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BLD2014-00032
BUILDING PERMIT APPLIC ION "'Re 1eOOpe: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD14-00032 Received Date: 1/24/2014 SITE ADDRESS: 63 FOUR CORNERS RD PORT TOWNSEND, 98368 OWNER: JEFFERSON TRANSIT PHONE: 1615WSIMSWAY PORT TOWNSEND WA 983683090 SUBDIVISION: Block: Lot: PARCEL NUMBER: 001332009 Section: 33 Township: 30 N Range: 01 W CONTRACTOR: TBD PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOI Jefferson Transit, Building D -Wash Reclaim building TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 30,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: CONST OTHER: 198 SHORELINE: CONST TYPE: GARAGE: SETBACK: DECK: BANK HEIGHT: SEWAGE DISPOSAL: NUMBER OF EMPLOYEES: WATER SYSTEM: BATHROOMS: Exist: Prop: Total: Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $0.00 MEB 01/24/14 Plan Check $0.00 MEB 01/24/14 APPPOV State Building Code $0.00 MEB 01/24/14 Total: $0.00 MAY 0 8 2014 Jefferson County DOD 11flrlcmorL,\daIo1fnrmc1C CI I, Ann Mel rnf 1/97J fllA �, scah r.r.,. DEPARTMENT OF COMMUNITY DEVELOPMENT -: 1,;, 621 Sheridan Street,Port Townsend,W.\98368 Tel 360.379.4450 Fax 360.3%9.4131 Web:www.co.Jefferson.wa.us/communitvdevelopment 41 sw i,,,c- ' E-mail: dcd(ri)co.jefferson.wa.us CERTIFICATE OF OCCUPANCY PERMIT#: BLD14-00032 APPLICANT: JEFFERSON TRANSIT PHONE: 1615 W SIMS WAY PORT TOWNSEND WA 983683090 SITE ADDRESS: 63 FOUR CORNERS RD Issue Date: 05/8/2014 PORT TOWNSEND, 98368 Final Date: 8/20/2015 SUBDIVISION: Block: Lot: PARCEL NUMBER: 001332009 Section: 33 Township: 30 N Range: 1W PROJECT DESCRIPTION: Jefferson Transit, Building D -Wash Reclaim building THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: B TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 8/20/2015 \\tidemark\data\forms\F_BLD_Occupancy.rpt 8/20/2015 SAS O N C'O �, . TEMPORARY CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 4'- 621 Sheridan Street Port Townsend, WA 98368 9'S.li/NG�0 (360)379-4450 FAX (360)379-4451 (800) 831-2678 ,....._ PERMIT#: BLD14-00004 — BLDG A BLD14-00032 — BLDG C BLD14-00005 — BLDG B BLD14-00006 — BLDG D Issue Date 05/8/2014 SITE ADDRESS: 63 FOUR CORNERS RD Inspection Date PORT TOWNSEND, 98368 APPLICANT: JEFFERSON TRANSIT PHONE: 360-385-3020 1615WSIMSWAY PORT TOWNSEND WA 98368-3090 SUBDIVISION: Block: Lot: PARCEL NUMBER: 001332009 Section: 33 Township: 30 N Range: 1W PROJECT DESCRIPTION:JEFFERSON TRANSIT AUTHORITY: Building A- D THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE INTERNATIONAL BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: GROUP B & S1 1 UBC TYPE OF CONSTRUCTION: 5B & 2B I THE PROJECT RECEIVED ITS TEMPORARY SIGN OFF ON THIS DOCUMENT IS VALID FOR 30 DAYS. THE BUILDING MUST RECEIVE A FINAL CERTIFICATE OF OCCUPANCY WITHIN THAT TIME OR THE TEMPORARY OCCUPANCY WILL BE NULL AND VOID. \\tidemark\data\forms\F_BLD_Temp_Occupancy.rpt 7/15/2015 TEMPORARY CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 (800) 831-2678 PERMIT #: BLD14-00032 SITE ADDRESS: 63 FOUR CORNERS RD Issue Date 05/8/2014 PORT TOWNSEND, 98368 Inspection Date APPLICANT: JEFFERSON TRANSIT PHONE: 1615WSIMSWAY PORT TOWNSEND WA 983683090 SUBDIVISION: Block: Lot: PARCEL NUMBER: 001332009 Section: 33 Township: 30 N Range: 1W PROJECT DESCRIPTION: Jefferson Transit, Building D -Wash Reclaim building THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE INTERNATIONAL BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: UBC TYPE OF CONSTRUCTION: THE PROJECT RECEIVED ITS TEMPORARY SIGN OFF ON THIS DOCUMENT IS VALID FOR 30 DAYS. THE BUILDING MUST RECEIVE A FINAL CERTIFICATE OF OCCUPANCY WITHIN THAT TIME OR THE TEMPORARY OCCUPANCY WILL BE NULL AND VOID. .; 1 +iP-jj1O V ED JUN 1 0 2015 Jefferson County DCD 11 tidemark\data\forms\F_BLD_Temp_Occupancy.rpt 6/10/2015 ■ r T ."---•V sov / --- 32-- °02 JEFFERSON COUNTY :# DEPARTMENT OF COMMUNITY DEVELOPMENT „i95 \�,, 621 Sheridan Street I Port Townsend,WA 98368 I Web:wwww.co.iefferson.wa.us/communitydevelopment '".so Tel:360.379.4450 I Fax:360.379.4451 (Email:dcdt co.jefferson.wa.us Building Permits&Inspections i Developm sistency Review I Long Range Planning! Watershed Stewardship Resource Center Master Permit Applicati Building D t,Jc.S 11 +/1ec.-'tbt b\. , MLA: 13-00100 Project Description(include separate sheets as necessary): A new Maintenance,Operatic and dministralion Center for Jefferson Transit Authority,including 3 total structures-Building A,Building B(Fuel Island Canopy)and Bldg C a Bush -wash tent Structure. Tax Parcel Number: 001332009 Property Size: 10.63 (acres/square feet) Site Address and/or Directions to Property: 63 Four Corners Road,Port Townsend,WA 98368.The site is located at the northeast corner of Four Corners Road and Highway 20. Property Owner(s)of Record: Tammi Rubert-Jefferson Transit Authority Telephone:360 385 3020 Fax: 360 385 3021 email: trubert(a?jeffersontransit.com Mailing Address: 1615 West Sims Way,Port Townsend,WA 98363 Applicant/Agent(if different from owner): Samantha Trone Telephone: 360-344-4605 Fax: 360-385-7675 email: strone @citvofpt.us Mailing Address: 250 Madison Street, Suite 2R Port Townsend, WA 96368 • Wltat kind of Permit?(Check each box that applies El Lot or Road Segregation wilding ❑Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor,Major or Reasonable Economic Use) El Single Family ❑ Garage Attached/Detached ❑Conditional Use[C(a),C(d),or C]** ❑ Manufactured Home ❑ Modular ❑ Discretionary"D"or Unnamed Use Classification ffi"Commercial* ❑Special Use(Essential Public Facilities)** ❑ Change of Use ❑Boundary Line Adjustment ❑ Address ❑ Road Approach ❑Short Plat** ❑Home Business ❑Cottage Industry LI Binding Site Plan** ❑Propane ❑Long Plat"* El Sign ❑ Planned Rural Residential Development(PRRD)/Amendments** El Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration** ❑ Stormwater Management ❑Shoreline Master Program Exemption/Permit Revisions"* Cl Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development** ❑Temporary Use ❑Shoreline Management Variance El Wireless Telecommunication* ❑Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre-Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local, state or federal permits required for this proposal, if known: DESIGNATION OF AGENT I hereby designate Samantha Trone to act as my agent in matters relating to this application for permit(s). �� OWNER SIGNATURE CF2f9 �� [. (T'YO L- /Date: ' d 3' ! 4' By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court casts,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staff's access and right of entry will be assumed unless the applicant informs the County in writing at the time of the app ation that he s ant prior notice. Signat t tYLC Cn�l-- Date: r 3' i4 The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transf ble responsibilit adhering to and complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature: n,,,,,, ,..6.,,.....1--- Date: /• c?3' 07/24/2013 PjL 1 410Li rISLO f y Voc Department of Labor&Industries LI _ .66*rj Electrical Inspection Section _ , P ' • SSIVE INSPECTION `'',, ,°Y° 11l -950032. REPORT DO NOT CONCEAL L 01 DESTROY) Permit No. Application No. Electrical Contractor ,9 9.2`! a?C- — t)V/._!V_C._4._.lt__CaA.l.c_..._C-0.__..7. 5C_.....__...-- - Job name • Location --_— City _...._.. 6A Covn eu Q. Inspection Area,Building or Equipment Inspected Action Taken Electrical Date Inspector 2 . ! 7.. L( e U_'4. Cu --...7a._._ - ..._ .._ 1 k-1- _51., C t `7-:..1.. :.1_ ._ au cTh 6 CAA) -∎ s % Qc f_._.. 9/20//i, NW GPgitr're PA-an-0i./ vn.D, ,ti-e„ i - q _..-___ ..__.1 __C._01 ._..._i..1, bokc - _ q . as- At c U s ,C.;` /(- .. ,,..ATI Q 1 ,.v c — \ IsP Cb ) •f w‘A11 vr-VOM‘J Alter tk L - - goo 3_._ (2: i _ - -" r.,• .,_-\ - ! J `-} - % - t .$ CetttAci Cole r ?'ar+tat CDYIcr. $ L0617,... 14' ._/_ X11_._e,-\x_ :. t.,, C0Vr47 C' (11Jnrinli_,,,,'a it\ ,\..„.t2_0‘„ 9 ' i */ - 0(C.- C-C14-.9k)-5 (9 \-+-2_,. __---- -7 -- lc C'., IA ', Win enk.._.._...- . >-r s 4I k:irkeot /4 i 1 R �vca Lb, P►u, sp.), �� leiv;dte _._.cAV to - I5P4.4u(F-µa1 - e --, Fe' 6.1,11. i o‘e____ Cx.-4.\„k 'LL-j?j?--------------------__ F500-075-000 progressive inspection report 3-00 Page of Page 1 of 2 JOBSITE COPY eill ELECTRICAL CONTRACTOR ELECTRICAL WORK PERMIT #249251 OE Contractor Name License Number Installation Description: C T S CTS**TS881BK 128 CAT6 cables between MDF and 68 locations in building A. 2 CAT6 cables between Purchaser's mailing address 272 S 2720 S ASH ST MDF and 1 location in building B. 2 Coax 272 TACOMA WA 98409 cables from MDF to 2 TV locations in building Telephone number A 2066862000 Services to inspect: Premises owner's name Description Quantity Amount Jefferson Transit Authority Telecommunications Permit-Enter Square Footage; 1601911$135.5 Address of inspection 63 Four Corners Rd. Inspection Fee: $135.50 The department will perform 1 inspection for PT TOWNSEND permits where total fee paid on permit is less than $89.79. For more than 1 inspection, Power company additional fees are required. Jefferson PUD Additional Fees May Be Assessed Upon Field Inspection This permit expires one (1)year after the date of purchase. Applied:3/20/2015 Expiration:3/20/2016 Date Approved By Date Approved By WALLS Insulation Only SERVICE Cover FEEDER CEILING Insulation Only THERMOSTAT Cover DITCH Inspection Date Area, Building or Equipment Inspected Action Taken Electrical Inspector V i JI',k ( ecXor' 40441"y\ Ok --kr GI lo i itale,eis( ve---- -e---- Property Owner: Retain Permit Number for your records Attention Applicant! The Department will not conduct this inspection if there are unrestrained animals on the premises. Failure to comply with this requirement may result in additional inspection service fees and delay in service. https://sec ureaccess.wa.gov/ln i/epis/rptPermit.aspx?guid=08517455-f4ea-493 8-879a-562c... 3/20/2015 4/292015 Jefferson Transit Perrrit.html 4� JOBSITE COPY -1 , Print Permit ELECTRICAL CONTRACTOR ELECTRICAL WORK PERMIT#2500671E Contractor Name License Number Installation Description: TECHNICAL SECURITY TECHNSI961NKI ation of security system INTEGRA INC -- Services to inspect: Purchaser's mailing address Description Quantity Amount 1363 DONLON STREET, #1 Telecommunications Permit- Enter Square VENTURA CA 93003 Footage 2000 $52.10 Telephone number Annual Telecommunications Permit- Annual 8052782325 Telecom 1 $181.00 Trip Fees- Trip Fees 1 $44.90 Premises owner's name Inspection Fee: $278.00 Jefferson Transit Authority The department will.perform 1 inspection for permits where total fee paid on permit is less than Address of inspection $89.79. For more than 1 inspection, additional fees 63 Four Corners Road are required. Additional Fees May Be Assessed Upon Field PT TOWNSEND Inspection Power company Jefferson PUD This permit expires one (1) year after the date of purchase. Applied:4/9/2015 Expi ation:4/9/2016 Date Approved By Date Approved By WALLS Insulation Only SERVICE Cover FEEDER CEILING Insulation Only THERMOSTAT Cover DITCH Inspection Date Area, Building or Equipment Inspected Action Taken Electric. I pector 5/7h5 1 � r (t`ay cocev pdtmisti 49 - 9, (,( g_ ,le:///CrIDocuments%20ancl%20Setting s/Ownerll real%2OSettir9s/Tear orar/ 2Clnternet%2OFiles/Content.CutloddXOBYOQE2/Jefferson%20Traisit%20Perm... 1/3 Pagel of 2 JOBSITE COPY A . ELECTRICAL CONTRACTOR ELECTRICAL WORK PERMIT#2507606E Contractor Name License Number Installation Description: ELECTROCOM ELECT**137DP AV Purchasers mailing address Services to Inspect: 6815 216TH ST SW Description Quantity Amount LYNNWOOD WA 98036 'Commercial Low Voltage Systems-Commercial Telephone umber Alarm System by Square Footage 000 79.90 4257746600 s y uare a 6D0 Y q g Inspection Fee: $79.90 Premises owners name The department will perform 1 inspection for Jefferson Transit permits where total fee paid on permit is less Address of inspection than $89.79. For more than I inspection, 63 4 Corners Road additional fees are required. Additional Fees May Be Assessed Upon Field PORT TOWNSEND Inspection Power company Jefferson PUD This permit expires one(1)year after the date of purchase. Applied:4/24/2015 Expiration:4/24/2016 Date Approved By Date Approved By WALLS Insulation Only SERVICE Cover FEEDER CEILING Insulation Only THERMOSTAT Cover DITCH Inspection Date Area, Building or Equipment Inspected Action Taken Electri al Inspector ,c/7// -- Cl'lPt‘ 1, Cou€r /1C1 Wall/ ©k ,A101 IrofLS Ni -�--- —s Property Owner: Retain Permit Number for your records Attention Applicant! The Department will not conduct this inspection if there are unrestrained animals on the premises. Failure to comply with this requirement may result in additional inspection service fees and delay in service. https:,!isec ureaccess.\v a.:Ny/1ni/epic/rptPermit.asps?quid=b0f2edbf-b777-47c8-b6dd-2de8 I... 4/24/2015 /16/2014 30955 PM f_:\Owls\mod:.Oal.Y\OOCU 1enIA304 A,CM1_MOrk.KUI Yrvl Fi A W 4,______ O \ _____—____. 0..4 ___________ ; _=-1 _________ ___________ 61 rn HIGHWAY 20 r _ > _ - _ • / j/q __ ag d c ai g NomI� i:).%:: I v^ C OM ' 14.b ,:11,...; Y Y _� p __ x-~ /ra�: rO ® y X /iQ1 : O O/...rrr.. rr...r.r ,r Ik' ,44 L - £: 'r-_ \`�; a ;��'??/zx a� �..��_,_.. �� �� —OV V e I el 1 ilk G la toe e e � ' Oe e K i • = i 61 I } A 1• 'c '' "b V'11/e•nl��%1x- -I 0 �a§ 5';e l )•4 ro\ '���1, ,,,,,,,,,,, 1 a' �. . • • ����n © 1'� ,m x ♦♦ ,r e �` T• % b ,r/.' ?. m;- [z G, in^ 311^ O n N > VI iP R,.:�u ' • V (1°< 2F m _OAn 8 n 0 0 I x\O •; ..�. I o° Qjg^> lob o 405^ a n i Yn rn ,. ,,;,1, z 74 t60. RA �? . a R' 6'Xa q'R n ggT, b 6 1 ^p4 R ;6§.d W 'd H. E M „ #x .,i e R.nt 141) _ N - x- X-X gp o ; % I 5i a x 4 g 4` > 2 m n O I • �� Z .� ps S ° \ 1 S • Y10. °m Z ,, w , I I '' ,,.Tin o z I I naa jp A I I N- < 19� 3 I I » m j�� zT pz 6 F. A$ I I z n...� �{ r I I x • z I 0 °7�r .- I I g =ail ,,-s '7 X i i r4?... t . _ . _ �___ . m: m O • r 'O o- gT y O 0000000,0 0100 OO ' O r. 000 =y .� i.-F1 h Ag nng a p 3 w : ,IX ! r ', .9 : e Z ���u, '•1 pm p�° °b 00'6 N v Zo m r z i � m p i r a :,. p 7C P11-7 i P^^q gm : n r 1 1 i m ) ci rA n4_' ;"'' j i d ci`� J I�� o i 1 �{ € > 5 W _ Z 4 .3 F R 2 W i E 1 '3A > gq P G n �{ 21; d L o o S 0 gm a ; 8 $ n n ' 5' 11W S ' K N 0 ■ ` 1, '.3 m 8 8 5. § 8 m i k o Z n i ° $- F •, Y 4 3 4 ii - G n --'.41, : .. - z-,..crl _ F W 8 5 4 § 0 'II p D o_ ° 3 f- ti dRMP° 3 .1./,;,,, m T 'rill S £ pp cn, c A O G <� d n IIIZ � $ ' p A h` z III •o C o Z ( _ ' t, 0 BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature: N/A Date: GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: Fax: N/A-The contractor will be selected after the publicly bid proposals are reviewed. ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTORS LICENSE N/A-The contractor will be selected after the WAINS NUMBER: publicly bid proposals are reviewed. NUMBER ARCHITECT/ENGINEER: TCF Architecture-Mark Hurley PHONE ( 253)572 3993 FAX:( 253)572 1445 MAILING ADDRESS: 902 North Second Street,Tacoma,WA 98403 EMAIL mark @tcfarchitecture.com Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: New Wood Existing: 0 ❑ Sewer ❑ Addition V Steel Proposed: 0 Bank ❑ Community System Li Alteration/Remodel a Concrete Total: 0 Height: ❑ Individual System _ Repair u Masonry N/A SEP Permit# Demolition ❑ Other: Bedrooms: Water Supply: Existing: 0 Setback: ❑ Private well ❑ Two Party Type of Heat: Proposed: 0 Public Electric wall heater Total: 0 N/A Name of System: Quimper If this is a Commercial Project you must answer the following: See related application for Building A and Site Number of Parking Spaces: Current: 0 Proposed: 0 Number of ADA Parking Spaces: 0 Number of occupants(includes owners,tenants,employees,etc) Current 0 Proposed 1,per IBC IBC Occupancy: B IBC Type of construction: V-B Will you have Food Service? Yes / to If this is a Propane Tank and/or Appliance Installation permit,mark all items below that apply: None Underground Tank Above ground tank Size of Propane Tank: Heat Stove Cook Stove Woodstove Fireplace.nsert rehtO I evotS telleP T knaT retaW toH I Is this appliance being installed in a Manufactured/Mobile Home? Yes / No When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines,tank location and size,distances from the propane tank to all properly lines,buildings and septic system components, including the reserve area. Square Footage Current Proposed For Office Use Only Amount Revision Main Floor Heated 0 SF 0 SF EH Bld App Review: f 2nd Floor Heated Consistency Review: / Other Heated Base fee: 3 Mezzanine Additional Section: 1 at Heated Basement Plan Check fee: Zu 615-Unheated Basement State Surcharge fee: _l/��/Z Other Unheated Pot Water Review fee: Garage/Carport SUBTOTAL Decks 911/Rd Approach fee: Other V V TOTAL: $ 6/Li S SS-. Semi-Heated 198 SF Receipt Number: Cash/Check Number: ESTIMATED COST(REQUIRED) Date: •Fair market value of all labor and materials foundation to finish Building C-$30,000 Initials: 07/24/2013 c --V IP FAQ _ 32 �tiw"'�N ro, JEFFERSON COUNTY w ' DEPARTMENT OF COMMUNITY DEVELOPMENT �r ? 621 Sheridan Street'Port Townsend,WA 98368 I Web:wwnv.co.iefferson.wa.us/communitydevelopment 9TiJI tiO,�o Tel:360.379.44501 Fax:360.379.4451 Email:dudPco.iefferson.wa.us Building Permits&Inspections I Developm sistency Review 1 Long Range Planning I Watershed Stewardship Resource Center Master Permit Applicati Building D w h v\eGl<'rvt b\e5 , MLA: 13-00100 Project Description(include separate'sheets as necessary): A new Maintenance,Operati and dministration Center for Jefferson Transit Authority,including 3 total structures-Building A,Building B(Fuel Island Canopy)and Bldg C a Bush -wash tent Structure. Tax Parcel Number: 001332009 Property Size: 10.63 (acres/square feet) Site Address and/or Directions to Property: 63 Four Corners Road,Port Townsend,WA 98368.The site is located at the northeast corner of Four Corners Road and Highway 20. Property Owner(s)of Record: Tammi Rubert-Jefferson Transit Authority Telephone:360 385 3020 Fax: 360 385 3021 email: trubert(ajeffersontransit.com Mailing Address: 1615 West Sims Way,Port Townsend,WA 98363 Applicant/Agent(if different from owner): Samantha Trone Telephone: 360-349-9605 Fax: 360-385-7675 email: strone @cityofpt.us Mailing Address: 250 Madison Street, Suite 2R Port Townsend, WA 98368 Mat kind of Permit?(Check each box that applies ❑Lot or Road Segregation MBuilding ❑Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor, Major or Reasonable Economic Use) ❑Single Family ❑ Garage Attached/Detached ❑ Conditional Use[C(a),C(d),or C]** O Manufactured Home ❑ Modular ❑ Discretionary"D"or Unnamed Use Classification II7Commercial* ❑Special Use(Essential Public Facilities)** ❑ Change of Use ❑ Boundary Line Adjustment ❑ Address ❑ Road Approach ❑Short Plat** ❑Home Business ❑ Cottage Industry ❑ Binding Site Plan*" ❑Propane ❑ Long Plat"* ❑Sign ❑ Planned Rural Residential Development(PRRD)/Amendments*" ❑Allowed"Yes"Use Consistency Analysis ❑ Plat Vacation/Alteration"* ❑Stormwater Management ❑ Shoreline Master Program Exemption/Permit Revisions** O Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development** ❑Temporary Use ❑ Shoreline Management Variance ❑Wireless Telecommunication* O Comprehensive Plan/UDC/Land Use District Map Amendment ❑Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre-Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local, state or federal permits required for this proposal, if known: DESIGNATION OF AGENT I hereby designate Samantha Trone (/j�� {q�. to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE i77L1Yt;G V:Q.L. fY/V Date: I ' 3. /4- By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attomey s fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the app tion that he s )vent prior notice. Signatu�:: �f i Gc c ['"r/--- Date: / r A 3• 14 The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transf ble responsibilit adhering to and complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature: )pay - -1-/-1"1--- Date: / • c�3• / 07/24/2013 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1,and>3 story R2 R3 Envelope Summary Zone 4c/5b ENV-SUM 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2&R3 Revised June 2013 Project Info Project Address 63 Four corners RD Port Townsend, WA Date 1/17/2014 Building D For Building Department Use Applicant Name: BCE Engineers Inc Applicant Address: 6021 12th St E, Tacoma Wa, 99424 Applicant Phone: 253-922-0446 Project Description El New Building ❑Addition ❑ Alteration ❑Change of Occupancy/Conditioning Compliance Path ❑Prescriptive Component Performance ❑ Total Building Performance Occupancy Group ®Commercial 0 Group R(R-1 &>3 story R-2 and R-3) Climate Zone Climate Zone 4c/5b 0 Climate Zone 6b(See WSEC 301.1 for county list) Vertical Fenestration and Total Vertical Gross Exterior Fenestration Above Grade %Vertical Skylight Area Calculation (rough opening) divided by Wall Area times 100 equals Fenestration If complying via the Prescriptive path, 62 3.0 X - provide values for vertical fenestration, - skylights,gross walls and roof. If complying via the Component Gross Exterior Performance path,these values are auto- Total Skylight divided by Roof Area times 100 equals %Skylight filled by the ENV-UA form and cannot be edited here. 214 . 0 X 100 = Vertical Maximum Prescriptive Fenestration Fenestration Area Skylights 50%Floor Area in DLZ 0 More than 50%of the floor area in daylight zone per 0402.3.1.1 ❑ Project has semi-heated areas as defined per C402.1.4 ❑ Applying wall exception to semi-heated areas 1. To be deemed semi-heated the area is heated but not cooled,and has a max.heating system output capacity between 3.4—8 Btuh/ft2. Refer to C402.1.4 for requirements. Semi-Heated Path 2. Semi-heated spaces shall be documented separately from other conditioned spaces—provide separate compliance forms for each conditioned area type. 3.Semi-heated spaces may comply under the Prescriptive or Component Performance compliance path. 4.Envelope elements separating semi-heated from other conditioned spaces shall comply with thermal envelope requirements for an exterior wall. ❑Walk-in cooler ❑ Walk-in freezer Refrigerated Spaces ❑ Refrigerated Warehouse Cooler CI Change of Occupancy/Conditioning Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for these areas may be combined with non-refrigerated areas in the ENV-PRESCRIPTIVE form. Refer Project includes more than one occupancy type and/or level of space conditioning.Multiple Mixed Occupancy and/or compliance forms may be required. Select all that apply to scope of project: Space Conditioning 0 Commercial ❑Group R1 or>3 story R2/R3 ❑ Refrigerated Space 0 Fully Conditioned ❑ Semi-Heated ❑ Low Energy* El Group R2/R3<3 story *Low o energy areas are exempt from all thermsl envelope provisions and compliance forms for these areas are not required.Refer to C101.5.2 for exemption. I 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and> 3 story R2 R3 Corn •onent Performance Path Zone 4c/5b ENV-UA 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and>3 story R2&R3 Revised June 2013 Project Address 63 Four Corners RD Port Townsend, WA Date 01/17/2014 Occupancy Group Q Commercial Q Group R(R-1 &>3 story R-2/R-3) Clear For Building Department Use Climate Zone O Zone 4c/5b 0 Zone 6b Change in occupancy or space conditioning 0 Note-Proposed UA may exceed Target UA by 10%per C101.4.4 and C101.4.5 Fenestration Area as%gross exterior AG wall area Max.Target: 30.0% Skylight Area as%gross exterior roof area Max.Target: 5.0% 50% Floor Area in DLZ Q?50°h of the floor area in daylight zone per C402.3.1.1 Notes: 1:If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1, then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to sheet on the backside of the ENV-SHGC form for this calculation. 2:U-factors shall come from Appendix A,chapter C303, or calculated per approved method as specified in C402.1.2. 3: Refer to ENV-CHK worksheet for example of how to complete the rows on this form. Building Component Proposed UA Target UA Provide source of U-factor,page/plan#of assembly detail&ID U-factor x Area(A) =UA(U x A! U-factor x Area(A)= UA(U x A) R= ID: 0.034 i • w R= ID: . . Above Deck Insulation U-0.034 R= ID: o -0 R= ID:Roof 0.031 1 214 6.6 0.031 214 I 6.6 o m R= ID: Metal Building U-0.031 ' 5 R= ID: = R= ID: 0.021 I R= ID: Single raft,attic,other U-0.021 R= ID: , R= ID:Wall 0.047 535 25.1 0.055 535 1 29.4 . R= ID: Steel/metal frame U-0.055 iii R= ID: • ...H R= ID: > R= ID: • 0 Q R= ID: a v R= ID: 0.052 • m R= ID: Metal Building U-0.052 E R= ID: m o O R= ID: 0.054•o R= ID: Wood Frame,other U-0.054 R= ID: 1 R= ID: 0.104 in m R= ID: Mass Wall U-0.104 M R= ID: "' R= ID: I 0.104 i '=-?'2 R= ID: Assumed to be Mass Wall U-0.104 mR= ID: m c7 R= ID: m R= ID: 0.031 m R= ID: Mass Floor U-0.031 o 2 R= ID: 0 LL -g R= ID: 0.029 R= ID: Joist/Framing U-0.029 u- R= ID: • F-factor'. x Perimeter !,=UA(U x A) F-factor x Perimeter= UA(U x A) d R= ID:No Slab insulation 0.730 • 58 42.3 0.540 58 31.3 m L R= ID: ! Slab-On-Grade U-0.54 7 R= ID: c ° v R= ID: ■ 0.550 • a m R= ID: Heated Slab-On-Grade U-0.55 m R= ID: U uu ((7� vAgc44UZ 1 kI-qot7rnotell rerculrementsucan enter m etaruerTYl- _ Area I UA Area + UA ' ws uc n nd rather an nn n rc waluac snc mi is as h w 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 story R2 R3 ' state`footriote""regw emeents" cuv IA fl Val uca. aua ii iw<<ncany Page 1 Subtotal 807 74 807 67 Envelope UA, continued. Zone 4c/5b ENV-UA • Project Address 63 Four Corners RD Port Townsend, WA Date 01/17/2014 Fenestration Area as%gross exterior wall area Max.Target: 30.0% For Building Department Use Skylight Area as%gross exterior roof area Max.Target: 5.0% Notes: 1:If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1, then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to sheet on the backside of the ENV-SHGC form for this calculation. 2:Provide NFRC or Appendix A U-factor for fenestration assemby(combined frame and glazing performance). 3:Refer to ENV-CHK worksheet for example of how to complete the rows on this form. Building Component Proposed UA Target UA Provide source of U-factor,page/plan#of assembly detail&ID U-factor x Area(A) =UA(U x A) U-factor x Area (A)= UA(U x A) ' • o,w U= ID: 0.37 24 8.9 • 3 $ U= ID:Hollow Metal 0.091 24 2.2 Opaque Swing Doors U-0.37 U= ID: n m U= ID:Overhead 0.057 . 64 I 3.6 0.37 64 23.7 0 o U= ID: I Opaque rollup&sliding U-0.37 U= ID: 1 , U= ID: I • 0.30 1 U ID: Non-Metal Frame • o U= ID: U-0.30 z U= ID: I • 3 U= ID: 0.38 4 w U = ID: Metal Frame,Fixed — m U= ID: U-0.38 N N w U= ID: N • u- d U= ID: 0.40 � T. °_ U= ID: Metal Frame,Operable • r > U= ID: U-0.40 n U= ID: $ U= ID: 0.60 c i U= ID: Metal Entance Door w U= ID: U-0.60 " U= ID: to m U= ID: 0.50 - F U= ID: All types Y _ U= ID: U-0.50 to ¢ U= ID: • • • • Area UA Area UA Page 2 Subtotal 88 6 88 33 Page 1 Subtotal 807 74 807 67 To comply: Total 895 80 895 100 1)Proposed Total UA shall not exceed Target Total UA. 2)Proposed Total Area shall equal Target Total Area. 