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Permit D18-0109 - STERLING SOUTHCENTER - TOWER CRANE
STERLING SOUTHCENTER TOWER CRANE 407 BAKER BLVD D18-0109 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0223100080 407 BAKER BLVD UnitBLDG Permit Number: Issue Date: Permit Expires On: STERLING SOUTHCENTER - TOWER CRANE D18-0109 6/15/2018 12/12/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BAKER BOULEVARD ASSOCIATES 2100 MAIN ST#150, HUNTINGTON BEACH, WA, 92048 AYA ROJNUCKARIN 1938 FAIRVIEW AVE E STE 100 , SEATTLE, WA, 98102 ALLIANCE PACIFIC NW BLDRS LLC 2525 E CAMELBACK ROAD SUITE 500, PHOENIX, AZ, 85016 ALLIAPN871LK ALLIANCE PACIFIC NW BUILDERS 1325 4TH AVE, STE 1005 , SEATTLE, WA, 98101 Phone: (206) 676-5640 Phone: (206) 330-0618 Expiration Date: 6/12/2019 DESCRIPTION OF WORK: INSTALLATION OF TOWER CRANE FOUNDATION AND ERECT AND OPERATE A TOWER CRANE, A LINDEN COMANSA 16LC260-12TTOWER CRANE WITH 172' HOOK REACH AND 149' HOOK HEIGHT FREE STANDING OVER THE PROJECT SITE. Project Valuation: $80,000.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $2,639.59 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: 0.Vv� eS LimN&LI ff Date: tQWig This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: Prior to erecting the crane mast above the 200 feet threshold applicant shall submit copy of FAA approval. 6: TO SCHEDULE ALL FIRE INSPECTIONS CALL. 206-575-4407. 7: 1) Provide a safety/basic operations briefing to Tukwila Fire Dept. personnel prior to placing crane in operation. 2) Obtain approval from Labor & industries prior to placing crane in operation. 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 4: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 5: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 8: ***BUILDING PERMIT CONDITIONS*** 9: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 10: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 11: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 12: 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. 13: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 14: 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. 15: 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. 16: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 17: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 18: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 19: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 20: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 21: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 22: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 23: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 0201 FOOTING 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. D K- 01 oq Project No. Date Application Accepted: 1,4 I6 Date Application Expires: 1 0 pp p iresV I -75I, (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 022310-0080 Site Address: 415 Baker Boulevard Suite Number: N/A Floor: N/A Tenant Name: Sterling Southcenter New Tenant: ❑ Yes ❑..No PROPERTY OWNER Name: CRP/AR TUKWILA OWNER, L.L.C. Address: 1325 4th Avenue, Suite 1005 City: Seattle State: WA Zip: 98101 CONTACT PERSON — person receiving all project communication Name: Aya Rojnuckarin Address: 1938 Fairview Ave W Suite 100 Cit': Seattle State: WA Zip: 98102 Phone: (206) 676-5640 Fax: Email: ayar@urbalarchitecture.com GENERAL CONTRACTOR INFORMATION Company Name: Alliance Pacific Northwest Builders Address: 1325 4 th Ave Suite 1005 City: Seattle State: WA Zip: 98101 Phone: (206) 330-0618 Fax: Conti Reg No.: ALLIAPN871LK Exp Date: 06/12/2019 Tukwila Business License No.: BUS -0998381 H:Applications\Forms-Applications On [.ine\20I I Applications\permit Application Revised - 8-9-I I.docx ARCHITECT OF RECORD Company Name: Urbal Architecture Architect Name: Chad Lorentz Address: 1938 Fairview Ave W, Suite 100 City: Seattle State: WA Zip: 98102 Phone: (206) 257-0972 Fax: Email: chadl@urbalarchitecture.com ENGINEER OF RECORD Name: M Company Name: D.C.I. Address: [ 3 2 5' Engineer Name: Anthony Sorentino City: 5 (c Address: 707 W 2nd Ave City: Spokane State: WA Zip: 99201 Phone: (509) 227-5733 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: M pr'iyt r ( rrlitr4r nlcy M1- Address: [ 3 2 5' y Ty ilv 5v, Ti. /0 -e5 --- o"5City: City: 5 (c Stately 4_ Zip: CI6-/0/ BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ "01 0 00 Existing Building Valuation: $ 0 Describe the scope of work (please provide detailed information): Installation of a tower crane foundation and erect and operate a tower crane a Linden Comansa 16LC260-12T tower crane with 172' hook reach and 149' hook height free standing over the project site. Will there be new rack storage? ❑ Yes .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If"yes", explain: Floor area of accessory dwelling: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ® None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes VI 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Applications\Forms-Applications On Line` -201 I ApplicationslPerrnit Application Revised - 8-9-1 I.docx Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If"yes", explain: Floor area of accessory dwelling: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ® None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes VI 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Applications\Forms-Applications On Line` -201 I ApplicationslPerrnit Application Revised - 8-9-1 I.docx PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: See below Date: 12/20/2017 Print Name: Jeremiah Jolicoeur Day Telephone: (206) 330-0620 Mailing Address: 1325 4th Avenue, Suite 1005 Seattle WA 98101 City State Zip CRP/AR TUKWILA OWNER, L.L.C., a Delaware limited liability company By: CRP/AR Tukwila Venture, L.L.C., a Delaware limited liability company, its sole member By: Broadstone Tukwila Alliance, LLC, a Delaware limited liability company, its administrative member By: Jeremiah Jolicoeur Member H:\Applications'Forms-Applications On Linet20I 1 Applications\ Permit Application Revised - 8-9-1 I.docx l '1 ash Register;, Receipt DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY ;' PAID $1,751.02 D18-0109 Address: 407 BAKER BLVD UnitBLDG Apn: 0223100080 $1,751.02 Credit Card Fee $51.00 Credit Card Fee R000.369.908.00.00 0.00 $51.00 DEVELOPMENT $1,633.66 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $301.94 PERMIT FEE R000.322.100.00.00 0.00 $1,327.22 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $66.36 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R14729 0.00 $66.36 $1,751.02 Date Paid: Friday, June 15, 2018 Paid By: JAMES WANDER Pay Method: CREDIT CARD 00496D Printed: Friday, June 15, 2018 11:00 AM 1 of 1 . . SYSTEMS Page 2 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 06/15/2018 11:00:16 AM CREDIT CARD SALE VISA CARD NUMBER: **********4295 K TRAN AMOUNT: $1,751.02 APPROVAL CD: 00496D RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy https://classic.convergepay.com/V irtualMerchant/transaction.do?dispatchMethod=printTra... 6/15/2018 Page 1 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 06/15/2018 11:00:16 AM CREDIT CARD SALE VISA CARD NUMBER: *****w****4295 K TRAN AMOUNT: $1,751.02 APPROVAL CD: 00496D RECORD #: 000 CLERK ID: Rachelle X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy hap s ://c las sic .convergepay .comNirtualMerchant/transaction.do?dispatchMethod=printTra... 6/15/201 8 / 1 f DESCRIPTIONS - n .�. PermitTRAK �- ACCOUNT QUANTITY - PAID $888.57 D18-0109 Address: 415 BAKER BLVD BLDG Apn: 0223100080 $888.57 Credit Card Fee $25.88 Credit Card Fee R000.369.908.00.00 0.00 $25.88 DEVELOPMENT $862.69 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R14281 R000.345.830.00.00 0.00 $862.69 $888.57 Date Paid: Wednesday, April 18, 2018 Paid By: ERIC W PETERSON Pay Method: CREDIT CARD 11814Z Printed: Wednesday, April 18, 2018 9:44 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �,2 / Oht • o T% oidpection om__v*' Address: U 9077 014&-s. SY-ille Date Called: V ,--- Special Instructions: lV A 0 e-ir" -At re. N DatgWan2?� 2''2/'` VP li ! jam}/ p.m. Requester: Phone No: 2 4 Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: act' (Sea 6t-gyerw- Date: Q REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Dig -Dla? PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pr ject: - `�, , , l 1 `�3 L/1 Tyke o' Inspection: 1- 41/41140 -Z - Ad Date`�atCCalllleedd: Special Instructions: 1� ct _ C51, --00.,c_ / DateteWanted: o (, a.m? p.m. Requete_�1� ester: J Phone No: Approved per applicable codes. COMMENTS: ll', rkk‘‘lUI FidP/134 /LSD7orrections required prior to approval. /i /%4 J I; Pt AA/r4-L. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: iei., SvriewriR Type of Inspection: fbv 0 44-77c Address: ,(07 44-101g &V.D Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTSs t ajfl- Povn0DhDvN or' CM,O►r ©,dam/ Inspector: 35-5 Date: 7 -P --t 8 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION DIF? -0109 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro 1,1_,.s.,..4‘..4 Typeegf Inspection: 1-0041. VA Autres - 7D (, Cdr,i tre- Date Called: LI Sppecial Instructions: p LIM Bmtce.r BLVCE Date Wanted: 61- lC ` Zoo f a.m p.m. Requester: Phone No: LJApproved per applicable codes. Corrections required prior to approval. COMMENTS: ic901-(;‘-j__ 3f( I e ri trtro rt Z, Wee- A -t Kr, %✓i_p'„..✓" f- /l72pvo vac- ()c % L3 ow( b .lL. -f est- $ ovo o•� * 04_70 Crrane_ o " / A(S K 3/7 )*yak Inspecto Date: Z-5/ REINSPECTION REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD, Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 / �/ " s Project: 37)zC� 1 Type of Inspection: / i � Address: ji Suite #: 4t"� / 1/vei ' Ct2-#6ntact ga ice,v- /5/140 Person: SpecialInstructions: Phone No.: Approved per applicable codes. F-7 Corrections required prior to approval. COMMENTS: 5c Gzr/v l.r/ ror 81z Needs Shift Inspection: Date:.'f2 / /( Sprinklers: ( Fire Alarm: Hood & Duct:i\lip.., Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:. —/2/1 Date:.'f2 / /( Hrs.: ( TI $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 LINDEN LcOMANSA April 6, 2018 Mr. Dean Hunter Alliance Residential Company 1325 4th Avenue Suite 1300 Seattle, WA 98101 Re: The Sterling Southcenter Tukwila, WA REVIEWED FOR CODE COMPLIANCE APPROVED JUN112018 City of Tukwila BUILDING DIVISION Dean, Per our telephone conversations with Travis we confirm that the embeds, fixing angles and associated hardware designed and manufactured by Linden- Comansa for the ES72 foundation are adequate for Toads imposed. Please call with any questions. Linden Comansa America, LLC 1 �efMI;t kJenna FILm limes Dennis Kenna, Managing Partner CORRE TION LTR# D18 -opo P.O. Box 1079 Pineville, North Carolina 28134 Tel 704. 588-7729 Toll Free 800. 589-7980 www.Iindencomansaamerica.com RECEIVED CITY OF TUKWILA MAY 22 2018 PERMIT CENTER r.Ne rs —fes ;1 T Ob' 4141i ON- ec4 0.44 Iu -41110- Mo. 00-F Jo - 1 � N ^ CO 1111 all ''":111FAIliinIeWeed/0130001010. Oak r•�1 Il S.6k'>>S. CO c) 28.5 ft -.18.2 fti..- 22 6 fl ..I 0091 01 (0 L'6ZZ 04n+ 00Z'S Et1,Z OS6'S OSS'9 9'964 00S`L OSZ'9 V094 O9Z`6 064,4 01,91, 00644 OM. El. 91ti4 0L9'tt 0,O`St Z'lE4 060`9; OOL`L; 8',1,4 OPL`9! 