] Number of anchors acting in tension, n = 1 N = 13500 lb (for a single anchor) [C - SAS - 2007] = 0.75 [D.4.4] *N = 10125 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] N cb = Nc / NcoVed,NVc, [Eq. D - ANCO = 102.52 in' [Eq. D -6] ANC = 82.13 in' smallest edge distance, c a, min = 4 in V ed ,N = 0.9370 [Eq. 0-10 or D - 11] Note: cracking shall be controlled per D.5.2.6 VcN = 1.0000 [Sec. D.5.2.6] Vcp N = 1.0000 [Eq. 0 -12 or D -13] N = k c h i ' S e f = 6666.37 lb [Eq. D -7] k c = 17 h = 3.3750 in N = 5004.40 lb [Eq. D -4] 0 = 0.55 [D.4.4] Ncb = 2752.42 lb 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N = 2995(f' ° • S = 3788.41 lb 4) = 0.55 [D.4.4] ON = 2083.62 lb (for a single anchor) Tension - steel: 0.0691 - Breakout: 0.3391 - Pullout: 0.4479 - sideface Blowout: N/A Interaction check: PASS [Sec. D.7] shear - steel: - Breakout: - Pryout: 0.1653 0.4880 0.1342 Solution: Envelope ,,:gineers Northwest John Alving GHC PARKING GARAGE CANOPIES STAIR 2 CANOPY AT STAIR 2 AND ELEVATOR MEMBER AND ... Sept 11, 2007 at 1:13 PM GHC PARKING CANOPIES 2 rev.r3d Hot Rolled Steel Code AISC: ASD 9th Cold: Formed Steel ode None : NDS Wood Code None NDS: Temperature : <= 410OF _ Concrete Code None Company : Engineers Northwest Designer : John Alving Job Number : Global GHC PARKING GARAGE CANOPIES STAIR 2 REV Dis • la Sections for Member Calcs 5 Max Internal Seehoris for, Member Gales Include Shear Deformation Yes include Warping Yes 144 Area Load Mesh (in ^2) Merge Tolerance (in) . . :. . ................ P -Delta Analysis Tolerance 0.50% Vertical:Axis Number of Shear Regions l eg on Spacing Increment (In Biaxial Column Method Parme':s3eta Footer (PCA) Concrete Stress Block USe Cracked Sections Bad Framing Warnings ' " 'sod Force:Warniiiigs ,Yes PCA Load Contour .65 Rectangular ::Yes No Hot Rolled Steel Properties Label E [ksi] G [ksil Sept 11, 2007 1:18 PM Checked By: 1 A36 A50! 29000 2 11154 11:11 . .3 .65 .49 36000 €60 Hot Rolled Steel Section Sets Label Shape 1 BEAMS COLS C1C12)(20.7 HSS &X4: Channel Channel • Beam Column. A36 A500 Typical Typical 6.09 =�t:295 3.88 . 1 5 .9 9 7 129 1&997:: Joint Coordinates and Temperatures Label X [ft] Y [ft] RISA -3D Version 5.0d EC: \... \... \... \GHC PARKING CANOPIES 2 rev.r3dj Nu The rm [11 E5 F Density[k!ft ^3] Yield[psil Design List Type Material Design Rules A [in2] lyy lin41 Izz (n4] J [in4] .37 25_`7 2 1 3 5 7 N1 N2 N3 N5 N6 N7 N9 N10 .: . N11 N12 7.292 8.25 21.958 21.958 0 7.292 21.958 21.958 0 0 0 0 6 .. 6 6 6 6 0 9.833 0 9.833 9.833 9.833 0 ................................... ... :9.833 0 0 88 0 0 0 0 0 >> 0 0 Z [ft] Temp [F] Detach From Diap... Page 1 1 SELF None -1 2 DEAD LOAD None . 10 3 SNOW None 4 r 4 • • WINDUP None ' . • 4 1 5 WIND DOWN None 4 Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 2 REV Joint Boundary Conditions Joint Label X [k/in] 1 3 4 5 7 8 N1 N3 N5 N6 N12 N11 Reaction Reaction Reaction Reaction • Reaction Reaction Reaction Reaction Reaction 1 Reaction : ' : Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Member Primary Data Y fk/ini Label I Joint J Joint K Joint Rotate... Section/Sha 1 2 4 5 6 M1 M3 M4 M5 M6 7 9 M7 M8 • M9 tV110 M11 M12 N1 N3 N4 N5 N10 N9 N8 N11 N12 N5 N7 N9 N10 N7 N10 N9 N 8 N6 N6 N5 NB Pe COLS COLS COLS COLS BEAMS BEAMS BEAMS BEAMS BEAMS COLS COLS BEAMS Channel Channel Channel Channel Channel Channel Channel Channel Channel Channel Channel Channel Column Column Column A36 A36 Beam Beam Beam Beam Beam Column Column Beam . A500 A500 A500 A500: . A36 A36 A36 A500 Typical Typical Typical Typical Typical Typical Typical Typical Typical A500 Typical Typical A36 Typical Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyyfft] Lbzz[ft] Lcomp top..Lcomp bot... Kyy Kzz Cm-yy Cm-zz Cb y sway z swa 1 2 3 4 5 7 8 9 11 12 M1 M2 M3 M4 M5 MC M7 M8 M9 M11 M12 COLS 1 COL COLS BEAMS BEAMS BEAMS BEAMS COLS COLS BEAMS 6 6 6 7.292 9.833 13.708 8.25 6 Basic Load Cases BLC Descn�tion Cateao X Gravity Y Gravity Z Gray Z [Win] X Rot.[k-ft/rad] Y Rot.[Ic-ft/radi Z Rark-ft/rad] Design List Type Material Design Rules Joint RISA-3D Version 5.0d [C:\...\...\...\GHC PARKING CANOPIES 2 rev.r3d] Point Sept 11, 2007 1:18 PM Checked By: Distributed Area (Me... Surface (... Page 2 1 M6 X -87.8 -87.8 0 0 2:> . M5 X. : -87.8 - 87.8. _ 0 0 3 M9 X -87.8 -87.8 0 0 4 >:< M8 . X >87 8 ... .. -87.8 0 0 1 M5 Y -167.5 -167.5 0 0 2 ;; . M6 Y -167.5 -167.5 0 3 M8 Y -167.5 -167.5 0 0 4 M9 Y .167.5 -167.5 0 0 1 M5 Y 275.3 Y 275.3 0 0 0 0 2 ' . • • M6 3 M8 Y 275.3 -133.4: 275.3 . 0 0 4 ; M9:.;::::::::::::-:.--:::::::: :::::::::::':::::Y :2751:::::::::::::: :: 275.3:.: : 1 M5 Y -133.4 -133.4 0 0 2 ' . • • M6 Y :.. >; 133.4 -133.4: ....: . 3 M8 Y -133.4 -133.4 0 0 I 4 M9 :: >: Y <; -133.4 X133.4 0 < <> 0 Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 2 REV Basic Load Cases (Continued) BLC Description Category X Gravity 7 SEISMIC X SEISMIC Z None None 2 Member Distributed Loads (BLC 2 : DEAD LOAD) Member Label Direction Start Magniitude[Ib/ft,deg] End Magnitude[lblft... Start Location[ft, %] End Location[ft, %1 1 3 5 7 9 10 '! M5 M7 M M9 5. M6 M8 M9 M12 Y -4.9 Y -4.9 Y -4.9 -4.9 Y 1 . -28 8 Y -28.8 -28.8 Y -28.8 Y -4.9 -4.9 -4.9 -4.9 -4.9 -28.8 -28.8 -28.8 -28.8 0 0 0 0 0 <;< 0 0 0 0 0 0 0 0 Member Distributed Loads (BLC 3 : SNOW) Member Label Direction Start Magnitudef lb/ft ,degl End Magnitude [J b /ft... Start Location[ft, %1 End Location[ft,% Member Distributed Loads (BLC 4 : WIND UP) Member Label Direction Start Magnitude[ lb/ft ,degl End Magnitude[lb/ft... Start Location [ft, %1 End Location[ft,% Member Distributed Loads (BLC 5 : WIND DOWN) Member Label Direction Start Magnitude[lb/ft ,d Member Distributed Loads (BLC 6 : SEISMIC X) bel Direction Start Magnitude[Ib/ft ,degl End Magnitudeflblft... Start Location[ft, %] End Location[ft Member Distributed Loads (BLC 7 : SEISMIC Z) M7 M1 .... Z 180 180 0 0 Member Label RISA -3D Version 5.0d [C:\... \...\... \GHC PARKING CANOPIES 2 rev.r3d] Sept 11, 2007 1:18 PM Checked By: Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... End Maanitudeflb/ft...Start Location[ft. %1 End Location [ft.% Direction Start Magnitude[Ib/ft,degl End Magnitude[lb/ft...Start Location[ft, %] End Location[ft, %] Page 3 4 Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 2 REV Load Combinations Sept 11, 2007 1:18 PM Checked By: Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 3 5 6. 7 8 9 DEAD (1) DEAD ;+ &NO . D +.75W +.75... .6D +_3R/_. {7) D +EX (5) D +EZ (5) .6D +EX (8) 617 +EZ (8) .6D - EZ Yes Yes Yes is Yes Yes Yes Yes Yes Y Y Y Y; Y Y 1 1 1 1 1 1 1 1 1 .6 1 2 2 2 2 2 2 1 1 : 1 3 1 .75 1 5 .75 1 .' .6 6 1 6 7 6 7 7 Envelope Joint Reactions Joint X [lb] Ic Y [lb] Ic Z [lb] Ic MX [lb-ft] Ic MY [lb-ft] Ic MZ flb-ftl Ic 1 3 4 5 7 10` 11 92 13 N1 N2 N3 N4 N12 N11 Totals: max mm max min . max min max tin max mini max m trt max min 725.11 '! 05997 719.655 - 80.999. • 580.058 132`.�r32> 570.672 158.647? 644.134 30`x665 638.706 - 35'.272 3855.825 5 5 7 7 5 5 7 4062.964 3389:663 3928.458 -3273,176 1844.829 4285.762 1969.196 -1393.506 1371.112 782' 22'1' 1422.74 - 869'.37 :1 13330.765 -- -10038.062 3 3 3 3 6 9 3 4 3.708 - 4,898 2.906 •4.032 887.86 . =882.859 879.925 - 887.922 878.754 886 54 886.725 48'1.141: 3539.88 3539.88. 9 9 9 9 9 9 9 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 1 1 1 1 1 0 0 0 0 0 0 1 1 1 1 1 Envelope Joint Displacements Joint X fn] Ic Y [in] Ic Z [inl Ic X Rotation [... Ic Y Rotation [... Ic Z Rotation [... Ic 1 3 5 7 9 10 i! 11 12 13 14 15 16 �._ 17 18 . 19 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 max min ? max min max mm max min max mEn max max m[n max Max min max 0 0 ..: 0 0 0 0 0 0 >. .009 -.197 .007 :196 . .009 -.197 .007 J7 .007 -.197 .01 4 3 3 4 4 4 4 4 0 0 0 0 0 0 0 0 0 .002 .002 .002 0 .001 0 4 4 4 9 8 4 4 4 0 0 0 0 0 .267 267 .267 -.267 .264 265 .268 8 8 8 6 6 6 6 6 6 3.68e -3 3.68e -3 3.688e -3 -168764' 5.316e -3 - 5344e -3 5.345e -3 5315e -3 3.63e -4 4.12+-4 4.105e -4 3.51e 4 3.642e -3 3:642+-3 3.656e -3 :;4:65464:: 4.111e-4 - 3.508e -4 3.624e -4 6 6 6 8 6 6 6 8 2.866e -5 ;2.0396-6 1.806e -5 - 1.1096.5 1.419e -5 - 1.728e -5 1.366e -5 2:Q17e -5 2.742e -5 -2.532e-5 1.688e -5 1.686e -5 2.866e -5 2.039e -5 1.806e -5 1.109e -5 1.419e -5 - 1.728e -5 1.366e -5 8 8 4 4 8 8 8 8 4 4.058e -3 -32256-4. 4.041e-3 2.455e --4 3.773e -3 1.224e -4 ........ ....... 3.761e-3 -1 3_19e -4 2.962e -4 -1.498e-5 3.122e -4 3.781e 5 2.672e - 4 ....... 3.078e -4` 2.052e -4 2 364e-4 6.169e -4 -5,356-4 7.528e -4 5 5 7 7 5 7 3 4 4 3 . .265 .268 -.268 3 RISA -3D Version 5.0d [C: \... \... \... \GHC PARKING CANOPIES 2 rev.r3d] Page 4 20 : min -.197 5 < - 001 3 - 266 9 - 4 9 - 2.017e -5 8 -6427e-4 4 21 N11 max 0 4 0 8 0 8 5.304e -3 6 1.688e -5 8 3.894e -3 5 .................... 22 ` . min 0 5 ' 0 9 ! 0 9` - 5.4e -3 - 1686e -5 i 3 . 1626e-4 4 23 N12 max 0 4 0 9 0 6 5.332e -3 6 2.742e -5 8 3.912e -3 5 24 < min 0 5'` 0 6 0 9- 5.305e -3 9 -2.532e-5 9 -1.861e-4 4 Envelope Joint Displacements (Continued) Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 2 REV Joint X finl lc Y Envelope ASD Steel Code Checks Member Shape Code Check Loc[ftl Pc Shear...Loc[ftl Dir Ic Fa 0 y 5 24296.. 27600 0 Sept 11, 2007 1:18 PM Checked By: y 3 3 9 6 �1 24296.. 24296L. 11721.. 3071..: 3515..: 9697.... 2429E 24296.. 27600 30360 30360 276003036030300 21600 27000 21600 216002700013168 21600 27000 21600 21600 2700014182 21600 27000 21600 27600 30360 30360 27600 30360 30360 21600 27000216002 1.. 1.. 1... 2.3 1. 2.. 1.. 1.. .6 6 ..6<. .707 ;7.85: .235 .85 .481 ,85 .83 .85 .6 6 .6 6 24290;4-7600 1 9 10 M1 M2 M3 .021 M4 M5 .033 6 M7 M8 M9 M10 HSS5X5X4 HSS5X5X4 HSS5X5X4 HSSSX5X4 C12X20.7 C12X20 7 : C12X20.7 C12X20.7 C12X20.7 HSS5X5X4 !i .272 .271 .353 :355 :: .120 .161 193 .025 .045 .111 .344 11 M11 HSS5X5X4 .343 12 M12 C12X20.7 .163 6 6 6 6 6... 7.292 3 9.833 9 13.7.. 3 8.25 5 .017 :.048 . .033 .021 6 6 .021 0 0 : 6:.025 0 : 7.292 0 1'3:7.. 0 30360 3036 303601.. .6 6 30360 .6 H1 - 2 6 H1: .6 H1 - 2 H1 H1 -3 H1 -3 H1_3; H1 - 3 H1-2 H1 -2 .267.85 Hl -3 [ Ft rpsit Fb y - y..Fb z- z..CbCmyCmzASD ... RISA -3D Version 5.0d [C:\...1...1...1GHC PARKING CANOPIES 2 rev.r3d] Page 5 Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code None NDS Wood Code None NDS. Temperature < 10OF Concrete Code None 1 BEAMS C12X20.7 Channel Beam A36 Typical 6.09 3.88 129 .37 2 COLS : HSS5X5X4 Channel Column A500 Typical 4.295: 15.997 15.997. 25.772 • sir G lobal Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 2 REV Display Sections for Member Calcs 5 Max Internal seotioilt :tor Member Oaks : 97 <- -- Include Shear Deformation Include War /ring Area Load Mesh (inA2) Merge Tolerance<(in) P -Delta Analysis Tolerance Vellical`Axis Yes Yes 144 t2 0.50% Yi Number of Shear Regions Region Spacing :;Increment (in): Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections Bad Framing Warnings Unused Force Warnings 4 4 PCA Load Contour . 65 Rectangular Yes No Yes .: Hot Rolled Steel Properties Label E [ksi] 1 A36 A500 29000 29000 11154 11154 .3 .3 . .65 65 ,, .49 49 36000 ....................... 46000 . Hot Rolled Steel Section Sets Label Shape Design List T Joint Coordinates and Temperatures Label X [ft] G [ksi] Y [ft] Nu Therm (\1 E5 F Z [ft] RISA -3D Version 5.0d [C: \... \...\...\GHC PARKING CANOPIES 2 rev.r3d] Sept 11, 2007 1:18 PM Checked By: Density[k/ft^3] Yield[psfl Material Design Rules A 11n21 I in41 Izz (in41 J fin4 Temp [F] Detach From Diap... 1 3 4 7 8 9 10 : ( 11 12` N1 N2: N3 N5 N6 N7 148 N9 N0 N11 N1 2 7.292 8.25 21.958 21 0 0 7.292 8.25 21.958 :21.958:' 0 0 0 9.833 9.833 0 0 0 9.833 6 9.833 6 6 9.833 6 6 0 0 0 9.833 0 0 0 0 0 0 0 0 0 Page 1 21 24 Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 2 Joint Reactions (By Combination) LC Sept 11, 2007 1:05 PM Checked By: Joint Label X [lb] Y [lb] Z ftb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 1 1 N1 23.676 861.117 -.061 0 0 0 2 1 N2 . 18:'1 !)3 834:859 051 0' <<.. ..0 0: •-- 3 1 N3 -25.59 530.28 7.897 0 0 0 4 1 N4 30.651 554.451: 8:011 0 0 "0:::: 5 1 N12 6.719 294.444 -7.886 0 0 0 6 .; 1 . ;Ni.1.. 7743` 344.871 8.01 0 . 0 : .t) 7 1 Totals: 0 3420.022 0 8 :.1 .COG.{tt): •10.81:5 . Y: 5.539 .: Z :4.916 9 2 N1 81.721 2753.812 -.062 0 0 N2 62.479 2663.552 ::..054: Cu') `> . 0 N3 -88.81 1307.356 7.758 N4 N11 27 205> Totals: 0 COG tft }::: X 1 0.91>8 N1 121.8 N2 N3 N4 N12 Ni1 Totals: COG (ft): N1 93.126 - 132.532 - 158.647 >! 35.542 Totals: 0 40.711 X: 10.937 - 105.997 ..................,......... -80.999 115.16 - 30.665 Totals: 0 N1 725.11 N2 . 719.655 N3 569.831 N4 __ 558389 ;? N12 644.134 Nil ..:: 638.706 Totals: 3855.825 COG (ft). " X :10.815 N1 23.149 N2 18.54 N3 - 27.144 N12 4.932 N1 715.895 4062.964 3928458 1844.829 .892.081 13330.765 Y :5.882 - 3389.663 3273.176 - 1285.762 412.885 519.913 120.629 1069.468 3420.022 5.539 872.006 68.839 0 Z 4.917 -.06 .059 7.661 •8:247 -7.654 Z4:91'6 -.019 039 5.017 4.514 2 4 051 7.892 8.016 -7.881 8.015 0 2:4 916 -3.752 - 2:874: - 880.09 - 3539.88 -.036 50 - f:712;64ki [86,25 03 1 51 7 N3 580.058 -91.117 4.733 0 0 0 RISA -3D Version 5.0d [C: \...\...\... \GHC PARKING CANOPIES 2 rev.r3d] Page 2 Company : Engineers Northwest Designer : John Alving Job Number : GHC PARKING GARAGE CANOPIES STAIR 2 Joint Reactions (By Combination) (Continued) LC Joint Label X fib) Y [I ) Sept 11, 2007 1:05 PM Checked By: 52 ' 53 55 57 58 59 6 4 61 63 64 65 67 68 69 70 71 72 1 7 7 8 8 8 8 9 9 9 9 N12 Nil Totals: COG (it) N1 N2 N3 N4 N12 11 Totals: COG (f1) N1 N3 N4 N12 N11 Totals: COG (ft) 570,672 641.167 635.388 3855.825 ' X 10:1315 13.596 11.381 - 16.847 - 16.764 2.18 6.456: 0 X..10 81:5 24.207 - 24.038 -32.337 8.506 5.995 0 X: 10.815 .46 093 1003.261 930.873 2052.013 Y 5.539 527.604 491 173 - 760.051 1410.92 1251.738 869.371 2052.013 Y: 5.539 850.226 4,812 -4.726 4.811 0 Z: 4.916 -4.898 4.032 - 882.859 884:383 - 882.568 ,881A41 - 3539.88 0 0 0 0 0 • 0 2: 4,916 3.708 5: 1609.809 525.11 - 782.221 1422.74 3420.022 Y! 5.539 887.86 879,925 878.754 886.725 - 3539.88 Z: 4.916 0 0 0 0 0 > .. 0 0 0 0 , ..... 0 0 0 0 0 0 Z jlb] MX pb-ft] MY [Ib-ft] MZ Lb-ft] RISA -3D Version 5.0d [C: \... \... \... \GHC PARKING CANOPIES 2 rev.r3d] Page 3 h -14 S ( 1 �e / ESR -1771 REPORT' (0 Issued March 1, 2007 s report is subject to re- examination in one year. ICC Evaluation Service, Inc. www.icc- es.org DIVISION: 03—CONCRETE Section: 03151 — Concrete Anchoring REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.simosonanchors.com EVALUATION SUBJECT: STRONG- BOLTtm WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 International Building Code (2006 IBC) • 2006 International Residential Code (2006 IRC) • 2003 International Building Code (2003 IBC) • 2003 International Residential Code (2003 IRC) • 1997 Uniform Building Codetm (UBC) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie Strong -Boltz Wedge Anchor is used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal - weight concrete and structural lightweight concrete members having a specified compressive strength, P of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked structural sand lightweight or normal- weight concrete over profile steel deck having a minimum specified compressive strength, P of 3,000 psi (20.7 MPa). The Strong- Bolttm is an alternative to cast -in -place anchors described in Sections 1911 and 1912 of the 2006 IBC, Sections 1912 and 1913 of the 2003 IBC, and Sections 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the 2006 and 2003 IRC. 3.0 DESCRIPTION 3.1 Strong Bolttm: Strong- Bolttm anchors are torque - controlled mechanical expansion anchors consisting of an anchor body, expansion clip, nut, and washer. A typical anchor is shown in Figure 1. The' / inch -, 5 / 8 - inch -, and 3 / 4 - inch - diameter (12.7 mm, 15.9 Copyright ® 2007 eusl eglonal Office • 5360 Worlonan Mil Road, Whither, California 90601 • (562) 699-0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 Regional Office • 4051 West Flossmoor Road, County Club His, Illinois 60478 • (708) 799 -2305 DcY7 —3 mm, and 19.1 mm) anchor bodies are manufactured from carbon steel conforming to SAE J403, Grade 1030 to 1035. The 1- inch - diameter (25.4 mm) anchor body is manufactured from carbon steel conforming to SAE J403 Grade 12L14. The anchor bodies are zinc plated in accordance with ASTM B 633, SC1, Type 1. The expansion clip is fabricated from ASTM A 240, Grade 316, stainless steel. The washer conforms to ASTM F 844. The hex nut conforms to ASTM A 563, Grade A. The anchor body has a tapered mandrel formed on the installed end of the anchor and a threaded section at the opposite end. The taper of the mandrel increases in diameter toward the installed end of the anchor. The three - segment expansion clip wraps around the tapered mandrel. Before installation, this expansion clip is free to rotate about the mandrel. The anchor is installed in a predrilled hole. When the anchor is set using an applied torque to the hex nut, the mandrel is drawn into the expansion clip, which engages the drilled hole and transfers the load to the base material. Pertinent dimensions are as set forth in Table 1. 