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 R3 Building Permit Plans Checklist ENV-CHK 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2&R3 Revised June 2013 Project Address 63 Four corners RD Pont Townsend, WA (Date 1/17/2014 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. Applicability Code Location Building Department (yes,no,na) Section Component Information Required on Plans Notes SCOPE (Section C101) N.A C101.5.2 Low energy spaces Low energy(unconditioned)spaces identified on plans N.A /101.5.2.1 Semi-heated spaces Semi-heated spaces identified on plans /C402.1.4 N.A 0402.5/ Walk-In and refrigerated Cooler and freezer spaces identified on plans C402.6 warehouse coolers and N.A 0101.4.6 Mixed occupancy Spaces with different occupancy requirements identified on plans N.A C101.4.4/ Change in /701.4.5 occupancy/space Existing building spaces undergoing change identified on plans ENVELOPE PROVISIONS Yes C303.1 Insulation identification Identification mark to be applied to all insulation materials N.A /303.1.3/ Fenestration product rahr Fenestration products labeled with rated U-factor,SHGC,VT,leakage rating 0402.4.3 Yes General installation Indicate installation method,densities and clearances to achieve intended R-value of all insulation materials Yes 0402.2.1 Roof assembly insulation Indicate R-value on roof sections for attics and other roofs; 40.01 Indicate clearances for attic insulation; Ad-2.02 Indicate baffles if Pave vents installed; Indicate face stapling of faced baits Yes C402.2.3 Above/below grade wall Indicate R-value and framing material on wall sections; A30.00, insulation Indicate face stapling of faced batts; Ad-2.02 Indicate above grade exterior insulation is protected; Indicate mass of masonry walls if mass wall claimed Indicate loose-fill core insulation for masonry walls as necessary Indicate frequency of grouted cores and bond beams as necessary N.A. Walk-in and refrigerated /402.5/ warehouse coolers and Indicate R-values for walls,ceilings,doors and floors in sections 0402.6 freezer insulation Yes C4022.7 Opaque doors(5 50% Indicate rated U-factor(swinging)or R-value(roll-up/sliding)on wall sections A61.00, glazing) Note J,K,L N.A. C402.2.5 Floor over outdoor or Indicate R-value on floor sections; unconditioned space Indicate substantial contact with surface; insulation Indicate that insulation does not block airflow through foundation vents. No C402.2.6 Slab-on-grade floor Indicate R-value on wall section or foundation detail; insulation Indicate slab insulation extends down vertically required distance from top; Indicate above grade exterior insulation is protected N.A. C402.2.6 Radiantly heated slab-on-Indicate R-value on wall section or foundation detail; grade floor insulation Indicate slab insulation to full slab depth and under entire slab; Indicate above grade exterior insulation is protected x.A. C402.2.8 Thermal radiation system Indicate insulation of panels,U-bend/headers&floor structure is min.R-3.5 N.A. C402.3.1 Vertical fenestration maxi Provide calculation of vertical fenestration area as%of gross wall area N.A. C402.3.1.2 Skylight maximum area Provide calculation of skylight area as%of gross roof area Chap 2 Daylighting zone Provide calculation of%of overall conditioned floor area in daylight zone Def N.A. C402.3.3 U-factors and SHGC for Indicate U-factors and SHGC values in fenestration schedules; vertical fenestration. Provide area-weighted calculations as necessary; glazed entrance doors Indicate if values are NFRC or default,if default then specify frame type,glazing layers, and skylights gapwidth,low-e coatings,gas filling N.A. 0402.3.3/ Permanent shading Provide projection factor calculations for North and Non-North orientations C402.3.3.1 devices MR LEAKAGE Yes 0402.4.12.1 Air barrier materials Indicate ASTM E2178 rated materials used to provide air barrier on plans A30.00 Yes /402.4.1.1 Air harrier construction Indicate location of continuous air barrier on plans; A30.00 I/402.4.2 and sealing Provide details for all Joints,transitions in materials,penetrations in air barrier and note method of sealing(caulked,gasketed,or other approved method) A40.00 xes 0402.4.3/ Fenestration,door and Indicate air leakage rating and/or method of sealing for all fenestration,doors and A60.00, C402.4.4 access opening leakage access openings in schedules Note u N.A. C402.4.8 Recessed lighting Indicate IC rating of futures in lighting equipment schedule; fixtures Indicate method of sealing between housing and wall or ceiling in plans N.A. 0402.4.5.1 Stairway and shaft vents Indicate locations of all stairway and shaft vents; Provide leakage rating of motorized dampers in equipment schedules N.A. Outdoor air intakes and Indicate locations of all outside air intakes and exhausts; C402.4.52 exhausts Provide leakage rating of dampers and identify whether motorized or gravity in equipment schedules I 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 R3 N.A. C402.4.6 Loading dock seals Indicate weatherseal at cargo and loading dock doors N.A. C402.4.7 Vestibules Indicate locations and dimensions of vestibules in plans; For unconditioned vestibles,indicate which wall assembly(interior or exterior)insulated to exterior wall requirements Yes C402.4.1.2.2 Air barrier building test Indicate air barrier test method conducted in accordance with ASTM E779; Submit results of air barrier test to jurisdiction,including leakage rating; If test results exceed 0.40 cfm/ft2 at 0.3 in.w.g.,inspect air barrier and seal noted sources of leakage Submit report to jurisdiction of corrective sealing measures taken If"no"is shown for any question,provide explanation: . , 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and >3 story R2 and R3 Mechanical Summary MECH-SUM 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 and R3 Revised June 2013 Project Info Project Address 63 Four Corners RD Port Townsend, WA Date 1/17/2014 Building D For Building Dept. Use Applicant Name: BCE Engineers Inc Applicant Address: 6021 12th St East, Tacoma Wa 98424 Applicant Phone: 253-922-0446 Project Description The Wash Equipment Building will be heated by an electric wall heater Briefly describe mechanical system type and features. Indudes Plans Drawings must contain notes requiring compliance with commissioning provisions per Section C408 Compliance Option °Simple System 0 Complex System Q Systems Analysis Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans,fill in the required information below. Cooling Equipment Schedule Equip. Equip Type Capacity2 OSA CFM SEER Econmizer Heat ID Brand Name' Model No.1 Btu/h or Econo? or EER IPLV3 Option or Recovery Exception Y/N Heating Equipment Schedule Equip. Equip Type Capacity2 OSA cfm Heat ID Brand Name' Model No.1 Btu/h or Econo? Input Btuh Output Btuh Efficiency4 Recovery Y/N Electric EWH-2 Wall Heater King PAW1205 1706 (0.5kw)No Fan Equipment Schedule Equip. Equip Type ID Brand Name' Model No.' CFM sp1 HP/BHP Flow Controls Location of Service Service Water Heating Equipment Schedule Equip. Equip Type Input Capacity Sub- ID Brand Name' Model NO.' Category EF7 Location of Service 1 If available. 2 As tested according to Table C403.2.3(1)A thru C403.2.3(8). 3 If required. 4 COP,HSPF,Combustion Efficiency,or AFUE,as applicable. 5 Flow control types:variable air volume(VAV),constant volume(CV),or variable speed(VS). 6 Economizer exception number per Simple Systems C403.3.1 r . . a Mechanical Permit Plans Checklist - Page 1 of 3 MECH-CHK 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 and R3 Revised June 2013 Project Address 63 Four Comers RD Port Townsend,WA Date 1/17/2019 The following information is necessary to check a mechanical permit application for commercial provision compliance with the 2012 WSEC. NOTE:Define print area in Excel prior to printing MECH-CHK pages. Applicability Code Section Code Provision Information Required Location on Plans Building Department (yes,no,na) Notes GENERAL PROVISIONS Equipment Sizing&Performance 1:403.2.1 Load calculations Load calculations performed per ASHRAE Std 183 or equivalent per Chapter yes 3 040322 Equipment and system Output capacity of heating and cooling equipment and systems do not . . yes sizing exceed calculated loads,note exceptions taken C403.2.5 Minimum ventilation Ventilation(natural or mechanical)provided per IMC;indicate mechanical na ventilation is capable of being reduced to minimum requirement per IMC C403.2,3& Provide equipment schedules or complete MECH-SUM tables with type, C403.22.2& Equipment minimum capacity,efficiency,test standard(or other efficiency source)for all yes C403.2.12.1 efficiency mechanical equipment na C403.2.13 Electr c motor efficiency Provide equipment schedule with hp,rpm,efficiency for all motors;note except na C403.2.10 Fan power limitation Fan system motor hp or bhp does not exceed limits per Table C403.2.10.1(1) na 04032.10.3 Fractional hp fan motors Indicate fan motors 1/12 to 1 hp are ECM type or meet minimum efficiency &C403.2.13 req. na C403.2.3 Maximum air cooled chiller capacity Indicate air-cooled chiller capacity does not exceed air-cooled chiller limit 0403.2.1 Non-standard water-cooled Full-load and NPLV values for water-cooled centrifugal chiller adjusted for na chillers non-standard operational conditions G403.2.12.1.2 Centrifugal fan cooling Large capacity cooling towers with centrifugal fan(s)meet efficiency na towers requirements for axial fan open circuit cooling towers C403.2.3 Forced air furnace and unit Indicate intermittent ignition or IID,flue/draft damper&jacket loss na heaters 0403.2.3.3 equipment Packaged electric Lisle ui na heating/cooling equipment q P required to be heat pumps on schedule C403.2.3.4 Humidification Indicate method of humidification(note requirements for systems with na economizer) HVAC System Controls&Criteria yes C403.2.4.1 Thermostatic controls Indicate locafions of thermostatic control zones on plans,including perimeter es 0403.2.4.1.1 Heat pump supplementary Indicate staged heatin corn na heat g( P ressioNs upplemental)&outdoor lock-out temp 0403.2.4.2 Setpoint overlap(deadband) Indicate 5°F deadband minimum for systems controlling both heating& na cooling 0403,2.4.3 Automatic setback and Indicate zone t-stet controls with required automatic setback&manual na shutdown override na 0403.2.4.3.3 Automatic(optimum)start Indicate system controls that adjust equip start time to match load conditions C402.4.5.2& Indicate location of OSA,exhaust,relief and return air dampers;include na 0403.2.4,4 Dampers AMCA rated control and leakage q type(motorized or gravity;note exceptions na C403.2.11 Heating outside a building Indicate radiant heat system and occupancy controls na C403.2.4.5 Snow melt systems Indicate shut-off controls based on outdoor conditions na C403.2.4.6 Combustion heating equipment Indicate modulating or staged control na C4032.4.7 Group R1 hotel/motel systems Indicate method for guest room automatic setback&set-up of 5•F minimum 0403.2.4.8/9 Group R2/R3 dwelling unit Indicate 5-2 programmable thermostats in primary spaces with minimum of na systems two setback periods;note exceptions taken na C403.2.5.1 Demand controlled ventilation Indicate high-occupancy spaces and systems requiring DCV Indicate spaces requiring occupancy-based system control and method;or na C4032.5.2 Occupancy sensors alternate means provided to automatically reduce OSA when partially occupied • Enclosed loading Indicate enclosed loading dock and enclosed parking C403.2.5.3 dock/parking garage 9 P g garage ventilation na ventilation system activation and control method C403.2.5.41 Kitchen exhaust hoods Indicate kitchen hoods requiring make-up air,indicate make-up air source na and conditioning method Indicate lab exhaust systems requiring heat recovery,method&efficiency;or 0403.2.5.4.2 Laboratory exhaust systems altemative method taken(VAV,semi-conditioned makeup,or CERM na calculation) 0403.2.6.1 Energy recovery- Indicate ventilation systems requiring ER,method&efficiency;note • na ventilation systems exceptions Energy recovery- na C403.2.6.2 condensate systems Indicate on-site steam heating systems requiring energy recovery na C403.2.6.3 systems Energy recovery-condenser Indicate remote refrig condensers requiring ER and use of captured energy Mechanical Permit Plans Checklist - Page 2 of 3 MECH-CHK 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 and R3 Revised June 2013 Project Address 63 Four Corners RD Port Townsend,WA IDate 1/17/2014 The following information is necessary to check a mechanical permit application for commercial provision compliance with the 2012 WSEC. NOTE:Define print area in Excel prior to printing MECH-CHK pages. Applicability Location on Building Department (yes,no,na) Code Section Code Provision Information Required Plans Notes GENERAL PROVISIONS,CONTINUED HVAC System Controls&Criteria,Continued 0403.2.12 Variable flow control- Indicate fan&pump motors requiring VF control&method(VSD or equiv na fans/pumps controls) na C403.2.12.1 Variable flow control- cooling towers Indicate cooling tower fans requiring variable flow control and method C403.2.12.2 Large volume fan systems Indicate fan systems requiring airflow reduction based on heating and na cooling demand;or exception taken C403.2.12.2 Single zone AC systems Indicate method of cooling demand-based fan control for sys.>110,000 na btuh na C403.2.4.10 DDC system capabilities Identify all DDC system input/output control points and indicate capability for trendina and demand response setooint adjustment Ducting Systems C403.2.7.1& Duct construction Indicate all ductwork constructed and sealed per IMC,C402 leakage na C403.2.7.3 requirements and IBC vapor retarder requirements na C403.2.7.3.14 Duct pressure classifications Identify location of low,medium and high pressure ductwork on plans 0403.2.7.3.3 High pressure duct leakage Indicate high pressure duct leakage testing requirements on plans;provide na test test results to jurisdiction when completed na C403.2.7.1/2 Duct insulation Indicate R-value of Insulation on ductwork Piping Systems yes C403.2.8 Piping insulation Indicate FR-value of insulation on piping Spec Section 220719 yes C403.2.8.1artrhgensulation exposed to Indicate method of protection from damage/degredation Spec Section 220719 SIMPLE SYSTEMS Qualifying Systems 0403.3 Qualifying single zone Verify unitary or packaged equipment does not exceed capacity limits,does na systems not have active humidifcation or simultaneous heating/cooling Qualifying 2-pipe heating na 0403.3 systems Verify y 2-pipe heating-only system does not exceed capacity limits na C403.3.2 Hydronic system controls Refer to Complex Systems Section C403.4.3 Simple System Economizers na C403.3.1 Air economizer required Indicate cooling systems requiring economizer controls;note in equip sched. na C403.3.1.1.1 Air economizer capacity Indicate modulating OSA control capability up to 100%OSA,or exception 0403.3.1.1.3 Air economizer high limit Indicate high limit shut-off control method na controls 9 per Table C403.3.1.1.3(2) 0403.1.1.2 Integrated air economizer Indicate capability for partial air economizer operation for systems with na operation capacity>65,000 btuh na C403.3.1 Air economizer exceptions Indicate eligible exception(s)taken and provisions to comply with exception(s) COMPLEX SYSTEMS Complex System Economizers C403.4.1 Air economizer required Indicate cooling systems requiring economizer controls;note in equip sched. 1 na C403.4.1.4 Economizer heating system Verify control method of HVAC systems with economizers does not increase na impact building heating energy usage during normal operation 0403.4.1.3 Integrated economizer Indicate capability for partial economizer operation for air or water econo na operation systems Moved Water economizer capacity Indicate water econo capable of 100%cooling capacity at 50°F db/45°F wb OSA C403.4.1.2 Water economizer maximum Indicate precooling coils and heat exchangers do not exceed pressure drop pressure drop limit '03.3.1 Air economizer exceptions Indicate eligible exception(s)taken and provisions to comply with exception(s) Mechanical Permit Plans Checklist - Page 3 of 3 MECH=CHK 2012 Washington Stale Energy Code Compliance Forms for Commercial,Group R1,and 3 story R2 and R3 Revised June 2013 Project Address 63 Four Corners RD Port Townsend,WA 'Date 1/17/2014 The following information is necessary to check a mechanical permit application for commercial provision compliance with the 2012 WSEC. NOTE Define print area in Excel prior to printing MECH-CHK pages. Applicability Code Section Code Provision Location on Building Department (yes,no,na) Information Required Plans Notes COMPLEX SYSTEMS,CONTINUED Specific System Requirements na C403.4.2&0403..22..12 12 Variable flow control-fans Indicate fans requiring variable flow control and method 0403.4.2.1 VAV fan static pressure Indicate sensor locations on plans;include at least one sensor per major nit sensors duct branch 0403.4.2.2 VAV fan static pressure Indicate fan system static pressure setpoint based on zone requiring most nit setpoint pressure VAV systems serving multi- Indicate supply*systems serving multiple zones that are required to be C403.4.5 zones VAV,method of primary air control,and zones served;note exceptions na taken no 0403.4.5 4 VAV system supply air reset Indicate controls that automatically reset supply air temp in response to loads C403.4 Large capacity cooling Indicate method of multi-stage or variable control for building cooling system nit systems caoaciN>300 tons na C4034.7 Hot gas bypass limitation Indicate cooling equipment unloading or capacity modulation method 0403.4.3 multi-stage Large capacity boiler Indicate multi nit systems age or modulating burner for single boilers>500,000 btuh na C403.4.3 Boiler sequencing Indicate automatic controls that sequence operation of multiple boilers 0403.4.3.5 Chiller/boiler plant pump Indicate capability to automatically reduce overall plant flow and shut-off flow na- isolation through chillers&boilers when not in use C403.4.2& Variable flow control- Indicate pumps requiring variable flow control&method na C403.4.3.6 pumps na 0403.2.12.1 4.4 flow cooling towers Variable control- &0403.4.4 Indicate cooling tower fans requiring variable flow control and method Hydronic system part load eya.e,,,a„a.e LI IS Ne..,,.,y na C403.4.3.4 controls reset supply water temp AND reduce flow by t 50%for systems>300,000 0403.4.3.2 Two-pipe changeover Indicate deadband,heating/cooling mode scheduling and changeover na systems temperature range 0403.4.3.3.1 Water loop heat pump- Indicate capability of central equipment to provide min.20°F water supply na deadband temp deadband between heat rejection and heat addition modes 0403.4.3.3 Water loop heat pump-heat Provide heat exchanger that separates cooling tower and heat pump loop in nit rejection Climate Zone 5 0403.4.3.3.3 Water loop heat pump- Indicate 2-way isolation valve on each heat pump and variable flow control na isolation for systems with total pump power>10 hp na C403.4.6 Condenser water heat Indicate system provided to pre-heat service water and efficiency recovery 0403.5 Cooler/freezer-anti-sweat Indicate w/sf&control method for walk-in cooler/freezer door anti-sweat na heaters heaters 0403.5/6 Indicate motor Cooler/freezer-evaporator no and condenser fans type for evaporator and condenser fans<1 hp SERVICE WATER HEATING Service Water Systems 0404.2 Water-heating equip min. Provide equipment schedule or complete MECH-SUM table with type, no efficiency capacity,efficiency,test standard for other efficiency source) nit 0404.3 Temperature controls Indicate temperature controls have required setpoint capability no 0404.4 Heat traps Indicate piping connected to equipment have heat traps on supply& discharge 0404.5 heater Insulation under water Indicate R-10 insulation under tank nit C404.6 Service water piping Indicate R-value of insulation on piping;note exceptions taken insulation no C404.7/8 Circulation systems and Indicate shut-off capability based on occupancy and periods of limited na heat trace shut-off demand na C404.9 Group R-2 service hot water Indicate method of usage metering for dwell.units served by central HW meters system Pools&In-Ground Permanently Installed Spas Pool heating equip min Provide equipment schedule or complete MECH-SUM table with type, na C404.10.1 efficiency capacity,efficiency,test standard for other eff,source);heat pump heaters a 4 COP no 040410.7/2 Pool healer on/off controls Indicate automatic on/off control based on scheduling&accessible on/off switch on heater that operates independent of thermostat setting;or no C404.10.3 Pool covers Indicate vapor retardant cover and insulation rating as required na 0404.10.3 Pool assembly insulation Indicate rating of insulation on sides and bottom of pools heated to>90°F no 0404.10.4 Heat recovery Indicate method,exhaust air temperature reduction and recovered energy use 1/16/2014 309 59 PM C\Users\mark hurley\Documents\306 Arch Mark.Huey.rvl O Q m y HIGHWAY 20 — z .0';i., -- `.\ r i' / Iz 0 O • uN� . _ .A m r S i m n _ . _ - - 'C ' () .L''- F -r- o 0 df b a -- C.") 1= % '' 00 ' ' • i .'P i , ^ �J Aa 47 1 l0-9' I • C7 f I gle c N a I. =376-4'r-}. . ®, I 'C i II 0 I. 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Interior Lighting 0 Building Area Method • Space-by-space Method Compliance Option Interior Lighting System Description Briefly describe lighting system type and features. Additions and Change of Space Use (C101.4.3 &C101.4.4) Q Addition area or Change of Space Use area complies with all applicable provisions as stand alone project Addition area or Change of Space Use area is combined with existing building lighting systems to demonstrate compliance with all applicable provisions Provide Building Area Method(LTG-INT-BLD)or Space-By-Space Method(LTG-INT-SPACE)Compliance Form.Document maximum allowed and proposed(including existing if applicable)lighting wattage of Addition or Change of Use scope. Provide applicable lighting controls per C405.2 and commissioning of lighting controls per C405.13. Alterations, Renovations and Repairs (C101.4.3.1) 60%or more of luminaires in space replaced • O Provide Building Area Method(LTG-INT-BLD)or Space-By-Space Method(LTG-INT-SPACE)Compliance Form.Document maximum allowed and proposed(including existing)lighting wattage of project scope ❑ Less than 60%of luminaires in space replaced Provide Space-by-space Method(LTG-INT-SPACE)Compliance Form. Document existing total wettage in space and proposed (including existing)lighting wattage of project scope 0 Lamp and/or ballast replacement within existing luminaires only—existing total interior building wattage not increased ❑ Newwiring installed to serve added fixtures and/or fixtures relocated to newcircuit ❑ Provide applicable manual lighting controls(C4052.I),occupancy sensors(C405.2.2.2),daylight zone controls(C405.2.2.3), specific application controls(C405.2.3),and commissioning of lighting controls per C405.13 Q Newor moved lighting panel Provide all applicable lighting controls as noted for New Wiring,automatic time switch controls(C405.2.2.1),and commissioning of ▪ lighting controls per C405.13. ❑ Space is reconfigured-luminaires unchanged or moved only 0 Provide all applicable lighting controls as noted for NewWiring and commissioning of lighting controls per C405.13. O No changes are being made to the interior lighting and space use not changed. 1 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1,and >3 story R2 and R3 r • Interior Lighting Summary - Space-by-Space LTG-INT-SPACE 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 and R3 Revised June 2013 Project Info Project Address JEFFERSON TRANSIT AUTHORITY, BLDG D Date 1/16/2014 63 FOUR CORNERS RD For Building Department Use PORT TOWNSEND, WA 98368 Applicant Name: BCE ENGINEERS Maximum Allowed Lighting Wattage Location(plan#, Allowed t,ross Intenor vvaus vnowec room#,or ALL) Space Type* Watts per ft2 Area in ftz (watts/fh x area) Ed-001 Electrical/mechanical 0.95 100 95 Atrium** Enter Height: Retail Display Allowance from LGT-INT-DISPLAY Select Table C405 5 2(2)category from drop down menu. Area Allowed Watts **For atriums, indicate height.Allowed wattage for first 40 feet is 0.03 W/ft. ht., Total 100 95 above 40 feet is 0.02 Wilt. ht. Proposed Lighting Wattage Location(plan#, Fixture Description Number of Watts/ Watts room#,or ALL) (Include exempt equipment per Note 3) Fixtures Fixture Proposed Ed-001 PF6 - 4' CHAIN HUNG PENDANT. (2) T5 1 59 59 Retail Display Lighting from LGT-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts 59 Notes: 1. For proposed Fixture Description,indicate fixture type:lamp type(e.g. T-8),number of lamps in the fixture, and ballast type(if included). For track lighting,list the length of the track(in feet) in addition to the fixture, lamp,and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section C405.5.1. For line voltage track lighting,list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable,the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 3. List all fixtures. For lighting equipment eligible for exemption per C405.5.1,note exception number and leave Watts/Fixture blank. 2012 Washin.ton State Ener. Code Com.liance Forms for Commercial, Group RI, and > 3 sto R2 and R3 Lighting, Motor, and Transformer Permit Plans Checklist LTG-CHK 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 and R3 Revised June 2013 Project Address JEFFERSON TRANSIT AUTHORITY, BLDG D Date 1/16/2014 The following information is necessary to check a permit application for compliance with the lighting, motor, and transformer requirements in the 2012 Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) Section Component Information Required on Plans Notes LIGHTING CONTROLS (Section C405.2) N.A. v 0405.2.1 Manual lighting Lighting control schedule with type, locations served,50% controls lighting reduction method Yee Lighting systems automatic shut-off capability-indicate method 0405.2.2.1 Automatic time switch and location served on plans.Note locations where automatic Ed-001 controls shutoff is provided by other method(occupancy sensor,daylight controls,etc) Yes Schedule with locations served-no single override switch Override switching Ed-001 exceeds an area of 5,000 SF Yes C405.2.2.2 Occupancy sensors Schedule of locations served Ed-001 N.A. C405.2.2.3 Daylight zones N.A. Vertical fenestration Primary and secondary daylight zone areas indicated on plans N.A. Skylights Skylight daylight zone areas indicated on plans N.A. Lighting control schedule with dimming method and locations 405.2.2.3.