069`0Z nn,nnnvnM ul cv nt ZU w W A Y 171C CV EMO Z▪ E REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILCING DIVISION 0 0 Er tr, 0) w tttispjakitir$ H0-1 a 0 0 0 N J CO DS.1308.07.IA LoanUN CENTER co co n_ co a) as CL co co CL t0 2 2 N N U .0 m E (0 07 E E (0 =a 40 (0 N C) En' (0 (i)VC CD O Q' a E E p,m Q Q (00 O O CD _ 'V' O 06 _ O Ct) O M N11) NCO .O CD CO CD c5 0)0 0~ 0 0Co .- to m ti O 0 O CO O 0 r- t0 r- CO r- h. 4 13 0 Q CO 0 Q O uo 212 D co VI. 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O. w y N 5 F- 03 0) a -cc-5 3 � p y O p 0 0 CL C C c co -p N co 0 OU h C z CV CO C ''S N m 0• ao a O 0 1.0 w N W m 170 Q N CVO �o t. o C W cZ cl PIS REVIEWED FOR BODE COMPLIANCE 2 APPROVED co CCS 0 IC City of Tukwila LDING DIVISION JUN 11 2018 .2 0o 020 0011 IB ASSEMBLY / DISMANTLING ANCHOR BASE ERECTION Levelling can be -either done using a template or a mast section (Fig. 2) Pour concrete, vibrate to eliminate air -pockets and settle correctly. Before erecting crane, ensure that concrete is duly cured to prevent possibility of movement. Connect to ground the anchor base. See instructions in chapter "ELECTRICAL INSTALLATION" PERVAT CENTER 4 to 4 FFEVIEWED FOR CCE COMPLIANCE ;APPROVED JUN 11 2018 lity of Tukwila BUfLDING DIVISION 3 0 V 020 0071 IA ASSEMBLY/DISMANTLING FIXING ANGLE FOUNDATIONS a ZZ 1114 Z O 3u 4= w 0, r a) ca 0 0 0 a) ca CL E 0) co z Q a) O 0) Oct, 1 .411 0 0CL uj 2r9 a Y 1.0 CDD N 0 CO M COCO Q 11) ll, N- (p Q .r K E Q cr r X V (0 1 o 1- r X O W N. 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E as O co Generador / Generator / Generateur / Generator 1 Generatore / reHeparop 115 kVA 150 kVA 170 kVA 170 kVA Tension de alimentacion / Operating voltage / Tension de service / Betriebsspannung I Tensione di alimentazione /- HanpmeHHe NcTo' HHKa fHTaHHA > N .L m co COO POTENCIA / POWER / PUISSANCE / LEISTUNG / POTENZA / MO114bHOCTb Traslacion / Travel / Translation / Verfahrbewegqung / Traslazione fXoq (2x) TRA -7.5 Giro / Stewing / Rotation / Drehbewegung / Rotazione / FToeopor (2x) GFU-7.5 Carro / Trolley / Chariot / Laufkatze rCarrelo / rpy3oean TeneKKa CFU -7.5 Elevacion / Hoist / Levayge I Hub / Sollevamento / McXaHH3Ma(no beM) EFU4-37-30 EFU5-50-30 EFU6-65-30 EFU6L-65-30 0091 07 n° Ref. h 3 S24 6.6 18.0 4 TS25 6.6 18.0 5 S25 6.6 18.0 g,_, Fuera de servicio / Out of service / Hors service / Ausser Betrieb / Fuori servizio / B cTauIOHapHOM COCTOAHIIN 1\ _ 11\\\\ /-�\'(� 3XR52.. 218 kip 5XR72.. 196 kip 3XR52.. 148 kip 5XR72.. 300 kip En servicio / In operation / En service / In Betrieb / In servizio / Ilpi pa6oTe Fuera de servicio / Out of service / Hors service / Ausser Betrieb / Fuori servizio / B cTauIOHapHOM COCTOAHIIN x .ea E N 2 O C Y o O i) coU a) 0 C ca ca Q O U a) CD > ca U U "O a) CD c U Q U N co ca .� 0 0 m g a) v c � 0 m :co U'0 Q W o E U N N N E CCv- = C9 E -c a) N N (0 LO If SISIZI-91.1S rn Cr) LI - CV REVIEWED FOR CODE COMPLIANCE APPROVED ED Ieg -J 0 C (II iffif:_s_NN) C co XX L()t!) 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O act, project name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD TUKWILA. WA S6168 Eq PURR aubmhma/rawio0a BUILDING PERMIT SUBMITTAL 10.31.17 drawing 071 GROUND LEVEL LANDSCAPE PLAN *smite hiermatien DATE 10.31.17 SCALE SEE PLANS DRAWN VW JOB P 17-006 sheet number L1.00 Driveway revision prior to start 01 oncrete for truck access Pnmary Access for concrete trucks & Pumps PSE Vault emporary Power station rmIers for Subcontractors REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 POINT OF CONNECTION: COORDINATE WI'1 CIVII. AND RIUMBING City of Tukwila BUILDING DIVISION Drrvewav revi5�on nor to concrete NORTH 0 10' 20' URBAL` ARCHITECTURE 1938 Fairview Avenue East sum lac Seattle, WA 98102 infolaurbalarthitecture.com www.urbalarchitecture.com 206-257-0972 le o•-••• cannllont Jago N w 1- 0 13 —41 R N] ! g;$ prepcl Oslo. STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE BAKER015 BOULEVARD Y Pan 0,borItt0s/nsOMane BUILDING PERMIT SUBMITTAL 10.31.17 drawing 80. GROUND LEVEL IRRIGATION PLAN drawing nlsma DA 10. 1.17 CALE 5EE PLA DRA JOB a 1]006 PR num L1.01 DCI EnGIfEERS Seattle Portland Spokane t San Diego Austin Irvine 8 Eugene San Francisco Anchorage c RHO DOLE:MN 1Y C. STRUCTURAL CALCULATIONS STERLING SOUTHCENTER TOWER CRANE PERMIT- REVISED �C�MoEWE JUN 0 7 2018 REID MIDDLETON, INC. Prepared for: Urbal Architecture 1938 Fairview Avenue East, Suite Seattle, WA 98102 '°°REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2018 City of Tukwila BUILDING DIVISION May 30, 2018 DCI Job Number 17041-0175.00 601 W. Riverside, Suite 600 Spokane, Washington, 99201 Phone (509) 455-4448 Service Innova,ion Value DCI enGlneeRs Project No Sheet No. Project Date Subject /Ower %ra v - By 154-11, R ETH �v5 Hr,G1i,- CS -q -a. Ih s a F ©cl i OG SEfa-LA Ce5- Pf 273 iL3 2S 1� 24ti 6 —J �52ktipS n�= sr.S AXIAL LOAD. PLEASE REFERENCE NEW PRINT OUT OF CONCEPT WHIC H INC LUDES THE DEAD LOADING. NOTE_ PrizriIT- w cRA1<1i� ALRC-A-OY ACCe.PTt(.,�- 411-AG/4 RAM L-4t.GuZATIG10S 1-10 w M I !`! N t'err- S L Ar a A fZ E,4 R E Q` D 1=6 tR 1 C)w 612. G ILA r -I E P t_Acs I -A. C For_ PLEASE NOTE FOUNDATION IS A FULL MAT SLAB, THE ORIGINAL FOUNDATION PERMIT INC LUDED ALL THE TOWER CRANE LOADS ALSO. LC 1600 LINDEN IV) COMANSA 16 LC 260 26,460 Ib 3.98t 56.48 -1' 23594 26.58--.4.214►22.6ft- 16.4ft1..-32.8*-+4-32.8ft-r►-32.8�3288 .j---32.8ft--41...-32.84-.1 16.48 t1.4.3,011 h' 's' �' 1111VAV>7A/lVAVAVA7AWArATAVAT,Tj PAVi`►iViVAYAYAVAYi,YiYAVAVATiTAViTAViVAVIY..i3.911-5-,0211 ru 2 yr EC86 107 118 48.28 . C(8 116 144)11.58 tl>8211 AMA *0191 1 MOM 1 *01125 q 44,4•1.6ft *101 AIM Ati110 041 1411 A0191 AW83A *91110 00161 1 001151 140 441191 1 *AMA A011/1A 60161 A011 1 811151 1 *0158 ' \ AIWA ( A11161 A11151 0411951 A11101 1 1111834 1 A41171A *0 M04; 001191 *0083 1 *11710 Cr r• L -114.88 14.88 k- -a 19.7 ft i— CL XA XR XA XR ES R aPow.►Lift m v 0 N 17,700 16,090 131.2 Lei r r <o co O▪ f 1 N I• pp l N N o �, Ib a e u 144 0 Ib (.4O N 0 0 0 DS.1308.07.IA 08115 16 LC 260/26,460 Ib C E EN 14439 (C125) 0 0 m 1 0 DIAGRAMA DE CARGAS Load chart f Diagramme de charges /Lastdiagramm / Diagramma di carico / gearpaMMMapacnpepeneHHo Harpy3KH R (ft) 229.7 213.3 196.9 180.4 164.0 147.6 131.2 114.8 49.5 65.6 72.2 85.3 89.2 95,1 105.0 114.8 121.4 131.2 137.8 147.6 154.2 164.0 170,6 180.4 187.0 26,46019,07017,04013,96013,23 13,23011,84010,71010,050 9,190 8,690 8,020 7,630 7,100 6,790 6,350 6,080 54.8 65.6 72.2 85.3 91,9 99,1 106.3 114.8 121.4 131.2 137.8 147,6 154.2 164.0 170.6 160.4 187.0 26,460 21,54019,29015,830 14,510 13,230 13,230 12,130 11,400 10,450 9,880 9,130 8,690 8,090 7,740 7,250 6,940 61.0 65.6 72.2 85.3 91.9 98.4 110.6 119.1 121.4 131.2 137.8 147.6 154.2 164.0 170.6 180.4 187.0 26,46024,40021,87018,010 16,510 15,210 13,23 13,230 12,960 11,880 11,240 10,410 9,920 9,240 8,840 8,290 7,960 68.9 72,2 85.3 91.9 98,4 105.0 114.8 121.4 131.2 137.8 147.6 154.2 164.0 170,6 180.4 ft 26,46024,29020,04018,39016,98015,74014,15013,23013,23012,52011,60011,05010,320 9,880 9,260 Ib 75.8 85.3 91.9 98.4 105,0 114.8 121.4 .131,2 137.5 149.3 154.2 164.0 ft 26,460 23,08021,210 19,600 18,190 16,38015,34014,00013,23 13,23012,74011,90016 82.3 91.9 98.4 105,0 114.8 121.4 1311 137.8 146.0 ft 26,460 23,390 21,630 20,080 18,12017,000 15,50014,640 13,67 Ib 84.0 91.9 98.4 105.0 114.8 121.4 129.6 11 26,460 23,900 22,110 20,52018,52017,37016,09 Ib 83.7 91.9 98.4 105.0 113.2 fl 26,460 23,790 22,000 20,440 18,74 Ib (Ib) 26,450 13,230 196.9 203.4 213.3 219.8 229.7 ft 5,730 5,510 5,200 5,000 4,740 Ib 196,9 203.4 213.3 ft 6,550 6,310 5,950 Ib 196.9 ft 7,500 lb DIAGRAMA DE CARGAS POWERLIFT Load chart Powerlift/ Diagramme de charges PowerLift 1 Lasldiagramm PowerLift /Diagramma,di carico PowerLift / pliarparaMa:pacope)eneHHA Harpy3K0 PowerLift. R (ft) 229.7 213.3 196.9 180.4 164.0 147,6 131,2 114.8 52.2 65,6 72.2 82.0 88.6 94.2 102.4 114.8 121.4 131.2 137.8 147.6 1542 164,0 170,6 180.4 187.0 196.9 203.4 213,3 219.8 229.7 ft 2646020,33018,19015,63014,26013,23 13,230 11,640 10,930 10,010 9,480 8,750 8,330 7,760 7,410 6,940 6,660 6,260 6,020 5,690 5,490 5,200 Ib 58.4 65.6 72.2 82.0 88.6 98.4 105.6 115.2 121.4 131.2 137.8 147.6 154.2 164.0 170.8 180.4 187,0 196.9 203.4 213.3 ft 26,460 23,150 20,750 17,880 16,340 14,40013,23 13,23012,46011,42010,80010,010 9,520 8,860 8,490 7,960 7,630 7,190 6,920 6,550 Ib 65.3 72.2 82.0 88.6 98.4 105.0 114.8 118.4 129.3 137.8 147.6 154.2 164.0 170.6 180,4 187.0 196.9 ft 26,460 23,660 20,410 18,670 16,510 15,300 13,76013,23 13,230 12,320 11,420 10,870 10,140 9,700 9,100 8,750 8,250 Ib 71.9 82.0 88.6 98.4 105.0 114.8 121.4 130.6 142.7 147.6 154.2 164.0 170.6 180.4 ft 26,460 22,800 20,86018,470 17,130 15,43014,440 13,23 13,230 12,740 12,150 11,330 10,850 10,190 Ib EC NI MO Mechanisms /Mecanismes /Anlriebe/ Mec 81.7 88.6 98.4 105.0 114.8 121.4 131.2 137.8 148.6 26,460 24,120 21,38019,86017,92016,80015,340 14,460 13,230 89.2 98.4 105.0 114.8 121.4 131.2 137.8 146.0 26,460 23,680 22,00019,86018,65017,04016,09015,040 91,2 98.4 105.0 114.8 121.4 129.6 11 26,460 24, 23 0 22,530 20,350 19, 09017, 70 lb 90.9 98.4 105.0 113.2 fi 26,46024,16022,460 20,61 lb 1,50 EFU4-37.30 50 hp 26,460 17,640 0,820 Ib m ft/min c0 4,850 nismi / MexaH113MbI re - Cale 2,620 ft EFU5.50-30 67 hp 230 820 410 :b } 480 640 820 bi 1,540 3,090 1626 164.0 ft 13,23013,100Ib fi Ib (Ib ) 26,450 13,230 OHO 2,620 ft EFU6-65-30 87 hp 26,460 17,640 0,020 880 1 760 4,30 EFU6L-65-30 87 hp Wein 24 ;I- 880 1,760 i DS.1308.07.IA 06/15 16 LC 260/26,460 Ib MECANISMOS Mechanisms IMecanismes /Antriebe / Meccanbmi / hiexaHastil' CFU -7.5 10 hp 0 c 306 ft/mkt GFU-7.5 2x10 hp 0 0 0,7 rpm POTENCIA/ POWER /PUISSANCE/ IEISTUNG 1 POTENZA MOU(bHOCTb TRA -7.5 ri 2x 55 R•Ib /1111 78 ft/min rraslacion/Travel/Translation r Verlahrhtrvegung /1Ro Traslazlone /Xop 3XR52 5XR72 POTENCIA/ POWER /PUISSANCE/ IEISTUNG 1 POTENZA MOU(bHOCTb Tension de almenlxfen/ Op tAiI1g voltage/Minion diSSefnte78MilibsspapWng / TMIS enf 8 almenfitlono r HanpexeHHe uaovenea mason Generador/Generator/ Genereteur/Generator/ Generatore I feeeparop Elevacion8Hoist /Lavaggee /Huh / Sotievmnnte / Tun messieurs (noAreu) Cana /Trolley /Chariot r Laukatze /Carreto / rpy:oeaa Tenexas Giro/s latierl 1 Oreh / Rotaziepe / par rraslacion/Travel/Translation r Verlahrhtrvegung /1Ro Traslazlone /Xop EFU4-37-30 CFU -?.5 (2x)GFU-7.5 (2x)TRA-7.5 480 V 3ph 60 Hz 115 kVA EFU5-50-30 150 kVA EFU68530 170 kVA EFU6L-65.30 170 kVA ALTURAS BAJO GANCHO. . Heights under hook I Haulms sous crochet / HakenhtShell /Akezza sotto gancio / BwooTB nog *nom 211,6k 01° 3 3 3XA52 3XR52 5XA72 5XR72 GRUA ARRIOSTRADA 6raced;crane 1 Grue a entretoisement / Abgespannter Kran Grue corata 1 HapaullreaeMb11;1 kpals TRA-7.5VC 2x 55 Mb 78 ft/min 5XR72 / Opl10nell// En option / Kauloollm 06.6ft 3XA52 5XA72 A max 95.5 168.6 A min 77.4 96.4 B max h (ft) 72.2 TS25 72.2 8 ruin - 54.1 - 54,1 C max 115.1 115.1 115.1 97.1 H max 210.6 282 8 283.6 337.9 TRA-7.5VC 2x 55 Mb 78 ft/min 5XR72 / Opl10nell// En option / Kauloollm 06.6ft ES52 ES72 A max 27,6 49,6 Amin 22,1 27,6 B max h (ft) 722 TS25 72.2 B min - 54.1 - 54.1 C max 115.1 115,1 115.1 97.1 H max 205.7 277 9 277,9 332.0 TRA-7.5VC 2x 55 Mb 78 ft/min 5XR72 / Opl10nell// En option / Kauloollm 06.6ft 2 max. En servicio / N_operation En service I In Betrteb / In servizio / flpm pa6ore 3XR52.. 218 kip 5XR72 196 kip Fuera de servido / Out of service/ Hors service /Ausser Betrieb / Fuari servizio /9 crauioeapHou COCTORHtt1 3XR52.. 148 kip 5XR72.. 