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1020 MAPLE ST_BLD20090101_2026
7 The G ie •�� � � onz s Addition 1020 East Maple Street \ ` Arlington, WA 98223 N r ' Legal Description \ t trI 11 Tax. File # 1(o�. 5G ltl Q New Impervious Area ���Tlr�-Y� � � 1-n vim) 1 7 Ste. irk Let Afea < Site Coverage of I 4 s 1 b 1 -14,0 RECEIVED I-76 1 MAY 15 2009 O COA PERMIT CENTER o CL V W a C Y J � v c 3 o c CT \ CL o > W m c ' o �\ o o c W cts c c v 0- Z o o C7 U C7 co u. QO \ ai W ❑ ❑ ❑ ❑ ❑ Qw �. a 0: V QO UJ tm ¢ 0 Z z c wcisoU J O EM Z � cm uj c. E' Z z a � o n0Ma W D • � aD a o 3 E a. a 0 0 oC r J Z ¢ U O Ja) a) � v ti a ONcV) O Z Z c — ca 0 • a4 c8 ! � ;- o 'e ,J U Q CL O cd N J ID C \ O 3 0 �Q 0 L N � V V «s ❑ U d � U ° D lL U- 0 CD ❑ ❑ ❑ ❑ CL y ❑ ❑ ❑ ❑ ❑ ❑ ❑ C W oCL � W V o `o c +- c V J cr \ a a ;� .0 Cl) o > W c0 CO) � O V 0 U V ca o ; c m :. 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Z iri j cn 0.a cn W " t 'c o m cn cop mZ_ _ IL LLpcnC'30C ❑ 0. a ¢ U O o o � L- °� J Q ° 'i CL Z JZ -0 � ao -a 3 o a) W > n m o a • a ID C o m cn o o o CL CL O N C J O C C O c CITY OF ARLINGTON 238 N.OLYMPIC AVE.-ARLINGTON,WA.98223 PHONE:(360)403-3421 Permit#: BLD20090101 BUILDING PERMIT Project Address: 1020 MAPLE ST, ARLINGTON Parcel No: 00496200000900 PROPERTYOWNER APPLICANTCONTRACTOR Gonzalez Residence Gonzalez Residence ff—ftyN-1'- 'Ni- Phone:( ) - Ext Phone:( ) - Ext. LICENSE#: >ii �W1�'Cl_�'IC�.L4 Email: Email: �•t�• PLUMBING CONTRACTORCONTRACTOR Lic#: Ex Lic#: Ex 1 ' DESCRIPTION SFR addition,see attached site plan VALUATION: $171,285 PERMIT TYPE:Residential PERMIT GROUP:Addition NUMBER OF STORIES:2 TYPE OF CONSTRUCTION:VB NUMBER OF DWELLING UNITS: 1 OCCUPANT GROUP:R-3/U CODE:2006 OCCUPANT LOAD: EXISTING AREA PROPOSED AREA BASEMENT: 1589 l ST FLOOR: 1589 2ND FLOOR:0 BASEMENT:657 1ST FLOOR:640 2ND FLOOR:0 3RD FLOOR:0 GARAGE:480 DECK:0 OTHER:0 13RD FLOOR:0 GARAGE:580 DECK:406 OTHER:0 FRONTSETBACK SIDE REQUIRED: PROPOSED: RE UIRED: PROPOSED: RE UIRED: PROPOSED, HEIGHT ALLOWED:O PROPOSED:O RE UIRED: PROPOSED: SETBACK NOTES: PERMITAPPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. TFIIS APPLICATION IS N A.P RMIT UNT! SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID, 7Z /.?- V Si attire Print Name ale Rel sed By //- Da ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.UBC109/IBC l 10/IRCI 10_ ARCHIVE APPLICANT = ASSESSOR OTHER i i i BLD20090101 CONDITIONS • FYI--- Sanitary Sewer Pump Line is on the North side of the home.For as-built information contact Fred Rapelyea @(360)403-3540 PERMIT FEES Date Description Fee Amount Paid Balance Due 5/15/2009 C-Building Plan Review Fee $1,106.00 ($300.00) $806.00 5/21/2009 C-Building Permit Fee $1,700.85 $0.00 $1,700.85 5/21/2009 C-State Building Code Surcharge $4.50 $0.00 $4.50 5/21/2009 C-Mechanical Permit Fee $55.00 $0.00 $55.00 5/21/2009 C-Plumbing Permit Fee $133.00 $0.00 $133.00 7/23/2009 C-Plumbing Permit Fee $115.00 $0.00 $115.00 7/23/2009 C-Mechanical Permit Fee $69.00 $0.00 $69.00 Total Due: $3,183.35 ($300.00) $2,883.35 INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. CALL 1 ' INSPECTIONS BUILDING/ENGINEERING/PARKS/UTILITIES/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,and whether you prefer morning or afternoon. • None _ I I G11 Y O� City of Arlington Community Development IN ° Building Inspection Division Submitter: Rod Wickham Street Address: 2812 Colby Avenue City, State, Zip Everett, WA 98201 Permit Review Corrections/Comments Date e-mailed: May 27, 2009 rad.design a&hotmail.com The plans for the project referenced below have been reviewed and were found to be incomplete and/or to contain violations of the Code(s). As a result, your plans cannot be approved at this time. Part I of this notice serves as a Correction Letter to inform you of the information needed for plan approval. Part II of this notice provides FYI's, comments, and/or conditions that are required upon completion of the project. PART I: Building & Fire The plans affected by this notice are known or described as: Project Title: Gonzales Residence Project Address: 1020 Maple Street, Arlington, WA Your plans cannot be approved until all of the information specified below is submitted, reviewed, and approved: BLDG. & FIRE NON-COMPLIANCE ISSUE BUILDING Provide specifications for sun rooms. Provide egress window for master bedroom upper floor Provide verification of minimum 15' setback from slope.- oy� Provide geo-technical report. Provide location for infiltration trench on site plan. Provide clarification from engineer for SSW shear wall. L,,; �,5 A permit may be required if retaining walls are proposed. A grading permit may be required. i BLDG. & FIRE NON-COMPLIANCE ISSUE In order to minimize the time it takes to review revised plans, circle the area or areas of revision on resubmitted drawings with a red pencil. Mark the item number referenced above adjacent to the circled area. This needs to be done on one set of the revised plans only. Two identical sets of revised plans must be submitted. If there are any questions, you may call your Plans Examiner or make an appointment by telephone to meet with your Plans Examiner. PART II: Other Comments, FYI's and Conditions The list of conditions will be listed on the building permit and the conditions must be met prior to the issuance of a Certificate of Occupancy. N/A Sincerely, Sonya Blacker City of Arlington Permit Center 360.403.3434 I Y. I 01 RESIDENTIAL SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington • 238 N Olympic Ave. • Arlington, WA 98223 • Phone (360)403 3551 • FAX(360)403 3447 ZONING VERIFICA i ION APPLICATION 24 hour turnaround — if inspection is Date: �� f I S C)9 required 48 hours Address: tc� C: r,c� -� Ca p\� Parcel #: Owne Applica 1 ' —7 Signature: Verification of accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) (c) 1. Please check'one: (� a. Single-family dwelling b. Duplex �c. Addition d. Accessory structure 2. Lot Size: Width: "�D Depth: 2-2Z— Area: 3. Proposed Dimensions: W) L) H) Total SF) 4. Describe Proposal (include cross street): �j&Q_, 5. Provide distances from the new construction to the property lines. The measurements should conform to the measurements drawn on the site plan on the accompanying page. Right distance: D-Ce;1 ft. Left distance: ft. Front distance: J ft. Rear distance: ft. Between structures: ft. For City Use Only All: Please add comment in permit trax if any item requires further evaluation, mark (PT) in the space provided. If no further evaluation is required please mark (OK). 1 Water Service _ 0/�/_ r Storm Water ` ? / Set Backs Fire Hydrants Sewer Service Site Civil Req'd (? � Zoning Steep Slopes P 7— Cross Connection 0 Public Improvement Required_ _ _ Critical Areas OFFICIAL USE ONLY U�6 Ga�Dir�ovS 6A/ f fMu<P' APPROVED DENIED DATE INT IFlI )CZL Coe-)C)DX� i �•� :' =s. ..— �, , - � 1 . , , '►� :� ti, r � . -. f �.' .� Permit Review Details Permit: DRC20090027 1014-P-Public Works I Complete? Y 05/18/2009 Itaylor 5 No comments Y Total Time: 5 1026-P-Utilities Fees Complete? Y 05/18/2009 rshepard 10 no comment Y Total Time: 10 1032 -P-Utilities I Complete? Y 05/18/2009 eanderson 40 1 have no comments Y Total Time: 40 1034-P-Utilities II Complete? Y 05/15/2009 frapelyea / 15 1.This address is serviced by a private pump system.The tank and pump according to my Y V records are located at the North side of the home.The proposed additions do not appear to conflict with the sewer service. 2.If the homeowner would like a copy of the approximate location of the existing piping feel free to contact Fred Rapelyea @(360)403-3540 Total Time: 15 2000 -C-Building I Complete? Y 05/18/2009 cyoung 30 Verify no steep slope issues Y 05/18/2009 cyoung 30 Per Marc Hayes-recommends Geotech on soils and a mimimum 15 feet setback from the Y slope. Total Time: 60 2008-C-Community Development I Complete? N Total Time: 0 2012-C-Natural Resources Complete? Y 05/18/2009 mhayes 30 Made site inspection 5/18/09.The proposed addition would appear to encroach into the N required building setback for steep slopes.The property is comprised of soil classification#4 Alderwood which is rated"severe"where slopes and excavations are of a concern.There are also"seeps"on the eastern portion of the property.)would recommend that a geotechnical analysis be performed prior to approval of this permit.There also appears to be an indication that additional grading will be performed on the eastern(downslope)portion of the property,this needs to be shown in detail. 