`;Daylight zone controls served-no single daylight control zone exceeds 2,500 SF N.A. 0405.2.3 Specific application Specific application lighting controls are independent of general controls area lighting and controls for other lighting applications N.A. Means of egress Lighting control schedule with method and locations served. lighting Note luminaires that function as both normal and egress. N.A. Display lighting Lighting control schedule with type and locations served N.A. Accent lighting Lighting control schedule with type and locations served N.A. Hotel/motel guest Lighting control schedule with type and locations served rooms N.A. Supplemental task lighting Lighting control schedule with type and locations served N.A. Non-exempt lighting Lighting control schedule with type,applications served and equipment locations N.A. Non-exempt lighting Lighting control schedule with type,applications served and equipment locations C405.2.4 Exterior lighting Lighting control schedule with controls g g type,features and location served INTERIOR LIGHTING POWER(Section C405.5) Yee C405.5.1 Total connected Schedule with fixture types,lamps,ballasts,watts per fixture Ed-001 lighting power N.A. Space exceptions Space exceptions taken noted on plans or compliance form N.A. Lighting equipment exceptions Equipment exceptions taken noted on plans or compliance form N.A. C405.5.2 Lighting power calculations N.A. Building Area Method Compliance form completed—proposed wattage per building area does not exceed maximum allowed wattage N.A. Space-By-Space Compliance form completed—total proposed wattage does not Method exceed maximum allowed wattage N.A. C405.4 Exit signs All internally illuminated exits sign are<5 watts per side EXTERIOR LIGHTING POWER (Section C405.6) Yee C405.6.2 Total connected Schedule with fixture types,lamps,ballasts,watts per fixture Ed-001 lighting power N.A. Exterior application Exterior application exceptions taken noted on plans or exceptions compliance form N.A. Lighting power Compliance form completed—proposed wattage for exterior _calculations lighting plus base site allowed does not exceed max.allowed 2012 Washington State Energy Code Compliance Forms for Commercial, Group R1, and > 3 story R2 and R3 Lighting, Motor, and Transformer Permit Plans Checklist LTG-CHK 2012 Washington State Energy Code Compliance Forms for Commercial,Group R1,and>3 story R2 and R3 Revised June 2013 Project Address JEFFERSON TRANSIT AUTHORITY, BLDG n Date 1/16/2014 The following information is necessary to check a permit application for compliance with the lighting, motor, and transformer requirements in the 2012 Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no, n.a.) Section _Component Information Required on Plans Notes N.A. C405.6.1 Exterior building Schedule with fixture types, lamps,ballasts,watts per fixture; grounds lighting lumens per watt for fixtures>100 watts ELECTRICAL POWER SYSTEMS (Sections C405.7 ,C405.9, C405.12, C409.2.1) N.A. Electrical energy C409.2.1 consumption—whole Meters provided for whole building electric energy usage building N.A. Electrical energy C405.7 consumption— Individual dwelling unit electricity meters provided dwelling units N.A. C405.9 Transformers Indicate transformer size and efficiency on plans N.A. Variable speed C405.12.1 escalators and moving Variable speed controls provided walks N.A. C405.12.2 Regenerative drives Variable frequency regenerative drives provided for escalators COMMISSIONING (Sections C405.13, C408.3, C409.4.4) Yes C405.13 Commissioning Commissioning procedure developed for all applicable systems Ed-001 Yes C408.3 Lighting controls Commissioning plan and functional test procedure developed Ed-001 N.A. Electrical energy C409.4.4 consumption meters Commissioning plan and functional test procedure developed N.A. Escalators&moving walks Commissioning plan and functional test procedure developed If"no" is circled for any question, provide explanation: • 1 A H Jefferson Transit Authority Maintenance, Operations and Admin Center Building D Wash Equipment Shed Project # 2130040.20 Project Principal Daniel L. Booth, P.E., S.E. Project Manager Andrew D. McEachern, P.E., S.E. Design Criteria Based on 2012 IBC Uniform Loads Location Live Load Dead Load �1�!t L.B0�l,, Slab on Grade (4") 125.0 psf Actual 4),Z- Roof 25.0 psf (snow) Actual \ P11 Lateral Loads 28488 Wind Seismic OWi%. Basic Wind Speed: 110 mph (ult) Site Class: D Exposure: B Seismic Design Category: D Importance Factor: 1.0 Occupancy Category: II Seismic Importance Factor: 1.0 Structural Narrative—Wash Equipment Shed The structural scope of work for this project involves the design of a new one-story storage shed structure. It is the intention of the structural design to satisfy the force levels of the IBC 2012. The structural framing system for the main building consists of a light frame construction. The framing involves light gage steel roof joists spanning between light gage steel stud walls. The steel walls bear on a conventional foundation system, which will involve thickened slab edge footings at the exterior perimeter of the building. Plywood sheathing will be provided at the roof and exterior walls in order to resist lateral loads thru diaphragm action. A o. tr, Mr : 8d o v M V CO O x A ° 0 0 • 40 , 0 1 : lc..E:21.} Ft - I z _ < 7 _4)ao I a H 1 __,___ , O HI - - - IF of a T ...---11 T J J ® 83 83 e. i 3 0 a 0 ,.... ‘,., r - 1 1 a 3 e CD Z ' 3 e 8 ii0 - ill 8 _I o C:27) CL-21) CO --= 0 • L alk. 41 \I I t Q x Q h M %) 4 Id 1 P o ea 2 7 eR g lg. 0:: h 0 ' soy 1 %A u \,.PDC\I tiN z ti Q4 40 ,� - I /__J y 0 �• Cl� c.-.% I- I O i 0 r-j M FAI - T— —J o LL X93 83 Z d. N o .D J A. •y VI S p u AI Z 4 o f „0 ALL o 0 o r.c miil n a r co 0 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma, WA 98403 JOB NO. 2130040.20 SHEET NO. (253) 383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 www.struware.com Code Search Code: International Building Code 2012 Occupancy: Occupancy Group= S Storage Risk Category & Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (8) 1.00/12 4.8 deg Building length(L) 18.0 ft Least width (B) 11.0 ft Mean Roof Ht (h) 12.0 It Parapet ht above grd 12.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 0 psf Partitions N/A 0 psf 0 psf 0 psf . AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma, WA 98403 JOB NO. 2130040.20 SHEET NO. (253) 383-2422 CALCULATED BY ADM _ DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads : ASCE 7- 10 Ultimate Wind Speed 110 mph Directionality (Kd) 0.85 Exposure Category B Enclosure Classif. Partially Enclosed Internal pressure +/-0.55 Kh case 1 0.701 Kh case 2 0.575 I Type of roof Monoslope \AZ), Speedup irt Topographic Factor (Kzt) 1/ Topography Flat x(upwir-4 ,A x(downwind) er- Hill Height (H) 80.0 ft �, HJ2 • Half Hill Length (Lh) 100.0 ft r_ H Actual H/Lh = 0.80 . Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest:x= 50.0 ft I Bldg up/down wind? downwind V(Z) z I n Speed-up H/Lh= 0.50 K1 = 0.000 V(Z) x x/Lh= 0.31 K2 = 0.792 x(upwind)nd) x(downwind) z/Lh= 0.09 K3= 1.000 1 H At Mean Roof Ht: i' ,, = Kzt= (1+K,K2K3)^2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency< 1 Hz(T> 1 second). h= 12.0 ft However, if building h/B<4 then probably rigid structure(rule of thumb). B= 11.0 ft h/B= 1.09 Therefore, probably rigid structure /z (0.6h)= 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e= 0.33 Natural Frequency (r),)= 0.0 Hz t = 320 ft Damping ratio (R)= 0 Zmin= 30 ft /b= 0.45 c= 0.30 /a= 0.25 go, gv= 3.4 Vz= 70.9 Lz= 310.0 ft N1 = 0.00 Q= 0.94 Hr= 0.000 lz= 0.30 Rh= 28.282 rl= 0.000 h= 12.0 ft G = 0.89 use G=0.85 Re= 28.282 r)= 0.000 RL= 28.282 rl= 0.000 ga = 0.000 R = 0.000 G = 0.000 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253) 383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80%open. Ao>_ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 64.0 sf Ao ? 1.1 Aoi YES Ag 132.0 sf Ao>4' or 0.01 Ag YES Aoi 21.0 sf Aoi/Agi <_ 0.20 YES Building IS Agi 517.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao? 1.1Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi 5 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag=the gross area of that wall in which Ao is identified. Aoi=the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi=the sum of the gross surface areas of the building envelope(walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall& roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads- MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.57 h= 12.0 ft GCpi= +/-0.55 Base pressure(qh)= 15.1 psi ridge ht= 12.5 ft G= 0.85 Roof Angle(8)= 4.8 deg L= 18.0ft z for gi: 12.0ft Roof tributary area-(h/2)*L: 108 sf B= 11.0 ft qi= 15.1 psf for positive internal pressures (h/2)'B: 66 sf Ultimate Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L=0.61 h/L= 1.09 UB= 1.64 h/L= 0.67 Surface Cp ghGCp w/+q;GCpi w/-qhGCpi Dist.` Cp ghGCp w/+q,GCp; w/-ghGCP; Windward Wall(WW) 0.80 10.3 see table below 0.80 10.3 see table below Leeward Wall(LW) -0.50 -6.4 -14.8 1.9 -0.37 -4.8 -13.1 3.5 Side Wall(SW) -0.70 -9.0 -17.3 -0.7 -0.70 -9.0 -17.3 -0.7 Leeward Roof(LR) `. Included in windward roof Windward Roof: 0 to h/2* -1.29 -16.6 -24.9 -8.3 0 to h/2' -1.03 -13.3 -21.6 -5.0 >h/2* -0.70 -9.0 -17.3 -0.7 h/2 to h' -0.83 -10.7 -19.0 -2.4 h to 2h* -0.57 -7.3 -15.6 1.0 "Roof angle<10 degrees.Therefore,leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs,entire roof surface is NOTE:The code requires the MWFRS be designed for minimum ultimate force of 16 psf either windward or leeward surface. multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at"z" (psf) Combined WW+LW Windward Wall Normal Parallel I.R Z I 1(z I Ke q,GCp w/+q,GCp, w/-ghGCP; to Ridge to Ridge h= 0 to 15' 0.57 1.00 10.3 2.0 18.6 16.7 15.1 SW/ LW r LE [C�D7REC[ION swd --muppr- , PAM NORMAL TO RIDOk WR e %.°° wMr)PARALLEL TO RSGE NOTE: mss` fj See figure in ASCE7 for the application of full and partial loading of the above wind pressures.There are 4 different loading cases. OP L:Oft I I k 0 0.57 1.00 15.1 i Windward parapet: 22.7 psf (GCpn=+1.5) I► Leeward parapet: -15.1 psf (GCpn=-1.0) warp use:naVt `I. Windward roof overhangs(add to windward roof pressure): 10.3 psf(upward) TYPEAL"WE L°"DIN6 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads - Components & Cladding : h <= 60' 1 Ultimate Wind Pressures) Kh(case 1)= 0.70 h= 12.0 ft / f Base pressure(qh)= 18.4 psf a= 3.0 ft Minimum parapet ht= 0.0 ft GCpi= +/-0.55 Roof Angle(9)= 4.8 deg Type of roof= Monoslope Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.65 -1.65 -1.65 -30.4 -30.4 -30.4 -30.4 -30.4 Negative Zone 2 -1.85 -1.78 -1.75 -34.1 -32.8 -32.3 -32.5 -32.3 Negative Zone 3 -2.35 -1.93 -1.75 -43.3 -35.6 -32.3 -33.7 -32.3 Positive All Zones 0.85 0.78 0.75 16.0 16.0 16.0 16.0 16.0 Negative Zone 2' -2.15 -2.08 -2.05 -39.7 -38.4 -37.8 -38.0 -37.8 Negative Zone 3' -3.15 -2.45 -2.15 -58.1 -45.2 -39.7 -42.0 -39.7 Parapet qp= 18.4 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B:Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.54 -1.38 -1.27 -28.4 -25.5 -23.4 -28.4 -24.6 Negative Zone 5 -1.81 -1.49 -1.27 -33.4 -27.5 -23.4 -33.4 -25.8 Positive Zone 4&5 1.45 1.29 1.18 _ 26.7 23.8 21.8 26.7 22.9 Note:GCp reduced by 10%due to roof angle<=10 deg. AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 , Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Location of C&C Wind Pressure Zones 2,a a a ?8 2a N.- < IN • 6 -> t N ? Li I 1 Ira-- I R.1 illre,I0 I 4 o a 1 I I WALL y '*I 0 j 2' I o-� 4 0 111 1 � Roofs w/ 8<_10° Walls h<_60' Gable,Sawtooth and and all walls &alt design h<90' Multispan Gable 8 5 7 degrees& Monoslope roofs h>60' Monoslope s 3 degrees 3°<8 510° h_<60'&alt design h<90' h<_60'&alt design h<90' NM II IN ri ir 8 1 ' -- Q 0 I °� C") a a t ° a l l _- J J 1 © --®---.0 I I ,as°a Q, _ I 0 ® 0 Monoslope roofs Multispan Gable& Hip 7° < 8 s 27° I 10` <8<_30° Gable 7° <8 s 45° I I h<_60'&alt design h<90' Q ---©-- 3 a Sawtooth 10°<0 s 45° / h_<60'&alt design h<90' 00 . A0-74y--j,erte,,cre olv .A.0-; -4.)-- 4,,,,0,:w 0--,0.- WI W2 1 WI W2 W3 w w Stepped roots 8<-3° h<-60'&alt design h<90' • 03 t • r R • 48' 3'124"N - 122`49'4.32"W 63 4 Corners Rd, Port Townsend, WA 983■ • ❑ _ OO Scw1. • I CI Rcf Ens- c, 7 at a 774 0 i "2013 Gaogle (..100 1C r'1' JTA Seismic Design Values (Ss and Si) Conterminous 48 States 2005 ASCE 7 Standard Latitude =48.051 Longitude =-122.817 Spectral Response Accelerations Ss and S1 Ss and S1= Mapped Spectral Acceleration Values Site Class B- Fa = 1.0,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.181 (Ss,Site Class B) 1.0 0.433 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Zip Code =98368 Spectral Response Accelerations Ss and S1 Ss and S1= Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.267 (Ss) 1.0 0.461 (S1) Period Maximum Sa (sec) (g) 0.2 1.414 (Ss) 1.0 0.520 (51) Period Minimum Sa (sec) (g) 0.2 1.150 (Ss) 1.0 0.425 (S1) AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Seismic Loads: IBC 2012 Risk Category: I I Importance Factor(I): 1.00 Site Class: D Ss(0.2 sec)= 118.00%g S1 (1.0 sec)= 43.30%g Fa= 1.028 Sms= 1.213 SDS= 0.809 Design Category= D Fv= 1.567 Sm1 = 0.679 SD1= 0.452 Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type: Not applicable Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Bearing Wall Systems Seismic resisting system: Light frame(cold-formed steel)walls with wood panels or steel sheets System Structural Height Limit: 65 ft Actual Structural Height(hn)= 12.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 6.5 Over-Strength Factor(flo)= 3 Deflection Amplification Factor(Cd)= 4 SDS= 0.809 Sol = 0.452 p=redundancy coefficient Seismic Load Effect(E)= p QE+/-0.2SDS D - = p QE +/- 0.162D QE=horizontal seismic force Special Seismic Load Effect(Em)= flo QE+/-0.2SDS D =3.0 QE +/- 0.162D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CThn"= 0.129 sec x=0.75 Tmax=CuTa= 0.181 User calculated fundamental period(T)= 0 sec Use T= 0.129 Long Period Transition Period(TL)= ASCE7 map= 6 Seismic response coef.(Cs)= SDSI/R= 0.124 need not exceed Cs= Sdi I/RT= 0.540 but not less than Cs= 0.044Sdsl= 0.036 USE Cs= 0.124 Design Base Shear V= 0.124W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x • Floor Joist Span Tables ft • • • 10 •sf Dead Load and 30 •sf Live Load Live Load Deflection L/360 Live Load Deflection L/480 Single Span Two Equal Spans Single Span Two Equal Spans Spacing(in)o-c. Spacing(in)ac. Spacing(in)o.c Spacing(in)an Member 12 16 24 12 16 24 12 16 24 12 16 24 6003162-33 139"e 11'11"e 99"e 13'9"i 11'11"i 9'3"a 12'6"e 11'4"e 9'9"e 13'9"i 11'11"i 9'3"e 6005200-33 14'3"e 12'4"e 10'0"e 14'3"i 12'4"a 9'5"a 13'1"e 11'10"e 10'0"e 14'3"i 12'4"a 9'5'a 600S162-43 14'11" 13'7" 11'9"e 16'8"i 14'5"i 11'9"i 13'7" 12'4" .10'9 15'3"i 13'10"i 11'9"i 600S200-43 159" 145 11'11"a 16'11"i 14'8"i 11'11"i 14 3' 13'0" 11"4"a 16'0"i 14'7"1 11`11"1 6003250-43 16'5" 14'11" 12'3"e 17'4"i 15'0".i 12'3"i 14'11" 13'7" 11'10"e 16'9"i 15'0"I 12'3"i 6003162-54 16'1" 14'7" 12 9" 18'0" 16'4"1 14'4"i 14'7" 13'3" 11'7" 16'4" 14'10" 13'0"i 6005200-54 16'10" 15 4" 13'5" 18'11" 17 3"i 15 0"i 15'4" 13'11" 12'2" 17 3" 15 8" 13'8"i 6005250-54 17'7" 16'0" 13'11" 19'9"1 17'11"i 15'8"i 16'0" 14'6" 12'8" 17 11" 16'4"i 14'3"i 6003162-68 17'3" 15'8° 13'8" 19'4" 17'7" 15'4"i 15'8" 14'2" 12'5" 177° 15'11" 13'11" 6005200-68 18'1" 16'5" 14'4" 20'4' 18'6" 16'2'i 16'5". 14'11" 13'1" 18'6° 16'9" 14'8" 6005250-68 19'0" 17'3" 15 1" 21'4" 19'4' 16'11"i 17'3" 15'8" 13'8" 19'4" 17'7' 15'4"i 6005162-97 19'1" 17 4" 15'2" 21'5" 19 6" 17 0" 17 4" 15'9" 13'9" 19'6" 17'8" 15'5" 600S200-97 20'1" 18'3" 15'11" 22'7" 20'6" 17'11" 18'3" 16'7" 14'6" 20'6" 18'8" 16'3" 6005250-97 21'1" 19'2" 15 9" 23'8" 21'8" 18'10" 19 2' 17'5" 15'3" 21'6" 19'7" 17 1" 800S162-33 . 15'9"e 13'8"e 11'1"e 14'5"a 11'8"a 8'7"a 15'9"e 13'8"e 11'1'e 14'5"a 11'8"a 8'7"aA 800S200-33 16'4"e 14'1"e 11'4"e 14'9"a 11'11".a 8'8"a 16'4"e 14'1"e 11'4'e 14'9"a 11'11"a 8'8"a 800S162.43 18'10" 16'10"e 13'9"e 19'6"i 16'10"1 13'9"a 17'2" 15'7"e 13'7"e 19'3"i 16'10'1 13'9'a 8003200-43 19'9" 17'10"e 14'7"a 20'7"i 17 10"i 14'4"a 17'11" 16'3"a 14'3"a 20'1"i 17 10"i 14'4"a :fI • 20'7"e a 14'8"e 20'9"i 18'0"i 14'5"a 18'8" 17'0"e 14'8"e 20'9"i 18'0"i 14'5"a 800S162.54 20'3" 16'1' 22'9'1 20'8"1 18'0"i 18'5" 16'9" 14'7" 20'8" 18'9"i 16'5"i it- ' 21'2" 16'10" 23'10"i 21'7"i 18'11"i 19'3" 17'6" 15'3" 21'7"1 19'8"i 17'2"i 800S250-54 22'0° 20'0" 17 6" 24 9"i 22'6"i 19'6"i 20'0" 18'2" 15 10" 22'6"i 20'5"i 17'10"i 8005162.68 21'9" 19'9" 17'3" 24'5" 22'2" 19'4"1 19'9" 17'11" 15'8" 22'2" 20'2" 17'7"i 800S200-68 22'9" 20'8" 18'1' 25'7" 23'3"i 20'3"i 20'8" 18'9" 16'5" 23'3" 21'1" 18'S"i 800S250-68 23'9" 21'7" 18'10' 26'8" 24'3'i 21'2"i 21'7" 19'7" 17'2" 24'3" 22'0" 19'3"i 6005162-97 24 2" 21'11" 19'2' 27'1" 24'B" 21'6" 21'11" 19'11" 17 5" 24 8" 22'5 19'7" 8005200-97 25'4" 23'0" 20'1" 28'5". 25'10" 22'7" 23'0" 20'11" 18'3" 25'10" 23'6' 20'6" 800S250-97 26'6" 24'1" 21'0" 29'9" 27 0" 23'7" 24'1" 21'10" 19'1" 27'.0" 24'6" 21'5" 10005162.43 21'6"e 18'8"e 15'3"e 21'6"a 17'11"a 13'4"a 20'7"e 18'8"e 153"e 21'6"a 17'11"a 13'4"a • 1000S200-43 22'9"a 19'9"a 16'1"e 22'8"a 18'6"a 13 9"a 21'5"e 19'6"e 16'1'a 22'8"a 18'6"a 13'9"a 1000S250-43 23'0"e 19'11"e 16'3"e 22'10"a 18'8"a 13'10"a 22'4"e 19'11"e 16'3"e 22'10"a 18'8"a 13'10"a 1000S162-54 24'4" 22'1" 19'4"a 27'4"1 24'10"i 20'8"i 22'1" 20'1" 17'6" 24'10"i 22'7°i 19'8"i 10005200-54 25'5" 23'1" 20'2".a 28'6"i 25'11"i 21'2"i 23'1" 20'11" 18'3" 25'11"i 23'6"i 20'6"i 10005250-54 26'5" 24'0" 20'11"e 29'7"i 26'6"I 21'7"1 24'0" 21'9" 19'0"a 26'11"i 24'5"i 21'4"i 10005162.68 26'2" 23'9" 20'9" 29'4"i 26'8"i 23'4"i 23'9" 21'7" 18'10" 26'8" 24 3"i 21'2"i 10003200-68 27'3" 24'9" 21'8" 30'8"i 27 10"i 24'4"i 24'9" 22 6" 19'8" 27'10" 25 3"i 22'1"i 1000S250-68 28'4" 25'9" 22'6" 31'10"1 28'11"i 25'3"i 25'9" 23'5" 20'5" 28'11" 26'4"i 23'0"i 10005162-97 29'1 26'5" 23'1" 32'8" 29'8" 25'11" 26'5" 24'0" 21'0" 29'8° 26'11" 23'7" 10005200-97 30'5" 27'7° 24'1' 34'1" 31'0" 27'1" 27 7" 25 1" 21'11" 31'0" 28'2" 24'7" 10003250-97 31'8" 28'9" 25'1' 35'6" 32 3' 28'2" 28'9" 26'1" 22'10" 32'3" 29'4" 25'7" 12005162-54 28'4"e 25 9"a 22'S'e 31'9"a 27 6"a 20'9"a 25'9"a 23'S"e 20'S"e 28'11"a 26'3"a 20'9"a 12003200-54 29'6"a 26'9"e 23'1"a 32'8"a 28'1"a 21'1"a 26'9"e 24'4"e 21'3"e 30'1"a 27'4"a 21'1"a 12003250-54 30'7"e 27'9"e 23'7"e 33'5"a 28'5"a 21'4"a 27'9"a 25 3"e 22'0"a 31'2"a 28'4"a 21'4"a 12005162-68 30'6" 27'8" 24'2" 34 3"i 31'1"i 27'1"i 27'8" 25'2" 22 0' 31'1'i 28'51 24'8"i 12005200-68 31'8" 28'10" 25'2" 35'7"1 32'4"1 28'3"i 28'10" 26'2" 22'10' 32'4"i 29'4"i 25'8"i 12005250-68 32'11" 29'10" 26'1" 36'11"i 33'6"i 28'0"1 29'10" 27'2" 23'8" 33 6"i 30'6'i 26'7"i 12005162.97 33'11" 30'10" 26'11" 38'2" 34 8" 30'3"i 30'10" 28'0" 24 6" 34'8" 31'6" 27'6" 12005200-97 35 4" 32'1" 28'1" 39'8" 36'1" 31'6"i 32 1" 29'2" 25'6" 36'1" 32'9" 28'7" 12005250-97 36'8" 33'4" 29'1" 41'2" 37 5" 32'8"1 33'4" 30'3" 26'5" 37'5" 34 0" 29'8" • "e"Requires web stiffeners at end supports " i"Requires web stiffeners at interior supports "a"Requires web stiffeners at all supports See page 31 for Allowable Floor Joist Span Table Notes. 32 \\ SSMA • L'I"-k r &' '-1.. Ir■.a f Combined Axial and Lateral Load Tables i I . 20 •sf Lateral Load Wall Spacing 3505162-(mils) 3625137-(mils) 362S162-(mils) 3625200-(mils) Height (in.) 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi ft o.c. 33 43 54 ;68.. 33 43 .. 54 68.. 33 43. , ;54 68 33 43. 54 68 8 12 1.86 2.76 4.09 5.14 1.50 2.32 3.42 4.42 1.96 2.85 4.27 5.44 2.41 3.50 5.34 6.76 16 1.61 6 2.63 4.09 5.14 1.27 6 2.15' 3.42 4.42 1.71 7 2.76 4.27 5.44 2.14 3.44 5.34 6.76 24 1.14° 2.156 3.967 5.14 0.855 1.726 3.36° 4.42' 1.24° 2.306 4.227 5.44 1.616 2.897 5.34 6.76 9 12 1.57 6 .2.53' 3.83 4.80 1.25° 2.10' 3.27 4.19 1.67° 2.67 4.04 5.12 2.08' 3.31 5.02 6.32 16 1.27° 2.24° 3.83' 4.80 0.996 1.83° 3.277 4.19 1.37° 2.38° 4.04' 5.12 1.76° 2.967 5.02 6.32 24 0.73' 1.68' 3.31 6 4.73 6 0.50' 1.32' 2.87 6 4.06 6 0.83' 1.83 6 3.59° 5.12 6 1.15' 2.31 ' 4.59 6 6.32' 10 12 1.26 6 2.17 6 3.53' 4.43 1.00 6 1.80 6 3.07 6 3.91 1.37 6 2.32° 3.78 7 4.75 1.74° 2.87' 4.68 5.85 16 0.94' 1.846 3.26° 4.436 0.71 ' 1.49° 2.876 3.91° 1.043 1.98° 3.56° 4.757 1.376 2.47° 4.507 5.85 24 0.35' 1.23' 2.67 3 3.98° 0.17 2 0.93' 2.36' 3.44° 0.44' 1.37' 2.95' 4.36° 0.70' 1.75' 3.79 6 5.57° 12 12 0.71' 1.47' 2.546 3.57° 0.532 1.213 2.30' 3.186 0.80' 1.61' 2.816 3.936 1.08° 2.016 3.54° 4.82° 16 .0.352 1.092 2.193 3.23' 0.192. 0.852 1.99' 2.85' .0.432 1.22' 2.44' 3.576 0.662 1.55' 3.12' 4.53' 24 - 0.432 1.572 2.612 .0.232 1.432 2.272 0.542 1.792 2.92' ` 0.752 2.362 3.80' 14 12 0.262 0.872 1.732 2.562 0.14' 0.692 1.592 2.28' 0.34' 0.992 1.93' 2.83' 0.532 1.26' 2.45' 3.586 16 0.492 1.382 2.212 0.332 1.282 1.952 0.602 1.572 2.472 0.802 2.032 3.18' 24 0.78' 1.612 0.73' 1.372 0.932 1.832 : 1.302 2.462 16 12 ...0.42 2 1.13 2 1.80 2 :0.29'. 1.06 2 1.60 2 0.51 2 1.29 2 2.01 2 0.11 2 0.682 1.66 2 2.58' 16 0.80' 1.472 0.75' 1.282 10.14' 0.942 1.662 " 0.242 1.262 2.192 24 :0.24' .0.90', . 0.23' 0.72' 0.34' 1.06' 0.57' 1.512 20 •sf Lateral Load Wall Spacing 400S137-(mils) 4005162-(mils) 4005200-(mils) 5505162-(mils) Height (in.) 33 ksi 50 ksi 33 ksi l 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi (ft) o.n. 33 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68 8 12 1.70 2.49 3.77 5.08 2.21 3.05 4.73 6.25 2.63 3.76 5.92 7.72 2.53 3.49 5.74 7.58 16 1.49' 2.44 3.77 5.08 1.98 3.05 4.73 6.25 2.43 3.76 5.92 7.72 2.53 3.49 5.74 7.58 24 1.08° 2.04° 3.77 5.08 1.53 6 2.67 7 4.73 6.25 1.94' 3.35 5.92 7.72 2.34 3.49 5.74 7.58 9 12 1.48 7 2.40 3.65 4.90 1.94 2.97 4.54 6.00 2.38 3.65 5.65 7.36 2.51 3.47 5.67 7.58 16 1.22° 2.14 7 3.65 4.90 1.66 6 2.76 4.54 6.00 2.07 7 3.43 5.65 7.36 2.46 3.47 5.67 7.58 24 0.74 3 1.66 6. 3.44° 4.90 7 1.13° 2.23 6 4.30 6 6.00 1.49° 2.80° 5.48 7 7.36 2.04 3.36 5.67 7.58 10 12 1.24° 2.13 7 3.50 4.67 1.66 6 2.71' 4.32 5.69 2.06' 3.35 5.34 6.95 2.48 3.43 5.58 7.47 • 16 0.94' 1.83° 3.47° 4.67 7 1.33 6 2.38 6 4.30 7 5.69 1.70 6 2.96' 5.34 6.95 2.21 3.43 5.58 7.47 24 0.40 2 1.27' 2.95 6 4,370 0.73' 1.77' 3.67 6 5.51° 1.04' 2.24 6 4.69 6 6.95' 1.71 ° 3.01 5.58 7.47 12 12 0.75' 1.54 3 2.92 6 4.08 6 1.08 2 2.01 6 3.57 6 4.92 7 1.41 0 2.49' 4.47° 5.99 2.02 7 3.27 5.32 7.13 16 0.412 1.183 2.593 3.756 0.702 1.61' 3.17° 4.67° 0.98' 2.022 4.006 5.886 1.666 2.91' 5.32 7.13 24 0.522. 1.98' 3.09' 0.90' 2.45' 3,943 0.212 1.192 3.173 5.056 1.003 2.246 4.766 7.13' 14 12 0.33 2 0.99 2 2.14 3 3.05' 0.57 2 1.36 3 2.58 3 3.76 6 0.81 2 1.69 3 3.24 6 4.71 6 1.51 0 2.68° 4.96' 6.64 16 0.592 1.782 2.663 0.172 0.932 2.162 3.343 0.362 1.192 2.76' 4.24' 1.083 2.24° 4.496 6.64' 24 1152 1.992 0182 1.432 2.592 0.322 1.922 3.402 0.31 2 1.433 3.633 5.806 16 12 0.53 2 1.50 2 2:19' 0.17 2 0.81 2 1.80 2 2.73 3 0.33 2 1.04 2 2.28' 3.45 3 1.01 ' 2.07 6 4.01 6 5.97 5 16 I . ' '. : 2 D382 1.392 2.322 0.542 1.822 2.992 0.542 1.573 3.493 5.426 24 0.53' 1.17 ., 0.69' 1.612 1.012 2.192 0.67' 2.542 4.433 colofl 20 •sf Lateral Load rd„,„,....,,,,,, /f Wall Spacing 6005137-(mils) 6005162-(mils) 600S200-(mils) Height (in.) 33 ksi • 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi A Li.P taA r1.6 (ft) o.c. 33 43 54 68 97 33 43 54 68 97 33 43 54 68 97 8 12 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 L Co A 16 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 24 1.76 2.62 3.90 5.14 7.62 2.49 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 9 12 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 " 7.56 11.50 2.97 4.40 7.46 9.89 15.38 16 1.86 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.97 4.40 7.46 9.89 15.38 24 1.55 2.57 3.90 5.14 7.62 2.24 3.52 5.72 7.56 11.50 2.69 4.40 7.46 9.89 15.38 10 12 1.88 2.62 3.90 5.14 7.62 2.54 3.52 5.72 7.56 11.50 2.95 4.35 7.33 9.72 15.11 16 1.70 2.62 3.90 5.14 7.62 2.41 3.52 5.72 7.56 11.50 2.87 4.35 7.33 9.72 15.11 24 1.32' 2.34 3.90 5.14 7.62 1.95 7 3.29 5.72 7.56 11.50 2.36 4.12 7.33 9.72 15.11 12 12 1.61 2.62 3.90 5.14 7.62 2.24 3.44 5.60 7.52 11.50 2.67 422 6.99 9.27 14 40 16 1.'ad 6 'id' 0 F i4 7.62 I 1. 1 7 I .60 7. 11. 0 1 ' .98 I 6.44 • 24 0.81° 1.82° 3.90 5.14 7.62 1.29° 2.59 6 5.60 7.52 11.50 1.63 6 3.23 7 6.99 9.27 14.40 14 12 1.28° 2.27° 3.90 5.14 7.62 1.78 6 3.02 7 5.32 7.13 11.28 2.15° 3.70 6.55 8.68 13.45 16 0.92 3 1.91 6 3.90 5.14 7.62 1.37 6 2.60° 5.32 7.13 11.28 1.70° 3.21 6 6.55 8.68 13.45 24 0.26 2 1.23 3 3.90 5.14 7.62 0.61 3 1.82' 5.32 7.13 11.28 0.87 3 2.28° 6.55 8.68 13.45 16 12 0.91.' 1.88° 3.90 5.14 7.62 1.29' 2.44 6 4.94 6.62 10.42 1.61 5 2.990 6.01 7.97 12.32 16 0.49 2 1.43 3 3.90 5.14 7.62 . 0.82 3 1.95 3 4.94 6.62 10.42 1.09' 2.41 6 6.01 7.97 12.32 24 0.62 2 3.90 5.14 7.62 ® 1.06 2 4.94 6.62 10.42 0.15 2 1.36' 6.01 7.97 12.32 • 1 Deflection exceeds U120 6 Deflection exceeds L/600 2 Deflection exceeds L1240 7 Deflection exceeds L/720 3 Deflection exceeds IJ360 - If not noted,deflection is less than 11720 See Combined Axial and Lateral Load Table Notes on page 20. 23 (W.4 • Header Load Tables 1 fp Header Load Table Notes 1. Deflection limit is L/360. 2. Allowable loads have not been modified for wind or earthquake loading. 3. Headers are made from two"boxed"or back to back members. 4. Allowable moment, shear and web crippling are based on twice the capacity of a single member.The moment of inertia is based on twice the value of the single member. 5. Bearing length for web crippling = 1" minimum. 6. Values are for unpunched members. 7. Members are assumed adequately braced for bending. 8. Allowable loads are for simply supported headers with uniform bending loads only. 9. Check web crippling at point loads. I I I • I I Boxed Header Back-to-Back Header Header Allowable Uniform Loads (lb/ft) il Yield Strength SPAN Section (ksi) 3(ft) 4(ft) ,_5(ft) 6(ft) 6(ft) 10(ft) 12(ft) 5505162-33 33 893 e 670 e 536 e 374 e 210 e 127 e 73 e 5505162-43 33 1982 e 1232 a 789 a 547 a 308 a 164 a 95 5505162-54 33 2779 a 1563 a 1000 a 694 a 390 a 203 117 5505162-54 50 3643 a 2049 a 1311 a 910 a 396 a 203 117 550S162-68 33 3514 a 1976 a 1265 a 878 a 488 a 250 144 5505162-68 50 5176 a 2911 a 1863 a 1157 a 488 250 144 6005137-33 33 816 a 612 a 489 a 373 a 209 a 134 a 80 e 6005162-33 33 816 a 612 a 489 a 408 a 237 a 152 a 90 e 6005200-33 33 816 a 612 a 489 a 408 a 254 a 162 a 104 e 6005137-43 33 1810 a 1233 a 789 a 548 a 308 a 178 a 103 600S162-43 33 1810 a 1357 a 889 a 617 a 347 a 202 a 117 e 600S200-43 33 1810 a 1357 a 919 a 638 a 359 a 229 a 135 e 6005250-43 33 1810 a 1357 a 967 a 671 a 377 a 241 a 155 e 600S137-54 33 2812 a 1581 e 1012 a 703 a 395 a 220 a 127 600S162-541 33 3135 a 1763 a 1128 a 783 e � 440 e I 250 a 144 6005200-54 3 3566 a 2006 a 1283 a 891 a 501 e 290 a 167 6005250-54 -3 3392 a 1908 a 1221 a 848 e 477 a 305 a 193 e 6005137-54 0 3610 a 2269 a 1.452 a 1008 a 429 a 220 127 600S162.54 50 3610 a 2313 a 1480 a 1028 a 488 e 250 144 6005200-54 50 3610 a 2500 a 1600 a 1111 a 566 a 290 a 167 6005250-54 50 3610 a 2666 a 1706 a 1185 a 641 a 328 a 190 600S137-68 33 3562 a 2004 a 1282 a 890 a 501 e 270 156 6005162-68 33 3968 a 2232 a 1428 a 992 a 558 a 308 178 600S200-68 33 4506 a 2534 a 1622 a 1126 a 633 a 358 a 207 6005250-68 33 4456 a 2506 a 1604 a 1114 a 626 a 401 e 239 600S137.68 . 50 5274 a 2966 a 1898 a 1252 a 528 a 270 156 600S162-68 50 5846 a 3288 a 2104 a 1426 a 601 a 308 178 6005200-68 50 6475 a 3642 a 2331 a 1618 a 700 a 358 207 6005250.68 50 5954 a 3349 a 2143 a 1488 a 807 a 413 a 239 6005137-97 33 5108 a 2873 a 1839 a 1277 e 715 366 211 6005162-97 33 5685 a 3197 a 2046 a 1421 e 799 419 242 6005200-97 33 6443 a 3624 a 2319 a 1610 a 906 a 490 283 6005250-97 33 7229 a 4066 a 2602 a 1807 a 1016 a 567 328 6005137-97 50 7526 a 4233 a 2709 a 1694 a 715 366 211 6005162-97 50 8403 a 4727 a 3025 a 1941 a 819 419 242 600S200-97 50 9560 e 5377 e 3441 6 2270 a 958 490 283 6005250-97 50 10277 e 5781 6 3700 a 2569 a 1109 a 567 328 "e" Web stiffeners required at each support ! 37 SSMA �,'= AHBL Engineers Project Title: Jefferson Transit Authority • 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 . _ i Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 O H E I L (253)383-2422 -- --- __ Printed,14 JAN 2014.440PM File=Q:\201312130040120_STR\NON_CAD\CALCs12SS4HB-9.EC6 General Footing ENERCALC,INC.1983-2013,Build:6.13.3.31,Ver.6.13.8.31. Lic.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Strip Footing at Storage Shed Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Material Properties Soil Design Values i'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 9 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth bellow soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow°/0 Temp Reinf. = 0.00010 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksi Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 18.0 in II Load location offset from footing center... ex:Pill to X-X Axis = 6 in Pedestal dimensions... px:parallel to X-X Axis = 6.0 in -v pz:parallel to Z-Z Axis _ 48.0 in o Height 6.0 in m m Rebar Centerline to Edge of Concrete.. N m CLI at Bottom of footing = 3.0 in p n Reinforcing -1i '6,r Iw Bars parallel to X-X Axis Number of Bars = 2 Reinforcing Bar Size = # 3 Bars parallel to Z-Z Axis ,., Number of Bars = 2.0 Reinforcing Bar Sizi = # 4 VIA *43a. I Bandwidth Distribution Check (ACI15.4.4.2) 2-»3Bars f Direction Requiring Closer Separationig X-X Axis i — #Bars required within zone 54,5% #Bars required on each side of zone 45.5% p•,. .Lon, Applied Loads D Lr L S W E H P:Column Load = 1.0 0.440 0.0 0.550 0.550 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k .i/■ AHBL Engineers Project Title: Jefferson Transit Authority ' ! 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 Nis 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 © C H B L (253)383-2422 Prinled:l4 JAN 2014,4 40PM General Footing File=Q:1201312130040\20_STR1NON_CADICALCsl2SS4HB-9.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver..6.13,8.31 Lie.