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Home My WebLink AboutBLD2013-00112 1 BUILDING PERMIT APPLICATION Review Type: I Review Type: I Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD13-00112 Received Date: 4/9/2013 SITE ADDRESS: 171 HEMLOCK ST PORT TOWNSEND, 98368 OWNER: STANLEY E KROPF PHONE: MARLENE Y KROPF 171 HEMLOCK DRIVE PORT TOWNSEND WA 98368 CAPE GEORGE VILLAGE DIV 3 SUBDIVISION: Block: Lot: 43 PARCEL NUMBER: 940500042 Section: 13 Township: 30 N Range: 02 W CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License HILINH*981BT Expires 2/10/2013 REPRESENTATIVE: LEXAR PHONE: 360-623-5167 PHIL SHANKLE 94 KALA SQUARE PL PORT TOWNSEND WA 98368 PROJECT DESCRIPTION New SFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,482 VALUATION 273,588.00 ADD'L: HEAT TYPE: EEE CODE EDITION: 2009 HEAT BASE: 959 HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE: SHORELINE: CONST TYPE: DECK: 435 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: BEDROOMS: BATHROOMS: Exist: Exist: 0 Prop: 2 Prop: 3 Total: 2 Total: 3 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $1,968.15 CJZ 04/09/13 140217 p Plan Check $1,279.30 CJZ 04/09/13 140217 APPROVED D State Building Code $4.50 CJZ 04/09/13 140217 Potable Water Application $66.00 CJZ 04/09/13 140217 JUN 10 2013 Total: $3,317.95 Jefferson County DOE CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 (360)379-4450 FAX(360)379-4451 Carl Smith, Director/Building Official PERMIT#: BLD13-00112 APPLICANT: STANLEY E KROPF PHONE: MARLENE Y KROPF 171 HEMLOCK DRIVE PORT TOWNSEND WA 98368 SITE ADDRESS: 171 HEMLOCK DR Issue Date: 06/10/2013 PORT TOWNSEND, 98368 Final Date: 7/8/2014 SUBDIVISION: 9405 Block: Lot: 43 PARCEL NUMBER: 940500042 Section: 13 Township: 30 N Range: 2W PROJECT DESCRIPTION: New SFR THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2009 EDITION. OCCUPANCY GROUP: R-3 TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS INSPECTION AND RECEIVED FINAL SIGN OFF ON 7/8/2014 \\tidemark\data\forms\F_BLD_Occupancy.rpt 7/8/2014 BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD13-00112 Received Date: 4/9/2013 SITE ADDRESS: 171 HEMLOCK ST Issue Date 6/10/2013 PORT TOWNSEND, 98368 Expiration Date 6/10/2014 OWNER: STANLEY E KROPF PHONE: MARLENE Y KROPF 171 HEMLOCK DRIVE PORT TOWNSEND WA 98368 CAPE GEORGE VILLAGE DIV 3 SUBDIVISION: Block: Lot: 43 PARCEL NUMBER: 940500042 Section: 13 Township: 30 N Range: 02 W CONTRACTOR: LEXAR HOMES PHONE: (360)379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2014 PROJECT DESCRIPTION: New SFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,482 VALUATION 273,588.00 ADD'L: HEAT TYPE: EEE CODE EDITION: 2009 HEAT BASE: 959 HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE SHORELINE; CONST TYPE: DECK: 435 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: 11050 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $1,968.15 CJZ 04/09/13 140217 Exist: Exist: 0 Plan Check $1,279.30 CJZ 04/09/13 140217 Prop: 2 Prop: 3 State Building Code $4.50 CJZ 04/09/13 140217 Total: 2 Total: 3 Potable Water Application $66.00 CJZ 04/09/13 140217 Total: $3,317.95 Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am-4:30 pm MONDAY- THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED • • Sally Ellis From: Carl Smith Sent: Friday, June 06, 2014 10:13 AM To: Sally Ellis Cc: Jim Coyne; Frank Hall; Mary Blain Subject: FW: Permit extension request Sally: please grant this person a 30 day extension to his building permit expiration date. Thanks, Carl From: Elizabeth Williams Sent: Thursday, June 05, 2014 9:23 AM To: Carl Smith Subject: Permit extension request Carl, Mr.Stanley Kropf stopped by today to seek a two-week extension on his permit in order to receive his final. He was set to get a final yesterday but Jim left him a correction notice. He has the item (glass)on order and Jim told him to seek your