05/19/2009 mhayes 0 Y Total Time: 30 2014-C-Planning I Complete? Y 05/18/2009 ksherman 20 Appears applicant is also proposing a deck and a stepped pathway down the backyard. Is Y the applicant proposing grading for terracing of the slope. Also is the retaining wall existing or proposed. Appears to meet setbacks. V Total Time: 20 2016-C-Planning II Complete? Y 05/18/2009 ypage 0 See Kristi's comments. Y Total Time: 0 Total Reviews: 11 Total Time: 180 5/21/2009 11:10:31 AM Page 1 of 1 RESIDtNT1AL ADDITION/ALTERATION PERMIT APPLICATION _ Department of Community Development City of Arlington •238 N Olympic Ave. •Arlington, WA 98223 • Phone (360) 403 3551 • FAX (360)403 3447 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE, FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: WKesidential Addition (] Residential Alteration Also Including: C] Plumbing C] Mechanical Project Address:IV,;7 1 'L Parcel ID#: M�T Lot#: 5 Subdivision: Project Description Valuaticm _"L�►� Oc)c) Owner: _��- 1V���� . /yZ ( � Phone Number: Address: �D' � !�'1� l City: Stater Zip Code: �� Contact Person: D Phone Number l4-ZS_ -'?CZ y�11 Cell Phone: �� 4>'2 Fax: E-mail:E-maiL' J 6 h�/� ���� �6�_ � Address: .d€' J 6 city: �/ State: ,X-I - �� ��4`'��T� y —�— Zip Code. Building Area (Scl Ft): 15t Floor: 2"d Floor: 3rd floor: Deck: Garage/Carport: Basement: F- Project Valuation��/P", r) Contractor: A Q2 _T!>0':e4,6 Phone Number: - Address: _ City: State: Zip Code: Contractor's License Number: _Expiration Plumbing Contractor- Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: Phone Number: Address: City State: Zip Code Contractor's License Number: Expiration: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in ccordance with the laws, rules and regulation of the State of Washington 1 114114- -2,A00ell RECEIV Applicants Signature ate �® n //(//�&H A&- MAY 15 Zoos Print Applicants Name FOR STAFF USE ONLY CENr Permit# A cepted By Amount Received Receipt# Date Received WEB Forms—285 Page 1 of 2 04/08 sb .� _ ' �. � . . - i ' _=` RESIDcNTIAL ADDITION/ALTERATION PERMIT APPLICATION Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 - Phone (360)403 3551 • FAX (360)403 3447 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: feet. C. Difference in elevation between meter and highest fixture: feet above meter or feet below meter D. Pressure in street main: psi. (Measure with gauge or check with Water Department) Number of Plumbing Fixtures (Including Rough-Ins) Plumbing Accessory Main Total Fixture Total Number Fixtures Dwelling unit Residence #X Multiplier Fixtures Units Bar Sink X 1.0 = Bathtub or Combination Bath/Shower X 4.0 = Clotheswasher X 40 = Dishwasher X 1.5 = Hose Bibb X 2.5 = Kitchen Sink X 1.5 = Laundry Sink X 2.0 = Lavatory Bathroom Sink) 2 X 1.0 = Shower Stand Alone Each Head X 2.0 = Water Closet Toilet ti X 2:5 = Whirlpool Bath or Combination Bath/Shower X 4.0 = Water Heater Other TOTAL Traps other than above items) FIXTURE UNITS: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in acc nce with the laws, rules and regulation of the State of Washington r CJ�.. Applicants Signature Date r elytC_gzL C�IVEp Print Applicants Name MAY 15 2005 COA PERMIT CENT FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received WEB Forms—285 Page 2 of 2 04/08 sb 1 � l - �" RESIDENTIAL f � i SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington •238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3447 The building permit does not include any mechanical, electrical or plumbing work. These permits are issued separately. These permits require a separate permit application. To ensure that you have the most current information, please contact the City of Arlington Permit Center at (360) 403 3551 or by email to Permit Center. Applications delivered by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. Signature: Date: O ner/Owne s Representative Company: Phone: RECEiVeD MAY 15 200,9 �P�RMIT CENTER mac,)01 WEB Forms—67 Page 5 of 5 04/08 sb ti ■ 1 3� I 7' ■ BLD20090101 (SBLACKER/PT-LIVE) - PermitTrax by Bitco Software Page 1 of 2 BUILDING PERMIT PERMIT M BLD20090101 OWNER: GONZALEZ RESIDENCE STATUS:APPLIED ADDRESS: 1020 MAPLE ST,ARLINGTON BALANCE: $2,825.75 ISSUED: POSTED: 5/15/2009 SCREENS: Select Screen... FUNCTIONS: Select Permit Function. . ADDITION Reviews Add Review 71 Remove Review Print Close Review ID Description I Assigned To Due Date W) Req? Done? ASSIGN 1014 P-Public Works I LTAYLOR 5/25/2009 0 Y N ASSIGN 1020 P-Sewer FRAPELYEA 5/25/2009 0 Y N ASSIGN 1026 P-Utilities Fees RSHEPARD 5/25/2009 1 Y Y ASSIGN 1028 P-Water EANDERSON 5/25/2009 0 Y N ASSIGN 2000 C-Building I CYOUNG 5/25/2009 0 Y I N ASSIGN 2008 C-Community Development I SBLACKER 5/25/2009 0 Y 11 N ASSIGN 2014 C-Planning I YPAGE 5/25/2009 0 Y I N ASSIGN 2016 C-Planning II KSHERMAN 5/25/2009 0 Y N ASSIGN http://coaweb2.arlington.local/pennittrax/PermitTraxMain/wfPennitConsoleReviews.aspx... 5/19/2009 I - - - - - - - - - - - - - - - - �_= �_ -- 06-- _ _ =% I IJ 2003 INTERNATIONAL Plan Review# RESIDENTLAL CODE® Date:Valuation: - FOR ONE- A.ND 11104111111 1AVELLINGS Fee: MAN REM : 'RECOIi11 JURISDICTION: (City, County, Township,etc.) BUILDING LOCATION: (Street address) BUILDING DESCRIPTION: REVIEWED BY: Numerals indicated in parenthesis are applicable code sections of the 2003 International Residential Code.The plan review accomplished as indicated to this record is limited to those code sections specifically identified herein"This record references commonly applicable code sections with due regard for the amount and type of detailed information which is typically found on construction documents for one and two family dwellings and townhouses.It does not reference all code provisions which may be applicable to specific bwldings.This record is designed to be used only by those who are knowledgeable and capable of exercising competent judgement in evaluating constructiondocuments for code compliance. CORRECTION LIST Code No. DESCRIPTION Section ! r-^" 'l •^r�—. �c � n� [.;ram '-ti � n; 1� 5: l`i plc"/� c , _�:,�'�'l. .v � - �__-� c ::1 �-G'iL ,�S ,^"1 L- 2.t� •J �,�t".' i :v J �r N 4 J i 1�. L L✓4 ._l,f, L-Y'�1 1:J 'J ` .r C7 i2. � 0 cC 11 f z `j t kc `1 � `( Yz 2� `�c 4bb Office.Copyright,2003,International Code Council, Inc.Reproduction by any means is prohibited.ICC is the trademark of International Code Council,Inc.,and is registered in the U.S.Patent and Trademark INTERNATIONALINTERNATIONAL •DCOUNCIL, • :00 • - 1/04 CORRECTION LIST Code No. DESCRIPTION Section -2- BLD20090101 (BFECHT/PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 -- BUILDING PERMIT PERMIT M BLD20090101 OWNER: GONZALEZ RESIDENCE STATUS:APPLIED ADDRESS: 1020 MAPLE ST,ARLINGTON BALANCE: $2,699.35 j ISSUED: POSTED: 5/15/2009 SCREENS'I Select Screen... FUNCTIONS: Select Permit Function... - ADDITION Reviews Add Review Remove Review Print Close Review ID Description Assigned To Due Date (#) Req? Done? ASSIGN 1014 P-Public Works I LTAYLOR 5/25/2009 1 Y Y ASSIGN 1020 P-Sewer FRAPELYEA 5/25/2009 1 Y Y ASSIGN 1026 P-Utilities Fees RSHEPARD 5/25/2009 1 Y Y ASSIGN 1028 P-Water EANDERSON 5/25/2009 1 Y Y ASSIGN 2000 C-Building I SBLACK 7/21/2009 1 Y Y ASSIGN 2008 C-Community Development I SBLACKER 7/21/2009 4 Y N ASSIGN 2012 REVISED Site Plan note re:ret.wal BBLAKE 7/21/2009 0 Y N ASSIGN 2014 C-Planning I YPAGE 5/25/2009 1 Y Y ASSIGN 2016 C-Planning II KSHERMAN 5/25/2009 3 Y Y ASSIGN http://coaweb2/permittrax/PennitTraxMain/wfPertnitConsoleReviews.aspx?COMMENT=... 