300 kip {Memel climbingg crane.! Grue sue,e4Oge de teli4copp a Intkteute 1 Krait mit ktettem im Geb8ude / Gru xt rempante In eayedio pati=o :OnriOAbBMOM CLI1 Otras zonas de viento, allures superiores, arriostramientos o Irepado intemo consulter / Other wind zones , additional hook heights, tie frames or internal climbing on request 1 Autres zones de vent, des hauleurs supplementaires, entretoisemenls ou grues avec cage de telescopage i rterieure, sur demande / Andere Wndzcnen, weitese Hakenhthen, Abspannungen zum Gebaude oder Klettem im Gebaude auf Anfrage / Per zone con vetocla del vento particolari, altezze superiori, ancoraggi o rampanle in cavedio, consultare it fabbricanle I Rpm ppyrsx ampeHHblx 30Hax, ape 6enbwoei nbIcme, np/en3'<ax K J,e aHAxl WW1 HapasIseanne xpaHa euyrpn 9anwn npoxoecynn,TNpyllrecb c HaMH OC�n n° Ref. r l h 7. 3 S24 6.6 18.0 h (ft) 4 TS25 6.6 18.0 5 S25 6.6 18 0 -I 1-.-91 (ft) 1xS25=1xS25M 2 max. En servicio / N_operation En service I In Betrteb / In servizio / flpm pa6ore 3XR52.. 218 kip 5XR72 196 kip Fuera de servido / Out of service/ Hors service /Ausser Betrieb / Fuari servizio /9 crauioeapHou COCTORHtt1 3XR52.. 148 kip 5XR72.. 300 kip {Memel climbingg crane.! Grue sue,e4Oge de teli4copp a Intkteute 1 Krait mit ktettem im Geb8ude / Gru xt rempante In eayedio pati=o :OnriOAbBMOM CLI1 Otras zonas de viento, allures superiores, arriostramientos o Irepado intemo consulter / Other wind zones , additional hook heights, tie frames or internal climbing on request 1 Autres zones de vent, des hauleurs supplementaires, entretoisemenls ou grues avec cage de telescopage i rterieure, sur demande / Andere Wndzcnen, weitese Hakenhthen, Abspannungen zum Gebaude oder Klettem im Gebaude auf Anfrage / Per zone con vetocla del vento particolari, altezze superiori, ancoraggi o rampanle in cavedio, consultare it fabbricanle I Rpm ppyrsx ampeHHblx 30Hax, ape 6enbwoei nbIcme, np/en3'<ax K J,e aHAxl WW1 HapasIseanne xpaHa euyrpn 9anwn npoxoecynn,TNpyllrecb c HaMH OC�n Hs a 1,310It Amax (n) Amin (ft) 133.9 ft 7x S15 + CLS15-1 55.1 29.5 115.8 ft 61515+CLSIS-1 463 29.5 97.8 ft 5x S15 -1-CLS-15-1 37 4 23.0 DS.1308, 07JA 08/15 16 LO 260/26,460 Ib Iii ea, h (fl) I.- (rt) re Ref, 0 h 14 S15 5.2 18.0 15 CLS15-1 52 10.2 lxS15=1xS15M DS.1308, 07JA 08/15 16 LO 260/26,460 Ib ALTURAS ES E -Specie) heights 1$1148ux hHuteurs El.#ttff hce Neh(ar pgivi1 ftei»rdate.per aitezxe.speelai t &i>ratagtikr.0 }toikeVC9M1 288.1 ft 3025 3 3 3 3 3 4 5 5 6 8 10 11 11 0 12 0 7.2 0 12 V 1--I 26.2 ft L a 77(A6A3-72 306.1 ft Occas 3 3 3 3 4 5 5 5 8 10 12 12 13 14 7 228 14 "r--1 32.8 f- 1OXA83.72 226.78 OCR 262.8 ft 244.8 ft C10.5 3 3 3 3 3 4 5 5 9 3 3 3 3 3 4 5 5 5 7 8 9 10 11 ( P332 1 I PD4.2 ES73-72 ES43 72 ES63 72 280.8 ft -,c H cus 3 3 3 3 3 4 5 6 5 8 I0 11 1t 12 12 335.0 ft OcC2s 3 3 3 T 8 10 12 12 12 12 13 14 14 14 14 14 14 I POS ( i)0( ( ES6A3.72 ES83 72 th 0,211- Olras wnas da viento o enures S1lpenores consulter 1 Olherwin d zones or addlbonal hook heights on request / Autres zones de vent ou des heuteurs suppltrhentaires surdemande 1 Andere t/Nndzonen oder weftere Hakenhahen auf Anfrage / Per zone con velocite del yenta particolari o altezze superiors consultare it fabbricante / fp11 ppyrHx aeTpeHHblx 3oHax 0 npu 66nbwol3 eblcore npox0Hcynbrupyirrecb c HaMH p%� LINDEN ��0 COMANSA Construccfones Metalicas COMANSA S. A. Tel : (+34) 948 335 020 / Fax:(+34) 948 330 810 / E•mail: into@comansa corn Poligono Urbizkain, Ctra Aoiz n°1 31620 Huarte (Navarra), SPAIN DS.1308.07JA 00115 1t 6 LC 260/26,460 Ib Reserva de modificaciones. Subject to modifications. Modifications reservees. Konstruktionsenderungen vorbehalten 11 Fabbricante si riserva la facolte di apportare modifiche. Bo3Mosnibl NOMeHBHHS n° Ref. IP h if Ref. 0 h n° Ref. A h n° Ref, 0 h I./ di h (ft) 3 S24 6.6 18.0 6 TMS35525 82 3.3 10 TD34 8.2 18.0 13 10368 8.2 180 `'_. 4 TS25 6.6 18.0 7 535 82 18.0 11 D34 8.2 18,0 14 D36 8 2 180 5 S25 66 18.0 8 TD33A 8.2 18.0 12 035 8.2 18.0 --I I-0 (ft) 9 D33 82 18.0 1xS25=1xS25M Olras wnas da viento o enures S1lpenores consulter 1 Olherwin d zones or addlbonal hook heights on request / Autres zones de vent ou des heuteurs suppltrhentaires surdemande 1 Andere t/Nndzonen oder weftere Hakenhahen auf Anfrage / Per zone con velocite del yenta particolari o altezze superiors consultare it fabbricante / fp11 ppyrHx aeTpeHHblx 3oHax 0 npu 66nbwol3 eblcore npox0Hcynbrupyirrecb c HaMH p%� LINDEN ��0 COMANSA Construccfones Metalicas COMANSA S. A. Tel : (+34) 948 335 020 / Fax:(+34) 948 330 810 / E•mail: into@comansa corn Poligono Urbizkain, Ctra Aoiz n°1 31620 Huarte (Navarra), SPAIN DS.1308.07JA 00115 1t 6 LC 260/26,460 Ib Reserva de modificaciones. Subject to modifications. Modifications reservees. Konstruktionsenderungen vorbehalten 11 Fabbricante si riserva la facolte di apportare modifiche. Bo3Mosnibl NOMeHBHHS • 6 6 6 6 6 6 6 6 6 6 6 6 LC 1600 LINDEN l�J COMANSA 16 LC 260 26,460 Ib FM ECM 107 CFMI16 AM195 AMISI NOWA AMI77A AM161 AM151 AMMO A51125 molt SMI6177525 S25J ,�, Ir td. 42•IO ►'i r 111. r Confgurac ones de plums ver Jib configuration see Configurat ns e Niche voyez AuslegerKambination siehe Combmazioni di braccio vedere CMOTperb K0HIj1Hrypall18O CTpenbi ALtuRASBAflOGAN.c$ . Heightir under hook 1 H oauteurs sous erobhet`/Hskenbtlhen lAitezza.sotto gancio! H1001a nap.Kpi0X 11 DS.1308.07 138.5 ft 0025 211.6 ft 0025 5 5 5 S 0 a 6.211 6.2 ft 5 !_ — J__.M T.1i8ez Tj1ft 7�z 5 3XA72 5XA72 3XR72 5XR72 205.7 n Ocas 5 5 5 5 5 5 5 5 5 5 S l PS ( ES72 IF C E EN 14439 (C/25) I -4 h (ft) -i .. (ft) If Ref, 0 h 5 S25 6.6 18.0 xS25=1xS25M Otras zonas de viento o alturas superiores consulter / Otherwind zones or additional hook heights on request / Autres zones de vent ou des hauteurs supplAmentaires sur demande 1 Andere lAindzonen oder welfare Hakenhohen auf Anfrage / Per zone comvefoCita del vento particolari o altezze superiori consultare it fabbricante 1 Rpm ppyrux earpeHHbtx 3OHax o npH 66nbwoH aware npaxoHcynbntpyirrecb c HaMH LINDEN `J COMANSA Construcclones Metalicas COMANSA S. A. Tel: (+34)948335020 / Fax: (+34)948 330 810 1 E-mail: info@comansa.com Potigono Urbizkain, Ctra Aoiz n°1 31620, Huarte (Navarra). SPAIN 3220.10242.IA 08115 16 LC 260/26,460 Ib (HTE 1C000351A) Reserve do modificacionos. Subject to modifications. Modifications reservees Konstruktionsanderungen vorbehalten I1 Fabbricante si riserva la facolla di apportare modifiche. Bo3MoeHbl HxMeHeHna. n LINDEN `J COMANSA ASSEMBLY / DISMANTLING ANCHOR BASE ERECTION 020 0011 IB LC 1 Excavate_ Prepare 4 levelling blocks for the fixing angles. (Fig. 1) Levelling Blocks (Fig. 1 i J 2 Place fixing angles and locate re -bars. Level. Levelling can be -either done using a template or a mast section (Fig. 2) 3 Pour concrete, vibrate to eliminate air -pockets and settle correctly. 4 Before erecting crane, ensure that concrete is duly cured to prevent possibility of movement. 5 Connect to ground the anchor base. See instructions in chapter "ELECTRICAL INSTALLATION' Tensioning wiresfor levelling v/ • Fig. 2 .y �~> 1 1 1 Rev' A 08/15 Construoolonos Motailoas COMANSA S. A. V°13° 3/020 / 7 n LINDEN J COMANSA ASSEMBLYIDISMANTLI NG FIXING ANGLE FOUNDATIONS 020 0071 IA EPS52 Max. permitted height tolerance between feet in any axis: ±1/32" ALWAYS use either a mast section or COMANSA - built template to locate the fixing angles. I1 ATTENTION: Check the anchoring feet position in relation to the X and Y axes. A AxA (ft) Q (kip) 16.4 x 16.4 265 18.0 x 18.0 320 19.7 x 19.7 381 21,3x21.3 448 23.0 x 23.0 518 24.6 x 24.6 595 26.2 x 26.2 677 A l UPPER RODS 10" x 10" 0 LOWER RODS 6" x 6" CONCRETE RESISTANCE 5,000 psi MIN. CONCRETE DENSITY ..... ...._1500 MIN.STEEL RESISTANCE B 500 S WEIGHT OF FOUNDATIONS ........vQ t 1 / 2 Rev: C 15/32 Conetruooiono. Niatalloo■ COMANSA 8. A. V° 6° 3 / 020 / 9 `J C©MANSA ASSEMBLY/DISMANTLING FIXING ANGLE FOUNDATIONS 020 0071 IA EPS52 L ® ANE ANCHORS PER SUPPLIER. SUPPLEMENTAL REINF. FOR THE ANCHORS AS NOTED HERE BY THE SUPPLIER SHALL i . ft ALSO BE PROVIDED. THIS REINF. %Th. IS REFERENCED ON THE STRUCT L L DRAWINGS. ® \\Jf-sI AxA (ft) 2 3 4 5 Material Quantity L Material Quantity L Material Quantity Length Material Quantity Length Material Quantity Length 16.4x16.4 Round 0 5/8" (B 500 S) Mesh 10" x 10" 16.1 ft Round 0 3/4" (B 500 S) Mesh 6" x 6" 16.1 ft Round 0 3/4" (B 500 S) 16 units L=6.56 ft Round O3/4"(B500S) 16 units L=4.04 ft Round 0 3/8" (B 500 S) 16 units L=6.23 ft 18.0x18.0 17.7ft 17.7ft 19.7x19.7 19.4ft 19.4ft 21.3x21.3 21.Oft 21.Oft 23.0 x 23.0 22.6 ft 22.6 ft 24.6 x 24.6 24.3 ft 24.3 ft 26.2 x 26.2 25.9 ft 25.9 ft 2 / 2 Rev: C 15/32 Construoolonss Mstalloss COMANSA S. A. \p Bo 3/020/ 10 LINDEN lJ COMANSA ASSEMBLY / DISMANTLING REACTIONS ON FIXING ANGLES 020 0621 IA 16LC260/26,460 lb Zona C/25 alias ES72 H J SC 13,230 Ib DC 26,460 Ib Mt -Torsional moment (kip - ft) Mv -Overturning moment (kip - ft) P -Weight of crane (kip) Fh -Horizontal reaction (kip) Q -Mass of foundation concrete (kip) e -Excentricity 01 -Pressure on ground (kip/ft2) Qt.d., -Permissible ground pressure (kip/ft2) L -Max. hook radius (ft) SC -Simple trolley (two falls) DC -Double trolley (four falls) H -Hook height A -Foundation dimensions H (ft) IN SERVICE OUT OF SERVICE TOWER L (m) L (m) COMPOSITION 229.7 213.3 196.9 180 • 1 • • l 47.6 131.2 114.8 229.7 213.3 196.9 180 a • 7.6 131.2 114.8 205.7 11x 525 Mv Fh P 2,365 12 207 2,411 12 207 2,642 12 205 2,. 3 .:. 2,773 12 206 '74 12 :07 3,025 12 207 2,969 12 207 4,408 38 202 4,255 37 202 4,223 37 198 4, .4 4,360 25 194 •, 29 4,373 25 25 93 191 4,377 25 188 187.7 10x S25 Mv Fh P 2,154 12 199 2,197 12 200 2,421 11 198 2.' - 11 199 2, 48 11 198 , 43 11 19 2,792 11 200 2,736 11 200 3,607 34 195 3,671 24 1 3,717 2• 190 3, .3 23 190 ,87: 23 187 3,•45 23 186, 3,892 23 183 3,898 23 181 169.6 9x S25 Mv Fh P 1,963 11 192 2,006 11 193 2,225 11 191 2,235 11 192 2,348 11 191ULTIMATE-L6A5 2,536 2,58 11 11 ,529 0 3,214 22 22 NC -FOR- 3,262 22 183 3,310 21 182 3,425 21 179 3,500 21 178 3,450 21 176 3,458 21 174 151.6 8x525 Mv Fh P 1,795 11 185 1,837 10 185 2,050 10 183 2,059 10 184 2,16STHE GIVEN ASSEMB LY. ,849 1CUSED FOR DETERMINING THE ANCHORAGE LOADING 19 1841NT0 THE MAT SLAB. 176 2,900 19 175 3,020 19 172 3,097 19 171 3,049 19 169 3,060 19 166 133.5 7x S25 Mv Fh P 1,646 10 177 1,686 10 178 1.896 10 176 1,904 10 177 2,012 9 176 2,191 9 177 2,234 9 178 2,181 9 178 2,313 18 173 2,418 17 172 2,471 17 168 2,524 17 168 2,649 17 164 2,728 17 164 2,683 17 162 2,697 17 159 115.5 6x 525 Mv Fh P 1,516 9 170 1,555 9 171 1,761 9 169 1,768 9 170 1,873 9 169 2,049 9 170 2,090 9 170 2,037 9 170 1,972 16 165 2,078 15 165 2,133 15 161 2,189 15 160 2,318 15 157 2400 15 156 2,358 15 154 2,374 15 152 97.4 5x S25 Mv Fh P 1,403 9 163 1,440 9 163 1,643 9 161 1,650 9 162 1,754 8 162 1,926 8 163 1,966 8 163 1,913 8 163 1,664 13 158 1,773 13 157 1,830 13 154 1,888 13 153 2,022 13 1.50. 2,106 13 149 2,067 13 147 2,086 12 144 75.4 4x S25 Mv Fh P 1,305 8 155 1,343 8 156 1,543 8 154 1,549 8 155 1,651 8 154 1,820 8 155 1,859 7 156 1.806 7 156 1,398 11 151 1,508 11 150 1,567 11 146 1,628 11 146 1,766 11 142 1,853 11 142 1,817 11 140 1,838 10 137 Mt 243 243 243 243 243 243 243 243 0 0 0 0 0 0 0 0 1/1 Rev: A 15/32 Conatruoolones Motallaas COMANSA S. A. V° B° 3/020/ 13 .5 N.