approval for such an extension. You may call him back at 574-370-5790. BTW, his Permit BLD13-00112 expires on June 10th(Tuesday). Etkodietti W ieelcuf63 Planning Clerk Jefferson County DCD ewilliams@co.jefferson.wa.us 360.379.4454 le-)1(\ , -i-b 00/ iq per COQ (1 *- -1(1-tbc-k- - 1 3,66)111" L1P Frank Hall From: Carl Smith Sent: Friday, June 06, 2014 10:13 AM To: Sally Ellis Cc: Jim Coyne; Frank Hall; Mary Blain Subject: FW: Permit extension request Sally: please grant this person a 30 day extension to his building permit expiration date. Thanks, Carl From: Elizabeth Williams Sent:Thursday,June 05, 2014 9:23 AM To: Carl Smith Subject: Permit extension request Carl, Mr.Stanley Kropf stopped by today to seek a two-week extension on his permit in order to receive his final. He was set to get a final yesterday but Jim left him a correction notice. He has the item (glass)on order and Jim told him to seek your approval for such an extension. You may call him back at 574-370-5790. BTW, his Permit BLD13-00112 expires on June 10th(Tuesday). eikafie> L W iW wn, Planning Clerk Jefferson County DCD ewilliams@co.jefferson.wa.us 360,379.4454 1 . , - , ...i..,.,„ , .,,, „ _it , ,A.r.,,,,,,. .,„,,., , 411. ,,,,,ik...,..c„ „ 1111111111.111:,. . ...„N. \,,,,..., , -Aitstf ., „,„. ; ,:‘,,,,... , ,t 1 ... Tracy's Insulation Inc. 4 .i.,41• "INSULATING YOUR COMMUNITY" N ; P.O.Box 970 CARLSBORG,WA 98324 " INSULATION CERTIFICATE i . THE INSULATION HAS BEEN INSTALLED IN CONFORMANCE WITH THE .� ,Y CURRENT THERMAL PERFORMANCE STANDARDS(WASHINGTON '� STATE ENERGY CODE)OR PER APPROVED PLANS,AT THE ADDRESS . LOCATED BELOW. ADDRESS :;"- • 4 n 1 14,t-ci AIrr Y t )1( - . fi if, . 't I SUB-CONTRACTOR: TRACY'S INSULATION INC. CONTRACTOR'S REG.NO, TRACYII917BT ' r MANUFACTURER THICKNESS R-VALUES EXTERIOR WALLS �,r �... ,i+ f; �. sfr, Type of material:Fiberglass (\ —' ' , ATTIC BAT"TS -11tflk Ck ,', r,t f t �" 4` Type of material:Fiberglass t ' t°`�/ `w SLOPED/VAULTED CEILINGS . '.I .11 Type of material: Fiberglass '' . 4 4. ATTIC BLOW (, C 0.*44 Type of material:fiberglass • FLOORS // (f t VL---, e Type of material:Fiberglass r,�nj t_:t t ! t - ' IP PIPE WRAPS Tspe of material: Fiberglass YES N( :1:4 • - VAPOR BARRIERS CEILING 1 i Pt WALLS f,i w FLOORS 1'- i Pt ( (1 ittEtti r .r ar t rkrilltlit'(114) `7' /1 : 'AUTHORIZED SIGNATURE TITLE DATE t. ' � 7r, ,.;t_a`;Ie' sue .;" '+, ' 1 «. {r' ,b,,,. .- :4' tfi sea dg/1 21203 STRUCTURAL CALCULATIONS LATERAL ANALYSIS FOR STANLEY&MARLENE KROPF 151 HEMLOCK DR. CAPE GEORGE, WA 98368 FOR LEXAR HOMES , #12456 MC SQUARED, INC. CALCULATIONS BY DANIEL A. LILLIE, EIT REVIEWED BY MICHAEL SZRAMEK, PE, SE q 10. %I1t ski 4 A `�►' ' REVICOMPL.IpNCE ot ;*, tCOOE '� ' u Vtee0 S/OH.*t' 1 4113 FILE C MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA, WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet Page 2 of 14 FAX(360)352-2044 Scope of Work: Structural calculations for the lateral for a two story wood framed residence located in Jefferson County, WA. Site Address: 2680 EASY ST WENATCHEE,WA 98801 Plan: Plan#2777 Design Loads: Roof Dead load= 15 psf Snow load= 45 psf Is= 1.0 Wall Dead Load= 12 psf Floor Dead Load= 15 psf Live Load= 40 psf Partition= 10 psf Conc. Dead Load= 150 pct Allowable Soil.Bearing= 1,500 psf(Assumed) Lateral Forces per the 2012 1BC/ASCE 7-10 Wind: VIRFD= 110 mph VASO= 85 mph Occupancy Cat II Exposure= D Roof Pitch= 4/12 Seismic: Ss= 1.28 Si = 0.521 IE= 1.0 Fa= 1.00 Fv= 1.50 SDS= 0.856 SDI= 0.521 Wood Sheathed Shear Walls R= 6.5 Cs= SDS/(R/I) p= 1.3 VIRFD= 0.171 W VASD= 0.120 W i) Soil: = 1500 PSF, Bearing Capacity 35 PCF, Active Pressure 250 PCF, Passive Pressure 0.45 Coefficient of Friction MC SQUARED, INC. Job: STANLEY& MARLENE KROPF #12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet Page 3 of 14 FAX(360)352-2044 Seismic Analysis 2012 IBC/ASCE7-10 Occupancy Category II Seismic Use