7/16/2009 G1� Y ��' City of Arlington Community Development ING�o Building Inspection Division Submitter: Rod Wickham -- Street Address: 2812 Colby Avenue City, State, Zip Everett, WA 98201 Permit Review Corrections/Comments Date e-mailed' May 27 2009 rad.desi n hotmail.com The plans for the project referenced below have been reviewed and were found to be incomplete and/or to contain violations of the Code(s). As a result, your plans cannot be approved at this time. Part I of this notice serves as a Correction Letter to inform you of the information needed for plan approval. Part II of this notice provides FYI's, comments, and/or conditions that are required upon completion of the project. PART I: Building & Fire RECEIVED The plans affected by this notice are known or described as: Ja Project Title: Gonzales Residence r0A P" - °�ER Project Address: 1020 Maple Street, Arlington, WA Your plans cannot be approved until all of the information specified blow is submitted, reviewed, and approved: BLDG. & FIRE NON-COMPLIANCE ISSUE BUILDING ZE 4 Provide specifications for sun rooms. f Provide egress window for master bedroom upper floor Provide verification of minimum 15' setback from slope.-aux-,3,s��^- � r � = Provide geo-technical report. `-�"�'`°�� D i Provide location for infiltration trench on site plan. W » 1 Provide clarification from engineer for SSW shear wall. wkr•�. s o L_ r r'kt�i i'lCifNf .I, � S A permit may be required if retaining walls are proposed. A grading permit may be required. A-Z'M—aR WK V COA Pk fER i y� I V �� BLDG. & FIRE NON-COMPLIANCE ISSUE In order to minimize the time it takes to review revised plans, circle the area or areas of revision on resubmitted drawings with a red pencil. Mark the item number referenced above adjacent to the circled area. This needs to be done on one set of the revised plans only. Two identical sets of revised plans must be submitted. If there are any questions, you may call your Plans Examiner or make an appointment by telephone to meet with your Plans Examiner. PART II: Other Comments, FYI's and Conditions The list of conditions will be listed on the building permit and the conditions must be met pric r to the issuance of a Certificate of Occupancy. N/A I Sincerely, Sonya Blacker City of Arlington Permit Center 360.403.3434 I I I N. 4" PERFORATED PIPE ROOF -- !FILTRATION TRENCH DRAIN ----------------------- ------ I �I I I I `--------------------------------- YARD DRAIN DON PLAN VIEW 7SOLID PIPE ORRNT'D SECTIONELBOW 1 ROOF E4PERFORATED DRAIN GEOTEXTILE ON TOP AND SIDES PIPE _ 6" MIN 05m, L_ 4" i TEE I ----o.00 2' MIN WASHED ROCKw- FINEi MIN PLUG WITH 1/2" 1' MIN 3/4"-1 1/2" 1' MIN CENTERED HOLE ------'----------- YARD DRAIN OR CB MESH SCREEN SUMP W/SOLID LID 3' MIN MAX 100' 10' MIN - HIGH GROUNDWATER TABLE SECTION VIEW NOTES: GEOTEXTILE COMPACTED 1. TRENCHES SHALL BE A MINIMUM OF 10' FROM BACKFILL BUILDING, PROPERTY LINES, AND EASEMENTS. 2. THE FOLLOWING MINIMUM LENGTH (LINEAR FEET) 6" MIN PER 1.000 SQUARE FEET OF ROOF AREA BASED MIN. 4" ON SOIL TYPE MAY BE USED FOR SIZING PERFORATED DOWNSPOUT INFILTRATION TRENCHES. PIPE COURSE SAND & COBBLES 20 LF 2' MIN WASHED ROCK MEDIUM SAND 30 LF 1' MIN 3/4"-1 1/2" FINE SAND, LOAMY SAND 75 LF SANDY LOAM 125 LF LOAM 190 LF 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH 2 WALLS MUST BE 6 FEET. 4. INFILTRATION TRENCHES SHALL NOT BE BUILT ON SECTION A-A SLOPES GREATER THAN 25 PERCENT. 5. SLOPES GREATER THAN 25 PERCENT HAVE A MINIMUM SETBACK OF 50' FOR INFILTRATION TRENCHES. G1T Y O� u �PROVED BY L OLNE DEPARTMENT OF PUBLIC WORKS STANDARD DETAIL STANDARD PLANS NUMBER • • REf STAN SPEC RESIDENTIAL INFILTRATION TRENCH S D- 14 7�LING`�o I I I Untitled Page Page 1 of 2 General/Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name FRAME-IT-UPI CONST UBI No. 602123741 LLC Phone 3608622167 Status ACTIVE Address 19230 25TH PL SE License No. FRAMECL992LR Suite/Apt. License Type CONSTRUCTION CONTRACTOR City SNOHOMISH Effective Date 6/19/2001 State WA Expiration 7/28/2010 Date Zip 98290 Suspend Date County SNOHOMISH Specialty 1 GENERAL Business Type Limited Liability Specialty 2 UNUSED Company Parent Company Business Owner Information Name Role Effective Date Expiration Date BOYLE, ANDREW PARTNER/MEMBER 06/19/2001 Bond Information Bond Bond Effective Expiration Cancel Impaired Bond Received Bond Company Account Date Date Date Date Amount Date Name Number GREAT 6 AMERICAN FS2950903 07/16/2007 Until 07/24/2007 INS. CO. Cancelled $12,000.00 Great 1 5 American FS29509003 07/16/2007 07/16/2007 $12,000.00 07/24/2007 Ins. Co. PLATTE Until 4 RIVER INS 41074577 06/08/20061 Cancelled 06/15/2007 $12,000.0007/18/2006 CO ACCREDITED Until 3 'SURETY Et 10022860 06/08/2004,Cancelled 06/08/2006 $12,000.0007/09/2004, CAS CO MID- Until https:Hfortress.wa.gov/lni/bbip/Detail.aspx 8/4/2009 Untitled Page Page 2 of 2 2 CENTURY 697077252 06/08/2002 Cancelled 06/08/2004 $12,000.00 06/11/2002 INS CO MID- Until 1 CENTURY 697050499 06/08/2001 Cancelled 01/09/2003 $6,000.00 12/10/2002 INS CO Insurance Information Insurance Company Policy Effective Expiration Cancel Impaired Amount Received Name Number Date Date Date Date Date WESTERN 19 HERITAGE SCP0756087 07/11/2009 07/11/2010 $1,000,000.00 07/23/2009 INS CO WESTERN 8 HERITAGE SCP0708112 07/11/2008 07/11/2009 $1,000,000.00 07/28/2008 INS CO WESTERN 7 HERITAGE 'SCP0668341 07/11/2007 07/11/2008 $1,000,000.00 07/24/2007 INS CO WESTERN SPC- 6 HERITAGE 0609488 06/13/200606/13/2007 $1,000,000.0007/10/2006 INS CO 5 TRUCK INS 540B001915 06/13/2005 06/13/2006 $1,000,000.00 06/23/2005 EXCHANGE 4 BURLINGTON 540B001915 FO6/15/2004 06/15/2005 $1,000,000.00 06/21/2004 INS CO 3 BURLINGTON CP3024320 06/13/2003 06/1 0 $1,000,000.00 07/02/2003 INS CO COLONY 2 NATIONAL CP30244320 06/08/2002 01 6/08/2003 $2,000,000.00 06/11/2002 INS 1 FARMERS INS EXCHANGE 602411861 06/08/2001 06/08/2002 06/19/2001 https://fortress.wa.gov/lni/bbip/Detail.aspx 8/4/2009 Beam Calculations for: The Gonzales Addition 1020 East Maple Street Arlington, WA Floor Loading: Live load = 40# Dead load = 15# Total 55# Roof Loading: Live load = 25# Dead load = 15# Total 40# Deck loading Live load 60# Dead Load 15# Total 75# Residential Art of Design 2812 Colby Ave Everett, WA RECEIVE® 425 252 2789 MAY 15 2009 COA PERMIT CENTER i � . , . . � - BeamChek v2005 licensed to:RAD Design Reg#5234-65712 Gonzales Floor Beam 1 Date:5/07/09 Se/e 'on 3-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area R1= 10.8 in2 R2= 10.8 in' DL Defl 0.27 in Suggested Camber 0.40 in Data Beam Span 18.5 ft Reaction 1 LL 4440# Reaction 2 LL 4440# Beam Wt per ft 13.67# Reaction 1 TL 7018# Reaction 2 TL 7018# Bm Wt Included 253# Maximum V 7018# Max Moment 32457 W Max V(Reduced) 5880# TL Max Defl L/240 TL Actual Defl L/304 LL Max Defl L/360 LL Actual Defl L/481 Attributes Section in' Shear in') TL Defl(in LL Defl Actual 168.75 56.25 0.73 0.46 Critical 162.28 36.75 0.93 0.62 Status OK OK OK OK Ratio 96% 65% 79% 75% FtJEsi Fv(psi) E psi x mil Fc (psi) Values Base Values 2400 240 1.8 650 Base Ad'usted 2400 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:480 Uniform TL: 745 =A Uniform Load A i J R1 =7018 R2= 7018 SPAN= 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2005 licensed to:RAD Design Reg#5234-65712 Gonzales Floor Roof Beam 2 Date: 5/07/09 Selection 3-1/8x 16-1/2 GLIB 24F-V4 DFIDF Lu=0.0 Ft Conditions Min Bearing Area R1=9.6 in R2=8.3 in DL Defl 0.32 in Suggested Camber 0.48 in Data Beam Span 18.5 ft Reaction 1 LL 3578# Reaction 2 LL 3347# Beam Wt per ft 12.53# Reaction 1 TL 6244# Reaction 2 TL 5412# Bm Wt Included 232# Maximum V 6244# Max Moment 26985'# Max V(Reduced) 5251 # TL Max Defl L/240 TL Actual Defl L/280 LL Max Defl L/360 LL Actual Defl L/473 Attributes Section in') Shear in') TL Defl(in)— LL DO Actual - - Actual 141.80 51.56 0.79 0.47 Critical 134.92 32.82 0.93 0.62 Status OK OK OK OK Ratio 95% 64% 86% 76% Fb sib- Fv(psi) E psi x mil Fc psi Values Base Values 2400 240 1.8 650 Base Adiusted 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:350 Uniform TL: 530 =A Par Unif LL Par Unif TL Start End 50 H= 180 0 9.0 H� _ Uniform_Load A 0 0 R1 =6244 R2=5412 SPAN= 18.5 FT Uniform and partial uniform loads are lbs per lineal ft. I BeamChek v2005 licensed to:RAD Design Reg#5234-65712 Gonzales Ridge Beam 3 Date:5/07/09 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area R1=3.8 in' R2=3.8 in DL Defl 0.21 in Suggested Camber 0.32 in Data Beam Span 12.