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Home My WebLink AboutPermit File 2109 37th Street (2) G U : City of Anacortes Invoice/Permit#: BLD-2015-0543 904 6th Street . y t s Applied date: 10/20/2015 ; P.O.Box 547 Issue date: <►'�'' 0; Anacortes, WA 98221-0547 (360) 293-1901 Expire date: 04/17/2017 Job Address: 2109 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: East unit of duplex constructed per approved plans. Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Plan Review Deposit /U0 29O.94 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,383.17 Sewer GFC-Residential 8,828.48 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 11,981.15 Deposits/Receipts: 0.00 Total Due: 11,981.15 rrl ram, r r� r al 171, ai r A tz, ' 17 In et elf"ry r o,' L.L. nI r- ° r`) fi ifi THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DA'S,"Vi I . CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMp90g.Err, HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVL$IOni OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR Non ti GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER $TAIg.c Ek LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. r r- F. 7., i '1�t I ~�I SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY �_-' �- z' -' ri-r1'T .© :. City of Anacortes Invoice/Permit#: BLD-2015-0602 \ § 904 6th Street Applied date: 11/13/2016 P.O.Box 547 Issue date: 11M3/2015 01 Anacortes, WA 98221-0547 Expire date: 05/11/2017 Job Address: 2109 37TH ST Permit Type: Foundation Permit ANACORTES WA 98221 Project: APN: Remarks: Foundation only permit for duplex unit. Main permit is BLD-2015-0541 Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Building Valuation 5000 Building Permit Fee 111.25 Plan Review Fee 72.31 State Building Code Fee 4.50 Total Calculated: 188.06 Deposits/Receipts: 0.00 Total Due: 188.06 n -4 -u —. '-' • r n T. • •. .r - I- I c• � } Z — ▪ fi • • nTIis ,1 t - 3 3 1- THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR-IFt CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMEI1C D:: (; HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROV1IgNSi' OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NoA., THEn GRANTING O A PERMIT DOE NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STA E 11, LOCAL U TI STRUCTION OR THE PERFORMANCE OF CONSTRUCTION. t � SIGNA URE OF OWNER OR AUTHORIZED AGENT ISSUED BY . Permits and Inspe -- 99LD--2015-0544 - 2016 •'��. Y- O- of Anacortes hi161�t6r�,--itflil; t.:�.t-1.., F:. rid. ,;:.��•,^I'ilr'', C�'I. ;C4F'r�1 904 th Street 111: QicR/RP.Rit# it rBP,4.. , �9441.-I_0 { t P.O.Box Street BLD-2c� pp4t9Fild;aa�c,...1'. 1012012015.�--i den ce Perait 's ; Payment I;tfcu..e;date: 01/22/2016 4,923 ,04 3;" 10' Anacortes WA 98221-0547 Tra.nsa.cEiplireidate:l 07/20/2017 2' , �8.24 ,121094 .. sa. {360) 293-1901 alEct:: 01646 o01:C, . Job Address: 2111 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: West unit of duplex constructed per approved plans. Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 Use Zone R4A • Building Permit Fee 1,144.95 1st Floor Square Footage 1216 Plan Review Fee 544.22 2nd Floor Square Footage 1180 Mechanical Permit Fees 77.20 Building Valuation 126400 Plumbing Permit Fee 104.00 #of Heat Pumps 1 State Building Code Fee 4.50 #of Bathtubs 1 Sewer Inspection Fee 50.00 #of Clothes Dryers 1 Storm Drain GFC-Residential 1,383.17 #of Clothes Washers 1 Park Impact Fee 615.00 #of Dishwashers 1 Traffic Impact Fee 900.00 #of Water Piping 1 Total Calculated: 5,023.04 #of Hose Bibbs 1 Deposits/Receipts: 100.00 #of Kitchen Sinks 1 #of Lavatories 2 Total Due: 4,923.04 #of Range Hoods 1 #of Showers 1 #of Ventilation Fans 3 #of Water heaters 1 #of Water Closets 2 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF f9.,PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR ELOCAL L�W REG lIULATING CO T UCTION OR THE PERFORMANCE OF CONSTRUCTION. • �'� Ir�C>` ISSUED BY SIGN IJRE OF 0 R OR AUTHORIZED AGENT _ _ City of Anacortes Invoice/Permit#: BLD-2015-0544 GL 904 6th Street __ 904 6t x Applied date: 10/20/2015 47 ' P Issue date: ` Anacortes, WA 98221-0547 Expire date: 04/17/2017 .� � _� (360) 293-1901 Job Address: 2111 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: West unit of duplex constructed per approved plans. Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Plan Review Deposit /(-)r) 209.,Q0' State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,383.17 Sewer GFC-Residential 8,828.48 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 11,981.15 Deposits/Receipts: 0.00 Total Due: 11,981.15 rl C., 01 4. S. r, ,i• ,+ I I rt 01 CD '• I:. I I• -r1 CI 1=, r-- •.,, 0 , 1 r-- co a. M• .4, z r r .. ,-I- r1 It2',,;rr c: w• T.• n ,-4• o, r, ,, r- rt' ti m rl ,-•, r. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DA/S' '_O IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMM8N ¢; ;!I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVI8.IOr'4 OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR:!NNQSr,I7HE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHERT8TAlr :dFi LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. "'' "' cm •- r C, fs ,:r•: tr SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY X .(] : City of Anacortes Invoice/Permit#: BLD-2015-0603 904 6th Street Applied date: 11/13/2015 P.O.Box 547 Issue date: 11/13/2015 )40 ° Anacortes, WA 98221-0547'- Expire date: 05/11/2017 • Job Address: 2111 37TH ST Permit Type: Foundation Permit ANACORTES WA 98221 Project: APN: • Remarks: Foundation only permit for duplex unit. Main permit is BLD-2015-0541 Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Building Valuation 5000 Building Permit Fee 111.25 Plan Review Fee 72.31 State Building Code Fee 4.50 Total Calculated: 188.06 Deposits/Receipts: 0.00 Total Due: 188.06 agape — tt11 v -l .-r I D a 5 'I..'a F• t> Z — -, - 5 - ? 1 71 r n t � THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMEI9C4DL 113 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PRQVI IONS n OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NlOt T'FIEi GRANTING F A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER S,tA1�Ea:5i LOCAL EGU TING CONST UCTION OR THE PERFORMANCE OF CONSTRUCTION. 7)6)44 ) -� r1 J7 .') � I 7 7 77 ty r. S'GNAT RE OF OWNER OR AU HORIZED AGENT ISSUED BY rr1 • • • 1 = a . • I s — ---_ - , (d18.2. 4.-ISIza • ' • — _ . -•._ -.._ ....w'"M'2t-s•-rt: -.._ y.rroni..+.'.-ICro��x4.e-r.v_..w�«...r+++-:... +..... .,,.nr�r-.w�.nsPr-'---w-•..1-r—..mw�r.�»yc...n«� • • • • • • Iit • • n t [ 9 1 L. 025 .1-- ,Z-N9 p Pr i Welt a : g ipp 6403.../32 ;._\_ iteclr, . i 779. 0 6. �I I I! .II - ..-Wk . V4 ` � � 1 `j W. 1 pry.Y CI CP 0 TH .9 I' Y r ., • d 107 pi _ t( t I . if / ,_ 1 i . 