Group I Site Class D(assumed) Short Period 1 Second Period Ss= 1.28 S,= 0.521 Fa= 1.00 Fv= 1.5 SMS= Fe Ss= 1.284283 Sim =Fv Si= 0.78 Sos=(2/3)SMS s 0.86 Sp, = (2/3)SM,_ 0.52 Seismic Design Category= D Seismic Design Category= D Seismic Design Category= D C,= 0.02 All other structural systems x= 0.75 h„= 13.6 R= 6.5 Bearing Wall System w/wood structural panels IE= 1.0 T=TB=C,h„x= 0.142 k= 1.0 p= 1.3 Cs=Sos/(R/I)= 0.171 C+smax=SD1/(TR/I)= 0.566 Csmin =0.044Sosl = 0.023 V=•C$W = 0.171W 0.7V=0.7CsW = 0.120 W (0.7E) - MC SQUARED, INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360) 754-9339 Sheet: Page 4 of 14 FAX(360)352-2044 Seismic Weight Criteria Roof Area= 1880 SF W for Roof= 15 PSF 2nd Fir/Low Roof Area= 0 SF W for 2nd Fir= 0 PSF Main Floor Area= 1944 SF W for Main Fir= 15 PSF LFof 2nd FIr Walls= 252 LF Plate Ht at Roof= 9 FT LFof Main Fir walls= 0 LF Plate Ht at 2nd FIr= 0 FT LFof DL Base Walls= 210 LF Plate Ht at Main FIr= 8 FT Wall Ht to Roof= 9 FT W wall= 12 PSF Wall Ht to 2nd Fir= 0 FT Wall Ht to Main Fir= 8 FT Seismic Weight Per Level Seismic Load Per Level Wt Roof 28200 # Wt Walls 13608 # Sum 41808 # VRoof= 6746 # Wt Walls 0# Wt 2nd Flr 0# Wt Wails 0 # Sum 0 # V2nd Ft= 0 # Wt Walls 0 # Wt Main FIr 29160# Wt Walls 10080 # Sum 39240 # VMain Ft= 2980 # Total Wt= 81048 # 0.7V= 9726 # 0.7VTaai= 9726 # Diaohraam Design Forces FPRoo{= 5017 Fpmax= 10023 Fpmin= 5011 Fp2nd Fr= 0 Fpmax= 0 Fpmin= 0 FpMain Fir= 4708.8 Fpmax= 9407.116 Fpmin= 4703.558 MC SQUARED,INC. Job: STANLEY&MARLENE KROF#12456 - OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet: Page 5 of 14 FAX(360)352-2044 Wind Analysis 2012 IBC VLRFD= 110 mph Exp= D MRHt= 20.92 A= 1.56 (ASCE 7-10 Table Figure 28.6-1) Main Wind Force Resisting System PS= APB 122,3a(Figure 28.6-1) Wind Roof Load Horizontal Pressures Vertical Pressures Speed Pitch Case A B C D E F G H 110 mph Flat 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 Ps 30.0 -15.6 19.8 -9.2 -36.0 -20.4 -25.0 -15.8 Ps min = 10.0 Ps 29.95 -15.60 19.81 10.00 -36.04 -20.44 -24.96 -15.76 Pitch Case A B C D E F G H 2:12 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 Ps 33.7 -14.0 22.5 -8.1 -36.0 -22.0 -25.0 -16.8 Ps min= 10.0 Ps 33.70 -14.04 22.46 10.00 -36.04 -22.00 -24.96 -16.85 Pitch Case A B C D E F G H 3:12 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 Ps 37.6 -12.5 25.0 -7.2 -36.0 -23.6 -25.0 -17.9 Ps min= 10.0 Ps 37.60 -12.48 24.96 10.00 -36.04 -23.56 -24.96 -17.94 Pitch Case A B C D E F G H 4:12 1 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 Ps 41.5 -10.9 27.6 -6.1 -36.0 -25.0 -25.0 -19.0 Ps min= 10.0 Ps 41.50 -10.92 27.61 10.00 -36.04 -24.96 -24.96 -19.03 Pitch Case A B C D E F G H 6:12 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 Ps 37.6 6.1 27.1 6.2 -16.7 -22.8 -12.0 -18.3 Ps min= 10.0 Ps 37.60 10.00 27.14 10.00 -16.69 -22.78 -12.01 -18.25 Pitch Case A B C D E F G H 7112:12 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 Ps 33.7 23.1 26.8 18.4 12.9 -10.1 11.2 -7.2 _ Ps min= 10.0 Ps 33.70 23.09 26.83 18.41 12.95 -10.14 11.23 10.00 MC SQUARED,INC. Job: STANLEY& MARLENE KROF#12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet: Page 6 of 14 FAX(360)352-2044 Use: 39.55 psf for Areas A and B for LRFD Use: 27.38 psf for Areas C and D for LRFD Use: 39.55/1.6= 24.72 psf for Areas A and B for ASD Design Use: 27.38/1.6= 17.11 psf for Areas C and D for ASO Design 0.4H= 8.368 Least width = 52 0.1L= 5.2 Mina= 3 a= 5.2 2a= 10.4 Use: 20.8 FT Wind Criteria for Front/Back(Between 1-2) Upper Roof Ht at Front/Back= 4.3 FT Lower Roof Ht at Front/Back= 0 FT Wall Ht to Roof= 9 FT Length of Wall at Upper Roof= 52 LF Wall Ht to 2nd FIr/Low Roof= 0 FT Length of Wall at 2nd FIr= 50 LF Wall Ht to Main FIr= 8 FT Length of Wall at Main Fir= 0 LF Length of Wall at Low Roof= 0 LF Wind to Upper Roof Lenoth of wall Wind Load 24.7(4.3+9.012)= 217.5 PLF 20.8 FT 4524 # 17.1(4.3+9.0/2)= 