3.2 Concrete: Normal- weight and structural lightweight concrete must conform to Sections 1903 and 1905 of the IBC or UBC, as applicable. For placement over profile steel deck floor and roof assemblies, structural sand lightweight or normal- weight concrete is required. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: Anchor design strengths, ON, and 4)V,,, must be determined in accordance with ACI 318 -05 Appendix D and this report. Design parameters are provided in Tables 2, 3, and 4 and Figures 2 and 3 of this report. The anchor design must satisfy the requirements in ACI 318 Sections D.4.1.1 and D.4.1.2. Strength reduction factors, 4), described in ACI 318 Section D.4.4, and noted in Tables 2 and 3 of this report, must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC or Section 1612.2.1 of the UBC. Strength reduction factors, 4), described in ACI 318 Section D.4.5 must be used for load combinations calculated in accordance with Section 1909.2 of the UBC. An example calculation is provided in Figure 4. 4.1.1 Static Steel Strength in Tension: The nominal steel strength in tension, N,,, in accordance with ACI 318 Section D.5.1.2, is given in Table 2 of this report. The strength reduction factor, 4), corresponding to a ductile steel element must be used for ' / inch -, 5/8 inch- and 1- inch - diameter (12.7 mm, 15.9 mm and 25.4 mm) anchors, and the strength reduction factor for a brittle steel element must be used for the 3 / 4 - inch - diameter (19.1 mm), described in Table 2 of this report. 4.1.2 Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength in tension, N and N„ REPORTS' are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. wnrrwerme MIODICTONIWICMON Pagel of 16 CODE ACI 318 SECTION D.3.3 SEISMIC REGION CODE EQUIVALENT DESIGNATION 2003 IBC and 2003 IRC Moderate or high seismic risk Seismic Design Categories C, D, E, and F 1997 UBC Moderate or high seismic risk Seismic Zones 2B, 3, and 4 Page 2 of 16 must be calculated in accordance with ACI 318 Section D.5.2, with modifications as described in this section. The basic concrete breakout strength in tension, N„ must be calculated in accordance with ACI 318 Section D.5.2.2 using the values of h and k as described in Table 2 of this report. The value of f' � must be limited to 8,000 psi (55.2 MPa), in accordance with ACI 318 Section D.3.5. The nominal concrete breakout strength in tension, NCb or N in regions of a concrete member where analysis indicates no cracking at service loads in accordance with ACI 318 Section D.5.2.6, must be calculated with the value of W as described in Table 2 of this report. For anchors installed in the soffit of structural sand lightweight or normal- weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, determination of the concrete breakout strength in accordance with ACI 318 Section D.5.2 is not required. 4.1.3 Static Pullout Strength in Tension: The nominal pullout strength in accordance with ACI 318 Section 0.5.3 in cracked and uncracked concrete, N and N,,,,,,„ respectively, is described in Table 2 of this report. In regions of a concrete member where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in uncracked concrete, N pn , n ,� r applies. In accordance with ACI 318 Section D.5.3.2, the appropriate value for nominal pullout strength, N or N„,,,,,,„ is used in lieu of N,,,. Where values for or N are not provided in Table 2, the pullout strength does not need to be considered. The pullout strength in cracked concrete for anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, is given in Table 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated as stated previously in this section, using the value of N p ,,, ec k u in lieu of N In regions of a concrete member where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in uncracked concrete must be calculated as stated previously in this section, using the value of N pngeGk , U ,, o , in lieu of N pn ,, nc , The minimum anchor spacing along the flute must be the greater of 3.0h or 1.5 times the flute width. The value of tikp is 1.0 for all cases. 4.1.4 Static Steel Strength In Shear: The nominal steel strength in shear, V in accordance with ACI 318 Section D.6.1.2, is given in Table 3 of this report. The strength reduction factor, 4), corresponding to a ductile steel element must be used for '1 inch -, 5 / e -inch- and 1- inch - diameter (12.7 mm, 15.9 mm and 25.4 mm) anchors, and the strength reduction factor corresponding to a brittle steel element must be used for the 3 / 4 - inch - diameter (19.1 mm) anchor, described in Table 3 of this report. The shear strength, V udk of anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, is given in Table 4. 4.1.5 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, V and V , must be calculated in accordance with ACI 318 Section D.6.2, with modifications as described in this section. The basic concrete breakout strength in shear, V must be calculated in accordance with ACI 318 Section D.6.2.2 using the values of !! and d described in Table 3 of this report. The value of must be limited to a maximum of 8,000 psi (55.2 MPa) in accordance with ACI 318 Section D.3.5. For anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck ESR -1771 floor and roof assemblies, as shown in Figure 3, calculation of the concrete breakout strength in accordance with ACI 318 Section D.6.2 is not required. 4.1.6 Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength, V, and V must be calculated in accordance with ACI 318 Section D.6.3, modified by using the value of k described in Table 3 of this report and the value of No or N as calculated in Section 4.1.2 of this report. For anchors installed in the soffit of structural sand lightweight or normal- weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, calculation of the concrete pryout strength in accordance with ACI 318 Section D.6.3 is not required. 4.1.7 Requirements for Seismic Design: 4.1.7.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 Section D.3.3, as modified by Section 1908.1.16 of the 2006 IBC or the following: Except for anchors used under Seismic Design Categories A and B (IBC) or Seismic Zones 1 and 2A (UBC), design strengths must be determined presuming cracked concrete. The ' / -, 5 / 8 -inch- and 1- inch - diameter (12.7 mm, 15.9 mm and 25.4 mm) anchors comply with ACI 318 Section D.1 as ductile steel elements and must be designed in accordance with ACI Section D.3.3.4 or D.3.3.5, as modified by Section 1908.1.16 of the 2006 IBC, in Seismic Design Categories C, D, E, or F (IBC) or Seismic Zones 2B, 3, or 4 (UBC). The 3 / 4 -inch- diameter (19.1 mm) anchors must be designed in accordance with ACI Section D.3.3.5 as modified by Section 1908.1.16 of the 2006 IBC in Seismic Design Categories C, D, E, or F (IBC) or Seismic Zones 2B, 3, or 4 (UBC). 4.1.7.2 Seismic Tension: The nominal steel strength and concrete breakout strength in tension must be calculated in accordance with ACI 318 Sections D.5.1 and D.5.2, as described in Sections 4.1.1 and 4.1.2 of this report. In accordance with ACI 318 Section D.5.3.2, the appropriate value for nominal pullout strength in tension for seismic loads, N or N„,. k.p described in Tables 2 and 4 of this report must be used in lieu of N 4.1.7.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength in shear must be calculated in accordance with ACI 318 Sections D.6.2 and D.6.3, as described in Sections 4.1.5 and 4.1.6 of this report. In accordance with ACI 318 Section 6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, V eQ or VuAeck, described in Table 3 and 4 of this report, must be used in lieu of V 4.1.8 Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be performed in accordance with ACI 318 Section D.7. 4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of using ACI 318 Section D.8.3, values of c and s provided in Table 1 of this report must be used. In lieu of using ACI 318 Section D.8.5, minimum member thickness, h, must be in accordance with Table 1 of this report. In lieu of using ACI 318 Section D.8.6, values of c provided in Table 1 of this report must be used. REFERENCE FOR STRENGTH REDUCTION FACTORS a Load Combination Including Seismic Effects Load Combination Excluding Seismic Effects ACI 318 Section D.4.4 1.1 1.4 ACI 318 Section D.4.5 1.2 1.55 Page 3 of 16 ESR -1771 4.1.10 Structural Lightweight Concrete: Where structural lightweight concrete is used, values determined in accordance with ACI 318 Appendix D and this report must be modified in accordance with ACI 318 Section D.3.4. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design resistances for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC, must be established using the following relationships: where: T albwebleASD Velbwable,ASD T adowableASD = 4N/ a and ValbwebleASD =4V = Allowable tension load (lbf or N). = Allowable shear load (lbf or N). 4N n = The lowest design strength in tension of an anchor or anchor group as determined in accordance with ACI 318 Sections D.4.1.1 and D.4.1.2, and Section 4.1 of this report (Ibf or N). 4 V = The lowest design strength in shear of an anchor or anchor group as determined in accordance with ACI 318 Sections D.4.1.1 and D.4.1.2, and Section 4.1 of this report (lbf or N). a = A conversion factor to be applied as follows: The requirements for member thickness edge distance and spacing, described in Table 1 of this report, must apply. For load combinations that include seismic, the value of TeaowebbASD and Ve,„,weblaASD must be multiplied by 0.75 in accordance with ACI 318 Section D.3.3.3. Allowable loads for single anchors in tension and shear with no edge distance or spacing reductions are given in Tables 5 through 13. These allowable loads were derived using TegowableAso = 4 N / a and Vaaowabb,ASD = 4 V a I a with the appropriate strength reduction factors from Tables 2 and 3, and the a factors provided in this section. 4.2.2 Interaction of Tensile and Shear Forces: In lieu of ACI 318 Sections D.7.1, D.7.2 and D.7.3, interaction of tension and shear loads must be calculated as follows: If Teppaed s 0 . 2 T enowebb,ASD, then the full allowable strength in shear, VaAnwebbASD, must be permitted. If V s O.2Va nbwabbASD• then the full allowable strength in tension, Tenowebb Aso must be permitted. For all other cases: Tappned / Tanowebb,ASD + Vapplied / VaNbweble,ASD s 1.2. 4.3 Installation: Installation parameters are provided in Table 1 and in Figures 2 and 3. Anchor locations must comply with this report and the plans and specifications approved by the building official. The Strong- BoltTM' must be installed in accordance with the manufacturer's published instructions and this report. Anchors must be installed in holes drilled into the concrete using carbide- tipped drill bits conforming to ANSI B212.15 -1994. The nominal drill bit diameter must be equal to the nominal diameter of the anchor. The minimum drilled hole depth must equal or exceed the specified embedment depth of the anchor. The drilled hole must be cleaned, with all dust and debris removed using pressurized air. The anchor, nut, and washer must be assembled so that the top of the nut is flush with the top of the anchor. The anchor must be driven into the hole using a hammer until the proper embedment depth is achieved. The nut and washer must be tightened against the base material or material to be fastened until the appropriate installation torque value specified in Table 1 is achieved. For installation in the soffit of normal- weight or structural sand lightweight concrete over profile steel deck floor and roof assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than inch (3.2 mm). Installation torque values for anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, must comply with values in Table 4. 4.4 Special inspection: Installations must be made under special inspection in accordance with Section 1704.13 of the IBC and Section 1701.5.2 of the UBC. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions, hole cleanliness, embedment depth, concrete type, concrete compressive strength, drill bit diameter, hole depth, edge distance(s), anchor spacing(s), concrete thickness, and tightening torque. 4.5 Jobsite Quality Assurance: Where anchors are used for seismic or wind load resistance, jobsite quality assurance must conform to Sections 1705 and 1706 of the IBC. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Strong -Bolt/ Wedge Anchor described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In cases of a conflict, this report governs. 5.2 Anchor sizes, dimensions and minimum embedment depths are as set forth in the tables of this report. 5.3 The anchors must be installed in accordance with Section 5.1 of this report in cracked and uncracked normal - weight and structural sand lightweight concrete having a specified compressive strength, f', of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and in cracked and uncracked structural sand lightweight or normal- weight concrete over profile steel deck having a minimum specified compressive strength, f', of 3,000 psi (20.7 MPa). 5.4 The value of f used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC and Sections 1612.3 or 1909.2 of the UBC for strength design, and in accordance with Section 1605.3 of the IBC and Section 1612.3 of the UBC for allowable stress design. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable stress design values are established in accordance with Section 4.2 of this report. ' Page 4 of 16 ESR -1771 5.8 Anchor spacing and edge distance, as well as minimum member thickness, must comply with Tables 1 and 4, and Figure 3, of this report. 5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the building official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f > f,), subject to the conditions of this report. 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.13 Where not otherwise prohibited in the code, Strong-BoltTm anchors are permitted for use with fire- resistance -rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire- resistance -rated envelope or a fire- resistance -rated membrane, are protected by approved fire - resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.14 Use of anchors is limited to dry, interior locations. 5.15 Special inspection and jobsite quality assurance must be provided in accordance with Sections 4.4 and 4.5, respectively. 5.16 The anchors are manufactured by Simpson Strong -Tie Company, Inc., in Brampton, Ontario, Canada, under a quality control program with inspections by CEL Consulting (AA -639). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated June 2006, including optional suitability tests 12 and 13 for seismic tension and shear; profile steel deck soffit tests; mechanical properties tests; calculations; and a quality control manual. 7.0 IDENTIFICATION The Strong- BoltTM' anchors are identified in the field by dimensional characteristics and packaging. The Strong- BoltTM' anchor has the Simpson Strong -Tie Company, Inc., No Equal logo * stamped on the expansion clip, and a length identification code embossed on the exposed threaded end. Table 14 shows the length identification codes. The packaging label bears the manufacturer's name and contact information, anchor name, anchor size and length, quantity, the evaluation report number (ICC -ES ESR - 1771), and the name of the inspection agency (CEL Consulting). CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER 1 /2 Inch 5 /8 inch 3 / 4 Inch 1 Inch Installation Information Nominal Diameter do in. 1/2 5 /8 3 / 4 1 Drill Bit Diameter d in. '/2 5 /8 3 / 4 1 Minimum Baseplate Clearance Hole Diameter d, in. ° /,e " /,e '/° 1 1 /8 Installation Torque T,,, ft-lbf 50 85 180 230 Embedment Depth h,,,,,, in. 2 33/4 5 33/4 5'/e 6'/8 4 5 7 5'/ 9 Effective Embedment Depth he in. 21/4 3 4% 2% 4% 5% 3 5 6% 4'/2 9 Critical Edge Distance c„ in. 9 73/4 63/4 11 9 8 13'/2 11 10 18 13% Minimum Edge Distance c,,,,, in. 4 5 6 8 Minimum Spacing s„m„ in. 4 6 6 8 Minimum Concrete Thickness h„ 4 „ in. 4 I 6 I 61/4 5 I 7'/8 I 8 6 1 8 I 103/4 9 1 13 Anchor Data Specified Yield Strength of Anchor Steel f psi 108,000 60,000 Specified Tensile Strength of Anchor Steel f„,„ psi 125,000 78,000 Effective Tensile and Shear Stress Area A. in 0.108 0.167 0.273 0.472 Axial Stiffness in Service Load Range I3 Ibin. 125,000 141,000 225,000 299,600 Page 5 of 16 TABLE 1— STRONG -BOLT' INSTALLATION INFORMATION' .4 mm, 1 ft -Ibf = 1.356 N -m, 1 psi = 6.89 Pa, 1 in = 645 mm, 1 Ib/in = 0.17 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2 The clearance must comply with applicable code requirements for the connected element. ESR -1771 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER 1/2 Inch s /e inch 3 1 4 inch 1 Inch Anchor Category 1, 2 or 3— 2 2 2 2 2 2 2 2 2 2 2 Embedment Depth h,,,,,, in. 2 3 5 3' /11 5' 4 6 4 5 7 5 9 Steel Strength In Tension (ACI 318 Section D.5.1) Tension Resistance of Steel N. lbf 13,500 20,875 34,125 36,815 Strength Reduction Factor –Steel Failure 44 — 0.75 0.75 0.65 0.75 Concrete Breakout Strength In Tension (ACI 318 Section D.5.2) Effective Embedment Depth he in. 2% 3 4'% 2% 4% 5% 3 5 6% 4' Y2 9 Critical Edge Distance c„ in. 9 7 6 11 0 8 13 11 10 18 13'/ Effectiveness Factor – Uncracked Concrete k,,,,,, — 24 24 24 24 Effectiveness Factor – Cracked Concrete k„ — 17 17 17 17 Ratio of k,,,,,/k„ t/E,N — 1.41 1.41 1.41 1.41 Strength Reduction Factor – Concrete Breakout Failure c b — 0.55 Pull -Out Strength In Tension (ACI 318 Section D.5.3) Pull -Out Resistance Cracked Concrete (f,, 2,500 psi) N lbf i - ii i � �� 9,850 : 11 185 Pull -Out Resistance Uncracked Concrete (f� 2,500 psi) N,,,,,,„,,,, lbf i . r' i r'ii 12,115 �'� _ 9,690' Strength Reduction Factor – Pullout Failure 4) — 0.55 Tension Strength for Seismic Applications (ACI 318 Section D.3 3.3) Tension Resistance of Single Anchor for Seismic Loads (P, = 2,500 psi) N lbf N/A N /A N/A 9,850 7700 Strength Reduction Factor – Pullout Failure 4 — 0.55 Page 6 of 16 TABLE 2— STRONG -BOLTTM CHARACTERISTIC TENSION STRENGTH DESIGN VALUES' or 5I: 1 in = 25.4 mm, 1 Ibf = 4.45 N. ESR -1771 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2 The tabulated value of 4„ applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used, the appropriate value of ¢„ must be determined in accordance with ACI 318 D.4.5. The' inch, 6 4 inch, and 1 inch diameter anchors are ductile steel elements as defined in ACI 318 D.1. The 3 / 4 inch diameter anchor is a brittle steel element as defined in ACI 318 D.1. 