1 • a. -� .. _ 11 o f +ter ,S S - �� r fir' � � - _._ - -._ , 1 '�"D _ i - 1 Miscellaneous Fees City of Anacortes Building Department 904 6th Street— Anacortes, Washington Phone (360) 293-1901 Fax (360) 293-1938 • ,,. k -,, 1FA lta F.' ' ..,, A x�, 'Ain' A� Fi-;ail r�' I A TJS Impact Fees Road Impact Fee: $900.00 per dwelling unit. For three or more units refer to the transportation plan. Park Impact Fee: $615 per dwelling unit. Fire Impact Fee: $1.00 per square foot of floor area third floor and above. Storm Impact Fee: $1,383.17 per 2,000 square feet of impervious area. Sewer Hook-up Fees 1 l, Effective January 1, 2015 Sewer Hook-up: $8,828.48 Single Family Residence /� $17,656.97 Duplex y�/ J Inspection Fee: $50 per unit. 09 / Water Hook-up Fees Inside City Limits �,�,,1� 5/8x3/4 Inch $3,851.06 .� N" 1 Inch $4,879.50 cic 1-1/2 Inch $8,846.35 includes deposit towards Labor& Materials n _2 .t ch $13,606.58 includes deposit towards Labor & Materials Iv 3 Inch $26,3OV.Sincludes deposit towards Labor & Materials N 4 Inch $40,581.17 includes deposit towards Labor & Materials i Water Hook-up Fees Outside City Limits 5/8x3/4 $5,776.59 1 Inch $7,319.25 1-1/2 Inch $13,269.53 includes deposit towards Labor & Materials 2 Inch $20,409.86 includes deposit towards Labor& Materials 3 Inch $39,450.75 includes deposit towards Labor& Materials 4 Inch $60,871.75 includes deposit towards Labor& Materials Irrigation Meters* installed after the primary meter will be charged the installation fee for the meter: 5/8x3/4 Inch $850.00 1 Inch $850.00 2 Inch $850.00 deposit towards labor and materials * Backflow device and plumbing permit is required. 1 Residential Mechanical Fixtures i 1 Fuel Type ❑ Natural Gas Vilectric ❑ Wood 0 Propane Gas 0 Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace <=100 BTU Clothes Dryer -Ci--Boilers/AC eat Pum„�, Gas Water Heater Gas Outlets `49` Gas Fireplace Ventilation Fans Fireplace Insert ---g- Stove, Appliance Other Units P Range Hood Residential Plumbing Fixtures D:� i:-.4-�C -. Type of Fixture Number of Type of Fixture Number of Fixture_s Fixtures Toilet �. 5 .�.it Clothes Washer Ae. wi wIA Bathtub 1,t- 2.- _, Electric Water Heater ' . Shower - Utility Sink 1 . Dishwasher �j . Hose Bibb 1 • Hand Sink ifWater Piping _ I Kitchen Sink wfDisposal j,h Additional Fixtures . I THEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY TlllS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS ANL) SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSLNESS LICENSE. STOP WORK ORDERS WILL B F . 'D O 'JOBS ' S W ERE CONTRACTORS/SUBCONTRACTORS ARE WO MIN . WITHOUT PROPER LICENSE. 0 00- APPLICANT'S SIGNATURE DATE k.) a i f I 0 i i Cifit k, m i l�X if f f et /* 5,----------- k o a �, , r 5 Lam• r �* � -co it tier P /" k ( /0 1 Ile c 11,-4, y iC. 1 ) - Last Updated Nov.9,2012 61 h Try tj '$ /H h . 2'* --te e . 1, 5 I/ b kr b, ik no 4' "7 K SK -2 --L ll 4 ' �r`'' ef4.r� t 4. , n y '' Mr.ir , A leg illn 4U a Residential Building Permit Application 1 City of Anacortes Building Department P.O. Box 547 Anacortes, WA 98221 Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: 2 Q 2 1 1 5 7 51-, CONTRACTOR Or/Applicant PROJECT DESCRIPTION i Name_hae/__�ta'c•-�/2 L 7c4) .,. i-i £ £1 G c'/�-C i c Fi ' 7 75- Address 0. -GN)K 6%f 7 D Uri, �-- , -7 5 4J/\( f--oM City/StatelZZip' f ice"'-1 = /�� `� f t L il i rs # Phone ,R l3 F4 I' State License `iLi- IJ LAS�1Ai<r xp .a / O PARCEL NUMBER City of Anacortes Business License:"]'es F No f-17 / &i 7 PROPERTY OWNER ll Applicant LEGAL ESCRIPTION Name AL I€i i `' �-2 1711 .:�-� /4 4 2Ji i (S' / f 06 --i ,4 Co/Iva ..1 g F hoc)&7t7 C:f(:z--69l S �� t f :L Address..._ ,l 1.4.in _� City/State/Zip _ PROJECT VALUATION (� 1. Phone_ FAX CI-# 1 %��' � Number of Dwelling Units E-Mail Ad yens ( ( _j / Number of Stories r CL1l�'1 ,/I�P�I(!!G'l "all,i,( Luilding Area: j9�} O Architect esigner 0 Engineer❑ Applicant C'Floor_ /2 (9 _s.f. 2"d Floor I ip O s.f. _ f� I Name UU . 'i/�C1;" 1`'s� b -_-- 3'd Floor s.f. Basement s.f. 1 Address J C� n2 4-I! _G_. Garage s.f. Carport �yt-� s.l. City/State/Zi 1 ' �/G S� ��/ l ��'�1 Deck f s.f. Lot Area f/ (1i ( I Phone 93 '3.:72 7 FAX I E-mail Address CONTACT 0 Applicant LENDER i ( LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name____/OLD _ / ---�r�,5 IN VALIDATION PER RCW. ! Address _ Name_. tic fill/ " 1,5/ 3 — /61' § ' � 1 City/State/Zip Address GI G� Phone FAX City/State/Zip Ci:�l�-/�- =-i / ! - `a E-mall Address Phone No..,.-$C:0 — 7U/0 / J CONTINUED ON THE BACK Residential Mechanical Fixtures I Fuel Type El Natural Gas Vilectric ❑ Wood 0 Propane Gas 0 Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures yFurnace <4100 BTU Clothes Dryer R Boilers/AC eat Pum�� '� f Pas Water Heater -G- Gas Outlets Gas Fireplace Ventilation Fans Fireplace Insert Stove, Appliance Other Units _Range Hood 5 _, Residential Plumbing Fixtures 1 Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet it: �. Clothes Washer _ _ Bathtub _ - Electric Water Heater , Shower J Utility Sink Dishwasher 7.. Hose Bibb _7 _ Hand Sink - Water Piping _ �� - Kitchen Sink wfDisposal Additional Fixtures �_____y i I HEREBY ACKNOWLEDGE IF IHAVE.REM)THIS PERMIT APPLICANT AND STATE THE INFORMIATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY 1 ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH TIIIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY RUSINESS LICENSE. STop WORK ORDERS . WILL B ;D 0 'JOB S ',S%Z ERE CONTRACTORS/SUBCONTRACTORS A E WO KING IVITIIOUT PROPER LICENSE. �g � _ . _-, AD . _LS4 _ , A I L CANT S SIGNATURE DATE Last Updated Nov.9,2012 7 2 / O42J11 _ _ _ _ _ STURDY ENGINEERING CORPORATION Civil • Structural Date: September 22, 2015 Job No. 1784-02-GS LATERAL ANALYSIS For Allen Construction Duplex 5 & 6 37th & 'D' Avenue Anacortes,Washington Building Code 2012 IRC Seismic Design Category: D Ss 1.105g Si 0.437g Wind: 110-MPH Exp 'B' Roof Snow/ Roof Dead: N/A Floor Live / Floor Dead: N/A Required Soil Bearing: N/A Note: Sturdy Engineering Corporation does not assume any liability for elements that are not specifically addressed in this analysis. This report is valid only for the specific project shown above and herein. Any sheets, which are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendum). Contents: Page L S To w ROB Seismic Data 1 -2 - Wind Design Results 3 - 14 ��` y Y � Seismic Design Results 15 - 26 j a. d z 226'03 9/4 s`rI0NA1� ��C, Copyright SEC 2015 9 'Z�,l 15 7168 San Juan Hill Ln. • Anacortes, Washington 98221 • Phone: (360) 299-2511 • Fax: (360) 299-2698 E-mail: sturdy@sturdyengineering.com . •. r • 1 •r • . I II • • , • 4. 