150.6 PLF 31.2 FT 4698 # Sum= 9222 # Wind to Lower Roof Length of wall Wind Load 0 0.OPLF OFT 0 # 0 0.0PLF OFT 0 # Sum= 0 # Wind to 2nd Floor Length of wall Wind Load 24.7(9.0/2+1+8.012)= 235 PLF 0 FT 0 # 17.1(9.0/2+1+0.012)= 163 PLF 0 FT 0 # Sum= 0 # Wind to Main Floor Lenoth of wall Wind Load 24.7(0.0/2+1+8.012)= 124 PLF 0 FT 0# 17.1(0.0/2+1+8.0/2)= 86 PLF 0 FT 0# Sum= 0# Wind to Deck Length of Deck Wind Load 24.7( 1.5 )= 59 PLF 10 FT 593.19 # Wind to Covered Porch Length of Roof Wind Load 24.7( 2.16 )= 85.4194 PLF 6 FT 512.516 # Sum to Front/Back= 10328 # MC SQUARED,INC. Job: STANLEY&MARLENE KROF 0 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet: Page 7 of 14 FAX(360) 352-2044 0.4H= 8.368 Least width = 32 0.1 L = 3.2 Mina= 3 a= 3.2 2a= 6.4 Use: 12.8 FT Upper Roof Ht at Sides= 3.51 FT Lower Roof Ht at Sides= 0 FT Wall Ht to Roof= 9 FT Length of Wall at Upper Roof= 34 LF Wall Ht to 2nd FIr/Low Roof= 0 FT Length of Wall at 2nd Fir= 0 LF Wall Ht to Main Fir= 8 FT Length of Wall at Main FIr= 20 LF Length of Wall at Low Roof= 0 LF Wind Criteria for Sides(Between A-C) Wind to Upper Roof Length of wall Wind Load 24.7(3.5+9.012)= 198.0 PLF 12.8 FT 2534 # 17.1(3.5+9.012)= 137.1 PLF 21.2 FT 2906 # Sum= 5440 # Wind to Lower Roof Length of wall Wind Load 0 0.OPLF OFT 0 # 0 O PLF OFT 0 # Sum= 0 # Wind to 2nd Floor Length of wall Wind Load 0 O PLF OFT 0 # 0 OPLF OFT 0 # Sum= 0 # Wind to Main Floor Length of wall Wind Load 24.7(9.0/2+1+8.0/2j= 234.804 PLF 12.8 FT 3005.5 # 17.1(9.012+1+8.012)= 162.557 PLF 7.2 FT 1170.41 # Sum= 4175.91 # Wind to Deck Length of Deck Wind Load 24.7( 1.5 )= 59.319 PLF 10 FT 593.19 # Wind to Covered Porch Length of Roof Wind Load 24.7( 0 ) = 0.0 PLF 0 FT 0 # Sum to Sides= 10209 # MC SQUARED, INC. Job: .--'ic„): OLYMPIA,WASHINGTON 98506 (360)754-9339 Date: By: FAX(360)352-2044 Sheet: Page of 160W 15ll ‘Ge 1 -q-bcali _ Lfs • kul 1'4Z' z c-c-i . . — 134 0 el N III , — z— t / 3 Ln – . I cr- tr. IA , LC\ _ l 1 •— ....9 C.4 X 11 1 I --•-• CA) \ \\ / I I t1 t--) ' co \,.. ... ...p ....., _. (...(:)) e - e--.' .6 _ . I I I I 1 1 MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet: Page 9 of 14 FAX(360)352-2044 Roof Diaphragms(Wind} Line WPLF L B V v M C=T 1 -2 177 52 34 4611 136 59944 1763# A-C 160 34 38 2720 72 23119 608 # Roof Diaphragms(Seismic) Line WPLF L B V v M C=T 1 -2 130 52 34 3373 99 43850 1290 # A-C 198 34 38 3373 89 28671 754 # Use 7/16"Plywood w/8d's @ 6"O,C. Top plate okay by inspection Floor Diaphragms(Winds _ Line WPLF L B V v M C=T Porch 1 85 6 10 513 51 1538 154 # Deck 1 59 10 22 593 27 741 34 # A-B 209 20 52 2088 40 10440 201 # Porch A 59 10 29 593 20 2966 102 # Floor Diaphragms(Seismicl Line WPLF L B V v M C=T Porch 1 15 6 10 87 9 262 26 # 1 -2 49 52 34 1286 38 16720 492 # Deck 1 32 10 22 320 15 1600 73 # A-B 116 20 52 1165 22 5825 112 # Porch A 65 10 29 650 22 3248 112 # Use 7/16"Plywood w/8d's @ 6"O.C. Top plate okay by inspection MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet: Page 10 of 14 FAX(360)352-2044 Loads to Lines(Wind) Line Roof Floor Redistribution Sub Total 1 +Porch 1 4611 513+593 - 5717 2 4611 - - 4611 1 10328 # A 2720 2088+593 - 5401 B 2088 - 2088 10209 # C 2720 - - 2720 Loads to Lines(Seismic) Line Roof Floor Redistribution Sub Total 1 + Porch 1 3373 87+1286+320 - 5067 2 3373 1286 - 4659 ] 9726 # A 3373 1165+650 - 5188 B 1165 - 1165 9726 # C 3373 - - 3373 -.>A-e)jUs t-e6 1_on cl lb L,nt if : q – t —2711- Ilt ) .' '5,2" . ) AJP)1.P6 L( c to 1,o/V.. V: `L' ��,�5� •_ 1-1,65i�t I �2.5�{ ��Io6 I � § Ea ii gip 1111 I 1 $ D 7 ° © g 2 0) k k k 0) T co Cl CO k — 2Dmm � * « @ G � cO so 2f7 kk k 0 0 V 1 $ eVcv O. * > o $ Co # ¥ F- CO / N $ / m g o) CA ¥ ¥ � II ES E m ._ D k k \ Co / a- a- .- e- CO k k 2 2 co o) oo @ co Co Co ■ 0) co 0 0) 0) m $ ' $ � $ to kU) LO # ' a ® ui cv a $ / A CO r I- .-- qr.