3 The tabulated value of 4 applies when both the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pullout strength govems. For installations where complying supplementary reinforcement can be verified, the Cl)w factors described in ACI 318 D.4.4 for Condition A are allowed. If the load combinations of Section 1909.2 of the UBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4 for ,1 Condition A are met, the appropriate value of y',b must be determined in accordance with ACI 318 D.4.4(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of 4,b must be determined In accordance with ACI 318 D.4.5. 4 As described in Section 4.1.3 of this report, N/A (Not Applicable) denotes that pullout resistance is not critical and does not need to be considered. 6 The characteristic pull -out resistance for greater concrete compressive strengths may be increased by multiplying the tabular value by (f, / 2,500) 6 The characteristic pull -out resistance for greater concrete compressive strengths may be increased by multiplying the tabular value by (f,/ 2,500) 'The tabulated value of ¢ or +w applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pullout strength governs. For installations where complying supplementary reinforcement can be verified, the 4) factors described in ACI 318 D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Appendix C are used, appropriate value of 4) must be determined in accordance with ACI 318 Section D.4.5. CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER '/ Inch 5 4 Inch 4 inch 1 inch Anchor Category 1, 2 or 3— 2 2 2 2 2 2 2 2 2 2 2 Embedment Depth h„.,,, in. 2 3 5 3 5 6 4 5 7 5 9 Steel Strength In Shear (ACI 318 Section D.6.1) Shear Resistance of Steel V. Ibf 6,560 10,475 19,305 15,020 Strength Reduction Factor –Steel Failure 4)„ — 0.65 0.65 0.60 0.65 Concrete Breakout Strength In Shear (ACI 318 Section D.6.2) Nominal Diameter do in. 0.5 0.625 0.75 1 Load Bearing Length of Anchor in Shear e. in. 2.25I3.375I4.00 2.7514.501 5.00 3.3751 5.00 1 6.00 4.501 8 Strength Reduction Factor – Concrete Breakout Failure 4» — 0.70 Concrete Pryout Strength In Shear (ACI 318 Section D.6.3) Coefficient for Pryout Strength k I — 1.01 2.0 Strength Reduction Factor – Concrete Pryout Failure 4) 1 0.70 Shear Strength for Seismic Appiicat ons (ACI 318 Section D.3.3.3) Shear Resistance of Single Anchor for Seismic Loads (f = 2,500 psi) V „,. Ibf 6,560 8,3809,71 10,47515,44517,30519,305 15,020 Strength Reduction Factor –Steel Failure CO — 0.65 0.65 0.60 0.65 Page 7 of 16 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. TABLE 3—STRONG-BOLT”" CHARACTERISTIC SHEAR STRENGTH DESIGN VALUES' ESR -1771 'The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2 The tabulated value of ¢„ applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used, the appropriate value of 44„ must be determined in accordance with ACI 318 D.4.5. The % inch, 5 /a inch, and 1 inch diameter anchors are ductile steel elements as defined in ACI 318 D.1.1. The 3 /4 inch diameter anchor is a brittle steel element as defined in ACI 318 Section D.1. 3 The tabulated value of COth applies when both the load combinations of Section 1605.2.1 of the IBC„ Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement Is not provided or where pryout strength governs. For installations where complying supplementary reinforcement can be verified, the 4) factors described in ACI 318 Section D.4.4 for Condition A are allowed. If the load combinations of Section 1909.2 of the UBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4 for Condition A are met, the appropriate value of 4) must be determined in accordance with ACI 318 Section D.4.4(c). If the load combinations of ACI 318 Appendix C are used, the appropriate value of 4) must be determined in accordance with ACI 318 Section D.4.5. `The tabulated value of 4, applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. Condition B applies where supplementary reinforcement is not provided or where pryout strength governs. For installations where complying supplementary reinforcement can be verified, the 4) factors described in ACI 318 Section D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 4, must be determined in accordance with ACI 318 D.4.5. Nominal Anchor Diameter, d, (in.) Embedment Depth, h„, , (in.) Effective Embedment Depth, h,, (in.) Concrete Compressive Strength f (psi) 2,500 3,000 4,000 5,000 6,000 7,000 8,000 1/2 2 3/4 2 1/4 1,590 1,740 2,010 2,245 2,460 2,660 2,845 3 7/8 3 3/8 1,620 1,775 2,050 2,290 2,505 2,710 2,895 5 41/2 1,805 1,980 2,285 2,555 2,800 3,025 3,235 5/8 3 3/8 2 3/4 2,145 2,350 2,715 3,035 3,325 3,595 3,840 51/8 41/2 2,850 3,235 3,960 4,625 5,260 5,855 6,430 61/8 51/2 2,870 3,260 3,985 4,660 5,290 5,895 6,475 3/4 41/8 3 3/8 2,920 3,200 3,695 4,130 4,525 4,885 5,220 5 3/4 5 3,700 4,055 4,680 5,235 5,735 6,190 6,620 71/2 6 3/4 4,760 5,215 6,020 6,730 7,370 7,965 8,515 1 51/4 41/2 3,285 3,560 4,155 4,645 5,090 5,495 5,875 9 3/4 9 3,810 4,170 4,815 5,385 5,900 6,370 6,810 CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER ' /2 Inch 5 /8 Inch Embedment Depth h„ in. 214 4'/2 3 5 Effective Embedment Depth h in. 2 4 2'/ 5 Installation Torque T,,,, ft -lbf 40 40 40 50 Pull -Out Resistance Cracked Concrete' N Ibf 1,335 1,905 2,835 3,665 Pull -Out Resistance Uncracked Concrete' N,„,a, Ibf 1,830 2,610 3,780 4,885 Steel Strength In Shear' V,,, Ibf 4,405 6,690 6,270 8,865 Page 8 of 16 ESR - 1771 TABLE 4- STRONG - BOLT"'' CHARACTERISTIC TENSION AND SHEAR STRENGTH DESIGN VALUES FOR THE SOFFIT OF CONCRETE - FILLED PROFILE STEEL DECK ASSEMBLIES' For SI: 1 inch = 25.4 mm, 1 ft -Ibf = 1.356 N -m, 1 Ibf = 4.45 N. 'Installation must comply with Section 4.3 and Figure 3. Except as specifically noted, all installations must be into the lower flute of the deck. 2 Profile steel deck must comply with Figure 3 and have a minimum base steel thickness of 0.034 inch. Steel must comply ASTM A 653 / A 653M, with minimum yield strength of 40 ksi (276 MPa). 'The values must be used in accordance with Section 4.1.3 and 4.1.7.2 of this report. `The values must be used in accordance with Section 4.1.3 of this report. 6 The values must be used in accordance with Section 4.1.4 and 4.1.7.3 of this report. 6 Anchors may be installed into either the upper or lower flute of the steel deck. 'The minimum anchor spacing along the flute must be the greater of 3.0h or 1.5 times the flute width. TABLE 5- STRONG -BOLT"' ALLOWABLE TENSION LOADS, Trwweib.Asq (NON-SEISMIC), NORMAL - WEIGHT UNCRACKED CONCRETE, CONDITION B (pounds) For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N -m, 1 Ibf = 4.45 N. 'Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concrete, tabulated values must be reduced in accordance with Section 4.1.10 of this report. 'Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). 'Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, 4)N,,, design anchor breakout strength, 4Nu,, and design concrete pullout strength, 4,N,,,. Nominal Anchor Diameter, do (in.) Embedment Depth, h„om (in.) Effective Embedment Depth, h,, (in.) Concrete Compressive Strength f„ (psi) 2,500 3,000 4,000 5,000 6,000 7,000 8,000 1/2 2 3/4 2 1/4 1,125 1,235 1,425 1,595 1,745 1,885 2,015 3 7/8 3 3/8 1,175 1,290 1,490 1,665 1,825 1,970 2,105 5 41 /2 1,175 1,290 1,490 1,665 1,825 1,970 2,105 5/8 3 3/8 2 3/4 1,525 1,670 1,925 2,155 2,360 2,550 2,725 51/8 41/2 2,045 2,320 2,840 3,320 3,770 4,200 4,610 61/8 51/2 2,065 2,345 2,865 3,350 3,810 4,240 4,655 3/4 4 1/8 3 3/8 2,070 2,270 2,620 2,930 3,210 3,465 3,705 5 3/4 5 3,735 4,090 4,720 5,280 5,785 6,245 6,680 7 1/2 6 3/4 3,870 4,240 4,895 5,475 5,995 6,475 6,920 1 51/4 41/2 3,025 3,315 3,825 4,280 4,685 5,060 5,410 9 3/4 9 4,395 4,815 5,560 6,215 6,810 7,355 7,860 Nominal Anchor Diameter, d (in.) Embedment Depth, hnom (in.) Effective Embedment Depth, h (in.) Concrete Compressive Strength Stren th f,, (psi) 2,500 3,000 4,000 5,000 6,000 7,000 8,000 1/2 2 3/4 21/4 1,075 1,180 1,360 1,520 1,665 1,800 1,925 3 7/8 3 3/8 1,125 1,230 1,420 1,590 1,740 1,880 2,010 5 4 1/2 1,125 1,230 1,420 1,590 1,740 1,880 2,010 5/8 3 3/8 2 3/4 1,455 1,590 1,840 2,055 2,250 2,430 2,600 51/8 41/2 1,950 2,215 2,710 3,170 3,600 4,010 4,400 61/8 51/2 1,970 2,235 2,735 3,200 3,635 4,050 4,445 3/4 4 1/8 3 3/8 1,975 2,165 2,500 2,795 3,060 3,310 3,535 5 3/4 5 3,565 3,905 4,510 5,040 5,520 5,965 6,375 7 1/2 6 3/4 3,695 4,045 4,670 5,225 5,720 6,180 6,610 1 51/4 41/2 2,890 3,165 3,650 4,085 4,475 4,830 5,165 9 3/4 9 4,195 4,595 5,305 5,930 6,500 7,020 7,500 • Page 9 of 16 ESR -1771 TABLE 6.--STRONG-BOLTTo ALLOWABLE TENSION LOADS, T,now,w,ASO (NON-SEISMIC), NORMAL- WEIGHT CRACKED CONCRETE, CONDITION B (pounds) or SI: 1 inch = 25.4 mm, 1 ft -Ibf = 1.356 N -m, 1 Ibf = 4.45 N. 'Values are for single anchors without edge or spacing effects For all other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concrete, tabulated values must be reduced in accordance with Section 4.1.10 of this report. 'Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). "Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, ¢N,,, design anchor breakout strength, (I)N and design concrete pullout strength, SN TABLE 7-STRONG-BOLT"" ALLOWABLE TENSION LOADS, To (SEISMIC), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds) '2.3•° or SI: 1 inch = 25.4 mm, 1 ft -Ibf =1.356 N -m, 1 Ibf = 4.45 N. 'Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concrete, tabulated values must be reduced in accordance with Section 4.1.10 of this report. 3 Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). 'Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, ¢N,,, design anchor breakout strength, ON,,, and design concrete pullout strength, SNP,,. Nominal Anchor Diameter, do (in.) Embedment Depth, hoom (in.) Effective Embedment De h e r n) Concrete Compressive Strength f (psi) 2,500 3,000 4,000 5,000 6,000 7,000 8,000 1/2 2 3/4 2 1/4 2,020 2,215 2,560 2,860 3,045 3,045 3,045 3 7/8 3 3/8 3,045 3,045 3,045 3,045 3,045 3,045 3,045 5 41/2 3,045 3,045 3,045 3,045 3,045 3,045 3,045 5/8 3 3/8 2 3/4 4,865 4,865 4,865 4,865 4,865 4,865 4,865 51/8 41/2 4,865 4,865 4,865 4,865 4,865 4,865 4,865 61/8 51/2 4,865 4,865 4,865 4,865 4,865 4,865 4,865 3/4 41/8 3 3/8 7,430 8,140 8,275 8,275 8,275 8,275 8,275 5 3/4 5 8,275 8,275 8,275 8,275 8,275 8,275 8,275 7 1/2 6 3/4 8,275 8,275 8,275 8,275 8,275 8,275 8,275 1 51/4 41/2 6,975 6,975 6,975 6,975 6,975 6,975 6,975 9 3/4 9 6,975 6,975 6,975 6,975 6,975 6,975 6,975 Nominal Anchor Diameter, d (In.) Embedment Depth, h„..., (in.) Effective Embedment Depth, her (in.) Concrete Compressive Strength f (psi) 2,500 3,000 4,000 5,000 6,000 7,000 8,000 1/2 2 3/4 2 1/4 1,435 1,570 1,815 2,030 2,220 2,400 2,565 3 7/8 3 3/8 3,045 3,045 3,045 3,045 3,045 3,045 3,045 5 41/2 3,045 3,045 3,045 3,045 3,045 3,045 3,045 5/8 3 3/8 2 3/4 3,875 4,245 4,865 4,865 4,865 4,865 4,865 51/8 41/2 4,865 4,865 4,865 4,865 4,865 4,865 4,865 61/8 51/2 4,865 4,865 4,865 4,865 4,865 4,865 4,865 3/4 41/8 3 3/8 5,270 5,775 6,665 7,455 8,165 8,275 8,275 5 3/4 5 8,275 8,275 8,275 8,275 8,275 8,275 8,275 7 1/2 6 3/4 8,275 8,275 8,275 8,275 8,275 8,275 8,275 1 51/4 41/2 6,975 6,975 6,975 6,975 6,975 6,975 6,975 9 3/4 9 6,975 6,975 6,975 6,975 6,975 6,975 6,975 Page 10 of 16 TABLE 8- STRONG -BOLTTM ALLOWABLE SHEAR LOADS, Vraw,w,,aso (NON-SEISMIC), NORMAL - WEIGHT UNCRACKED CONCRETE, CONDITION B (pounds) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N -m, 1 lbf = 4.45 N. 'Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concrete, tabulated values must be reduced in accordance with Section 4.1.10 of this report. 'Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). 'Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, 4V.., design anchor breakout strength, Oa, and design concrete pryout strength, 4V ,,. TABLE 9- STRONG- BOLTTM' ALLOWABLE SHEAR LOADS, VyIoW.b,,,ASD (NON-SEISMIC), NORMAL WEIGHT CRACKED CONCRETE, CONDITION B (pounds) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N -m, 1 lbf = 4.45 N. ESR - 1771 'Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concrete, tabulated values must be reduced In accordance with Section 4.1.10 of this report. 'Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). `Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, 4V,,, design anchor breakout strength, ¢Vth, and design concrete pryout strength, 414,.. Nominal Anchor Diameter, d, (in.) Embedment Depth, ti (in.) Effective Embedment Depth, h " (in.) Concrete Compressive 4,000 5,000 Strength 6,000 f,, (psi) 7,000 8,000 2,500 3,000 1/2 2 3/4 2 1/4 1,370 1,500 1,730 1,935 2,120 2,290 2,450 3 7/8 3 3/8 2,905 2,905 2,905 2,905 2,905 2,905 2,905 5 41/2 2,905 2,905 2,905 2,905 2,905 2,905 2,905 5/8 3 3/8 2 3/4 3,700 3,715 3,715 3,715 3,715 3,715 3,715 51/8 41/2 4,305 4,305 4,305 4,305 4,305 4,305 4,305 61/8 51/2 4,640 4,640 4,640 4,640 4,640 4,640 4,640 3/4 4 1/8 3 3/8 5,030 5,510 6,320 6,320 6,320 6,320 6,320 5 3/4 5 7,080 7,080 7,080 7,080 7,080 7,080 7,080 71/2 6 3/4 7,900 7,900 7,900 7,900 7,900 7,900 7,900 1 51/4 41/2 6,660 6,660 6,660 6,660 6,660 6,660 6,660 9 3/4 9 6,660 6,660 6,660 6,660 6,660 6,660 6,660 Nominal Anchor Diameter, d. (in.) Embedment Depth, h,,,, (in.) Effective Embedment Depth, he (in.) /.. 2 3,000 (psi) Tension Shear 1/2 2 3/4 2 1/4 720 2,045 41/2 4 1,025 3,105 5/8 3 3/8 2 3/4 1,485 2,910 5 5/8 5 1,920 4,115 Page 11 of 16 ESR - 1771 TABLE 10- STRONG- BOLTT" ALLOWABLE SHEAR LOADS, V„k„,.,y,,sp (SEISMIC), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds) For SI: 1 Inch = 25.4 mm, 1 ft-Ibf = 1.356 N -m, 1 Ibf = 4.45 N. 'Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concrete, tabulated values must be reduced in accordance with Section 4.1.10 of this report. 'Values are for Condition B (supplementary reinforcement in accordance with ACI 318 Section D.4.4 is not provided). 'Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, 4V, design anchor breakout strength, +V and design concrete pryout strength, 4,V. TABLE 11- STRONG- BOLTT"" ALLOWABLE TENSION & SHEAR LOADS, Tyaw, ,.Aso and Vrk w.a.aso (NON-SEISMIC), UNCRACKED SAND LIGHTWEIGHT OR NORMAL - WEIGHT CONCRETE OVER PROFILE STEEL DECK, CONDITION B (pounds)' 2 ' 3 or SI: 1 inch = 2 5.4 mm, 1 ft -Ibf = 1.356 N -m, 1 Ibf = 4.45 N. 'Values are for single anchors installed through the lower flute of profile steel deck and spaced along the length of the flute a distance equal to the greater of 3.0 h,, or 1.5 x the flute width. 2 Values are for Condition B (supplementary reinforcement in accordance with ACI 318 Section D.4.4 is not provided). "Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, 4iN„ or ¢ Vacd.ck, and design concrete pullout strength, +N1,,,,,,.k. Nominal Anchor Diameter, CI, (in.) Embedment Depth, h„,,, (in.) Effective Embedment Depth, h (in') P 2 3,000 (psi) Tension Shear 1/2 2 3/4 21 /4 500 1,955 41/2 4 710 2,965 5/8 3 3/8 2 3/4 1,060 2,775 5 5/8 5 1,375 3,925 Nominal Anchor Diameter, Cl, (in.) Embedment Depth, h (in.) Effective Embedment Depth, he (in.) P 2 3,000 (psi) Tension Shear 1/2 2 3/4 2 1/4 525 2,045 4 1/2 4 750 3,105 5/8 3 3/8 2 3/4 1,115 2,910 5 5/8 5 1,440 4,115 Page 12 of 16 ESR -1771 TABLE 12— STRONG- BOLTTM' ALLOWABLE TENSION & SHEAR LOADS, Tinowaw.,aso and V,,, (NON-SEISMIC), CRACKED SAND UGHTWEIGHT OR NORMAL - WEIGHT CONCRETE OVER PROFILE STEEL DECK, CONDITION B (pounds) or SI: 1 inch = 25.4 mm, 1 ft -Ibf = 1.356 N -m, 1 lbf = 4.45 N. 