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft 6.83# Reaction 1 TL 2441 # Reaction 2 TL 2441 # Bm Wt Included 82 # Maximum V 2441 # Max Moment 7323 W Max V(Reduced) 2136# TL Max Defl L/240 TL Actual Defl L/260 LL Max Defl L/360 LL Actual Defl L/423 Attributes Section(in') Shear(in 2) TL Defl Lnk LL Defl Actual 42.19 28.13 0.55 0.34 Critical 36.62 13.35 0.60 0.40 Status OK OK OK OK Ratio 87% 47% 92% 85% Fb(psi) Fv(psi) E(psi x mil) Fc l (psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2400 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:250 Uniform TL: 400 =A Uniform Load A 0 R1 =2441 R2=2441 SPAN= 12 FT Uniform and partial uniform loads are ibs per lineal ft. i BeamChek v2005 licensed to:RAD Design Reg#5234-65712 Gonzales ZcOFw Beam 4 Date: 5/07/09 Selection 5-1I8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft A Conditions Min Bearing Area _ R1=9.0 in' R2=9.0 in DI- Defl 0.17 in Suggested Camber 0.25 in Data Beam Span 18.5 ft Reaction 1 LL 3525# Reaction 2 LL 3525# Beam Wt per ft 22.42# Reaction 1 TL 5868# Reaction 2 TL 5868# Bm Wt Included 415# Maximum V 5868# Max Moment 32784 W Max V(Reduced) 5114# TL Max Defl L/240 TL Actual Defl L 1531 LL Max Defl L/360 LL Actual Defl L/882 Attributes Section(in') Shear(ins) TL Defl(in) LL Defl Actual 276.75 92.25 0.42 0.25 Critical 168.55 31.96 0.93 0.62 Status OK OK OK OK Ratio 61% 35%_ 45% 41% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 2400 240 1.8 650 Base Adjusted 2334 __ 240 1.8 t5n Adjustments Cv Volume 0.973 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:300 Uniform TL: 480 =A Point LL Point TL Distance 1500 B=2441 9.25 [—� Uniform Load A Pt loads: 0 R 1 =5868 R2=5868 SPAN= 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. I BeamChek v2005 licensed to:RAD Design Reg#5234-65712 Gonzales Floor Beam 5 _ Date: 5/07/09 election 5-1/8x 18 GLIB 24F-V4 DF/DF Lu=0.0 Ft Conditions - - Min Bearing Area R1= 10.8 in2R2= 10.7 in DL Defl 0.19 in Suggested Camber 0.29 in Data Beam Span 18.5 ft Reaction 1 LL 4254# Reaction 2 LL 4206# Beam Wt per ft 22.42 # Reaction 1 TL 7019# Reaction 2 TL 6936# Bm Wt Included 415# Maximum V 7019# Max Moment 34782'# Max V(Reduced) 6138# TL Max Defl L/240 TL Actual Defl L/459 LL Max Defl L/360 LL Actual Defl L/759 Attributes Section(in') Shear(in= TL Defl(in) LL DOActual 276.75 92.25 0.48 0.29 Critical 178.82 38.36 0.93 0.62 Status OK OK OK OK Ratio 65% 42% 52% 47% Fb psi Fv(psi) E(psi x mil) Fc L(psi) Values Base Values 2400 240 1.8 550 Base Adiusted 2334 240 1.8 650 Adiustments Cv Volume 0.973 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:360 Uniform TL: 565 =A Point LL Point TL Distance 900 B= 1544 6.0 - - 900 C= 1544 12.0 Uniform Load A Pt loads: DC R1 7019 R2=6936 SPAN= 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. i BeamChek v2005 licensed to:RAD Design Reg#5234-65712 Gonzales Deck Beam 6 Date: 5/07/09 Sele io 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area R1= 7.0 in R2=7.0 in DL Defl 0.09 in Suggested Camber 0.13 in Data Beam Span 12.0 ft Reaction 1 LL 3600# Reaction 2 LL 3600# Beam Wt per ft 13.08# Reaction 1 TL 4578# Reaction 2 TL 4578# Bm Wt Included 157# Maximum V 4578# Max Moment 13735 # Max V(Reduced) 3911 # TL Max Defl L/240 TL Actual Defl L/361 LL Max Defl L/360 LL Actual Defl L/459 Attributes Section in3) Shear(in 2) TL Defl(in) LL Defl Actual 94.17 53.81 0.40 0.31 Critical 68.68 24.44 0.60 0.40 Status OK OK OK OK Ratio 73% 45% 67% 79% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 2400 240 1.8 650 Base Adiusted 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:600 Uniform TL: 750 =A Uniform Load A R1 =4578 R2=4578 SPAN= 12 FT Uniform and partial uniform loads are Ibs per lineal ft. •r BeamChek v2005 licensed_ to:RAD Design Reg#5234-65712 Gonzales Floor Beam d) Date:5/08/09 e/ecti n 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area R1=4.8 in R2=4.8 in DL Defl 0.30 in Suggested Camber 0.45 in Data Beam Span 15.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft 9.11 # Reaction 1 TL 3106# Reaction 2 TL 3106# Bm Wt Included 137# Maximum V 3106# Max Moment 11647 W Max V(Reduced) 2692# TL Max Defl L/240 TL Actual Defl L/310 LL Max Defl L/360 LL Actual Defl L/641 AKributes Section in' Shear(in 2) TL Defl(in) LL Defl Actual 75.00 37.50 0.58 0.28 Critical 58.23 16.82 0.75 0.50 Status OK OK OK OK Ratio 78% 45% 78% 56% _ Fb(psi)_ Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 2400 240 1.8 650 Base Adiusted 2400 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:200 Uniform TL: 405 =A Uniform Load A R1 =3106 R2=3106 SPAN= 15 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2005 licensed to:RAD Design Reg#5234-65712 Gonzales KCAPd-Z 8 Date:5/08/09 Selection 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft - 1 Conditions Min Bearing Area R1= 3.3 in R2= 3.3 in DL Defl 0.28 in Suggested Camber 0.43 in Data Beam Span 16.0 ft Reaction 1 LL 1304# Reaction 2 LL 1304# Beam Wt per ft 7.97# Reaction 1 TL 2144# Reaction 2 TL 2144# Bm Wt Included 128# Maximum V 2144# Max Moment 8575 # Max V(Reduced) 1909# TL Max Defl L/240 TL Actual Defl L/264 LL Max Defl L/360 LL Actual Defl L/434 Attributes Section(in3) Shear(in') TL Defl in LL Defl Actual 57.42 32.81 0.73 0.44 Critical 42.88 11.93 0.80 0.53 Status OK OK OK OK Ratio 75% 36% 91% 83% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values f Base Values 2400 240 1.8 650 Base Adjusted 2400 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL: 163 Uniform TL: 260 =A �— Uniform Load A 0 RI =2144 R2=2144 SPAN= 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2005 licensed to:RAD Design Reg#5234-65712 Gonzales Deck Beam 9 Date: 5/08/09 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions Min Bearing Area R1= 1.9 in R2= 1.9 in DL Defl 0.16 in Suggested Camber 0.24 in Data Beam Span 16.0 ft Reaction 1 LL 960# Reaction 2 LL 960# Beam Wt per ft 6.83# Reaction 1 TL 1255# Reaction 2 TL 1255# Bm Wt Included 109# Maximum V 1255# Max Moment 5019'# Max V(Reduced) 1137# TL Max Defl L/240 TL Actual Defl L/284 LL Max Defl L/360 LL Actual Defl L/371 Attributes Section in') Shear(inl) TL Defl in LL Defl _ Actual 42.19 28.13 0.68 0.52 Critical 25.09 7.11 0.80 0.53 Status OK OK OK OK Ratio 59% 25% 84% 97% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Base Values 2400 240 1.8 650 Base Adiusted 2400 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL: 120 Uniform TL: 150 =A Uniform Load A f Z R1 = 1255 R2 = 1255 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. RAD DEIIIN 2812 Colby Ava, Everett, WA 98201 _— - - - - 425.252.27-89 - -- 70 - -- - --- ca LE5 WAX ---- - - - - h ` r. ,, 1 fir, ro �� ZZ 4 a Lateral Analysis by: 7/15/2009 PITZER & ASSOCIATES, PLLC client: Residentail Art of Design STRUCTURAL ENGINEERS Project: Gonzales Residence 2722 Colby Avenue.Suite 722 P8A#: 09-123M Everett, WA 98201 Office: (425)308.8070 Calculated By: Tom Pitzer, PE Fax: (4251258-3292 tommyt 2k a hotma0-com 1.0 General Wind & Seismic Design Criteria Governing Code 2006 INTERNATIONAL BUILDING CODE (IBC). All references in the right margin are ASCE 7-05 unless specifically noted otherwise.