- CO 0 /' Co Co ( # % $ o k ri 441 c oo a. $ $ 5 iii Ts a t / ~ + 1- + / � $ 0 > co $ k \ $ o 2 � � 2 4 7 t 2 et U Er L e H @ ■ IA c en E - q < a g o E — . d cn TYPICAL SHEAR WALL NOTES Use 1/2" dia. by 10"Anchor Bolts (AB's)with single plates or 1/2"dia. by 12"AB's with 3X or double plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall. All anchor bolts shall be placed within 12"from corners, and 12"from the ends of both plates at splices. All anchor bolts shall have a 3"square, 1/4" thick plate washers between the top of the sill plate and the nut. ALL ANCHOR BOLTS, NUTS AND WASHERS SHALL BE EITHER STAINLESS STEEL OR GALVANIZED STEEL WHEN IN CONTACT WITH PRESSURE TREATED WOOD. 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. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent when used with 1/2" plywood). 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. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent holdowns by United Steel Products Company"Kant-Sag" that have ICC approval can be substituted in place of Simpson holdowns. The nailing of the sole plate to the floor shall be 16d common nails to match the spacing of the shear wall edge nailing. Wall framing shall be #2 Hem-Fir or better. 3X, 4X, or 6X studs can be made from multiple 2X studs nailed together with (2) rows of 10d's at 8" on center each row. ROOF DIAPHRAGM 1/2" plywood or 7/16" OSB, span rated 24/16 or better, nail with 8d common nails at 6" on center edges and 12" on center field. Sheathing shall lay perpendicular to framing. FLOOR DIAPHRAGM 3/4" tongue and groove plywood or OSB sheathing span rated 48/24 or better. Glue and nail with 10d commons at 6" on center edges, and 12" on center field. Sheathing shall lay perpendicular to framing. SHEAR WALL SCHEDULE 1. Sheathing nailed with 8d's at 6" on center all edges. (Capacity= 242 plf) 2. Sheathing nailed with 8d's at 3" on center all edges with 3X or 4X studs at adjoining panel edges. (Capacity= 456 plf ) 3. Sheathing nailed with 8d's at 2" on center all edges with 3X or 4X studs at adjoining panel edges. (Capacity= 595 plf) HOLDOWN SCHEDULE LSTHD8 LSTHD8 embeds 8" into concrete foundation, LSTHD8 attaches to double studs minimum with (16) 16d sinker nails. (Cap = 2185) STHD14 STHD14 embeds 14" into concrete foundation, STHD14 attaches to double studs minimum with (22) 16d sinker nails. (Cap = 3695) LTT20B LTT20B attaches to foundation with 1/2"diameter anchor bolt with 7" minimum embedment. LTT20B attaches to double stud minimum with (10) 16d sinker nails. (Cap = 1290) HTT5 HTT5 attaches to foundation with 5/8" diameter anchor bolt with 16" minimum embedment. HTT4 attaches to double stud minimum with (26) 16d nails. (Cap = 4375) HDQ8 attaches to foundation with 7/8" diameter anchor bolt with 24" minimum embedment into concrete stem wall. SSTB 28 can be used as an alternative to anchor bolt. HDQ8 attaches to (3) studs minimum with (20) Simpson SDS1/4X3 screws. (Cap = 6645) HDU2 HDU2 attaches to foundation with a 5/8"diameter anchor bolt with 14" minimum embedment. HDU2 attaches to double studs with (6) Simpson SDS1/4X3 screws. (Cap = 2215) HDU5 HDU5 attaches to foundation with a 5/8" diameter anchor bolt with 15" minimum embedment. HDU5 attaches to double studs with (14) Simpson SDS1/4X3 screws. (Cap = 4065) HDU8 HDU8 attaches to foundation with a 7/8"diameter anchor bolt with 24" minimum embedment into a concrete stem wall. HDU8 attaches to (3) studs with (20) Simpson SDS1/4X3 screws. (Cap = 5665) • v. $ 2 / q2 * .. to 0 � 0 Ce w 2 _1 CL M 06 >- \ m ® « x E o -, O @ 77 k_ tp � 0 t 10 X E k kk ci ..._ c N O. t ~ I . E ag k � � ■ a $ = . x I - - , , ? Li / Aq 7 cei w2Ig & & A # N 4CK ¥ CO x x Ii II x x 0 % % CJX \ N 22 , 0 ¢ k ® " ~08 Q. 2 $ f . i a a ■ » # dq � _co . 0 e & \ k < k k A ■ d � NN � NN co e E m a c % I in m o % k 4 2 2 0 ° 2 § 2 2 it 3 k k $ MC SQUARED, INC. Job: 121156 OLYMPIA, WASHINGTON 98506 (360)754-9339 Date: By: FAX(360)352-2044 } , Sheet: 'Re c.,:nti n�I v�ki JIi Page of ('fig$# L DL,- (l rtpsk )[(s24/2)[(321/2) - 1] = 2GS'bil 9L.