„ * �. Sterling South - MAT Foundation temp tower craneACl-2014.cpt 5/30/2018 RAM Concept © 2017 Bentley Systems, Inc. RAM Concept'" is a trademark of Bentley Systems 6.4 Table of Contents Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Units 3 Signs 4 Materials 5 Loadings 7 Load Combinations 8 Design Rules 21 Detailing Rules 22 Load History 23 Mesh Input: Standard Plan 24 Other Dead Loading: Point Loads Plan 25 Ultimate Wind East Loading: All Loads Plan 26 Ultimate Wind North Loading: All Loads Plan 27 Service LC: D + L: Std Deflection Plan 28 Service LC: D + L: Max Soil Bearing Pressure Plan 29 Service LC: D + Lr: Std Deflection Plan 30 Service LC: D + Lr: Max Soil Bearing Pressure Plan 31 Service LC: D + Lr: Min Soil Bearing Pressure Plan 32 Sustained Service LC: Std Deflection Plan 33 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx Plan 34 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My Plan 35 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max Mx Plan 36 Factored Wind LC: 1.2D + flL + 0.5Lr - 1.0W: Max My Plan 37 Factored Wind LC: 0.9D + W: Max Mx Plan 38 Factored Wind LC: 0.9D + W: Min Mx Plan 39 Factored Wind LC: 0.9D + W: Max My Plan 40 Factored Wind LC: 0.9D + W: Min My Plan 41 Factored Wind LC: 0.9D - W: Max Mx Plan 42 Factored Wind LC: 0.9D - W: Min Mx Plan 43 Factored Wind LC: 0.9D - W: Max My Plan 44 Factored Wind LC: 0.9D - W: Min My Plan 45 Design Strip: Latitude Design Spans Plan 46 Design Strip: Longitude Design Spans Plan 47 Design Status: Status Plan 48 Design Status: Top Reinforcement Plan 49 Design Status: Bottom Reinforcement Plan 50 Table of Contents - 2 Units Geometry Unit. Plan Dimensions: feet Angles: degrees Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip -ft - Report As Zero: 0 kip -ft Spring and Stiffness Unit Point Force Spring: kips/in Point Moment Spring: k -ft/° Slab Analysis Unit Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Materials Unit Concrete Volume: yd3 Reinforcement Weight: tons PT Weight: pounds Miscellaneous Unit Floor Area: ft2 Tendon Angles (for friction): radians Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Slab Thickness: inches Elevations: inches Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Line Force Spring: ksi Line Moment Spring: k/° Moment: kip -ft - Report As Zero: 0 kip -ft Moment Per Width: Kips - Report As Zero: 0 Kips Reinforcing Area: in2 Tendon Profile: inches Cover: inches Density: pcf Support Dimensions: inches Support Height: feet Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Area Force Spring: pci Area Moment Spring: it/ft° Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches PT Force: Kips Reinforcing Stress: ksi Elongations: inches Units - 3 Signs r /74 Positive Loads Positive Analysis e64/1) Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 1-1 Positive Reactions Z 1411.82/ Signs - 4 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Materials Concrete Mix Mix Density Density For fci fc fcui fcu Poisson User Eci User Ec Name (pct) Loads (pcf° (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (Psi) 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (int) (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) 1/2" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/2" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System lacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long -Term Losses Name (ksi) (inches) Friction (1/feet) (1/radians) (ksi) 1/2" Unbonded 216 0.25 0 0.0014 0.07 22 1/2" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (int) (ksi) (ksi) Coating Ld/Db Ld/Db Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code Materials - 5 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Materials (2) SSR Systems Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System SSR System Name 072) (inz) Spacing (inches) Spacing (inches) (ksi) Increment (inches) Per Rail Type 3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 Rail 1/2" SSR 0.196 1.96 0.5 None 50 0.25 2 Rail 5/8" SSR 0.307 3.07 0.5 None 50 0.25 2 Rail 3/4" SSR 0.442 4.42 0.5 None 50 0.25 2 Rail Ancon Shearfix Auto-S)ze217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 10 mr6.1217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 12 mn6.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mr61.2386 2.147 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 16 mn6.3116 2.805 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 20 mn6.4869 4.383 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 24 mr1).7012 6.311 0.5906 None 72.52 0.03937 2 Rail Materials - 6 Loadings Loading Name Self -Dead Loading Balance Loading Hyperstatic Loading Temporary Construction (At Stressing) Loading Other Dead Loading Live (Reducible) Loading Live (Unreducible) Loading Live (Storage) Loading Live (Parking) Loading Live (Roof) Loading Snow Loading Ultimate Wind North Loading Ultimate Wind East Loading Ultimate Seismic North Loading Ultimate Seismic East Loading Type Self -Weight Balance Hyperstatic Stressing Dead Dead Live (Reducible) Live (Unreducible) Live (Storage) Live (Parking) Live (Roof) Snow Ultimate Wind 1 Ultimate Wind 2 Ultimate Seismic 1 Ultimate Seismic 2 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Analysis On-Pattem Factor Normal 1 Normal 1 Hyperstatic 1 Normal 1 Normal 1 Normal 1 Normal 1 Normal 1 Normal 1 Normal 1 Normal 1 Normal 1 Normal 1 Normal 1 Normal 1 Off -Pattern Factor 1 1 1 1 1 0 0 0 0 0 1 1 1 1 1 Loadings - 7 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Load Combinations All Dead LC Active Design Criteria: <none> Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Other Dead Loading 1 Dead + Balance LC Active Design Criteria: <none> Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Initial Service LC Active Design Criteria: Initial Service Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1.13 Temporary Construction (At Stressing) Loading 1 Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 1 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Service LC: D Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Load Combinations - 8 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Load Combinations (2) Service LC: D + Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Roof) Loading 1 Service LC: D + S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Snow Loading 1 Service LC: D + 0.75L + 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service LC: D + 0.75L + 0.75S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0..75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Load Combinations - 9 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Load Combinations (3) Service Wind LC: D + O.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.6 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Wind LC: D - 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.6 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Wind LC: D + 0.75L + O.75Lr + 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service Wind LC: D + 0.75L + 0.75Lr - O.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Load Combinations - 10 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Load Combinations (4) Service Wind LC: D + 0.751 + 0.75S + 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Wind LC: D + 0.751 + 0.75S - 0.45W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.45 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Wind LC: 0.6D + 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.6 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Wind LC: 0.6D - 0.6W Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.6 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Load Combinations - 11 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Load Combinations (5) Service Seismic LC: D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.7 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: D + 0.75L + 0.75S + 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Seismic LC: D + 0.75L + 0.75S - 0.525E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.525 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Load Combinations - 12 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Load Combinations (6) Service Seismic LC: 0.6D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Seismic LC: 0.6D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 0.5 Live (Storage) Loading 1 Live (Parking) Loading 0.5 Live (Roof) Loading 0.5 Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.4 Hyperstatic Loading 1 Other Dead Loading 1.4 Factored LC: 0.9D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 13 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Load Combinations (7) Factored LC: 1.2D + 1.6L + O.51r Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Live (Roof) Loading 0.5 Factored LC: 1.2D + 1.6L + O.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 Factored LC: O.9D + 1.6L + O.51r Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Live (Roof) Loading 0.5 Load Combinations - 14 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Load Combinations (8) Factored LC: O.9D + 1.6L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 Factored LC: 1.2D + f1L + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 1.6 Factored LC: 1.2D + fiL + 1.65 Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 1.6 Load Combinations - 15 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Load Combinations (9) Factored LC: 0.9D + fiL + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 1.6 Factored LC: 0.9D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 1.6 Factored Wind LC: 1.2D + fiL + 0.5Lr + 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 0.5 Load Combinations - 16 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Load Combinations (10) Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Live (Roof) Loading 0.5 Factored Wind LC: 1.2D + f1L + 0.5S + 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.5 Factored Wind LC: 1.2D + fiL + 0.5S - 1.0W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.5 Load Combinations - 17 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Load Combinations (11) Factored Wind LC: 1.2D + 1.6Lr + 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Roof) Loading 1.6 Factored Wind LC: 1.2D + 1.6Lr - 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Roof) Loading 1.6 Factored Wind LC: 1.2D + 1.6S + 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Snow Loading 1.6 Factored Wind LC: 1.2D + 1.6S - 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -0.5 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Snow Loading 1.6 Factored Wind LC: 0.9D + W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 18 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Load Combinations (12) Factored Wind LC: 0.9D - W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Wind -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Factored Seismic LC: 1.2D + fiL + f2S + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.7 Factored Seismic LC: 1.2D + fiL + f2S - E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Snow Loading 0.7 Factored Seismic LC: 0.9D + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 19 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Load Combinations (13) Factored Seismic LC: O.9D - E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -1 Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations - 20 Design