#:KW-06002298 Licensee:AHBL, INC TACOMA Description: Strip Footing at Storage Shed DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.2816 Sal Bearing 0.9857 ksf 3.50 ks1 +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure(+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.03766 Z Flexure(-X) 0.1393 k-ft 3.699 k-ft +1.40D PASS 0.0 X Flexure(+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure(-Z) 0.0 k-ft 0.0 k-ft No Moment PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.4054 psi 82.158 psi +1.20D+1.60S+0.B0W Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension ti As Req'd Gym.As Actual As Phi`Mn Status k-tt Side? Botor Top? inA2 kN2 in A2 k-ft X-X.+1.40D 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.40D 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.0 +Z To 0.0216 Min Temp% 0.2667 17.686 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.0 -Z Top 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+1.60L+0.505+1.60H 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.0 -Z Top 0.0216 Min Temp% 0.2667 17.686. OK X-X.+1.20D+1.60Lr+0.50L 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+1.60Lr+0.50L 0.0 -Z TOD 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+1.60Lr+0.80W 0.0 +Z To 0.0216 Min Temo%° 0.2667 17.686 OK X-X.+1.20D+1.60Lr+0.80W 0.0 -Z Top 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50L+1.60S 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.200+0.50L+1.60S 0.0 -Z Top 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+1.60S+0.80W 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+1.60S+0.80W 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50L+0.50S+1.60W 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50L+0.50S+1.60W 0.0 -Z Top 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50L+0.20S+E 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X,+1.20D+0.50L+0.20S+E 0.0 -Z Top 0.0216 Min Temo% 0.2667 17.686 OK X-X.+0.90D+1.60W+1.60H 0.0 +Z To 0.0216 Min Temp% 0.2667 17.686 OK X-X,+0.90D+1.60W+1.60H 0.0 -Z Top 0.0216 Min Temp% 0.2667 17.686 OK X-X.+0.90D+E+1.60H 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X,+0.90D+E+1.60H 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK Z-Z.+1.40D 0.1393 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK ■''. AHBL Engineers Project Title: Jefferson Transit Authority Ms, North 30th Street Engineer: ADM Project ID: 2130040.20 - _ Suite 300 Project Descr: New One-Story Maintenance and Admin Facility I Tacoma,WA 98403 Q H B L (253)383-2422 Printed.14 JAN 2014.4 40P1d General Footing — File=(1:120,312 1 3 0 0 4 0120 STRWON cao1CALCs12ss4RB-9.EC6 E NERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.9.31 Lic.#:KW 06002298 Licensee:AHBL,INC TACOMA Description: Strip Footing at Storage Shed Z-Z.+1.40D 0,0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.1174 •X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.0 +X To 0.0216 Min Temp% 0.0550 3.699 OK ■ ='r= AHBL Engineers Project Title: Jefferson Transit Authority 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 . _ Suite 300 Project Descr: New One-Story Maintenance and Admin Facility , Tacoma,WA 98403 H B L (253)383-2422 -- -- --- - Priniei.14 JAN 2014.4=OPA7 General Footin File=Q:1201312130040120 STR1N0N_CAD\CA[Csl2SS4HB-9.EC6 g ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Lic.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Strip Footing at Storage Shed Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status k-ft Side 7 Bot or Top? inA2 in^2 in^2 k-tt Z-Z.+1.20D+1.60L+0.50S+1.60H 0.1169 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.50L 0.1131 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.50L 0.0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.80W 0.110 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.80W 0.0 +X Top 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+1.60S 0.1118 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+1.60S 0.0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+1.60S+0.80W 0.1089 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+1.20D+1.60S+0.80W 0.0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.1103 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z•Z,+1.20D+0.50Lr+0.50L+1.60W 0.0 +X To 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 0.1099 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z•Z.+1.20D+0.50L+0.50S+1.60W 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+0.20S+E 0.1184 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z,+1.20D+0.50L+020S+E 0.0 +X To 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+0.90D+1.60W+1.60H 0.08237 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z,+0.90D+1.60W+1.60H 0.0 +X To 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+0.90D+E+1.601-1 0.08956 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z,+0.90D+E+1.60H 0.0 +X To 0.0216 Min Temp% 0.0550 3.699 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D 0 psi 0 psi 0 psi 0 osi 0 osi 82.158 psi OK +1.20D+0.50Lr+1.60L+1.60H 0 osi 0 osi 0 DS' 0 psi 0 psi 82.158 osi OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 0 osi 0 osi 82.158 osi OK +1.20D+1.60Lr+0.50L 0 osi 0 osi 0 psi 0 psi 0 psi 82.158 psi OK +1.20D+1.60Lr+0.80W 0 osi 0 osi 0 psi 0 psi 0 psi 82.158 osi OK +1.20D+0.50L+1.605 0 osi 0 psi 0 psi 0 psi 0 DS' 82.158 psi OK +1.20D+1.60S+0.80W 0 psi 0 osi 0 osi 0 psi 0 psi 82.158 psi OK +1.20D+0.50Lr+0.50L+1.60W 0 psi 0 osi 0 osi 0 psi 0 osi 82.158 osi OK +1.20D+0.50L+0.50S+1.60W 0 DS' 0 osi 0 osi 0 osi 0 psi 82.158 osi OK +1.20D+0.50L+0.20S+E 0 psi 0 osi 0 osi 0 osi 0 psi 82.158 osi OK +0.90D+1.60W+1.60H 0 psi 0 osi 0 psi 0 psi 0 psi 82.158 osi OK +0.90D+E+1.60H 0 psi 0 psi 0 psi 0 psi 0 osi 82.158 psi OK Punching Shear • All units k Load Combination... _ Vu Phi*Vn Vu/Phi'Vn Status +1.40D 0.3201 psi 102.698osi 0.003117 OK +1.20D+0.50Lr+1.60L+1.60H 0.2962 osi 102.698 osi 0.002884 OK +1.20D+1.60L+0.50S+1.60H 0.3017 osi 102.698osi 0.002938 OK +1.20D+1.60Lr+0.50L 0.3442 psi 102.698 osi 0.003352 OK +1.20D+1.60Lr+0.80W 0.3879 psi 102.698osi 0.003777 OK +1.20D+0.50L+1.60S 0.3617 osi 102.698 psi 0.003522 OK +1.20D+1.60S+0.80W . 0.4054 psi 102.698 osi 0.003947 OK +1.20D+0.50Lr+0.50L+1.60W 0.3835 osi 102.698osi 0.003735 OK +1.20D+0.50L+0.50S+1.60W 0.389 osi 102.6980Si 0.003788 OK +1.20D+0.50L+0.20S+E 0.2853 osi 102.698osi 0.002778 OK +0.90D+1.60W+1.60H 0.2931 osi 102.698osi 0.002854 OK +0.90D+E+1.60H 0.2058 osi 102.698 osi 0.002004 OK Project T �. � a u Project No. 2-i 3,� Yo1.4r ❑ Page of Subject Phone Calculations With/To Fax# ❑ Fax R H B L Address ❑ Memorandum #Faxed Pages ❑ Meeting Minutes Date y1 v/�ti By 10,'"" ❑ Telephone Memo Civil Engineers Structural Engineers . /J Af ->A44.. Landscape Architects (fi 4sv 204 i- i.,SA �T/vnJ Community Planners Id e,, ° 2 Arr.�loNSeA�.pT;,,yl Land Surveyors • _b C1- (?) Neighbors i S N7 ca-A 7 ',fry /Lola f v/r l sa ci', < r� . Z 1 � ' 7 le Pcn .,�i►.c.a c tyl_r 3.J Pub /5 v 4. V. 2i1c v i6'1 V: 25, • If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. • fit' i i AHBL Engineers Project Title: Jefferson Transit Authority s �- ; 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 Apr in j Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 D i"i B L (253)383-2422 --- -- - Pulled.14 JAN 2014,5:06PM Torsional Analysis of Rigid Diaphragm File=o 20131213004020_sTR1 NoN CACtcALCs 2SS4RB_9 EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Shed Diaphragm Design General Information Calculations perlBC 2006,CBC 2007,ASCE 7-05 Applied Lateral Force in"X"Direction 1.70 k Location of Shear Application: Applied Lateral Force in"Y"Direction 2.70 k Distance from X"datum point 9.0 ft Distance from"Y"datum point 5.50 ft Note: These loads are resolved into X&Y components when applied to the system of elements at angular increments, Accidental Torsion values per ASCE 7-05 12.8.4.2 Ecc.as%of Maximum Dimension 15.00 % Load Anglular Increment 15.0 deg Maximum Dimensions: Accidental Eccentricity Anglular Increment 90.0 deg Along'X"Axis 18.0 ft Center of Rigidity Location (calculated)... Along"Y"Axis 11.0 ft "X"dist.from Datum 17.999 ft Additional Eccentricity+1-from'X"Coord.of Load Applicatior 2.70 ft "Y dist.from Datum 7.961 ft Additional Eccentricity+1-from"Y"Coord.of Load Applicatior 1.650 ft Wall Information Label: East Wall X Wall C.G.Location 12 ft Wall Length 12 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 0 ft Wall Height 12 ft Wall Angle CCW 0 deg Wall Thickness 6 in Major Axis 8.6667E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Minor Axis 2.4000E+001 in E-Shear 1 Mpsi Label: North Wall X Wall C.G.Location 18 ft Wall Length 11 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 5.5 ft Wall Height 11 ft Wall Angle CCW 90 deg Wall Thickness 6 in Major Axis 8.6667E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Minor Axis 2.4000E+001 in E-Shear 1 Masi Label: West Wall X Wall C.G.Location 8 ft Wall Length 18 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 11 ft Wall Height 12 ft Wall Angle CCW 0 deg Wall Thickness 6 in Major Axis 3.3086E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Minor Axis 2.4000E+001 in E-Shear 1 Mpsi DESIGN SUMMARY List of maximum shear forces applied to resisting elements Maximum Shear along MAJOR Axis Maximum Shear along MINOR Axis Resisting Element Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) East Wall 105 11.70 -2.46 2.994 90 11.70 -2.46 0.000 North Wall 90 11.70 -2.46 2.700 300 11.70 -2.46 0.000 West Wall 255 11.70 -2.46 2.994 90 11.70 -2.46 0.000 Ng1 r. AHBL Engineers Project Title: Jefferson Transit Authority _ j 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 • air Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 ! • H B L (253)383-2422 Printed.14 JAN 2014.5 06P Torsional Analysis of Rigid Diaphragm File=Q:2013 2130040\20_STR\NON_CAD CALCs■2SS4HB-9.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Veri6.13.8.31 Lie.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Shed Diaphragm Design Layout of Resisting Elements Legend 9 _] Defined Wall X Datum -.— Center of Rigidity • Center of Mass C 7 Accidental eccentricity application boundary West Wall • North Wall \, East Wall T / Analysis Notes This program is designed to distribute an applied load to a set of resisting elements.The applied load is considered a'shear'loading applied to a number of resisting elements. Each resisting element data entry Specifies a deflection along a'major"and'minor'axis due to at 1,000 lb load.Each resisting element may be entered as a wall or a beam (whereby the deflection is calculated),or a specified deflection.The deflections define the stiffness of each resisting element. Each resisting element is defined at an(X,Y)location from a datum the user has previously defined.A counter-clockwise rotation of the element can be entered with respect to a traditional"+X°axis line. A main"shear"load and an optional orthogonal shear load are specified for distribution to the system of resisting elements.In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered load the program calculates a resultant force vector magnitude,F.The force F is applied to the resisting elements in angular increments of 15 degrees to generate a series of resulting direct and torsional shear loads on each element.This radial application of force is then repeated at 45 degree angular separations along an elliptical path defined by the minimum accidental eccentricity. The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity.These values are then searched to find the maximum applied major and minor axis shears applied to each resisting element. pm • Project 7'A .D 6 Project No. 2! $ Y�.2. ❑ Page of ' Subject Phone Calculations 'Mil WithlTo Fax# ID Fax R H B L ❑ Memorandum Address #Faxed Pages 1,66,441 1,66,441 ❑ Meeting Minutes Date By ❑ Telephone Memo Civil Engineers � ^ t� Structural Engineers Landscape Architects v° /L. Community Planners 0,7 = I-1/L Land Surveyors nfuNtH I .A 4 Neighbors i/r 2 1l`ltl • 16 1" CP? 2 1 k G toff 1i' I,".-ST L-14 LA- Acr c,../,41 vgam). /IS v' 3. 7 '7'rE` • f C tr, • a, 8t4 tier 2. 3 4 If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. C 7. A H tip Jefferson Transit Authority Maintenance, Operations and Admin Center Building D Wash Equipment Shed Project # 2130040.20 Project Principal Daniel L. Booth, P.E., S.E. Project Manager Andrew D. McEachern, P.E., S.E. Design Criteria Based on 2012 IBC Uniform Loads Location Live Load Dead Load +14+x', B Slab on Grade (4") 125.0 psf Actual 4C ft? Roof 25.0 psf(snow) Actual \ ■ • Lateral Loads \ 0 . Zgggg i 1.%,_ Wind Seismic oNat. Basic Wind Speed: 110 mph (ult) Site Class: D i ,g pia Exposure: B Seismic Design Category: D Importance Factor: 1.0 Occupancy Category: II Seismic Importance Factor: 1.0 Structural Narrative —Wash Equipment Shed The structural scope of work for this project involves the design of a new one-story storage shed structure. It is the intention of the structural design to satisfy the force levels of the IBC 2012. The structural framing system for the main building consists of a light frame construction. The framing involves light gage steel roof joists spanning between light gage steel stud walls. The steel walls bear on a conventional foundation system, which will involve thickened slab edge footings at the exterior perimeter of the building. Plywood sheathing will be provided at the roof and exterior walls in order to resist lateral loads thru diaphragm action. L w M. mad Ce■i) 0 v " V m N ., M O K°) x " N • y .1:1 .� `D y 414P, 0 1 44*; I _________, N 0 ! SO i l� 711 4 z • Q ci) I UJ ° 0 = = o 0. 0 1 :-.! i IF 1 _- _ _ _ 1 0 I Q Sod 1 V- i ® I 03 0] 5 " ) 0 Z 1-. ,0 r 0 N 2 d 3 Q `J _ � 1) z W D II 0 00 0 íA %) /N. 41. < I CO � Q h W D 4 0 -- /5 ? 9 Z 2 ( \ o — )d , A u e, / fi " Q0-1, 4‘4k 1 in r. '.0 w O M .) n °� y I aa4 Q I cA � — � 1 0z mod - - or, 1 0 1 `soy 0 I I (5 I( 0 A 4 x 4 `'v 8 0 v z 9 k 0 o „o - i < < o _I o D CO Q 0 CO 0 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 www.struware.com Code Search Code: International Building Code 2012 Occupancy: Occupancy Group= S Storage Risk Category & Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (8) 1.00/12 4.8 deg Building length(L) 18.0 ft Least width (B) 11.0 ft Mean Roof Ht (h) 12.0 ft Parapet ht above grd 12.0 It Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 0 psf Partitions N/A 0 psf 0 psf 0 psf ■ ' AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads : ASCE 7- 10 Ultimate Wind Speed 110 mph Directionality (Kd) 0.85 Exposure Category B Enclosure Classif. Partially Enclosed Internal pressure +/-0.55 Kh case 1 0.701 Kh case 2 0.575 I Type of roof Monoslope \AZ) Z _.1 It Speedup Topographic Factor (Kzt) V i?) x(upvnndJ x(dawnwind) Topography Flat -.,r:',y. Hill Height (H) 80.0 ft H/2 H Half Hill Length (Lh) 100.0 ft H/2 Actual H/Lh = 0.80 �. w x Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest:x= 50.0 ft i Bldg up/down wind? downwind V(Z) z • I A Speed-up H/Lh= 0.50 K1 = 0.000 a V(Z) x(upw,nd) '; 0 x(downwind) x/Lh= 0.31 K2= 0.792 -" z/Lh= 0.09 K3= 1.000 ! M9 H WM a At Mean Roof Ht: %' , -- 4� Kzt= (1+K1K2K3)^2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency< 1 Hz(T> 1 second). h= 12.0 ft However, if building h/B<4 then probably rigid structure(rule of thumb). B= 11.0 ft h/B= 1.09 Therefore, probably rigid structure /z(0.6h)= 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.33 Natural Frequency (n,) = 0.0 Hz t = 320 ft Damping ratio(13) = 0 Zmin = 30 ft /b= 0.45 c= 0.30 /a= 0.25 go, gv= 3.4 Vz= 70.9 I-7= 310.0 ft Ni = 0.00 0= 0.94 Rn= 0.000 lz= 0.30 Rh= 28.282 rl= 0.000 h= 12.0 ft G= 0.89 use G=0.85 RB= 28.282 n= 0.000 RL= 28.282 rt= 0.000 gR = 0.000 R = 0.000 G = 0.000 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253) 383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80%open. Ao? 0.8Ag Test for Partially Enclosed Building: Input Test Ao 64.0 sf Ao ? 1.1Aoi YES Ag 132.0 sf Ao>4' or 0.01 Ag YES Aoi 21.0 sf Aoi/Agi <_ 0.20 YES Building IS Agi 517.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao? 1.1 Aoi Ao> smaller of 4' or 0.01 Ag Aoi/Agi <_ 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag=the gross area of that wall in which Ao is identified. Aoi=the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi=the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall& roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri= 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.57 h= 12.0 ft GCpi= +/-0.55 Base pressure(qh)= 15.1 psi ridge ht= 12.5 ft G= 0.85 Roof Angle(e)= 4.8 deg L= 18.0 ft z for qi: 12.0 ft Roof tributary area-(h/2)`L: 108 sf B= 11.0 ft qi= 15.1 psi for positive internal pressures (h/2)'B: 66 sf Ultimate Wind Surface Pressures(psi) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.61 h/L= 1.09 L/B= 1.64 h/L= 0.67 Surface Cp ghGCP w/+q;GC0 w/-qhGCpi Dist.* Cp ghGCP w/+q;GCpi w/-ghGCP, Windward Wall(WW) 0.80 10.3 see table below 0.80 10.3 see table below Leeward Wall(LW) -0.50 -6.4 -14.8 1.9 -0.37 -4.8 -13.1 3.5 Side Wall(SW) -0.70 -9.0 -17.3 -0.7 -0.70 -9.0 -17.3 -0.7 Leeward Roof(LR) .. Included in windward roof Windward Roof: 0 to h/2' -1.29 -16.6 -24.9 -8.3 0 to h/2' -1.03 -13.3 -21.6 -5.0 >h/2' -0.70 -9.0 -17.3 -0.7 h/2 to h' -0.83 -10.7 -19.0 -2.4 h to 2h' -0.57 -7.3 -15.6 1.0 "Roof angle<10 degrees.Therefore,leeward roof 'Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roots,entire roof surface is NOTE:The code requires the MWFRS be designed for minimum ultimate force of 16 psi either windward or leeward surface. multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at"z"(psf) Combined WW+LW Windward Wall Normal Parallel LR z I Kz I Kzt I q,GCP w/+q;GC0 w/-ghGCpi to Ridge I to Ridge h= 0 to 15' 0.57 1.00 10.3 2.0 18.6 16.7 15.1 LW WIND C'�DIIt&CIION WIND NORMAL TO RIDGE • WR Wj SW 11%0°. WIND PARALLEL TO RIDGE f`� LW NOTE: �sw See figure in ASCE7 for the application of full and partial loading of the above wind pressures.There are 4 different loading cases. 'ParaParapet IrkS pet I Kz 1 Kzt 1 qp(psf) %/ 12.0 ft 0.57 1.00 15.1 I Windward parapet: 22.7 psf (GCpn=+1.5) Leeward parapet: -15.1 psf (GCpn=-1.0) Ake Daze LICOVZ IV. Windward roof overhangs(add to windward roof pressure) : 10.3 psf (upward) rase*Veraro t'OA ' AHBL Engineers, Inc. JOB TrrLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads - Components & Cladding : h <= 60' 1 Ultimate Wind Pressures) Kh(case 1)= 0.70 h= 12.0 ft f Base pressure(qh)= 18.4 psf a= 3.0 ft Minimum parapet ht= 0.0 ft GCpi= +/-0.55 Roof Angle(6)= 4.8 deg Type of roof= Monoslope Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.65 -1.65 -1.65 -30.4 -30.4 -30.4 -30.4 -30.4 Negative Zone 2 -1.85 -1.78 -1.75 -34.1 -32.8 -32.3 -32.5 -32.3 Negative Zone 3 -2.35 -1.93 -1.75 -43.3 -35.6 -32.3 -33.7. -32.3 Positive All Zones 0.85 0.78 0.75 16.0 16.0 16.0 16.0 16.0 Negative Zone 2' -2.15 -2.08 -2.05 -39.7 -38.4 -37.8 -38.0 -37.8 Negative Zone 3' -3.15 -2.45 -2.15 -58.1 -45.2 -39.7 -42.0 -39.7 Parapet qp= 18.4 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B: Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.54 -1.38 -1.27 -28.4 -25.5 -23.4 -28.4 -24.6 Negative Zone 5 -1.81 -1.49 -1.27 -33.4 -27.5 -23.4 -33.4 -25.8 Positive Zone 4&5 1.45 1.29 1.18 26.7 23.8 21.8 26.7 22.9 Note:GCp reduced by 10%due to roof angle<=10 deg. • AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Location of C&C Wind Pressure Zones 2a Y � a Z T� 4 T I I -t ' I 1 1 0 1491 0.1,11111Pr- At, 0 0 0 0 0■ 1 '�q, Iii. © 0 A va _ i I OW/ ,, XI - - - - `✓i 2' i■ Roofs w/ 8<_10° Walls h<_60' Gable,Sawtooth and and all walls &alt design h<90' Multispan Gable 8 s_7 degrees& Monoslope roofs h>60' Monoslope 5 3 degrees 3°<8 5 10° h 5 60'&alt design h<90' h<_60'&alt design h<90' a a a a a 8 a s A ����II rn a r ��—_ Q _—gar aE0 0 'OA 0 •©, a■ 0\ 1 / ,, AB CD >� 0 1 0 0 �I 1 t � ei,. 0 #4 a a Q Q � l NI -- I 0 / .♦ r 3 __ 0____41 I •■ 0 n \I I -c-_r Q [ /✓6,41 -I I 0 cn 0 Monoslope roofs Multispan Gable& Hip 7° < 8 s 27° I 10°<8 s 30° Gable 7° <8 5 45° I h 5 60'&alt design h<90' a Sawtooth 10°<15 <_ 45° r" h<_60'&alt design h<90' 10/_0 I 0�_0 0 /0� 0//O 0//C d //0 A.A..(1 0 1 f)die .10010 0 iy' 0 W 1 W' \V 1 W 2 \J 3 W W Stepped roofs 0<3° h 5 60'&alt design h<90' e y tii • 48' 3'1 24"N - 122°49'4.32"W .we 63 4 Corners Rd, Port Townsend, WA 983 L _ ursecae'y`q.c C G � F • Sg.CM er 77n ft �- ' 1 '2013 Goag;e Lat.)l)(Z,I1 " JTA Seismic Design Values (Ss and Si) Conterminous 48 States 2005 ASCE 7 Standard Latitude =48.051 Longitude= -122.817 Spectral Response Accelerations Ss and S1 Ss and Si = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.181 (Ss, Site Class B) 1.0 0.433 (Si, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Zip Code =98368 Spectral Response Accelerations Ss and Si Ss and Si= Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.267 (Ss) 1.0 0.461 (S1) Period Maximum Sa (sec) (g) 0.2 1.414 (Ss) 1.0 0.520 (51) Period Minimum Sa (sec) (g) 0.2 1.150 (Ss) 1.0 0.425 (S1) • AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Seismic Loads: IBC 2012 Risk Category: II Importance Factor(I): 1.00 Site Class: D Ss(0.2 sec)= 118.00%g S1 (1.0 sec)= 43.30%g Fa= 1.028 Sms= 1.213 SDS= 0.809 Design Category= D Fv= 1.567 Smt = 0.679 Soi= 0.452 Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type: Not applicable Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Bearing Wall Systems Seismic resisting system: Light frame(cold-formed steel)walls with wood panels or steel sheets System Structural Height Limit: 65 ft Actual Structural Height(hn)= 12.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 6.5 Over-Strength Factor(flo)= 3 Deflection Amplification Factor(Cd)= 4 SDS= 0.809 SD1= 0.452 p=redundancy coefficient Seismic Load Effect(E)= p OE+/-0.2SDS D - = p Qe +/- 0.162D QE=horizontal seismic force Special Seismic Load Effect(Em)= Do QE+/-0.2SDS D =3.0 QE +/- 0.162D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CAI"= 0.129 sec x=0.75 Tmax=CuTa= 0.181 User calculated fundamental period(T)= 0 sec Use T= 0.129 Long Period Transition Period(TL)= ASCE7 map= 6 Seismic response coef.(Cs)= SDSI/R= 0.124 need not exceed Cs= sdt I/RT= 0.540 but not less than Cs= 0.044Sdsl= 0.036 USE Cs= 0.124 Design Base Shear V= 0.124W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x Floor Joist Span Tables a o c ,101 • • 10 •sf Dead Load and 30 •sf Live Load • • • Live Load Deflection L/360 Live Load Deflection L1480 Single Span Two Equal Spans Single Span Two Equal Spans Spacing(in)cc_ Spacing(in)c.c. Spacing(in)o_c. Spacing(in)o.c_ k:lMember 12 16 24 12 16 24 12 _ 16 24 12 16 24 600S162-33 13'9"e 11'11"e 9'9"e 13'9"I 11'11"i 9'3"a 12'6"e 11'4"e 9'9"e 13'9"i 11'11'1 9'3"a 6008200-33 14'3"a 12'4"e 10'0"e 14'3"i 12'4"a 9'5"a 13'1"e 11'10"e 10'0"e 14'3"i 12'4"a 9'5"a 6005162-43 14'11" 13'7" 11'9"e 16'8"i 14'5"i 11'9"i 13'7' 12 4' .10'9" 15'3"i 13'10"i 11'9"i 6005200-43 159 14'3" 11'11"e 16'11"i 14'8"1 11'11"I 14'3" 13'0" 11'4"e 16'0"i 14'T 11'11"1 6005250-43 16'5" 14'11" 12'3"e 17'4"i 15'0"i 12'3"i 14'11" 13'7" 11'10"e 16'9"i 15'0"i 12'3"1 6005162-54 16'1" 14'7" 12'9" 18'0" 16'4"1 14'4"1 14'7" 13'3" 11'7" 16'4" 14'10" 13'0"i 6005200-54 16'10" 15'4" 13'5" 18'11" 17 3"i 15'0"i 15'4" 13'11" 12'2" 17'3" 15'8" 13'8"i 6005250-54 17'7" 16'0" 13'11" 19'9"i 17'11"i 15'8"i 16'0" 14'6" 12 8" 17 11" 16'4"i 14'3" 600S162-68 17 3" 15 8" 13'8" 19'4" IT 7" 15'4"i 15'8" 14'2" 12'5" 17'7" 15 11" 13'11" 6005200-68 18'1" 16'5" 14'4" 20'4" 18'6" 16'2"i 16'5" 14'11" 13'1" 18'6" 16'9" 14'8" 6005250-68 19'0" 17'3" 15 1" 21'4" 19'4" 16'11"i 17 3" 15'8" 13 8" 19'4" 17 7° 15'4"i 6005162-97 19'1" 17 4" 15'2" 21'5" 19'6" 17 0" 17 4" 15 9" 13'9" 19'6" 17'13" 15 5" 6005200-97 20'1" 18'3" 15 11" 22'7" 20'6" 17'11" 18'3" 16'7" 14'6" 20'6" 18'8" 16'3" 6005250-97 21'1° 19'2" 16'9' 23'8" 21'6" 18'10" 19'2" 17'5" 15'3" 21'6" 19'7 17'1" 8005162-33 15'9"e 13'8"e 11'1'e 14'5"a 11'8"a IT 7"a 15'9"e 13'8"e 11'1"e 14'5'a 11'8"a 8'7"a 8005200-33 16'4"e 14'1"e 11'4"e . 14'9"a 11'11"a 8'8"a 16'4"e 14'1"e 11'4"e 14'9"a 11'11"a 8'8"a 8005162.43 18'10" 16'10"e 13'9"e 19'6"i 16'10"i 13'9"a 17'2" 15'7"e 13'7"e 19'3'i 16'10'1 13'9"a 800S200-43 19'9" 17'10'e 14'7"e 20'7'i 17'10"i 14'4"a 17'11" 16'3"e 14'3"e 20'1"i 17'10"i 14'4"a III I 20'7"e e 14'8"e 20'9"i 18'0"i 14'5"a 18'8" 17'0"e 14'8"e 20'Si" 18'0"i 14'5"a 8005162.54 20'3" 16'1" 22'9"i 20'8"i 18'0"i 18'5" 16'9" 14'7" 20'8" 18'9"i 16'5"i 21'2" - 16'10" 23'10"i 21'7"1 18'11"i 19'3" 17'6" 15'3" 21'7"1 19'8"1 17'2"i 8005250-54 22'0" 20'0" 17'6" 24'9"i 22'6"i 19'6"i 20'0" 18'2" 15'10" 22'6"i 20'5"i 17'10"i 8006162-68 21'9" 19'9" 17 3" 24'5" 22'2" 19'4"i 19'9" 17' 11" 15'8" 22'2" 20'2" 17'7"i 8006200-68 22'9" 20'8" 18'1" 25'7" 23'3"i 20'3"i 20'8" 18'9" 16'5" 23'3" 21'1" 18'5"i 8005250-68 23'9" 21'7" 18'10" 26'8" 24'3"i 21'2"i 21'7" 19'7" 17'2" 24'3" 22 0" 19'3"i 800S162-97 24'2" 21'11" 19'2" 27'1" 24'8" 21'6" 21'11" 19'11" 17 5" 24'8" 22 5" 19'7" 800S200-97 25'4" 23'0" 20'1" 28'5" 25'10" 22'7" 23'0" 20' 11" 18'3" 25'10" 23'6" 20'6" 8005250-97 26'6" 24'1" 21'0" 29'9" 27'0" 23'7" 24'1" 21'10" 19'1" 27'0" 24'6" 21'5' 1000S162-43 21'6"e 18'8"e 15'3"e 21'6"a 17'11"a 13'4"a 20'7"e 18'B"e 15'3"e 21'6"a 17'11"a 13'4"a 10005200-43 22'9"e 19'9"e 16'1"e 22'8"a 18'6"a 13'9"a 21'5"e 19'6"e 16'1'e 22'8"a 18'6"a 13'9"a 10005250-43 23'0"e 19'11"e 16'3"e 22'10"a 18'8"a 13'10"a 22'4"e 19'11"a 16'3"e 22'10"a 18'8"a 13'10"a 1000S162-54 24'4" 22 1" 19'4"e 27'4"i 24'10"I 20'8"i 22'1" 20'1" 17'6° 24'1E1 22'7"i 19'8"i 10008200-54 25'5" 23'1" 20'2"a 28'6"1 25'11"i 21'2"i 23'1" 20'11" 18'3" 25'11"i 23'6°i 20'6"i 10006250-54 26'5" 24'0" 20'11"e 29'7"i 26'6"i 21'7"i 24'0' 21'9" 19'0"e 26'11"i 24'5"1 21'4"i 1000S162-68 26'2" 23'9" 20'9" 29'4"i 26'8"i 23'4"i 23'9" 21'7° 18'10" 26'8" 24'3.'1 21'2"i 1000S200-68 27'3" 24'9" 21'8" 30'8"i 27'10"1 24'4"i 24'9° 22'6° 19'8" 27'10" 25'3"i 22'1"i 10005250-68 28'4" 25'9" 22'6" 31'10"1 28'11"i 25'3"1 25'9" 23'5" 20'5" 28'11" 26'4"i 23'0"i 10005162-97 29'1" 26'5° 23'1" 32 8" 29'8" 25'11" 26'5" 24'0" 21'0" 29'8" 26'.11 23'7" 10005200-97 30'5" 27'7" 24'1" 34'1" 31'0" 27'1" 27'7" 25'1" 21'11" 31'0" 28'2' 24'7" 10005250-97 31'8° 28'9" 25'1" 35'6" 32'3" 28'2" 28'9" 26'1" 22'10" 32'3° 29'.4'. 25'7" • ------ - I I - _ 12005162-54 28'4"e 25'9"e 22'5"e 31'9"a 27'6"a 20'9"a 25 9"e 23'5"e 20'5"e 28'11"a 26'3"a 20'9"a 1200S200.54 29'6"a 26'9"a 23'1"a 32'8"a 28'1"a 21'1"a 26'9"e 24'4"e 21'3"e 30'1"a 27'4"a 21'1°a 1200S250-54 30'7"e 27'9"e 23'7"e 33'5"a 28'5"a 21'4"a 27'9"e 25'3"a 22'0"e 31'2 a 28'4"a 21'4'a 12005162-68 30'6" 27'8" 24'2' 34'3"i 31'1"i 27'1"i 27'8" 25 2" 22 0" 31'1"i 28'3"i 24'8"i 12003200-68 31'8" 28'10" 25'2" 35 7"i 32'4°i 28'3"i 28'10" 26'2" 22'10" 32'4'i 29'4"i 25'8"i 12005250-68 32 11" 29'10" 26'1" 36'11"i 33'6'i 28'0"i 29'10" 27'2" 23'8" 33'6°i 30'6"i 26'7'i 12005162-97 33'11" 30'10" 26'11" 38'2" 34'8" 30'3"i 30'10" 28'0" 24'6" 34'8" 31'6" 27'6" 12005200-97 35'4" 321" 28'1" 39'8" 36'1° 31'6"i 32'1" 29'2" 25 6" 36'1" 32 9" 28'7" 12005250-97 36'8" 33'4" 29'1" 41'2" 37'5" 32 8"i 33'4" 30'3" 26'5" 37'5" 34'0" 29'8" • • • • • • "e"Requires web stiffeners at end supports " i"Requires web stiffeners at interior supports "a"Requires web stiffeners at all supports See page 31 for Allowable Floor Joist Span Table Notes. 32 SSMA Combined Axial and Lateral Load Tables 20 •sf Lateral Load , • Wall Spacing 3505162-(mils) 362S137-(mils) 362S162-(mils) 362S200-(mils) Height (in.) 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68 8 12 1.86 2.76 4.09 5.14 1.50 2.32 3.42 4.42 1.96 2.85 4.27 5.44 2.41 3.50 5.34 6.76 16 1.61 6 2.63 4.09 5.14 1.27° 2.15' 3.42 4.42 1.71 7 2.76 4.27 5.44 2.14 3.44 5.34 6.76 24 1.14° 2.15° 3.96' 5.14 0.85° 1.72° 3.366 4.42' 1.24° 2.306 4.227 5.44 1.61° 2.89' 5.34 6.76 9 12 1.57 5 2.53' 3.83 4.80 1.25° 2.10 7 3.27 4.19 1.67° 2.67 4.04 5.12 2.08 7 3.31 5,02 6.32 16 1,276 2.24° 3.83' 4.80 0.996 1.836 3.277 4.19 1.37° 2.386 4.04' 5.12 1.766 2.967 5.02 6.32 24 0.73' 1.68 3 3.31 6 4.73 6 0.50' 1.32' 2.870 4.06 6 0.83 3 1.83 6 3.59 s 5.12 6 1.15' 2.31 6 4.59° 6.32 7 10 12 1.266 2.176 3.537 4.43 1.00° 1.80° 3.07° 3.91 1.37° 2.32° 3.787 4.75 1.746 2.87' 4.68 5.85 • 16 0.94' 1.84° 3.266 4.43° 0.71' 1.496 2.876 3.916 1.04' 1.986 3.56° 4.75' 1.37° 2.47° 4.50' 5.85 24 0.35' 1.23' 2.673 3.986 0.172 0.93' 2.36' 3.44° 0.442 1.37' 2.95' 4.366 0.70' 1.75' 3.793 5.576 12 12 0.712 1.47' 2.54° 3.576 0.532 1.21 ' 2.30' 3.186 0.80' 1.61 ' 2.81° 3.93° 1.08' 2.016 3.546 4.826 16 0.35' 1.09' 2.19' 3.23' 0.19' 0.85' 1.99' 2.85' 0.43' 1.22' 2.44' 3.576 0.662 1.55' 3.12' 4.536 24 * 0.43' 1.57' 2.61' 0.23' 1.43' 2.27' 1 0.54' 1.792 2.923 ' 0.753 2.36' 3.803 14 12 0.262 0.87' 1.73' 2.56' 0.14' 0.69' 1.59' 2.28' 0.342 0.99' 1.93' 2.833 0.53' 1.26' 2.453 3.58° • 16 0.49' 1.38' 2.21 2 0.332 1.28' 1.95' 0.602 1.57' 2.47' 0.80' 2.032 3.18' 24 ' 0.78' 1.612 0.73' 1.372 0.93' 1.83' : 1.303 2.462 16 12 0.42 1.132 1.80' 0291.. 