1 . . / 1 y 1' l . ' 1 • t . •/• „ : e , ! ' • j • / •. - a • , . 1 •'h-♦-• ,f • , I 1 /' I • I .0 • ... - it 1 ,1 , r J, r I • •v .b • I • ) ' a . • it • 15 f • _ It • � 'W •r I ' l i• ' •! , 1; ,: 1 1 k • - { • , / 1 • 1 f •• 1•. • . • 1 •.; II • 1 1 !t I.- • t• I• , . '•. • • 1 e a • I r It .• . > , , i -a a f °I. 1 • •�.. .11 S • % 1 (,_• rl 1 .1 • ,, `` ! >1 , I• l •l, . 1 - . . s. _ . • . • 1� • • • + • ••• 41 .I , [ ! ' • � . >1 . , . .rI • r.. E at-'. . .,} • . ; o ` • • 1 _• - f. 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Ij Allen Duplex 5 & 6 1/26 Design Maps Summary Report 9/11/15 9:07 A ' LISGS Design Maps Summary Report User-Specified Input Report Title Allen Duplex Fri September 11, 2015 23:07:13 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.49259°N, 122.63174°W Site Soil Classification Site Class D - `Stiff Soil" Risk Category I/II/III I snit 01,1W Or) 5000ui ;! i is l sr>uL Lill;acor>le5 �.: II a N 0 R''T afi yam.. ?• i M.y AMERICA yy�qq m Uefi/1,U','. inter n l-�•r.'' S l, , PG .. 0201S Ma4Quest Some data @2015'Op'I' @ MapQuest, USGS-Provided Output S5 = 1.105 g SM5 = 1,169 g SQ5 = 0,779 g S1 = 0.437 g SMi = 0.683 g SDi = 0.456 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP"building code reference document. Allen Duplex 5 & 6 2/26 Design Maps Summary Report 9/11/15 9:07 Ati MCER Response Spectrum Design Response Spectrum 0.98 1.20 0.80 1.08 0.72 0.96 • 0.64• 0.84 0.56 0.72 O► 0.40 t11 0.60 i i 0.40 i 0.48 0.32 0.36 0.24 0,24 0.16 0.122 0.08 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0,90 1.00 1.20 1.40 1.60 1,80 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11,2015 16:03:40 Level 1 of 2 D ; i I _ • I i 501 65.3 45' i WW1 ii Ili I I i�i iiiiiiiiiiiiiitti I C8, C2U/29.1 ! ' � •— - � , ''S 389t ' ' `S2 1 `S�' i `S,c' 35' I 'I : 1 ' , oil ! I- _cviR' . cy i ! 6 20' co cr3. r I I, II' th " p 0) N 4 r c7 'CV N. U., I U i • - c4S I o�5 - v 15' O ca IX I .. l I I I ..... -.._ _........., o..... __ —�.. _ _•__-I _.._..- -_._....---I_.___ _ �o _ -L. _.__ . 10i —a. I I ' � ;' '� 3898 i.0 ;�.`'. I -5' D ! I I = I Q 98.1 i -10' c i I i I ! -o I I ! I x Factored shearline force Ibs } Up., PP _._. _.__._ ....--.._._._... _._ .... _- —_—._ _ _.. __ __ _1�' CO -- ( ) Unfactored applied shear load (plf) I. N 90 k Factored holddown force(Ibs) -1 Unfactored dead load (plf,lbs) 0, 0) •C Compression force exists C 0 Unfactored uplift wind load (plf,lbs) ■ Vertical element required —II Applied point load or discontinuous shearline force (lbs) Loads Shown:W; Forces: 0.6W+0.6D. -5' 0' 5' 10' 15' 20' 25' Orange'= Selaed wall0) 45' �w000 DeS1GN 11,�01 5 16.03:40 oaks arks®Shearwatts 10=4 \--1--3 Sep.VNO0 waodW t tesal Ana1ys15'Nsw .. 15t. View Level i' _ . .... elevation 4 ft,�. 0� �;...Design.- -- mine A, Seismic ._. . � .-� Diap152 hragm �„� Shea piap rn--- ..:.. ._....... ..� lexible r r r r __ .. 303 ... _ 15 �,.. 343 r �� _ 1 2 �93 Factared , �r 370123 e g07 � �...-- _- -�- --• out-of-plane 2�26 �,� --•- 112 . force 123123 Anchorage-.(p113.0 •�3 WO:9.a 5' Ili 23370 ' _ _.. �496 p.1 3�� A�6.I 246.4 2q.6.`� 321 kIIIII, 5 219q 2 �� 2 321• � t 8 t.,7602' tal (Its) Ca F Hb 5hearline force( f Co(plc)_ -t-10 �oc� � Factored Forces rixan diaph111111.111111 ragm m lengthlf) S 219� 30 __ _ Vertical dawn force(tbs} s Us!did he191~t sheathing I Co(A - 1 t,totd tb ) fu5 -5' ,t..BZ• _� Compression{arc t (Ptf} � � � strut farce tbs) X c force 5 0.7 �' ° 1: Anchoragetbs, Factors..0, 1.0(comp) group S_Shear a�certumtn3( D=0.6(tens) sliea�atts,Design �4i12., d bs} 1, (comp) All Frame: surface (8d Waits @ �}-Dead S D EV Exterior ea5 01 {�v (tens); 7f16 Structural 17.5 Pt{ �� Combined:S - favor.c- al heat capacity: ty wt 5d nails @ 7f7 erforatian 5 di�tided by P �� Wlnd uplift �agt SRC ;° YPSum`f`IB°asd 1-Po): wads a.fern-Fir @ 16 blocked 1 (cap•includes tynfactQred 35' Frain went,+r' g tf 5 pit Dead 30, hear force:di 51. Pat 2 weak}.217. Critical5e9 strong 25` Design �need capacity( �.0' 15' 10' 5' 0' Jest WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' • Elevation View Shearline B, at Y = 38 ft, Level 1. Flexible Diaphragm Seismic Design. . 2426 607 1213 607 I► IP OW 111.4 1 PP 311 �34N �3 Factored out-of-plane B-1 force Fp (plf) Anchorage: 13.0 Wall: 9.8 • 5' 26 .0 262.0 � ...2 .0 t 17 .2 � . , _ _ fiv2 __ t 17 .2 t • T I V N 4 , S 1988 S 1988 _...—. t 42.v. ...._. —- t._.42 . .-t-42.. .. . ._. ... ._ _. .._ Perforated; Co=0:68- ----- _ _ _.— _ _ t 42 0' All shearwalls, Design group 2: Factored Forces Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 6/12" I Hoiddown force (lbs) --► Vs-Shearline force (Ibs) D Shear capacity: 164.6 if —_ pp + Compression force (Ibs) Vs/diaphragm length/Co (pit) Interior surface: ( 1/2"Gypsum WBoard 1-ply w/5d nails @ 7R" +•}} •Anchorage force (t) (plf) — V/full height sheathing /Co (plf) Frame: Hem-Fir @ 16", blocked S-Shear overturning (lbs) •--► Drag strut force (lbs) 0 Critical Segment, in Wall B-1 (cap. includes Co): D-Dead (Ibs) Factors: S = 0.7 -5' - Design shear force: 121.3 plf D= 0.6 (tens); 1.0 (comp) cD Combined capacity(strong or 2 weak): 164.6 plf Combined: S - D+ Ev(tens);S+ D+ Ev (comp)• x ui d S divided by perforation factor Co. U Unfactored Loads K3 i I Dead f f f Wind uplift West 0' 5' 10' 15' 20' 25' 30' 35' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 ' 20' Elevation View 1 Shearline 1, at X = 0 ft, Level 1. ' Flexible Diaphragm Seismic Design. - 15' 2426 728 607 1092 _ 68.3 V i ! 10' 164 109 27 246 Factored out-of-plane 1-1 force Fp (plf) Anchorage: 13.6 Wall: 9.8 5' J J J6 I -21..— 6 .I.. 1T_1 I ILL T861_ J J J42.1 4 , , : r S1170 S 1170 _.., ...... t....111--- ...__ --- - -t-1-11----Perforated,Co=t0:01 _.... ....... .... t; 111. . All shearwalls, Design group 2: Factored Forces Exterior surface: • Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 6/12" , Holddown force (Ibs) -► Vs-Shearline force (Ibs) > Shear capacity: 225.9 plf Interior surface: i, Compression force.(Ibs) Vs/diaphragm length/Co (plf) 1/2"Gypsum WBoard 1-ply w/5d nails @ 717" ` } Anchorage force (t) (plf) V/full height sheathing /Co (plf) Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) 0-0- Drag strut force (Ibs) a Critical Segment, in Wall 1-1 (cap. includes Co): ! D-Dead (Ibs) Factors: S= 0.7 -5' c Design shear force: 80.9 plf D=0.6(tens); 1.0 (comp) FIT Combined capacity(strong or 2 weak): 225.9 plf Combined: S-D+ Ev (tens); S + D+ Ev(comp) X S divided by perforation factor Co. Unfactored Loads N Q° i i i Dead }}} Wind uplift00) CD i i South 0' 5' 10' 15' 20' 25' 30' 35' 40' North WitodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks0 Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' , I Elevation View Shearline 2, at X = 15.75 To 16.25 ft, Level 1. . 