Rules Code Minimum Desig 318-14 Min. Reinforcement User Minimum Desig Specified Min. Reinforcement Initial Service Desigi 318-14 Initial Service Design Service Design 318-14 Service Design Include detailed section analysis Sustained Service Desigr 318-14 Sustained Service Design Strength Design 318-14 Strength Design Punching Shear Design Ductility Desigr 318-14 Ductility Design Soil Bearing Desigi None Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Design Rules - 21 Detailing Rules Custom Span Detailing Rules R1 x max(La,L) 111 x max(La,Lb) Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 *R1 x max(Lb,5Jc) R2 x La R2 x Lb x max(Lb,SLc) A,B,C A,B,C La D,E,F R2 x Lb Rule A A 5 B C C D 0 E E F F Name Fraction R1 Fraction R1 Fraction RI Fraction R2 Fraction R2 Fraction R2 None 0 0 0 0 0 0 0 0 0 0 0 0 "A", 'B" and "C", are support reinforcement sets, based on the peak reinforcement in the support zone. "D", "E" and "F", are span reinforcement sets, based on the peak reinforcement in the span zone. "*Rl" is never taken as greater than 0.2 when multiplied by Lc (or Lcc). "Fraction" is the ratio of set reinforcement to peak reinforcement. It is always in the 0.0 to 1.0 range. Detailing Rules - 22 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Load History Duration Total Age Load History Step Name Load Combination (days) (days) Maximum Short Term Load Service LC: D + L 30 33 Sustained Load Sustained Service LC 5000 5033 Final Instantaneous Load Service LC: D + L 0 5033 Load History - 23 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Mesh Input: Standard Plan Mesh Input: Beams; Beam Priorities; Slab Areas; Slab AreaT hicknesseRF§Jaib Area Concrete Models; Slab Opf Scale = 1:180 KFz=150 t=60 t4t6 6 t=60 5000 psi 5 $11si 5000 psi t=22 5000 psi KFr=1 KFs=1 KFz=150 t , KFr=1 KFs=1 KFz=150 KFr=1 KFr=1 KFs=1 KFs=1 KFz=150 KFz=150 Mesh Input: Standard Plan - 24 Sterling South - MAT Foundation temp tower craneAQ-2014.cpt - 5/30/2018 Other Dead Loading: Point Loads Plan Other Dead Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Val Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Co Scale = 1:180 Fz=49Fz=49 Fz=49Fz=49 Other Dead Loading: Point Loads Plan - 25 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Ultimate Wind East Loading: All Loads Plan Ultimate Wind East Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point 1 Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Co Scale = 1:180 Fz=396z=-396 Fz=396z=-396 Ultimate Wind East Loading: All Loads Plan - 26 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Ultimate Wind North Loading: All Loads Plan Ultimate Wind North Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Co Scale = 1:180 Fz=396z=396 z= -396e=-396 Ultimate Wind North Loading: All Loads Plan - 27 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Service LC: D + L: Std Deflection Plan Service LC: D + L: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Service LC: D + L - Vertical Deflection Plot 0.004 0.008 0.012 0.016 0.02 0.024 0.028 0.032 0.036 Min Value = 0.003962 inches @ (137.6,156.2) Max Value = 0.04187 inches @ (113.7,131.9) 0.016 0.016' 0.0240.028-- 0.D1 0.02 - 0.024 0.028 0.028 0.030.032,. 0.024 u.ur 0.02 0.02`` 8 Service LC: D + L: Std Deflection Plan - 28 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Service LC: D + L: Max Soil Bearing Pressure Plan Service LC: D + L: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Service LC: D + L - Area Spring Vertical Reactions Plot (Maximum Values) 160 240 320 400 480 560 640 720 800 Min Value = 85.58 psf @ (137.6,156.2) Max Value = 904.4 psf @ (113.7,131.9) 20 400 4e0' 480" 560 720_ 0 Service LC: D + L: Max Soil Bearing Pressure Plan - 29 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Service LC: D + Lr: Std Deflection Plan Service LC: D + Lr: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Service LC: D + Lr - Vertical Deflection Plot 0.006 0.009 0.012 0.015 0.018 0.021 0.024 0.027 0.03 Min Value = 0.003442 inches @ (137.6,156.2) Max Value = 0.03567 inches @ (111.8,131.7) 0.0 0.021 0.02 ,,tom 0.018ro' 0.028.0217_,0.018• 0.015^ 01 I nn��012 vuI 15 Service LC: D + Lr: Std Deflection Plan - 30 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Service LC: D + Lr: Max Soil Bearing Pressure Plan Service LC: D + Lr: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Service LC: D + Lr - Area Spring Vertical Reactions Plot (Maximum Values) 140 210 280 350 420 490 560 630 700 Min Value = 74.35 psf @ (137.6,156.2) Max Value = 770.4 psf @ (111.8,131.7) 350 490 490 90420 r-,560'630 Service LC: D + Lr: Max Soil Bearing Pressure Plan - 31 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Service LC: D + Lr: Min Soil Bearing Pressure Plan Service LC: D + Lr: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Service LC: D + Lr - Area Spring Vertical Reactions Plot (Minimum Values) 140 210 280 350 420 490 560 630 700 Min Value = 74.35 psf @ (137.6,156.2) Max Value = 770.4 psf @ (111.8,131.7) 4 3511. I 490 490 _ 490420 �. 28 560'"' 630 49490__ 350'' 8(28'; Service LC: D + Lr: Min Soil Bearing Pressure Plan - 32 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Sustained Service LC: Std Deflection Plan Sustained Service LC: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Sustained Service LC - Vertical Deflection Plot 11111110.004 0.008 0.012 0.016 0.02 0.024 0.028 0.032 0.036 Min Value = 0.003702 inches @ (137.6,156.2) Max Value = 0.03877 inches @ (113.7,131.9) 0.01 T 0.016 0.024 su.u28+-- 0.03 0.008 003 .028 0.02 0.02 9.016:. i - -0.02 0.032 0.028 0.024_0.02. 0.0161 Sustained Service LC: Std Deflection Plan - 33 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx Ph Factored Wind LC: 1.2D + f1 L + 0.5Lr + 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 1.2D + f1 L + 0.5Lr + 1.0W - Bending Moment Plot (Maximum Values) (X -Axis Direction) One Contour = 2 Kips Min Value = -1.857 Kips @ (120.2,128.5) Max Value = 141.4 Kips @ (113.7,134.4) 11 0 .�-10—�10 --20. -- _ ,. �_-30 40- 7-301' /50 :9 9_.., ) 30• '24V0 5� 12013 I 0 i (: 50 60 . _- 50 y:441113601. -.---____,-=)- (11 � ~20; I`ve �60-.80_ :� _--- r 40,---__-4-0._-_:-_____Y `� �-30 / _�20 - ,L 20 10 f �10� 1 I r Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max Mx Plan - 34 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My PIE Factored Wind LC: 1.2D + f1 L+ 0.5Lr + 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 1.2D + f1 L + 0.5Lr + 1.0W - Bending Moment Plot (Maximum Values) (Y -Axis Direction) One Contour = 2 Kips Min Value = -18.02 Kips @ (117.4,127.8) Max Value = 136.3 Kips @ (113,133.9) 0� 0 10 0 10:. j2i K11020 80, 20 10 '0 \ /i�'✓, 100 II _30 __.10 .rlr Factored Wind LC: 1.2D + f1L + 0.5Lr + 1.0W: Max My Plan - 35 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max Mx Plai Factored Wind LC: 1.2D + f1 L + 0.5Lr - 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 1.2D + f1 L + 0.5Lr - 1.0W - Bending Moment Plot (Maximum Values) (X -Axis Direction) One Contour = 2 Kips Min Value = -1.451 Kips @ (109.8,134.2) Max Value = 149.9 Kips @ (116.6,128.1) 10 �302o i 20 /, 119Co0100 � j?f° 60 H‘: 13 X4110 ( 80 -' 60 211rr0 40 <` 3022 { 20,20 10 x`10- Factored Wind LC: 1.2D + f1L 4 0.5Lr - 1.0W: Max Mx Plan - 36 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max My Plai Factored Wind LC: 1.2D + f1 L + 0.5Lr - 1.0W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 1.2D + f1 L + 0.5Lr - 1.0W - Bending Moment Piot (Maximum Values) (Y -Axis Direction) One Contour = 5 Kips Min Value = -25.02 Kips @ (113,134.8) Max Value = 143.1 Kips @ (118.6,132.9) -\ 75 125\ 25, 50 �L�=50l 0' r Factored Wind LC: 1.2D + f1L + 0.5Lr - 1.0W: Max My Plan - 37 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 0.9D + W: Max Mx Plan Factored Wind LC: 0.9D + W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 0.9D + W - Bending Moment Plot (Maximum Values) (X -Axis Direction) One Contour = 2 Kips Min Value = -13.57 Kips @ (120.2,128.5) Max Value = 128.3 Kips @ (113.7,134.4) o- > Factored Wind LC: 0.9D + W: Max Mx Plan - 38 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 0.9D + W: Min Mx Plan Factored Wind LC: 0.9D + W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 0.9D + W - Bending Moment Plot (Minimum Values) (X -Axis Direction) One Contour = 2 Kips Min Value = -67.59 Kips @ (112.7,127.5) Max Value = 78.39 Kips @ (111.1,133.8) 0U �C30 40 `' 70 20.2'=" /0((' `nF-30 20 -40, 20 -10-- - Factored Wind LC: 0.9D + W: Min Mx Plan - 39 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 0.9D + W: Max My Plan Factored Wind LC: 0.9D + W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 0.9D + W - Bending Moment Plot (Maximum Values) (Y -Axis Direction) One Contour = 2 Kips Min Value = -24.8 Kips @ (117.4,127.8) Max Value = 130.3 Kips @ (113,133.9) 50 x(30 [ / 20 1 J1.1; a 3011. 80 , 130 , app 10 MM 20 14v4 994 I t �N0 r10 X101 `y :3030L Factored Wind LC: 0.9D + W: Max My Plan - 40 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 0.9D + W: Min My Plan Factored Wind LC: 0.9D + W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 0.9D + W - Bending Moment Plot (Minimum Values) (Y -Axis Direction) One Contour = 5 Kips Min Value = -69.7 Kips @ (118.6,132.9) Max Value = 96.4 Kips @ (113,134.8) 0 �0� D - Factored Wind LC: 0.9D + W: Min My Plan - 41 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 0.9D - W: Max Mx Plan Factored Wind LC: 0.9D - W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 0.9D - W - Bending Moment Plot (Maximum Values) (X -Axis Direction) One Contour = 2 Kips Min Value = -12.8 Kips @ (109.8,134.2) Max Value = 137.3 Kips @ (116.6,128.1) �o- Factored Wind LC: 0.9D - W: Max Mx Plan - 42 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 0.9D - W: Min Mx Plan Factored Wind LC: 0.9D - W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 0.9D - W - Bending Moment Plot (Minimum Values) (X -Axis Direction) One Contour = 2 Kips Min Value = -60.58 Kips @ (113,134.8) Max Value = 79.49 Kips @ (119.2,128.8) Factored Wind LC: 0.9D - W: Min Mx Plan - 43 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Factored Wind LC: 0.9D - W: Max My Plan Factored Wind LC: 0.9D - W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 0.9D - W - Bending Moment Plot (Maximum Values) (Y -Axis Direction) One Contour = 5 Kips Min Value = -30.36 Kips @ (113,134.8) Max Value = 135.6 Kips @ (118.6,132.9) Factored Wind LC: 0.9D - W: Max My Plan - 44 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Factored Wind LC: 0.9D - W: Min My Plan Factored Wind LC: 0.9D - W: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Elen Scale = 1:250 Factored Wind LC: 0.9D - W - Bending Moment Plot (Minimum Values) (Y -Axis Direction) One Contour = 2 Kips Min Value = -65.3 Kips @ (110.8,131.6) Max Value = 91.66 Kips @ (117.4,127.8) ro) ...„,--_____0___ `0=Q �_-.-- -10 / / - , C10� 10 -20 / (--60(' 1 / 20.3 2050'+) 10 `..� 0io `` • ..T' I. -3050- L30 SN ! . 