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Home My WebLink About903 S Valley Street Address: 903 S Valley Street PREPARED 8/20/14, 13:41:11 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 8/20/14 ------------------------------------------------------------------------------------------------ ADDRESS : 903 S VALLEY ST SUBDIV: CONTRACTOR : PHONE OWNER HENKE JIM PHONE PARCEL 06-30-00-0-2-9440-0000- APPL NUMBER: 14-00000522 RES ACCESSORY BUILDING ------------------------------------------------------------------------------------------------ PERMIT: DF3 00 BUILD PERMIT - RES DBL FEE REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------- BL1 01 8/20 14 BLDGFOUNDATION FOOTING August 20, 2014 9:04:08 AM obarthol. fT,—-—-—--------------------Jim 461-3220 - COMMENTS AND NOTES -------------------------------------- vs I ------------------------------vs'Acw% Y CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY& ECONOMIC DEVELOPMENT- BUILDING DIVISION \ ® 321 EAST 5TH STREET, PORT ANGELES,WA 98362 c\ Application Number . . . . . 14-00000522 Date 5/15/14 v_\ Application pin number . . . 868610 Property Address . . . . . . 903 S VALLEY ST ASSESSOR PARCEL NUMBER: 06-30-00-0-2-9440-0000- REPORT SALES TAX Application type description RES ACCESSORY BUILDING on your state excise tax form Subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . PUBLIC BUILDINGS & PARKS (Location Code 0502) Application valuation . . . . 28500 Application desc - -- -REBUILD EXISTING GARAGE/ADD 2ND STORY (� ------------------------------------------------------------------- Owner Contractor �V ------------------------ ------------------------ HENKE JIM OWNER 903 S VALLEY ST R� PORT ANGELES WA 983627638 \ Other struct info . . . . . HARD SURFACE AREA ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT -RESIDENTIAL \ Additional desc . . REBUILD EXISTING GARAGE/ADD 2N Permit Fee . . . . 458.15 Plan Check Fee 297.80 Issue Date . . . . 5/15/14 Valuation . . . . 28500 Expiration Date 11/11/14 Qty Unit Charge Per Extension BASE FEE 417.75 4.00 10.1000 THOU BL-25,001-50K (10.10 PER K) 40.40 ---------------------------------------------------------------------------- Special Notes and Comments May 13, 2014 9:53:18 AM sroberds. Permit allows for remodel of 2nd story of nonconforming, detached, accessory structure in the PBP zone. Site contains a critical area (steep slope) and is in an Al Flood zone. County Assessor does not list a value for the existing detached structure. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . DOUBLE PERMIT. FEE 458.15 STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 458.15 458.15 .00 .00 Plan Check Total 297.80 297.80 .00 .00 Other Fee Total 462.65 462.65 .00 .00 Grand Total 1218.60 1218.60 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced,or if required inspections have not been requested within 180 days from the last inspection. 