1 Flexible Diaphragm Wind Design. I 1 — • — — is 3204 ' 1602 t 10-1,'--7---.7:--------- ----- --- - _ 10' 9-2 . 1 5' 1 , . 42. II I; 1!;1, -- ---------- . ; __— S illo S 1110 1 . . , All shearwalls, Design group 2: Factored Forces Exterior surface: Vertical I Horizontal 5/8"Gypsum WBoard 1-ply w/6d nails g 4/4" . . Holddown force(Ibs) -aik" Vs-Shearline force(Ibs) 1 > Shear capacity: 175.0 plf . = Interior surface: _ Compression force(Ibs) -- Vs/diaphragm length (plf) 0 : 5/8"Gypsum WBoard 1-ply w/8d.nails @ 4/4" S -Shear overturning (lbs) — V/full height sheathing (plf) . = i Shear capacity: 175.0.plf U-Wind uplift(lbs) ' 1,--1.- Drag strut force (lbs) 0 Frame: Hem-Fir @ 16", blocked ' 1 p-Dead (Ibs) 1 ' Factor : S,U=0.6 -5' 7:5 Critical Segment, in Walt 2-1: D= 0.6;(tens); 1.0 (comp) aTi , Design shear force:42.2 plf , x Combined capacity(added): 350.0 plf Combined:S-D+ U (tens);S+D- U (comp) , CT1 Unfactored Loads t t t --..1 -.._ i I i Dead Wind Uplift ry — 0) 0) 1 1 South 0' 5 10' 15' 20' 25' 30' 35' 40' NOrilh - -- -- --- ____ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11,2015 16:03:40 • 20' • Elevation View Shearline 3, at X = 32 ft, Level 1., , Flexible Diaphragm Seismic Design. • i 2426 728 607 ,1092 ~ ~ O. 68.3 • 0 10' 164 109 27 246 Factored out-of-plane ! 3-1 i force Fp (plf) Anchorage: 13.6 Wall: 9.8 5' 142.1 J6 t 142 86.46.6 j 1 _1 t 14 .1 86 6 142.1 1 1 161 l S 1170 T S 1170 --- —...---..._ —-.....-•- ——-- ————--———— —— t...111.... ._. -.... . - t 111 ....L... ... .......Perforated .Co=t0 __... __ _.. _...t, 0' ...111 - All shearwalls, Design group 2: j Factored Forces , Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails © 6/12" i ' Holddown force(Ibs) —► Vs-Shearline force (Ibs) D Shear capacity:225.9 plf Interior surface: . —{ Compression force (Ibs) Vs/diaphragm length /Co (plf)1/2" Gypsum WBoard 1-ply w/5d nails @ 717" t t t Anchorage force (t) (plf) — V/full height sheathing/Co (plf) = Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) Drag strut force (Ibs) p Critical Segment, in Wall 3-1 (cap. includes Co): I D-Dead (Ibs) Factors: S= 0.7 -5' c Design shear force: 80.9 plf D =0.6 (tens); 1.0 (comp) �p Combined capacity(strong or 2 weak):225.9 plf Combined: S-D + Ev(tens); S + D+ Ev(comp) x S divided by perforation factor Co. co Unfactored Loads N }i Dead t t t Wind uplift South 0' 5' 10' 15' 20' 25' 30' 35' 40' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks()Shearwalls 10.4 Sep. 11, 2015 16:03:40 .,.----- Level 2 of 2 ..., . - 50' . .\ 27.5-82.4 82.4-27.5 ' 45' • 1 i • . . . a, . 1 97 ti 1 -- -- -.-- 1. - - . i I ' I . i ..... 30' ...... I ! I - . • .. . -r • - 25' —s- -... .. I Cr) CO A '1 ' Ir. 20' C)__. , • ...- r) ' . .- , . CoLo -NI. ,,- . c., ..- ..) r 06 . . 1 - —...- '...I I. I ; . . 1 15' , 1,----...... i- --.... ..... .; , . e ... __..... r I - to_ $ - Co - -- - - co i ' _ _ 5' --4.. — <‘ <)) 1976 A 4) Lo • I •, 'TTA . -4'1- • o 0' 6 L 1 7„ C &S..2., 3 • • 1-: --c) 1 > 4 -5' , . 1 = I 43.9- 137.4 137.4-43.9 73 • (D X .. . — — -15' (.0 — Factored shearline force (lbs) tiii Unfactored applied shear load (plf) ' li. Factored holddown force (lbs) CD-C3 Unfactored dead load (plf,lbs) , ' 0") 6) •C Compression force exists CC 0 Unfactored uplift wind load (plf,lbs) . . i Vertical element required —II Applied point load or discontinuous shearline force (lbs), Loads Shown:W; Forces: 0.6W+0.6D. -5' 0' 5' 10' 15' 20' 25' Orangg= Sel(Etied wallfgI ) 45' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 Elevation View 25' Shearline A, at Y = 0 ft, Level 2. Flexible Diaphragm Wind Design. . 1976 453 1070 453 69.5 127 151 151 127 Unfactored C & C A-1 d Load Interior 23.6 End Zone 29.1 15' a .,,i, it.1 j ..,_t t '-.--t . ---t -w--t -.4-'7.1 V-12. -er--t - -.--t -4--t - --t t _ t „AU 4 51001 51001 . -Perforated,-Co=0.89 ---i- _ ,,,. ._.._ ...... ._ _.._... , -w-- - 10 All shearwalls, Design group 2: Factored Forces Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 6/12" ! t Holddown force. Ibs -► Vs-Shearline force Ibs Shear capacity: 300.9 plf (lbs) (lbs) C&C sheath. load: 14.2/17.5 psf; cap. 37.5 psf Compression force(Ibs) Vs/diaphragm length/Co (plf) D Nail withdr. load 23.3 Ibs; cap. 72.3 lbs : }}} Anchorage force(t) (plf) -- V/full height sheathing /Co (plf) = Interior surface: S-Shear overturning (Ibs) •-► Drag strut force (Ibs) 1/2"Gypsum WBoard 1-ply w/5d nails© 7/7" U-Wind uplift(Ibs) ; Factors: S,U=0.6 C Shear capacity: 111.1 plf D-Dead (lbs) D= 0.6 (tens)' 1.0 (comp) Frame: Hem-Fir @ 16", blocked N Critical Segment, in Wall A-1 {cap. includes Co): Combined: S-D+ U(tens); S + D- U (comp) 5 x Design shear force: 82.3 plf S divided by perforation factor Co. 0 "di Combined capacity(added):412.0 plf Unfactored Loads ; I j Q° {i} Dead f}t Wind uplift 0) 0) • West 0' 5' 10' 15' 20' 25' 30' fast , WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep.11,2015 16:03:40 I I i . I i 25' Elevation View , Shearline B, at Y = 38 ft, Level 2. ; Flexible Diaphragm Wind Design. I I ! i I 1976 494 988 494 i 71.4 i 4 ► I 178 178 178 178 I I Unfactored C & C B-1 Load ' ( Interior 23.6 I End Zone 29.1 • I 15' • t _ t 14:1_ t A S 1093 1 , S 10933 i I __ .... _._. --- -.- I- -_-..-..-- ..Perforated;Co=-0:86--- - - - _ .- - -_. _..._.._- __...-.._.._......._ - - -- ._. ..... ; 10' All shearwalls, Design group 2: C Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails @ 6/12" Holddown force (Ibs) -0,- Vs-Shearline force (Ibs) Shear capacity:292.8 plf D C&C sheath. load: 14.2/17.5 psf; cap. 37.5 psf } Compression force (Ibs) — Vs/diaphragm length/Co (plf) Nail withdr. load 23.3 Ibs; cap.72.3 lbs - i I f Anchorage force (t) (plf) - - V/full height sheathing /Co (plf) • = Interior surface: S Shear overturning (Ibs) •-- - Drag strut force (Ibs) 0 1/2"Gypsum WBoard 1-ply w/5d nails @ 717" U-Wind uplift(Ibs) Factors: S,U = 0.6 c Shear capacity: 108.1 plf ! D-Dead (Ibs) D= 0.6 (tens); 1.0 (comp) :3 Frame: Hem-Fir @ 16 , blocked 5' Critical Segment, in Wall B-1 (cap.includes Co): i I, I Combined: S - D + U (tens); S + D- U (comp) X Design shear force: 89.8 plf ! I S divided by perforation factor Co. Combined capacity(added):400.9 plf I I Unfactored Loads 1 I j Q° i I i Dead ! {fi t Wind uplift 0) ! West 0' 5' 10' 15' 20' 25' 30' fast f 111 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Anaiysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 I Elevation View Shearline 1, at X = 0 ft, Level 2. 