10 �:�30; — - Factored Wind LC: 0.9D - W: Min My Plan - 45 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Design Strip: Latitude Design Spans Plan Design Strip: Latitude Span Boundaries; Latitude SSs; SS Numbers; Latitude DSs; DS Numbers; Latitude Strir Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Co Scale = 1:180 2-3 2-2 2-1 1-3 Design Strip: Latitude Design Spans Plan - 46 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Design Strip: Longitude Design Spans Plan Design Strip: Longitude Span Boundaries; Longitude SSs; SS Numbers; Longitude DSs; DS Numbers; Longitt Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Co Scale = 1:180 Design Strip: Longitude Design Spans Plan - 47 Sterling South - MAT Foundation temp tower craneACl-2014.cpt - 5/30/2018 Design Status: Status Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Si Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Co Scale = 1:180 ch VO M 2C-3 2C-2 OK 4 OK OK (non-standard section) 0 0 1C-1 OK OK 1 OK (non-standard section) U t (7 Up 2C-1 3 OK OK N Y v0 1 C-3 2 OK OK V Design Status: Status Plan - 48 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Design Status: Top Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Si Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Co Reinforcement: Top Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reini Scale = 1:180 1 l 4t co Tr co 1 #8 T. ,- 0 #8 T. 31#8 T. 14 #8 T. 18 #8 T. 16 #8 T. Design Status: Top Reinforcement Plan - 49 Sterling South - MAT Foundation temp tower craneACI-2014.cpt - 5/30/2018 Design Status: Bottom Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Si Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Co Reinforcement: Bottom Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated R Scale = 1:180 0o ao CO CO G 21 #8 B. 24 #8 B. co o co W 115 #8B- $ #g . 9#8 B. 18#8 B. 20 #8 B. am co M 16 #8 B. 509. Go Design Status: Bottom Reinforcement Plan - 50 1N1 MIN AINN INN - EfGIr1EER5 Washington Oregon California L' Texas 5/31/2018 Alaska Colorado 3 Montana Alliance Pacific Northwest Builders Attn: Randy Wentworth Re: Tower Crane Foundation Design — Sterling Southcenter Dear : Randy DCI Engineers has provided the structural foundation design for the tower crane at the Sterling Southcenter project located at 415 Baker Boulevard, Tukwila, Washington. Design was provided to accommodate a 16 LC 260 Linden Comansa tower crane with a horizontal reach of 164 feet and an ES72 tower with a height of 205.7 feet. Loads for the design were provided by the tower crane supplier. The foundation is supported by improved soil and bearing pressures have been reviewed by both the Geotechnical Engineer and Soil Improvement Engineer. Design was performed in accordance with applicable design codes as adopted by the City of Tukwila, Washington. Sincerely, DCI Engineers Anthony Sorentino, PE Project Manager RECEIVED CITY OF TUKWILA JUN 18 2018 r, 7 W ?no Avenue SLc.are. WA 99201 P+iore 5 Y1 - t,14tENTER se, v ce I^rova'ioonnVa'- 18-010 PanGE® Geotechnical and Earthquake Engineering Consultants 3213 Eastlake Ave E Ste B Seattle, WA 98102 Tel: (206) 262-0370 Fax: (206) 262-0374 Project No. 17-120 Page No. 1 of 2 Report No. 05 Date / Day of Week May 29 & 30, 2018 / Monday & Tuesday Project Name 415 Baker Boulevard Location or Address 415 Baker Boulevard, Tukwila, WA Owner CRP/AR Tukwila Owner, LLC Permit No. D17-0330 Weather Partly Cloudy, 60s Architect Urbal Architecture Aggregate Pier Subcontractor: Geopier Northwest PanGEO Field Rep. Christian Venturino A PanGEO representative was on site on and to monitor temporary erosion control Tower Crane Subgrade Preparation May 29th and 30th, 2018, to observe measures. The following documents we observed the condition of understand will occur on the afternoon that the general contractor, JR exposed aggregate piers, as well of May 30th, we did not observe re -compacted with the jumping jack. of less than 1 inch into the top of the piers. the piers and matrix soils have been with the specifications Summary the tower crane footing subgrade our observations. the tower crane subgrade prior to of May 30`11. In our previous Hayes, had used a "jumping jack" as the surrounding soils after any standing water or noticeable Using a 1/2 -inch diameter steel compacted subgrade between the reasonable densified with the outlined in the Geopier design general accordance with the the tower crane was adequately information from the allowable bearing pressure of pressure of 4,000 psf under ED ITVtion Vfi»V, the During our site visits on May 29th and 30th, the placement of the rat slab, which we report (PanGEO Field Report #04) we noted compactor to re -compact the top of the excavation. During our visit on the morning disturbances to the subgrade since it was soil probe (T -probe) we observed penetrations piers, and minimal penetrations into the Based on our observations, the tops of jumping jack compactor and are in accordance drawings. Tower Crane Foundation Subgrade Verification PanGEO observed the installation of the Geopiers, which were installed in project plans and approved changes, and confirmed the footing subgrade for re -compacted with a jumping jack compactor per the project plans. Based on structural engineer, the tower crane footing was sized based on a maximum 3,000 psf under the deepened Brave footing, and a maximum allowable bearing the mat foundation portion of the tower crane foundation. Based on informai` 17-120 - 415 baker blvd - fr#05 - 2018.05.30.docx JUN 182018 PERMIT CENTER FIELD REPORT improved footing subgrade is suitable to support the bearing pressures used for the design of the tower crane footing. Photo 1. View of the tower crane foundation subgrade prior to rat slab placement on May 30th, 2018, looking northeast. Signed: 17-120 - 415 baker blvd - fr#05 - 2018.05.30.docx Page 2 of 2 Reviewed: PanGEO, Inc. hayremcelroy eo SPECIAL INSPECTION DAILY REPORT Project Information Contract Information Date: 6/4/2018 Permit No: D17-0300 Project Name: Sterling Southcenter (Marvelle) Contract Duration: -- Project No: 18-985 Reviewed by: G. Hayre 1' DFR No: 2018.06.0450 Date Reviewed: 06/05/2018 Project Location: 415 Baker Ave, Tukwila Revised Duration: -- Client: Broadstone Tukwila Alliance LLC Contract Calendar Days Used: -- Contractor: Alliance Contract Calendar Days Remaining: -- Work Conditions Inspection Type (s1/ Coverage Temperature 67 degrees Documents Referenced: Weather Partly cloudy IBC Chapter 17: Site Condition Good Site Equipment: Structural Masonry CI Structural Steel/Welding El Foundation/Soils Ct Structural Steel/Welding 0 Auger Cast Pile t3 Lateral Wood Framing in, Reinforced Concrete Post -Tensioned Concrete D Shotcrete Post -Tensioned Concrete l' Light Gauge Steel I: Fire -Proofing. Location and Description of Inspection Performed final reinforcing steel inspection prior to concrete placement of the Foundation Level tower crane footing at 3.8 -4.4&D -F.3 and found reinforcing steel to conform to the approved plans and specifications. Inspector noted that the 16 missing #3 vertical reinforcing steel bars with hooks top and bottom noted as not installed by the City of Tukwila Building Official had been substituted with #8 vertical reinforcing steel bars top and bottom and spliced full length. Observed, sampled, and tested placement of 319 yards of Stoneway concrete mix design #665174 for placement at the above location. Concrete was placed by pump truck. Mechanical vibration was used during placement. Cast 3 sets of 5- 4"x8" concrete test cylinders representative of the above placement. Additional field cured concrete test cylinders (7) were also cast representative of the above placement for full strength (6,000psi.) verification testing prior to tower crane erection tentatively scheduled for 6/11/18. Set #1: Slump 7'/4", air temp 62 degrees, concrete temp 77 degrees, time 1:20p.m. Set #2: Slump 7", air temp 65 degrees, concrete temp 76 degrees, time 2:25p.m. Set #3: Slump 7 3/4", air temp 66 degrees, concrete temp 77 degrees, time 3:30p.m. items requiring correction HMA inspector Print Name Scott O'Malley HMA Representative Signature _4, c CITY OF TUKWILA JUN 18 2018 Page 1 of 1 PERMIT CENTER 2757 152nd Avenue NE Redmond, WA 98052 r'- 425.869-6750 25.869-6761 PROJ ECT: Marvelle DATE: June 4, 2018 CLIENT: COMPRESSIVE STRENGTH DATA REPORT Sterling Southcenter SPECIFIED STRENGTH: Pour Location: Cast By: Sampled At. (yd3): Time Batched: Time Sampled Broadstone Tukwila Alliance 6,000 psi at 28 days 3.8 -4.4&D -F.3 Scott O'Malley 308 of 319yds. 3:10p.m. 4:10p.m. SET F/C's Dig^oloci hayrem:eLr-oy —o HMA PROJECT No.: 17-941 BLDG PERMIT No.: CONTRACTOR: SUPPLIER: GRID/ELEV: Mix No: Load Size: Samples. Cast ASTM C31 D17-0300 Alliance Stoneway Foundation Level Crane ftg. 665174 11 yards yd3 5-4"x8" concrete cylinders STED Concrete: 4x8 2 6x12 ❑ Slump ASTM C143 Concrete Temp ASTM C1064 Cement Content Max. Aggregate P' ^.ontent ASTM C231 N/A % L Weight ASTM C138 N/A lbs/ft3 7 3/4" inches 77 deg. F 6.38 sacks 3/4" Ticket No. Truck No. Ambient Temp 8697750 480 66 deg. F Water/Cement ratio: 0.34 Grout: 2x4 ❑ Cement Fine Aggregate 1 Fine Aggregate 2 Coarse Aggregate 3/8 Silica Fume Flyash/Slag Total Water Admix 1 delvo Admix 2 glen Admix 3 Admix 4 Recycled Water Water Water Added on Site 605 1251 0 1913 0 110 242 35 40 0 0 82 81 11 lbs. lbs. lbs. lbs. lbs. lbs. lbs. oz./ oz./ oz./ oz./ lbs. lbs. lbs. COMPRESSIVE STRENGTH TEST DATA (ASTM C39. C1231. C780. C1019 SAMPLE No. LAB No. TEST AGE DATE OF TEST AVERAGE DIAMETER MAXIMUM LOAD (Ibs) AVERAGE CROSS SECTION AREA (inch) COMPRESSIVE STRENGTH (psi) TYPE OF FRACTURE (required if strength below specification) A 23796 3 6/7/18 4.00 61120 12.56 4870 3 B 23796 4 6/8/18 4.00 64590 12.56 5140 5 C 23796 7 6/11/18 D 23796 w/c h E 23796 w/c h R[COVED ,....._1,nr ri 1Lel ai17 Average PSI g at 28 days y JUN 18 zui Date Received In Lab: 6/5/18 Compressive Strength 04/01/06 revised 7/23/14 Tested By: Shalvin Raju PERMIT CENTER Reviewed By: Gee Hayre 1111011Lii- KENT CRANE IN5PECTICIN SERIN/MILS Seattle Office: 11520 42' Ave S Tukwila, WA 98168 May 31,2018 Mr. Del Bennett Superintendent Alliance Pacific Northwest Builders 1325 4th Ave., Suite 1005 Seattle, WA 98101 Re: Alliance, Sterling at Southcenter Pre -Erection Inspection Dear Mr. Bennett: 4811 South 150th Street Tukwila, WA 98188 206-556-1060 www.kentengineering.com Sterling at Southcenter Linden Comansa 16LC260 Crane Serial No: 16684 Kent Crane Inspection Services was hired by Alliance Pacific Northwest Builders to provide third party pre -erection inspection of the Linden Comansa owned 16LC260 tower crane, serial number: 16684. The subject tower crane will be erected at the Sterling Project jobsite in Tukwila, WA. The inspection was performed according to WAC 296-155, ASME B30.3, Fed OSHA 1926, AWS D1.1 and other applicable standards. These regulations and requirements cover all components of the crane. The requirements address control systems, welds, fasteners, structural evaluations, and lift components, among other items Kent Crane Inspectors and Engineers are experienced in crane design and failure analysis. Our inspectors have been trained to perform a complete and thorough assessment of your crane. This assessment includes evaluation of weld anomalies and their effect on performance and long term reliability. Structural components and fasteners are assessed for degradation due to corrosive attack or wear. Kent Crane is experienced in identifying common electrochemical corrosion cells and projecting the rate of environmental degradation. Findings: At the time of the inspection there were no visible defects or other anomalies noted. 