1.062 1.602 0.51 2 1.292 2.01 2 0.11 2 0.68° 1.662 2.583 16 0.80' 1.47° 0.75' 1.282 0.14' .0.942 1.662 0.242 1.262 2.192 24 - 0.24' 0.90' 6i 0.23' 0.72' • 0.34' 1.06' 0.57' 1.51' 20 •sf Lateral Load Wall Spacing 400S137-(mils) 4005162-(mils) 4005200-(mils) 5505162-(mils) Height (in.) 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi (ft) c.c. 33 43 54 68 33 43 54 68 33 43 54 68 33 43, 54 68. .. _.. 8 12 1.70 2.49 3.7/ 5.08 2.21 3.05 4.73 6.25 2.63 3.76 5.92 7.72 2.53 3.49 5.74 7.58 16 1.49' 2.44 3.77 5.08 1.98 3.05 4.73 6.25 2.43 3.76 5.92 7.72 2.53 3.49 5.74 7.58 24 1.08 6 2.04 6 3.77 5.08 1.53 6 2.67' 4.73 6.25 1.94 7 3.35 5.92 7.72 2.34 3.49 5.74 7.58 9 12 1.48' 2.40 3.65 4.90 1.94 2.97 4.54 6.00 2.38 3.65 5.65 7.36 2.51 3.47 5.67 7.58 16 1.22 6 2.14 7 3.65 4.90 1.66 6 2.76 4.54 6.00 2.07 7 3.43 5.65 7.36 2.46 3.47 5.67 7.58 24 0.74 3 1.66° 3.446 4.90' 1.13 6 2.23 6 4.30 6 6.00 1.49 a 2.80° 5.48' 7.36 2.04 3.36 5.67 7.58 10 12 1.24 6 2.13' 3.50 4.67 1.66 6 2.71 ' 4.32 5.69 2.06' 3.35 5.34 6.95 2.48 3.43 5.58 7.47 0 16 0.94 3 1.83 6 3.47 6 4.67 7 1.33° 2.38 6 4.30' 5.69 1.70 2 2.96 7 5.34 6.95 2.21 3.43 5.58 7.47 24 0.40 2 1.27 3 2.95 6 4.37 5 0.73 3 1.77 3 3.67 6 5.51 6 1.04' 2.24 2 4.69° 6.95' 1.71 ° 3.01 5.58 7.47 12 12 0.75 3 1.54 3 2.92 6 4.08° 1.08 3 2.01 6 3.57 6 4.92 7 1.41 6 2.49 5 4.47° 5.99 2.02 7 3.27 5.32 7.13 16 0.41' 1.18 3 2.59 3 3.75° 0.70 2 1.61 3 3.17 6 4.67° 0.98' 2.02 3 4.00° 5.88 6' 1.66 6 2.91 7 5.32 7.13 24 0.52' 1.982 3.09' 0.902 2.453 3.94' 0.21' 1.192 3.173 5.05° 1.00' 2.246 4.766 7.137 14 12 0.33 2 0.99' 2.14 3 3.05 3 0.57 2 1.36' 2.58 3 3.76° 0.81 2 1.69 3 3.24 6 4.71 6 1.51 5 2.68° 4.96 7 6.64 16 0.592 1.783 2.663 0.17' 0.932 2.162 3.343 0.362 1.19' 2.763 4.243 1.083 2.24° 4.496 6.647 24 1.152 1.992 - 0.182 1.432 2.592 0.322 1.922 3.402 0.31 2 1.433 3.633 5.806 16 12 0.53 2 1.50 2 2.19 2 0.17 2 0.81 2 1.80' 2.73 3 0.332 1.04 2 2.28' 3.45 3 1.01 3 2.07° 4.01 6 5.97 6 16 I • ' . ' : 2 0.38 2 1.39' 2.32 2 0.54 2 1.82 2 2.99 2 0.54' 1.57 3 3.49 3 5.42 6 24 0.53' 1.17 0.69' 1.612 1.012 2.192 0.67' 2.54' 4.433 co.ob 20 •sf Lateral Load Ss.✓04..JA/ ,f Wall Spacing 6005137-(mils) 6005162-(mils) 6003200-(mils) Height (in.) 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi A t t.v t,IA Z c..E (ft) o.c. 33 43 54 68 97 33 43 54 68 97 33 43 54 68 97 8 12 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 C.O A 16 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 24 1.76 2.62 3.90 5.14 7.62 2.49 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 9 12 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.97 4.40 7.46 9.89 15.38 16 1.86 2.62 3.90. 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.97 4.40 7.46 9.89 15.38 24 1.55 2.57 3.90 5,14 7.62 2.24 3.52 5.72 7.56 11.50 2.69 4.40 7.46 9.89 15.38 10 12 1.88 2.62 3.90 5.14 7.62 2.54 3.52 5.72 7.56 11.50 2.95 4.35 7.33 9.72 15.11 16 1.70' 2.62 3.90 5.14 7.62 2.41 3.52 5.72 7.56 11.50 2.87 4.35 7.33 9.72 15.11 24 1.32' 2.34 3.90 5.14 7.62 1.957 3.29 5.72 7.56 11.50 2.36 4.12 7.33 9.72 15.11 12 12 1.61 2.62 3.90 5.14 7.62 2.24 . 3.44 5.60 7.52 11.50 2..7 • • .,•0 : ' •., 1 • 7 •° . 11. , S']KIiilmialim r'=eAIiCS•t,1i) - 24 0.81 6 1.82' 3.90 5.14 7.62 1.29 6 2.59° 5.60 7.52 11.50 1.63 6 3.23 7 6.99 9.27 14.40 14 12 1.28 6 2.27° 3.90 5.14 7.62 1.78° 3.02' 5.32 7.13 11.28 2.15° 3.70 6.55 8.68 13.45 • 16 0.92 3 1.91 6 3.90 5.14 7.62 1.37° 2.60 6 5.32 7.13 11.28 1.70° 3.21° 6.55 8.68 13.45 24 0.26 2 1.23 3 3.90 5.14 7.62 0.61 3 1.82' 5.32 7.13 11.28 0.87 3 2.28 6 6.55 8.68 13.45 16 12 0.91' 1.88° 3.90 5.14 7.62 1.29 3. 2.44° 4.94 6.62 10.42 1.61 5 2.99 6 6.01 7.97 12.32 • 16 0.49' 1.43 3 3.90 5.14 7.62 0.82 3 1.95 3 4.94 6.62 10.42 1.09 3 2.41 6 6.01 7.97 12.32 24 0.62 2 3.90 5.14 7.62 ® 1.06 2 4.94 6.62 10.42 0.15 2 1.36' 6.01 7.97 12.32 le 1 Deflection exceeds L/120 6 Deflection exceeds L/600 2 Deflection exceeds L/240 7 Deflection exceeds L1720 3 Deflection exceeds L/360 - If not noted,deflection is less than L1720 See Combined Axial and Lateral Load Table Notes on page 20. 23 SSMA Header Load Tables Header Load Table Notes 1. Deflection limit is U360. 2. Allowable loads have not been modified for wind or earthquake loading. 3. Headers are made from two"boxed"or back to back members. 4. Allowable moment, shear and web crippling are based on twice the capacity of a single member.The moment of inertia is based on twice the value of the single member. 5. Bearing length for web crippling = 1" minimum. 6. Values are for unpunched members. 7. Members are assumed adequately braced for bending. 8. Allowable loads are for simply supported headers with uniform bending loads only. 9. Check web crippling at point loads. Y I 1 1 1 Boxed Header Back-to-Back Header 0 Header Allowable Uniform Loads (Ib/ft) Yield Strcrgth SPAN io k 5 ft +- 6(ft) 8 'ft 10 ft) 12 it 550S 162-33 33 893 e 670 a 536 a 374 e 210 e 127 e 73 e 5505162-43 33 1982 a 1232 a 789 e 547 a 308 a 164 a 95 550S162-54 33 2779 a 1563 a 1000 a 694 a 390 a 203 117 5505162-54 50 3643 a 2049 a 1311 e 910 a 396 a 203 117 5505162-68 33 3514 a 1976 a 1265 a 878 a 488 a 250 144 5505162-68. 50 5176 a 2911 e 1863 a 1157 a 488 250 144 6005137-33 33 816 a 612 a 489 a 373 a 209 a 134 a 80 e 6005162-33 33 816 a 612 a 489 a 408 a 237 a 152 a 90 e 600S200-33 33 816 a 612 a 489 a 408 a 254 a 162 a 104 e 600S137-43 33 1810 a 1233 a 789 a 548 a 308 a 178 a 103 6005162-43 33 1810 e 1357 a 889 a 617 a 347 a 202 a 117 e ' 6005200-43 33 1810 a 1357 a 919 a 638 a 359 a 229 a 135 e 6005250-43 33 1810 a 1357 a 967 a 671 a 377 a 241 a 155 e 6005137-54 33 2812 a 1581 e 1012 a 703 a 395 a 220 a 127 600S162-541 33 3135 a 1763 a 1128 a 783 e 1 440 e t 250 a 144 bU0S200-54 3 3566 a 2006 a 1283 a 891 a 501 a 290 a 167 6005250-54 •3 3392 a 1908 a 1221 e 848 a 477 a 305 a 193 e 6005137-54 --0 3610 e 2269 e 1452 a 1008 a 429 a 220 127 6005162-54 50 3610 a 2313 a 1480 a 1028 a 488 a 250 144 6005200-54 50 3610 a 2500 a 1600 a 1111 a 568 a 290 a 167 600S250-54 50 3610 a 2666 a 1706 a 1185 a 641 a 328 a 190 6005137-68 33 3562 a 2004 a 1282 a 890 a 501 e 270 156 6005162-68 33 3968 a 2232 a 1428 a 992 a 558 a 308 178 6005200-68 33 4506 a 2534 a 1622 a 1126 a 633 a 358 a 207 600S250-68 33 4456 a 2506 a 1604 a 1114 a 626 a 401 a 239 6005137.68 50 5274 a 2966 a 1898 a 1252 9 528 a 270 156 6005162-68 50 5846 a 3288 a 2104 a 1426 a 601 9 308 178 6003200-68 50 6475 a 3642 a 2331 a 1618 a 700 a 358 207 6005250-68 - 50 5954 a 3349 a 2143 a 1488 a 807 a 413 a 239 6005137-97 33 5108 a 2873 a 1839 a 1277 a 715 366 211 6005162-97 33 5685 a 3197 a 2046 a 1421 a 799 419 242 6005200-97 33 6443 a 3624 a 2319 a 1610 a 906 a 490 283 600S250-97 33 7229 a 4066 a 2602 a 1807 a 1016 a 567 328 lb 6005137-97 50 7526 a 4233 a 2709 a 1694 a 715 366 211 6005162-97 50 8403 a 4727 a 3025 a 1941 a 819 419 242 600S200-97 50 9560 e 5377 e 3441 e 2270 a 958 490 283 6005250-97 50 10277 a 5781 a 3700 a 2569 a 1109 a 567 328 "e" Web stiffeners required at each support SSMA 37 I - �'■ AHBL Engineers Project Title: Jefferson Transit Authority r _ 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 • _ ■ Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 Q H B L (253)383-2422 Prr:ed 14 JAN 2014 4 40P Genera( Footing File=0:1201312130040120 STR1NON_CADICALCs12.SS4HB-9.EC6 ENERCALC,INC.1983-2013,Build-6.13.6.31,Ver:6.13.8.31 Lic.#:KW-06002298 Licensee:AHBL,INC TACOMA i Description: Strip Footing at Storage Shed Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Material Properties Soil Design Values ft:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pct Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth bet-ow soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00010 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions - Width parallel to X-X Axis = 1.50 ft „ Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 18.0 in II Load location offset from footing center... ex:Prll to X-X Axis = 6 in Pedestal dimensions... • px:parallel to X-X Axis = 6.0 in pz:parallel to Z-Z Axis = 48.0 in Height = 6.0 in n Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in IT o N Reinforcing 11' 8'r co Bars parallel to X-X Axis Number of Bars = 2 Reinforcing Bar Size = # 3 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Siz( = # 4 bas Bandwidth Distribution Check (ACI 15.4.4.2) -- z-a3eers 1 _._. ■Direction Requiring Closer Separatiomg X-X Axis #Bars required within zone 54.5% k° #Bars required on each side of zone 45.5% xxseamnlaK ra to<z _i Applied Loads D Lr L S W E H P:Column Load = 1.0 0.440 0.0 0.550 0.550 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k AHBL Engineers Project Title: Jefferson Transit Authority • a,r 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 Suite 300 Project Descr: New One-Story Maintenance and Admin Facility . Ay vi Tacoma,WA 98403 O H B L (253)383-2422 Pnnied,14 JAN 2D14 4'.40PM General Footing File=4x201312130040120_STR\NON_CAD1CALCs12SS4HB-9.EC6 g ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06002298 Licensee:AHBL,INC TACOMA- Description: Strip Footing at Storage Shed DESIGN SUMMARY ; Design OK Min.Ratio hem Applied Capacity Governing Load Combination PASS 0.2816 Soil Bearing 0.9857 ksf 3.50 ksi +D+S+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure(+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.03766 Z Flexure(-X) 0.1393 k-ft 3.699 k-ft +1.40D PASS 0.0 X Flexure(+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure(-Z) 0.0 k-ft 0.0 k-ft No Moment PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi Na PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.4054 psi 82.158 psi +1.20D+1.605+0.80W Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As PhrMn Status k-ft Side? Botor Top? _ inA2 102 inA2 k-ft X-X,+1.40D 0.0 +Z Too 0.0216 Min Temo% 02667 17.686 OK X-X.+1.40D 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+0.5OLr+1.60L+1.60H 0.0 -Z To 0,0216 Min Temo% 0.2667 17.686 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X,+1.20D+1.60Lr+0.50L 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+1.60Lr+0.50L 0.0 -Z TOO 0.0216 Min Temo% 0.2667 17.686 OK X-X,+1.20D+1.60Lr+0.80W 0.0 • +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+1.60Lr+0.80W 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+0.50L+1.60S 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50L+1.60S 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X,+1.20D+1.60S+0.80W 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+1.60S+0.80W 0.0 -Z To 0.0216 Min Temo% 0.2667 17.686 OK X-X.+120D+0.50Lr+0.50L+1.60W 0.0 +Z TOO 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+120D+0.50L+0.50S+1.60W 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50L+0.50S+1.60W 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X,+1.20D+0.50L+0.20S+E 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50L+0.205+E 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+0.90D+1.60W+1.60H 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+0.90D+1.60W+1.6OH 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+0.90D+E+1.60H 0.0 +Z To 0.0216 Min Temp% 0.2667 17.686 OK X-X.+0.90D+E+1.60H 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK Z-Z,+1.40D 0.1393 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK AHBL Engineers Project Title: Jefferson Transit Authority • N, 2215 North 30th Street Engineer: ADM Project ID: 2130040,20 • .air lei Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 H B L (253)383-2422 ,,. .. Primed.14JAN 2014.440PM File=0:\2013\2130040\20_STRWON_CAD\CALCs @554 1B-9.ECfi Genera. Footing ENERCALC,INC.19832013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Strip Footing at Storage Shed Z-Z.+1.40D 0.0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.1174 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.0 +X Too • 0.0216 Min Temo% 0.0550 3.699 OK • • ,1• AHBL Engineers Project Title: Jefferson Transit Authority ■ _ i 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 • - _ Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 • H B L (253)383-2422 Printed:14JAN 2014,4:40°M General Footing File=0\2013\2130040\20_STR\NON CADVCALCs12SS4HB-9.EC6 ENERCALC,INC.1983-2013,Build:6.13.8.31.Ver:6.13.8.31 Lic.# KW-06002298 Licensee:AHBL,INC TACOMA Description: Strip Footing at Storage Shed Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi•Mn k-ft Side? Bot or Top? InA2 102 inA2 k-ft Status Z-Z.+1.20D+1.60L+0.50S+1.601-1 0.1169 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.0 +X Top 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.50L 0,1131 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.50L 0.0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.80W 0.110 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.80W 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+1.20D+0.50L+1,605 0.1118 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+0.50L+1.60S 0.0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK Z-Z,+1.20D+1.60S+O.80W 0.1089 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.605+0.80W 0.0 +X Top 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 0.1103 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50Lr+0,50L+1.60W 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+1.20D+0.50L+0.50S+1.60W 0.1099 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+0.505+1.60W 0.0 +X Top 0.0216 Min Temo% 0.0550 3.699 OK Z-Z,+1.20D+0.50L+0.205+E 0.1184 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+0.205+E 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+0.90D+1.60W+1.60H 0.08237 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+0.90D+1.60W+1.60H 0,0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+0.90D+E+1.60H 0.08956 -X Bottom 0,0216 Min Temo% 0.0550 3.699 OK Z-Z.+0.90D+E+1.60H 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu!Phi*Vn Status +1.40D 0 osi 0 psi psi osi 0 psi 82.158 osi OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 osi psi psi 0 osi 82.158 osi OK +1.20D+1.60L+0.505+1.60H 0 osi 0 osi osi psi 0 psi 82.158 osi OK +1.200+1.60Lr+0.50L 0 psi 0 psi psi psi 0 osi 82.158 psi OK +1.20D+1.60Lr+0.80W 0 osi 0 psi osi osi 0 osi 82.158 osi OK +1.20D+0.50L+1.60S 0 osi 0 osi psi psi 0 psi 82.158 psi OK +1.20D+1.60S+0.80W 0 osi 0 psi osi psi 0 osi 82.158 osi OK +1.20D+0.50Lr+0.50L+1.60W 0 psi 0 psi psi psi 0 psi 82.158 psi OK +1.200+0.50L+0.50S+1.60W 0 psi 0 psi osi psi 0 psi 82.158 osi OK +1.200+0.50L+0.20S+E 0 osi ()psi osi osi 0 psi 82.158 psi OK +0 90D+1 60W+1.60H 0 osi 0 psi osi psi 0 osi 82.158 psi OK +0 90 _#-±1.60H 0 psi 0 psi psi osi 0 psi 82.158 osi OK Pt n Wng Shear All units k Load Combination... Vu Phi'Vn Vu/Phi*Vn Status +1.40D 0.3201 osi 102.6980Si 0.003117 OK +1.20D+0.50Lr+1.60L+1.60H 0.2962 osi 102.698 psi 0.002884 OK +120D+1.60L+0.50S+1.60H 0.3017 psi 102.698 osi 0.002938 OK +1.20D+1.60Lr+0.50L 0.3442 psi 102.698osi 0.003352 OK +1.20D+1.60Lr+0.80W 0.3879 psi 102.698psi 0.003777 OK +1.20D+0.50L+1.605 0.3617 osi 102.698psi 0.003522 OK +1.20D+1.605+0.80W . 0.4054 psi 102.698 osi 0.003947 OK +1.20D+0.50Lr+0.50L+1.60W 0.3835 psi 102.698osi 0.003735 OK +1.20D+0.50L+0.50S+1.60W 0.389 osi 102.698 psi 0.003788 OK +1.20D+0.50L+0.205+E 0.2853 psi 102.698 osi 0.002778 OK +0.90D+1.60W+1.60H 0.2931 osi 102.698 osi 0.002854 OK +0.90D+E+1.60H 0.2058 psi 102.698osi 0.002004 OK Project I rA Project No. 24 3" Y=7.1-0 ❑ Page of _Mil ''_ err Subject Phone 2 Calculations With/To Fax# ❑ Fax A H B L Address 1:,1 Memorandum #Faxed Pages ❑ Meeting Minutes Date r ,/�ti By ❑ Telephone Memo Civil Engineers Structural Engineers I pp Landscape Architects r(` Community Planners . rt.).v Af F �'=-o NI C1L+�li9?I.JLiI Land Surveyors ' 6 hfc) Neighbors oli) it v tau r _ lr� arr611 1,7) k c-/,J 1,2k, V_. 2.1 s< 3,7�` /6C14 L ✓ lw..c Nl5 3. - fir v' /61'. If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. I • • ,$ AHBL Engineers Project Title: Jefferson Transit Authority L _ 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 Ink 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 Q H B L (253)383-2422 Printed.14 JAN 2014,506PM Torsional Analysis of Rigid Diaphragm File=oazo,3 1300 o2o_sTRNON_CAD ALcs�ss4N6-s.ECS ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.6.31 Lic.R;KW-06002298 Licensee:AHBL,INC TACOMA Description: Shed Diaphragm Design General Information Calculations perIBC 2006,CBC 2007,ASCE 7-05 Applied Lateral Force in°X"Direction 1.70 k Location of Shear Application: Applied Lateral Force in"Y"Direction 2.70 k Distance from'X"datum point 9.0 ft Note: These loads are resolved into X&Y components Distance from"Y"datum point 5.50 ft when applied to the system of elements at angular increments. Accidental Torsion values per ASCE 7-05 12.8.4.2 Ecc.as%of Maximum Dimension 15.00 % Load Anglular Increment 15.0 deg Accidental Eccentricity Anglular Increment 90.0 de Maximum Dimensions: 9 Along X'Axis 18.0 ft Center of Rigidity Location (calculated)... Along"Y'Axis 11.0 ft "X°dist.from Datum 17.999 ft Additional Eccentricity+1-from"X'Coord.of Load Applicatior 2.70 ft "Y"dist.from Datum 7.961 ft Additional Eccentricity+1-from"Y"Coord.of Load Applicatior 1.650 ft Wall Information Label: East Wall X Wall C.G.Location 12 ft Wall Length 12 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 0 ft Wall Height 12 ft Major Axis Wall Angle CCW 0 deg Wall Thickness 6 in 1 8.6667E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Minor Axis 2.4000E+001 in E-Shear 1 Masi Label: North Wall X Wall C.G.Location 18 ft Wall Length 11 it Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 5.5 ft Wall Height 11 ft Major Axis Wall Angle CCW 90 deg Wall Thickness 6 in 1 8.6667E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Minor Axis 2.4000E+001 in E-Shear 1 Masi Label: West Wall X Wall C.G.Location 8 ft Wall Length 18 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 11 ft Wall Height 12 ft Wall Deflections Axis Wall Angle CCW 0 deg Wall Thickness 6 in Major 3.3086E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Minor Axis 2.4000E+001 in E-Shear 1 Mpsi DESIGN SUMMARY List of maximum shear forces applied to resisting elements Maximum Shear along MAJOR Axis Maximum Shear along MINOR Axis Resisting Element Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) East Wall 105 11.70 -2.46 2.994 I 90 1110 -2.46 0.000 North Wall 90 11.70 -2.46 2.700 300 11.70 -2.46 0.000 West Wall 255 11.70 -2.46 2.994 90 11.70 --2.46 0.000 • AHBL Engineers Project Title: Jefferson Transit Authority ,1 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 air — Suite 300 Project Descr: New One-Story Maintenance and Admin Facility ' Tacoma,WA 98403 O H B L (253)383-2422 Printed'14 JAN 2014,506PM File=0:t2N13I213 __STn1NO N_CANICAL 4HB-9.EC6 Torsional Analysis of Rigid Diaphragm ENERCALC,INC.1983-2013,BuiId:6.13.8.31, Ver6.13.8.31 Lie.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Shed Diaphragm Design Layout of Resisting Elements Legend: -_ --1] Defined Wall X Datum Center of Rigidity • Center of Mass C-D Accidental eccentricity application boundary West Wall I - al° C• North Wall \ � East Wall Analysis Notes This program is designed to distribute an applied load to a set of resisting elements.The applied load is considered a"shear"loading applied to a number of resisting elements. Each resisting element data entry Specifies a deflection along a"major"and"minor"axis due to al 1,000 lb load.Each resisting element may be entered as a wall or a beam (whereby the deflection is calculated),or a specified deflection.The deflections define the stiffness of each resisting element. Each resisting element is defined at an(X,Y)location from a datum the user has previously defined.A counter-clockwise rotation of the element can be entered with respect to a traditional"+X"axis line. • A main"shear"load and an optional orthogonal shear load are specified for distribution to the system of resisting elements.In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered load the program calculates a resultant force vector magnitude,F.The force F is applied to the resisting elements in angular increments of 15 degrees to generate a series of resulting direct and torsional shear loads on each element.This radial application of force is then repeated at 45 degree angular separations along an elliptical path defined by the minimum accidental eccentricity. The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity.These values are then searched to find the maximum applied major and minor axis shears applied to each resisting element. • ■ Project 3 T/+ -t 4 Project No. 21 304 ❑ Page of_ 1 Subject Phone RE Calculations With/To Fax# ❑ Fax A H B L ❑ Memorandum Address #Faxed Pages ❑ Meeting Minutes Date t iu 6 Y By A 7h ❑ Telephone Memo Civil Engineers �^ Structural Engineers Landscape Architects 1/ . V� Community Planners �/ h1 I. vP Land Surveyors Neighbors yo 2."1k GL,ff 2. 1 /✓M c..7 5-7 L✓, . L Orr- L✓i '-i fG � *i 211 = o 1,,1arf c‘r If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. EkOn A HaB L Jefferson Transit Authority Maintenance, Operations and Admin Center Building D Wash Equipment Shed Project # 2130040.20 Project Principal Daniel L. Booth, P.E., S.E. Project Manager Andrew D. McEachern, P.E., S.E. Design Criteria Based on 2012 IBC Uniform Loads Location Live Load Dead Load 14+ 'L.% ,r ,, • . Slab on Grade (4") 125.0 psf Actual 4;, ,,T�,",. l` Roof 25.0 psf (snow) Actual Lateral Loads • Wind 10 Seismic xnt Basic Wind Speed: 110 mph (ult) Site Class: D ; 114 Exposure: B Seismic Design Category: D Importance Factor: 1.0 Occupancy Category: II Seismic Importance Factor: 1.0 Structural Narrative— Wash Equipment Shed The structural scope of work for this project involves the design of a new one-story storage shed structure. It is the intention of the structural design to satisfy the force levels of the IBC 2012. The structural framing system for the main building consists of a light frame construction. The framing involves light gage steel roof joists spanning between light gage steel stud walls. The steel walls bear on a conventional foundation system, which will involve thickened slab edge footings at the exterior perimeter of the building. Plywood sheathing will be provided at the roof and exterior walls in order to resist lateral loads thru diaphragm action. ICI D2/ 18' -0" V o / • o LL ---✓ DA _F_os\ — N. _ _ DA w 1 �_, 6 " x20 GA �_b- WASH EQUIP ( tT was (6� S SHED I i D101 t - 6 11661-01:} AT C7 1 . " w i —I D _-FOS,\_ N L' D B y u -Gc•.c So3 \` 6 4 6 t.+1.Y. w/.Y L 40 1 ..W F AT c .. D 1 �2 0 BUILDING D FLOOR PLAN ____E-D, 1/8" = 1.-0" L V Ov r+i�1a T,o.v AN D D2 18'- 0° O $" K 16 vw JY'S. LL CSC 5 isz• Pi) AT- 16,-.c DA �, - r._. ,DA) w rv...,. 'J C 1r^I 4...at Cr j WASsFil4EQUIP I1eED— — — – !'!P.-,bG,..rG AT .,i, D101 SPA*j o F lot rr DB FOSN L.r - - A DB,, 0 , 6_.+16 ♦(.13 r1/3z -/A?stn rt—ore� \ p✓t V{^Jr HVI� f.)-47"Co CuNyl34K - (500 S + G2-S'+; 7tt'4+) (67 1 f _042 0 BUILDING D FLOOR PLAN ? AF 1" rii..,L. ,LAN I/ AHBL Engineers, Inc. JOBrtrLE Jefferson Transit Authority • 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. _.... (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 www.struware.com Code Search Code: international Building Code 2012 Occupancy: Occupancy Group= S Storage Risk Category & Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 1.00/ 12 4.8 deg Building length(L) 18.0 ft Least width (B) 11.0 ft Mean Roof Ht (h) 12.0 ft Parapet ht above grd 12.0 it Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 0 psf Partitions N/A O psf 0 psf 0 psf , AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253) 383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads : ASCE 7- 10 Ultimate Wind Speed 110 mph Directionality (Kd) 0.85 Exposure Category B Enclosure Classif. Partially Enclosed Internal pressure +/-0.55 Kh case 1 0.701 Kh case 2 0.575 Type of roof Monoslope VI(Z) Z _._1 Speedup Topographic Factor (Kzt) V Topography Flat x(upwind) x(dawnndt Hill Height (H) 80.0 ft Ht? H Half Hill Length(Lh) 100.0 ft ,.'` Lh H12 Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest:x= 50.0 ft Bldg up/down wind? downwind V(Z) z i -Speed-up H/Lh= 0.50 K, = 0.000 V(Z) x(upwind) g x(downwind) x/Lh= 0.31 K2= 0.792 4---- zlLh= 0.09 K3= 1.000 1 IMIS Aill I H At Mean Roof Ht: LIT Kzt= (1+K,K2K3)A2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency< 1 Hz(T> 1 second). h= 12.0 ft However, if building h/B<4 then probably rigid structure(rule of thumb). B= 11.0 ft h/B= 1.09 Therefore,probably rigid structure /z(0.6h)= 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.33 Natural Frequency (rid = 0.0 Hz I = 320 ft Damping ratio(6)= 0 Zm,, = 30 ft /b= 0.45 c= 0.30 /a= 0.25 9g, gv = 3.4 Vz= 70.9 Lz= 310.0 ft N1 = 0.00 Q= 0.94 Hn= 0.000 Iz= 0.30 Rh= 28.282 q= 0.000 h = 12.0 ft G= 0.89 use G =0.85 Re= 28.282 n= 0.000 RL= 28.282 r)= 0.000 gA = 0.000 R = 0.000 G = 0.000 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority ' 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253) 383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80%open. Ao? 0.8Ag Test for Partially Enclosed Building: Input Test Ao 64.0 sf Ao ? 1.1Aoi YES Ag 132.0 sf Ao>4'or 0.01 Ag YES Aoi 21.0 sf Aoi i Agi 5 0.20 YES Building IS Agi 517.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao 1.1 Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agl 5 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag=the gross area of that wall in which Ao is identified. Aoi=the sum of the areas of openings in the building envelope(walls and roof)not including Ao. Agi=the sum of the gross surface areas of the building envelope(walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings(Ri) If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall &roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri= 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft' Constant= 0.00256 AHBL Engineers, Inc,. JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads- MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.57 h= 12.0 ft GCpi= +/-0.55 Base pressure(qh)= 15.1 psf ridge ht= 12.5 ft G= 0.85 Roof Angle(9)= 4.8 deg L= 18.0 ft z for qi: 12.0 ft Roof tributary area-(h/2)`L: 108 sf B= 11.0 ft qi= 15.1 psf for positive internal pressures (h/2)"B: 66 sf Ultimate Wind Surface Pressures(psi) Wind Normal to Ridge Wind Parallel to Ridge B/1..= 0.61 hit_ = 1.09 L/B= 1.64 h/L= 0.67 Surface Cp ghGCr, w/+q,GC,, w1-gt,GCpi Dist.- Cp q,GC;, w/+q;GC,, WI-ghGCn; Windward Wall(WW) 0.80 10.3 see table below 0.80 10.3 see table below Leeward Wall(LW) -0.50 -6.4 -14.8 1.9 -0.37 -4.8 -13.1 3.5 Side Wall(SW) -0.70 -9.0 -17.3 -0.7 -0.70 -9.0 -17.3 -0.7 Leeward Root(LR) '" Included in windward roof Windward Roof: 0 to h/2' -1.29 -16.6 -24.9 -8.3 0 to h/2* -1.03 -13.3 -21.6 -5.0 h12` -0.70 -9.0 -17.3 -0.7 h/2 to h' -0.83 -10.7 -19.0 -2.4 h to 2h- -0.57 -7.3 -15.6 1.0 - "Roof angle< 10 degrees.Therefore,leeward roof 'Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs,entire roof surface is NOTE:The code requires the MW FRS be des■gned for minimum ultimate force of 16 psf either windward or leeward surface. multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at"z" (psf) Combined WW+LW Windward Wall Normal Parallel LR' z I' Kz I Kzt clzGCr, wl+q,GC,, w/-gaGCt;, to Ridge to Ridge �"'�/f~ wR ,, h= 0 to 15 0.57 1.00 10.3 2.0 18.6 16.7 15.1 , �, S W✓, LW \ ... r ,W r"sw - ..w w xr "WDi DIItEznoti WM HORdtAL TO Rra?91 WR WRL�^` ` ',imp,".