25' ' Flexible Diaphragm Wind Design. ; i 580 295 221 64 15.7 L r..., 68 36 I 87 15 20' i 1 1 1 Unfactored 1-1 C & C Load Interior 23.6 End Zone 29.1 15' 20.2 ri ,i JLJ 0 2 ?0.2 S159 --......4 S 159 Perforated, Co= 0.97 ' 10' All shearwalls, Design.group 2: Exterior surface: Factored Forces 7/16"Structural sheathing w/8d nails @ 6/12" vertical Horizontal Shear capacity: 329.3 plf Holddown force (Ibs) —.0P► Vs -Shearline force (Ibs) CSC sheath. load: 142/17.5 psf; cap. 37.5 psf Nail withdr. load 23.3 Ibs; cap. 72.3 lbs Compression force{lbs) Vs/diaphragm length I Co (p(f) Interior surface: I i t.1 Anchorage force (t) (plf) — V/full height sheathing/Co (plf) 1/2"Gypsum WBoard 1-ply w/5d nails @ 7/7" S-Shear overturning(Ibs) N Drag strut force (lbs) > Shear capacity: 121.E plf I U-Wind uplift (lbs) Factors: S,U 0.6 5' Frame: Hem-Fir @ 16", blocked D-Dead (Ibs) D=0.6.(tens); 1.0(comp) CV Critical Segment, in Wall 1-1 (cap. includes Co): i Combined: S- D+ U (tens); S + D-U (comp) p Design shear force: 19.7 plf I i S divided by perforation factor Co. Combined capacity(added):450.9 pff i Unfactored Loads -0 FD- • ill Dead III Wind uplift x — __. -..._ ._... .._.__— _ Vti P25,.._... _...., — _.,.__._ 30'. iv 35' 40' Q 6> South North 4 ' 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11,2015 16:03:40 I I ' i Elevation View 1 25' Shearline 2, at X = 15.75 To 16.25 ft, Level 2. . Flexible Diaphragm Wind Design. 1635 818 pm fr 43.0 I I I • i ! i 2-2 i 15' 21.5 -w- -.-- , ---- i • S 347 I r S 347 1 All shearwalls, Design group 2: i Factored Forces Exterior surface: I Vertical Horizontal 5/8"Gypsum WBoard 1-ply w/6d nails @ 4/4" 1 Shear capacity: 175.0 plf Holddown force (Ibs) Vs -Shearline force (lbs) Compression force(Ibs) Vs/diaphragm length (pit) Interior surface: 5/8"Gypsum WBoard 1-ply wl 6d nails @ 4/4" S-Shear overturning (Ibs) V/full height sheathing (plf) Shear capacity: 175.0 plf U -Wind uplift (Ibs) 40--0- Drag strut force (lbs) D Frame: Hem-Fir @ 16", blocked i D-Dead (lbs) Factors: S,U = 0.6 5 �p Critical Segment, in Wall 2-1: D= 0.6;(tens); 1.0 (comp) z Design shear force: 21.5 plf I Ip Combined capacity(added): 350.0 plf Combined: S- D + U (tens); S+ D- U (comp) • c Unfactored Loads , - t i 11 Dead ; }}} Wind uplift cD X s C31 j s Oa 0,.....— —— — — __ --- 5;_..._ ._. _... .---•-- --- ..._ 10' 15' 20' 25' _......_._. 30'..__ 35 _ _._ . ....._._ ._40, 0' South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 Elevation View 25' Shearline 3, at X = 32 ft, Level 2., , Flexible Diaphragm Wind Design. ; 580 295 226 59 P. i 15.7 IN I '68 36 ! I 88 J14 1 I I Unfactored C & C 3-1 l. ! Load Interior 23.6 End Zone 29.1 15' r___J ,i .___t ,I ,_t .211)2,i ,i ,i ,t. ,f i ,i ,J, ,t 12(2,-.2_t ...,_f _1 ,t in.2 S 159 I ! It ! S 159 f , .._......_.__..._..— —— —— — — _.... _..-...._..._....._._._... - _ .__ ...,. __.- ! Perforated, Co'=0.97 • All shearwalls, Design group 2: Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails @ 6/12" Holddown force Ibs -� Vs-Shearline force (Ibs Shear capacity: 329.3 plf ( ) ) C&C sheath. load: 14.2/ 17.5 psf; cap. 37.5 psf . { Compression force (Ibs) Vs/diaphragm length/Co (p'If) Nail withdr. load 23.3 Ibs; cap. 72.3 Ibs f f f Anchorage force (t) (plf) — V/full height sheathing /Co (plf) Interior surface: S-Shear overturning (Ibs) •-. Drag strut force (Ibs) y 1/2"Gypsum WBoard 1-ply w/5d nails @ 7/7" U-Wind uplift(Ibs) Factors: S,U = 0.6 5' Fif Shear capacity: 121.6 plf • b-Dead (Ibs) D = 0.6(tens); 1.0 (comp) = Frame: Hem-Fir @ 16", blocked Critical Segment, in Wall 3-1 (cap. includes Co): Combined: S-D + U (tens); S+ D-U (comp) 0 Design shear force: 19.7 plf i S divided by perforation factor Co. Combined capacity(added):450.9 plf Unfactored Loads (p I {{{ Dead f f f Wind uplift x c17 N I° _..... ._. _.. _. - -Cr- -__ ._.. ..._._..__._._. 5' ......... _.._ .........._........... __.. ........-10'. _..._ _ ........_... _ -- 15' -- -- -- - 20' _____. ....._.__. ....-25'_.. _ . ...... - 30, 35, - - 40' 0' 0) South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 11 Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 evel 1 of 2 • . ---` I N , i 40' ,.,e,„ rii I C..' St2 57� r S7� T7� %% . 2426' ;0 , 35' r to 1 P 30' M -` 1 ' ' 25' '! ' I i _ I. ! I I . ..� I I I I i I I 15' I , • .e-: ! I • .¢.► hr4a r1 i • J • ,._„ Ns. 426 I . ,\'�O r.,5 o. 91 �, , 7 sro� 9 0 ,3 275 • littt . t ttitt IttlI ttl (tititt ti It ti $ -5' CD 46.8 0 . C • -10' CD • i x Factored shearline force (ibs) 4 ; W $ Unfactored applied shear load (plf) N S2o I. Factored holddown force (Ibs) - Unfactored;dead load(plf,lbs) I i • C Compression force exists —it Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required 0' 5' 10' 15' 20' 25' 30' 35' Loads Shown: Qe; Forces: 0.7E+0.6D; E=pQe+ 0.2 Sds D; p(NS)= 1.0; p(EW)= 1.0;Sds=0.78. Orange=Selected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN j Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' Elevation View t Shearline A, at Y = 0 ft, Level 1. i Flexible Diaphragm Seismic Design. -..._ - --- --- -- - --- --..._. _... ......._._.._ _............._..__ .._.._......._.._ .......__ ...._ ... _ ... .._ _. - --i—._..__.._.__......._....._._- .. . . . . . - 15' I 2426 607 303 152 303 152 303 ' 607 ►e ► ilIr 0 122III' Or NO 493 123370 123 123123 123 370123 493 Factored out-of-plane A-1 force Fp (plf) Anchorage: 13.0 Wall: 9.8 5' .321 ` 246.4y2 J 321.2 �46. • 246.4 { 146.4t •• 46. 246.4 i46. 246.4 t 1 1 4 < 1 52194 S2194 t...82-- ...... ........... t 30..-.t....79__ - ----t--10 t 7 �rf'ora$e�•Co=U.62-_-t....75.....108.... ._ .._ -t -79.. ..t -30--- -- t--82- --- - 0' All shearwalls, Design group 1: Factored.Forces Exterior surface: Vertical Horizontal 7/16"Structural sheathing WI 8d nails @ 4/12" I Holddown force(Ibs) -► Vs-Shearline force (Ibs) Compression force(Ibs) -�-- Vs/diaphragm length/Co (plf) D Shear capacity:217.5 plf + Interior surface: 1/2"Gypsum WBoard 1-ply w/5d nails @ 7/7" }}} Anchorage force (t) (plf) — V/full height sheathing/Co (plf) = Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) S--► Drag strut force (Ibs) p Critical Segment, in Wall A-1 (cap. includes Co): D-Dead'(Ibs) Factors: S = 0.7 -5' c 73 Design shear force: 151.6 plf D=0.6 (tens); 1.0 (comp) ED- . Combined capacity(strong or 2 weak): 217.5 plf Combined: S-D + Ev (tens); S+ D+ Ev(comp) x S divided by perforation factor Co. C, C3� Unfactored Loads N Q° i i i Dead }}} Wind uplift West 0' 5' 10' 15' 20' 25' 30' 35' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN , Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11,2015 16:03:40 20' ! Elevation View Shearline B, at Y = 38 ft, Level 1. Flexible Diaphragm Seismic Design. i _._ ._. ... - - - _ _..... ... 15' 2426 607 1213 ; 607 0.. 1111 PI IIP 111.4 I I l i 10' 3H !- H H Factored out-of-plane B_1 force Fp (plf) Anchorage: 13.0 Wall: 9.8 5' 1 a _ t 17 ._. 