4811 South 150`h, Tukwila, WA 98188 www.kentengineering.com RECEIVED CITY OF TUKWILA JUN 18 2018 PERMIT CENTER Re: Alliance, Sterling Pre -Erection Inspection KENT CRANE IN ON[aTIQN SERVICES Summary: Kent Crane Inspection was onsite at Linden Comansa in Centrailia, WA for the pre - erection inspection of the 16LC260 tower crane to be erected at the Sterling Project jobsite. The pre -erection visual inspection included all jib sections, counter jib sections, cab, pendants, ladders and platforms, hook block, trolley, counterweights and tower sections, prior to their delivery to the jobsite. All components were found in good condition. If there are concerns regarding this report or this machinery, please contact Derek Bohn at Kent Crane Inspection Services 206-556-1060. Sincerely, Kent Crane Inspection Services, LLC. Michael Oliver Inspector/Process Manager 206-290-9067 Michael.Oliver(c%kentengineering. com Our inspection and renort is advisory only and is exclusively limited to the matters stated herein. KCTS has CNA oeen requested to and does not warrant the mercnantahiuty or tiuiess of Inc equipment wr its uucndect use, and we make no representations with regarding thereto. KCIS has not analyzed the materials used in or construction of' the equipment other than as stated above and expresses no opinion thereon. KCIS does not accept responsibility for any damages whether personal injury, property damage or otherwise, arising from the ownership, rental, possession or use of equipment. 4811 South 150th, Tukwila, WA 98188 www.kentengineering.com Reid iddleton June 7, 2018 File No. 262018.005/00202 Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Sterling Southcenter — Tower Crane Foundation (D18-0109) Dear Mr. Hight: t: yr ouognaw, RECEIVED CITY OF TUKWILA, JUN 15 2016 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant has responded successfully to our comments. Drawing Revisions New structural drawing sets were submitted in response to our plan review. These sets are enclosed and should replace any previous sets submitted with the original permit submittal. The new drawing sets are dated April 6, 2018. The submittal is a phased project and includes several sheets that have been provided for information only and do not bear a review stamp. These sheets are applicable to the design of the building and have been reviewed in the previous phases of the project. The stamped sheets are S0.01, S0.02, S0.03, S0.04, S1.01A and S3.02. Special Inspections, Submittals, Tests, and Structural Observation The submittal is a phased project. Requirements for geotechnical special inspections and tests, structural special inspections, structural deferred submittals, structural tests, and structural submittals have been provided in the Foundation Only review (D17-0330) and the Building review (D17-0300). Please refer to our letters dated January 12, 2018, for the Foundation Only review and January 22, 2018, for the Building review for further information. Special inspections and tests should be performed by qualified special inspectors. Reports, certificates, and other documents related to structural special inspections and tests should be submitted to the city of Tukwila. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Ise Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development June 7, 2018 File No. 262018.005/00202 Page 2 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code as they relate to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 1/601 x91,(4/60-4-4,._ Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Anthony Sorentino, DCI Engineers (by e-mail) Aya Rojnuckarin, Urbal Architecture (by e-mail) Chad Lorentz, Urbal Architecture (by email) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Kevin Ellis, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\ 18 \TK18002R02.docx\sss Reid iddleton DCI E n G I n E E R S Washington Oregon California Texas Alaska Colorado Montana May 30, 2018 Reid Middleton Attn: Sabina Surana 7 •, Lc:4, wi :, , _...i 120.20( LAD MIDDLETON, INC. Re: Building Permit Plan Review- First Submittal Sterling Southcenter — Tower Crane Foundation (D18-0109) Dear Sabina: This letter is prepared to address the comments provided by Sabina S. Surana for the first review of Sterling Southcenter (D18-0109). Specifically, this letter addresses the comment associated with the tower crane foundation permit. The follow is an itemized list of responses to the provided comments. Structural 1. The first sheet shows the "P" loading for the dead load of the crane as provided per the supplier. Apologies for the confusion as the incorrect "line load" print out was provided in the calculations. The design did include dead load but it was not provided in the calculations. Updated calculations include the point loads for dead load showing the accurate loading was used. 2. Please see response to number 1. Calculations have been updated and no changes are required. 3. Correct, the older code was original used. This has been updated in the new calculation and no changes have resulted from this. 4. This will be provided by others. Sincerely, DCI Engineers Anthony Sorentino, PE Project Manager )LVII EWE � JUN 0 7 2018 REID MIDDLETON, INC. 707 W 2nd Avenue I Spokane, WA 99201 Phone (509) 455-4448 Service Innovation Value Cf V: [11:\ DI O5 1, PanGE® r_ rte U %.‘ - ... „ir Geotechnical and Earthquake Engineering Consultants �� IYII `�I �"- ¢ Q,�' ! � 3213 Eastlake Ave E Ste B Project No. ��` Seattle, WA 98102 17-120 _Eage–Na. 1 of 2 Tel: (206) 262-0370 Fax: (206) 262-0374 Report No. Date / Day of Week 05 May 29 & 30, 2018 / Monday & Tuesday Project Name Location or Address 415 Baker Boulevard 415 Baker Boulevard, Tukwila, WA Owner Permit No. 7 Weather CRP/AR Tukwila Owner, LLC D17-0330 — . Partly Cloudy, 60s Architect Aggregate Pier Subcontractor: PanGEO Field Rep. Urbal Architecture Geopier Northwest Christian Venturino A PanGEO representative was on site on May 29th and 30th, 2018, to observe the tower crane footing subgrade and to monitor temporary erosion control measures. The following documents our observations. Tower Crane Sub2rade Preparation During our site visits on May 29th and 30th, we observed the condition of the tower crane subgrade prior to the placement of the rat slab, which we understand will occur on the afternoon of May 30th. In our previous report (PanGEO Field Report #04) we noted that the general contractor, JR Hayes, had used a "jumping jack" compactor to re -compact the top of the exposed aggregate piers, as well as the surrounding soils after excavation. During our visit on the morning of May 30th, we did not observe any standing water or noticeable disturbances to the subgrade since it was re -compacted with the jumping jack. Using a %2 -inch diameter steel soil probe (T -probe) we observed penetrations of less than 1 inch piers, and minimal penetrations into the top of the piers. into the compacted subgrade between the Based on our observations, the tops of the piers and matrix soils .r:;v� ;►f th the jumping jack compactor and are in accordance with the speci_1, drawings. , . . li es U design iu t- cpi: JUN 0 7 2018 Tower Crane Foundation Sub2rade Verification Summary PanGEO observed the installation of the Geopiers, which were ins REID a in MIDDLETON, grneral accaPdance INC. with tl-e project plans and approved changes, and confirmed the footing subgrade for the tower crane was adequately re -compacted with a jumping jack compactor per the project plans. Based on information from the structural engineer, the tower crane footing was sized based on a maximum allowable bearing pressure of 3,000 psf under the deepened crane footing, and a maximum allowable bearing pressure of 4,000 psf under the mat foundation portion of the tower crane foundation. Based on information from Geopier NW, the 17-120 - 415 baker blvd - fr#05 - 2018.05.30.docx O FIELD REPORT a improved footing subgrade is suitable to support the bearing pressures used for the design of the tower crane footing. Photo 1. View of the tower crane foundation subgrade prior to rat slab placement on May 30th, 2018, looking northeast. Signed: 17-120 - 415 baker blvd - fr#05 - 2018.05.30.docx Page 2 of 2 Reviewed: PanGEO, Inc. N Sabina Surana From: Anthony Sorentino <asorentino@dci-engineers.com> Sent: Wednesday, June 6, 2018 2:18 PM To: Sabina Surana Subject: RE: Sterling Southcenter - Tower Crane Foundation (D18-0109) Attachments: Supplemental Calculations for tower crane permit(6_6_2018).pdf; Footing clarification.pdf Sabina, Thank you for contacting me directly. 1) You are correct the reinforcing is beyond the thickened portions. The tower crane footing is defined by the construction joints located around the perimeter which are beyond the thickened portions. As the tower crane footing is part of the overall mat slab we had to define a minimum pour for the tower crane. I added a reference for you in the attached pdf. 2) The overall bearing pressure should have been part of that packet. I added it to the attached pdf(same packet you have) and moved to the last page for reference. I hope sending the pdf is acceptable but if you need that sent as a hard copy please let me know and I will send immediately as this is very urgent. Only change would be the addition of that last page "overall maximum bearing pressure". Thank you again for contacting me directly and expediting you efforts, Anthony Sorentino, P.E. 1 Project Manager DCI Engineers, 707 W 2nd Avenue • Spokane, WA 99201 D: 509.227.5733 • C: 208.610.8054• asorentino@dci-engineers.com From: Sabina Surana [mailto:ssurana@reidmiddleton.com] Sent: Wednesday, June 6, 2018 1:52 PM To: Anthony Sorentino <asorentino@dci-engineers.com> Subject: Sterling Southcenter - Tower Crane Foundation (D18-0109) Anthony, I am wrapping up my review and have couple questions: 1. Pages 49 and 50 of structural calculations appear to show top and bottom reinforcements beyond the 84 -inch and 64 -inch thick mat slab as shown on Sheet S1.01 Foundation Plan. Please verify the extent of design mat slab for the crane. 2. Structural calculation package does not appear to include maximum bearing pressure under crane loadings. Please provide additional calculations or indicate where the calculation resides. Let me know if you have any questions. Thank you, Sabina Surana, PE Project Engineer, Structural Group Reid Middleton Engineers I Planners I Surveyors 1 / \ 728 134"' Street SW 1 Suite 200 1 Everett, 4,, .)8204 Office: 425-741-3800 1 Fax: 425-741-3900 2 • ERSE ]za 4..4,-30 DP THKND SLAB 2 11172' • TYP VENE R CCI C� L 1 F20 F-2 .41/2' r9' F20 _i 600S200 -3 O 24 OC. _ 1 W0005165 N°AT OR, UNO TYP AT ES b ee.---} WAL TYPE IYOP THKND SLA6 -1- 9'51/2. 6-21/2' 2'- Wa12'OP CONC FTS W/ Q1 X_B CONT TIFTG=WO' 12•GONC WALL W/ t410 7/6 140 1600 EW FF CCI OB 729116• 4I 240E THKND SLAB 5'4y .....1.4242 `� � 4011 ! T �•._ - 7. Ile 'vP�T 680 �I KEN TP CONC WALL W/45 A VERT 0 129 EF 45 ROHR 069C EF & ADDL X5 VERT DOWEL 012'00 EF PER 12/53.0' CMU HSS6x6x1/4 VV/ RP 1/2' PE 105302 MATCHLINE PCR 51.010 12' CONC WALL W/ 45 VERT 012'00 EF 6X6 HORI2° 1290 EF6 ADM 46 VERT DQWEI n1 O 12'00 EF PER 1153.01 N� A IT LONG MAT SUB ON ^RADE PER PLAN NOTES T/S,6-268' ZEE s 12'CONC WALL NY K5 VERT* 1 OC EF 6 45 HORIZ ° 23 00 e444-309PTHKND FLAB L. 0 TYR 20 ESE L. H C 12' 00NC yVALL 1,77/45 VERT° 1210CEF6 X5 / HOW t YOC EF & MOL 45 LRT DOWEL O A '2100 EF FER 12/53.01 F22 A 1 6' -lo yr.] F22 1 4 © 111 N m�► '21CONC WALL WIXS VERT O 129C Eft. 05 ~.7 13.0 10109 W05162i361P'OCl JJJ z' -101{I2 MI I® cc /d' WOK THKND SLAB A F'> J CONC TOPPING SLABD 5S/ O 18.0C CTR CENTER AT TOWER CRANd FTG 314' 1 I I LJ 8. CMU WALL W/X5 VERT 0320C 61721 XdN ORIZO 4TH- 'N!C o 1 7'OI1/0 CC A1LL A 'TOT iC.t[RC'vnx[ 1-00' UFP NV ol rl <HE;AT `22'00 }�',`KND SLAB Wl XBW 012'00 EW f ®PPEflMNRAT ETEfl -41 HSS&8.1/4W.' EMBED PEP 353.02 16'.21/131 6005200-3 O 242OC. TYP 4T r000 0NO I TYP AT INT COL r F16 aD 40'00 THKND SLAB 10005162<3 02420C. TIP AT E5 WALL TYPE 9^7 0F. 3013P 304120 SLAB-, El MEE 3.01 41 EER B., 1/2' I in T T F I .