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 a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-in Water Line Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted b AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pum /Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted b MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs Skirting PLANNING DEPT. Separate Permit#s SEPA: Parkin /Lighting ESA: Landscaping SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW I Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 T:Forms/Building Division/Building Permit r TME Pgi�T-A For City Use CITY OFNGELES Permit# w A $ H I NGTO N, U. S. Date Received: 321 E Sth Street Date Approved Port Angeles,WA 9836 4 P:360.417-4817 F:360-417-4711 Email:permits d ° ams BUILDING PERMIT APPLICATION Project Address: q03 S. V4 /le 5T J J Phone: 3(c0-- (p - Prim Contact: �/%i �7 e h Xe- Email: --'n m e`t9 C�C�r+a,(•c��w Name Phone s s� ea ke— -S60 Wo 6M Property Mailing Address Email Owner cf03 5. �a e� S .��M • �(e�k2�tR Cb(��t�:(.crew City Le., State Zip f Q it kho s" t.l"l Name Phone Contractor Address Email Information city State Zip Contractors License# Exp.Date: Legal Description: Zoning: Tax Parcel# Project Value: (materials and labor) Orr 4 s 10 !.�loeif ZgAt $ ';S oM►,�. Residential Or Commercial ❑ Industrial ❑ Public ❑ Permit Demolition ❑ Fire ❑ Repair ❑ Reroof(tear off/lay over) IN Classification For the following,fill out both pages of permit application: (check New Construction .7 Exterior Remodel ,R Addition ❑ Tenant Improvement ❑ appropriate) Mechanical ❑ Plumbing ❑ Other ❑ Fire Sprinkler System? Irrigation System? Proposed Bathrooms Proposed Bedrooms Yes O No P- Ices D No la' Project Description Qa vvto , ; } aq c.a w,-v Is project in a Flood Zone: Yes No❑ Flood Zone Type: If in a Flood Zone, what is the value of the structure before proposed improvement? e-- I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit and understand that it is ray responsibility to determine what permits are required and to obtain permits prior to work. I understand that plan review fees are not refundable after review has occurred. I understand that I will forfeit review fees if I withdraw the application before the permit is issued. I understand that if the permit is not picked up/issued within 18o days of submittal,the application will be considered abandoned and the fees will be forfeited. dih- Date Print Name Signature Residential Structures For Office Use Area Description(SQ FT) Existing Proposed ss value Basement First Floor Second Floor Covered Deck/Porch/Entry ' Deck(over 30"or z" floor) Garage R.,,bui ld sD 5 F boo 5r od 5, /4 000 Carport Other(describe) Area Totals Commercial Structures Proposed For Office Use Area Descriptions(SQ FT) Existing Proposed ss Value Existing Structure(s) Proposed Addition Tenant Improvement? Other work(describe) Site Area Totals Lot/Site Coverage Calculations Lot Size(sq ft) Lot Coverage(sq ft) %Lot Coverage(Total lot coverage+lot size) lQ 90 F 51C 15- 3120 Site Coverage(Sq Ft of all impervious) %of Site Coverage(total site coverage+lot size) ! 66 5r- 13. 