= y ,ti,�� oa SL = (25pz' 2� '` 25 I!� Flot,Y t15ni-1 iU{,A (12)1f7) 1501v/4 ALL- 21-1u''k f lc u y L (1401)%i r 2Lich/ i ZS 12 1425'6/( — wt41l DL : 1ti2es1r (' ) _ (0),,,Th St-e. _... mpAi 14/61 ll; Roc {15P5( )tN't'7) + 1. s" 1 RuIJ sL= (251,,A) " = 13e)ift 4J U DL= (12p5k' (V{) = look Fled Dv (1512,1 + )0e301-(19.02) ('i{2YJ- 20`"4 LL, (1-10,, 1 '` = 32`)/(1 2-DL- 1i Rif}• SL- le , LL= -521' A �S� S 1. LL • IC�rvp - Re-Sale/IC-Q.. M L S Used ivy-156 F JOISTS MAY N OPPOSILOOR TE DIRECTION RU AT SOME LOCATIONS 1 (2) BARS CONT ® TOP m FREE DRAINING ` III VERT BARS GRANULAR BACKFILL —I I V TO LAP WITH DOWEL. MATERIAL LENGTH= WALL HEIGHT-3" HORIZ. BARS #5 REBAR ® 16" SOIL CUTLINE O.C. w/30" MIN LAP SPLICE irifti or #4 BARS 0 12" O.C. � L, w/24" MIN LAP SPLICE X 2" / iEFO,011/ CLR DOWEL - SEE TABLE eittrOliire i )..,,•:taaa CONSTRUCTION JOINT TOP REINF. w/ROUGHENED SURFACE e FILTER FABRIC `j • LAP SPLICES 12" _ - in - / FLOOR SLAB P•I•I�aW 2" _ f CLEAN FREE A:t� 0D ) DRAINING 'V!: - - -- COMPACTED GRAVEL , p Q•0 " O.C. 1i / I 3" • T- ill m iii III I i III I I I � �`� PERF PIPE DRAIN TO -III—III—III III 111 III 111 I1— LR CATCH BASIN OR HEEL X I STEM I TOE DAYLIGHT WHERE WATER X BOTTOM REINF. WILL NOT CAUSE WIDTH EROSION PROBLEMS / FIRM NATIVE SOIL RETAINING WALL SCHEDULE . WALL HEEL TOE WIDTH TOP REINF. BOT REINF. DOWEL VERT BARS STEM 0 RETAINING WALL SECTION 3/4"= 1'-0" I RWOO91 8.in Conc wl#5%• 18.in o/c ••:.:�••' A A 5'-6" 8'-0" 8,-O" 8.in Conc w/#5 @ 9.in o/c I- 2,-6" 2 1/2" 2" J ,'-0" _ 3" #5 @18.In Toe #5@18.inn_ Heel Designer select 1'4" 3'-0" all horiz.reinf. .-- 0.-40 See Appendix A 4'-6" OP- DL=513.,LL=499.#, Ecc=0.in • Pp=300.# 1620.# 105.75psf 1995.1 psf MC Squared,Inc Title Kropf Residence Page: "FM Olympia,WA 98506 Job# : 12456 Descr: Dsgnr: DAL Date: 15 AUG 2013 (360)7549339 O▪ A a WM Vail in File:m:lprojects Iexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987.2012, Build 10.13.8.24 License:KW-06058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Criteria II Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 4.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pd Soil Density,Toe = 0.00 pd FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 4.00 in Surcharge Loads _--14 [Lateral Load Applied to Stem 4 Adjacent Footing Load 11 Surcharge Over Heel = 0.0 Psi Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 has a factor increased 1.00 Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 513.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 499.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Des!!n Summa Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.50 0.00 Overturning = 2.34 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.36 Ratio<1.5! Thickness = 8.00 8.00 Reber Size = # 5 # 5 Total Bearing Load = 4,7 Reber Spacing = 18.00 9.00 ...resultant ecc. = 8.09 in Reber Placed at = Center Edge Design Data --- - Soil Pressure©Toe = 1,995 psf OK (b/FB+fa/Fa = y 0.360 0.676 Soil Pressure @ Heel = 106 psf OK Total Force 0 Section lbs= 968.0 2,048.0 Allowable = 2,000 pet Moment....Actual ft-#= 1,774.7 5,461.3 Soil Pressure Less Than Allowable Moment Allowable ft4= 4,926.0 9,474.0 ACI Factored a Toe = 2,478 psf Shear Actual psi= 14.7 31.0 ACI Factored©Heel = 131 psf Footing Shear 0 Toe = 15.7 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 12.1 psi OK Wall Weight psf= 100.0 100.0/ Allowable = 82.2 psi Reber Depth 'd' in= 5.50 5.50 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 12.31 00 LAP SPLICE IF BELOW in= 12. Lateral Sliding Force = 1,620.0 lbs HOOK EMBED INTO FTC in= 6.00 less 100%Passive Force= - 300.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,902.