\ 1_H `BA'DPTIFIKNO SLAB F 02 MEE 4. 81/4 I q A 2-10114 20 -DP THKND SLAB Pl TOP REINFORCING SCHEDULE NI TOP AND BOTTOM REINFORCING SCHEDULE III 121 MARK QUANTITY REINFORCING LENGTH SPACING REMARKS MARK QUANTIP REINFORCING LENGTH SPACING REMARKS IT 5 1200 W' STD HOOK PP AT SLAB EDGE ITB 45 COM 4'0 PP AT UNSUPPORTED SLAB EDGE 2T 24400 CTRD OVER WALL 2TB PP AT OPENING PER 154 01 3T 60C W 2-0' STAGG. W/ STD HOOK AT SLAB EDGE 319 12.00 W/ 1-0' STAGG. W' STD HOOK AT SLAB EDGE 4T 10 10 07• 600 W 2431 STAGG. W/ STD 900K AT SLAB EDGE 419 410 4'OC LENGTH PER PLAN 5T 65 60C W 2.4 51*6G. W/ STD HOOK AT SLAB EDGE STH 19 32 J' 4.0C NT 1200 LENGTH PER PLA. 6TB ¢'DC LENGTH PER PLAN T BT 12-0' 6405 • ATO0 LENGTH PER PLAN 718 4fi 12'05 PP AT MA -SLAB PERIMETER W'22051656. W/ STD HOOK AT SLAB EDGE BTB 84 16'OC PP AT MAT SUB 9T 16 120' 6'OC W 2 Jr STAGG. W/ STD HOOK AT SUB EDGE 918 12'DC IV/ COUPLERS PER 556.02 ROT XS 1102 1x•011 W 2'-0' STAGG. W/ STD HOOK AT SLAB EDGE 1014 150 12.0 4/04 02 ill 3002 2400 W STD HOOK A' SLAB EDGE 1118 25-0' 4'011 LENGTH PER PLAN 127 /200 LENGTH PER PLAN 1216 /O' /roc 13T 410 4'OC LENGTH PER PLAN BOTTOM REINFORCING SCHEDULE 111 NCM IU REI FORCING NOTED ON PLAN SIN ADDITION TOPPICAL 009100 AND/OR TOP MATS 21 OUANTITY NOTED IS FOR TOP AND ALSO BOTTOM BARS, TOTAL REINFORCEMENT15 DOUBLE WHAT IS NOTED 31 NOT STAGGER PERPENDICULAR TO SLAB EDGE. MARK OUAMIIY REINFORCING LENGTH SPACING REMARKS 1a 3600 EW. 99 01E1 ENTIRE SLAB THICKENED SLAB SCHEDULE 28 45 35-0' 2400 MDL 30 45 4'OC LENGTH PER PLAN 4B 119 60C LENGTH PER PUJ: 5B 60C LENGTH PER PUN 60 46 1210C LENGTH PER PL. 7B 1640' 1200 64 47 1200 LENGTH PER PLM' 94 45 W 51D HOOK AT END 100 10 40C W STD HOOKA, SLAB EDGE /1B a 2400 /28 35-0- 12-05 A001 PPE SIZE LENGTH WIDTH DEPTH REINFORCING COMMENTS FIB 10, 10'0' X800100 EW F20 18' 489010'0 EW F22 1Am X40010'0 EW F24 v'0 14'0 r0 4650100 EW r1OTFC' I TYPICAL MAT REINFORCEMENT PER 2/S301 A A F311ND05TT11N PI AN NOTES' ERE ESE RR i 1 STRUCTURAL GENERAL NOTES, DESIGN CRITERIA ABBREVIATIONS AND LEGEND PER 4001. 50.02. 50.03 AND 5004 2 VERIF' ALL DIMENSIONS AND ELEVATIONS WTH THE ARCHITECTURAL DRAWINGS. 3 CONTRAC2OR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PR.OR TO POURING CONCRETE A -L DOOR OPENINGS IN FOUNDATION WALLS. DRAINS AND SLOPES' 8LOCKOUTS FOR FREEZERS. COOLERS. PLUMBING. SPRINKLERS AND HVAC ALL DUCTS. CHASES AND PIPES PER MECHANICAL PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GU6RDR41L5 PER ARCHFTECTJRAL DRAWINGS 0 -09 OF SLAB /15164/ ELEVATION ASSUMED 26'01. FOR ACTUAL T/SU9 ELEVATION REFER 10 CML AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES PROVIDE FREE DR.VNING GRANULAR FILL PER GEOTECH REPORT. 5. MAT SLAB SHALL BEAR ON IMPROVED SOIL PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES 6. CJ INDICATES CONSTRUCTION JOINT PER PLAN TO BE COORDINATED WITH CONTRACTOR. REFERENCE 15/5302 3/ MATCHLINE R 5' 018 2. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 8 STEEL STAIRS SHALL BE BIDDER -DESIGNED. LINO APPLICABLE DESIGN REOVIREMENTS PER STRUCTURAL GENERAL NOTES. 9 '31010/1. DETAILS PER 1753.01 705301 45302 653 02 55302 106302 13/S3.02 1453.02 12 &17/53.02 19/5404 17/5502 STANDARD HOOKS AND BAR BENDS TYPICAL LAP SPLICE SCHEDULE TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPICAL LAP SPLICE SCHEDULE IMASONR11 TYPICAL REINFORCING IN CMU WALL TYPICAL BASE PLATE CONFIGURATIONS CMU UNTEL SILLS, AND BOLD REAMS TYPICAL CMU CONTROL JOINT DETAIL TYPICAL COLUMN SECTIONS TYPICAL BRICK VENEER ANCHORAGE EKTERIOR NON -LOAD BEARING STUDS URBALO ARCHITECTURE URBANIRURAL 1938 Fairview Avenue East MUM Seattle, WA 98102 infosAurbalarchitecture.com www.urbalarchitecture.com T 206-257-0972 consultant logo DCI 6 1151 FIE 6F56 707 W 2nd Avenue Spokane, Washington (4N2.310 fterscom ,c4V-11_ i aTRU wvw_URAL --- _-purled name STERLING SOUTHCENTER, AN ACTIVE ADULT RESIDENCE 415 BAKER BOULEVARD. TUKWILA. WA DOM Ii %j, JUN 07 018 t;�., REID MIDDLE ON, INC ISOM DAJRNENED LINES DESIGNATE AREA OF WORK ROOF „ LEVEL „ LEVEL 3 LEVEL 1 LEVEL 1 FOUNDATION PLAN - NORTH 880.1)810 PERMIT SET 10.31.1T FOUNDATION ONLY PERMIT AL 2.06 STRUCTURAL RESUBIORTAL STRUCTURAL RESUBIETTAL STRUCTURAL 110 SET BP CLIORDNATION 21110148 SET 03.09.10 86 SET IS skewing MN LEVEL 1 FOUNDATION PLAN - NORTH CUTE Orem. onfonNabon 12.06.17 As indionea DRAWN 080 JOS 17041-0178 60009. 141144-1-00 May 09, 2018 f1 City of Tukwila Department of Community Development AYA ROJNUCKARIN 1938 FAIRVIEW AVE E STE 100 SEATTLE, WA 98102 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0109 STERLING SOUTHCENTER - TOWER CRANE - 415 BAKER BLVD Dear AYA ROJNUCKARIN, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. [ have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Provide full size drawings sheets to scale. Reduced size sheets shall not be accepted. Also refer to General notes above. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D18-0109 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 May 3, 2018 ft - City City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D18-0109 Sterling Southcenter Tower Crane — 415 Baker Blvd Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, 72),10 Bill Rambo Permit Technician encl File: DI8-0109 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Reid iddleton May 25, 2018 File No. 262018.005/00201 Mr. Jeny Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Sterling Southcenter — Tower Crane Foundation (D18-0109) Dear Mr. Hight: roicafUL'`ofo `"I(JC T;j.i&`rl.owJ tzioli i( JUN 012018 Community Development We reviewed the proposed project for compliance with the structural provisions of the 2015 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The design team should address the comments below. The permit applicant should provide responses to the review comments in an itemized letter. The structural engineer should resubmit the following documents: a. Three complete full-sized sets of updated structural drawings. b. Three copies of supplemental structural calculations. The applicant should resubmit documentation directly to Reid Middleton, Inc. Structural 1. The first sheet of the structural calculation package shows the reactions from tower crane loadings on the foundation. The reactions do not appear to include the weight of crane "P" per the Linden Comansa catalog. Structural calculations substantiating the determination of the foundation design loading should be provided for review. See IBC Section 107.1, 1604.1, and 1808.1. 2. The loading plans from the RAM Steel outputs appear to indicate that the crane foundation is designed for applied wind load reactions only. The foundation does not appear to be designed for the weight of the crane. Documentation substantiating the design of the crane foundation should be provided. See IBC Section 1604.1 and 1808.1. 3. The RAM Steel outputs indicate that the crane foundation is designed with the provisions of ACI 318-11. The calculations should be updated, or confirmation EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Jerry Hight, Building Official City of Tukwila, Department of Community Development May 25, 2018 File No. 262018.005/00201 Page 2 should be provided that the updated code will not affect the design. See IBC Section 1808.1 and ACI 318-14 Sections 13.1. 4. Verification should be provided that the crane foundation will be founded on improved soil per the geotechnical report and the foundation -only permit (D17- 0330). Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code and the International Existing Building Code as they relate to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 1v4 --€- Sabina S. Surana, P.E. Project Engineer Corbin M. Hammer, P.E., S.E. Principal Engineer cc: Anthony Sorentino, DCI Engineers (by e-mail) Aya Rojnuckarin, Urbal Architecture (by e-mail) Chad Lorentz, Urbal Architecture (by email) Jerry Hight, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Rachelle Ripley, City of Tukwila (by e-mail) Al Johannessen, City of Tukwila (by e-mail) Kevin Ellis, City of Tukwila (by e-mail) ehw\O:\Plan Review\Tukwila\18\TK18 002R01.docx\sss Reid iddleton / �1 PERMIT WORD COPS f PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0109 DATE: 05/22/18 PROJECT NAME: STERLING SOUTHCENTER -TOWER CRANE SITE ADDRESS: 407 BAKER BLVD Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AT -1S Building Division Public Works ❑ Fire Prevention Structural n Planning Division riPermit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/24/18 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: DUE DATE: 06/21/18 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 =PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0109 DATE: 04/23/18 PROJECT NAME: STERLING SOUTHCENTER - TOWER CRANE SITE ADDRESS: 415 BAKER BLVD X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: S± 18 Building Division IN r N/k ASC, ✓ � Pu lic Works A t4 kwc.��- Planning Division ip Fire Prevention 111 ISM i1/4W G Ii \\46 Structural Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/24/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/22/18 Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg i(.,Fire 0 Ping 0 PW ❑ Staff Initials: we 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 'fukwi la, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwllaW&&ov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 05/21/18 Plan Check/Permit Number: D1 8-01 09 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Sterling Southcenter — Tower Crane Project Address: 415 Baker Blvd Contact Person: Cara Mattson Phone Number: (206) 485-5770 Summary of Revision: _5 full size sets of Structural Drawings; 1st set is original wet stamped set, dated 5/17/18 - other 4 copies are made from this wet stamped set. 2 sets of Structural Calculations - both sets have 1st page wet stamped, dated 5/17/18. 5 copies of Tower Crane information, including wind loads - 11" x 17" 1 copy of Building Permit Application - Signed REC dVED oto -8-i l -W1-A, MAY TZ- 2018 PE ) N f1R- Sheet Number(s): S0.01 - S6.01 - Wet stamped on 5/17/18 "Cloud" or highlight all areas of revision including date of revis{on Received at the City of Tukwila Permit Center by: ES—Entered in TRAKiT on _ 3%1)-16 c.',Userslbilt-rtDesktopaeviswn Submittal Form.doc Revised August 2015 Home Espanol Contact Safety & Health Claims & Insurance 45 Washington State Department of Labor & Industries Search L&I R , iy t3Cia+' A -Z Index Help My L&I Workplace Rights Trades & Licensing ALLIANCE PACIFIC NW BLDRS LLC Owner or tradesperson HARRISON, BRETT ROBERT Principals HARRISON, BRETT ROBERT, PARTNER/MEMBER CT CORPORATION, AGENT WA UBI No. 603 221 710 2525 E. 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