3 2 Mechanical Fixtures Indicate how many of each type of fixture to be installed or relocated as part of this project. Air Handler Size: # Haz/Non-Haz Piping Outlets: Appliance Exhaust Fan # Heater(Suspended,Floor,Recessed wall) # Boiler/Compressor Size: # Heating/Cooling appliance # repair/alteration Evaporative Cooler(attached,not # Pellet Stove/Wood-burning/Gas # portable) Fireplace/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furnace/Heat Pump/ Size: # Ventilation System # Forced Air Unit Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Fuel gas piping #of Outlets: Water Heater # Medical gas piping #of Outlets: Water Line # Plumbing Vent piping # Sewer Line # Industrial waste pretreatment tnterce for Grease Trap) Size Other(describe): T:\BUILDING\APPLICATiON FORMS\Current BP Application\Building Permit 4-17-13.docx racJ" rr'-4" __— S.npson HTf<r Mai.G.<q< I T_2„ L Paled daL44g0 024430 ( ! ! JN 1 Cryo) 1 I I E<rsr, C-1-l'.51n6 / I I SKI (L31) Exist N«<se I > I I U 9oJ S WIICrJL. <TC1W co FRI �/ J vxb Past W/J/•yss7 CrA 3'4 30 P pT ep 0r E FnJ I\ o D/w s;npxn H6u IbaT&_•sc � p I I N<w forRy t'x 2'x IZ" 4!/3-s<p E.1•d<y I ► i . z 541(Ty v) slrE PIAN �1 Sca1c 1'=Z:O' Q ffd fraund G/ooc Pk" -Altj/Ox - W.11 FW/,Z"96'(t3I) N<w W-O" Scale: 'rY'=C-o" I !e•x e^.eoT7.t w/rx"x e" Sr<n w.K SHS q 6 c p �5KZ.i sirs N + m m •rz tf �Nw�12 Df, SK2(S;w) 41 .<' ti a� tic.IB3l5 E: s Y e 3 W v C' cl JK3 .�� - > ✓'!n 14tAKe 641-.)1.flcnoJsl F- q F } o I Y. � SX 3 � � N<w v'-a'W,11 �•K<o Uppxr Flo.rAowcr Roof Franiny ProFessional tnq%aecrref $srvlccs• [me. <. Scale: 4y=I=o• of OP3Me i i i J-- ---------- h Rclnod.led West E14vafion a Exist Stofa9c[eFt Rcmaot RooFiq'Sha.'flq � I A ZRBQ.It"•Ic .f 4•g Exis'1' barnfc. gx1sT Shed_ '� i a : Gs�o� r.� _ n': - _/',r • Coner<t< Slab I x �A�grt�x•� L;..18321 EV by-/10 Denolil"m Plan tc.lr.9tcl'_p J;,m Nenlfe 6"s Remodel i IP/oFcs�ional Eryinecrin� S�rviees, InC. 2 oa 3�� i II �/It'OSH It ply 6oi1dn�/} u__ 9r ��Corep?yitioe.FoeN�. nen.F efvrd trusses S3mpsm.N_2f.Glips_fl7 Ll Qebtcllf Nerth f Ie�pfion __ Re6ailT Sf.rate LOT /sirAt J /Ntw /is•OsB SA«tiny J Mttal Zoe Finp Zr1O IL`yc z•se1.-ie _ t LR88U"Ys Qepr«se Ext Yl. 4xeLS v�3li zr2"4e8 kt0(«st ExisT Mae W/7AcA is"'aa Si�PJoe GCQ3-63DS1S po.t en p a Er/sT. Shed x Ex13T,rprtys :'C W Ne�e..Yai , °2.DF Post •,04 t+.+2,x 2,x 11°Gomerae Sinpaonpsit Peytf664. / 'O°n`i'nenw/7-oHIF.tAy 5H1�/ \ Lie-103211enplelAlit 1 1 � .Jim Hew,& 6-to-op Rtinoj*i iR"�i°N.RI mr. R<baild seeTon R y/, ,,, f�or<essionul 6nfineerrnJ .fervie tt, Int. 3.-I 3«.� TYPICAL SHEAR WALL NOTES f All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated "SR 24/0" or better unless noted otherwise in the shearwall schedule. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking. All nails shall be 8d or better unless noted otherwise. All nails into treated wood shall be galvanized and approved to resist corrosion due to contact with wood treatment. Refer to treated wood and hardware manufacturer's instructions. Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. i Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent holdowns by United Steel Products Company that have ICBO approval can be substituted in -place of Simpson hold-downs. All hardware in i contact with treated wood shall be stainless or galvanized and approved to resist corrosion due to contact with wood treatment. Refer to treated wood and hardware manufacturer's instructions. All double studs shall glued and nailed together with 10d's at 6" o.c. for each layer. ALL WALL FRAMING LUMBER SHALL BE HEM-FIR#2 OR BETTER. ALL ROOF FRAMING LUMBER SHALL BE HEM-FIR#2 OR BETTER. i SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" on center all edges. { sheathing nailed with 8d's at 3" on center all edges with double 2x studs at panel 2. edges. HOLDOWN SCHEDULE =4 attaches to concrete foundation with a 5/8" dia, bolt with 15" minimum } embedment into concrete. H7T4 attaches to double studs with (18) 16d x2%11 nails. I awl�,n-�►.1 ��f r, . ..�.... . - - . �� ;� ,� l`••t �til .I � . . ViIX i 70 if I V rtI L . I SK i :j r C—Y 16 SHLArFlfti/1; l r or AT. S i r!> i �CA- 'To !Qct MAMS --&j A/Sri 6l /V Gc f •�� .t (/l/oT�l7-6 ►1 /.6 E k 7- ! - 1 Oct. /V €,t,cJ x ST.. — TV PicAu X.LrrM I I(\I1.C. A T (o i I r_K is-r1 x.t h Ju I sT-s ' o P 1.,K,./ ?i.!_ a i Al'-w-5 7d Tom-I r - ,/�(.c � �� •�� Z�.�" .-�"' . .� .. U �{�' it/t�r,�;� lc.�� '�c.ref �.: EX/S-77,4/l, 970 LIS.- .M��.�I . k//��-f— .ate• � . �•.k�sTi.�l�. S72 c_c.c.qru�� - .2 x 41 ZrUr-Lc--t�) /j fl n ml, A-r� � "roc-. � x (ar:BL0 - i 1 ...'.f _, ,... ... .. X._ . .... ..._....... /D i �A SN STRUCTURAL CALCULATIONS FOR THE LATERAL AND PART VERTICAL ANALYSIS AND DESIGN FOR THE GARAGE 909 Valley, Port Angeles Professional Engineering Services, Inc. 3541 Carson Ln NW Olympia, WA 98502 CALCULATIONS BY ,lack A. Olson, PE Lic.: 18329, Exp.: 10/11/15 8�UAL Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia,Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Scope-1 Page 1 of 16 Scope of Work: Structural calculations for the lateral and vertical analysis for the wood framed garage located in Port Angeles,WA. This structural analysis is done under 2012 IBC/ASCE 7- 05. This is an existing structure that is over 50 year old. The structure is basically a pole building with the posts connected to the concrete slab with angle iron and concrete anchors. The second floor framing and roof structure is being replaced. This analysis is being required by the City of Port Angles in order to issue a permit for the repairs. In order to meet the current code we will be making changes to the structure, so that it will resist lateral loads as a sheer wall structure. Design Loads: Design Loads per the 2012 IBC/ASCE 7-05 Roof Dead load= 15 psf Snow load = 25 psf Wall Dead Load = 10 psf Floor Dead Load= 15 psf Live Load= 40 psf (Table 1607.1) Partition= 10 psf Conc. Dead Load = 150 pcf Allowable Soil Bearing= 1,500 psf(Assumed) Lateral Forces per the 20121BC/ASCE 7-05 Wind: V3S= 85 mph Exposure=B IW= 1.0 Seismic: Ss= 1.25 S, = 0.500 IE= 1.0 Fa= 1.00 Fv= 1.5 Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia, WA Date: Apr-14 By: JAO (360)866-1875 Sheet: Seismic- 1 Page 2 of 16 Seismic Analysis 2009 IBC/ASCE 7-05 Occupancy Category 11 Seismic Use Group I Site Class Di Short Period 1 Second Period Ss = 1.25 S,= 0.5 Fa = 1.00 Fv= 1.5 SMs= F,,Ss= 