�; llll /WR Y-'' LW -mow �.. *s4.2'1 WW ✓ \vac.`O r"� �XGII>ELToa--- WEIO PARALLd'i.T4., S5 NOTE: ! LW See figure in ASCE7 for the application of full and partial loading `'^-, t W of the above wind pressures.There are 4 different loading cases. Parapet 4101;00110" dieir z [ Kz I Kzt 1 qp(psf) de 12.0 ft 0.57 1.00 15.1 'W.A7 I --a opt Windward parapet: 22.7 psf (GCpn=+1.5) ,, Leeward parapet: -15.1 psf (GCpn=-1.0) f ° row IlL117 '- ware e„.110 Windward roof overhangs(add to windward roof pressure): 10.3 psf (upward) rx Almarolonrea: • AHBL Engineers, Inc. Joe TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 Joe NO.2130040.20 SHEET NO (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads - Components & Cladding : h <= 60 it Ultimate Wind Pressures) Kb (case 1)= 0.70 h= 12.0 ft Base pressure(qh)= 18.4 psf a= 3.0 ft Minimum parapet ht= 0.0 ft GCpi= +1-0.55 Roof Angle(8)= 4.8 deg Type of roof= Monoslope Roof GCp+1-GCpi Surface Pressure(psi) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.65 -1.65 -1.65 -30.4 -30.4 -30.4 -30.4 -30.4 Negative Zone 2 -1.85 -1.78 -1.75 -34.1 -32.8 -32.3 -32.5 -32.3 Negative Zone 3 -2.35 -1.93 -1.75 ' -43.3 -35.6 -32.3 -33.7 -32.3 Positive All Zones 0.85 0.78 0.75 16.0 16.0 16.0 16.0 16.0 Negative Zone 2' -2.15 -2.08 -2.05 -39.7 -38.4 -37.8 -38.0 -37.8 Negative Zone 3' -3.15 -2.45 -2,15 -58.1 -45.2 -39.7 -42.0 -39.7 Parapet qp= 18.4 psf Surface Pressure(psf) User input Sad Parapet Pressure 10 sf 100 sf 500 sf 4D sf CASE A=pressure towards building(pos) CASE A:Interior zone:. 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B:Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp+1-GCpi Surface Pressure(psi) User input Area 10 sf 100 sf 500 sf 10 st 100 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.54 -1,38 -1.27 -28.4 -25.5 -23.4 -28.4 -24.6 Negative Zone 5 -1.81 -1.49 -1.27 -33.4 -27.5 -23.4 -33.4 -25.8 Positive Zone 4&5 1.45 1.29 1.18 26.7 23.8 21.8 26.7 22.9 Note:GCp reduced by 10%due to roof angle<=10 deg. . AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Location of C&C Wind Pressure Zones 'a a <a 2a 2a t I 1 1 1 C.,,4) : : 5.5J- 1 . ,---.",c) 0 CC) CO i �; a ! I$�I 1 ti J 11• 1 1 WRLL I ..r LIII.. _ -_,�,,ce�j Roofs w/ 8 s 10° Watts h 5 60' Gable,Sawtooth and and all walls &alt design h<90' Multispan Gable 8 S 7 degrees& Monoslope roofs h>60' Monoslope<_3 degrees 3'<8 s 10° h 5 60'&alt design h<90' h 5 60'&alt design h<90' 2a a ,a+y - a i!_ a 8 II ,,,,,a 1 t- 1 1 1 1 --n . NI - e ,'\ -1- .� I I i '`� `, i-'fS� a A ( ..... _ I I —7 1 I I 1 i' 7 1 t z , t 1 r 1 t F_ _ygam pp} O qq Monoslope roofs Multispan Gable& Hip 7° < 8 s 27' 11 ? 10` <8<30' Gable 7' <8s 45' ! 1 i h S 60'& alt design h<90' -4 1 --- 2---{f a Sawtooth 10°<B <_ 45 a h 5 60'&alt design h<90' '2 _. ` 7. — -2 /ll' ti'✓ / .'i i" t j f' 1 .i T III Iv I W2 WI W3 Stepped roots 8 s 3- h 5 60'&alt design h<90' alPI t P c8 m I. r 4 nag{ 2 ' "t ' r'". , 48° 3.1.24"N - 122°49`4,32"W 63 4 Corners Rd, Port Townsend WA 983: : S,c LE r 7, cp _� ` s M a i: f313 Cccg(e [1{ � J+��la JTA Seismic Design Values (Ss and Si) Conterminous 48 States 2005 ASCE 7 Standard Latitude=48.051 Longitude= -122.817 Spectral Response Accelerations 5s and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa = 1.0,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.181 (Ss,Site Class B) 1.0 0,433 (51, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Zip Code =98368 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.267 (Ss) 1.0 0.461 (S1) Period Maximum Sa (sec) (g) 0.2 1.414 (Ss) 1.0 0.520 (S1) Period Minimum Sa (sec) (g) 0.2 1.150 (Ss) 1.0 0.425 (S1) AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Seismic Loads: IBC 2012 Risk Category: II importance Factor(I): 1.00 Site Class: 0 Ss (0.2 sec)= 118.00%g S1 (1.0 sec)= 43.30%g Fa= 1.028 Sms= 1.213 Sos= 0.809 Design Category= D Fv= 1.567 Sm1 = 0.679 501 = 0.452 Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type: Not applicable Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Bearing Wall Systems Seismic resisting system: Light frame(cold-formed steel)walls with wood panels or steel sheets System Structural Height Limit: 65 ft Actual Structural Height(hn)= 12.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 6.5 Over-Strength Factor(Do)= 3 Deflection Amplification Factor(Cd)= 4 dos= 0.809 Sot = 0.452 p=redundancy coefficient Seismic Load Effect(E)= p QE+1-0.2Sps D = p QE +1- 0.162D QE=horizontal seismic force Special Seismic Load Effect(Em)= tlo QE+1-0.2Sos D =3.0 QE +/- 0.162D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CThn"= 0.129 sec x=0.75 Tmax=CuTa= 0.181 User calculated fundamental period(T)= 0 sec Use T= 0.129 Long Period Transition Period(TL)= ASCE7 map= 6 Seismic response coef. (Cs)= SosI/R= 0.124 need not exceed Cs= sdt I ART= 0.540 but not less than Cs= 0.044Sdsl= 0.036 USE Cs= 0.124 Design Base Shear V= 0.124W Model& Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x Floor Joist Span Tables • ia>o■C''. J0'isr VS • 10 •sf Dead Load and 30 •sf Live Load Live Load Deflection L/360 Live Load Deflection L/480 Single Span Two Equal Spans Single Span Two Equal Spans Spacing(in)c.c. Spaci in Ora o.a• Spacing,.in)c.c. Spacing(in)ac. Member 12 16 24 I 12 16 24 12 16 24 12 16 24 ,u"a, x«# v+wav^' .e - - sR✓^c=*ix.,4'* °'.+�+t," ;Mr-.m_a"oti%s-'' 'ns' --c :,,,a�'fie°r w. 600S162-33 13 9"e 11'11"e 29's 13'9"i 11'11"i 9'3"a `2'6"a 11'4"e 9'9' e 13'9"1 11' 11"i 9'3'a 600S200-33 14'3"e 12'4"e 10'0"e 14'3"i 12'4"a 9'5"a 13'1"e 11'10'e 10'0"e 14'3"i 12 4"a 9'5"a 600S162-43 14'11" 13'7" 11'9"e 16'8"i 14'5"i 11'9"I 73'7" 12'4" 10'9" 15'3"i 13'10"i 11'9"i 6006200-43 15'9" 14'3` 11'11"e 16'11"i 14'8"i 11'11"i 143" 13'0" 11'4"e 16'0"i 14'7"i 11'11'i 6005250.43 16'5" 14'11" 12 3"a 17'4"i 15'0"i 12'3"I 14'11" 13'7" 11'10"a 16'9"i 15'0"i 12'3"i 5005162-54 16 1° 14'7" 12 9" 18'0" 16 4"i 14'4'i 14'7" 13'3" 11'7" 16'4" 14'10" 13'0"i 6005200.54 16'10" 15'4" 13'5" 18 11" 17'3"1 15'0"1 15'4" 13'11" 12 2" 17'3" 15 8' 13'8"i 6005250-54 17 7" 16 0' 13'11" 19'9"i 17 11"1 15'8"i 16 0" 14'6' 12'8" 17111" 16'4", 14'3"i 6005162-68 17'3" 15'8" 13'8" 19'4' 17'7" 15'4"i 15 8" 14'2" 12'5" IT 7" 15'1 1" 13'1 1" 6005200-68 18'1" 16 5' 14'4" 20'4' 18'6" 16 2"1 16'5" 14' 11" 13'1" 18'6° 16 9" 14'8" 6005250-68 19'0" 17'3" 15 1" 21'4" 19'4" 16 11"i 17 3" 15'8` 13'8" 19'4' 17'7" 15'4"i 600S162-97 19'1" 17 4' 15'2" 21'5' 12 6" 17'0" 17 4" 15'9" 13'9" 19'6" 17 8' 15'5" 6005200-97 20'T' 18'3" 15'11" 22'7' 20'6" 17'11" 18'3" 16'7" 14'0" 20'6" 18'8' 16'3" 6006257-97 21'1- 19 2" 16 9" 23'11" 21 6' 18 10 19 2' 17' 15'3' 21 6" 19 17' 9"s 2 e 1 e 'a ne..... .5'9" 1 1 8005162.33 15 9's 13 8"a 11'1"e 14'5"a 11'8"a 8 7"a 15'9'e 13 8"c 11' 1"e, 14 5's 11'11 5 8'7 5 8005200-33 164"e 14'1"e 11'4"e 14'9"a 11'11"a 8'8"a 16'4"e 14' 1"e 11'4"e 14'9"a 11'11"a 8'8"a 8005 162-43 18'10" 16' 10"e 13'9"a 19'6"I 16'10"i 13'9"a 17'2" 15'7"s 13`7'e 19'3"i 16'10'1 13'9"a 8005200-43 19'9" 17'10"e 14'7"a 20'7'i 17'10"i 14'4"a 17'11" 16'3'e 14'3"a 20'1"i 17'101 1 '4"a c+J, V ,. 20'7"e a 14'8"e 20'9"i 18'0"1 14'5"a 18'8" 17'0"e 14'8"e 20'9"i 18'0"i 14'5"a :00 162-54 20'3" CIO 16'1" 22'9°i 20'8"i 18'0"i 18'5" 16'9" 14'7" 20'8" 18'9"i 16 5"i 21.2" - 16'10' 23'10°i 21'7"i 18'11"i 19'3" 17'6" 15 3" 21'7"i 19'8"i 17'2"i 8005250-54 22 0" 20'0" 17'6' 24'9"i 22 6"i 1212 i 20'0" 18'2" 15 10" 22'6'1 20'5"1 17'10"i 8005162-68 21'9" 19'9" 17 3" 24'5" 22 2" 19'4") 19'9' 17 11" 15 8" 22 2" 20'2" 17'7'i 8005200-68 22'9" 20'8' 16 1" 25 7" 23"3`i 20'3"i 20'8- 18'9" 16'S" 23'3' 21'1' 18'5'I 8005250.68 23'W 21'7' 12 10" 26 8" 24 21 21'2"i 21'7" 19'7" 17'2' 24'3" 22 0" 19'3"i 8005162.97 24'2" 21' 11" 19'2" 2711" 24'8" 21'6" 21'11' 19'11" 17'5" 24'8" 22 5" 19'7" 8005200-97 25'4° 23'0" 20'1" 28'5' 25'10" 22'7" 23'0" 20'11° 18'3" 25'10" 23'6" 23'6" 5008250-97 26 6' 24 1 21 0" 29 9- 27 0° 23'7 24 1" 21 10" 19'1" 27'0 24 6 21'5" '! 6' e 1 8 847'-e 15 2'e 21'a s 17 1 1"a 13 4'a 20'7"a 18'8'e 15 3 e 21 6 a 17'11 a 13'4 a 10003200-43 2219"s 1.9'9"0 16 1's 22 8"a 18 6"a 13'9°a 21 5"a 19'6'a 16' 1"a 22 8 a 18 8 a 13'9"a Ill 1000S250-43 23'0 e 19 11"0 16 3'e 22'10'a 18'8"a 13 10'a 22 4'a 19 11'a 16'3'e 22'10"a 18 8 a 13'10"a 10005162.54 24'4" 22'1" 19'4'a 27 4"i 24'10"i 20'8"i 22 1" 20'1" 17 6" 24'10"i 22 7"i 19'8"i 10005200-54 25'5° 23'1" 22 2"a 28'6"i 25'11"i 21'2"i 221' 20'11" 18'3" 25'11"i 23'6"i 20'6"i 1000S250-54 26 5" 24 0" 20'11"a 29'7"i 26'2 i 21'7'i 24'0" 21'9' 19'0"a 26'11"i 24'5"i 21'4"i 10005162-68 26 2" 23'9" 20'9' 29'4"i 26'8"i 23'4"i 23'9" 21'7" 18 10" 26 8" 24 3"i 21'2"i 10005200.68 27'2 24'9° 21'8" 30'8"i 27 10°i 24 4", 24 9" 22'6" 19'8" 27'10' 25 3"1 22' 1'i 10005250.68 28'4` 25 9" 22 6" 31'10"i 28'11°i 25'3"i 25 9" 23'5' 22 5" 28'11" 26'4"i 23'0"i 1000S162-97 29'1" 26 5" 2311" 32'8" 29'S" 25'11" 26'5" 24'0" 21'0" 29'8" 26'11' 23'7' 10005200-97 30'5" 27'7" 24 1" 34'1" 31'0' 27'1" 27'7" 25'1" 21'11" 31'0" 28'2" 24'7" 10005250-97 31'8' 28 9" 25'1" 35 6" 32'3" 28 2" 28'9" 26'1" 22 10' 32'3 29'4" 25'7" .; a. .. 1200.8162-54 28 4"a 25 9"e 22'5'e 1 9 a 27 6 a 20 9 a 25 9 s 2,3 5 e 29'5"e 28'11 a 26'3 a 2019"a 12005200-54 29'6"e 26 9'e 23 1"e 32'8"a 28 1'a 21'1' a 26 9"e 24 4"0 21'3'e 30'1 a 27'4' a 21' 1"a 12005250.54 30'7"e 27'9'e 23'7°e 33'5"a 28'5"a 21'4"a 27 9"e 25 3"e 22 0"e 31'2"a 28'4"a 21'4"a 12005162-68 30'6" 27 8" 24'2" 34'3"i 31'1"i 27'1"i 27'8' 25'2" 22 0' 31'1"i 28'3"i 24'8°i 1200S200-68 31'8' 28' 10" 25'2" 35'7"i 32 4"1 28'3"i 28'10" 26'2" 22 10" 32 41 29'4"i 25'8"i 12.005250-68 32 11' 29'10" 26 1" 36'11"1 33'6'i 28'0'1 29'10" 27'2" 23'8" 33'6"i 30'6"i 26'7"i 12005162-97 33' 11" 30'10" 26 11° 36 2" 34'8' 30'3"i 30'10" '28'0' 24'6" 34 8" 31'6` 27 6" 12005200-97 35 4" 32'1' 28'1" 39'8' 36'1° 31'6°i 32 1" 29'2` 25 6" 36'1" 32 9' 28'7" 12005250-97 36 8" 33'4" 29'1" 41'2" 37'5" 32'8"i 33'4" 30'3" 26 5' 37 5" 34'0` 29'8" "e"Requires web stiffeners at end supports 4 " i"Requires web stiffeners at interior supports "a"Requires web stiffeners at all supports See page 31 for Allowable Floor Joist Span Table Notes. \y 32 SSM4 r kr C✓.141-1- y1- , f Combined Axial and Lateral Load Tables 0 Wall S aur g 35OS1 b2-(mils) 20 •sf Lateral Load 362S f 1152(was) 35257203(r4}6) Height On.) 33 ksi 50 kst 33 ksi 50 ss, 33 k, 50 ksi 93 ksr 50 ks (ft) -o.c 33 43 54 $8 33 43 54 68 33 43 54 68 33 43 54 68 A b• _ 8 12 1.86 2,76 . 4.09 5,14 1.50 2,32 3.42 4.42 1.96 285 4.27 5.44 2.41 3 5O " 5..:34 6.76 16 1.61 6 2,63 4.09 5,14 1.27' 2.15' 3.42 4,42 1.71 ' 276 427 5.44 214 3.44 5.34 676 24 1.14, 2.15' 3.96' 5.14 0.85` 1.72" 3.36E 4,42- 1.24" 2.304 4.22' 5.44 1.61 `" 2.89' 5.34 6.76 9 12 1.57' 2.53' 3.83 4.80 1.25' 2.107 3.27 4.19 1.674 2.67 4.04 5.12 2.08' 3.31 5.02 6.32 16 1.27' 2.24° 3.83 430 0.99° 1.836 3.27' 4.19 1,376 2.38E 4.04' 5,12 1.76' 2.96" 5.02 6.32 24 0,733 1,68' 3.31 '' 4.73" 0.501 1,32' 2.87" 4.06' 0,83" 1.83E 3.59 5.121' 1.15' 2.31' 4.59" 6.327 10 12 126° 2.17E 3.53' 4.43 1.00'' 1.8O°l 357E 3.91 1.37" 2.32E 3.78' 4,75 174" 2,87' 4.68 5.85 16 0.941 1.84E 3.266 4.43° 0.71 ' 1.49 2.87° 3.91° 104' 1,98' 3.56" 475' 1,37' 2.47' 4.50' 5.85 24 0.35' 1.23' 2.67' 3.98€ 0.17" 0.93' 2,36' 3.44° 0.44' 1.37' 2.95' 4.36` 0.70' 1,75' 3.79° 5.57" 12 12 0.71 = 1.47' 2.54' 3.57" 0.53` 1.21' 2.30' 3.18" 0.80= 1.61' 2.81 ' 3.93` 1,08"= 2.015 3.54" 4.82" 16 +i.3'5' 1.09° 2.19' 3.23' 0.19" 0.85' 1.99' 2.85 043-- 1.22'2 2.44' 3.57' 0.66{ 1.55` 3.12' 4.53' 24 0.43' 1.57' 261 023 2. 1.43" 227 0-54' 179' 2.92'• 7 . 0.75 2,36' 3.80' 14 11 r.. 0.87 1.73' 2.56 014- 0.693. 159" 228 ∎, 0,99' 1.93` 2.83 053 1.26' 2.45' 3.58" 16 0.49 1,38' 2.21 0.33` 1.28" 1.95 0,60^ 1.57' 2.47' 050 2532 3.18' 24 0.78' 1.61 - '. 0.73' 1.37- 79,1 0.93` 183 ' "iJJ 1,30' 2.46' 16 12 '4L 1.13" 1,80' ,:a ' i 1.082 1.60 P.;1 ° 1.29' 2.01 - 0.11 [ 58" 1.66' 2.58' 16 I 0.80' 1.47 - 0,75' 1,28 t 1', 0,94= 1,66' 0.24' 126' 2.19' 24 ( 024' 0.90 - 023' ['72 " 0.34' 1.06 ... 0.57' 1.51' 20 a sf Lateral Load Wall a.c. g ( ) 4005200-)mils) 5505162-(mils) Wall Spacing 4005137-mils 4005162-!mils) Height (in,) 33 ksi 50 ksi : 33 ksi 50 ksi 33 ksi 1 50 ksi 33 ksi 50 ksi 33 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68 - 3 05 4 3 6.25 5.92 7.72 2.53 3 4_ 5.74 8 12 1.70 2.49 3.77 5.08 2.21 �� 2.63 3.76 ° ° ° l 7.58 16 1 49' 2.44 3.77 5.08 1.98 3,05 4.73 6.25 2.43 3,76 ' 5.92 7,72 2.53 3.49 5,74 7.56 24 1.08' 2.04° 3.77 5.08 1.53' 2.67' 4.73 6.25 1.94' 3.35 5.92 7.72 2.34 3.49 5.74 7.58 9 12 1.48' 2.40 3.65 4.90 1.94 2,97 4.54 6.00 2.38 3.65 5.65 7.36 2,51 3.47 5.67 7.58 16 1.22' 2.14' 3.65 4.90 1.66' 2.76 4.54 6.00 2.07' 3.43 5.65 7.36 2,46 3.47 5.67 7.58 24 0.74' 1.666 3,44E 4.90' 1.13" 2.23° 4.30° 6.00 1.49' 2.80' 5.48' 7.36 2.04 3.36 5.67 7.58 10 12 1.24' 2.13' 3.50 4.67 1.66" 2.71' 432 5.69 2.06' 3.35 5.34 6.95 2.48 3.43 5.58 7.47 11 16 0,94' 1.83' 3.47° 4.67' 1,33" 2.386 4,30' 5.69 1.70° 2.96' 5.34 6.95 2.21 3.43 5.58 7.47 24 0.40" 1.27' 2.95° 4.37' 0,73' 1.77' 3,67* 5.51' 1.04' 2.24" ' 4.69' 6.95' 1,71 ' 3.01 5.58 7.47 12 12 0.75° 1.54' 2.926 4.086 1.08' 2.01° 3573 4.92' 1.41 ' 2.49" 4,47" 5.99 2.02' 3.27 5.32 7.13 16 0,41' 1.18' 2.59' 3.756 0.70" 1.61' 3.17" 4.67' 0.98' 2.02' 4.00' 5.88^ 1.66' 2.91 ' 5.32 7.13 24 0.52' 1,98' 3.09' 0.90' 2.45" 3.94'- 0.21' 1.19' 3.17' 5.05^ 1.00' 2.24" 4.76' 7.13' 14. 12 0.33" 0.99' 2.14' 3.05' 0.57' 1.36' 2.58' 3,76' 0.81° 1.69' 3.24" 4.71 6 1.51' 2.68" 4.96' 6.64 16 ' '%.' 059' 1,78' ,.66' 0.17= 0.93" 2.16' 3.34' 0.35' 1.19` . 2.76' 4.243 1.083 2.24° 4.49" 6.64' 24 '3. : '3,:,:::•"....::.-.: 115" 1,99 0.18" 1.432 2.59° 032' 1.92° 3.40 031' 143' 363' 580' 16 12 ::.:7177. 0 53' 150' 2.19' 0172 081= 1.80' 2.733 033° 104' 2,28" 3,45' 101 " 2.07° 4,01" 5.97' 16 £'y t 2 038° 1-39' 2.322 054" 1.822 299 054' 157" 359 5,42' 24 �,r £7 ' . `7PK7"i + " ' 0,69' 1.6'' )' "31 1.01' 2.19 1 ' 0.672 254' 4.43' • 4.c,,4. 20 •sf Lateral Load s444ar..„,„ /f Wall Spacing 6005137-05ils) 6005162-(mils) 6006200-Imlls) Height (in.) 33 ksi 1 50 ksi 33 ksi 1 50 k, 33 ksi '50 ksi ' A L V a e„iA p``C (ft) o.c. 33 43 d 54 68 97 33 43 54 68 97 33 43 54 68 97 9D °`r 8 12 1.88 2.62 3.90 5.14 7.62 255 3 52 . 572 7.56 11.50 2.99 4.44 7.56 10.02 15 69 („p.1:4 16 1.88 2.62 3.90 5.14 7.62 2,55 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 24 1.76 2.62 3.90 5.14 752 2.49 3.52 5372 7.56 11.50 2.99 4.44 7.56 10.02 15.60 9 12 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11,50 2.97 4.40 7.46 9.89 15.38 16 1.86 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.5E 11,50 2.97 4.40 7.46 9,89 15.38 24 1.55 2.57 3.90 5.14 7.62 2.24 3.52 5.72 7.56 11.50 2.69 4.40 7.46 9.89 15.38 10 12 1.88 2.62 3.90 5.14 7.62 2.54 3.52 5.72 7.5E 11.50 2.95 4.35 7.33 9.72 15.11 16 1.70 2.62 3.90 5.14 7.62 2.41 3.52 5.72 7.56 11,50 2.87 4.35 7.33 9.72 15.11 24 132"' 2.34 3.90 5.14 7.62 1.95' 3.29 5.72 7.56 11.50 2.36 4.12 7.33 9.72 15.11 12" 12 1.61 2.62 3.90 5.14 7.62 2.24 3.44 5.60 7.52 11.50 2.67 4.22 6.99 927 14.40 1 16 1 1 34° 2.341 3,90 5.14 7.62 1 91' 322 I 5.60 7.52 11.50 1 2.31 • 3.96 6.99 927 14.40 1 24 0.81° 1.82' 3.90 5.14 7.62 1.29' 2.593' 5.60 7.52 11.50 1.63' 3.23'; 6.99 9.27 14.40 14 12 1.286 2.27^ 3.90 5.14 7.62 1.78° 3.02' 5.32 7.13 11.28 2.15' 3.70 l 6.55 8.68 13,45 16 0.92' 1,91 " 3.90 5.14 7.62 1.37` 2.60' 552 7.13 11.28 1.70' 3.21' 655 8.68 13.45 24 0.26' 1.23' 3,90 5.14 7.62 0.61 ' 1,82' 5.32 7.13 11.28 0.87" 2.28' 6.55 8,68 13.45 16 12 0.91' 1.88" 3.90 5,14 7.62 1.29' 2.44' 4.94 6.62 10.42 1.61" 2.99° 6.01 7.97 12.32 16 0.49" 1,43' 3.90 5,14 7.62 0.82' 1.95' 4.94 6.62 10.42 1.09' 2.41 ' 651 7.97 12.32 24 7�7}l; 0.62' 3.90 5.14 7.62 ' ±89'04 1.06", 4.94 6.62 10.42 0.15' 1.36' 6,01 7.97 12.32 III1 Deflection exceeds 0120 6 Deflection exceeds 0600 2 Deflection exceeds 11240 7 Deflection exceeds 0720 3 Deflection exceeds 11360 - If not noted, deflection is less than U720 See Combined Axial and Lateral Load Table Notes on page 20. 23 ccnM8 Header Load Tables Header Load Table Notes 1. Deflection limit is L/360. 2. Allowable loads have not been modified for wind or earthquake loading. 3. Headers are made from two "boxed"or back to back members. 4. Allowable moment, shear and web crippling are based on twice the capacity of a single member.The moment of inertia is based on twice the value of the single member, 5. Bearing length for web crippling = 1" minimum. 6. Values are for unpunched members. 7. Members are assumed adequately braced for bending. 8. Allowable loads are for simply supported headers with uniform bending loads only. 9. Check web crippling at point loads. 1 ■ 1 Boxed Header Back-to-Back Header Header Allowable Uniform Loads (lb/ft) Yie,d Strength error r k^i) 3(tte 4 t) .,i,.:(fy e f¢. 6(t) 6(ft) 10110 12 f11 "5 33 33 393 s 670 e 536 e 374 e e 213 es 127e 73e� 5505162-43 33 1982 a 1232 e ! 789 e 550S162-34 33 2779 e 1563 547 e 308 e 164 17 95 550S162-54 563 e ; 1000 a 694 e 390 e ; 203 117 50 3643 e 2049 e 1 1311 a 910 e 396 e1 203 5505162-68 33 3514 e 1976 e 1265 e 878 e 1Y7 5505162-68 5176 c 2911 e I 1 188 e 250 t 41 _^ 8E3 a 1157 0 488 ' 250 600S1_7 l3 .33 1 9 e 313 c -�.e!z..;a�...,' w•^- .�,144 bt6e 6005162-33 z 612 e l 485 e 408 e 209 e 90 e 6005200-:33 33 816 c 612 e 489 e 408 e 134 e y 33 815 e 6006137-43 33 1810 e 612 e 489 e 408 e 254 e 162 e 104 e 6005162-43 33 7810 e 1357 e 789 a 517 a 347 a 102 a 103 6005200-43 33 969 a 638 a 359 e 229 e 117 e 6005254-43 1610 e 13.57 a 919 a 638 a 359 e 33 1610 e 7357 e 229 e 135 e e0 33 2812 e 1581 e 1072 a 703 e 377 a 241 a 155 e .13 3135 e 7 703 e X20 e 12? 1.63 a 1128 e 783 e 250 e 144 6005250-54 , 3565 e 2006 e i 1283 a 891 e 501 e I 290 e 167 6006753-54 3392 e 1908 a 1221 a 848 a 477 e 3610 a 2269 a 1452 a 1008 0 225 a 127 e 6005162-54 40 3610 e 2313 e 1480 a 1028 a 488 e 250 127 6005200-54 50 3610 a 2500 e I 1600 0 1111e 250 144 6005250-54 50 3610 a 2666 e 1706 a 1185 a 641 e 328 e 167 6005137-68 33 - I 641 a 270 e 3EE:. p 2001 e l 7282 a 890 a 501 e 190 6005162-68 33 3968 a 2232 a 1428 e 992 a 558 e I 308 156 6003200-65 33 4505 e 2534 e 1622 e 112E e i 178 6003250.65 33 4458 e 2506 e j 1604 a 1114 a 626 e . 401 a 207 600S137-68 I 528 a 401 e 156 50 5274 a 2966 a 1898 a 1252 a 528 e 270 6005162-68 50 5846 a 3288 a 2104 a 1426 e 156 600520088 6475 a 3642 a 2331 e 1618 e 7700 e 308 178 6005250-68 50 r 6005137-97 33 59,,4 e 2873 e 1 2143 a 1277 a 715 e 366 e 207 5108 a 2873 a 239 6005162-97 33 2046e 1421 e 715 366 241 5685 e 3 197 e 2046 e 1421 i 600S200-97 33 6443 e ie 906 i 419 242 3624 e 490 6006253.97 33 2602 e 1807 a 016 e II 59 7229 e 4066 a 2E02 a 1807 a 1016 e i 567 283 6005137-97 50 7526 a 4233 a 2709 a 1694 a 715 366 211 2 6005162-97 50 8403 e 4727 e 3025e 1941 e 819 419 242 6005200-97 50 9560 e 5377 c 3441 a 2270 e 958 490 283 6005250-97 50 10277 e 5781 e 3700 a 2569 a 1109 e 567 328 "e' Web stiffeners required at each support 37 SSMR gm AHBL Engineers Project Title: Jefferson Transit Authority • • ‘ 2215 North 30th Street Engineer: ADM Project ID: 213004020 Suite 300 Project Descr: New One-Story Maintenance and Admin Facility issr mat Tacoma,WA 98403 C I H B L (253)383-2422 ;. --- _ -- He=Oi�^013\21306d012a?STR'SJOtJ CAChCAt Cs�2SShH0-9.EC6. General Footing ENERCALC,INC.1983-2013.Build:6.13.8.31,Ver:6.13.631 Lic.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Strip Footing at Storage Shed Code References Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 General Information ..... .............__........ ...._......__. Material Properties Sod Design Values f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.50 ksi ly:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on tooting Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. _ 0.00010 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears . Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 1.50 ft .S°k. Length parallel to Z-Z Axis = 4.0 It Footing Thicknes = 18.0 in Load location offset from footing center... ex:Prll to X-X Axis = 6 in Pedestal dimensions.., px:parallel to X-X Axis = 6.0 in �; pz:parallel to Z-Z Axis = 48.0 in Height 6.0 in 9 waif; m Rebar Centerline to Edge of Concrete.. N m at Bottom of looting = 3.0 in 1, , ., t1� co 11, 64.• iW Reinforcing • Bars parallel to X-X Axis _ 2 _ Number of Bars Reinforcing Bar Size = # 3 Bars parallel to Z-Z Axis `„ Number of Bars = 2.0 :� �_�." -WI Reinforcing Bar Sizr = # 4 ,JI iikv ,jam Bandwidth Distribution Check (ACI 15.4.4.2) „mi.. t Direction Requiring Closer Separatiomg X-X Axis 1d Bars required within zone 545. '" #Bars required on each side of zone 45.5% Applied Loads D Lr L S W E H P:Column Load = 1.0 0.440 0.0 0.550 0.550 ksf OB:Overburden = k-ft M- = k-ft M-zz zz = V-x = k k V-z = gm>I. AHBL 2215 North Engineers 30th Street Project Title: Jefferson Transit Authority Engineer: ADM Project ID: 2130040.20 air Suite 300 Project Descr: New One-Story Maintenance and Admin Facility 0 Tacoma.WA 98403 B L (253)383-2422 a 1sa i i JAN r,4 ,.1M." General Footing File=oi2NE CALC, _STFINON 8Ald6Aic.31,Ver7ts skcs-_ L1c.#i KW-06002298 ENEPCALC,INC.IN 1963 21)73;BuilU'818.8.31,Vec6.138.3t Description: Skip Footing at Storage Shed Licensee:AHBL,INC TACOMA DESIGN SUMMARY Design OK Min.Ratio item -"" Applied Capacity Governing Load Combination PASS 0.2816 Soil Bearing 0.9857 ksf PASS Wa 3.50 ksf +D+S+H about Z-Z axis Overturning-X-X 0.0 k-ft 0.0 k-fl No Overturning PASS Na Overturning-Z-Z 0.0 k-tt PASS 0.0 k-ft No Overturning Na Sliding-X-X 0.0 k 0.0 k No Sliding PASS Na Sliding-Z-Z 0.0 k PASS n/a Uplift 0.0 k No Sliding Uplift 0.0 k 0.0 k No Upp lift PASS 0.0 Z Flexure(+X) 0.0 k-ft PASS 0.03766 Z Flexure(-X) 0.0 k-ft No Moment ( ) 0.1393 k-ft 3.699 k-ft +1.400 PASS 0.0 X Flexure(+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure(-Z) 0.0 k-ft PASS nla 1-way Shear(+X) 0.0 psi 0.8 pse PASS Moment p 82.158 psi W n/a OM 1-way Shear(-X) 0.0 psi 0.0 psi Na PASS n/a 1-way Shear(+Z) 0.0 psi PASS p 82.158 psi n/a Na 1-way Shear(-Z) 0.0 psi 82.158 psi nia PASS n/a 2-way Punching 0.4054 si P 82.158 psi +1.200+1.605+0.80W Detailed Results __._..._... Soil Bearing Rotation Axis& Actual Soil Bearing Stress Load Combination... Gross Allowable Xecc Zecc +2 +Z X Actual/Allowable _..._. -X Ratio erturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability atio Status _ g Footing Has NO Overturning -- ---- y Sliding Stability .. ._._.........._....... . . Force Application Axis All units k Load Combination... Sliding Force Resisting Force Sliding SafelyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension 0 As geld Gym.As Actual As Phi•Mn _....._.__ k-ft Side? Sot or Top? inA2 iin inA2 k-ft Status X-X.+1.400 0.0 +Z Too 0.0216 Min Temp% X-X.+1.400 0.2667 17.686 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.0 +Z To 0.0216 Min Temp% 02667 17.686 OK X-X.+1200+0.50Lr+1.60L+1.60H 0.0216 Min Temo%0 0.2667 17.686 OK 0.0 -Z Top 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+1.6OL+0.50S+1.60H X-X.+1.200+1.60L+0.505+1.60H 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X,+1.200+1.60Lr+0.50L 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.200+1.60Lr+0.50L 0.0 +Z Too 0.0216 Min Temo% 02667 17.686 OK X-X.+1.20D+1.60Lr+0.80W 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+1.60Lr+0.80W 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.200+0.50L+1.605 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.200+0.50L+1.60S 0.0 +Z Too 0.0216 Min Temp 0.2667 17.686 OK .0 +2 Too 0.0216 Min Temo%% 0.2667 17.686 OK X-X.+1.20D+1.60S+0.80W 0 X-X.+1.20D+1.60S+0.80W 0.0216 Min Tema% 0.2667 17.686 OK X-X.+1.20D+0.50Lr+0.50L+1.6DW 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50Lr+0.5OL+1.60W 0.0 +Z To 0.0216 Min Temp% 02667 17.686 OK X-X.+1.200+0.50L+D.50S+1.60W 0.0 -Z To 0.0216 Min Temo% 0.2667 17.686 OK X-X,+1.20D+0.50L+0.505+1.60W 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK 0.0 Z X-X.+1.20D+0.50L+0.205+E 0.0 + op 0 .0216 Min Temo% 0.2667 17.686 OK T X-X.+1.200+0.50L+0205+E 0.0216 Min Temp% 0.2667 17.686 OK X-X.+0.900+1.60W+1.60H 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+0.900+1.60W+1.60H 0.0 +Z Top 0.0216 Min Temp% 0.2667 17.686 OK X-X.+0.900+E+1.60H D.0 -Z To 0.0216 Min Temp% 0.2667 17.686 OK X-X.+0.90D+E+1.60H 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK Z-Z.+1.400 0.1390 -Z Bottom 0.0216 Min Temp% 02667 17.686 OK 0.0216 Min Temo% 0.0550 3.699 OK gig AHBL Engineers Project Title: Jefferson Transit Authority IR jp.,46 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 ' Project Descr: New One-Story Maintenance and Admin Facility Suite 300 Tacoma,WA 98403 C;IHBL (253)383-2422 p p i, 1 ,^.tj 5 3Pe! __, --- -- Rte=11;201312130040TO STRWON_CAOICALCs12SS4H8 9.EG6. General Footing 'ENERCALC;INC 1983-2013,Build:613.831:Vec6.13.8.51.. Licensee:AHBL,INC TACOMA Lit.#: KW-06002298 Description: Strip Footing at Storage Shed Z-Z,+1.40D 0.0 +X Too 0.0216 Min Tema% 0.0550 3.699 OK Z-Z.+1.200+0.50Lr+1.60L+1.60H 0.1174 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.0 +X Too 0.0216 Min Temo% 0.0550 3.699 OK 0 AHBL Engineers Project Title: Jefferson Transit Authority asw 2215 North 30th Street Engineer: ADM Project ID: 213004020 dor i Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 0 H B L (253)383-2422 General Footing File=Q12o13a130040t20 STR'\NON CADICALCs\2sS4He-9EC6 ENI=HCALC;INC 1993-2013,Sulkfi613.B.31,Ver,6.13.8.31 Lic,k:KW 0601}2298 Licensee:41-18,1-,INC TACOMA Descrption: Strip Footing at Storage Shad Footing Flexure Flexure Axis 3 Load Combination Mu Mich Tension @ As Flexed eq'd Gvm.As Actual As Phi" k tt Side? Bot or Top? inA2 inA2 inA2 k,ft Status Z-Z,+1.20D+1.60L+0 505+1.60H 0.1169 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1,60L+0.50S+1,60H 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+1.200+1.60Lr+0.50L 0.1131 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.50L 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+1.60Lr+0.80W 0.110 -X Bottom 0.0216 Min Temp°l0 0.0550 3.699 OK Z-Z.+1.200+1,60Lr+0.80W 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+0.50L+1.605 0.1118 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+0.50L+1.605 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+1.605+0.80W 0.1089 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1,200+1.60S+0.80W 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.1103 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+0.50Lr+0.50L+1.60W 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+0,505+1.60W 0.1099 -X Bottom 0.0216 Min Tema% 0.0550 3.699 OK Z-Z.+1.200+0.50L+0.505+1.60W 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+1.20D+0.50L+0,20S+E 0.1184 -X Bottom 0.0216 Min Temp% 0,0550 3.699 OK Z-Z.+1.200+0.50L+0.205+E 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+0.900+1.60W+1.60H 0.08237 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK Z-Z.