[Page numbers] Scope of Project A lateral analysis and design of a two story Single Family Residence in the City of Arlington, WA. Design Criteria Roof Floors Snow Walls Dead Load ROL= 15•psf FOL= 10•psf RSL 25•psf WDL:= 10•psf Live Load RLL=u.psf 'FLL=40•psf Snow Load Reduction: Sred=0 2006 IBC Section 1605.3.1[p.283] eL J)auo?3000s ©Snow Load Reduction COA pFR��r����� Wind Design Criteria IBC 2006 ER Basic Wind Speed 85 MPH 1609.3 [I292] Wind Exposure Category B 1609.4 [I293] Wind Importance Factor IW 1.00 Table 6-1 [A77] Design Method Used Simplified 6.4.2 [A24] Wind Speed Up Factor Kzt 1.00 6.5.7.2 [A26] Seismic Desiqn Criteria ASCE 7-05 Seismic Importance Factor I 1.00 Seismic Design Category "D" T 11.5.1 [A116] Short Period Acceleration Ss 11.6 [A116] 1.0416 F 22(1) [A210] 1-Second Acceleration St 0.3536 Seismic Force Resisting System Bearing Wall F 12.2) [A212] T Response Modification Factor R 6.5 22-1 [A120] Deflection Amplification Factor Cd 4.0 T 12.2-1 [A120] Method Used Equivalent Lateral Force Procedure T 12.2-1 [A120] System Overstrength Factor 00 3.0 12.8 [A129] 12.19.8 [A120] 2SL Version 6.2 • ,! -T� I � � �� �� Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 2.0 Table of Contents 7/15/2009 1.0 General Wind & Seismic Design Criteria 2.0 Table of Contents 3.0 Wind Analysis 4.0 Wind Shear Forces and Uplift Forces 5.0 General Seismic Design Criteria 6.0 Seismic Analysis 7.0 Controlling Seismic Load Combinations 8.0 Shear Walls in the Front to Back Direction 9.0 Shear Walls in the Left to Right Direction 10.0 Overturning Moment Sample Calculation 11.0 Overturning in the Front to Back Direction 12.0 Overturning in the Left to Right Direction 13.0 Shear Wall Load Summary 14.0 Hold Down/Shear Wall Schedules/Shear Flow/Connection Schedules 15.0 Horizontal Diaphragm 16.0 Seismic Check 17.0 Height to Width Aspect Ratio 18.0 Alternative Basic Load Combinations 2SL Version 6.2 Page 2 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 3.0 Wind Analysis - IBC Simplified Method Basic Wind Speed (MPH) BWS:= 85 (1609.3)[p.293] Wind Exposure Category (WEC) WEC:= I (1609.4)[p.293] Wind Exposure,enter: (1)-exposure"B", (2)-exposure"C", (3)-exposure"D" Mean Roof Height (MRH) MRH:=26 pnet— XIWpnet30 (Equation 6-1)[p.A24] Roof Pitch 6:12 Simplified Wind Design Pressures (Main Wind Force Resisting System) ps30 (Exposure B at h = 30 feet KZT-=1.0 with Iw=1.0)(psf) Roof Rise enter: (1)-Flat, (2)- 2, (3)-3,(4),4,(5)6,(6),7 to 12 `b2 5 0► ASCE 7-05 Simple Wind Pressures ZoneA= 14.4psf ZoneB=2.3psf ZoneC= 10.40psf ZoneD=2.4psf ZoneE=-6.40 psf ZoneF=-8.7psf ZoneG=-4.6psf ZoneH=-7 psf Height& Exposure Adiustment Coefficient 7 ASCE7-OSFigr�re6-2[p.38] ©Adjustment Factor �= 1 Wind Importance Factor Iw ASCE7-05 Fig 6-2[p.a0] Wind Importance: Iw:=- 1.00 Topographic Factor Kzt ASCE7-05 Section 6.5.7.2[p.26] Topographic Kzt:= 1.00 Factor. Design Wind Pressures ASCE7-05 Fig 6-2[p.37] Simplified Wind Design Pressures -combined windward& leeward pressures over projected area: PA 2,•Iw•Kzt•ZoneA PE:=?..lw•Kzt•ZoneE PB X•Iw•Kzt•ZoneB PF:=2,.Iw•Kzt•ZoneF PC:=;L•Iw•Kzt•ZoneC PG:=7�•Iw•Kzt•ZoneG PD:= 1. IwXztZoneD PH:=�•.IW.Kzt.ZoneH Least Horizontal Dimension (LHD) ASCE7-05Figiire6-2[p.37] LHD:=20•ft h= 19•ft Footnote 10 The smaller of: 10% of least horizontal dimension al .1•LHD a1=2 ft Controls 0.4h a2:=.4•h a2=7.6 ft But not less than: 4% of least horizontal dimension a3:=.04•LHD a3= 1 ft 3 feet a4:=3•ft 2-al=4 ft 2SL Version 6.2 Page 3 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 3.0 Wind Analysis (cont.) Controlling Load Combination for Wind Loads D+L+(alW) Equation 16-17[283] Load Duration Factor C_ for Wind Loads ADS Section 2.3.2[9] CD:= 1.6 Diaphragm Sail Areas Roof Diaphragm: Front/Rear Direction Side/Side Direction (Longitudinal) (Transverse) Horizontal Vertical Horizontal Vertical At:=28•ft2 Eir=64•ft2 -� � Asr:=32-ft� Esr:=204•ft` Bfr:=110•ft` Ffr=64ft2 Bsr 45•ft Fsr 204-it Cfr=242•ft` Gfr:=344 ft2 Gsr=204-ft2 Dfr�435-ft2 Hfr;=344•ft2 Csr:=22•ft`� Dsr:=50•ft` Hsr=204•ft2 2nd Floor Diaphragm: Front/Rear Direction Side/Side Direction Horizontal At I=84-tt2 Horizontal eft=0•fl2 Ast:=84-ft2 Bs1:=0-ft2 Cft 430•ft2 � Dfi -0 ft2 Cs1=58•ft2 Ds1 =0•ft2 ©Shear Calculations- 2SL Version 6.2 Page 4 i Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 4.0 Wind Shear Forces and Uplift WIND SHEAR CALCULATIONS Shear Forces: Shear Forces Front/Back Direction Shear Forces Side/Side Direction Roof Diaphragm Vr.fr= 10595lb Roof Diaphragm Vr.ss= 19371b 2nd Floor Diaphragm Vlf.fr=66821b 2nd Floor Diaphragm Vlf.ss= 18461b Total Base Shear Vj_ir�17277ib Total Base Shear Uplift Forces: Total Uplift Lk frt z 49S7 lb Total Uplift ul Opposing Dead Load ,lJ�j�' `g16 lb ��- , _ Opposing Dead Load KIDC 2SL Version 6.2 Page 5 +' I Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 5.0 General Seismic Design Criteria Mapped Maximum Considered Earthquake Spectral Acceleration SS:= 1.0416 Figure22-1[210] S1:=.3536 Figure 22-2[212] Site Class D (Assumed) Fa:= 1.08 Table 11.4-1[115] Fv:= 1.69 Table I1.4-2[115] SMS= Fa*SS Equation 11.4-1[115] SMS:=Fa•SS SMS= 1.12 SM1 = Fv*S1 Equation 11.4-2[1151 SM1:=FvSI SMI=0.60 Design Spectral Response Acceleration Parameters DS =2/3*SMS Equation 11.4-3[1151 SDS:= -SMS SDS=0.750 MSD1 =2/3*SM1 Equation 11.4-4[115] ,SDI:= •SM1 3) SDI =0.398 Approximate Fundamental Period Ta Ct 0.02 Table 12.8-2[129] x:=.75 Table 11.8-2[1291 hn=34 height in ft from the base to the highest point of the structure Ta:=Ct•hnx Equation 12.8-7[129] Ta=0.282 2SL Version 6.2 Page 6 i i Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15l2009 6.0 Seismic Analysis - Equivalent Lateral Force Procedure Building Properties: Ar,—81612 Area of the Roof in Square Feet HRJ= 1-ft Height of Rim Joist and/or pony wall Alf•=770•ft2 Area of the Upper Floor in Square Feet H2:=8.0•ft Height,of Second Story Walls Aril=0•ft2 Area of Low Roof into Lower Floor Diaphragm in Square Feet HI:= 11.0•ft Height of First Story Walls average Ab=770•ft2 Ground Floor area in Square Feet L2b=70•ft Length of Wall on the Second Floor L1b=70•ft Length of Wall on the First Floor Calculate Building Masses: Mass of High Roof and Tributary Walls M :=A R r r D Mr= 122401b Mass of2ndFloor,Roof Into Diaphragm,Walls MIf:=AIPFDL+Adl•RD+H2.0.5•L2b-WDL+H1.0.5•L1b•WDL MIf= 14350lb Mass of Entire Building Mt:=Mr+MIf Mt=265901b Lateral Forces Parameters: k= 1.0 ASCE-7 Section 9.5.5.4[148] JR.=6.5 ASCE 7-0512.2-1[120] SD5=0.75 I'= 1.00 Table 6-1[77] Seismic Base Shear V SDS R.1.4 ASCE-7 Equation 11.8-1[129] C=0.082 1 VB r,Mt ASCE-7 Equation 11.8-1[130] VB=2191 lb ©TOTAL BUILDING MASS BM T :=(BH2 ft br)k+(BH1 kft lb TBM=417000 J 2SL Version 6.2 Page 7 i Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd Vertical Distribution of Seismic Shear Forces: ASCE-712.8-3[130] 7/1 si2oos Check following calculations;if ECi is equal to 1;then OK ASCE-7EQ.12.8-12[1301 ASCE-7EQ.12.8-I1[130] BH2 Mr k Roof Diaphragm Cvr. ` ft lb ) TBM Cvr=0.587 Fr:=Cvr•VB Fr= 1286 lb Mif k Second Floor Diaphragm Bft 1 lb Cvlf= TBM JJ CvIf=0.413 Flf CvlfVB Flf=905 lb Check Shear Distribution Ct=Cvr+CvIf Ct= 1.000 7.0 Controlling Load Combination for Seismic Loads D+L+S+E/1.4 Load Duration Factor. C for Seismic aLoa dstion o[z83] ,�k- 1.6 NDSSection 2.3.2 191 ASCE 7-05 12.3.4.2[126] Table 12.2-1[120] Seismic Load E Section 12[126] p:= 1.3 no:=3 E=pQe+0.2SDSD Equation 12.4-1[126] Check Redundancy;Assume p=1.3 initially,calculate"v"of walls,then find actual P. p-Fr+0.2•SDS-Mr p•Flf+0.2•SDS,Mlf Er:= Elf:= 1.4 1.4 ET Er+Elf Er=2506 lb Elf=2378 lb ET=4884 lb Special Seismic Load E�� Section 12.4-5[127] Emr:=S1o.Fr Emlf S2o•FIf Emr=3859 lb Emlf=2715 lb Summary of Lateral Forces Seismic ( Either Direction) Wind (Front/Rear) Wind (Side/Side) Er=25061b Vr.fr= 10595lb Vrss= 19371b Elf=2378lb Vlf.fr=66821b Vlf.ss= 18461b ET=48841b VT.fr= 172771b VT.ss=37831b 2SL Version 6.2 Page 8 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 8.0 Shear Wall Design in the Front to Rear Direction Shear Walls Second Floor: Wall Line - (1.2) Wall Line-(2.2) Wall Line- (3.2) Wall Line-(4.2) 1-1.2=22•ft L2.2=0•ft L3.2= 12-ft L4.2:=0-ft Earthquake distr.: TW1 2e;.500 TW2.2e=0 TW3.2e:_.500 TW4.2e=0 Wind distribution: TW1 2w=.500 TW2.2w=0 TW3.2w:=.500 TW4_2w:-0 Calculate Lateral Forces V1.2e Er•TW1.2e V2.2e Er•7W2.2e V for earthquake: 3 2e Er TW3.2e V4.2e Er•TW4.2e Calculate V1.2e= 12531b V2.2e=Olb V3.2e= 12531b V4.2e=0lb Lateral Forces for wind: V1.2w Vr.fr•TW1.2w V2.2w Vr.fr•TW2.2w V3.2w Vr.fr•TW3.2w V 4 2w:=Vr.fr•TW4.2w V1.2w=5298 lb V2.2w=0lb V3.2w=5298 lb V4.2w=0lb Controlsl.2="Wind" Controls2.2="Wind" Controls "Wind"3.2= Wmd Controls4,2="Wind" VT1.2=5298 lb VT2.2=0 VT3.2=5298 lb Shear per linear VT4.2=0 foot: VT1 2 v1.2:= L v2.2:= VT2.2 v32:= VT3.2 v VT4.2 1.2 L2.2 L3.2. 