1.25 SMS = Fv Si= 0.75 SDs=(213)SMs= 0.83 Sol _ (2/3)SMt= 0.50 Seismic Design Category= D Seismic Design Category= D Seismic Design Category= D Ct= 0.02 All other structural systems x= 0.75 hn= 26.0 R= 6.0 Bearing Wall System w/wood structural panels IE = 1.0 T=Ta=Cth„" = 0.230 k= 1.0 Cs=SDs/(R/1) = 0.139 Csmax=SDj/(TR/I)= 0.362 Csmin =0.044SDSI = 0.022 V=CSW = 0.139 W 0.7V=0.7CsW = 0.097 W (0.7E) i Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia, WA Date: Apr-14 By: JAO (360)866-1875 Sheet: Seismic-2 Page 3 of 16 Seismic Weight Criteria Upper Roof Area = 477SF W for Roof= 15 PSF 2nd Fir&Low Roof= 677 SF W for 2nd Fir= 15 PSF LFof 2nd Fir Walls = 78 LF Plate Ht at Roof= 18 FT LFof Main Fir walls = 98 LF Plate Ht at 2nd Fir= 10 FT Wall Ht to Roof= 8 FT Wail Ht to 2nd Fir= 10 FT Seismic Weight Per Level Seismic Load Per Level Wt Roof 7,153 lbs Wt Walls 3,107 lbs Sum 10,260 lbs VRoof— 1,390 lbs Wt Walls 3,107 lbs Wt 2nd Fir 10,154 lbs Wt Walls 4,909 lbs Sum 18,170 lbs V2ndFir= 1,368 lbs Total Wt= 28,430 lbs 0.7V= 2,758 lbs 0.7VTota1= 2,758 lbs Diaphragm Design Forces FpRoof= 995.22 Fpmax= 2,393.99 Fpmin= 1,196.99 Fp2nd Fir= 1,762.50 Fpmax= 4,239.70 Fiamin= 2,119.85 Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Wind- 1 Page 4 of 16 Wind Analysis 2012 IBC/ASCE 7-05 Vas = 85 mph Exp = B 1 = 1.0 h = 22 A= 1.0 (Figure 6.3) Kzt= 1.0 Main Wind Force Resisting System Ps=AKztlPs30 P v(figure 6-2) Wind Roof Load Horizontal Pressures Vertical Pressures Speed Pitch Case A B C D E F G H 85 mph Flat 1 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 Ps 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 Ps min = 10.0 Ps 11.50 10.00 10.00 10.00 -13.80 10.00 10.00 10.00 Pitch Case A B C D E F G H 2:12 1 12.9 -5.4 8.6 -3.1 -13.8 -8.4 -9.6 -6.5 Ps 12.9 -5.4 8.6 -3.1 -13.8 -8.4 -9.6 -6.5 Ps min= 10.0 Ps 12.90 10.00 10.00 10.00 -13.80 10.00 10.00 10.00 Pitch Case A B C D E F G H 3:12 1 14.4 -4.8 9.6 -2.7 -13.8 -9.0 -9.6 -6.9 Ps 14.4 -4.8 9.6 -2.7 -13.8 -9.0 -9.6 -6.9 Ps min= 10.0 Ps 14.40 10.00 10.00 10.00 -13.80 10.00 10.00 10.00 Pitch Case A B C D E F G H 4:12 1 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 Ps 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 Ps min = 10.0 Ps 15.90 10.00 10.60 10.00 -13.80 10.00 10.00 10.00 Pitch Case A B C D E F G H 6:12 1 14.4 2.3 10.4 2.4 -6.4 -8.7 -4.6 -7.0 Ps 14.4 2.3 10.4 2.4 -6.4 -8.7 -4.6 -7.0 Ps min= 10.0 Ps 14.40 10.00 10.40 10.00 10.00 10.00 10.00 10.00 Pitch Case A B C D E F G H 7/12:12 1 12.9 8.8 10.2 7 1 -7.8 0.3 -6.7 2 12.9 8.8 10.2 7 5 -3.9 4.3 -2.8 Ps 12.9 8.8 10.2 7.0 5.0 -7.8 4.3 -6.7 Ps min= 10.0 Ps 12.90 10.00 10.20 10.00 10.00 10.00 10.00 10.00 I Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Wind-2 Page 5 of 16 Use: - 12.9 psf for Areas A and B(Conservative wind load) Use: 10.2 psf for Areas C and D(Conservative wind load) 2a= Use: 6 FT Wind Criteria for Front/Back Roof Ht at Front/Back= 3 FT Wall Ht to Roof= 8 FT Length of Wall at Upper Roof= 14.34 LF Wall Ht to 2nd Flr= 10 FT Length of Wall at 2nd Flr= 14.34 LF Wall Ht to Low Roof= 8 FT Length of Wall at 2nd Flr= 10.25 LF Wind to Roof