268 0 --- J 1317 L I S 1988 i S 1988 . i _- - __ __ .......__.._.... - -t 42-_... _- __ t 42 t 42- -- --.. _ 1 . .... .. - t 42- - . • 0' .. .- - - __ .._Perforated, Co=:0.68_• _ All shearwalls, Design group 1: Factored Forces I Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 4112" I Holddown force (lbs) --► Vs-Shearline force (lbs) Shear capacity: 240.6 plf D Interior surface: i Compression force (lbs) — Vs/diaphragm length/Co (plf) • 1/2"Gypsum WBoard 1-ply w/5d nails @ 7/7" f f f Anchorage force (t) (plf) V/full height sheathing/Co (plf) = Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) •-•► Drag strut force (Ibs) ci Critical Segment, in Wall B-1 (cap. includes Co): D-Dead (Ibs) Factors: S = 0.7 -5' c Design shear force: 121.3 plf D= o (tens); 1.0 (comp) Fp- Combined capacity(strong or 2 weak): 240.6 plf Combined: S - D+ Ev(tens); S + D+ Ev (comp) x S divided by perforation factor Co. 01 Unfactored Loads � I l i , Dead f f f Wind uplift West 0' 5' 10' 15' 20' 25' 30' 35' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalis 10.4 Sep. 11, 2015 16:03:40 i 20' ' ! • Elevation View Shearline 1, at X = 0 ft, Level 1. Flexible Diaphragm Seismic Design. - - - --- ._ __.. ... _ _......._ - 15' 2426 728 607 , 1092 -b.- mil11.- 68.3 IIID OP , i , 1 10' 164 109 27 246 • Factored out-of-plane 1-1 force Fp (plf) Anchorage: 13.6 Wall: 9.8 5' u f 2L�8, 6 t 112.1 I_1 t 14 .1� �' j_86 ..1_ �4, 1 1 . S1170 S1170 t-111 _ _.. t-111- - - . .._ - . . .1 ._ - Perforated-,-Co=t0?�� t, 111 All shearwalls, Design group 1: Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails©4/12" I Holddown force (Ibs) -i► Vs-Shearline force (Ibs) Shear capacity: 330.2 plf D Interior surface: } Compression force (Ibs) Vs/diaphragm length/Co (plf) 1/2" Gypsum WBoard 1-ply w/5d nails @ 7/7" f f} Anchorage force (t) (plf) — V/full height sheathing/Co (plf) = Frame: Hem-Fir @ 16", blocked ' S -Shear overturning (Ibs) •--•- Drag strut force (Ibs) p Critical Segment, in Wall 1-1 (cap. includes Co): D-Dead (Ibs) Factors: S = 0.7 -5' a Design shear force: 80.9 plf D- 0.6(tens); 1.0 (comp) rn Combined capacity(strong or 2 weak): 330.2 plf Combined: S-D+ Ev (tens); S + D + Ev(comp) x Sdivided by perforation factor Co. oo to Unfactored Loads N Q° }}} Dead f f f Wind uplift I South 0' 5' 10' 15' 20' 25' 30' 35' 40' North Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' I i Elevation View Shearline 2, at X = 15.75 To 16.25 It, Level 1. Flexible Diaphragm Seismic Design. _ _.�..._._.._.,__. _ _ - _ `_.. _ - - - _. -., _ ._.._._ - - - 15 10' • 1 Factored out-of-;plane 2-2 force Fp (plf) Anchorage: 8.1 Wall: 5.9 I 5' All shearwalls, Design group 0: Factored Forces Exterior surface: Vertical Horizontal 5/8" Gypsum WBoard 1-ply w/6d nails @ 4/4" l> Holddown force (lbs) —► Vs-Shearline force (lbs) D Interior surface: 5/8" Gypsum WBoard 1-ply w/6d nails @ 4/4" Compression force (Ibs) i Vs/diaphragm length (plf) m Frame: Hem-Fir @ 16", blocked S - Shear overturning (Ibs) — V/full height sheathing (plf) - = D -Dead (Ibs) •-► Drag strut force (Ibs) C7 Factors:' S= 0.7 -5' - D=4.6�(tens); 1.0 (comp) To Ipoinbined:S-D+ Evl(tens);S+ D+ Ev(comp) x Unfactored Loads i I c goa • I }i i Dead }}} Wind uplift N rn i i : i. i South 0' 5' 10' 15' 20` 25' 30' 35' 40' North i i WoodWOrks®•Shearwalls SOFTWARE FOR WOOD DESIGN • 1 Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' • • Elevation View i Shearline 3, at X = 32 ft, Level I. • Flexible Diaphragm Seismic Design. ' 2426 728 - - 607 1092 T Il 11 164i, 109 27 '26 I I' I! Factored out-of-plane 3-1 I ! force Fp (pit) 1 1 Anchorage: 13.6 Wall: 9.8 5` 142.1 1421 86.6 14,2.1 4 p 4_, ( _ P" t 4 I 1 6 — �� f 1 2.1 5 4 8646 t142.1 1 I 86.6 ii— ic -- T ♦ _ 51170 • S 1170 • t-1.11-- - - -t-1..11..�.-1... ..._.-:,.:perforated,:Co':=�0:�131. _- �. -t 111 -......_. ....... __ .... _._. _; __. ...._.. - -- _ ..... ........ ..._. .. ._.. - All shearwalls, Design group 1: i Factored Forces Exterior surface: Vertical Horizontal 7/16 Structural sheathing w/8d nails @ 4/12 , Holddown force(lbs) > Vs-Shearline force (Ibs) D Shear capacity: 330.2 plf Interior surface: ; Compression force (Ibs) — Vs/diaphragm length/Co (plf) • cD 1/2"Gypsum WBoard 1-ply WI 5d nails.@ 717" f f U Anchorage force(t) (plf) V/full height sheathing I Co (plf) n Frame: Hem-Fir @ 16", blocked i ' S-Shear overturning (Ibs) 0-0" Drag strut force (lbs) U Critical Segment, in Wall 3-1 (cap. includes Co): i D-Dead,(Ibs) Factors: S=0.7 -5' - Design shear force 80.9 plf D=0.6;(tens); 1.0(comp) rp Combined capacity(strong or 2 weak): 330.2 plf ! I. i x 1 � Combined:.S-D+ Eu;(tens); S+D+ Ev (co'mp) S divided.by perforation. factorCo. o cm Unfactored Loads :' ' 1 i-} Dead OD a) . +.�� Wind uplift • South 0' 5' •101 15' 20' 25' 30' 35' 40' North 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateran I Anal sis.wsw WoodWorks®Shearwalls 10,4 Sep. 11, 2015 16:03:40 -Level 2 of.2 ; • I I N c' ' 40' N I I'' - 1595 I • I i I I I ! - I I I I , r - I ',I ! I i. I ....... k I 1 I I 1 1 i t 1 - ; c- i' t • , 4 * — L. 1 • - I I ,` . 15' I I i - 1 i • _ ,I I I I - I I _ ._...... ..._ I : I i c) k/�• Lc 1.0 , - }e T ,i, r stj59& Mo v ram . _ 33, t___ _ I L -5' 49.8. i 9.8 I c . 102.8- 127.2 • ' 127.2- 102.8 -10' N x N C3l Factored shearline force (Ibs) e, Unfactored applied shear load (pif) N nes QO ►. Factored holddown force (Ibs) 0-0 Unfactored dead load;(plf,lbs) C) 0, • C Compression force exists ----II Applied point load or discontinuous shearline force (Ibs) I ■ Vertical element required 0' 5' 10' 15' 20' 25' 30' 35' Loads Shown: Qe; Forces: 0.7E+ 0.6D; E= pQe+ 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds=0.78. Orange=Selected wall(s) ' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN R Sep. 11, 2015 16:03:40 Lateral Analysis.wsw WoodWorksO Shearwalls 10.4 , 1 25' Elevation View i , Shearline A, at Y = 0 ft, Level 2, 4 Flexible Diaphragm Seismic Design. 1595 365 864 365 OW 11► 56.1 , 2, 0 U I 1 124 105 1 iti , Factored out-of--plane l A-1 force Fp (Of) f Anchorage: 11.5 Wall: 8.7 15' S 808 S 808 • Perforated,-Co=0.89 ... .__ — — 10' All shearwalls, Design group 1: , Factored.Forces Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 4/12" Holddown force (Ibs) ---I► Vs -Shearline force (Ibs) Shear capacity: 314.1 plf } Compression force(Ibs) — Vs I diaphragm length I Co (Of) Interior surface: „ 4 Anchorage force (t} (plf) V 1 full height sheathing/Co (pIt) FIT 1/2"Gypsum it @ 16d 1-ply blocked w 5d nails @ 717 ! S-Shear overturning (Ibs) S-► Drag strut force (4bs) Frame:Hem-Fir @ 16", D-Dead (Ibs Factors: S = 0.7 Critical Segment, in Wall A-1 (cap. includes Co): } 13 Design shear force:66.5 plf 0 = 0.6(tens); 1 A (camp) 5, Combined capacity(strong or 2 weak): 314.1 plf i• Combined: S-D+ E;v(tens); S+ D+ Ev(comp) x S divided by perforation factor Co. Iv T..) �" Unfactored Loads 9° }}} Dead t'?4 Wind uplift West 0' 5' 10' 15' 20' 25' 30' aSt WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN . Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11,2015 16:03:40 , 1 • ' i I , 1 Elevation View . 25' Shearline B, at Y = 38 ft, Level 2.Flexible Diaphragm Seismic Design. 1 1595 399 797 1 399 1 ......Jer. —bin MO IP NW ilir 57.6 -I.. 20' I 41 I 147 147 147 147 • . Factored out-of-plane B-1 force Fp (plf) Anchorage: 11.5 Wall: 8.7 15 a ....,_t jt.1_ t t --al :—.1IF ' -..--t -..—t .....j ....—t , a S 882 S 882 . PerforatedTCo=0.86- 10' All shearwalls, Design group 1: Factored Forces Exterior surface: . Vertical • Horizontal 7/16"Structural sheathing w/8d nails©4/12" 4 Holddown force (Ibs) --0.- Vs-Shearline force (Ibs) Shear capacity: 305.6 plf • > 1 Interior surface: Compression force (Ibs) -- Co (plf) a- Vs/diaphragm length/C = 1/2"Gypsum WBoard 1-ply w/5d nails @ 7 f7" : f f t Anchorage force (t) (plf) -..— V/full height sheathing/Co (plf) ' = •, Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) .—..- Drag strut force (Ibs) 0 Critical Segment, in Wall B-1 (cap. includes Co): D-Dead (Ibs) ' Factors: S = 0.7 c Design shear force:72.5 plf 1:1 D= 0.6 (tens); 1.0 (comp) ilT Combined capacity(strong or 2 weak): 305.6 plf 5' Combined: S-D + Ev (tens); S + D+ Ev (comp) x S divided by perforation factor Co. NJ oi Unfactored Loads •Ct.) co IV 1 1 i i Dead t t I Wind uplift • 0) 0) West 0' 5' 10' 15' 20' 25' 30' aSt WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 i Elevation View I 25' Shearline 1, at X = 0 ft, Level 2. Flexible Diaphragm Seismic Design. 1595 811 608 176 Ow OF 43.11 20' 190 102 I 1 245 I 41 i I , Factored out-of-plane 1-1 , force Fp (plf) • Anchorage: 12.1 Wall: 8.7 15' 55.6 . J17 55.6 55 6� ,i t i 5T 5 T T7}1 1 t _ t55.6 .y_.- i.MI1 . S 436 S 436 1 , 10' — Perforated, Co= 0.97 All shearwalls, Design group 1: Factored Forces Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 4/12" ; Holddown force (Ibs) —► Vs-Shearline force (Ibs) Shear capacity: 343.8 plf i Compression force (Ibs) Vs/diaphragm length/Co (plf) Interior surface: 1/2"Gypsum WBoard 1-ply w/5d nails @ 717" f S f Anchorage force (t) (plf) V!full height sheathing/Co (plf) Frame: Hem-Fir @ 16", blocked --► S-Shear overturning (Ibs) s Drag strut force (lbs) > ' Critical Segment, in Wall 1-1 (cap. includes Co): D-Dead (lbs) Factors: S = 0.7 5 0-17 Design shear force: 54.1 plf i D = 0.6 (tens); 1.0 (comp)Combined capacity(strong or 2 weak): 343.8 plf p Combined: S-D+ Ev(tens}; S + D+ t=v (comp) 0 S divided by perforation factor Co. -0 Unfactored Loads Cp x i i i Dead f f f Wind uplift tv cli '2 R3 °O) - — — ... _-.. 20' 25' 30' 35 40 North South w ood y J orks® Shear alis SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 • Elevation View 25' Shearline 2, at X = 15.75 To 16.25 ft, Level 2. Flexible Diaphragm Seismic Design. h �I i _ - — �, — — -.. - 20 I1 ip 11 Factored out-of-plane 2-2 force Fp (plf) Anchorage: 7.2 Wall: 5.2 i 15' 1 I • _._. . 10' All shearwalls, Design group 0: i • Factored Forces Exterior surface: • •I Vertical Horizontal 5/8"Gypsum WBoard 1-ply wl 6d nails©4/4 • I ® Holddown force.(llis) Vs-Sh'earlineforce (Ibs) Interior surface: , 5/8"Gypsum WBoard 1-ply wl 6d nails @ 4/4" • - i Compression force(Ibs) — Vs/diaphragm length (plf) '• Frame: Hem-Fir @ 16", blocked S- Shear overturning (Ibs) -- V/full height sheathing (plf) ' D-Dead (Ibs) H Drag strutforce (Ibs) D_ . Factors: S=0.7 5 cD - D=0.6.(tens); 1.0 (comp) = • Combined: S -D + Ev (tens); S + D+ Ev (comp) 0 Unfactored Loads I 75 1 ;l Dead 1 f ft Wind uplift x cn N S� --——— 5' 1 p, _...___...15' - — 20' 25 30 - — —35' - 40' p' South North 1 i� 10 ! codd''t o ks® Shea rwalls SOFTWARE FOR WOOD DESIGNS Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 Elevation View 25' Shearline 3, at X = 32 ft, Level 2., Flexible Diaphragm Seismic Design. 1595 811 622 162 43.1 - i 2 8 -, _ 102 Y7� _ - - - - - 20 '138 1 I - -- !I 1 Factored j; out-of-plane 11 - - 3-1 force Fp (plf) !1 i Anchorage: 12.1 II Wall: 8.7 1 15' 1 1 R 55,6 55.6 f _ 1 6�' _ ter t it t t _ S65 t t t P5.6 11 — - S 436 I S 436 - - ... ..._.. . . .. - - ----- - -- _ - _- - ._...-._ _ _... .. ._.._:.....__i._ . ..._...•....... ..... ............. ... -, - -- - 10' Perforated, CO.. ..Ca i All shearwalls, Design group 1: I Factored Forces 1 Exterior surface: I Vertical Horizontal 7/16"Structural sheathing wf 8d nails @ 4/12" , Holdd;own force(lbs) -► Vs-Shearline force (Ibs) Shear capacity:343.8 plf ! Compression force Ibs Vs/diaphragm len th/Co I Interior surface: '. � p ( ) 9 (plf) 1/2"Gypsum WBoard 1-ply w/5d nails©7/7" f U} Anchorage force(t) (plf) - V/full height sheathing/Co (plf) Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) - Drag strut force (Ibs) D Critical Segment, in Wall 3-1 (cap.includes Co): ! D-Dead (Ibs) . Factors: S=0.7 5' cD Design shear force:54.1 plf D=0.6;(tens); 1.0 (comp) Combined capacity(strong or 2 weak):343.8 plf ' i I Combined:S-D+ Ev!(tens); S+D+ Ev(comp) 0 S divided by perforation factor Co. -o { Unfactored Loads N .1 I i i Dead I f f f Wind uplift iV X 0' 5' 10' 1.0 20 25 - _ ._.. ........ 30.._ ._. 35 40 South North A PORTION OF THE NW 1/4 OF SECTION 25, TOWNSHIP 35 NORTH, RANGE 01 EAST. W.M. r �Z N �J 177.� EX.SSMH(E-1871 / ~�tt!a GE=302.0 12"DI WATER / Z INSTALL INTERNAL + -- w w� w Iv /w w w w -w w --w w w U M -DROPSTRUCTURE / (-.,� wU t :G'--;c ''rt,. ,: �°. ._.. PER PETaL SHT C2 - 8'DI ATER // L•' - w -•n / w w w w w w wn• w w w IiP / 1-r--1 Z _ .1_ - 3�P"AT `NOT-TAP a'01 MAIN �,� �"Y N N ILI -W, _ {,_ £ / INSTALL THRUSTBLOCK ��B-m " . I � / 30Lf+8"DI WATER SERVICE/ / ►.�O Ot 1 / v L. tea^-4- 1 .- Lu CONNECT TO EXST.SSMH / W Q _ 1�> 3 ;yY �`' , ,= f 1.5...: E-187 APPROX 150'NNE OF / Ili W ( "' ' M PROPOSED SSMH-01. rr�S^J{{JJ /�///)�jjtJ�j�.�� I7/\�)\�)+ -1�/JFI�(y/ �jj/j� G .. • -, +3-`, t. ;_.- « I IL,-- w w W I SEE SHEET C2 FOR PROFILE // BIIFEOLCER / �-/ U UUU �J u L_ / // �O v + ,L (� j st'�I AND CONNECTION DETAIL gke'.s•>EE 0 0: ;w 1f Y r�1-'t' J 1 .# J �' pm,ratPEI 1 IXN.Nrti,10 METER / C: I INSTALL MA0.2OX 7VMVE SAwCUi,PAiCHNG ANO 1TtENCN I \ f Z C + .. -- ,L OFF•SffE SEW6t pm,orecE RACXrxt Pas rns-of ANACORIB o / '�!'Q E \ DETAIL sr-0I(SEE SHEET CA M /- hh��ii -., i - I CONNECTION y H / _ / H"�Z F / / t • r s- `^�' • __Ible SINGLE MASTER L r" % INSTALL FIRE HYDRANT / E:a1.EDGE / N SSMW°1 - / '' l ASS:gbai-Y-PER�RY3HcNDARDS yi'r -..