4.2 L 4.2 lb Ib lb v1.2=241 ft v2.2=0 ft v3.2=441 ft v4.2=01b ft Wall Line-(5.2) Wall Line-(6.2) Wall Line-(7.2) Wall Line-(8.2) L5.2=0-ft 1-6.2 0•11 L7.2:=0-ft L8.2:=0•ft Earthquake distr.: T W5 2e=0 TW6.2e:=0 TW7.2e:=0 TW8.2e==0 Wind distribution: TW5 2w 0 TW6.2w=0 TW7.2w==0 TW8.2w:-0 Calculate V5.2e:=Er•TW5. Lateral Forces 2e Vg•2e Wg :=Er•T •2e V7.2e:=Er•TW7.2e V 8 2e:=Er•TW8.2e for earthquake: V5.2e=0lb V6.2e=0lb V7.2e=0lb V8.2e=0lb Calculate V5.2w Vr•fr•TW5.2w V . Lateral Forces 6 2w=Vr•fr TW6.2w V7.2w:=Vr.fr•TW7.2w V8.2w:=Vr.fr•TW8.2w for wind: V5.2w=0lb V6.2w=0lb V7.2w=0lb V8.2w=0 lb Etl Shear per linear Controls5.2="Wind" Controls6.2= "Wind" Controls " i 7.2= Wind" Controlsg•2="Wind" foot: VT5.2=0 VT6.2=0 VT7.2=0 VT 62=0 VT5.2 v5.2 L v6.2:= VT6.2 v7.2:= VT7.2 VT8.2 5.2 1-6.2 L7.2 v8.2 L 8.2 lb lb v5.2=0ft v6.2=0ft v7.2=o lb ft v8.2=o lb ft 2SL Version 6.2 Page 9 i Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 8.0 Shear Wall Design in the Front to Rear Direction (cont.) Shear Walls First Floor: Wall Line - (1.1) Wall Line-(2.1) Wall Line - (3.1) Wall Line - (4.1) L1.1:=6•ft L2.1 10•ft L3.1:= 15•ft L4.1:= 7 ft Earthquake distr.: TW1 1e=.160 TW2.1e.= .360 TW3.1e=.340 TW 41e:= •140 Wind distribution: TW1 1w:=.160 Tw2.1w=.360 TW3.1w=340 TW41w;=•}40 Calculate V1.1e:=Elf•TW1.1e V2.1e:=Elf•TW Lateral Forces 21e V3.1e:=Elf•TW3.1e V4.1e:=Elf•TW4.1e for earthquake: V1.1e=3801b V2.1e=8561b V3.1e=808lb y a 1e=3331b Calculate V1.1w:=Vlf.fr•TW1.1w V2.1w:=Vlf.fr•TW2.1w V Lateral Forces 3 1w:=Vlf.fr TW3.1w V4.1w:=Vlf.fr•TW4.1w for wind: V1.1w= 1069lb V2.1w=24061b V3.1w=22721b y 41w=93514 Controls1.1= "Wind" Controls2.1="Wind" Controls " " 3.1= Wind" Controls4.1= Wind" VT1.1=6367 lb VT2.1=2406 lb VT3.1=7569 lb VT4.1=935 lb v1.1:= VT1.1 3.1 v2.1:_ VT2.1 v VT VT4.1 Shear per linear L1.1 L2.1 3 1'= L3 1 v4.1 L 4.1 foot: lb v1.1= 1061 ft v2.1=241 lb lb=505 lb v4.1= 134 lb ft ft Wall Line-(6.1) Wall Line-(6.1) Wall Line-(7.1) Wall Line-(8.1) L5.1.=0"ft L6.1=O-ft L7.1�=O-ft L8.1:=0•ft Earthquake distr. TW5 to=0 TW6.1e:=0 TW7 1e=0 TW 8 1e=0 Wind distribution: TW5 1w:=0 TW6.1w:=0 TW7.1w:=0 TW8.1w:=0 Calculate V5.1e:=Elf TW . Lateral Forces 5 1e V6.1e=Elf•TW6.1e V7.1e Elf•TW7.1e V 8 1e=Elf•TW8.1e for earthquake: V5.1e=Olb V6.1e=Olb V7.1e=Olb V8.1e=Olb Calculate V5.1w:=Vlf.fr•TW5.1w V Lateral Forces 6 1w:=Vlf.fr TW6.1w V7.1w:=Vlf.fr TW7.1w V8.1w:=Vlf.fr TW8.1w for wind: V5.1w=0lb V6.1w=0lb Q V7.1w=0lb V8.1w=0lb Shear per linear 8.1= Wind Controls5.1 ="Wind" Controls8•1="Wind" Controls7.1="Wind" Controls "Wind" foot: VT5 1=0 VT6.1 =0 VT7.1=O uT8.1 =O v5.1= VT5.1 VT6.1 VT7.1 VT8.1 L v5.1 6.1:= L6.1 v7.1:= L7.1 v6.1= L 8.1 lb lb v5.1=olb lb ft v6.1=oft v7.1=0ft v8.1=0ft 2SL Version 6.2 Page 10 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15l2009 9.0 Shear Wall Design in the Left to Right Direction Shear Walls Second Floor: Wall Line-(A.2) Wall Line-(B.2) Wall Line-(C.2) Wall Line-(D.2) LA.2:= 18.5•ft 1-13.2:=0-ft LC.2:= I8.5-ft L D.2=0-ft Earthquake distr. TWQ2e .500 TWB 2e-O TWC.2e:=.500 TWD.2e=0 Wind distribution: TWA 2w •500 TWB 2w=O TWC.2w=.500 TWD.2w:=O Calculate VA.2e Er-TWA. Lateral Forces 2e VB.2e Er•TWB.2e VC.2e Er•TWC.2e VD.2e Er•TW D.2e for earthquake: VA.2e= 1253 lb VB.2e=0lb VC.2e= 1253 lb VD.2e=0lb Calculate Lateral Forces VA.2w Vr.ss•TWA.2w VB.2w:=Vr.ss•TWB.2w VC.2w Vr.ss•TWC.2w VD.2w Vr.ss-TWD.2w for wind: VA.2w=968lb VB.2w=0lb VC.2w=9681b VD.2w=0lb ControlsA•2="Seismic" ControlsB.2="Wind" ControlsC.2="Seismic" ControlsD.2="Wind" VTA.2= 1253 lb VTB.2=p VTC.2= 1253 lb VTD.2=0 Shear per linear foot: VTA.2 VTB.2 �A.2= �B.2�_ � C.2 VTD.2 LA.2 LB.2 C.2= LC.2 "D.2 L D.2 lb vA.2=68 ft vB.2=0 lb vC.2=68 lb lb ft ft vD.2=0 ft Wall Line-(E.2) Wall Line-(F.2) Wall Line-(G.2) Wall Line-(H.2) LE.2:=0-ft LF.2:=O-ft LG.2 O-ft LH.2:=O-ft Earthquake distr.: TWE 2e-0 TW F 2e=O TWG.2e_0 TWH.2e=0 Wind distribution: TWE 2w a• TWF 2w_0 TWG.2w:=O TWH.2vr=0 Calculate VE.2e Er•TWE.2e V Lateral Forces F 2e Er TWF.2e VG.2e-Er•TWG.2e V H.2e:=Er•TWH.2e for earthquake: VE.2e=0lb VF.2e=0lb VG.2e=0lb VH.2e=0lb Calculate VE.2w:=Vr.ss'TWE.2w VF.2W:=V. TW . V Lateral Forces r ss F 2w G.2w Vr.ss•TWG.2w VH.2w Vr.ss•TWH.2w for wind: VE.2w=0 lb VF.2w=0lb VG.2w=0lb VH.2w=0 lb ControlsE•2="Wind" ControlsF.2="Wind" ControlsG.2="Wind" Controls H.2="Wind" VTE.2=0 VTF.2=0 VTG.2=0 VTH.2=0 VTE.2 VTF.2 vE.2 vF.2 VTG.2 VTH.2 Shear per linear LE•2 LF.2 G.2 LG.2 vH 2 LH.2 foot: lb vE.2=pft vF.2=0ft lb vG.2=01b vH.2=01b ft ft 2SL Version 6.2 Page 11 0 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 9.0 Shear Wall Design in the Left to Right Direction (cont) Shear Walls First Floor: Wall Line - (A.1) Wall Line - (B.1) Wall Line - (C.1) Wall Line- (D.1) LA.1 29•ft LB.1 14•11 Lc.1:=aft LD.t :=Oft Earthquake distr. TWA-1e:=.234 TWB 1e= .500 TW � C te,= ...66 TWD.1e==0 Wind distribution: TWA 1w .234 TW8.1w=.500 TWC.1w=.266 TW - D1w:=0 Calculate VA.1e:=Elf•TWA. Lateral Forces 1e VB.1e:=Etf•TWg,1e VC,1e:=Elf•TWC,1e VD.1e:=Elf•TWD.1e for earthquake: VA.1e=5561b VB.1e= 11891b VC.1 e=6321b VD.1 e=0lb Calculate VA,1w:=Vlf.ss•TWA.1w VB. Lateral Forces 1w:=Vlf.ss TWB.1w VC.1w:=Vlf.ss TWC.1w VD.1w:=Vlf.ss TWD.1w for wind: VA.1w=432lb VB.1w=923lb VC.1w=491 lb VD.1w=O Ib ControlsA,1="Seismic" ControlsB.1="Seismic" Controls " C.1 ="Seismic" ControlsD,1 ="Wind" VI-A.1= 1809 lb VTg,1= 1189lb VTC,1 =1885 lb VTp.1 =0 Shear per linear M. VTA.1 VTB.1 VTC,1 VTp 1 foot: A 1 LAA vB.1 LB.1 vC.1 LC.1 vD.1= LDA lb Ib lb vA.1 =62 ft vB.1=85 ft vC.1 =471 ft vo.1 =0 lb ft Wall Line-(E.1) Wall Line-(F.1) Wall Line-(G.1) Wall Line-(H.1) LEA=-O-ft LF.1=0-ft LG_ -0.ft LH t 0-ft Earthquake distr.: TWEte=0 TW F ta=0 TWG.1e:=0 TWH.te=0 Wind distribution: TWE-1w:=0F.1w 0 TWG;Qw=0. TWH.iw:=0 Calculate VE.1e:=Elf•TWE Lateral Forces .1e VF.1e:=Elf•TWF.1e VG.1e:=Elf•TWG.1e VH.1e:=Elf•TWH.1e for earthquake: VE.1e=Olb VF.1e=Olb VG.1e=Olb VH.1e=Olb Calculate VE.1w:=Vlf.ss•TWE.iw V Lateral Forces F 1w=Vlf.ss TWF.1w VG.1w:=Vlf.ss•TWG.iw VH.1w Vlf.ss•TWH.1w for wind: VE.1w=0lb VF.1w=Olb ❑ VG.1w=Olb VH.1w=Olb ControlsE,1="Wind" ControlsF,1 ="Wind" Controls "Wind"G.1= Wind ControlsH,1 ="Wind" VTE.1=0 VTF.1 =0 VTG.1=0 VTH.1 =0 Shear per linear VTE.1 foot: vE.1:= v F.1 VTG.1 VTH.1 LEA F.1 LF.1 vG.1 LGA vH.1 := L H.1 lb lb vE.1=0lb vF.1 =0lb vG.1=0 lb vH.1 =0 lb ft ft 2SL Version 6.2 Page 12 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 10.0 Overturning Force Sample Calculation M06 MC Section 1604.4[280] The following example illustrates the calculations used to determine the overturning forces imposed on a shear wall under design forces. The shortest individual The design force applied at the top plate of the shear wall is of interest. This is panel length on a grid line. calculated as the unit force (plf) in the wall multiplied by its length, representing • ws.- 5-ft the design force applied. vWallLine.1 250•ft tiVv=vWallLine.1•ws V= 1250 lb Resistance to the applied design force comes from the dead load tributary to the wall- The following variables define the tributary width of the Roof and Floor loads that act at this level. Dead loads from the level above are neglected as they were already considered in the calculations for the wall above. The tension from the wall above is added directly to the tension of the wall being calculated. TrS;= 10-ft Tributary Width of Roof supported by the wall Tfs 0.67-ft Tributary Width of Floor supported by the wall Tr2s= 1 O ft Tributary Width of Roof supported by the uplift section Tfls 0.67-ft Tributary Width of Floor supported by the uplift section The level at which the design force is applied (top plate) was defined previously for the seismic mass. In the event that the plate height varies through sections of any given level, the height can be redefined to reflect the actual condition. Hmots H1 Height of Wall Hmots= 11 ft In order for a wall section to experience uplift, adjacent walls must be lifted as well. Assuming a 45 degree angle of failure from the top plate, extending away from the shear panel, the equivalent length of wall to be lifted is assumed to be one half the height of the wall. We refer to this as the Uplift Section. Hmots Lo 2 Length of wall resisting uplift during overturning The dead load of the wall consists of contributions from the roof, floor, and wall,5.5 ft (Hmots•ws•WDL)+(Tfs•ws•FDL)+(Trs•ws•RD) w= 13341b The dead load of the uplift section also consists of contributions from the roof, floor, and wall. P:=(Lo-Tr2s'RD)+(Lo-Hmots•WDL)+(Lo•Tf2s•FDL) P= 14671b An overturning moment is calculated by summing all forces about the compression corner of the shear panel. The result is the tension force required to resist uplift. Note the tension that is applied from the wall above. Top story wall calculations do not have an overturning tension from above. TWallLine.2 95•Ib [(V)•Hmots+T ws WaIlLine.2•ws]-0.67•—•W-0.67•P•ws TWallLine.1 2 ws TWallLine.1 = 1415 lb Although not shown on the following pages, these same equations follow each set of data for each wall. They were placed in a minimized area of the calculations to shorten the calculation package, note the arrow and text"Overturning Calculations". At each of these locations, calculations (as above)are performed. 