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 227.4 lbs NG rm psi= Fs psi= 5 146 rout jilts SO/4t)1,O 2- - Solid Grouting = (0..,I Vi t- OL 4-• Use Half Stresses Modular Ratio'n' Load Factors -- Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = . Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data . Wind,W 1.600 fc psi 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title : Kropf Residence Page: •• Olympia,WA 98506 Job# : 12458 Dsgnr: DAL Date: 15 AUG 2013 (360)764-9339 Descr: w �i S. 111M11. Vail in File:m:lprojects11exar homes12012112456-kropf(cape george, • RetainPro t0 (c)1987-2012, Build 10.13.6.24 License:KW-06058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. [Footing Dimensions&Strengli F Footing Design Results I Toe Width = 1.50 ft oe Hid_ Heel Width =3.00 Factored Pressure 2,478 131 psf Total Footing Width = 4.50 Mu':Upward = 2,495 1,462 ft-# Mu':Downward = 257 3.626 ft-# Footing Thickness = 12.00 in Mu: Design = 2,238 2,164 ft-# Key Width = 0.00 in Actual 1-Way Shear = 15.74 12.12 psi Key Depth • 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5T. 18.00 in Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 100 @ etm: 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined [Summary of Overturning &Resisting Forces&Moments 1 i OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-S - - 3.33 7,466.7 Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel 2,240.0 Surcharge over Heel = Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= 513.0 1.83 940.5 Load @ Stem Above Soil= 'Axial Live Load on Stem = 499.0 1.83 914.8 = Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weights) = 800.0 1.83 1,466.7 Total 1,620.0 O.T.M. 4,860.0 Earth @ Stem Transitions= _ = Footing Weight = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 2.34 Key Weight = Vert.component of active S.P.used for Overturning Resistance. Total= 4,228.0 lbs R.M. 11,392.6 *resistance,but is included for soolpressure calcul ation for overturning NOTES: Pp=300.# 1620.# 5.8025psf 1645.3psf • MC Squared,Inc Title : Kropf Residence Page: - Olympia,WA 98506 Job# : 12458 Dsgnr: DAL Date: 15 AUG 2013 ■ • (360)754-9339 Descr:i-am TLE s Vail in File:m:lprojectsklexar homes12012112456-kropf(cape george, • RetainPro 10 (c)1987-2012, Build 10.13.8.24 License:KW-06058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Criteria I Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 4.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe • 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore for passive pressure = 4.00 in 1 L_ , 'l Surcharge Loads 1 I Lateral Load Applied to Stem ` Adjacent Footing Load li Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 ti/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft 1 Axial Load Applied to Stem i ha abeeeen inc eased 1.00 Footing Type Line Load = Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in [esign Summary I Stem Construction 71 Top stem 2nd Stern OK Stem OK Wall Stability Ratios Design Height Above Ftf ft= 2.50 0.00 Overturning = 2.15 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.22 Ratio< 1.5! Thickness = 8.00 8.00 Reber Size = # 5 # 5 Total Bearing Load = 3,715 lbs Rebar Spacing = 18,00 9.00 ...resultant ecc. = 8.94 in Reber Placed at = Center Edge Design Data Soil Pressure©Toe = 1,645 psf OK fb/FB+fa/Fa = 0.380 0.578 Soil Pressure r•• Heel = 6 psf OK Total Force @ Section lbs= 968.0 2,048.0 Allowable = 2,000 psf Moment....Actual ft-#= 1,774.7 5,461.3 Soil Pressure Less Than Allowable Moment Allowable ft-#= 4,926.0 9,474.0 ACI Factored @ Heel = 7 psf Toe = 1,974 psf ACI Factored @ Shear Actual psi= 14.7 31.0 Footing Shear @ Toe = 12.1 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 16.7 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Reber Depth 'd' in= 5.50 5.50 Sliding Caics (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 12.31 n9 LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,620.