'Values are for single anchors Installed through the lower flute of profile steel deck and spaced along the length of the flute a distance equal to the greater of 3.0 he or 1.5 x the flute width. 2 Values are for Condition B (supplementary reinforcement in accordance with ACI 318 Section D.4.4 is not provided). 'Tabulated allowable loads are determined In accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, +N, or 4V,,,d. and design concrete pullout strength, TABLE 13— STRONG -BOLTTM ALLOWABLE TENSION & SHEAR LOADS, Tdiow.w.,ASO.EQ and V.r,,,,. (SEISMIC), CRACKED SAND UGHTWEIGHT OR NORMAL - WEIGHT CONCRETE OVER PROFILE STEEL DECK, CONDITION B (pounds) or SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N -m, 1 Ibf = 4.45 N. 'Values are for single anchors installed through the lower flute of profile steel deck and spaced along the length of the flute a distance equal to the greater of 3.0 he or 1.5 x the flute width. 2 Values are for Condition B (supplementary reinforcement in accordance with ACI 318 Section D.4.4 is not provided). 'Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, 04. or (IVnd.d„ and design concrete pullout strength, +Np,,,, k. Mark an C D® G' ®u ®IID N 0 Q 0 IMECHISCHMID 19 From el 2 2' NM 4 41 0 5% 0 6% Ele 8 8% 9 9'h 10 mumplig Mot Includin 2 1111 le 5 11111: 7 ® 8 81/2 9 91/2 10 Page 13 of 16 Length Identification Head Marks on Strong -Bolt Anchors (corresponds to length of anchor— Inches). For SI: 1 inch = 25.4 mm. TABLE 14- STRONG-BOLTTM LENGTH IDENTIFICATION CODES FIGURE 1- STRONG -BOLTTM WEDGE ANCHOR ESR -1771 Page 14 of 16 ESR -1771 MIN. 1W MAX. 3" FIGURE 2— STRONG -BOLTTM WEDGE ANCHOR INSTALLATION 4 MIN. W TYR SAND - LIGHTWEIGHT OR NORMAL WEIGHT CONCRETE (MIN. f'C = 3,000 PSI) ..0 o • o o • •� • 0 • • Op O• 0 • • • • • • : • • ••o• • ° • MIN. 4' • • O •• 0 ° 0. o • • _.a • • • • • 0 • ° • I• p. • e • 0 •••• 00 • o •• o:: • `' • •0 0 , o . 0 • 0 0 ° --V/ 0 0 ° a • • . / \/ ♦ 1 ®I \ 11111 • • g v L i\ ° MP UPPER FLUTE MIN. 41/2" • o 0 • O ■ MIN.12" TYR MAX. 1" OFFSET, TYR O • 0 0. 0 • 0 • O. _ o 2 b • • • • : • . • • o e° 0 • •• MIN. 20 GAUGE PROFILE METAL DECK LOWER FLUTE FIGURE 3— INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES ' Page 15 of 16 Determine if a single s5 inch diameter Strong- Bolt"' torque- controlled expansion anchor with a minimum 5 inch embedment (he. 41/2 inches) installed 4 inches from the edge of a 12 inch deep spandrel beam is adequate for a service tension load of 1,000 lb for wind and a reversible service shear load of 350 lb for wind. The anchor will be in the tension zone. away from other anchors in f' - 3.000 psi normal- weight concrete. 1. Determine the Factored Tension and Shear Design Loads: Nm -1.6W- 1.6x1,000- 1,600 V 1.6W. 1.6x350.560 lb. 2. Steel Capacity under Tension Loading: N - 13.500 4. 0.75 n.1 (single anchor) Calculating for 4N +N - 0.75 x 1 x 13.500 .10.125 lb. 3. Concrete Breakout Capacity under Tension Loading: kb. ANco weQNV't,N4'ca,NNb where: NO' kelre h substituting: INcb. 4' Aka ' ed.N'V c, cp..Nkcil ch 0.5.1 0.52 Eq. (0-4); Eq. (0-7) when: kc - k, -17 *m,N• 1.0 0.527 Eq. (0.11) ACI 318-05 Report Code Ref. Ref. 'm - 0.740.3 ja m when cante <1.5he by observation. c - 4 < 1.5h VAIN - 0 . 7 4 0.3 (4) 0.88 1.5(4.5) wc,N.1.0 assuring cracking at service loads (tt> f 0.518 4 . 0.55 for Condition 8 (no supplementary reinforcement provided) AN - 9h . C4(46) 182.25 in? Eq (D-6) ANC. (Om 41.5he4(2 x 1.5h,l - (2 x 1.5(4.5)) - u7A 110.5.21(a) 145.13 (n.t . 145.13 0.8 ANco 18225 Calculating for 4N c b: 41lcb -0. 55x0. 8x1.0 x0.88x1.0x17x 3,4421.5. Table 2 Table 2 Table 2 ]able 2 4'h in. 1006 D. 250 le. FIGURE 4- STRONG -BOLT"' EXAMPLE CALCULATION Note: Rebar not shown for clarity. 4. Pullout Capacity: 9.2.1 N 2,995 x C 2.500 ) - 3,281 lb. 4 - 0.55 +N - 0.55 x 3,281- 1,805 lb. 0.5.3 5. Check AI Failure Modes under Tension Loading: 0.4.12 Summary: Steel Capacity - 10,1251b, Concrete Breakout Capacity - 3,442 lb. Pullout Capacity - 1,805 lb. 4- Controls 4N, =1,805 lb. as Pullout Capacity controls > N„= 1,600 Sr. - OK 6. Steel Capacity under Shear Loading: 0.6. Vsa . 6,560 lb. 4 0.65 Calculating for 4V +V - 0.65 x 6.560 -4264 b. 7. Concrete breakout Capacity under Shear Loading: Vrb- � � wedV'rc where: Vb. 7(* )lv4 v!ctaf" substituting: 4V -4 w {x) . c ACI 318-05 Report Code Ref. Ref. 0.6.2 Eq. (1)-21) Eq. (0 24) ESR - 1771 We 2 ]able 2 fable 3 Table 3 where: 4. 0.70 for Condition B (Da supplementary reinforcement provided) Alt 4.5cd .4.5(4) 72 In? AVt • 2(1.5Cj)(t.5081) - 2(1.5(4))(1.5(4)) - 72 ina x 72 .1 tco trey- 1,0 since cg> 1 .5c,) V4 v - 1.0 assuming cracking at service loads tit > 1 d in. ado. 8 (0.5) . 41n. 0.6.22 c .41n. 4Vm.0.70x1x1.0x1.Ox7x {_) 13 .2,301 lb. Eq. (0-23) Fig. 11062.1(a) 0.621 Eq. (0-27) 0.627 Table 3 Page 16 of 16 ESR -1771 8. Concrete Pryaut Strength: Vcp kcp Ncb where: n - 1 b -0.70 k 2.0 k N 2.0 x 4s5 Cb' .12,516 Ib. Cp OnV 0.70x1x12,516. 8,761 lb. ACI318 -05 Report Code Ref. Ref. 0.6.3 10. Check Interaction of Tension and Shear Forces: Eq. (D-29) tt 0.2 0V z Vi, then the full tension design strength Is permitted. 0.6.3.1 D.6.3.1 Table 3 9. Check All Failure Modes under Shear Loading: 0.4.1.2 Summary: Steel Capacity - 4264 lb. Concrete Breakout Capacity - 2.301 lb. 4- Controls Pryout Capacity - 8,761 b. bV = 2,301 lb. as Concrete Breakout Capacity controls > Vim= 560 lb. - OK By observation, this is not the case. K 0.2 0N z N„ then the full shear design strength Is permitted By observation, this Is not the case. Therefore: `N .A17- +51.2 1.600 00 + 0.89 +0.24 - 1.12 <12 -OK 2,301 11. Summary A single 1h In. diameter Strong -Bolt at a sin. embedment depth isadequateto resist the applied service tension and shear loads of 1,000 lb. and 350 lb.. respectively. FIGURE 4— STRONG- BOLTT" EXAMPLE CALCUATION (Continued) AM 318 -05 Report Code Ref. Ref, 0.7 0.7.1 0.72 Eq. (D•31) 03 -05 -2008 JON H DECKER 3500 FIRST AV NW SEATTLE WA 98107 City of Tukwila RE: Permit No. D07 -378 12400 EAST MARGINAL WY S TUKW Dear Permit Holder: Jim Haggerton, Mayor Department of Community Development Jack Pace, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code, every permit issued by the Building Division under the provisions of the code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit issuance, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the International Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code does allow the Building Official to approve one extension of time for an additional period not exceeding 180 days. Extension requests must be in wrihinr and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/26/2008 , your permit will become null and void and any further work on the project will require a new permit application and associated fees. Thank you for your cooperation in this matter. Sincerely, NV9LAU Ter Marshall Permit Technician xc: Permit File No. D07 -378 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D07 -378 DATE: 10 -03 -07 PROJECT NAME: GROUP HEALTH COOPERATIVE SITE ADDRESS: 12400 EAST MARGINAL WY S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Pt l ii rks Wo u'lrl/l 11(1' DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 6« l ithtplo.1 Fire Prevention j Structural Incomplete ❑ Structural Review Required ❑ Permit Coordinator DUE DATE: 10-04-07 Not Applicable ❑ No further Review Required DATE: DATE: , 1 042 1 Planning Division C DUE DATE: 11-01-07 License Information License HOWARSW960R2 Licensee Name HOWARD S WRIGHT CONSTRUCTRS LP Licensee Type CONSTRUCTION CONTRACTOR UBI 602451710 Ind. Ins. Account Id PARTNER/MEMBER Business Type LIMITED LIABILITY COMPANY Address 1 PO BOX 34449 Address 2 City SEATTLE County KING State WA Zip 98124 Phone 2064477654 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 12/22/2004 Expiration Date 12/22/2008 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date HSW PARTNERS LLC PARTNER/MEMBER 12/22/2004 HSWCC OPERATING PARTNERS LP PARTNER/MEMBER 12/22/2004 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date FIDELITY https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= HOWARSW960R2 10/29/2007 ADMIN OWNER Group Health Cooperative 12400 East Marginal Way South Tukwila, WA 98168 Tel. (206)988 -2744 STRATIVE MAIN BU OWNER REPRESENTATIVE CB Richard Ellis, Inc. 12501 East Marginal Way South AOC South Building (ASB) Tukwila, WA 98168 Contact: Christan Raymer, Project Coordinator ARCHITECT Decker Architects, LLC 3500 First Avenue NW Seattle, WA 98107 Tel. (206)633 -5297 Fax (206)633 -5293 Contact: Jon Decker, AIA Email: jdecker @deckerarchitects.com LDING PARKING GARAGE CANOPIES STRUCTURAL ENGINEER Engineers Northwest, Inc., P.S. 6869 Woodlawn Ave. N.E. Seattle, WA 98115 Tel. (206) 525 -7560 Fax (206) 522 -6698 Contact: John Alving, P.E. REVISIONS No changes shall be made to the scope of work without prior approval Tukwila Building Division. of I NOT: Revisions will require n ew plan subniitfal and may include additional plan revie I nes FILE COPY Permit No..1 Piar review approval is subject to errors and omissicals. Approval of construction dopers does not authorize the violation of any adopted code oroce. Receipt of approved • Copy and F .: wed: BY D T31B Date: / a /z 7 City of Tukwila BUILDING DIVISION C y Of Tukwila S ILDING DIVISISN REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 d 2001 SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical ug Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OUI 0 3 2Uu1 PERMIT CENTER . 1)04 - 31q z it tn 0 N7 N Q 0 :a C3 0 0 ( � N 10 N7 N� Sheet No. A0.0 Job No. 06 -946 19 SEPT 07 B y GS Dote Drawn Checked By J H D ABBREVIATIONS SYMBOL IDENTIFICATION LEGAL DESCRIPTION INDEX TO DRAWING SET + AND OR PLUS EMER EMERGENCY MATL. MATERIAL S SOUTH z. ANGLE ENCL ENCLOSURE MAX. MAXIMUM S.C. SOLID CORE C CENTER LINE EQ EQUAL MECH. MECHANICAL S.C.D. SEAT COVER DISPENSER 0 DIAMETER OR ROUND EQUIP EQUIPMENT MEMB. MEMBRANE SCHED. SCHEDULE # NUMBER OR POUND E.W.C. ELECTRIC WATER COOLER MTL. METAL S.D. SOAP DISPENSER T PERPENDICULAR EXST. EXISTING MFR. MANUFACTURER SECT SECTION EXP EXPANSION MIN. MINIMUM SH. SHELF A.C.T. ACOUSTICAL CEILING TILE EXT EXTERIOR MIR. MIRROR AL ALUMINUM SHT. SHEEP MISC. MISCELLANEOUS APP. APPROPRIATE F.A. FIRE ALARM SIM. SIMILAR ARCH. ARCHITECTURAL FAB. FABRICATED M.O. MASONRY OPENING S.N.D. SANITARY NAPKIN ACT. ACTUAL F.B. FLAT BAR MTD. MOUNTED DISPENSER AVE. AVERAGE FDN FOUNDATION MUL. MULLION S.N.R. SANITARY NAPKIN A.F.F. ABOVE FINISH FLOOR F.E. FIRE EXTINGUISHER N NORTH RECEPTACLE ASPH. ASPHALT F.E.C. F.E. CABINET N.A. NOT APPLICABLE SPEC. SPECIFICATION O FHS FLAT HEAD SCREW N.I.C. NOT IN CONTRACT SQ. SQUARE BD. BOARD BUM" BITUMINOUS FIN. FINISH N.T.S. NOT TO SCALE S.ST. STAINLESS STEEL BLDG. BUILDING FLASH FLASHING S.5K. SERVICE SINK FLR. FLOOR STD. STANDARD BLKG. BLOCKING O.A. OVERALL STD. STEEL F.O.C. FACE OF CONCRETE BM. BEAM F.O.F. FACE OF FINISH O.C. ON CENTER B.O. BY OTHERS D.D. OUT DIAMETER STOR STORAGE �. FOOT or FEET STRL. STRUCTURAL BOT, BOTTOM OWNER FURNISHED - FIG. FOOTING O.F.C.I. CONTRACTOR INSTALLED STRUCT STRUCTURAL CAB. CABINET FURR. FURRING O.F.0.1. OWNER FURNISHED - SUSP" SUSPENDED C.B. CATCH BASIN GA. GAUGE OWNER INSTALLED CC. CENTER TO CENTER OPNG. OPENING GALV GALVANIZED T TREAD CG CORNER GUARD G.B. GRAB BAR E T.B. TB TOWEL BAR CL CENTER LINE OPP. OPPOSITE CLG. CEILING GND GROUND PERP PERPENDICULAR T C TOP OF CURB GR. GRADE TEL. TELEPHONE CLR. CLEAR PL. PLATE GWB GYPSUM WALLBOARD THK. THICK COL. COLUMN GYP. GYPSUM P.LAM PLASTIC LAMINATE T.O. TOP OF CONC. CONCRETE PEAS. PLASTER T.P. TOP OF PAVEMENT CONT. CONTINUOUS H.B. HOSE BIB PLY. PLYWOOD T.P.D. TOILET PAPER DISPENSER CONTR. CONTRACTOR H.C. HOLLOW CORE PLWD PLYWOOD T.V. TELEVISION CMU CONCRETE MASONRY UNIT HDWD. HARDWOOD PR. PAIR T.W. TOP OF WALL C.T. CERAMIC TILE HDWE. HARDWARE PREFAB. PREFABRICATED TYP TYPICAL CTR. CENTER H.M. HOLLOW METAL PT. POINT HOR HORIZONTAL P.T.D. PAPER TOWEL DISPENSER DBL DOUBLE HR. HOUR P.T.D /R. COMBINATION P.T.D. AND U.L. UNDERWRITERS LABORATORY D.F. DRINKING FOUNTAIN RECEPTACLE UHF. UNFINISHED DIA. DIAMETER HT. HEIGHT DIM DIMENSION HW HOT WATER P.T.R. PAPER TOWEL RECEPTACLE UNO. UNLESS NOTED OTHERWISE DN. DOWN .D. NSIDE DIAMETER VERT. VERTICAL DR. DOOR NCL. NCLUDE R. RADIUS VEST. VESTIBULE D.S. DOWN SPOUT NC. NCORPORATED R.D. ROOF DRAIN V.G. VERTICAL GRAIN DTL, DETAIL NSUL NSULATION DWG DRAWING REF. REFERENCE NFO. NFORMATIDN NT. NTERIOR REVISION REFR. REFRIGERATOR W WEST E EAST W/ WITH REV. / F REINFORCED EA. EACH JT. JOINT W.C. WATER CLOSET REIN E.J. EXPANSION JOINT REQ REQUIRED WD. WOOD EL ELEVATION LAV. LAVATORY REQ'D REQUIRED WOO. WINDOW ELEC ELECTRICAL LB. POUND RESIL RESILIENT W/0 WITHOUT ELEV. ELEVATION RM. ROOM WP WATERPROOF LIN.FT. LINEAR FEET R.O. ROUGH OPENING WT. WEIGHT LT. LIGHT I� THE NORTH QUARTER OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER AND THE SOUTH HALF OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 8. T.18N.R.1W.,W.M. EXCEPT THE EAST 66.00 FEET. ALSO EXCEPT LILLY ROAD AS DESCRIBED IN DEEDS RECORDED UNDER AUDITOR'S FILE NO'S 324839 AND 324823 A0.0 COVER SHEET A0.1 PLOT PLAN, GENERAL NOTES A0.2 SITE PLAN A0.3 FLOOR PLAN- AREA OF WORK A2.0 THIRD FLOOR PLAN AND ENLARGED PLANS A3.0 ROOF PLAN AND ENLARGED PLANS A8.0 SOUTH ELEVATION A8.1 NORTH ELEVATION A8.2 EAST AND WEST ELEVATION A9.0 SECTION A15. ARCHITECTURAL SPECIFICATIONS AI5.1 ARCHITECTURAL SPECIFICATIONS A15.2 ARCHITECTURAL SPECIFICATIONS S1 PLAN AND GENERAL NOTES 52 SECTIONS AND DETAILS . NORTH ARROW CENTER LINE • 1 . -. -.- GRID LINE INTERIOR ELEVATION A1 4.0 2 SECTION NO. 3 �� BUILDING SECTION A8 SHEET NO. �, SECTION NO. rQ�� w ` NEW DOOR /FRAME WALL SECTION AB SHEET NO. 128 DETAIL NO. DETAIL DOOR NUMBER SEE DOOR SCHEDULE (SHEET A7'.0) x40 ANGLE P8 HEET NO. C) '11" ELEV. +8- '11" ELEVATION MARK DIAMETER / ROUND TOP OF OR 8 EQUIPMENT MARK CUT LINE CONCEALED OR OVERHEAD LINE ( NOT ON DEMOLITION PLAN ) PLAN KEYED NOTE PATIENT RM. ,P REVISION MARK MS -219 ROOM NAME / NUMBER SEE FINISH SCHEDULE FOR ROOM r— REVIEWED FOR CODE COMPLIANCE APPROVED 2 q OCT 2 , ZQQ S FINISHES (SHEET A7.0) z NEW GRADE WINDOW MARK 8 0.00 GRADE POINT ,/ 0.00 PROPERTY CORNERS EXISTING GRADE ' WALL TAG SEE DETAIL 3/Al2.0 FOR WALL TYPES . City Of Tukwila BUILDING DIVISION L GENERAL CONDITIONS MATERIAL IDENTIFICATION _________ GENERAL PROJECT INFORMATION PLOT PLAN GENERAL NOTES: REINSTATEMENT OF WORK: ALL WORK SHALL CONFORM WITH THE 2003 EDITION OF THE INTERNATIONAL CLEAN EACH ELEMENT OF THE WORK AT THE TIME OF INSTALLATION. PROVIDE BUILDING CODE (IBC), AND AS APPLICABLE WITH ALL REGULATIONS AS ADOPTED SUFFICIENT MAINTENANCE AND PROTECTION DURING CONSTRUCTION TO INSURE BY GOVERNING MUNICIPAL, COUNTY AND STATE AUTHORITIES; WITH ALL OSHA FREEDOM FROM DAMAGE AND ALLOWING FOR ONGOING ACTIVITIES UNTIL TIME OF REGULATIONS; WITH THE NATIONAL FIRE CODE; AND ALL OTHER CODES WHERE COMPLETION. APPLICABLE. CONTRACTOR TO PAY FOR ALL PERMITS. WHERE NEW CONSTRUCTION JOINS EXISTING FINISHES PATCH AND REPAIR EXISTING AS REQUIRED TO PROVIDE CONTINUOUS FINISH. PROVIDE SEISMIC DRAWINGS: JOINTS (FLOOR, WALLS, CEILING) WHERE APPLICABLE AND PROVIDE EXPANSION JOINTS IN OTHER PLACES WHERE NEW MATERIAL MEETS EXISTING. THE I WORK. E SITE VARI TO THE ELEVATIONS PROCEEDING WITH PRODUCT SELECTION: ALL PLAN DIMENSIONS ARE TO CENTERLINE OF WALLS (CENTER OF STRUCTURE) WHERE POSSIBLE, PROVIDE ENTIRE REQUIRED QUANTITY OF EACH GENERIC UNLESS OTHERWISE NOTED. PRODUCT, MATERIAL, OR EQUIPMENT FROM A SINGLE SOURCE; AND, WHERE POSSIBLE TO DO SO, MATCH SEPARATE ITEMS AS CLOSELY AS POSSIBLE. FLOOR LINE DIMENSIONS ARE TO TOP OF CONCRETE SLAB. ROOF LINE PROVIDE STANDARD PRODUCTS WHICH HAVE BEEN USED PREVIOUSLY AND DIMENSIONS ARE TO TOP OF MEMBRANE HIGH POINT. SUCCESSFULLY IN SIMILAR APPLICATIONS AND WHICH ARE RECOMMENDED FOR THE APPLICATIONS INTENDED. DIMENSIONS FOR WORK SHALL NOT BE DETERMINED BY SCALE OR RULE, BUT BY FIGURED DIMENSIONS WHICH SHALL BE FOLLOWED AT ALL TIMES. IF MECHANICAL AND ELECTRICAL WORK: FIGURED DIMENSIONS ARE LACKING ON THE DRAWINGS, THE ARCHITECT SHALL SUPPLY THEM ON CONTRACTOR'S REQUEST. ALL WORK SHALL CONFORM TO ALL PERTINENT CODES AND REGULATIONS OF THE MUNICIPAL, COUNTY, AND STATE AUTHORITIES, ALL FIRE CODES, THE WHERE THE WORD 'SIMILAR' OCCURS ON DRAWINGS, IT SHALL BE USED IN ITS NATIONAL BOARD OF FIRE UNDERWRITERS, THE NATIONAL ELECTRIC CODE, GENERAL SENSE AND NOT IDENTICAL, AND ALL DETAILS SHALL BE WORKED INTERNATIONAL MECHANICAL CODE, AND OTHER REGULATORY BODIES WITH OUT IN RELATION TO THEIR LOCATION AND CONNECTION TO OTHER PARTS OF JURISDICTION OVER THE WORK. THE WORK. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MECHANICAL AND WHERE A PORTION OF THE WORK IS DRAWN OUT AND EXTENDED BY OUTLINE, ELECTRICAL ITEMS NECESSARY TO COMPLETE SCOPE OF WORK. THAT PART SHALL DENOTE SIMILAR WORK, UNLESS OTHERWISE NOTED. CONTRACTOR SHALL VERIFY SIZES AND LOCATIONS OF ALL OPENINGS AND ALL QUESTIONS PERTAINING TO THE CONSTRUCTION AND MEANING OF PLUMBING REQUIRED FOR MECHANICAL EQUIPMENT WITH MECHANICAL DRAWINGS OR SPECIFICATIONS SHALL BE DECIDED BY THE ARCHITECT. SUBCONTRACTOR. IN THE CASE OF DIFFERENCES BETWEEN A SMALL AND A LARGE SCALE CONTRACTOR SHALL VERIFY SIZE AND LOCATIONS OF ALL ELECTRICAL DRAWING, THE LARGER SCALE DRAWING SHALL TAKE PRECEDENCE. EQUIPMENT WITH ELECTRICAL SUBCONTRACTOR. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BRING ALL DISCREPANCIES OR PRODUCT HANDLING: UNCLEAR AREAS OF WORK TO THE ARCHITECT'S ATTENTION BY NOTIFICATION FOR CLARIFICATION. RECEIVE, STORE AND HANDLE PRODUCTS, MATERIALS, AND EQUIPMENT IN A MANNER WHICH WILL PREVENT LOSS, DETERIORATION AND DAMAGE. SCHEDULE THE GENERAL CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND DELIVERIES AND WORK TO MINIMIZE LONG TERM STORAGE AT PROJECT SITE AND COORDINATION OF THESE DOCUMENTS WITH EXISTING CON- DITIONS AND IS SO AS TO REDUCE THE INCONVENIENCE TO OTHER CONTRACTORS AND RESPONSIBLE FOR BRINGING ANY DISCREPANCY TO THE ARCHITECT'S ATTENTION SURROUNDING HOSPITAL ACTIVITIES. BEFORE FINAL COSTING AND CONSTRUCTION. HOLD HARMLESS CLAUSE: CONSULT WITH ARCHITECT REGARDING ANY SUSPECTED ERROR, OMISSIONS OR CHANGES ON PLANS BEFORE PROCEEDING FOR CLARIFICATION BY THE THE CONTRACTOR SHALL INDEMNIFY AND SAVE THE OWNER HARMLESS FOR ARCHITECT. INJURY OR DEATH TO PERSONS OR TO DAMAGE TO PROPERTY CAUSED BY NEGLIGENCE OF THE CONTRACTOR, HIS AGENTS, EMPLOYEES, OR SHOP DRAWINGS: SUBCONTRACTORS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, CATALOG INFORMATION, INDUSTRY STANDARDS: ILLUSTRATIONS, SPECIFICATIONS, ETC., FOR VERIFICATION OF THE DESIGN INTENT, FIELD MEASUREMENTS, AND CONFORMANCE OF THE CONTRACT APPLICABLE STANDARDS OF CONSTRUCTION INDUSTRY HAVE THE SAME FORCE DRAWINGS. FAILURE TO DO SO INDEMNIFY THE ARCHITECT FROM THE AND EFFECT ON PERFORMANCE OF THE WORK AS IF COPIED DIRECTLY INTO RESPONSIBILITY FOR SUCH WORK. CONTRACT DOCUMENTS OR BOUND AND PUBLISHED THEREWITH. STANDARDS REFERENCED IN CONTRACT DOCUMENTS OR IN GOVERNING REGULATIONS HAVE PRECEDENCE OVER NON-REFERENCED STANDARDS INSOFAR AS DIFFERENT STANDARDS MAY CONTAIN OVERLAPPING OR CONFLICTING REQUIREMENTS. COMPLY WITH STANDARDS IN EFFECT AS OF DATE OF CONTRACT DOCUMENTS UNLESS OTHERWISE NOTED. AUTHORITY: CITY OF TUKWILLA ZONING: APPLICABLE CODES: STATE OF WASHINGTON: BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC), 2006 INTERNATIONAL CODE COUNCIL (ICC), A117.1 - 1998, WAC 51 - 50 MECHANICAL CODE: INTERNATIONAL MECHANICAL CODE (IMC), 2006, WAC 51-52 INTERNATIONAL FUEL GAS CODE (IFGC), 2006 PLUMBING CODE; UNIFORM PLUMBING CODE (UPC), 2004: WAC 51 - 56 ENERGY CODE: THE 2006 WASHINGTON STATE ENERGY CODE, WAC 51 - 11 VENTILATION/ INDOOR AIR QUALITY CODE: THE WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE, 2006, WAC 51 -11 ELECTRICAL CODE: INTERNATIONAL ELECTRICAL CODE (IEC), 2005 FIRE CODE: INTERNATIONAL FIRE CODE (IFC), 2006: WAC 51-54 ENVIRONMENTAL CODE: STATE ENVIRONMENTAL POLICY ACT (SEPA), RCW 43.21C.120, THE SEPA RULES WAC 197 -11 -904. SEISMIC ZONE: 3 FROST DEPTH: 24 INCHES SNOW LOAD: 20 PSF WIND EXPOSURE: EXPOSURE C OCCUPANCY: S - CONSTRUCTION TYPE: ALLOWABLE SOIL BEARING: NA D I._ 576 II —III -- I I SOIL -- I I I —I I 1 I I — I 0 0 0 0 0 0 0 0 0 o o o o o SUBBASE MATERIAL /DRAINAGE FILL , . _.;;:;'t -`r' SAND /MORTAR /PLASTER ° ' CONCRETE 1 MIN ( I I 1 nv UH1l 1 11111111111111111 1°'1 In _ EN mi ASPHALT CONCRETE ON SUBBASE " giiiiiirfirriLIN illi suti • III • � II ` 'i ////'// BRICK _ _ ■I lIIHHnnnuun111111M11111111111111111I1 Y / /// CONCRETE MASONRY ' ��� STONE AMB METAL: STEEL, ALUMINUM, BRASS / OTHER �4,44441,maumo+wvxrw1nxrawuwv LATH WOOD FINISH, CONTINUOUS /INT. >< 7 • ���� PLYWOOD "�� �� 4 � J GLASS iIiM. �:..- �� ACOUSTICAL TILE ; ;: ���� L;; v GYPSUM WALLBOARD • . ' -. .. VICINITY MAP EIRRIZE BAIT INSULATION Nr 7 ^ T ...0.0.0.1181... Duwamish River H. 599 4 SITE s S. 124th � `� VICINITY MAP ms`s /\ 1 + ������� ♦ .����.����, r �� > ♦ * + � � � � * + � � � � + RIGID INSULATION SITE PLAN RECEIVED CITY OF TUKWILA • CERAMIC TILE 41 ;; s;, :::4 CARPET TERRAllO ,� 4 0 50 100 200FT SCALE: 1" = 100' OCI NO7 PERMIT CENTER (NOT TO SCALE) W I 1 d LLJ U � � J C c iccic CDC III C) d - I • N Sheet No. 40.1 Job No. O6 -946 Date 19 SEPT 07 Drawn By GS Checked By J H D SITE PLAN GENERAL NOTES SITE PLAN 0 25 50 100FT 7 11 1■ 111.MM 7 SCALE: 1" = 50' SOUTH 124TH STREET LEGEND - 4.6116144® ,� 44» �. a SITE PLAN KEYED NOTES Ei I:: ) AREA OF MOBILIZATION EXISTING PARKING GARAGE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2001 City Of Tukwila B ILDIN 1� DMSIOr CITY OF RECEIVED Ili 0 3 Mil PERMIT CENTER 0 CI 0 O» Q 12) on . 0 z f- w w i--- a E w m d W CC Q W El- Z ° O J � U m mmat z = � J > 4:C CL o oCC a Sheet No. Date Drawn By Checked By A0.2 Job No. 06-9/46 19 SEPT 07 GS JHD ='ri Alit/ limom -n U ummil i C) o - M m O M C m v at v r o Ca a'1 W N W NEM =FM IN= =pram 0 •. I t t ■ ■ ■ ■ ■ ■ ■ 0 0 .. I— (U n [0 m 0 J co O O 0 0 Z O U) 0 CD D O C.IJ ADMINISTRATIVE MAIN BUILDING GROUP HEALTH COOPERATIVE PARKING GARAGE CANOPIES 12400 EAST MARGINAL WAY SOUTH D C KPP ARC TFC S TUKWILA, WA 98168 3500 First Avenue NW Seattle, Washington 98107 (206) 633 -5297 1909 ^ 1•11■. III - FLOOR PLAN- AREA OF WORK Revision Item BID SET PERMIT SET Issue No. 1 No. 3 Dote 09/19/07 10/01/07 REGISTERED A j, HITECT JON H. DECKER ■ ■ ■ ■ • STATE OF WASHINGTON -© 0 ■ 0 ■ ■ o CO •DN. STAIR #I THIRD FLOOR STAIR #1 PLAN SCALE 1/4"=1'—D" THIRD FLOOR PLAN 00iii1/4 0 8 16 32FT SCALE: 1/16" =1' -D" i (TYPICAL) • 0 2100# HYDRAULIC ELEVATOR F.O.F/ THIRD FLOOR ELEV. AND STAIR #2 PLAN SCALE 1/4 " =1' -0" 10 " N _I STAIR J #2 ■ ■ der ■■■■■.■ ■■■■■■■■■w III ■ DN. STAIR #2 I 122 I r .. ...iii.......... . ■ ■ • 0 21' -2" r (TYPICAL) r STAIR #3 1 123 DN.. 2 7)- o O 0 0 C, 14 THIRD FLOOR STAIR #3 PLAN SCALE 1/4 " =1' -0" (TYPICAL) il1lll ` C k. FLOOR PLAN KEYED NOTES 0 0 0 H.S.S, 5x5xx/46 STEEL COLUMNS SECURE TO EXISTING CONCREIE WALL WITH "QUICK BOLTS ". REFER TO STRUCTURAL DRAWINGS, SHT. S2 REMOVE EXISTING GUARD RAILS AND MESH, TYPICAL STAIR #2 PROVIDE STAIRWAY LIGHTING WHERE INDICATED AT CEILING ABOVE, TYPICAL REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2007 City Of Tukwila BUILDIN DIVISION "Dr ■ I • J ■ • STAIR ■ #3 ■ I ■ ■ ' ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■■ ■■• ■ ■L L RECEIVED CITY OF TUKWILA 0[;i 0 3 2007 PERMIT CENTER F- • N N) U1 0 0 0 Z z z co oo a) n 0 00 z °' o C � � Q C u7 U L.: . C0 0 c c, 10 'D N t)Uly CID C) I I I C-) Sheet No. A2.0 Job No. 06 -946 Dote 19 SEPT 07 Drawn By GS Checked By J H D II........... ■ ROOF PLAN SCALE: 1/16" =1' -0" ROOF PLAN ON STAIR #1 SCALE 1/4 " =1' --0" STAIR #1 ■■.....■ 0 8 16 32FT I t STAIR #1 1 121 ■ ■ ■ I ■ ■ r.■ *im.■..........mi6mm ROOF PLAN ON STAIR #2 SCALE 1/4" =1' —O" �.i.�. ■..■......■ #2 r r STAIR #3 1 123 ROOF PLAN ON STAIR #3 SCALE 1/4"= 4 FLOOR PLAN KEYED NOTES 0 SINGLE PLY ROOFING W/ 1/4" DECKING (EPDM Roofing by FIRESTONE Deck by DENS) 2 SLOPE TO DRAIN 1/4" PER FT. 0 I OVER FLOW SCUPPER MITER /WELD BEAMS t CORNERS (TYPICAL) TO STEEL COLUMNS PROVIDE FLASHING AT INTERSECTION OF CANOPY AND CMU WALL REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 ,i 2007 City Of Tukwila BUILDING DIVISION w 3ft'l6 IIA I STAIR # 3 r �................ ..A■■ir.■ 20 ■ CITY OF TUKWILA Oei 0 3 Mu1 PERMIT CENTER U) J 0 U- 0 0 N r N 0 0 0 rn o p) r N 0 a) rn 0 Ca o 0 Q.) N N') U) 0 0 0 2 z z z w cc w a a. z0 a J -5 0 co z co < I— W M W i z > W c.) = CC cr CL • Q g G = 0 � CD N ao 00 z (.0 a� c r 7 N • CP 0 CD ¢ � Ln v � < • co ai _ O o L O O N f7 U7 .1 I I I zC Sheet No. A3.0 Job No. 06-946 Dote 19 SEPT 07 Drawn By GS Checked By J H D 11111101■ — =7=1i111111111111=. 14 1111111111°- �'I rt 1 ~r ' I • ism r II 1 11 If 0" F.F. PARTIAL SOUTH ELEVATION SCALE: 1/16" =1' - 0" PARTIAL SOUTH ELEVATION SCALE: 1/16" =1' - O" SCALE: 1/4" =1' -0" • • nVe • • • £ ms s L 3 w • • 3 : • • 3. ..,...i.. � £ • • ENLARGED SOUTH ELEVATION —3 dtaup Health Cpoperative. , 1 A8.O 22'- -1 1 /2 "$ 3RD FLOOR 1 O' -4 1 /2" 2ND FLOOR it 22' -1 1 /2 "$ 3RD FLOOR 10' -4 1 /2 "44 2ND FLOOR O' -0 "c* F. F. GENERAL NOTES PAINT ALL STEEL BEAMS, COLUMNS, AND METAL DECK WITH OXIDE PRIMER AND 3 COATS OF SEMI -GLOSS ALKYD ENAMEL, TYPICAL. ELEVATION KEYED NOTES 0 0 0 0 I I ■ U Y ■ II l 3 ` ■■ ■ ■ ■■■rM■■■■■■■■ ■■J 1/2" TEMPERED GLASS (PROVIDE STRUCTURAL CALCULATIONS AND SHOP DRAWINGS SIGNED BY LICENSED STRUCTURAL ENGINEER) EXISTING CANOPY TO BE REMOVED STEEL CHANNEL EXISTING CONCRETE BRICK ELEVATOR SHAFT Y2 "METAL CUPS Y2 "TEMPERED GLASS DETAIL SCALE 3 " =1' -0" SEE ENLARGED ELEVATION r L V STEEL CHANNEL COUNTER FLASHING FLASHING r- SINGLE --PLY ROOFING 3" PAINTED METAL DECK, REFER TO SPECIFICATION SECTION 09900 (TYPICAL ALL EXPOSED METAL) PAINTED COLUMN BEYOND 22' -1 1 /2" di 3RD FLOOR 10' -4 1 /2 " 2ND FLOOR COMPLIANCE CODE CO AP PROVED OCI (,), 1001 City Of Tukwila ILDING DIVISION JYT3784 RECEIVED CITY OF TUKWILA OGi 0 3 ZUU7 PERMIT CENTER w CC w 0 O Z a J m •70-- Z� � J o Q >W<-3 z0 Eix a C'3 CD CD 0 H Sheet No. A8.0 Job No. 06 -946 Date 19 SEPT 07 Drawn By GS Checked By J H D AI22' -1 1/2" 3RD FLOOR 10'- -4 1/2" 2ND FLOOR O " F. F. �� ■ ■ III III ■■ ■ Ell ■ ■ ■■ ■ ■ SCALE: 1/16" =1 ' -O" SEE ENLARGED ELEVATION PARTIAL NORTH ELEVATION 1 - i f ` II III llr PARTIAL NORTH ELEVATION SCALE: 1/16" =1' -0" s � - F - - ) f " i ti f SCALE: 1/4" =1' -0" ENLARGED NORTH ELEVATION • I■ ■■■ ■ ■ ■ ■ ■ ■■ •■ ■ ■INI • ■ - • ■ ■ ■ I ■ ■ 122' -1 1 /2„$ ▪ 3RD FLOOR ■ ■ II ▪ 10 -4 1/2" di � "`.• .... I ▪ 2ND FLOOR ‘ .. F. F. ■ L _Nntwi■ miss ■■■■ ■■ ■ir SEE ENLARGED ELEVATION GENERAL NOTES ELEVATION KEYED NOTES PAINT ALL STEEL BEAMS AND COLUMNS WITH OXIDE PRIMER AND 3 COATS OF SEMI -GLOSS ALKYD ENAMEL, TYPICAL. 0 0 EXISTING GUARD RAILS TO REMAIN STEEL CHANNEL STEEL COLUMNS REMOVE AND REINSTAL EXISTING GUARD RAILS AND MESH (TYPICAL STAIRS #1 AND #3) • " �"" "_ f °� - v 11 II • ENLARGED NORTH ELEVATION SCALE: 1/4" =1' -0" 01 •-&7•04 22' -1 1/2" 3RD FLOOR 10' -4 1/2",d,,, 2ND FLOOR 0' -0" F. F. REVIEWED FOR CODE COMPLIAN APPRO OC• City Of Tukwila BUILDING D ,rISICN 22' -1 1 /2 "ok 3RD FLOOR 10' -4 1/2" 2ND FLOOR F. F. RECEIVED CITY OF TUKWILA OGi 0 3 [007 PERMIT CENTER F-- 0 z • . 0 • z z n 0 m CO z LO m rn co Q i cip 0 0 a if> cn v f--- f CO III W a W act CC u I I I CD cn N CC icc Sheet No. 48.1 Job No. 06 -946 Date 19 SEPT 0 7 Drawn By GS Checked By J H D k 22' -� 1 1/2" 3RD FLOOR 1 O' -4 1/2" 2ND FLOOR $0' -0" F.F. EAST ELEVATION SCALE: 1/16" =1-0" ENLARGED EAST ELEVATION SCALE: 1/4" =1' -0" i ro■■■■■■■■■■■■■■■■■N, • 1I SEE ENLARGED ELEVATION 22' -1 1/2" ak 3RD FLOOR 10' -4 1/2" ji 2ND FLOOR 0 F. F. GENERAL NOTES PAINT ALL STEEL BEAMS AND COLUMNS WITH OXIDE PRIMER AND 3 COATS OF SEMI -GLOSS ALKYD ENAMEL, TYPICAL. ELEVATION KEYED NOTES EXISTING GUARD RAILS TO REMAIN (2) STEEL CHANNEL 8 STEEL COLUMNS Q REMOVE AND REINSTAL EXISTING GUARD RAILS AND MESH (TYPICAL STAIRS #1 AND #3) i i a ,22'-1 1/2" `I FLOOR 10' -4 1/2" 2ND FLOOR 0' -0" F.F. A ■ ■ ■ ■ ■■ ■• ■ ■ ■ ■A ■ ■ ■A WEST ELEVATION SCALE: 1/16" =1' -0" ENLARGED WEST ELEVATION SCALE: 1/4" SEE ENLARGED ELEVATION REVIEWED FOR CODE COMPLIANCE APPROVED OCT ? k 1p01 City Of TukwI� ILDING DIVISION Doo 31S0 22' -1 1/2" 3RD FLOOR 10' -4 1 /2 "� 2ND FLOOR I " F.F. RECEIVED CITY OF TUKWILA °CI 0 3 [UU/ PERMIT CENTER 0 rn r- Q q 0 Q) N ) ch • O 0 z z Sheet No. A8.2 Job No. 06 -946 Date 19 SEPT 07 Drown By GS Checked By J i-I D 11 22' -1 1 /2" 3RD FLOOR ot 1 O' -4 1 /2" 2ND FLOOR o' -o" F.F. u • �'A^� *ems ' AV'S V ti • • r , O #0 I t a vmsa 7- 4 V Y 4 E o E' • to....„ r _4_,_A 0+44 44 arA .:j I sr:: i 3 ; 1 1 `::tiItli L, L'. . . ..;r:: �.,. ., ; r " ::F:: • :: M,: • s • • x a... ;: d: : • • 1::' 1 : ... .M... • 1 1 • 1.. 1 1 -f • }...... B PARTIAL SECTION B -B SCALE 1/4 1' -0" PARTIAL SECTION A -A SCALE 1/4-'= 1,-O" SECTION KEYED NOTES 0 1/2 TEMPERED GLASS (PROVIDE STRUCTURAL CALCULATIONS AND SHOP DRAWINGS SIGNED BY LICENSED STRUCTURAL ENGINEER) EXISTING CANOPY TO BE REMOVED REVIEWED Mp COMPLIANCE CODE APPROVED OCT 2 4 2001 1 City Qf Tukwila �' ILDING DIVISION Dui••15 RECEIVED crnr OF TUKWILA 0[;I 0 3nu/ PERMIT CENTER w F CC w Y CL Z o0 0 03 co Z < > W c� = < ( w 2 F E am 11 M Z CC CD cc co Cc co F-- CD I I I Sheet No. Drown By A9.0 Job No. 06 --946 Date 19 SEPT 07 GS Checked By J H D Section 01000 SPECIAL CONDITIONS PART 1 - GENERAL 1.03 PERMITS: The permits required for execution of this contract, as referenced in General Conditions, Article 10, and amendments thereto, may include but are not necessarily limited to the following: A. City of Tukwila Building Permit B. City of Tukwila Electrical Permit C. City of Tukwila Mechanical Permit D. City of Tukwila Plumbing Permit E. Tukwila County Fire Department permits for flammable liquid storage and use, and welding and cutting. F. Washington State Department of Health/Department of Labor & Industry Permit. G. Equipment Standards: All equipment furnished and /or installed under this contract shall meet the safety requirements of all applicable codes. 1.04 FIRE SAFETY: A. The Contractor shall conduct operations in a manner that is fire -safe for the work area and adjacent areas. Proper fire extinguishers shall be provided, identified, and maintained at all times in all areas of work. Refer to Section 02060. The premise shall be maintained clear of rubbish, debris, or other material constituting a potential fire hazard. A proper fire separation shall be maintained between work area and any adjacent areas. All exit pathways shall be maintained. The City of Tukwila Fire Code is incorporated herein by reference, and the Contractor shall adhere to all applicable provisions as determined by the Tukwila Fire Department. B. Where significant or continued noncompliance with fire safety is noted, the Owner reserves the right to stop the work at no extra cost or extension of time pending remedial action. Furthermore, the Contractor shall be responsible for, and reimburse the Owner as appropriate, any fines or penalties levied by the Tukwila Fire Department. C. Prior to a shutdown or temporary termination of all or part of the existing fire sprinkler system, the Contractor shall notify the Owner and Architect in writing ten (10) days prior and verbal notification forty -eight (48) hours in advance. The Contractor shall also provide for manned fire watch of the entire affected area for the duration of the shutdown, even as it includes areas outside the scope of work area. The specific schedule and provisions of the shutdown and fire watch shall be submitted to and approved by the Owner and shall adhere to State and city requirements. 1.05 OWNER OCCUPANCY: The Owner will occupy the site and existing building during the entire construction period. The Owner reserves the right to occupy all or portions of the newly completed areas of the building provided that such occupancy does not interfere with completion of the Work. Refer to Section 01010, Summary of the Work. 1.06 PROTECTION OF EXISTING UTILITIES : Concealed utilities of record are the responsibility of the contractor to verify. The Contractor shall take the following steps: A. Notify the Owner in writing, on each occasion, of the intent to work near existing underground utility services or structures. Submit procedure for approval to assure safe and continuous operation of the services. B. Proceed with sufficient caution to preclude damaging any utilities known or unknown. In the event unidentified utilities are encountered, notify Owner immediately for direction. C. In the event utilities are damaged during construction by General Contractor or his subcontractor, temporary services and /or repairs must be made immediately to maintain continuity of services at the Contractor's expense. 1.08 WORK DURING OTHER THAN NORMAL WORKING HOURS : When work during other than normal working hours is to be accomplished, the Owner must be advised so that the Owner's Security may be properly notified. Any construction activity between the hours of 6:00 p.m. to 6:00 a.m. is subject to approval of the Owner. 1.09 WASTE MATERIAL: All refuse and waste material, including excess earth from excavation, shall be disposed of by the Contractor off the Owner's property. Waste material shall not be stockpiled on the Owner's property. Immediately clean up any spilled material from buildings, roads, etc. 1.10 CONTROL OF SOLVENTS: The use of solvents shall be subject to the approval of the Owner. A wrtten procedure for the control of emissions shall be submitted prior to any use. Areas where solvents are to be used must be isolated and vented to the outside (away from air intakes, pedestrian traffic or patient room windows). 1.11 FINAL ACCEPTANCE: Final acceptance of the project shall be by action of the Board of Commissioners after substantial completion of the project. 1.12 SCHEDULE: Prepare and submit a project schedule for review and approval. Section 01010 SUMMARY OF WORK PART 1 - GENERAL 1.03 PROJECT/WORK IDENTIFICATION: A. General: The project name is "Group Health Cooperative: AMB: Parking Garage Canopy, Tukwila, Washington ". 