2SL Version 6.2 Page 13 i Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 11.0 Overturning Force in the Front to Rear Direction OVERTURNING F/R-Second Floor Tributary Area of-- Line Width Length Wall Ht Roof Roof Adi Floor Floor Ad] Uolift Force 1.2 w1 2:=3.5.ft 1-1.2=22 ft Hmot:=H2 Tr-12-ft Tr2=3•ft Tf:=0-ft Tf2=0-ft [,1-M--Overturning Calculations 2.2 w2.2:=0-ft L2.2=0 Hmot:=H2 T :=0-ft T 0-ft =O.ft =0.ft T1.2=I287 lb - I�Overturninq Calculations --- 3.2 w3.2:= 12 ft L3.2= 12 ft Ham=H2 := 10•ft <3•ft :=0-ft ml C Oft 1'22=0 [-Overturning Calculations- - 4.2 w4.2 0-ft L4.2=0 Hmot:=H2 �=0•ft :=0•ft = 0-ft =0•ft T3.2=2272 Ib overturn inq Calculations _ 5.2 w5.2:=0-ft L5.2=0 Hmot:=H2 =Oft ,0-ft :=0•ft T =0-ft T4.2=0 I -Overturninq Calculations 6.2 w6.2==0-ft L6.2=0 Hmot:=H2 "Ri=0-ft Tom,=0-it 0 ft =0•ft T5 2=0 f, Overtuming Calculations 7.2 w7.2 0•ft L7.2=0 Hmot:=H2 T =0-ft T 0-ft =0•ft -0•ft flr�Overturning Calculations "�` Tfi 2=Q 8.2 w8.2=0•ft L8.2=0 Hmot:=H2 _D ft =0-ft _0-ft =0-ft T7.2=0 f!•]z-_Overturning Calculations OVERTURNING FIR-First Floor T8.2=0 Tributary Area of: Width Length Wall Ht Roof Roof Adi Floor Floor Ado Uplift Force 1.1 w1.1-=6-ft L1.1=6 ft Hmot:=H1 Tr:=0-ft Tr2=0-ft =6.5•ft 3•ft t-Overtuming Calculations 2.1 w2.1-=4•ft L2.1 10 ft Hmot:=Hi Tr:=0-ft Tr2-=0•ft 3•ft �-9.it T1.1= 12091 Ib f Overturninq Calculations 3.1 w3.1:= 15•ft L3.1 = 15 ft Hmot:=Hi Tr:=O.ft T2:=0-ft �=3-ft T��.=9•ft T2.1= 1721 Ib Overtuming Calculations 4.1 w4.1:=7-ft L4.1 =7 ft Hmot:=H1 :Tr:=.»pats,9•j Tr2:=0-ft -_3.ft =Tft T3.1=6382 lb � R--Overturninq Calculations 5.1 w5.1 0-ft L5.1 =0 Hmot:=H1 Tr:=,0-ft Tr2:=0-ft 0-ft =0-ft T4.1=478 Ib f Overturninq Calculations 6.1 �W6Z= fl L6 1=0 H f mot:=H1 Tr Q•ft Tom:=0-ft +vl =0-ft nnK=0•ft TS.i=Q [,!►�Overturning Calculations 7.1 w7.1:=0-ft L7.1=0 Hmot:==H1 Tr:=0•11 Tr2:=0•ft --0-ft 0-ft T6.1=0 Overturning Calculations �+ 8.1 w8.1=0-ft L8.1 =0 Hmot:=H1 Tr:=0-ft Tr2:=0-ft =0•11 -Oft T7 1 =0 f Overturning Calculations- T8.1= 0 2SL Version 6.2 Page 14 i I I Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 12.0 Overturning Force in the Left to Riqht Direction OVERTURNING S/S -Second Floor Tributary Area of: Line Width Length Wall Ht Roof Roof Adi Floor Floor Adi Uplift Force A 2 wpl 3S•ft LA,2= 18.5 It Hmot:=H2jki=14-ft tiT;;V--3-ft =0-ft nTi�n-0•ft I Overturning Calculations E3.2 wB.2:=0•ft LB2 0 Hrnot.- H2 =0-ft �T� =0-ft =O.ft =0•ft TA2=-2561b Overturnrnq Calculations- - _ C•2 wC.2=2.5-fi LC.2= 18.5 ft Hmot:=H2 = 3-ft �= 10•ft =0•ft %7 0.ft TR.2=0 Overturning Calculations D.2 wD.2 0-ft Lp•2=0 Hmot:=H2 '----Oft 0-ft T =0-ft T 0-ft T C 2=-302 Ib FIT._-Overturninq Calculations E.2 wE.2 0-ft LE.2=0 Hmot:=H2 .=0-ft 2A 0-ft -0•ft 0•ft TD_2=0 [R-Overturninq Calculations F.2 wF2 =0-ft LF.2=0 H :=H2 =0-ft tip=0-ft _-0-ft -0•ft TF-2=0 Overturning Calculations G.2 wG.2:=0-ft LG.2=0 Hmot:=H2 .=0-ft T =0-ft =0-ft hT =0-ft TF2=0 I-i,,,,-Overturninq Calculations- - H.2 wH.2;=0•ft LH.2=0 Hmot:=H2 -0-ft =0-ft T 0411 T 0•ft T G.2=0 T�-_Overturning Calculations OVERTURNING S/S -First Floor TH2=o Tributary Area of: Line Width Length Wall Ht Roof Roof Adi Floor Floor Adi Uplift Force A.1 wA.l:= 14•ft LA.1 =29 ft F - HI =0-ft T =0-ft T� ?ft T =3•ft 5jz-_Overturning Calculations B.1 w]3.1= 14-ft LB.1 = 14 ft Hmot:=H1 =0-ft Tom-0•ft =7-ft T =3•ft T A1= -1085 Ib ,I�Overturninq Calculations-- C.1 wCa =4-ft LC.1 =4 ft Hmot:=H1 Tr:=0•0 Tr2:=0-ft 4-ft -3•ft TB.1=-635 Ib R70verturning Calculations D.1 wD.t :=0•ft LD.1 =0 Hmot:=Hi Tr:=0-ft Tr2:=0-ft T 0•ft T 0-ft T _ = c 1 =3580 Ib �jl,-,_Overturninq calculations - E.1 wE-1:=0-ft LEA =0 Hmot:=H1 Tr-.=0-ft T2:_0-ft 0-ft =0-ft TD 1 =0 - a-,-,Overturninq Calculations F.1 wF.1:=0-ft LF 1 =0 Hmot:=H1 Tr=0-ft 7 r2:=0-ft a,_0-ft nT =0'ft TEA =0 [► Overturning Calculations - G.1 wG.1=0-ft LGA=0 Hmot:=H1 Tr:=041 Tr2 0-ft =0•ft T =0•ft TFA =0 I,�l,-,,,-Overturninq Calculations -- H.1 wH-1 0-ft LH 1 =0 Hmot:=H1 Tr:=Oft T r2:-0-ft �=Oft 0-ft TG.1=0 R-_-Overturning Calculations- TH.1 =0 2SL Version 6.2 Page 15 I Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 13.0 Shear Wall Load Summary 7/15/2009 2nd FI -F/R Line Total Shear Length Shear per foot Call-Out (1.2) vT1.2=52981b L1 >�lift Force Call-Out .2=22 ft v1.2=241 plf SW-1 " " -1 2 Ro1.2= W T - 1287 lb T-1 (2.2) v r2.2=0lb L2.2=0 v2.2=0 Of R02.2=lfwTv T2.2 0 ( 32=52981b L3.2= 12 ft v „ " 22= 3.2) VT . 3.2=441 plf SW-2 Ro3.2= W T3,2=2272 lb T-1 (4.2) v r4.2=0 lb L . 0 4 2= v4.2=0 Of R04.2=11Wil T4.2=0 (5.2) VT5.2=0lb L5.2=0 v5.2=0 Of Ro5.2="W" T 0 52= (6.2) vT6.2=0lb L 0 6 2= v6.2=0 Of R06.2=ItWil T6.2=0 (7.2) v r7.2=0lb L7.2=0 v7.2=0 Plf R07.2=lowil T7 2=0 8 2-0 v8.2=0 Of Ro8.2=lowil T 8.2=0 1st FI -F/R Line Total Shear Length Shear per foot Call-Out Uplift Force Call-Out (1.1) W1 1 =63671b L1.1=6 ft v1.1= 1061 plf SW-6 Ro1.1 ="W" T1.1= 12091 lb T-4 (2.1) VT2.1=24061b L2.1= 10 ft v2.1 =241 plf SW-1 R02.1="W" T2.1 = 1721 lb T-2 (3.1) VT3 1 =75691b L3.1= 15 ft v3.1=505plf SW-3 Ro3.1="W" T (4.1) .41=9351b L4.1=7 ft v 11 31 =63821b T-3 VT4.1= 134pif SW-1 Ro4.1= W T4.1=478 lb N/A; T< 10009 (5.1) VT5.1=0lb L5.1=0 v5.1=OPIf Ro5.1=11Wil T5.1 0 = (6.1) vr6.1=Olb L6.1=0 v6.1=OPIf R06.1='oWil T6.1=0 (7.1) v r7.1=0lb L7.1=0 v7.1 =O PIf R07.1=I W O T7 1. =0 (8.1) VT8.1=0lb L =0 8 1 v8.1 =O PIf R08.1 ="W'l T 8.1=0 2SL Version 6.2 Page 16 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 13.0 Sheaf Wall Load Summary (cont.) 7/15/2009 2nd FI -S/S Line Total Shear Length Shear per foot Call•ou ----- Uplift Force Call-Out (A•2) VTA.2= 1253lb LA.2= 18.5 ft vA.2=68 plf SW-1 RoA2-"S" TA.2=-256 lb N/A; T< 1000# (B.2) VTB.2=0lb LB.2=0 vB.2=OPIf RoB.2=I W O T 0 C2= 18.5ft v C2=" B2= (C•2) �Tc.z= 12531b L . C.2=68p1f SW-1 Ro S T # D 2= vD.2=0 Of RoD.2-"W'l TC 2=-302 lb NIA; T< 1000 (D.2) VTD.2=Olb L 0 E2= vE.2=OPIf RoE.2='1Wil T.2=0 (E.2) VTE.2=0lb L . 0 F 2= vF.2=OPIf RoF.2=11Wil TE.2=0 (F.2) VTF.2=0lb L . 0 F.2=O (G.2) VTG.2=0lb LG.2=0 vG.2=0Of RoG.2=11Wil TG.2=0 (H.2) vTH.2=0lb LH.2=0 vH.2=OPIf 11 IF 1st FI -S/S RoH.2= W TH.2=0 Line Total Shear, Lenath Shear per foot Call-Out ( ) q1= 18091b LA.1=29 'r Uplift Force Call-Out A.1 VT , ft v A.1=62pif SW-1 Roq,1= S" TA.1=-1085 lb N/A; T< 1000# (B.1) W13 1= 1189lb LB.1= 14 ft vB.1=85pif SW-1 Ro6,1= "S" TB.1 =-635 lb N/A; T< 1000# (C.1) VTC 1 = 1885 lb LC.1 =4 ft vc.1 =471 pif SW-5 RoC.1 ="S" TC.1 =3580 lb T-2 (D.1) VTD.1 =0 LD.1 =0 vD.1 =OPIf RoD.1 ="W" TD.1 =0 (E.1) VTE.1=0 LEA =0 vE.1=OPIf RoE.1="W" TEA=0 (F.1) VTF.1 =Olb LF.1 =0 vF.1 =OPIf RoF.1 ="W" =1 TF. 0 (G.1) VTG.1=0 LG.1=0 v G.1=OPIf RoG.1='ow, TG.1=0 (H.1) VTH.1 =0 LH.1 =0 vH.1 =Oplf RoH.1 ="W" T 0 H1 = 2SL Version 6.2 Page 17 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 14.0 Shear Wall & Hold Down Schedules Shear Wall Requirements -Hem Fir values SW- 1 SW-2 SW-3 SW-4 SW-5 SW-6 SW-7 Use 7/16"CDX w/ Use 7/16"CDX w/ Use 15/32"CDX w/ Use 15132"CDX w/ Use 15132"CDX w/ Use 16132"CDX Use 15/32"CDX 8d @ 6"Edge 8d @ 4"Edge 10d @ 4"Edge 10d @ 3"Edge 10d @ 2"Edge Both Sides wl Both Sides w/ 8d @ 12"Field 8d @ 12"Field 10d @ 12"Field 10d @ 12"Field 10d @ 12"Field 10d @ 4"Edge 10d @ 3"Edge Capacity: Capacity: Capacity: Capacity: Capacity: 10d @ 12"Field 10d @ 12"Field S-(242 plo S-(349 pif) S-(428 plf) S-(558 plf) S-716 I Ca aci W-(339 Pl9 W-(489 plo W{599 PIO W 781 I W( P fl P ty Capacity: ( P� -(1003 plf) S-(856 plf) S-(1116 plfl W-(1198 plo W{1562 plf) H_olddown Requirements T-1 T-2 T-3 T-4 MSTC40 w/ STHD14/STHDI4RJ w/ HDU8-SDS3 w/ HHDQ14-SDS3 w/ (28)-16d sinkers (38)-16d sinkers (20)-SIDS 1/4'k 3" Capacity (30)-SDS 1/4"x 3"screws Ca p ty=2420# 6"stem wall screws(2)-studs min (2)-studs min Capacity: 4295# SSTB28 w/25"min embed 1"dia w/8"min embed Capacity=7180# w/plate washer/hex nuts Capacity=123509 Shear Flow Connectors Capacity (Hem Fir) Shear Wall Capacity Simpson L50 t;�385•m Simpson LS50 , SW1-242 plf Zp 520Ib Simpson A35 Clip ISw2.