+0.90D+1.60W+1.60H 0.0 +X To 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+0,90D+E+1.60H 0.08956 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+D.90D+E+i.60H 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK One Way Shear Load Combination... Vu 0-X Vu 0+X Vu -Z Vu CO+Z Vu Max Phi Vn Vu!Phi`Vn Status +1.40D 0 osi D psi osi psi 0 Dsi 82.158 psi OK +1.200+0.50Lr+1.60L+1 60H 0 Dsi 0 psi osi osi 0 osi 82.158 psi OK +1.200+1.60L+0.50S+1.60H 0 osi 0 osi osi psi 0 psi 82.158 osi OK +1.20D+1.60Lr+0.50L 0 osi 0 psi psi osi 0 psi 82.158 osi OK +1.20D+1.60Lr+0.80W 0 psi 0 Dsi osi psi 0 psi 82.158 psi OK +1.200+0.50L+1.60S 0 osi 0 osi psi osi 0 osi 82.158 psi OK +1.20D+1.60S+0.80W 0 Dsi 0 osi Dsi osi 0 psi 82.158 osi OK +1.20D+0.50Lr+0.50L+1.60W 0 osi 0 psi osi psi 0 osi 82.158 psi OK +1.200+0.50L+0.50S+1.60W 0 psi 0 osi psi psi 0 osi 82.158 osi OK +1.20D+0.50L+0.205+E D psi 0 psi osi osi 0 Psi 82.158 psi OK +0.900+1.60W+1.6OH 0 osi 0 psi osi osi 0 osi 82.158 osi OK +0.900+E+1.60H 0 psi D psi osi psi 0 psi 82.158 psi OK Punching Shear All units k Load Combination... Vu Ph'Vn Vu!Phi"Vn Status +1.40D 0.3201 csi 102.698 psi 0.003117 OK +1.200+0.50Lr+1.60L+1.60H 0.2962 psi 102.698 osi 0.002884 OK +1.20D+1.60L+0.505+1.60H 0.3017 psi 102.698psi 0.002938 OK +1.200+1.60Lr+0.50L 0.3442 Dsi 102.698 psi 0.003352 OK +1.200+1.60Lr+0.80W 0.3879 psi 102.698 osi 0.003777 OK +1.200+0.50L+1.60S 0.3617 psi 102.698 osi 0.003522 OK +1.200+1.605+0.80W 0.4054 psi 102.698 psi 0.003947 OK +1.20D+0.50Lr+0.50L+1.60W 0.3835 osi 102.698 psi 0.003735 OK +1.20D+0.50L+0.505+1.60W 0.389 osi 102.698 psi 0.003788 OK +1.20D+0.50L+0.205+E 0.2853 psi 102.698 psi 0.002778 OK +0.900+1.60W+1.60H 0.2931 osi 102.698 osi 0.002854 OK +0.900+E+1.60H 0.2058 osi 102.698 psi 0.002004 OK III Project 7.1- Project No 0 Page of Ili Calculations Subject Phone 0 Fax With/To Fax# M RHBL emorandum Address #Faxed Pages 0 Meeting Minutes Date /, •-• By 0 Telephone Memo Civil Engineers Structural Engineers Landscape Architects rt,-0S ovs../ Community Planners Land Surveyors Neighbors ‘.7 -) / 3 3 P'3=7A- `413 A ii/5 J < T v- v 161 ' v 2 3.7 If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. IDE WO AHBL Engineers Project Title: Jefferson Transit Authority rs 2215 North 30th Street Engineer: ADM Project ID: 213004020 or Nek Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 113H B L (253)383-2422 _--_. Frr:-.1 14.ru S.. WF Torsional Analysis of Rigid Diaphragm Foe_q 24,3213004 O STRNON CAD ALCs @SS4H8 9ECd Lic,4:KW-06002298 ENERCALC,INC.1983.2015,Build:6.13.8.31,Vec513.831 Licensee:AHBL,INC TACOMA Description: Stied Diaphragm Design - -- - - General Information Calculations perIBC 2006, CBC 2007,ASCE 7-05 Applied Lateral Force in X'Direction 1.70 k Location of Shear Application: Applied Lateral Force In Y"Direction 2.70 k Distance from"X'datum point 9.0 ft N:110 Those.leads are reso ved Into X&V components Distance from"Y°datum point 5.50 ft when applied to the system of elements at angular increments, Accidental Torsion values per ASCE 7-05 12.8.4.2 Ecc.as%of Maximum Dimension 15.00 % Load Anglular Increment 15.0 deg Accidental Eccentricity Anglular Increment 90.0 de Maximum Dimensions: 9 Along"X"Axis 18.0 ft Center of Rigidity Location (calculated) . Along"Y"Axis 11.0 ft . 'X'dist.from Datum 17.999 ft Additional Eccentricity+1-from"X"Coord.of Load Application 2.70 ft "Y"dist.from Datum 7.961 ft Additional Eccentricity+/-from"Y"Coord.of Load Applicator 1.650 ft Wall Information Label c East VI all l ...- X Wall C.G.Location 12 ft Length Wall Len th 12 ft Wall Deflections(Stiffness)for 1.0 kip load: V Wall C.G.Location 0 ft Wall Height 12 ft Wall D Axis Wall Angle CCW 0 deg Wall Thickness 6 in Major 8.6667E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Minor Axis 2.4000E+001 in E-Shear 1 Mpsi Label: North Wall X Wall C.G.Location 18 ft Wall Length 11 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 5.5 ft Wall Height 11 ft Major Axis Wall Angle CCW 90 deg Wall Thickness 6 in 1 8.6667E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi MinorAxis 2.4000E+001 in E Shear 1 Mpsi Label: West Wall X Wall C.G.Location 8 ft Wall Length 19 ft Wall Deflections(Stiffness)for 1.0 kip load: V Wall C.G.Location 11 ft Wall Height 12 ft Major Axis Wall Angle CCW 0 deg Wall Thickness 6 in I 3.3086E-004 in Wall Fixity Fix-Pin E-Bending 1 Mpsi Minor Axis 2.4{100E+001 in E_-Shear_ 1 Mpsi __ DESIGN SUMMARY a _ st of maximum shear forces applied to resisting elements Maximum Shear along MAJOR Axis Maximum Shear along MINOR Axis Resisting Element Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Load Angle X-Ecc(ft) Y-Ecc(ft) - Shear Force (k) East Wall 105 11.70 -2.46 2.994 I 90 11.70 -2.46 0.000 North Wall 90 11.70 -2:46 2700 300 11.70 -2.46 0.000 West Wall j 255 11.70 -2.46 2.994 I 90 11.70 -2A6 0.000 AHBL Engineers Project Title: Jefferson Transit Authority I 2215 North 30th Street Engineer: ADM Project ID: 213004020 yre Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 0 H B L (253)383 2422 -----; - -— " ' File=Q:1201312130040' STRRNON CACICALCv3SS4N6-9 EC6. • Torsional Analysis of,Rigid Diaphragm ENERCALC,INC.19832013.:Boldfi13.8.31,Ver.6.13.8.31 Lic.#: KW-06002298 Licensee:AH8L,INC TACOMA Description: Shed Diaphragm Design Layout of Resisting Elements __-_. Legend: Defined Wall X Datum Center of Rigidity el Center of Mass ( Accidental eccentricity application boundary West Wail— • • / '`` " North Wall ■ E____ -- �a�lw�il Analysis Notes ...... This program is designed to distribute an applied load to a set of resisting elements.The applied load is considered a"shear'loading applied to a number of resisting elements. Each resisting element data entry Specifies a deflection along a"major°and"minor"axis due to al 1,000 lb load.Each resisting element may be entered as a wall or a beam (whereby the deflection is calculated),or a specified deflection.The deflections define the stiffness of each resisting element. Each resisting element is defined at an(X,Y)location from a datum the user has previously defined.A counter-clockwise rotation of the element can be entered with respect to a traditional"+X'aids line. A main"shear load and an optional orthogonal shear load are specified for distribution to the system of resisting elements.In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered load the program calculates a resultant force vector magnitude,F.The force F is applied to the resisting elements in angular increments of 15 degrees to generate a series of resulting direct and torsional shear loads on each element.This radial application of force is then repeated at 45 degree angular separations along an elliptical path defined by the minimum accidental eccentricity. The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity.These values are then searched to find the maximum applied major and minor axis shears applied to each resisting element . • Ibb Project S r *".) Project No. /s Lap 1:1 Page of -en Calculations Subject Phone El Fax With/To Fax# FIHEIL Memorandum Address #Faxed Pages D Meeting Minutes Date ti,`^1 By_ A N1P-s. CI Telephone Memo Civil Engineers Structural Engineers CT4A-",...■ '"'" C Landscape Architects Community Planners Land Surveyors Neighbors /4 4.716-n '2.. 1 = v 1 L., A s",- 0 3 / IC e ..ts 0. 9 A-^ If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU, ■ s A H B L Jefferson Transit Authority Maintenance, Operations and Admin Center Building D Wash Equipment Shed Project # 2130040.20 Project Principal Daniel L. Booth, P.E., S.E. Project Manager Andrew D. McEachern, P.E., S.E. Design Criteria Based on 2012 IBC Uniform Loads Location Live Load I'L. Dead Load �, f , Slab on Grade (4") 125.0 psf Actual 0 Roof 25.0 psf (snow) Actual \ ..;,. Lateral Loads 28486 o y Wind Seismic foNAL i Basic Wind Speed: 110 mph (ult) Site Class: D jib Exposure: B Seismic Design Category: D Importance Factor: 1.0 Occupancy Category: II Seismic Importance Factor: 1.0 Structural Narrative— Wash Equipment Shed The structural scope of work for this project involves the design of a new one-story storage shed structure. It is the intention of the structural design to satisfy the force levels of the IBC 2012. The structural framing system for the main building consists of a light frame construction. The framing involves light gage steel roof joists spanning between light gage steel stud walls. The steel walls bear on a conventional foundation system, which will involve thickened slab edge footings at the exterior perimeter of the building. Plywood sheathing will be provided at the roof and exterior walls in order to resist lateral loads thru diaphragm action. t D1 �D2 J 18' - 0" oti Al O y ® Di J i.'.. 1 14 DA FO5 I -� (6.; � - - — — i CD Q 1 I r_g- WASH EQUIP ) X----s.s''',----- lr. T (6 A 5 ■SHED I D101 r : 6" 162-33) AT CD I 16' .>a I — -..". -.- mil DB -F05 s. L- DB c+,.. vrLmai "'I 4."...F AT C.A. C) ,O, /)44_ L 2 0 BUILDING D FLOOR PLAN 1/8"= 1'-0" [� � L_COvr�yD/OTfoi.. 1✓LR.N D1� is'-Q„ D2 6 X $•' ..t6Gw ..1 7.1' 2 (goo S 141• S4) At DA cos N— , _ (i'* �W r.,..,.. 'J G P.Tr1 S%.0 L/ o WASH EQUIP D101 1P.oN o F jot rr Q pg�_FOS DB 0) 6 : ' 6 " 1 \ . ii732 - A?14 Jt.nrcil 'IS.,,,x,0 T r:Nt. 1 1i-.76 (4..04.acw‘::1. 600 5 1 42 5.1, . T s G.) � D1, * Q BUILDING D FLOOR PLAN 7- j-L ra of r ILA r+s,-P L l.3(.iaw+ \1/ AHBL Engineers, Inc. • JOB Time Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 www.struware.com Code Search Code: Inicrotnional Building Code 2012 Occupancy: Occupancy Group= S Storage Risk Category & Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Root angle (8) 1.00/ 12 4.8 deg Building length (L) 18.0 ft Least width (B) 11.0 ft Mean Roof Ht (h) 12.0 ft Parapet ht above grd 12.0 ft • Minimum parapet ht 0.0 It Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 0 psf Partitions N/A 0 psf 0 psf 0 psf AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 Joe No 2130040 20 SHEET No _ (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads : ASCE 7- 10 Ultimate Wind Speed 110 mph Directionality (Kd) 0.85 Exposure Category B Enclosure Classif. Partially Enclosed Internal pressure +/-0.55 Kh case 1 0.701 Kh case 2 0.575 I " Type of roof Monoslope V(') Speed-up Topographic Factor (Kzt) V( x)upavind) x(dawn vr�d) Topography Flat Hill Height (H) 80.0 ft "` " Half Hill Length(Lh) 100.0 ft Lh H2 H Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest:x= 50.0 ft f Bldg up/down wind? downwind V(z) Z I 1 Speed-up H/Lh= 0.50 K1 = 0.000 x/Lh= 0.31 K2= 0.792 x(upwind) a x(downwind) 4- z1Lh= 0.09 K3= 1.000 i H At Mean Roof Ht: Gig ` H92 Kzt= (1+K,K2K3)^2= 1.00 20 RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency< 1 Hz(T>1 second). h= 12.0 ft However. if building h/B<4 then probably rigid structure(rule of thumb). B= 11.0 ft h/B= 1.09 Therefore,probably rigid structure /z(0.6h)= 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure is= 0.33 Natural Frequency (r),) = 0.0 Hz E = 320 ft Damping ratio(13)= 0 Zmin= 30 ft /b= 0.45 C= 0.30 /a= 0.25 go, go = 3.4 Vz= 70.9 Lz= 310.0 ft N1 = 0.00 Q= 0.94 Hn= 0.000 lz= 0.30 Rh= 28.282 q= 0.000 h= 12.0 ft G= 0.89 use G=0.85 RB= 28.282 q = 0,000 RL= 28.282 rl = 0.000 gs = 0.000 R = 0.000 G = 0.000 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253) 383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BYDLB DATE 10/29/13 Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80%open. Ao? 0.8Ag Test for Partially Enclosed Building: Input Test Ao 64.0 sf Ao ? 1.lAoi YES Ag 132.0 sf Ao>4'or 0.01 Ag YES Aoi 21.0 sf Aoi/Agi s 0.20 YES Building IS Agi 517.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao a 1.1Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi S 0.20 Where: Ao= the total area of openings in a wall that receives positive external pressure. Ag=the gross area of that wall in which Ao is identified. Aoi =the sum of the areas of openings in the building envelope(walls and roof)not including Ao. Agi=the sum of the gross surface areas of the building envelope(walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (RI) : If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartilioned internal volume (Vi) : 0 cf Ri= 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft" Constant= 0.00256 ' AHBL Engineers, Inc, JOB TITLE Jefferson Transit Authority 2215 North 30th St,Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.57 h= 12.0 ft GCpi= +f-0.55 Base pressure (qh)= 15.1 psf ridge ht= 12.5 ft G= 065 Roof Angle(8)= 4.8 deg L= 18.0 ft z for qi: 12.0 ft Roof tributary area-(h/2)'L: 108 sf B. 11.0 ft qi= 15.1 psf for positive Internal pressures (h/2)`B: 66 sf Ultimate Wind Surface Pressures(psi) Wind Normat to Ridge Wind Parallel to Ridge BIL= 0.61 h/L= 1.09 L/B= 1.64 h/L= 0.67 Surface Cp ghGCp w/+q,GC51 w/-q„GCpi Dist.' Cp ghGCp w/+q,GC,, wr-ghGCp; Windward Wall(WW) 0.80 10.3 see table below 0.80 10.3 see table below Leeward Wall(LW) -0.50 -6.4 -14.8 1.9 -0.37 -4.8 -13.1 3.5 Side Wall(SW) -0,70 -9.0 -17.3 -0.7 -0.70 -9.0 -17.3 -0.7 Leeward Roof(LR) Included in windward roof Windward Roof: 0 to h!2' -1.29 -16.6 -24.9 -8.3 0 to h/2` -1.03 -13.3 -21.6 -5.0 >h/2` -0.70 -9.0 -17.3 -0.7 h/2 to h" -0.83 -10.7 -19.0 -2.4 h to 211' -0.57 -7.3 -15.6 1.0 "Roof angle<10 degrees.Therefore,leeward roof 'Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs,entire roof surface is NOTE:The code requires the MWFRS be designed for minimum ultimate force of 16 pet either windward or leeward surface. multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at"z" (usf) Combined WW+LW Windward Wall Normal I Parallel ..7. -\ z f Kz 1 Kzt I gzGC, w1+q;GCp; w/-ghGC,;, to Ridge 11 to Ridge .,✓r µ; h= 0 to 15' 0.57 1.00 10.3 2.0 18.6 16.7 15.1 /// \ f,- f 5 -GVW sW L s �r"wins C•,,ouo,-Zaf, Wart,NORAAA/TO}WOE WR �^" `,.. W 1,, - sw L ,, Aelr PA AL TO TloriE NOTE: SW i/� LW See figure in ASCE7 for the application of full and partial loading ``�- . f up of the above wind pressures.There are 4 different loading cases. 4* .„,-,- gillParapet Pr z Kz I Kzt I qp(pet) 1 4 12.0 ft 0.57 7.00 15.1 vrv� '*5. Windward parapet: 227 psf (GCpn=+1.5) Leeward parapet: -15.1 psf (GCpn=-1.0) �- wnrD t'axc acar� . Windward roof overhangs(add to windward roof pressure): 10.3 psf (upward) nsxAt�arpmncarc AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB Ho. 2130040.20 sHEEr NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Wind Loads - Components & Cladding : h <= 60' /Ultimate Wind Pressures) Kh (case 1)= 0.70 h= 12.0 ft 1 Base pressure(qh)= 18.4 psf a= 3.0 ft Minimum parapet ht= 0.0 ft GCpi= +/-0.55 Roof Angle(8)= 4,8 deg Type of root= Monoslope Roof GCp+/-GCpi 1 Surface Pressure(psf) User input Area 10 st 50 sf 100 sf 10 sf 50 sf 100 at 75 sf 500 sf Negative Zone 1 -1.65 -1.65 -1.65 -30.4 -30.4 -30.4 -30.4 -30.4 Negative Zone 2 -1,85 •1.78 -1.75 -34.1 -32.8 -32.3 -32.5 -32.3 Negative Zone 3 -2.35 -1.93 -1.75 -43,3 -35.6 -32.3 -33.7 -32.3 Positive All Zones 0,85 0.78 0.75 16.0 16.0 16.0 16.0 16.0 l Negative Zone 2' -2.15 -2.08 -2.05 -39.7 -38.4 -37.8 -38.0 -37.8 Negative Zone 3' -3.15 -2.45 -2.15 -58.1 -45.2 -39.7 -42.0 -39.7 Parapet qp= 18.4 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B: Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 1 0 sf 100 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.54 -1.38 -1.27 -28.4 -25.5 -23.4 -28.4 -24.6 Negative Zone 5 -1.81 -1.49 -127 -33.4 -27.5 -2a4 -33.4 -25.8 Positive Zone 4&5 1.45 1.29 1.18 26.7 23.8 21.8 26.7 22,9 Note: GCp reduced by 10%due to roof angle<=10 deg. AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO.2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED 8Y DLB DATE 10/29/13 Location of C&C Wind Pressure Zones 2a a a 7a 7 OLL3; Z .T' C J 1 Lf 1 ��,� ^x 1 LV) i -,��y '1 �!J l i 1 I 1 1 I0 i .4'> L"J r'4 w r _J I I s'' -- �`,�� ,..d` WALL �.*Sit 40, -,,;_ ` -r ?.l i,.._.'G+l i �w „ (� I I 3 Roofs w/ 8 s 10' Wafts h 5 60' Gable,Sawtooth and and all walls &alt design h<90' Multispan Gable 8 s 7 degrees& Monoslope roofs h>60` Monoslope 5 3 degrees 3'<8<_10° h 5 60'&alt design h<90' h 5 60'&alt design h<90' _MI _ II ri a a a I N ti,, °11' Eta+ ._. ... j 1 1 v / 1 (-1 I 1 . d I `y'` ® -i IC t( 2 i -4:-)1,.. (j)I i a a - _ i�r h ` Monoslope roofs Multispan Gable& Hip 7' < 9 s 270 2 1 CO 1<Z4 10` <8 s 30' Gable 7' <9 s 45' 11 h<_60'& alt design h<90' I -i I 2 3 3 Sawtooth 10'<0 5 450 �— / r?a 1 ,3 F 2 r ,, yry, h 5 60'&alt design h<90' 9^_ �i \V1 W2 WII W2 W W IIIIIIIIIIrMIIIII Stepped roofs 9 s 3' h 5 60'&alt design h<90' II wrF r m ® € ' Y 3} Y +ar :.- x ' a I I it 48' 31 24"N 122°49'4.32'W L. 63 4 Corners Rd, Fort Townsend. WA 983: :...el__ _ ..4. w ro.7.,,,,....„..R.:1 g I F t� _, ' L�1�l=lt, a. ow JTA Seismic Design Values (Ss and S1) Conterminous 48 States 2005 ASCE 7 Standard Latitude= 48.051 Longitude =-122.817 Spectral Response Accelerations Ss and 51 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa = 1.0,Fv= 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.181 (Ss,Site Class B) 1.0 0.433 (51, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Zip Code =98368 Spectral Response Accelerations Ss and 51 Ss and S1= Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.267 (Ss) 1.0 0.461 (S1) Period Maximum Sa (sec) (g) 0.2 1.414 (Ss) 1.0 0.520 (S1) Period Minimum Sa (sec) (g) 0.2 1.150 (Ss) 1.0 0.425 (S1) I1 AHBL Engineers, Inc. JOB TITLE Jefferson Transit Authority 2215 North 30th St, Suite 300 Tacoma,WA 98403 JOB NO. 2130040.20 SHEET NO. (253)383-2422 CALCULATED BY ADM DATE 10/29/13 CHECKED BY DLB DATE 10/29/13 Seismic Loads: IBC 2012 Risk Category: II Importance Factor(I): 1.00 Site Class: D Ss(0.2 sec)= 118.00%g S1 (1.0 sec)= 43.30%g Fa= 1.028 Sms= 1.213 Sos= 0.809 Design Category= D Fv= 1.567 Sm1 = 0.679 Sol= 0.452 Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type: Not applicable Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System: Bearing Wall Systems Seismic resisting system: Light frame(cold-formed steel)walls with wood panels or steel sheets System Structural Height Limit: 65 ft Actual Structural Height(hn)= 12.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 6.5 Over-Strength Factor(Do)= 3 Deflection Amplification Factor(Cd)= 4 bDS= 0.809 Sol= 0.452 p=redundancy coefficient Seismic Load Effect(E)= p QE+I-0.2505 D = p QE +/- 0.162D QE=horizontal seismic force Special Seismic Load Effect(Em)= Do QE+/-0.2SDS D =3.0 QE +/- 0.162D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef, (CT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CThn,= 0.129 sec x=0.75 Tmax=CuTa= 0.181 User calculated fundamental period(T)= 0 sec Use T= 0.129 Long Period Transition Period(TL)= ASCE7 map= 6 Seismic response coef. (Cs)= SDSI/R= 0.124 need not exceed Cs= Sdl I/FIT= 0340 but not less than Cs= 0.044Sds1= 0.036 USE Cs= 0.124 Design Base Shear V= 0.124W Model& Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: Alt other structures Allowable story drift= 0,020hsx where hsx is the story height below level x Floor Joist Span Tables 2,.>d,r- ,Tar sr 6. 10 •sf Dead Load and 30 •sf Live Load Live Load Deflection L/360 Live Load Deflection L1480 Single Span Two Equal Spans Single Span Two Equal Spans Spacing urn c c Sa clnn(in)ac Spacing in p g )a-a Spacing paairg 1a o.o. Member 12 16 24 ! 16 as 12 16 24 12 1E 24 6005162-33 13'9"e 11'11"e 9'9"e 13 9'i 11'11"i 9'3"a 12'6"e 11'4"e 9'9'e 13 9' i 11' 1 1 i 9'3"a 6005200.33 14'3"e 12'4"e 10'0"e 14'3"i 12'4"a 9'5"a 13'1"e 11'10"e 10'0"e 14'3"i 12'4"a 9'5'a 600S162-43 14'11" 13'7" 11'9"e 16 8"1 14'5"i 11'9"i 13'7" 17 4° 10'9" 15'3"i 13'10"i 11'9"1 6005200-43 15'9" 14'3" 11'11"e 16'11"i 14'8"i 11'11"i 14'3" 13'0' 11'4"a 16'0"i 14'7'i 11'it'1 6005250.43 16'5" 14'11" 12'3"a 17'4"i 15'0"I 12'3"i 14'11" 13'7" 11'10"e 16'9'i '15'0"i 12'3°i 5005162-54 16 1" 14'7" 12 9" 18'0" 16'4"i 14'4'i 14'7" 13 3" 11'7" 16'4" 14'10" 13'0'1 6008200-54 16'10" 15 4" 13'5" 18'11" 17'3") 15'0"i 15'4" 1311" 12'2" 17'3" 15 8" 13'8"i 6005250-54 17 7° 16'0" 13'11" 19'9"i 17 11'i 15'B"i 15 0° 14'6' 12'8" 17 11" 16'4'H 14'3"I 6005162-68 17'3° 15 8" 13'8" 19'4" 17 7" 15'4"i 15'8° 14'2" 175" IT 7" 15 11" 13'11" 6005200-68 18'1° 16'5" 14'4" 20'4" 18'6" 16'2"i 16'5° 14 11" 13'1" 113'6" 16'9' 14'8" 6005250.68 19'0" 17'3" 15'1" 21'4' 19'4" 16'11"i 17'3" 15'8` 13'8" 19'4" 17'7' 15'4"i 6005162-97 19'1" 17 4" 15 2" 21'S" 19 6" IT 0" 17'4' 15 9" 13'9" 19'6" 17'8' 15 5° 6005200-97 20'1' 1 B'3" 15' 11" 22'7' 20 6" 17'11" 18'3" 16'7" 14'6" 20'6" 18'8" 16'3" 600S250-97 21'I' 19'2" 16"9" 23'8' 21'6" 18'10" 19'2" 17'5" 15'3' 1 21'6" 19 7' 17' 1" 8005162.33 15'9"s 13'8"e 11'1"e 14'5"a 118"a 8'7"a 15'9"e 13'8"e 11' I"e 14'5"a 118'a 5 7"a 8005200-33 16'4"e 141"e 11'4"e 14'9"a 11'1 1"a 8'8"a 18'4"e 14' 1"e 11'4"e 14'9"a 11'1 1"a 8'8"a 8005162-43 18'10" 16 10'a 13'9"a 19'6"i 16'10"r 13'9"a 17 2" 15'7"e 13'7"e 19'3"i 16'10'i 13'9"a 8005200-43 19'9" 17' 10"a 14'7"a 20'7"i 17'10"1 14'4"a 17 11" 16 3"e 14'3"e 20'1"i 17'10"i 14'4"a At ,• • 20'7"e a 14'8"e 209"i 18'0"1 14'5"a 18'8' 17'0"e 14'8"e 20'9"i 18'0"i 145"a 800 162-54 20'3" 16'1" 22'9"i 20'8'i 18'0"I 18'5" 16 9" 14'7" 20'8" 18'9"i 16'5"i rv:- rip- 21'2" 16'10" 23'10°i 21'7"■ 18'11"I 19'3" 17'6" 15 3" 21'7"i 19'8"i 17 2"i 8005250-54 27 0" 20'0" 17`6" 24'9"i 22'6"i 19 8"i 20'0" 18'2" 15'10" 22'6"i 20'5"i 17'10"i 8006162-68 21'9" 19'9" 17 3" 24'5" 22'2" 194") 19'9" 1711" 15'8" 22'2' 20 2' 17'7"i 8003200-68 22'9" 20'8" 151' 25 7" 23'3'i 20'3'i 20'8- 18'9" 16 5' 23 3" 21'1' 16'5'1 800S250-68 2a 9" 21'7" 18 10" 26'8" 24'al 21'2"i 21'7- 19 7" 17 2" 24'3" 22'0" 19.3"i 8005162-97 24 2" 21'11" 19 2" 27'1" 24 8" 21'6' 21'11" 19 11' 17'5" 24'B" 22'5' 19'7" 8005200-97 25'4" 23'0" 20'1° 28'5" 25'10" 22'7" 23'0" 20'11" 18'3" 25'10" 23'6" 20'6" 10008250-43 3 22 0 e 7 la 9' s 16 3 e 222'8 a 18 8 a 13310 a 22 5"e 21'10' 19 1 27 0 - 1 a � 41 8006250-97 26 6" 24'1' 21 0" 29 9" 27 0"" 23 7' 24'1" t7Ye 21 6"s..,^ax 17 1000S162-43 21 6 e 18 8'a 15 e 21'6"a 17 11'a 13 4'a 0 7 e 18 8 e 15 3" 27 6"a 17'11'a 1.3`a°a 19EO 16' 1 2EBa 186a 13'9`a 19'11 a 1e3's 22'10'a 188°a 1310"a 10005162-54 24'4" 22'1" 19'4"e 27'4°i 24'10"i 20'8"1 22'1" 20'1' 17'6" 24'10'i 22'7'i 19 8"i 10005200-54 25'5" 23'1" 20 2"e 28'6"i 25 11"i 21'2"i 23'1" 20'11" 18'3" 25'11" 23'6"i 20'6"i 10005250-54 26'5" 24 0" 20'11"e 29 7"i 2B'6"i 21'7"i 24'0" 21'9" 19 0"a 26 11"i 24 5"i 21'41 10003162-68 29 2" 23'9" 20'9" 29.4"i 26'8"i 23'41 23'9' 21'7" 18'10" 26'8" 24 3`i 21'71 10005200.68 27'3` 24'9" 21'8" 30'8"i 27 10"i 24'4"1 24'9" 27 6' 19'8" 27'10' 25 3"i 22'1"i 10005250-68 28'4` 25'9" 22'6" 31'10"i 28'1 1°i 25'3"i 25'9" 23 5" 20'5" 28'1 1° 26 4"i 23'6'i 10005162-97 29'1" 26'5" 23'1" 32'8" 29'8" 25'11" 26'5' 24'0" 21'0" 29 8' 26'11" 23'7" 10005200-97 20'5" 27'7" 24 1" 34' 1" 31'0" 27'1" 27'7" 25'1° 21'11" 31'0' 28'2" 24'7" 10005250-97 31'8" 28'9" 25.1" 35 6" 32'3" 28'2" 28 9 26' 1" 22'10" 32'3' 29'4" 25'7" .a,u g ,"fie la-. x. ,;n.,n 2#&»"aA0:,1401, .¢h. 1 MC77,. } ,Tt Y3ftiT' Ak pn. 1"L- '.b%i. LU °9.,.,w: 12009162-54 28'4"e 25 9"e 22'5"a 31 9' a 27'6"a 20'9 a 23 9 - 23 0'e 20'5"e 28' 11 a 26 3 2- a '9"a 1200520054 29'6'a 26 9"e 23 1'e 32'8"a 28' 1`a 21'1"a 26'9`e 24 4"e 21'3`a 30'1"a 27'4"a 21' 1"a 12005250.54 30'7"e 27'9'a 23'7"e 33'5"a 2'5"a 21'4"a 27'9"a 25'3"e 22 0"e. 31'2'a 28'4"a 21'4"a 12005162-68 30'6" 27 8' 24 2" 34 3"i 31'1°i 27'1"i 27 El" 25 2" 22 0' 31'1"i 28'3"i 24'8°i 12008200-68 31'8" 28'10" 25 2" 35'7"1 32'4"i 28'3"i 28'10" 26'2" 22'10" 32'4"1 29 4"i 25'8"1 12005250-68 32'11" 29'10" 26: 1" 36' 11"i 33'6°i 28'0'1 29 10' 27'2" 23'8" 33'5"i 30'6"i 26'7"i 12003162-97 33 11" 30'10" 26 11" 38 2" 34 8" 30'3"i 30'10" 26'0' 24'6" 34 8" 31'5' 27'6" 12008200-97 35 4" 32'1' 28'1" 39'8" 36'1' 31'6°i 32'1" 29 2" 28 6' 36' 1" 32 9" 28'7" 12005250-97 30 8" 33'4" 29' 1' 41'2" 37 5' 32'8°i 33'4" 30'3" 26'5" 37 5" 34 0' 29 8" e"Requires web stiffeners at end supports II i"Requires web stiffeners at interior supports "a"Requires web stiffeners at all supports See page 31 for Allowable Floor Joist Span Table Notes. 32 S 14M4 kT L✓ro... lrv6I , Combined Axial and Lateral Load Tables 20 •sf Lateral Load Nall S'acrt�g 3505162-(mils) 3625137-Imils) 31325162-(mils) 3h2S20)-(nuts,1 F Height 1111.) 33 ksi 1 50 ksi 33 ksi I 50 ksi 33,ksi 50 ksi 33 ksi 50 ks 1f c.c. 33 43 54 68.. 33 43 54 68 33 43 -.54 62 33 43 54 68 8 12 1.86 2.76 ' 4,09 5,14 1.50 2.32 142 4.42 1.96 2.85 427 544 2.41 3.50 5.34 6,76 16 461` 2.63 4.09 5,14 1.27' 2.15 3.42 4.42 171 " 2.76 4,27 544 214 3.44 5.34 6,76 24 1.14'- 2.15 3.967 5.14 0.856 1.72 3.36E 4.42` 124` 2.306 4.22' 5.44 1.61' 2.89' 5.34 6.76 12 1.57" 2.53' 3.83 4.80 125 5 2.10' 3.27 4.19 1.67" 2.67 4.04 5.12 2,08' 3.31 5.02 6,32 16 1.276 2.24"I 3.83 4.80 0.99' 1.836 3.277 4,19 1.37' 2.38 4.04' 5.12 1.76E 2.96' 5.02 6.32 24 0.73= 1.68' 3.31° 4.73' 0.50' 1.32' 2.87 6 4.06 5 0.83 3 1.83° 3.59"" 5.12 1.15' 2.31° 4.59° 6.32 10 12 1.26` 2.17° 3.53' 4.43 1.00 6 1.80'' 3.07 x 3.91 1.37` 2.32` 3.78 4.75 1.74' 2.87' 4.68 5.85 16 094' 1.846 3.26' 4.43° 0.71' 1.49`. 2.87° 3.911 1.04- 1,98' 3.56" 475` 1.37 2.47 4,50' 5.85 24 0,35= 1.23 2.67 3.98" 0.17^ 0.93- 2.36' 3.443 0.44' 1.37' 2.95' 4.36° 0.70' 1.75' 3.79 5.57' 12 12 0.71" 1.47 2.54`' 3.57 0.53' 1.21 �' 2.30' 3.18 0.80' 1.61 ? 2.81" 3.93° 1.08' 2.016 3.54' 4.82 10 0.35' 1.09= 2.19' 3.23' 19- 0.85' 1.99' 2.65' :.1'3 1-22- 2-44' 3.57° 0,66"' 1.55` 3.12' 4.536 24 ` '. 043, 1.57' 2.61 023 1.43' 2.27 0.54' 1.79? 2.92' 1 ''a 0.75 2,36 3.80 1-1 12 ^r 087'' 1.73' 2.50 14 0.69` 1.59^ 2.28 0.99' 1.93 2.83' 0.53 1 26= 2.45' 3.58' 15 ;uJ '1.38° 2.2`' ' 033' 1.28'' 1.95 060' 157" 247' T51 080' 223' 318' 24 078' 1.6' ° 073` 1.37 ' 0,93' 1.837 1137. 34317 1,30' 2.46' 16 12 ' 1137 1.80 1 ) 106' 1.6C' 1 1.29' 2,01= 0.116 088" 1,66 2.58' 16 ` 0.80' 147 0.'5' 128 0.947 166' " 024 126' 2.197 24 024' 0.92 023' 0.72' 0.34' 1.06- n7 " 371 0,57' 1.51' 20 •sf Lateral Load Wall Spacing 4005137-(mils) 400S162-(mils) 4005200-(mils) 5505162-(mils) Height (in.) -33 ksi 50 ksi 33.ksi 50 ksi 33 ksi ! 50 ksi 33 ksi 50 ksi (ft o_c. 33 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68 . 8 12 1.70 2.49 3.77 5.08 2.21 3.05 4.73 6.25 2.63 3.76 5.92 772 2.53 3.49 5.74 7.58 16 1.49' 2,44 3.77 5.08 1.98 3.05 4.73 6.25 2.43 3.76 j. 5.92 7.72 2.53 3.49 5.74 7.58 24 1.08" 2.04" 3.77 5.08 1,532 2.67 4.73 6.25 1.94 3.35 5.92 7.72 2.34 3.49 5.74 7.58 9 12 1.48' 2.40 3.65 4.90 1,94 2.97 4.54 6.00 2.38 3.65 5.65 7.36 2.51 3.47 5.67 7.58 16 1.22" 2.14' 3.65 4.90 1,66` 2.76 4,54 6.00 2.07' 3.43 5.65 7.36 2,466 3.47 5.67 7.58 24 0.74' 1.666 3.44" 4.90' 1.13" 2.23' 4.305 6.00 1.49° 2.80° 5.48' 7.36 2.04 3.36 5.67 7.58 10 12 1.246 2.13' 3.50 4.67 1',66" 2,71' 4.32 5.69 2.06' 3.35 - 5.34 6.95 2.48 3.43 5.58 7.47 16 0.94' 1.83" 3.47" 4.67' 1.33' 2.38°' 4.30' 5.69 1.70 5 2.96' 5.34 6.95 2.21 3.43 5.58 7.47 24 0.40' 1.27' 2.95° 4.37° 0.13' 1.77' 3.67`' 5.51' 1.04' 2.24" '' 4.696 6.95' 1,71 ° 3.01 5.58 7.47 12 12 0.75' 1.54° 2.92° 4.08° 1.08' 2.016 3.576 4.927 1,415 2.49" 4.47'' 5.99 2.02' 3.27 5.32 7,13 16 0412 1.18' 2.59' 3.755 0.70' 1.81 ' 3.17" 4,67` 0.98' 2.02' 4.00" 5.886 1.66' 2.91 ' 5.32 7.13 24 ,d:. 0.52' 1.98" 3.09' 1 0.90' 2.45 3.94' 0.212 1.19 7 3.17' 5.05 5 1.00' 2.24" 4.76` 7.13" 14 12 0.33'' 0.99' 2.14' 3.05' 0.577 1.36' 2.58'' 3.76` 0.812 1.69' 3.24' 4.715 1.51 = 2.68' 4.96' 6.64 16 7 r.p 059'' 1.78 7 2.66 017 ' 0.937 2.16` 3.34 036' 1.197 2.76' 4.24' 108' 2.245 4.49° 664' 24 7 - 7-1' 4 1.15' 1 99 0.18' 1.43' 2.59' 2 ' '," 0.32 2 1.92' 3.40 0.31` 1.43 i 363' 5 80 16 17 053'1 150' 2.19' 017° 0.81= 150' 2.73' 0337 104' 228 3.45' 101 207° 4,01° 597= 16 ' 1 ' ° ' '� 0.387 1.39' 2.32' 054' 1.82' 2.997 054' 1.57' 3.49' 5.42' F "' Pn i ,€524'-i t T 24 ,. 7> 0.53 1.17 ;°„; ;, 0.69 1.61 .f 121 2.19 -°4 0.67% 2.54 4,43' 20 •sf Lateral Load /5' Wall Spacing 6006137-(mils) 6005182-(mils) 6005200 3(mils) Height O.) 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi A (ft) 0,0. 33 43 54 68 97 33 43 54 68 97 33 43 I 54 E8 97 9 12 1.88 2.62 320 5.14 7.62 2 55 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 '15.62 {-,O 6J 16 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.58 1 1.50 2.99 4.44 7.56 10.02 '5.60 24 1.76 2.62 3.90 5.14 7.62 2.49 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 9 12 1.88 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.97 4.40 7.46 9.89 15.38 16 1.86 2.62 190 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.97 4.40 7.46 9.89 15.38 24 1.55 2.57 3.90 5.14 7.62 2.24 3.52 5.72 7.56 11.50 2.69 4.40 7.46 9,89 15.36 10 12 1,88 2.62 3.90 5.14 7.62 2.54 3.52 5.72 7.56 11.50 2.95 4.35 7.33 9.72 15.11 16 1.70 2.62 3.90 5,14 7.62 2.41 3.52 5 72 7.56 11.50 2.87 4,35 7.33 9.72 15.11 24 1.32° 2.34 3.90 5.14 7.62 1_95' 3.29 5.72 7.56 11.50 2.3E 4.12 , 7.33 9.72 15.11 12 12 1.61 2.62 3.90 5.14 7.62 2.24 3.44 5.60 7.52 11.50 2.67 4.22 6,99 9.27 1440 16 1.34 6 2.34' 3.90 5.14 7.62 1.91" 3.22 5.50 7,52 11.50 2.31 " 3.98 6,99 9,27 14.40 IN . 24 0.81° 1.82 6 3.90 5.14 7.62 1.29' 2.59 5 5.60 7.52 11.50 1.63° 3.23', 6.99 9.27 14.40 14 12 1.285 2.276 3.90 5.14 7.62 1.78' 3.02' 5.32 7.13 11,28 2.15' 3.70 6,55 8.68 13.45 16 0.92' 1.91" 3.90 5.14 7.62 1.37 5 2.60' 5.32 7,13 11.28 1.70" 3.21° 6.55 8.68 13.45 24 0262 1.23' 3,90 5.14 7.62 0.61 ' 1.82'' 5.32 7.13 11.28 0.87' 2.28 6.55 8.68 13.45 16 12 0.91' 1.88" 3,90 5.14 7.62 1.29' 2.44 5 4.94 6.62 10.42 1.61° 2.99' 6.01 7.97 12.32 16 0.49' 1.43 3.90 5.14 7.62 0.82' 1.95' 4.94 6.62 10.42 1,09' 2.41 6 6.01 797 12.32 24 1 334440 0.62' 3.90 5,14 7.62 '5,!.7..,. .4.41373 1.06' 4.94 6.62 10.42 0.157 1.363 6.01 797 12.32 1 Deflection exceeds L/120 6 Deflection exceeds U600 2 Deflection exceeds L/240 7 Deflection exceeds U720 3 Deflection exceeds L/360 - If not noted,deflection is less than L'720 See Combined Axial and Lateral Load Table Notes on page 20. 