Length of wall Wind Load 12.9(3.0+8.0/2)= 90 PLF 6 FT 542 # 10.2(3.0+8.0/2)= 71 PLF 8.34 FT 595 # Sum = 1137 # Wind to 2nd Floor Length of wall Wind Load 12.9(8.0/2+1+10.0/2)= 129 PLF 6 FT 774 # 10.2(8.0/2+1+10.0/2)= 102 PLF 8.34 FT 851 # Sum = 1625 # Wind to Low Roof Length of wall Wind Load 12.9(10.0/2+8.0= 168 PLF 6 FT 1006.2 # 10.2(10.0/2+8.0= 133 PLF 4.25 FT 564 # Sum = 1570 # Sum to Front/Back= 4332 # Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Wind-3 Page 6 of 16 Upper Roof Ht at Sides = 6 FT Wall Ht to Roof= 8 FT Length of Wall at Upper Roof= 24.5 LF Wall Ht to 2nd Flr/Low Roof= 10 FT Length of Wall at 2nd Flr= 24.5 LF Wind Criteria for Sides Wind to Upper Roof Length of wall Wind Load 12.9(6.0+8.0/2)= 129 PLF 6 FT 774 # 10.2(6.0+8.0/2)= 102 PLF 18.5 FT 1887 # Sum = 2661 # 0 Wind to 2nd Floor/Low Roof Length of wall Wind Load 12.9(8.0/2+10.0/2)= 116 PLF 6 FT 696.6 # 10.2(8.0/2+10.0/2)= 92 PLF 18.5 FT 1698 # Sum = 2395 # Sum to Sides= 5056 # Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia,Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Seismic D-1 Page 7 of 16 Seismic to Diaphragms Upper Roof Diaphragm Comment Cant to Loads Lines Btwn Width Length V v M C=T 0 AB A 12 0 0. - - B 97 BC B 12 14.34 245 695 28 2,492 102 C 695 57 12 1 AC 24.5 14.34 695 48 4,257 297 2 695 Lower Roof&2nd Floor Diaphragm Comment Cant to Loads Lines Btwn Width Length V v M C=T A 56 AB A 12 10.25 24.5 570 23 2,922 119 B - C 56 BC B 12 14.34 2.4.5 - - 5,719 233 C 798 33 Transfer the shear load of 24plf from line B of the upper roof through the lower roof to line A. The total maximum load through the lower roof at line A is 121 plf(24plf+97p]f). 56 12 1 AC 24.5 10.25 684 67 4,188 409 2 Min 684 Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: WindD- 1 Page 8 of 16 Wind to Diaphragms Upper Roof Diaphragm Loads to walls Cant to" " Cant. (Y) Max(plf) Min(plf) Lines Btwn Width Length V v M C=T 0 0 AB A 12 0 0 B 0 90 71 BC B 23 14.34 .24.5 599 24 2,313 94 C 24.5 599 24 129 102 12 1 AC : 24;5' 14,34 1,392 97 9,679 675 2 14.34 1,392 97 Lower Roof&2nd Floor Diaphragm Cant to" " Cant. (Y) Loads (plf) Lines Btwn Width Length V v M C=T A Y 168 133 AB A 12 ';10.25 24.5 2,371 97 8,825 360 B 24.5 - C Y 129 102 BC B 12 14.134 24.5 - 13,263 541 C 24.5 2,237 91 Transfer the shear load of 24plf from line B of the upper roof through the lower roof to line A. The total maximum load through the lower roof at line A is 121 plf(24plf+97plf). 116 92 12 1 AC 24.'&, 10.25 1,253 122 8,704 849 2 10.25 1,253 122 Upper Roof Recation Calculations Lower Roof&Floor Reaction Calculations 2a .._ 2a =` 6: 2a =a 6. 2a=; 6 2a = _6 Width =, '14.34 Width 24.5. Width = 10.25 m Width= 14:34* Width 24.5 Max plf= 90 Max plf= 129 Max plf= 1"68 Max plf= , 129 Max plf= 116 Min pif= 71 Min plf= 162 Min plf= 133 Min plf=" 102. Min plf= 92 R max= 599 R max= 1`392. R max 2371 R max 2237 R max= 1253 Rmin = 533 Rmin = 1269. Rmin = 0 Rmin= 0 Rmin = 1145 Total Rs =" 1132 ..:Total Rs = 2661 Total Rs= 237.1 Total Rs= 2237 Total Rs= 2398 Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: LOADS-1 Page 9 of 16 