=349•plf z3=450•lb Simpson H1 Truss Connector SW3=428•pif z4:=430•Ib Simpson DTC Clip SW4=558•plf z5:=21o•Ib 1/2" Diameter Anchor Bolts (2x) Zg:= SW5:=716•pif 758•Ib 5/8" Diameter Anchor Bolts (2x) SW6=856•plf ( ) Z7= 1106•Ib 5/8" Diameter Anchor Bolts (3x) SW7:= 1116•pif Zg:= 1386•Ib n Connector Spacing: Shear Walls 1 2 3 4 5 6 7 19 13 11 8 6 5 4 Simpson L50 26 18 15 11 9 7 6 Simpson LS50 22 15 13 10 8 6 5 A35 Clips Z 21 15 12 9 7 6 5 in H1 Clips = 10 7 6 5 4 3 2 DTC Clips 38 26 21 16 13 11 8 1/2"Anchor Bolts(2x) 55 38 31 24 19 16 12 5/8"Anchor Bolts(2x) 69 48 39 30 23 19 15) 5/8"Anchor Bolts(3x) 2SL Version 6.2 Page 18 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15l2009 15.0 Horizontal Diaphragms Roof Diaphragm For the Roof Sheathing shown, calculate the minimum depth of the diaphragm: CapUFL:= 190 pif Front/Rear Side/Side 1/2"OSB(24/16) Wall Line Minimum Depth Wall Line Minimum Depth Roof Sheathing w/ 10d Nails at 6"O.C.Edges 10d Nails at 12"O.C.Field (1.2) D V1.2 VA.2 "Any Case"HF#2 1 2: CapUFL D1.2=27.9 ft (A.2) Dq.2:= DA.2=6.6 ft CapUFL Cap=140plf V2.2 B.2 (2.2) D2.2:= CapUFL D2.2=0 (B.2) DB.2 CapUFL DB.2=0 V3.y (3.2) D3.2:= CapUFL D3•2=27.9 ft (C.2) DC.2:= Ca a pUFL DC.2=6.6 ft V4.2 (4.2) D4.2:= CapUFL D4.2=0 (D.2) DD.2:= Ca a pUFL DD.2=0 V5.2 (5.2) D5.2:= CapUFL D5.2=0 (E.2) DE.2:= CapUFL DE.2=5.1 ft (6.2) D6.2:= V6.2 D6.2=0 . _ _VF.2 CapUFL F2( ) DF.2' CapUFL DF.2=0 V7.2 (7.2) D7.2:= CapUFL D7.2=0 (G.2) DG.2:= CapUFL DG.2=0 V8.2 VH.2 (8.2) D8.2:= CapUFL D8.2=0 (H.2) DH.2:= DH.2=0 CapUFL 2SL Version 6.2 Page 19 .1 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC verb-i.xmcd 7/15/2009 2nd Floor Diaphragm For the Floor Sheathing shown, calculate the minimum depth of the diaphragm: Front/Rear Side/Side CaPLFL=190•pif 3/4"OSB(48/24) Wall Line Minimum Depth Wall Line Minimum Depth Flooringw/ (1.1) V1.1 (A.1) VA.1 10d Nails at 6"O.C.Edges D1.1' CapLFL D1.1 =5.6 ft DA.1 DA.1=2.9 ft 10d Nails at 12"O.C.Field CapLFL "Any Case"HF#2 Cap=176plf (2.1) �8 t(B.1 V2.1 D2'1 D2.1 = 12.7 ft ) DB.1 D6.1=6.3 ft CapLFL CapLFL 3.1 y �.1 CapLFL D3.1 = 12 ft (C.1) DC.1 DC.1 =3.3 ft CapLFL (4.1) V4.1 (D.1) VDA D4 1 CapLFL D4.1 =4.9 ft DD.1 CapLFL DD.1 = P (5.1) V5.1 (E.1) VE.t D5.1 D5.1 = DE.1 DE.1 =0 CapLFL CapLFL 6.1 vVFA D6.1 CapLFL D6.1= (F.1) DF.1 CapLFL DF.1 = 7.1 v D7.1= CapLFL D7.1 = (G.1) DG.1 Cap FL DGA=0 8.1 y 8.1 (H.1) VH.1 D8.1 �PLFL D8.1 =0 DH.1 DHA =0 CapLFL 2SL Version 6.2 Page 20 Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 16.0 Seismic Check Seismic Shear per linear ft: v1.2e=57pif v2.2e=0Of v3.2e= 104plf v4.2e=0Of v5.2e=0Of v6.2e=0Of v7.2e=0Of v8.2e=0Of v1.1e=272pif v2.1e=86pif v3,1e=137pif v4.1e=48plf v5.1e=0Of v6.1e=0Of v7.1e=0Of v8.1e=0plf vA.2e=68 pif vB.2e=0 Of vC.2e=68plf vD.2e=0Of vE.2e=0Of vF.2e=0Of %'G.2e= 0 Pit vH.2e=0 plf vA.te=62pif vB.1e=85plf vC.1e=471pif vD.1e=0Of vE.1e=0plf vF.1e=0plf vG.1e = OPIf vH.1e=0plf 2SL Version 6.2 Page 21 i Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 17.0 Height to Width Aspect Ratio H2AR:=H2 Height of Second Story Walls H2AR =4 ft H2AR =2.3 ft 20061BC Table 2 3.5 2305.3.4(4391 HIIAR HiAR = H1 Height of First Story Walls - =5.5 ft H1AR =3.1 ft h/w less than 2 is OK;Greater than 3.5 is unacceptable 2 3.5 Grid Line w h/w 2w/h Vreqd SW 1.2 H2AR =2.3 MV= 2 w1.2 MV=0.875 v1.2e =65 Ib SW-1 wl2:=wl 2 w1.2 H2AR My It 2.2 H2AR 2•w2.2 v2.2e _I MV:= Mv=0.000 =0 w2.2 w2.2 w2.2 H2AR My H2AR 2•w3.2 3.2 =0.7 MV:= MV=3.000 v 3.2e =35 lb w3.2=w3.2 w3.2 4'` H2AR MV ft 4.2 H2AR =g MV:= 2 w4.2 MV=0.000 v4.2e =0 w4.2=w42 w4.2 H2AR My H2AR 2•w5.2 v 5.2 w5.2=w5.2 w5.2 =. MV:= H2AR MV=0.000 eve =0 6.2 w . H2AR 2•w6.2 v6.2e w6.2 =• MV H2AR MV=0.000 M V =0 H2AR 2•w7.2 v 7.2 w7.2:.w7.2 w7.2 =. MV:= H2AR MV=0.000 MVe =0 8.2 w82=w 2 H2AR =I MV= 2'w8.2 MV=0.000 - =0 w8.2 H2AR M V 1.1 wr 1AR = 1.8 MV:=- 2 w1.1 MV= 1.091 v1.1e =250 lb w1.1 H1AR MV ft 2.1 H1AR 2• 2. v2,1e w21~ 1 w2.1 =2.8 MV:= HIAR w2.1 Mv=0.727 MV ft =118 lb SW-1 3.1 H1AR 2•w 3.1 w3.1 w3.1 =0.7 MV:= MV=2.727 v3.1e =50 lb w3.1 H1AR My ft H1AR 2•w4.7 v 4.1 :w4,1=w4.1 w4.1 = 1.6 MV:= H1AR MV= 1.273 Abe =37 Ib H1AR 2•w5.1 v 5.1 w5.1 w5:1 w5.1 =I MV:= H1AR MV=0.000 nVe =0 H1AR 2-w6.1 v 6.1 wti:1=w6.1 w6.1 =I MV H1AR Mv=0.000 Mye =0 H1AR 2•w7•1 7.1 w7.1:=w7.1 v w7.1 =I MV:= H1AR Mv=0.000 MV =0 H1AR 2•w8.1 8.1 w v8 to 8.1:=w8.1 w8.1 -I MV H1AR MV=0.000 MV =0 2SL Version 6.2 Page 22 I I Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 17.0 Height to Width Aspect Ratio (cont.) H2AR 2-w A.2 wA.2=wA 2 wA.2 =2.3 MV:= H2AR MV=0.875 vM.ye =77 ft SW-1 6.2 H2AR 2•wB.2 VB 2e �!rB.2=wB.2 wB.2 =I MV H2AR MV=0.000 MV =0 H2AR 2•wC.2 vC.2e lb C.2 wC.2=wC.2 wC.2 =3.2 MV:= H2AR MV=0.625 MV =108 ft SW-3 D.2 H2AR 2•wD.2 vD.2e wD.2=wD.2 wD.2 =I MV:= Hgnp MV=0.000 MV =0 H2AR •wE.2 v E.2e E.2 wE.2=wE.2 wE.2 =a MV:= H2AR MV=0.000 MV =0 F.2 H2AR 2•wF.2 vF.2e !NF2•=wF2 - =I nM n- H2AR MV=0.000 MV =0 H2AR 2•wG.2 vG.2e G.2 wG.2=WG.2 wG.2 = MV ^ H2AR MV=0.000 MV =0 H.2e wH.2 H2AR =I MV wH 2 MV=0.000 v H.2 M42= =0 wH.2 H2AR MV H1AR 2•wA.1 Mle lb A.1 wA_1 wA.1 wA.1 =0.8 MV:= H1AR MV=2.545 MV =25 ft 6.1 H1AR 2•ws.1 vB.1e lb wB.1:=wB.1 w6.1 =0.8 MV:= H1AR MV=2.545 My =33 ft H1AR 2•wC.1 vc.1e lb CA wC.1 wC.1 wC.1 =2.8 MV:= H1AR MV=0.727 MV =648 8 SW-5 D.1 H1 AR 2-wD.1 vD.1 e wD.t =wD.1 wD.1 =I MV:= H�na MV=0.000 =0 MV E.1 wE.1=wEl H� =' MV:= ?wE 1 MV=0.000 vE.1e =0 wE.1 H1 AR MV H1AR _ 2-wF.1 vF.1e F.1 wF.1 ==wF.1 wF.1 - n�m H1AR MV=0.000 MV =0 H1AR 2-wG.1 vG.1e G.1 wG.1 wG.1 wG.1 =a MV H1AR MV=0.000 MV =0 H1AR 2•wH.1 vH.1e H.1 wH.I wH.1 wH.1 =I MV H1AR MV=0.000 MV =0 2SL Version 6.2 Page 23 I Pitzer&Associates, PLLC 09-123M 2SL ELF IBC ver6-1.xmcd 7/15/2009 18.0 Alternative Basic Load Combinations 2006IBC Section 1605.3.2[2831 D+L+(Lr) EQ 16-16 Dead Load D D+L+( S ) EQ 16-16 Live Load L D+L+( R) EQ 16-16 Live Roof Load Lr D+L+((oW) EQ 16-17 Snow Load S D+L+(WW)+(S/2) EQ 16-18 Rain Load R D+L+S+(cjW/2) EQ 16-19 Wind Load W D+L+S+E/1.4 EQ 16-20 Live Load Coefficient f1 0.9D+E/1.4 EQ 16-21 Earthquake Load E E=pQe+0.2SpSD EQ 12.14-3 E=pQe-0.2SpSD EQ 12.14-4 Max Earthquake Load Em Em=S2oQe+0.2SpsD EQ 12.14-7 Em=92aQe-0.2SpSD EQ 12.14-8 Special Seismic Loads 2006 IBC Section 1605.4[283] 1.2D+f1`L+Em EQ 16-22 0.9D+Em EQ 16-23 2SL Version 6.2 Page 24 MI I The Gonzales Addition \ AN� r 1020 East Maple Street 11: Arlington, WA 98223 i i Legal Description T 1,13 -�•� � r--s ►-��Z ---r aQ�GQ-- • a-na- 1b�. 5(,,� v ,. ' New Impervious Area A Ira 6+e * 52� ` KIT I ' r�..uc. �- ?C Lot Area Site Coverage 00, , '' �1 Rom, u �► x i� �'` �i r�-+•�. �i' � j -7 c, RECEIVED 4s I �,o [JUL 1 ZIP Z0019 t = I &,�, o Site Tan � COA PERMIT CENTER C y � 7 4, R Ell ED R CEIVED �-76 , , MAY 2 °a COA PERMIT CENTER lUn,34a:fi- of o l Y I � 1 AS m / m ' O 01 I �I I I —_ —. LLl� " l 3.. -_ .. Ai 01 } i I � "I. I I I I ; ff t , -- - -- - - _ — O ,I )_I-.! i_ �1 IL LLIJ IT � n } _ ---- — I I 9 --, . — p V t)co a � oil 9-7--FE �1 4'• n ✓ L — sn a o N 1@06 m s The Gonzales Addition 70 Ll-- 1020 East Maple Street m= N>scn c �� S Arlington,WA 98223 o ffi o # s x 9 � I 1 1� z Bozo su.t �. i-C, z LA TF — o { P �s 7� 1 Cr O 4 HL y.._= V Pi n i � �:+if sc-�� � k i 7p f� p� •Qr r�� � �r If____�'� _ '. 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P I T Z E R & ASSOCIATES, P L L C a �d a A �9s S T R U C T U R A L E N G I N E E R S (� Z ��, STANDARD LATERAL G❑NZALES RESIDENCE 0 ��e N# d N� FORCE RESISTING �y 2722 COLBY AVENUE " SUITE 722 EVESYSTEM DETAILS o �f 9tiy~ OFF C ET (425)308-8070 I---� �Z iO s � Z ti FAX; (425)258-3292