1. The project name is abbreviated DA:GHC (06 -946) in the Project Manual. 2. The Owner is Group Health Cooperative. B. Abbreviated Written Summary: Briefly and without force and effect upon the contract documents, work of Contract can be summarized as follows: 1. This is a remodel of a parking garage. C. Contract Documents: The intent of the Contract Documents is to include all items necessary for the proper execution and completion of the Work. THE CONTRACT DOCUMENTS, DRAWINGS AND SPECIFICATIONS, ARE COMPLEMENTARY, AND WHAT IS REQUIRED BY ANY ONE SHALL BE BINDING AS IF REQUIRED BY ALL. Compliance with governing regulations is intended and required for the Work and for the Owner's occupancy and utilization. The Specifications may include sections not required to complete the project/work. The sections that are not required based upon the scope outlined in the drawings are to be disregarded. PART I .. GENERAL 1.02 DESCRIPTION OF WORK: PART 1- GENERAL 1,05 DEFINITIONS: Section 01060 REGULATORY REQUIREMENTS A. As required by General Conditions of the Contract, Article 10.22, Permits, Laws, and Regulations, second paragraph: The Contractor shall give all notices and comply with all laws, ordinances, rules and regulations bearing on the conduct of the work as drawn and specified." And this includes modifications, amendments, additions and the like, current as of Project Manual date. Compliance requirements include, but are not limited to following: 1. State of Washington: a. Building Code: 1. International Building Code (IBC), 2006 Edition 2. International Code Council (ICC), A117.1 -1998: WAC 51 -50 b. Mechanical Code: 1. International Mechanical Code (IMC) 2006, WAC 51 -52 2. International Fuel Gas Code (IFGC) 2006 C. Plumbing Code; 1. Uniform Plumbing Code (UPC) 2004: WAC 51 -56 d. Energy Code: 1. The 2006 Washington State Energy Code: WAC 51 -11 e. Electrical Code: 1. International Electrical Code (IEC) 2005 g. Fire Code: 1. International Fire Code (IFC) 2006, WAC 51 -54 h. Ventilation/ Indoor Air Quality Code: 1. The Washington State Ventilation and Indoor Air Quality Code 2006, WAC 51 -11 i. Environmental Code: 1. State Environmental Policy Act (SEPA), RCW 43.21C.120, The SEPA Rules WAC 197 -11 -904 2. Department of Labor and Industries Regulations. 3, Environmental Requirements: All work to be performed in compliance with relevant statutes and regulations dealing with prevention of environmental pollution and preservation of public natural resources. Section 01090 DEFINITIONS AND STANDARDS A. General Explanation: Certain terms used in contract documents are defined in this article. Definitions and explanations contained in this section are not necessarily complete, but are general for the Work. B. Directed, Requested, etc.: Terms such as "directed ", "requested ", "authorized ", "selected ", "approved ", "required ", "accepted ", and "permitted" mean "directed etc. by the Architect. " As directed" means as directed by Architect" or Owner's Representative. C. Approve: Where used in reference to the Architect "approved" is limited to the Architect's responsibilities and duties specified in General and Supplementary Conditions. In no case will the Architect's approval be interpreted as a release of the Contractor from responsibilities to fulfill requirements of contract documents. D. Project Site: The term "project site means the space available to the Contractor for performance of the Work. E. Furnish: The terms "furnish" is used to mean "supply and deliver to the project site, ready for unloading, unpacking, assembly, installation, and similar operations ". F. Install: The term "install" is used to describe operations at project site including the actual "unloading, unpacking, assembly, erection, placing, anchoring, applying, working to dimension, finishing, curing, protecting, cleaning and similar operations ". G, Provide: The term "provide" means "to furnish and install, complete and ready for the intended use ". H. Installer: The "installer" is the person or firm engaged by the Contractor, or sub - subcontractor for performance of a particular element of construction at the project site, including installation, erection, application etc. It is a requirement that installers are experienced in the operations they are engaged to perform. I. Testing Laboratories: A "testing laboratory" is an independent entity engaged to perform specific inspections or tests of the Work, either at the project site or elsewhere, and to report, and (if required) interpret results of those inspections or tests. J. "Selected" means "as selected by Architect ". It is not necessarily limited to manufacturer's standard line of colors, finishes or details. K. "As required" means: 1. "as required to suitably complete the work"; and 2. "at the direction of the Architect" or Owner's Representative. L. Where "or approved" is used, Architect is sole judge of quality and suitability of proposed substitutions. M. "Verify" means "verifying existing conditions and coordinate with Architect and Owner's Representative." N. "Indicated" means "where reasonably implied and necessary in conformance with work specified, drawn, or required for completion ". Words indicate. Drawings indicate. The term can mean as shown or noted on the drawings. O. "Specialist" means "an individual or firm of established reputation (or, if newly organized, whose personnel have previously established a reputation in the same field) ". This individual or firm must be regularly engaged in and maintain a regular force of workers skilled in (as applicable): Manufacturing, fabricating, or otherwise performing required work. P. "Contractor" refers, as applicable, to the General Prime Contractor thus differentiated from a subcontractor, even though "Contractor" may be used with respect to subcontractors work. Q. "Contractor" or "You" referenced in imperative: Where imperative mode is used, General, Prime Contractor is the one who shall perform or is responsible for the performance of others. PART 1 - GENERAL R. "Manufacturer's Recommendations ": 1. Unless otherwise noted or directed, install all work in accordance with each manufacturer's recommendations for best results. a. Not one preparatory step or installation procedure may be omitted unless specifically modified or exempted by these documents. S. "Manufacturer's Directions and Recommendations ": 1. Where Contractor is required to follow Manufacturer's directions, recommendations, instruction, and the like, but more than one Manufacturer is involved in work, or its component parts, Contractor must follow all Manufacturer's directions and recommendations. a. In the event of conflict between Manufacturer's directions and recommendation, Contractor shall submit discrepancy or conflict to Owner's Representative for resolution and instruction. T. "Install in Accordance with Manufacturers' Directions ": Throughout the Documents, although it may not be specifically stated, Contract is to install all work in accordance with Manufacturer's directions. 1. Conflict between Manufacturer's Recommendations and these Documents: a. Should any provision of these Documents be in conflict with Manufacturer's recommendations, immediately notify the Architect. DO NOT PROCEED UNTIL WRITTEN AUTHORIZATION IS RECEIVED. U. "Product' as used in these Contract Documents refers to materials, systems, and equipment provided by Contractor. V. "Project Manual" as used in these Contract Documents include Bidding and Contract Requirements, General Requirements, Specifications, and any other items that may be listed in the Table of Contents. 1.09 INDUSTRY STANDARDS: A. Applicability of Standards: Except where the Contract Documents include more stringent requirements, applicable construction industry standards have the same force and effect as if bound or copied directly into the Contract Documents. Such standards are made a part of the Contract Documents by reference. B. Publication Dates: Where the date of issue of a referenced standard is not specified, comply with the standard in effect as of date of Contract Documents. C. Conflicting Requirements: Where compliance with two or more standards is specified, and the standards establish different or conflicting requirements for minimum quantities or quality levels, refer requirements that are different, but apparently equal, and uncertainties to the Architect for a decision before proceeding. D. Copies of Standards: Each entity engaged in construction on the Project is required to be familiar with industry standards applicable to that entity's construction activity. Copies of applicable standards are not bound with the Contract Documents. 1. Where copies of standards are needed for performance of a required construction activity, the Contractor shall obtain copies directly from the publication source. E. Abbreviations and Names: Trade association names and titles of general standards are frequently abbreviated. F. Federal Government Agencies: Names and titles of federal government standard- or Specification- producing agencies are often abbreviated. 1.10 GOVERNING REGULATIONS /AUTHORITIES : The Architect has contacted authorities having jurisdiction where necessary to obtain information necessary for preparation of Contract Documents; that information may or may not be of significance to the Contractor. Contact authorities having jurisdiction directly for information and decisions having a bearing on the Work. The Contractor is responsible for contacting governing authorities directly for necessary information required for performance of the Work. The Contractor shall be required to notify the Architect in advance of that portion of the work which is in conflict between the documents and any contrary information from governing authorities or regulations. A. Permits, Licenses, and Certificates: For the Owner's records, submit copies of permits, licenses, certifications, inspection reports, releases, jurisdictional settlements, notices, receipts for fee payments, judgments, and similar documents, correspondence, and records established in conjunction with compliance with standards and regulations bearing upon performance of the Work. 1.07 GENERAL INSTALLATION PROVISIONS: Section 01205 ,r� �® .Q� e. PROCEDURES AND C f{tTg 12SsGO�. CO VP 1.10 A. Installer's Inspection of Conditions: Require installer of each major unit of work to inspect su strate to receive work, and conditions under which work will be performed, and to report (in writing to c ntracto unsatisfactory conditions. Do not proceed with the work until unsatisfactory conditions have be corrected in a manner acceptable to installer. B. Manufacturer's Instructions: Where installations include manufactured products, comply with manufacturer's applicable instructions and recommendations for installation, to extent these are more explicit or more stringent than requirements indicated in contract documents. Inspect each item or materials or equipment immediately prior to installation, and reject damaged and defective items. C. Attachment: Provide attachment and connection devices and methods for securing work properly as it is installed; true to line and level, and within recognized industry tolerances if not otherwise indicated. Allow for expansions and building movements. Provide uniform joint widths in exposed work, organized for best possible visual effect. Refer questionable visual effect choices to Architect for final decision. D. Installation: Install work during conditions of temperature, humidity, exposure, forecasted weather, and status of project completion which will ensure best possible results for each unit of work, in coordination with entire work. Isolate each unit of work from noncompatible work, as required to prevent deterioration. E. Cover -up: Coordinate enclosure of work with required inspections and tests, so as to minimize necessity of uncovering work for that purpose. F. Mounting Heights; Where mounting heights are not indicated, mount individual units of work at industry- recognized standard mounting heights for applications indicated. Refer questionable mounting height choices to Architect for final decision. 1.08 CUTTING AND PATCHING: A. Description of Work: Provide cutting and patching as required for execution of new work and as otherwise required for a complete, finished appearance of the building. Refer to Section 02060 General Demolition. B. Materials: Except as otherwise indicated or approved by Architect, provide materials for cutting - and - patching which will result in equal -or -better work than work being cut - and - patched; in terms of performance characteristics and including visual effect where applicable. Use materials identical with original materials where feasible and where recognized that satisfactory results can be produced thereby. C. Temporary Support and Protection : Provide adequate temporary support for work to be cut, to prevent failure. Do not endanger other work or personnel. Provide adequate protection of other work during cutting - and - patching, to prevent damage; and provide protection of the work from adverse weather exposure, D. Cutting: Cut work by methods least likely to damage work to be retained and work adjoining. Cutting, core drilling, etc., of existing structure to occur only at locations indicated on structural drawings without prior review and approval in writing by the Architect. Where physical cutting action is required, cut work with sawing and grinding tools, not with hammering and chopping tools. Core drill openings through concrete work. Comply with the requirements of applicable sections of Division -2 where cutting - and - patching requires excavating and back - filling. shutdown periods. E. Patching: Patch with seams which are durable and as invisible as possible. Comply with specified tolerances for the work. Where feasible, inspect and test patch areas to demonstrate integrity of work. 1. Restore exposed finishes of patched areas; and, where necessary extend finish restoration onto retained work adjoining, in a manner which will eliminate evidence of patching. 2. Where patch occurs in a smooth painted surface, extend final paint coat over entire unbroken surface containing patch, after patched area has received prime and base coats. F. Mechanical and Electrical Work: Mechanical and Electrical Subcontractors shall perform their own cutting as required and shall inform the General Contractor during bidding the extent of patching required. Removal of cutting debris shall be by General Contractor. Refer to Division -15, 16 work. The General Contractor is responsible to do all repair and patching required. G. Visual Requirements: Do not cut and patch construction exposed on the exterior or in occupied spaces, in a manner that would, in the Architect's opinion, reduce the building's aesthetic qualities, or result in visual evidence of cutting and patching. Remove and replace Work cut and patched in a visually unsatisfactory manner. 