Seismic Loads to Lines Line Roof Sub 2nd Floor Sub Sum A 0 - 570+695 1,265 1,265 B 0+695 695 0+0 - - C 695 695 798 798 1,493 Sums 1,390 2,063 2,758 Line Roof Sub 2nd Floor Sub Sum 1 695 695 684 684 1,379 2 695 695 684 684 1,379 Sums 1,390 1,368 2,758 Wind Loads to Lines Line Roof Sub 2nd Floor Sub Sum A 0 - 2371+599 2,970 2,970 B 0+599 599 0+0 - - C 599 599 2237 2,237 2,836 Sums 1,198 5,207 5,806 Line Roof Sub 2nd Floor Sub Sum 1 1392 1,392 1253 1,253 2,645 2 1392 1,392 1253 1,253 2,645 Sums 2,784 2,506 5,290 Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: EQVW-1 Page 10 of 16 Seismic Shear Walls Wall Line Level V Wall Total v Wall Uplift Wall Weight Net Total Available Wall (plf) . Ht Section Down Uplift Uplift A R A 2nd 1265 24.5 24.5 52 10 516 24.5 100 -709 -709 B R 695 24.5 24.5 28 8 227 24.5 150 -1611 B 2nd C R 695 24.5 24.5 28 8 227 24.5 150 -1611 C 2nd 1493 4 8 187 10 1866 4 120 1626 1626 4 4 121 1624 1624 1 R 695 14.33 14.33 49 8 388 14.33 100 -328 1 2nd 1379 24.58 24.58 56 10 561 24.58 100 -668 -668 2 R 695 14.33 14.33 49 8 388 14.33 100 -328 2 2nd 1379 24.58 24.58 56 10 561 24.58 100 -668 -668 Professional Engineering Services, Inc. Job: 909 Valley, Port Angeles Olympia,Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: EQVW-1 Page 11 of 16 Wind Shear Walls Wall Line Level V Wall Total v Wall Uplift Wall Weight Net Total Available Wall (plf) Ht Section Down Uplift Uplift — A R A 2nd 2970 24.5 24.5 121 10 1212 24.5 100 -13 -13 B R 599 24.5 24.5 24 8 196 24.5 150 -1642 B 2nd C R 599 24.5 24.5 24 8 196 24.5 150 -1642 C 2nd 2836 4 8 355 10 3545 4 120 3305 3305 4 4 121 3303 3303 1 R 1392 14.33 14.3 97 8 777 14.33 100 61 1 2nd 2645 24.58 24.6 108 10 1076 24.58 100 -153 -153 2 R 1392 14.33 14.3 97 8 777 14.33 100 61 2 2nd 2645 24.58 24.6 108 10 1076 24.58 100 -153 -153 Professional Engineering Services; Inc. Job: 909 Valley, Port Angeles Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: EQVW-1 Page 12 of 16 EQ vs Wind Shear Walls Simpson HGAM10 Anchor: Wall Line Level Min.Wall v EQ v Wind Wall EQ Anchors Nind Anchor: Max Net Max Tota Max Net Aax Tots Required Length (plf) (plf) Type Per Wall Per Wall EQ Uplift EQ Uplift W Uplift W Uplift Holdown A R _ A 2nd 24.5 52 121 1 1.3 3.0 -709 -709 -13 -13 None B R 24.5 28 24 1 0.7 0.6 -1611 -1,642 None B 2nd C R 24.5 28 24 1 0.7 0.6 -1611 -1,642 None C 2nd 4 187 355 2 0.7 1.4 1626 1626 3,305 3305 Simpson HTT4 1 R 14.33 49 97 1 0.7 1.4 -328 61 None 1 2nd 24.58 56 108 1 1.4 2.6 -668 -668 -153 -153 None 2 R 14.33 49 97 1 0.7 1.4 -328 61 None 2 2nd 24.58 56 108 1 1.4 2.6 -668 -668 -153 -153 None Professional Engineering Services, Inc. Job: 2109 Milroy St NW, Olympia , Olympia,Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Vert. 1 Page 13 of 16 Rafter A : (rafter at lower shead roof) Span: 12 ft Trib Area : 1.34 ft A MAX: L/ 240 DL : 15 psf SL : 25 psf LDF : 1.15 Total Uniform Load : 54 plf For#2 HF 2x10 M MAX=" 965 ft# Fb ALLOW= 935 psi fb= 471 psi VMAX= 322 # FV ALLOW= 75 psi fv= 30 psi A ALLOW= 0:60 in E= 1,300,000 psi o MAX= 0.194 in Beam Width : 1.5'in S : 21.39063 inA3 Beam Depth : 9.25.in A : 13.875 inA2 1 : 98.93164 inA4 Use: #2 HF 2x10 rafters or better @16"oc Beam B : (beams at lower shead roof) Span: 9.33 ft Trib Area : 6ft 0 MAX : L/ 240 Dl_ : 15 psf LL : 25 psf LDF : 1.15 Total Uniform Load : 240 plf For#2 HF 2x12 M MAX=. 