✓ Of ASPNai i t,-�rJ•W tG �� "� Q ATER METER i �- - �. -• - +$-VA VE-HYDRANT AND \ ^O i .S•,= E ; -/- - -`�.Ic7J / C ANNQHT C2 i :-- .'- J _ d-SDMH N32,,, / ��... �.t - ,i INSTALLSEWER SMANHOLE __'� - '1�;y� iY<. p HT C2 ` �--" _ SiBLOCK _ 0 / 8' / W; ;;•3 MATCH I'_ :F 89'S? 1-"`L�-. 'l✓/{ U �':t I d--..ti� `.f GE--30171 1 11 i I i .306 - ' \ f , SAN SWR STATION Ia51 / �r� r - .! _ _i--.- _ q C - f i a , r VICINITY MAP n` 7• 1L ....4. �. E ■ �fF / �a ��'iµr �w' (.. " �,. / 'A': / .�SD03/, r!-• '" ' '/ SD-0t R _r ,, / I �A •`»A't (1tT5) peed 4GLlS Tr Ee SDCB§3265 • -/ Ij :_ / � _ yC _. -��i`-!I_ _..__ - - - 1- \__ • / P '(t ,. • GE=302.a fri it . I I-� TI-T 1111 T q -C �_ / " !f �. -_ // ° rI• _.. ._War-1'F.r�U�PtUI• "�(ut�•S}�Y,ll INSTAU 6"PVC i SITE INFORMATION • \ °�` _. r~-. -►- SIDE SEWER TO 1 r - / _ t __. - SITE ADDRESS: 37th &0-AVENUE, ANACORTES, WA 1 i / / Y- f TAX ID NUMBERS: P124667 tlr<rejrecn SltrNb _ UNITS 1&2 n _ 2 / i / -IS- - - . ror .._a_...: STATION 11-82 - - -r; / CURRENT ZONING: R4AAna Loal6du°�tenC•eroumc{wer I I -' .f 1- i I •i UNrCS &2 - - _ __ - - - SCHOOL. DISTRICT: Anacortes School District No, 103 - �L - - - - - i WATER PROVIDER: City of Anacortes ,{ - t� - �� L / '� ' /� SANITARY SEWER: City of Anacortes .6 E'u.b�NCrdILIAUS 7 - l -/ _ FF=308 75 - i $' I // / ( n POST OFFICE: Anacortes (98221) _�'elia-:, :; r - ��r -'-J..«s_....__ -..: <•I I .- / _II�L.' i i- \. s. / 1 ! 7`4 \ FIRE DISTRICT: City of Anacortes p. drrlarrEvkFa��aR.SSEs --.Lr rlki5 I 'f'l _ ,l� 1 <�. I.l. w ----r / // D / / I / 1 . .g STORMWATER: City of Anacortes 11�yy+ -{,L, e•� 11 r� �_ �r ., •_N1 _ -' o _N„ ��(( • f __ o OWNER -__, ct _ GT214SS I i i t-- _-iT 1 11 u,j,} .i'� '_j___ L11: . 9' -- - -307�-- - - /T/ / r j•1 I.rRaAD �a / , s Q e s ,. Family Investments, LLC _ - - - -'I f' /'I I I III /I _ I \ _ ' Y Allen Y I .t. _�• _ 'f/ y.l- //. ,i - - - // / . / - / 3 8' 1 PO Box 817 _ Anacortes, WA 98221-08I7 __--_-.. _ I ` - - /` ! 360.293.7754 - ��_� f 0 APPLICANT _ , I '{/h I / / / ,, - ^ �-�_ // / % - All Torn Alen I 'F'. I 6 / _ - / Allen Family Investments, LLC Irk tt 'r ' 'Z-308- -- / / ' ! J Po Box 817 I `�- i iI I 11 I. I 1f ii II.ffI.I(/Ti Ii'�I-`I-�{ / /� 1 ! / / Anacortes,.293. 4 98221-0817 • I��IlIUll 1111111 I I fT -- ` / / / ! / / "- / - ' Imo'• 0 360.293-7754 a I \ '' -` ---- / ! Z w PROJECT ENGINEER - Iifl�11111�U1�1�1 1 111 w , ----___ __ > w B j IIIWIININIMBIlll1ll 1 _ C / A David A Larvik, PE j`� / / /1' f ! IP i- "+ J Larvik Engineering NWP KEY I u�� l / / 1 / (n^ O1 a_ PO Box 684 c J • _ - �' / �/ I > ! w rn 3 a. Anacortes, WA 98221 SPOT ELEVATION(DESIGN SURF) D �' t 1WIW/111 UNIT 3 &4 ,/I 7R `. '/ _� pd57ALL 6'PVC1/` / ' 360.588.1592 INSTALL 6"PVC III 410E SEWER TO Z 2 g w PERSON PARCEL CORNER(REBAR SET) 0 SIDE SEWER TO ;'_ FF=311.25 I , : f• t SCE 78„� / /� //. f ! m s / }a o CONTACT UNITS ON2+4 * i See applicant WATER METER STATION &4 / �� U z 3a10 / 1L _t • l 11 I I l l . -, srAARrAo:1 ,a / J w THRUSTBLOCK - IE=300.2 - Ir I i iu; I I / :•I I I /w / '/� c 'l r PROJECT SURVEYOR WATER MAIN VALVE I i I L 11 1 I f --` anA�u� �°� I/ I ! 1"` < aI Robert Parrish, PLS !fi t-,'- I i '' I / IE309A Max/ I - Lo Box 31 d FIRE HYDRANT YARD DRAIN - / • SIDE SEWER TO / _ �( Lopez Island, WA 98261 ROAD CENTERLINE - GE�10.8 - �� I 1 I 1 - SNITS 9&10 (7n1 I I. / z STATION 3+50 / / 1 J I , , w IE 308.5 i TESTING FIRM - �:. --_ �.�,vt" J BUILDING SETBACK LINE C I 111 x- - �„ - ar wA`1 i MATERIALS TESTING, INC 7 R. ' / w �^ a PLAT BOUNDARY LINE SSCO-01 -�' /9`S. Mount Vernon, WA , su,,t. , 360.755.1990 MAJOR DESIGN CONTOUR- GE-04.6 .' sE xnr,cuu __ - i _ CESCL MINOR DESIGN CONTOUR I Opt . /,1C - /➢: f : :\ fC - 'L \ y� 1/ MAJOR EXISTING CONTOUR ---- --- -- --.- - - -' � i - See 'Project Engineer' is , 3 • ■ CESCL No. EF12151416 MINOR EXISTING CONTOUR - /' �iL 1.,. .. 1 _� ,.-� • - c r a RETXSINGLE-GwgLL, - 11l GE'-303.9 ► . / _ i .0� - / �� _ 7_ .. :�/ HEIGHT=48' 7 ! _DESCRIPTION INSTALL 6"PVC -- 1 '�- M 4-' / �'' \ I r• El __T/ 3 / 1' SDIN ' 4L `NI - i4 / PER COURSE(TYP) / LEGAL SIDE SEWER TO s ��_. ' : - ` ''_= = -� - '_ -.r., GE 310.61j ��■ 'j_.- ,1 / / UNITS 5&6 =�� r J- M.E 4 ■ ■ �`-V .c =,�� .. _ _ Real property in the County of Skagit,State of Washington,described as follows: STATION 2+65 _ __ , - _ "' i 1 _ - ` PARCEL A: ':= y / =-I� Lots 15 through 20 and Lots 1 through 6, Block 36, KELLOGG AND FORD'S ADDITION TO \�` II =� c NITS 5 &6 T ;� �` UNITS 7 O(8 / '-�_^ UNIT 9&1(y -- I _ - ----- / I r • ANACORTES",according to the plat thereof recorded in Volume 1 of Plats,Page 41,records ) a _ Z � j `■� FF=312.25 _ ;� F=312(25 1 / , FP=312.2 ` ,�� `of Skagit County; -'` dr-� / I - 1 -� S i r• TOGETHER WITH vacated alley in Block 36,vacated in ordinance No.2362 and attaches by it��j a■ I _ ' �� 1 3z - -- --_. D operation of law; Eider f.- !�INSTALL 4'PVC DRAIN UNE. raw 0 r __ / // !� J • - �.._ y� f _ CL EXCEPT the Nortri i2.12 feet of Lois 1 through 6 of said Block 36; L7- - i_ / `- 1 i---- - n_o`' ,l S` �� CONNECT TO UNIT 5/6DOWNSPOUT -_. _ Er r -_71 i 1 i '✓ f ALSO EXCEPT that portion described as follows: AND FOOTING DRAINS. I * 1 '_ • �� ' j ' - - y CONNECT TO SD-OS !� _ � � /.. �� - 1 _I - I��` _ I' TWO-COUP ._ Beginning at a point on the West line of said Block 36, 12.12 feet South of the Northwest / _D = 'rl� _ � r �� i 1 �- .. /` tom~ .7- -....{_ i ��/ =._ /� // rRETaNING E 11 / WALL-- corner thereof: I �, PER LOSE �/� :j/; / / / / Thence South 1i9°5732"East for 182.58 feet to an intersection with the East line of Block.36: II / 'D / ti /" / / 11 --i--- -1:51:11:- - - Hence South along the East line thereof for 50 feet to a point 153.88 feet North of the ` `/�/ / Southeast comer thereof; /'?i c / ' l / / I r _ Thence North 69'52'32"West for 182-35 feet to the West line of said mock 36; �II I A �� '�\ \� \\ 3/0\< \\ �` .-, 5 / -- - / / Thence North 0°32'3T West along line West line thereof for 50 tee[to the pant of beginning; I , \ \ \ \ a. \�� `� �� _ � / / _ AND ALSO EXCEPT right-of--way for existing roadway which provides access to the Ridge Warranty Deed recorded as Auditor's File No.200404290127, SCr,,E 1•=10' S89°5349"E 182 Development as disclosed by Statutory Wa ty Said premises being commonly known as"Parcel"A'Future Development"orMARINER'S RIDGE A CONDOMINIUM;according to the Declaration recorded June 12,2006,under Auditors File No. 0 t0 200606120160 and Survey Map and Plans recorded under Auditor's File No.200606120159;said r-'-,NTOUR INTERVAL:1-FI Declaration being amended by Auditor's File Nos.200806190102 and 200901200023 and said Map C OF` amended by Auditors'File No.200806190101. PROJECT BENCHMARK TOP OF CA'CHBASIN#2365 AT NORTHWEST CORNER OF WE. 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