1.09 CLEANING AND PROTECTION : A. General: During handling and installation of work at project site, clean and protect work in progress and adjoining work on a basis of perpetual maintenance. Apply suitable protective covering on newly installed work where reasonably required to ensure freedom from damage or deterioration at time of prior occupancy or final acceptance, whichever comes first. Adjust and lubricate operable components to ensure operability without damaging effects. B. Limiting Exposures of Work: To extent possible through reasonable control and protection methods, supervise performance of work in a manner and by means which will ensure that none of the Work, whether existing, newly completed or in progress, will be subjected to harmful, dangerous, damaging, or otherwise deleterious exposures during construction period. Such exposures include (where applicable, but not by way of limitation) static loading, dynamic loading, internal pressures, external pressures, high or low temperatures, thermal shock, high or low humidity, air contamination or pollution, water, ice, solvents, chemicals, light, radiation, puncture, abrasion, heavy traffic, soiling, bacteria, insect infestation, combustion, electrical current, high speed operation, improper lubrication, unusual wear, misuse, incompatible interface, destructive testing, misalignment, excessive weathering, unprotected storage, improper shipping /handling, theft and vandalism. C. Offsite Cleanup: The Contractor shall be responsible for keeping sidewalks, lawns, parking areas and streets clear of all construction materials, debris, gravel, rock and dirt attributed to the Contractor or the subcontractors. Cleanup shall be on a daily and /or "upon request" basis as determined by the Architects representative. NOISE CONTROL: A. Intent: The purpose of this specification is to keep the level of construction noise inside adjacent buildings and /or rooms from exceeding a DBA 55 curve (with windows closed) during all occupied hours. The Contractor may meet this criterion by erecting barriers between equipment on job and such interior areas or by providing equipment noise attenuators. B. Outdoor Vehicle and Internal Combustion Engine Noise: Noise level of each piece of equipment shall not be greater than 86 DBA at a distance of fifty (50) feet as measured under noisiest operating conditions. Rubber -tired equipment will be used whenever possible instead of equipment with metal tracks. Mufflers for stationary engines shall be hospital area quality of silencing. C. Air Compressors: Equip with silencing packages. Electric driven preferred. D. Jack Hammers: Not permitted. Use core - drilling or saw - cutting equipment. E. General: If noise levels on any equipment cannot reasonably be brought down to criteria, either that equipment will not be allowed on the job or use times will have to be scheduled subject to approval of the Owner. Conformance to this specification shall be included in the Contract price and no compensation will be allowed for special equipment, overtime, etc., that may be required. UTILITY SHUTDOWNS: A. Continuity of Utility Services: Continuity of utility services to and within the building shall be reasonably maintained at all times. Utility system shutdowns required to facilitate construction work shall be accomplished in accordance with the following requirements: 1 The Contractor shall submit a schedule of utility shutdowns within thirty (30) days after the Notice to Proceed. The Contractor shall confirm all requests for utility shutdowns in writing to the Owner not less than ten (10) days prior to the proposed date. Verbal notification shall be given forty -eight (48) hours prior to Owner's representative and Architect. Requests shall include as a minimum the following information: a. Utility services affected. b. Reason shutdown is required. c. Work to be accomplished during the shutdown. d. Proposed shutdown date and time. e. Duration of the shutdown. f. List person on site responsible for shutdown during its duration, i.e., mechanical subcontractors and /or electrical subcontractors on site man -in- charge. 3. The actual time and date of all shutdowns will be subject to approval by the Owner. In general, they will be scheduled for nights, weekends, holidays or other low intensity use periods. 4. The duration of all shutdowns shall be held to a reasonable minimum as determined by the Owner in cooperation with the general contractor and trade being affected. 5. Materials and equipment required for the work to be accomplished during shutdown shall be complete and available rlable on the job for review by the Owner prior to the shutdown. If the Contractor is not adequately prepared, the shutdown will be canceled and rescheduled by the Contractor. 6. The Owner's personnel shall be involved in all shutdown and restarting of utilities. They will inspect the installation prior to restarting and will not restart if an unsafe condition exists. In the event the Contractor's work is not complete during the time scheduled for the shutdown, the Owner may elect to restart the utilities' service. In that event, additional shutdown requirements shall be rescheduled in accordance with the preceding requirements. Restarting shall not be construed as acceptance of the work as complete. 7. The Contractor shall include in the bid all costs associated with utilities' shutdowns. The Owner will make no extra payment for overtime work, schedule changes or failure to complete utility connections within authorized shutdown periods. 61 "7S RECEIVED CITY OF TUKWILA OL'I 0 3 [OO1 PERMIT CENTER w CC w 0 CL z0 a 0 ▪ 0 03 Q I W > W Q ocC O..% M . C � C cn cc Q CD a_c 00 cD 110 C) H C) Sheet No. Drawn By A15.0 Job No. 06 -946 Date 19 SEPT 07 GS Checked By J H D PART 1 - GENERAL Section 02060 GENERAL DEMOLITION 1.02 DESCRIPTION OF WORK: The extent of general demolition and site work is shown on the drawings. This section requires the selective removal and subsequent offsite disposal of the following: A. Removal of portions or existing building in its entirety as indicated on the drawings and to accommodate new and remodel construction. B. Removal of interior partitions, doors, frames, windows casework, and other interior items as indicated on the drawings and as required to accommodate new and remodel construction. C. Removal of exterior parts or portions such as roofing, flashing, trims, windows, eaves, gutters, downspouts paneling as indicated on the drawings and as required to accommodate remodel construction. D. Removal and protection of existing fixtures, materials and equipment items for reuse as indicated an the drawings. E. Removal and protection of existing landscaping and site work as required to accommodate new construction. F. Asbestos abatement work is not included in these documents as work by the General Contractor. Consult with a certified asbestos abatement contractor for procedures to be followed when materials containing or suspected of containing asbestos are encountered. 1.05 JOB CONDITIONS: A. Occupancy: Owner will occupy portions of the building immediately adjacent to areas of selective demolition. Conduct selective demolition work in manner that will minimize need for disruption of Owner's normal operations. Provide minimum of 72 hours advance notice to Owner of demolition activities that will affect Owner's normal operations. B. Dumpster Location: Will be provided for Contractor use adjacent to construction area. C. Condition of Structures: The Owner assumes no responsibility for actual condition of structures to be demolished. 1. Conditions existing at time of inspection for bidding purposes will be maintained by Owner in so far as practicable. However, variations within structure may occur by Owner's removal, salvage operations. D. Dustproof GWB Partitions: Construct and maintain to minimize dust infiltration to Owner occupied spaces including but not limited to all areas of construction. All partitions shall be of one -hour rating including access. Maintain access through such partitions for fire exiting where required or suggested by phasing plan. E. Fire -rated Partition: Construct and maintain minimum one -hour fire rated barriers (including 20 -min. rated doors) for exiting purposes from occupied areas when adjoining or exiting through construction activity areas. Such partitions shall form a direct exit path to the exterior by means of a rated enclosure acceptable to state and local code authorities. F. Protections: Ensure safe passage of persons around areas of demolition and construction. Adhere to all OSHA and other industry requirements for safety of workers, occupants and pedestrians during demolition and construction in or near activity areas. Conduct operations to prevent damage to adjacent buildings, structures, and other facilities, and to prevent injury to persons. 1. Provide protective measures as required to provide free and safe passage of Owner's personnel and general public to occupied portions of building. 2. Provide temporary construction partitions and exitways prior to demolition work, (see paragraph E. above). 3. Provide interior and exterior shoring, bracing, or support to prevent movement, settlement, or collapse of structure or element to be demolished and adjacent facilities or work to remain. 4. Protect from damage existing finish work that is to remain in place and becomes exposed during demolition operations. 5. In addition to temporary construction partitions, construct temporary, sound insulated dustproof partitions where required to separate areas where dirt or dust - producing operations are performed. 6. Remove all temporary protections and temporary partitions at project completion or sooner if so applicable. G. Damages: Promptly repair damages caused to adjacent facilities by demolition work. H. Traffic: Conduct selective demolition operations and debris removal to ensure minimum interference with roads, streets, walks, and other adjacent occupied or used facilities. 1. Do not close, block, or otherwise obstruct streets, walks, or other occupied or used facilities without written permission from authorities having jurisdiction. Provide barricades signage and flagmen (if necessary) for rerouting of traffic, as required by authorities having jurisdiction, I. Flame Cutting: Do not use cutting torches for removal until work area is cleared of flammable materials. At concealed spaces, such as interior of ducts and pipe spaces, verify condition of hidden space before starting flame - cutting operations. Maintain portable fire suppression devices during flame - cutting operations. Adhere to State requirements for Fire Protection during construction. (See information sheet No.A -1.) J. Utility Services: Maintain existing utilities indicated to remain in service and protect them against damage during demolition operations. 1. Maintain fire protection services during selective demolition operations. 2. Locate, identify, stub off, and disconnect utility services that are not indicated to remain. 3. Provide bypass connections as necessary to maintain continuity of service to occupied areas of building. Provide minimum of ten (10) days advance written notice to Owner and forty -eight (48) hours verbal notice to Owner and Architect if shutdown of service is necessary during changeover. K. Environmental Controls: Use water sprinkling, temporary enclosures, and other methods to limit dust and dirt migration. Comply with governing regulations pertaining to environmental protection. L. VAT Removal: Removal of vinyl asbestos tile (VAT) and asphalt roofing materials is excluded from the definition of asbestos removal and encapsulation by WAC regulation 296-65 and therefore by the Department of Labor and Industries. If removal is done by manual methods, such as by spudbar, knife, dry ice, heat or solvents, certified workers are not required, no enclosure is required, no air monitoring is required and no respiratory protection is required. Such exemption, however, is not granted if removal is by mechanical methods such as sanding, sawing, chipping or grinding. PART 1 - GENERAL 1.02 DESCRIPTION OF WORK: Extent of light gauge framing is shown on drawings and is generally for use in exterior wall and interior wall construction. This work includes special reinforcing and bracing of related interior construction and typical partition framing. A. Types of light gauge metal framing units include the following: 1. "C" shaped steel studs. 2. Metal support system. 3. Miscellaneous furring. PART 2 - PRODUCTS 2.01 METAL FRAMING: Section 05400 LIGHTGAUGE METAL FRAMING A. System Components: With each type of metal framing required, provide manufacturer's standard steel runners (tracks), blocking, lintels, clip angles, shoes, reinforcements, fasteners, and accessories as recommended by manufacturer for applications indicated, as needed to provide a complete metal framing system. B. Materials and Finishes: 1. Interior walls and other uses: a. Where used, 16 -gauge and heavier components to comply with requirements of ASTM A 570 grade 50. b. Where used, 18 -gauge and lighter components to comply with requirements of ASTM A 611 grade C. c. Prime coated finish: One coat of shop - applied red -oxide, zinc - chromate or other similar rust- inhibitive primer for interior use. 2. "C" and "C -W" Shape Studs: Manufacturer's standard load- bearing steel studs of size, shape, and gauge indicated, with 1.625" flange and flange return lip. 3. Punched Channel Studs: Manufacturer's standard, factory punched, load- bearing steel studs of size, shape, and gauge indicated, with 1.375" flange. Studs exceeding twenty (20) feet in length shall be 16- gauge. 2.04 METAL SUPPORT SYSTEMS: A. Interior Wall /Partition Support Materials: 1. Studs, Blocking and Backing: ASTM C 645, 22 -gauge minimum thickness unless otherwise indicated. a. Depth of Section: See plus, notes, 3 5/8" depth typical, if not otherwise shown. b. Structural Studs: ASTM C 645, 16 -gauge minimum. c. Runners to accommodate structural deflection: Use deep -leg runners, minimum 20-gauge, no connections of GWB or studs to runner will be permitted, temporary or permanent . See Section 09250. For restraint of studs during erection, use sheet metal "straps" fastened minimum six (6) inches below runner which may be left in place. 2. Furring Members: ASTM C 645; 25 -gauge minimum, hat shaped. 3. Z- Furring Members: Manufacturer's standard screw -type galvanized steel, zee - shaped furring members; ASTM A 525, G60, 22 gauge, 7/8 ", 1 1/2" and 2" section depths as indicated or if not indicated as required for specific applications intended for mechanical attachment of insulation boards to monolithic concrete walls and to hold stud runner track away from fireproofing of beams and other structural members. 4. Fasteners for Furring Members: Type and size recommended by furring manufacturer for the substrate and application indicated. B. Ceiling Support Materials and Systems: 1. General: Size ceiling support components to comply with ASTM C 754 unless otherwise indicated. 2. Main Runners: 1 1/2" steel channels with rust inhibitive paint finish, hot or cold- rolled. 3. Furring Channel: 7/8 ". 4. Hanger Wire: ASTM A 641, soft, Class 1 galvanized. 5. Hanger Rods and Flats: Mild steel with zinc or equally rust inhibitive coating for rods and zinc or rust- inhibitive paint finish for flats. 6. Hanger Anchorage Devices: Screws, clips, bolts, cast -in -place concrete inserts or other devices applicable to the indicated method of structural anchorage for ceiling hangers and whose suitability for use intended has been proven through standard construction practices or by certified test data. Size devices for 3x calculated load supported except size direct pull -out concrete inserts for 5x calculated loads. 7. Furring Members: ASTM C 645; 0.0179" min, thickness of base metal, hat - shaped, 7/8" deep. a. Where shown as "Resilient ", provide manufacturer's special type designed to reduce sound transmission. 8. Furring Anchorages: 16 -gauge galvanized wire ties, manufacturer's standard wire -type clips, bolts, nails or screws as recommended by furring manufacturer and complying with C 754. PART 1 - GENERAL Section 09900 PAINTING 1.02 DESCRIPTION OF WORK: Extent of painting work is indicated on drawings and schedules, and as herein specified. See finish plans for location. Work includes painting and finishing of interior and exterior exposed items of new work and other surfaces throughout project as specified or indicated. A. Surface preparation, priming and coats of paint specified are in addition to shop - priming and surface treatment specified under other sections of work. B. Field painting of exposed to view bare and covered pipes and ducts and of hangers, exposed steel and iron work, and primed metal surfaces of equipment installed under mechanical and electrical work outside of designated mechanical and electrical spaces, except as otherwise indicated to be painted in Division 15 and 16. All mechanical and electrical equipment in finished spaces outside mechanical and electrical rooms shall be painted, whether or not equipment has factory finish. C. "Paint" as used herein means all coating systems materials including primers, emulsions, enamels, stains, sealers and fillers, and other applied materials whether used as prime, intermediate or finish coats, D. Surfaces to be Painted: Paint exposed surfaces except where natural finish of material is specified such as clear anodized aluminum or material already finished (painted or coated) or where surface is indicated as a surface not to be painted. If color or finish is not designated, Architect will select these from standard colors or finishes available. Where items or surfaces are not specifically mentioned, paint the same as similar adjacent materials or areas. If conflict or direction is otherwise not clear, consult with Architect for direction. E. Following categories of work are excluded from field - applied finish work: 1. Pre - Finished Items: Unless otherwise indicated, do not include painting when factory- finishing or installer finishing is specified for such items as (but not limited to) prefinished partition systems, acoustic materials, administration and laboratory casework and equipment, and finished mechanical and electrical equipment including light fixtures, switchgear and distribution cabinets. 2. Concealed Surfaces: Unless otherwise indicated, painting is not required on surfaces such as walls or ceilings in concealed areas and generally inaccessible areas, foundation spaces, furred areas, utility tunnels, pipe spaces, and duct shafts, 3. Finished Metal Surfaces; Unless otherwise indicated, metal surfaces of anodized aluminum, stainless steel, chromium plate, copper, bronze and similar finished materials will not require finish painting. 