2,611 ft# Fb ALLOW= 850 psi fb= 861 psi VMAX= . - 1,120 # FV ALLOW 75 psi fv= 87 psi 0 ALLOW = 0.47 in E= 1,300,000 psi 0 MAX= 0.177 in Beam Width : 1.5 in S : 32 inA3 Beam Depth : 11.25 in A: 17 inA2 1 : 178 inA4 Use: #2 HF 2x12 beams or better(existing beams is less than 1.3%overstressed say okay) Professional Engineering Services, Inc. Job: 2109 Milroy St NW, Olympia Olympia,Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Vert. 2 Page 14 of 16 Joists C : ( second floor joists) Span: 7 ft Trib Area : 1.34 ft 0 MAX: L/ 360 DL : 15 psf LL : 40 psf LDF : 1 Total Uniform Load : 74 plf For#2 HF 2x8 M MAX= 451 ft# Fb ALLOW= 1,020 psi fb= 412 psi V MAX= 258 # FV ALLOW= 75 psi fV= 36 psi 0 ALLOW- 0.23 in E= 1,300,000 psi 0 MAX= 0,064 in Beam Width : 1.5 in S : 13 in^3 Beam Depth : 7.25 in A: 11 in^2 1 : 48 inA4 Use: #2 HF 2x8 Joists at 16"oc or better Beam D : ( beams at exterior walls) Span: 12.25 ft Trib Area : 8.67 ft A MAX : L/ 360 Roof DL : 15 psf SL : 25 psf LDF : 1.15 Trib Area : 3.5835 ft Fir DL : 15 psf LL : 40 psf Total Uniform Load : 544 plf For 3.125X12 GLB M MAX= 14,202 ft# Fb ALLOW= 2,400 psi fb = 1419 psi V MAX= 3,331 # FV ALLOW= 165 psi fV= 116 psi A ALLOW= 0.41 in E= 1,800,000 psi A MAX= 0.340 in Beam Width : 3.125 in S : 75.00 in^3 Beam Depth : 1.2 in A: 37.50 in^2 1 : 450.00 in A4 Use: 3.125X12 GLB or better Professional Engineering Services, Inc. Job: 2109 Milroy St NW, Olympia Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Vert. 3 Page 15 of 16 Beam E-A : ( beam at center of floor-Option A without post) Span: 24.5 ft Trib Area :. 7.17 ft 0 MAX : L/ 360 DL: 15 psf LL : 40 psf LDF : 1 Total Uniform Load : 394 plf For 3.125X21 GLB M MAX= 29,589 ft# Fb ALLOW= 2,400 psi fb= 1546 psi V MAX= 4,831 # FV ALLOW= 165 psi fV= 110 psi A ALLOW= 0.82 in E = 1,800,000 psi 0 MAX= 0.736 in Beam Width : 3.125in S : 229.6875 in^3 Beam Depth 21 in A : 65.625 in^2 1 : 2411.719 in^4 3.125X21 GLB or better Beam E-B : ( beam at center of floor-Option B with post) Span: 12.25 ft Trib Area : 7.17.ft 4 MAX: L/ 360 DL : 15 psf LL : 40 psf LDF : 1 Total Uniform Load : 394 plf For 3.125X10.5 GLB M MM= 7,397 ft# Fb ALLOW= 2,400 psi fb= 1546 psi V MAX= 2,415 # FV ALLOW 165 psi fV= 110 psi 0 ALLOW= 0.41 in E= 1,800,000 psi A MAX= 0.368 in Beam Width : 3.125 in S : 57.42 in^3 Beam Depth : 10.5 in A : 32.81 in"2 1 : 301.46 in^4 Use: 3.125X10.5 GLB or better T Professional Engineering Services, Inc. Job: 2109 Milroy St NW, Olympia Olympia, Washington Date: Apr-14 By: JAO (360)866-1875 Sheet: Vert. 4 Page 16 of 16 Post : (at center of floor picking up beams E-B) Length: 10 ft(MAX) K= 1 Provided by#2 DF 46 : LDF= 1 Fb= 1200 psi Post Width : 3.5 in Fc= 1000 psi Post Depth : 5.5 in E= 1600000 psi Raeam E-s 4830.00 # EQ1 = 0.613 Moment : 483.00 #ft Foundation Assumed allowable bearing pressure= 1500 psf Reeam H 4830.00 # 3.22 sf 1.79 ft sq