23 ccMA Header Load Tables i Header Load Table Notes 1. Deflection limit is L/360. 2. Allowable loads have riot been modified for wind or earthquake loading. 3. Headers are made from two"boxed"or back to back members. 4. Allowable moment. shear and web crippling are based on twice the capacity of a single member.The moment of inertia is based on twice the value of the single member. 5. Bearing length for web crippling = 1" minimum. 6. Values are for unpunched members, 7. Members are assumed adequately braced for bending. 8. Allowable loads are for simply supported headers with uniform bending loads only. 9. Check web crippling at point loads. r t I Boxed Header Back-t0-Back Header Header Allowable Uniform Loads (Ib/ft) Yield Strength SPAN Section ksi) :A., aY.3 itt 4 011 1 5 111) 6 ift; 6(ft 1 10"0) 12 fC 550S1E2-33 33 893 670€ 1 536e 374 er 210e 1 127e 73e 5505162-43 33 1982 e 1232 e ' 789 e 547 e 308 a I 164 a 95 5505162-54 33 2T79 e 1563 e , 1000 e 694 e 3900 e 1 203 117 5505162-54 50 3643 e 2049 e 1311 a 910 a 396 a 1 203 117 5505162-68 33 351.4 e 1976 e I 1265 e 878 e 488 a 250 144 550S162-68 50 5176 c 2911 e I 1863 e 1157 a 488 ! 250 144 •r„'., - h a<: ✓ac. _ - .-. win-+av« s�.v- , fl- 6005137 33 33 816 s 612 e�1 469 e 3 J3 e 209 e 1 134 e 80 e 6005162-33 33 816 e 512 e 489 e 408 e 237 e I 152 e 90 e 6005200-33 33 816 e 612 e 489 e 408 e 254 e 162 e 104 e 6005137-43 33 1810 a 1233 a 789 e 548 e 308 a 178 a 103 6005162-43 33 1610 a 1357 a 889 a 617 a 347 a 202 a 117 e 600S200-43 33 1810 a 1357 e 919 a 638 e 359 e 229 e 135 c 6005250.43 33 1810 e 1357 a 967 a 671 e 377 e 241 e 155 e 60051.7-r" 33 2812 e 1581 a 1012 a 703 e 220 e 127 _____ib_._i 3 3135 a 1763 a 1128 e 783 e 4e 250 e 144 3566 e 2006 a 1283 a 891 8 3 1 e 290 e 167 6005250-54 '" 3392 e 1908 e 1221 a 848 a 477 e j 305 e 193 e 6005137-54 '0 3610 e 2269 e ` 1452 e 1008 a 429 e I 220 127 6005162-54 30 3610 e 2313 e 1480 a 1028 a 488 a 250 144 6005200.54 50 3610 a 2500 e ' 1600 a 1111 a 566 a 290 e 167 600S250-54 50 3610 e 2666 a 1706 a 1185 a 641 a 328 a 190 • � 60US1„7- 68 ,� - 33 35C_.c 2004 a 1282 a 890 a 501 e ( 270 156 6005162-68 33 3968 e 2232 e l 1428 a 992 e 558 e ; 308 178 6005200-58 33 4506 e 2534 e j 1622 a 1126 a 633 e 358 e 207 600S250-68 33 4456 e 2506 e 1604 e 1114 a 626 e 401 e 239 6005137-68 50 5274 a 2966 a 1898 a 1252 e - 528 e 270 156 6008162-68 50 5846 a 3288 a 2104 a 1426 a 601 e 308 178 6005200-68 50 6475 a 3642 a 2331 e 1618 e 700 e 358 207 6005250-68 50 5954 a 3349 a 2143 a 1488 a 807 a 413 a 239 6005137-97 33 5108 e 2873 e 1839 e 1277 e 715 366 211 6005182-97 33 5685 a 3197 e I 2046 a 1421 a 799 419 242 6095200.97 33 6443 a 3624 e i 2319 a 1610 a 906 e ! 490 283 6005250-97 33 7229 a 4066 a 2602 e 1807 e 1016 e l 567 328 6005137-97 50 7526 e 4233 e 2709 a 1694 e 715 1 366 211 600S162-97 5C 8403 a 4727 e 3025 a 1941 a 819 419 242 - 600S200-97 5C 9560 e 5377e 3441 a 2270 a 958 490 283 - 6005253-97 50 10277 e 5781 e 3700 e 2569 a 1109 e 567 328 e` Web stiffeners required at each support `�``\ 37 SSMA ® AHBL Engineers Project Tine: Jefferson Transit Authority .. 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 g Nii Suite 300 Project Descr: New One•Story Maintenance and Admin Facility Tacoma,WA 98403 a H B L (253)383-2422 !rr Genera FO�tin File-0.r201322130040r20 STRWON CAD\CAt Cs%2SS4He-9.EC6 g ENERCALC,INC.1983.2013,BWId.6.i3.6.31,Ver.6.13.8.31 Lic.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Strip Footing at Storage Shed Code References Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information Material Properties Soil Design Values IC:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 3.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= kst Min Allow Temp Reinf. = 0.00010 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 1.50 ft 6, Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes _ 18.0 in . _ , Load location offset from tooting center... ex:PrIl to X-X Axis = 6 in Pedestal dimensions... 53 ! r • px:parallel to X-X Axis = 6.0 in . ) pz:parallel to Z-Z Axis = 48.0 in 1 _• Height = 6.0 in ° ' a Rebar Centerline to Edge of Concrete. w = 1 at Bottom of footing = 3.0 in o Reinforcing • 1' 6'. w Bars parallel to X-X Axis Number of Bars = 2 Reinforcing Bar Size = # 3 I Bars parallel to Z-Z Axis 11 r Number of Bars = 2.0 Reinforcing Bar Sizr = # 4 ja; a Bandwidth Distribution Check (ACI 15.4,4.2) 'x Q .,�. r 3 07W 004 Direction Requiring Closer Separatiomg X-X Axis 15 � m �� .� �. #Bars required within zone 54,5% I^ #Bars required on each side of zone 45.5% + ,i'+.F i Applied Loads D Lr L S W E H P:Column Load = 1.0 0.440 0.0 0.550 0.550 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k • ® dii AHBL Engineers Project Title: Jefferson Transit Authority L ar 2215 North 30th Street Engineer: ADM Project ID: 213004020 der In ' Suite 300 Project Oescr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 O H B L (253)383-2422 ,K: 1<J to General Footing File=o:12013U13004012C SIHNON_CADICALCs12SS4H8-9.EC6 ' ENERCALC,INC.1943-2013,8uld:6.118.31,Vac6.13.A.31 Lie.#:KW-06002298 Licensee:AHBL,INC TACOMA Description: Strip Footing at Storage Shed DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.2816 Soil Bearing 0.9857 ksf 3.50 ksf +D+S+H about Z-Z axis PASS n/a Overturning-X•X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z•Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure(+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.03766 Z Flexure(-X) 0.1393 k-ft 3.699 k-ft +1.40D PASS 0.0 X Flexure(+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure(-Z) 0.0 k-ft 0.0 k-ft No Moment PASS Na 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 82.158 psi Na PASS n/a 2-way Punching 0.4054 psi 82.158 psi +1.20D+1.60S+0.80W Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability -- ........_ All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi•Mn Status k-ft Side? 8ot or Top? in^2 in^2 in^2 k-ft .........................................__.. . X-X.+1.40D 0.0 +Z Too 0.0216 Min Temo% 0.2667 17,686 OK X-X,+1.400 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+120D+0.50Lr+1.60L+1.60H 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.200+1.60L+0.50S+1.60H 0.0 +Z TOD 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.200+1.60L+0.50S+1.60H 0.0 -Z To 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.200+1.60Lr+0.50L 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X.X.+1.20D+1.60Lr+0.50L 0.0 -Z Top 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+1.60Lr+0.80W 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X,+1.200+1.60Lr+0.80W 0.0 -Z Too 0.0216 Mn Temo% 0.2667 17.686 OK X-X,+1.200+0.50L+1.60S 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+120D+0.50L+1.60S 0.0 -Z Too 0.0216 Min Tema% 0.2667 17.686 OK X-X.+1.20D+t.60S+0.80W 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+120D+1.60S+0.80W 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.200+0.50Lr+0.50L+1.60W 0.0 +Z To 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.200+0.50Lr+0.50L+1.60W 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+1.20D+0.50L+0.505+1.60W 0.0 +Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X,+1.20D+0.50L+0.505+1.60W 0.0 -Z To 0.0216 Min Temp?%, 0.2667 17.686 OK X-X.+1.20D+0.50L+0.205+E 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+1.20D+0.50L+0.20S+E 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK X-X.+0.90D+1.60W+1.60H 0.0 +Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X.+0.90D+1.60W+1,60H 0.0 -Z Too 0.0216 Min Temo% 0.2667 17.686 OK X-X,+0.90D+E+1.6oH 0.0 +Z Too 0.0216 Min Temo% 02667 17.686 OK X-X.+0.900+E+1.60H 0.0 -Z Too 0.0216 Min Temp% 0.2667 17.686 OK Z-Z.+1.40D 0.1393 -X Bottom 0.0216 Min Temo% 0.0550 3.699 OK , . gm AHBL Engineers Project Title: Jefferson Transit Authority ,16.0111 gap-- 2215 North 30th Street Engineer: ADM Project 10: 2130040.20 ider mi Suite 300 Project Descr: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 0 H B L (253)383-2422 General Footing File,0:■2013‘.2130040■20 STRWONS,ADCAL Cs9S,S4HB-9 EC6 ENERCALC INC 1983-2013 Bad.6 13.8.31,vers.-13.831 , , Lic.# : KW-06002298 Licensee:AHEIL,INC TACOMA Description: Strip Footing at Storage Shed Z-Z.+1.40D 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.501r+1.60L+1.60H 0.1174 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.0 +X Too 0.0216 Min Temp"k 0.0550 3.699 OK ill NI Gri AHBL Engineers Project Title: Jefferson Transit Authority 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 tt♦" 'f Suite 300 Project Decor: New One-Story Maintenance and Admin Facility Tacoma,WA 98403 CIIHBL (253)383-2422 General Footing File=C.t2043t213D04012D STRW(Nl CACtCAi CS>2SS4H8 9.ECfi ENERCALC,INC.1 E3.2013 Buik16.13.8.31,Verr.6.13.8:31 Lie # : KW-46002298 Licensee;AHBL,INC TACOMA Description: Strip Footing at Storage Shea Footing Flexure Flexure Axis&Load Combination Mu Which Tension B As Req'd G .As Actual As Phi`Mn k-tt Side? Sot or Top? inA2 inA2 ira It-ft Status Z-Z.+1 200+1.6OL+0.505+1.60H 0.1169 -X Bottom 0.0216 Min Temp 0.0550 3.699 OK Z-Z.+1.200+1,60L+0.505+1.60H 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60Lr+0.50L 0.1131 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+1,60Lr+0.50L 0.0 +X Top 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+1.60Lr+0,80W 0.110 -X Bottom 0.0216 Min Temo°1° 0.0550 3.699 OK Z-Z.+1.200+1.60Lr+0.BOW 0.0 +X Too 0.0216 Min Temp% 0,0550 3.699 OK Z-Z.+1.200+0.50L+1.605 0.1118 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+1,6oS 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+1.60S+0.80W 0.1089 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+1.60S+0.80W 0.0 +X Top 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+1.200+0.50Lr+0,50L+1.60W 0.1103 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.SOLr+0.50L+1.60W 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.200+0.50L+0.505+1,60W 0.1099 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+1.20D+0.50L+0.505+1.60W 0.0 +X Top 0.0216 Min Temp% 0.0550 3.699 OK Z.Z.+1.200+0.50L+0.20S+E 0.1184 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+1,200+0.50L+0.20S+E 0.0 +X Top 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+0,900+1.60W+1.60H 0.08237 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+0.900+1.60W+1.60H 0.0 +X Top 0.0216 Min Temp% 0.0550 3.699 OK Z-Z.+0.900+E+1.60H 0.08956 -X Bottom 0.0216 Min Temp% 0.0550 3.699 OK Z-Z,+0.90D+E+1.60H 0.0 +X Too 0.0216 Min Temp% 0.0550 3.699 OK One Way Shear Load Combination... hi* Vu�-X Vu�+X Vu @•Z Vu�+Z Vu Max Phi Vn Vu!Phi•Vn Status +1.40D 0 psi 0 osi psi osi 0 psi 82.158 psi OK +1.200+0.50Lr+1.60L+1.60H 0 osi 0 psi osi psi 0 psi 82.158 psi OK +1.20D+1.60L+0.505+1.60H 0 osi 0 psi osi osi 0 psi 82.158 psi OK +1200+1.60Lr+0.50L 0 osi , 0 psi psi osi 0 osi 82.158 osi OK +1.20D+1,6OLr+0.80W Opsi Oosi psi osi Oosi 82.158 osi OK +1.200+0.50L+1.60S 0 osi 0 psi psi psi O psi 82.158 osi OK +1.20D+1.605+0,80W 0 osi 0 psi osi osi 0 osi 82.158 osi OK +1.200+0.50Lr+0.50L+1.6QW 0 osi 0 osi psi osi 0 psi 82.158 psi OK +1.200+0.50L+0.505+1.60W 0 osi 0 psi osi psi 0 psi 82.158 psi OK +1.200+0.50L+0.205+E 0 osi 0 psi psi psi 0 psi 82.158 psi OK +0.900+1.60W+1.60H 0 psi 0 psi osi osi 0 psi 82.158 osi OK +0.900+E+1.60H 0 psi 0 psi osi psi 0 psi 82.158 osi OK Punching Shear All units k Load Combination... Vu Phi•Vn VulPhi•Vn Status +1.40D 0.3201 psi 102.698 osi 0.003117 OK +1.200+0.50Lr+1.60L+1.60H 0.2962 psi 102.698 psi 0.002884 OK +1.20D+1.60L+0.505+1.60H 0.3017 osi 102.698 osi 0.002938 OK +1.20D+1.60Lr+0.50L 0.3442 osi 102.698 psi 0.003352 OK +1.20D+1.60Lr+0.80W 0.3879 osi 102.698 osi 0.003777 OK +1.200+0.50L+1.605 0.3617 osi 102.698 osi 0.003522 OK +1.20D+1.60S+0.B0W 0.4054 osi 102.698 DS! 0.003947 OK +1.20D+0,50Lr+0.50L+1.60W 0.3835 osi 102.698 osi 0.003735 OK +1.20D+0.50L+0.505+1.60W 0.389 psi 102.698 osi 0.003788 OK +1.200+0.50L+O.20S+E 0.2853 osi 102.698 osi 0.002778 OK +0.90D+1.60W+1,60H 0.2931 psi 102.698 psi 0.002854 OK +0.90D+E+1.60H 0.2058 psi 102.698051 0.002004 OK .3 L''''' Project . T a >'-* u, ._, Project No....__! f 3, o`7?- >x . ❑ Page of.__.._ S ZI Calculations Subject Phone ❑ Fax R H B L With17o Fax# ❑ Memorandum Address #Faxed Pages -----_ E3 Meeting Minutes Date '/J '+ /-, By ,,/V.'5,-s, ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects Community Planners ✓ 1 r 3 a Pr Lac nom!C ,�i uct I Land Surveyors ::,,.a - ‘ 4....'1.-7, I''-;'(") Neighbors i �V ;., al14 ,,,,..,1- r 1'1' / ,,�7s - 1s.7 ' 6l, I j' ,„, - tin ,-4 I t`3.) Li ' 1 '? i'cr ..r ru,u. r"„,/,., i ,,..1- 3 ,., ) i../- 2,71/4- j t If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. 11111 i AHBL Engineers Project Title: Jefferson Transit Authority 2215 North 30th Street Engineer: ADM Project ID: 2130040.20 ffor mum 300 Project Descr: New One-Story Maintenance and Admin Facility B Tacoma,WA 98403 pi H B L (253)383-2422 Torsional Analysis of Rigid Diaphragm d,4 ,. -:; ,, File_Q'1201312130040 @0 STR'�NON C AO CALCsVSS4He-9.EC6 Lis.#:KW-06042298 ENERCALC,INC 1983-2013,9uild:6.139.31,Vec6.13.e.31 Description: Shed Diaphragm Design Licensee:AHBL INC TACOMA General Information Calculations periBC 2006, CBC 2007,ASCE 7-05 Applied Lateral Force in"X'Direction 1.70 k Location of Shear Application; Applied Lateral Force in"Y"Direction 2.70 k Distance from'X"datum point Distance from"Y"datum point 9.0 ft .5 5.5 Note: These loads are resolved into X&Y components 5.50 ft when applied to the system of elements at angular increments. Accidental Torsion values per ASCE 7-05 12.8.4.2 Ecc.as%of Maximum Dimension 15.00 % Load Anglular Increment 15.0 deg Accidental Eccentricity Anglular Increment 90.0 deg Maximum Dimensions: Along"X'Axis 18.0 ft Center of Rigidity Location (calculated)... Along"Y"Axis 11.0 ft 'X"dist.from Datum 17.999 ft Additional Eccentricity+/-from"X"Coord.of Load Applicatior 2.70 ft "Y"dist.from Datum 7.961 ft Additional Eccentricity+/-from"Y"Coord.of Load Applicatior 1.650 ft Wall Information Label: East Wall ,. X Wall C.G.Location 12 ft Wall Length 12 ft Walt Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 0 ft Wall Height 12 ft Major Axis 6.66676004 in Wall Angle CCW 0 deg Wall Thickness Minor Axis Wall Fixity Fix-Pin 1 M 2.4000E+001 in E- 1 Mpsi Label; North Wall E Shear 1 Mpsi X Wall C.G.Location 18 ft Wall Length 11 ft Wall Deflections(Stiffness)for 1.0 kip load: Y Wall C.G.Location 5.5 ft Wall Height 11 ft Major Axis 8.6667E-004)for In Wall Angle CCW 90 deg Wall Thickness in Minor Axis 2.4000E+001 in Wall Fixity Fix-Pin E-Bending 1 Mpsi E-Shear Label• West Wall -_ 1 Mpsi ........_._ X Wall C G.Location ---------- 8 ft Wall Length 18 ft -- Wall Deflections(Stiffness)for 1.0 kip load. Y Wall C.G Location 11 ft Wall Height 12 ft Major Axis 3.3086E-004 in Wall Angle CCW 0 deg Wall Thickness 6 in Minor Axis 2.4000E+001 in Wall Fixity Fix-Pin E-Bending 1 Mpsi DESIGN SUMMARY E„Shear p 1 Mpsi_..._ _ : List of maximum shear forces applied to resisting elements Maximum Shear along MAJOR Axis Resisting Element Load Angle X-Ecc(ft) Y-Ecc ft Shear Force Maximum Shear along c(it) Axis East Wall (� (k) Load Angle X-Ecc(ft) Y•Ecc(ft) Shear Force (k) 105 11.70 -2.46 2.994 90 11.70 -2.46 0.000 North Wall 90 11.70 -2.46 2.700 West Wall [ 255 11.70 -2.46 2.994 300 11.70 -2.46 0.000 I 90 11.70 -2.46 0,000 Project Title: JAtfarson Transit Authority _04 fog A2275LNEonrtghin3e0etrhs Street Project ID: 213004020 Project Descr: New One-Story Maintenance and Admin Facility ompr— :gap Suite 300 Tacoma,WA 98403 0 H B L (253)383-2422 ...A 4 3 C6T-• File=Q.1,201212130940`,20_STFFNON_CADVALCs2SS4HBAEC6 , Torsional Analysis of Rigid Diaphragm ENEFicALc,INC.1983-2013,Bade'13 8 31,Ver 8,13.8.31 Lie.#:KW-06002298 Licensee:AHBL,INC TACOMA Description Shed Diaphragm Design Layout of Resisting Elements Legeno Defined Wall X Datum Center of Rigidity • Center of Mass (111]; Accidental eccentricity application boundary ±-71 -- West * North Wall • \ / • 'East-MT • Analysis Notes _. This program is designed to distribute an applied load to a set of resisting elements.The applied load is considered a"shear loading applied to a number of resisting elements. Each resisting element data entry Specifies a deflection along a"major and"minor axis due to at 1,000 lb load.Each resisting element may be entered as a wall or a beam (whereby the deflection is calculated),or a specified deflection.The detections define the stiffness of each resisting element. Each resisting element is defined at an(X,Y)location from a datum the user has previously defined.A counter-clockwise rotation of the element can be entered with respect to a traditional"+X"axis line. A main'shear"load and an optional orthogonal shear load are specified for distribution to the system of resisting elements.In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered load the program calculates a resultant force vector magnitude,F.The force F is applied to the resisting elements in angular increments of 15 degrees to generate a series of resulting direct and torsional shear loads on each element.This radial application of force is then repeated at 45 degree angular separations along an elliptical path defined by the minimum accidental eccentricity. The end result is a large table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity.These values are then searched to find the maximum applied major and minor axis shears applied to each resisting element. Project 7,1 10 7) Project Na 2-, 1,4) Page at OM -El Calculations arr Subject Phone 0 Fax WithiTo Fax# RHBL 0 Memorandum Address #Faxed Pages Meeting Minutes Date By 0 Telephone Memo Civil Engineers Structural Engineers Landscape Architects V - Community Planners Land Surveyors Neighbors 4 4 C‘"/ C7- A 5 , • r 7,11. e4 If this does not meet with your understanding,please contact us in writing within seven days. THANK YOU. /16/2019 11R03 PM C:\Users\mark.hurley\Documents\306 Arch Mork.Hurley.M 3ao,9S a2 933W I -.era °o -Z /� D a pu{ 3 < $0 6 K ci_._, =m.m D a>o v 3 D � rn =® _ z o ril -T1 o Z Nt n al m r_ , o . c ---I —ri P%' o z �oiH1 Q � goon° oTy a7 peer ' Z T ZN 3 zg��-�O9 () xh < 0 0 l ¢�.aotmi31 - n !; 1.iP !s y iY <n 5 ij 3 a$ (/) 3 3n ai D l J 0 o .�Og i T 'Wig i m r9� x Tr) gc-tn' z m f'PV- ! z z ° o ' m ',-1-. N I— 3 Z7 V , 3 Z t:UHIi AA_`aj i� 1 - `f S g ,as = j17n7 0 , n ,1 o = o 3 ti � j m I_ ' C. A z 2 n n 1 m T 'vv - - M a 3 0043 $� z „n ? 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Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor & Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes • Setbacks Erosion Control Foundation Footing Footing Drains Foundation Stem Wall Underground Plumbing Straps(hold downs) Ext. Shear Wall Nailing Rough-in Plumbing 411115 Framing Airseal Insulation: Walls Insulation: Floors Insulation: Ceiling Gas Line: Interior Gas Line: Exterior Propane Tank Mechanical Systems Fire Protection Landscaping Parking Sign Exterior Lighting Address Posted SEPA Mitigation Miscellaneous Special Inspections as required on sheets Sal.03 and Sa1.04 Copy of reports to Building Official Miscellaneous All defered submitals are required tobe approved prior to begining construction Miscellaneous • Prior to commencing laid disturbing activity,the proponent shall notify Jefferson County Public Works(JCPW) and arrange a Preconstruction Meeting. Eric Kuzma at 360-385-9160 Septic System Finaled A final inspection will not be scheduled until all of the following are completed and signed off by the applicable Department: • Building Permit Conditions are met • Septic Permit Final/Complete for any building containing plumbing • Land Use Conditions met and signed off • Public Works Permit Final(where applicable) FINAL INSPECTION ZLpc- is e„, li:^(r �Y 1 � eac% I t>-o FINAL INSPECTION MUST BE APPROVED PRIORI TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • • CONDITIONS for Building Permit# :BLD14-00032 1.) All clearing, grading and construction shall comply with the geotechnical report prepared by Landau Associates dated August 23, 2013, revised November 8, 2013 and any subsequent addendums to this geotechnical report. 2.) The bus wash station and its equipment is approved as a closed system. No approval is granted to accept any outside or external waste sources, like discharges from sumps. 3.) Prior to final inspection of all development permits the applicant shall submit an original stamped letter from Landau Associates demonstrating that portion of the proposal complied with the geotechnical report and addendums. 4.) Trail Construction: Phase 1 -JTA shall dedicate an easement for the future trail as part of the current project. The final location of the easement to be determined through coordination with JTA and Jefferson County. JTA shall prepare legal descriptions and related easement documents. Easement to be relinquished should alternative trail routing be determined. Phase 2 —When the park and ride is constructed, JTA shall be responsible for constructing a trail within the easement. This can be a smaller trail than the 14 foot trail required for the Olympic Discovery Trail -approximately 5-6 feet. Phase 3- If it is decided that the Olympic Discovery Trail will extend through the easement, JTA shall construct the full trail width at that time. 5.) The development shall be provided with adequate on-site wastewater and on-site sewage systems and drainfields approved by the appropriate permitting agency. Design and construction standards for on-site wastewater and sewage disposal shall conform to the requirements of the Jefferson County department of health or the agency having regulatory responsibility for the system. 6.) Exterior lighting shall not exceed 30 feet in height from the finished grade (except when such lighting is an integral part of the building). Exterior lighting shall be energy-efficient and shielded or recessed so that direct glare and reflections are contained within the boundaries of the parcel. Exterior lighting shall be directed downward and away from adjoining properties and public rights-of-way. No lighting shall blink, flash, or be of unusually high intensity or brightness. All lighting fixtures shall be appropriate in scale, intensity, and height to the use they are serving. Any lighting installed in parking areas shall be of direct cutoff design so that the source is not visible from adjacent property. 7.) The authorization granted herein is subject to all applicable federal, state, and local laws, regulations, and ordinances. Compliance,with such laws, regulations, and ordinances is a condition precedent to the approvals granted and is a continuing requirement of such approvals. By accepting this/these approvals, the applicant represents that the development and activities allowed will comply with such laws, regulations, and ordinances. If, during the term of the approval granted, the development and activities permitted do not comply with such laws, regulations, or ordinances, the applicant agrees to promptly bring such development or activities into compliance. 8.) The site plan as submitted on January 6, 2014 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated March 3, 2014 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 9.) All required off-street parking shall be provided with an all-weather surface as required by the Jefferson County department of public works. • • 10.) Wheel stops, striping, or similar measures are required where a parked vehicle would encroach on adjacent property, pedestrian access or circulation areas, rights-of-way, or landscaped areas. 11.) The proponent shall install the stormwater management facilities and implement the Best Management Practices (BMPs) proposed in the Stormwater Site Plan (signed 01/13/14) and associated Construction Documents (dated 2/5/14) prepared by TCF Architecture and SCJ Alliance. 12.) Prior to commencing land disturbing activity, the proponent shall notify Jefferson County Public Works (JCPW) and arrange a Preconstruction Meeting. 13.) Before any construction begins on-site, erosion control facilities shall first be installed. 14.) In accordance with the Jefferson County Unified Development Code, Section 18.30.080(1) (f): Clearing, grading, and construction of roads, bridges, utilities, and stormwater management facilities shall be inspected by JCPW. In order to enable the department to conduct inspections in a timely manner, the applicant shall notify the department in a timely manner regarding the project construction schedule. Typical inspections: • Installation of temporary erosion and sediment control measures (REQUIRED) • Clearing (and Grading) and road subgrade preparation; • Placing roadway gravel base; • Placing roadway crushed surfacing top course; • Placing improved roadway surface(chip seal or asphalt concrete); • Construction of stormwater management facilities (REQUIRED); • Final Plat review. • (Additional inspections may be deemed necessary as project progresses.) 15.) Prior to final DCD project approval, the proponent shall submit an Operations and Maintenance Plan for the facility that is consistent with the requirements of the SWMMWW to the Public Works Department for review. (Including, but not limited to, specified BMPs associated with (5) Basins.) 16.) To meet the requirements of the Jefferson County Unified Development Code, the SWMMWW Requirement #9, Operations and Maintenance, and to ensure that the approved stormwater management facilities are appropriately maintained for the life of the project, prior to final DCD project approval, the proponent shall be required to enter into a Stormwater Management Facility Maintenance Agreement with Jefferson County. The Public Works Department will send a copy of the Agreement, which has been signed by the Public Works Director, to the proponent. The proponent shall sign the Agreement before a notary and file it with the Jefferson County Auditor. 17.) Prior to DCD project approval, the proponent shall pay all costs related to the Department's application review, plan review, inspections, and preparation of the Stormwater Management Facility Maintenance Agreement. In accordance with the Jefferson County Public Works Department Fee Schedule, the Department's 2014 hourly development review fee is $82.00 per hour. In the event that approval for the proposal is denied by Jefferson County or the proposal is not completed, the proponent shall still be responsible for paying the'Department's fee. \\tidemark\data\forms\F_BLD_Permit_BIdg.rpt 5/8/2014 BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD14-00032 Received Date: 1/24/2014 SITE ADDRESS: 63 FOUR CORNERS RD Issue Date 5/8/2014 PORT TOWNSEND, 98368 Expiration Date 5/8/2015 OWNER: JEFFERSON TRANSIT PHONE: 1615 W SIMS WAY PORT TOWNSEND WA 983683090 SUBDIVISION: Block: Lot: PARCEL NUMBER: 001332009 Section: 33 Township: 30• N Range: 01 W CONTRACTOR: PEASE CONSTRUCTION PHONE: 253-584-6606 PO BOX 98046 LAKEWOOD WA 98496 Contractor's License PEASECI119OA Expires 9/1/2015 PROJECT DESCRIPTION: Jefferson Transit, Building D -Wash Reclaim building TYPE OF WORK COM SQUARE FOOTAGE: COMMERCIAL: TYPE OF IMP NEW MAIN: INDUSTRIAL: VALUATION 30,000.00 ADD'L: HEAT TYPE: CODE EDITION: 2012 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: # OF STORIES: OCCUPANCY: CONST TYPE: OTHER: 198 SHORELINE: CONST TYPE: GARAGE: SETBACK: DECK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: Type Amount Paid By: Date: Receipt: BATHROOMS: Permit $377.00 MEB 02/07/14 145841 Exist: Plan Check $245.05 MEB 02/07/14 145841 Prop: State Building Code $4.50 MEB 02/07/14 145841 Total: • Total: $626.55 NUMBER OF EMPLOYEES: Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY -SEE ATTATCHED