4. Operating Parts and Labels: Unless otherwise indicated, moving parts of operating units, mechanical and electrical parts, such as valve and damper operators, linkages, sinkages, sensing devices, motor and fan shafts and labels shall not receive finish painting. F. Following categories of work are included under other sections of these specifications. 1. Shop Priming: Unless otherwise specified, shop priming of ferrous metal items is included under various sections for structural steel, metal fabrications, hollow metal work, and similar items. a. Unless otherwise specified, shop priming of fabricated components such as architectural woodwork, wood casework and shop - fabricated or factory-built mechanical and electrical equipment or accessories is included under other sections of these specifications. 2. Mechanical and Electrical Work: Painting of mechanical and electrical work is specified in Divisions 15 and 16, respectively, except for field painting of exposed rooftop equipment systems and piping and ductwork in main level corridors which shall be work included in this section. G. Do not paint over any code - required labels, such as Underwriter's Laboratories and Factory Mutual, or any equipment identification, performance rating, name, or nomenclature plates. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS: A. Manufacturer: Subject to compliance with requirements, provide products of one of the following: 1. Benjamin Moore and Co. (Moore) 2. Columbia Paint and Coatings 3. Fuller- O'Brien 4. Kelly Moore / Preservative Paints 5. Parker Paint Manufacturing Co. Inc. 6. Sherwin Williams Co. 2.02 MATERIALS: A. Material Quality: Provide best grade of various types of coatings as regularly manufactured by acceptable paint materials manufacturers. Materials not displaying manufacturer's identification as a standard, best -grade product will not be acceptable. 1. Proprietary names used to designate colors or materials are not intended to imply that products of named manufacturers are required to exclusion of equivalent products of other manufacturers. 2. Federal Specifications establish minimum acceptable quality for paint materials. Provide written certification from paint manufacturer that materials provided meet or exceed these minimums. 3. Manufacturer's products which comply with coating qualitative requirements of applicable Federal Specifications, yet differ in quantitative requirements, may be considered for use when acceptable to Architect. Furnish material data and manufacturer's certificate of performance to Architect for any proposed substitutions. B. Color Pigments (all systems): Pure, non- fading, applicable types to suit substrates and service indicated. 1. Lead content in pigment, if any, is limited to contain not more than 0.5 % lead, as lead metal based on the total nonvolatile (dry-film) of paint by weight. 2. This limitation is extended to interior surfaces. C. Provide undercoat paint produced by same manufacturer as finish coats. Use only thinners approved by paint manufacturer, and use only within recommended limits. D. Paint Coordination: Provide finish coats which are compatible with prime paints used. Review other sections of these specifications in which prime paints are to be provided to ensure compatibility of total coatings system for various substrates. Upon request from other trades, furnish information on characteristics of finish materials proposed for use, to ensure compatible prime coats are used. Provide barrier coats over incompatible primers or remove and reprime as required. Notify Architect in writing of any anticipated problems using specified coating systems with substrates primed by others. 2.04 PAINT SYSTEMS: A. Provide following paint systems for various substrates, as indicated. 1. Concrete (PS-1): a. 1st Coat - Interior latex emulsion (TT -P -029) 2nd Coat - Interior enamel undercoat (TT -E -542) 3rd Coat - Semi -gloss alkyd enamel (TT -JE -509) 2. Gypsum Drywall (Alkyd): a. 1st Coat- Latex primer (TT -P -650) 2nd Coat - Interior semi -gloss alkyd enamel (TT -E -509) 3rd Coat - Interior semi -gloss alkyd enamel (TT -E -509) Not less than 2.5 mils dry film thickness 3. Gypsum Drywall (Latex): a. 1st Coat- Latex primer 2nd Coat- Interior latex enamel eggshell (TT -E -509) 3rd Coat - Interior latex enamel eggshell (TT -E -509) 4. Gypsum Drywall (Epoxy): a. 1st Coat - Latex primer (TT- P-650) 2nd Coat Semi -gloss polyester epoxy (TT-JC -545) 3rd Coat - Semi -gloss polyester epoxy (TT-C-5645) First coat not required on existing painted walls. 5. Ferrous Metal: a. 1st Coat - Red lead base primer (TT -P -86) 2nd Coat - Enamel undercoat (TT -E -543) 3rd Coat - Interior semi -gloss enamel (TT -E -509) First coat not required on items that are shop primed. Not less than 2.5 mils dry film thickness. 6. Zinc Coated Metal: a. 1st Coat- Zinc oxide primer coating (TT -P -641) 2nd Coat - Interior enamel undercoat (TT -E -543) 3rd Coat - Interior semi -gloss enamel (TT -E -509) Not less than 2.5 mils dry film thickness. 7. Painted Woodwork and Hardboard: a. 1st Coat - Enamel undercoat (TT -E -543) 2nd Coat - Semi -gloss enamel (TT -E -509) 3rd Coat - Semi -gloss enamel (TT -E -509) See Finish Schedule. REVIEWED CO �. CODE OCT 2 I zap i City Of Tukwila ILDIN RECEIVED CITY OF TUKWILA 0. ; i 0 3 NU7 PERMIT CENTS( w w 0. Z o0 50 m c,) Q LI-J M LU • C:C E U W Q CC a. ec 1-- Q co c! Z CC Q Q Sheet No. A15.1 Job No. 06 -946 Dote 19 SEPT 07 Drawn By GS Checked By J H D Section 11760 SUPPORT SYSTEMS PART 1 - GENERAL 1.01 RELATED DOCUMENTS: Drawings and general provisions of Contract, including General and Supplementary Conditions and Division -1 Specification sections, apply to work specified in this section. A. Owner - Furnished Equipment Manual B. Owner Furnished Equipment Installation as shown on Architectural drawings. C. Backing Plates are specified in Section 05500 - "Metal Fabrications" D. Miscellaneous metal supports, fasteners are specified in Section 05500 - "Metal Fabrications" 1.02 DESCRIPTION OF WORK: Extent of ceiling- mounted and wall mounted equipment and medical support assemblies is indicated on the drawings and by implication in Owner's Equipment Manual. Engineered design of the support system is part of this sections Work. Contractor shall be responsible to support all wall mounted equipment, OFCI and OFOI as listed on equipment plans. A. Locations of support systems are as listed/shown in equipment manuals and include but not limited to: 1. Support for ceiling mounted equipment and surgical column supports 2. Support for Exam lights 3. Telemetry Monitors (brackets and support shelves) 5. ECG monitors (brackets and support shelves) 6. CCTU 7. Television (brackets) in all Patient Rooms and Activity Areas 8. Support for traction devices and other equipment PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS: Subject to compliance with requirements, support systems manufacturers offering products which may be incorporated in the Work include the following: A. Unistrut Building Systems, GTE Products Corporation, Wayne, MI B. GCX Corporation, Polymount, San Rafael, California, instrument mounting system C. Contractor designed and custom manufactured systems if approved by Architect prior to fabrication. 2.02 MATERIALS: A. General: Provide assemblies as required for the locations and equipment indicated. Provide accessories as required for a complete installation. B. Materials: 1. Hot - Rolled Carbon Steel Sheet and Strip: ASTM A510, Grade C33 2. Zinc-Coated Steel Sheet: ASTM A446, Grade A, G90 3. Hot - Rolled Steel Bar: ASTM A 575 4. Hot - Rolled Steel Sheet and Strip: ASTM A 569 2.03 DESIGN CRITERIA: A. Support structures shall be designed by support systems manufacturer to accommodate the maximum load configuration for each piece of equipment to be supported. Verify equipment weight and configuration with manufacturer of equipment to be supported. B. Safety Factor: Minimum safety factor of 3 based on ultimate strength under static loading conditions. Maximum deflection 1/720 span in either vertical or horizontal plane. 2.04 FINISH: Manufacturer's standard corrosion - resistant finish. Electrogalvanize all hardware. Submit manufacturer's standard colors available to Architect for selection. Field painting is acceptable only if prior approved by Architect for color and application. 1)Y REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 7007 City Tukwila BUILDIN 9 DIVISION .. CIT RECEIVED UKWILA Oi.i 0 ?OW PERMIT CENTER w CC w CL z o ▪ 0 c • I W f W < Q > LUc-' P I-11 Q C " CC cc I � z 0 ce cc Q a F- Sheet No. A15.2 Job No. 06 -946 Date 19 SEPT 07 Drawn By GS Checked By J H D GENERAL NOTES THE FOLLOWING APPLIES UNLESS NOTED OTHERWISE — ASTM'S NOTED ARE TO BE EDITION REFERENCED CODE. 1. DESIGN CODE AND STANDARDS 2006 International Building Code (IBC) 2. DESIGN LOADS a. Roof Snow b. Seismic c. Wind Load OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A 992 (Fy= 50,000 PSI) OTHER SHAPES & PLATES ASTM A 36 (Fy= 36,000 PSI) TUBE SHAPES ASTM A 500, GRADE B (Fy= 46,000 PSI) PIPE SHAPES ASTM A 53, TYPE E OR S, GRADE B (Fy= 35,000 PSI) WELDHEAD STUDS ASTM A 108 (Fy= 50,000 PSI) ANCHOR BOLTS ASTM F 1554, GRADE 36 (Fy= 36,000 PSI) HIGH STRENGTH BOLTS ASTM A 325 BASE PLATE GROUT ASTM C 1107 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N CONNECTIONS — BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS" (6/23/00). ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE — STEEL". WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREQUALIFIED. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. ALL STEEL ERECTION, INCLUDING METAL DECK SHALL BE IN ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD. DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. STEEL ROOF DECK VERCO N24 — 3" HIGH X 24" WIDE GALVANIZED STEEL ROOF DECK. CONFORM WITH ASTM A 653, SS, GRADE 33, MINIMUM YIELD 38 KSI WITH G60 GALVANIZED COATING. MATERIALS AND INSTALLATION SHALL ALSO CONFORM WITH ES LEGACY REPORT ER-- 2078P. SEE PLAN FOR DECK GAGE. BUTTON PUNCH SIDE SEAMS 12" 0 /C. SEE ARCH. FOR PRIME PAINT REQUIREMENTS. MINIMUM EFFECTIVE FUSION AREA OF PUDDLE WELDS MUST BE 3/8" BY 1" OR 1/2" DIAMETER. SEAM WELDS MUST BE A MINIMUM OF 1-1/2". COMPLY WITH AWS D1.3. OTHER ROOF DECKS AND ATTACHMENT PATTERNS MAY BE CONSIDERED PROVIDED THEY HAVE AN EQUIVALENT DIAPHRAGM STRENGTH AND STIFFNESS AND GRAVITY LOAD CAPACITY. GLASS SCREENING SHOP DRAWINGS WITH CALCULATIONS, ALL STAMPED, SIGNED, AND DATED BY A LICENSED WASHINGTON STATE ENGINEER, SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL SHOW ALL ADDITIONAL FRAMING, BRACING, CONNECTIONS, ETC., REQUIRED FOR GLASS SCREENING SUPPORT. CONCRETE EXPANSION ANCHORS SIMPSON—STRONG—BOLT. MATERIAL AND INSTALLATION IN ACCORDANCE WITH ESR- -1771. NO SUBSTITUTIONS WILL BE PERMITTED. FOLLOW INSTALLATION PROCEDURES OF ESR REPORT. SPECIAL INSPECTIONS AND TESTS INSPECTIONS ARE TO BE PER IBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING AGENCY. THE SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTION INSPECTORS SHALL BE REGISTERED WITH THE WASHINGTON ASSOCIATION OF BUIDING OFFICIAL (WABO), AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO CONSTRUCTION. CONC. EXPANSION COPY OF ESR REPORT FOR ANCHOR SYSTEM USED ANCHORS MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHOR SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT. STEEL: STANDARDS. Basic ground snow load — Pg = 20 psf Basic roof snow load — Pf = 25 psf Thermal factor — Ct = 1.2 Importance factor — Is = 1.0, Snow exposure factor — Ce = 0.9 Drifting snow is not required in the design. Ss = 140.4 %g, S1 = 73.7%g, le = 1.0, Site Class "0" and Seismic Design Category = "D", Seismic Use Group I. SDS = 93.8 %g, SD1 = 49.1%g. Basic wind speed (3 sec.gust) = 85 (mph) Exposure C Importance factor Iw = 1.0. IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED CONTINUOUS INSPECTION: NONE REQUIRED. PERIODIC INSPECTION: SINGLE —PASS FILLET WELDS 5/16 —INCH OR LESS. FLOOR AND ROOF DECK WELDS OR MECHANICAL CONNECTIONS. STEEL JOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS. FABRICATORS: SPECIAL INSPECTION OF STRUCTURAL FABRICATORS IS NOT REQUIRED IF FABRICATOR IS REGISTERED AND APPROVED TO DO SUCH WORK WITHOUT SPECIAL INSPECTION. REPORTS: PROVIDE REPORTS IN ACCORDANCE WITH SECTION 1704.1.2 OF IBC AND QUALITY ASSURANCE SECTION OF THESE GENERAL NOTES. SEISMIC RESISTANCE: ALL CANOPY ELEMENTS ARE PART OF SEISMIC —FORCE RESISTING SYSTEM. OTHER INSPECTIONS BY BUILDING OFFICIAL IN ACCORDANCE WITH SECTION 109 OF IBC. QUALITY ASSURANCE FOR SEISMIC RESISTANCE SCOPE: STRUCTURAL ALL ELEMENTS NOTED ABOVE. INSPECTION AND TESTING OF THESE ELEMENTS SHALL BE AS DESCRIBED IN THE SPECIAL INSPECTION SECTION OF THESE GENERAL NOTES. STRUCTURAL OBSERVATION IS NOT REQUIRED FOR THIS STRUCTURE, BUT WILL BE PROVIDED ON A PERIODIC BASIS ON THE ROOF DIAPHRAGMS AND FRAMING AND ON OTHER STRUCTURAL ELEMENTS, IF NECESSARY. TESTING, INSPECTION, AND STRUCTURAL OBSERVATION REPORTS SHALL BE DISTRIBUTED TO THE BUILDING OFFICIAL, OWNER, ARCHITECT, ENGINEER AND CONTRACTOR WITHIN FIVE (5) WORKING DAYS. CONTRACTOR RESPONSIBILITY' EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC — FORCE— RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR COMPONENT LISTED IN THE QUALITY ASSURANCE PLAN SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND TO THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: 1. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE QUALITY ASSURANCE PLAN. 2. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL 3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS. 4. INDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITIONS) IN THE ORGANIZATION. SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: STRUCTURAL STEEL AND ROOF DECK. "SHOP DRAWINGS ARE AN ERECTION AID, AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS... ". SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. DIMENSIONS AND DETAIL OF EXISTING CONCRETE WALLS SHOWN ON THESE DRAWINGS ARE BASED ON THE ORIGINAL DESIGN DRAWINGS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND DETAILS TO INSURE ALL PIECES FIT TOGETHER NEATLY AND SNUGLY. DETAIL 3 SHT. S2 DETAIL 1 SHT. S2 NOTE: STAIR 3 OPPOSITE HAND Ai H -2 C 12x20.7 F -2 I SHT. S2 DETAIL 2 SHT. S2 1 a EXISTING RAIL, 20GA. 3" N24 GALV. DECK PIPE ICAL I JSTAIR1 PLAN EXISTING STAIRS 1 & 3 Q Do7--3-7e PLAN © NEW CANOPY STAIRS 1 & 3 Q NOTE: STAIR 3 OPPOSITE HAND 1 a STAIR 2 KEY PLAN N.T.S. n fl=onr REVIEWED FO ► R —. CODE COMPLIANCE APPROVED OCT 2 4 2007 City Of Tukwila B ILDIN DIVISION DETAIL 6 ,,/SHT. S2 PLAN @ EXISTING STAIR 2 Q =1 STAIR 3 RECEIVED CITY OF TUKWILA OuI 0 3 Ci;i7 PERMIT CENTER PLAN @ NEW CANOPY @ STAIR 2 EfEI oa 0 w ocC CD Z cc a J %m•• C z > �.... W W CC CC z� z Q II Ic < CD a.c co 0) frf) r — W 1 C) W W Sheet No. SI Job No. 99107004. Date 07 AUG 07 Drawn By D.T Checked By J. A. 0 12 "os SIMPSON STRONG EM EMBED, , TYPICAL ALL ANCHORS SEE GENERAL OTES C12 TYP> SECTION A -2 & A -2a SECTION B -2 & B -2a SECTION As R > B -2 3" DECK PER PLAN L3x3x is V2 -10 6 " I I I I I I I I PUDDLE WELD EA. VALLEY F -2 H.S.S. 5x5 3" — 1 - 0" i ' is " r EXIST. CONC. TYP. D -2 H.S.S. 5x54 DETAIL1 (PLAN) DETAIL 6 (PLAN) WALL 0 A -2a WALL 0 A -2 C12 — " 1'--0" 4 CONDITION © B -2a WALL CONTINUES 0 B -2 END OF WALL © B -2a COL. EYONDf EXIST. CMU 8 " SECTION G -2 C12 4" END R PUDDLE WELDS 0 12 "oc 3" DECK PER PLAN L3x3 PER F -2 SECTION .S.S. 5x5 A" - V-0" 4 — 1 V 20GA. SHEET CONT. " CHAMFER TYP, 0 _ 1 —0" L3x3 �3 SIDES R "x5"xO' -5" H.S.S. 5x5 L -2 " .1._0" DETAIL 2 (PLAN) DETAIL 7 (PLAN) i " = l'—on 1" — V-0" 4 — C12 SECTION C -2 & C -2a PUDDLE WELDS 0 12 "oc X10 SCREWS ® 12 "oc DETAIL IF DECK VALLEY DOES NOT MODULE w/ L3x3 SECTION M -2 SIM. 8 WALL CONTINUES 0 C -2a 4 END CAP 1 " — l'-0" 4 — D -2a If i " = 1' —O" de. h -2 SECTION H.S.S. 5x54 I E 1 CONC. DETAIL - 3 (PLAN) I - 2a 4" 4" SIM. l H.S.S. 5x5x+ EXIST. CONC. A -2 SIM. " R B -2a O. DETAIL 8 (PLAN) 4" - 1'--O" 3 " = 1' —O" SECTION D -2 (SHOWN) D -2a SIM 4 " ± 2 F -2 " - C12, TYP. M.S.S. 5x5 H -2 NOTE: WHERE EXISTING RAIL & FENCE MUST BE CUT FOR INSTALLATION OF NEW COLUMNS CrD 1 " SLIT TUBE FOR C ONNECTOR R's SECTION N -2 R i "x0' -11" w /2- i" ANCHORS C -2a p� — 11 -0n 4 G -2 XIST. GUARD RAIL CUT FOR NEW H.S.S. EXIST. CHAIN LINK FENCING NEW CONN. TO MATCH EXIST. DETAIL 4 (PLAN) 8" i" = 1' -0" .S.S. 5x5 det. h -2 8" CONC. (E) 8" CMU (E) - DETAIL 9 (PLAN) ( 8" SLAB (E) F-2 " = 1' -0 3" DECK 3 SIDES TYP. WALL CONTINUES CAD E -2 END OF WALL 0 E 2a 'Dv/ SECTION E -2 & E -2a DETAIL 5 (PLAN) i " — 1' —O" CODE COMPL°CE APPROVE OCT 2, 4 2001 City Of Tukwila a ILDING DIVISION SEE DTL. 5 12" CONC. (E DETAIL 10 (PLAN) RECEIVED CITY OF TUKWILA OG;1 0 3 [i!Li1 PERMIT CENTER to m J C) C) W Sheet No. S2 Job No. 9910700/4 Date 07 AUG 07 Drawn By D.T. Checked By J . A.