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 300.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,671.8 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data - .. ....for 1.5: 1 Stability = 458.3 lbs NG I'm Psi= Fs Psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors - - - Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. _ - Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data - Wind,W 1.600 ft psi= 3,000.0 3,000.0 - Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title : Kropf Residence Page: • Olympia,WA 98506 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 . . , . a (360)754-9339 Dews': Y r "Al: y ' Vall In File:m:\projects\Iexar homes12012\12456-kropf(cape george, • RetainPro 70 (t)1987.2012, Build 10.13.8.24 License:KW-06058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths 1 L Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = _ 3.00 Factored Pressure = 1,974 7 psf Total Footing Width = 4.50 Mu':Upward = 1,975 945 ft-# Footing Thickness = 12.00 in Mu':Downward = 257 3,626 ft-# Mu: Design = 1,719 2,681 ft-# Key Width = 0.00 in Actual 1-Way Shear = 12.09 16.68 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 It Toe Reinforcing = #5©18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5©18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 ©Btm= 3,00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined { Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft 84 lbs ft ft-# Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel = 2,240,0 3.33 7,466.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,486.7 Total 1,620.0 O.T.M. 4,860.0 Earth ea Stem Transitions= _ = Footing Weighs = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 2.15 Key Weight Vert.component of active S.P.used for Overturning Resistance. = _ Total= 3,715.0 lbs R.M.= 10,452.1 •Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: I Ki4 Res;Aance. MG SUUaned # 12145C —� FLOOR JOISTS MAY RUN . OPPOSITE DIRECTION AT SOME LOCATIONS R )1 \ \ - i (2) BARS CONT 0 TOP FREE DRAINING \ III= VERT BARS GRANULAR BACKFILL —I I_ z TO LAP WITH DOWEL. MATERIAL LENGTH= WALL HEIGHT-3" HORIZ. BARS #5 REBAR 0 16" SOIL CUTLINE O.C. w/30" MIN LAP SPUCE �`' or #4 BARS 0 12" O.C. I�0 _ w/24" MIN LAP SPLICE 1I4f1,1 ** �� DOWEL - SEE TABLE 114_ :14 cLR 1.,-4� ., lIVitills CONSTRUCTION JOINT TOP REINF. w/ROUGHENED SURFACE e FILTER FABRIC cj 4 LAP SPLICES 12" - - '--12" M / FLOOR SLAB 2 a i CLEAN FREE +7` 1` `r�r co ) \---+ DRAINING Y� 01, - COMPACTED GRAVEL of •T . " c 0 " O.C. ■ -I 1 fl—I 11-1 I I—III—I l—III—III— 3" \ \ =111=1 11=1 11=1 11=111—I I I—I I I _ LR PERF PIPE DRAIN TO CATCH BASIN OR HEEL I X STEM I TOE �( BOTTOM REINF. DAYLIGHT WHERE WATER WIDTH \ WILL NOT CAUSE EROSION PROBLEMS FIRM NATIVE SOIL RETAINING WALL SCHEDULE WALL HEEL TOE WIDTH TOP REINF. BOT REINF. DOWEL VERT BARS STEM V.6 „, i •ri 14:6'Y r # # 05 t, �b.& -0-5(,18'0.:.. �'i �.`G„ �"�., j,'b , * . (2) #5 .µ,5. . [)tip 5 L,a 6..p . -L I -� '0 is J'.5 (f)#5 IEC� (z/s' ar�`' ' . u.,o„ o_Id' :.6�. ,, y. (t) its (1105 60,- Ji" *56 re " _q« RETAINING WALL SECTION : <T 6??E1P FIVON V 3/4• = 11-0" I RWOO9 8.in Conc w/#5 @ 18.in o/c %'•'•'''' 5'-6" L 8'-0" 8'-0" 8.in Conc w/#5 CP 9.in o/c A 2,-6" 21/2" 2" Sliding Restraint - 1'.0" 3" #5@18.in©Toe #5@18.in @ Heel Designer select 1 6 3'-0' 110-all horiz.reinf. See Appendix A 4'6" DL=211.,LL=138.#, Ec O.in Sliding Restraint 1620.# 40.272psf 1766.psf MC Squared,Inc Title : Kropf Residence Page: MIMIOlympia,WA 98506 Job# : 12456 Dsgnr. DAL Date: 15 AUG 2013 (380)764-9339 Descr:stepped FNDN s P. 4 Vall in File:m:tprojectsllexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987-2012, Build 10.13.8.24 License:KW-08058117 Cantilevered Retaining Wall Design Code:IBC 2009,AC1318-08,ACI530-08 License To:MC SQUARED,INC. [Criteria 0 L Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads ‘ l Lateral Load Applied to Stem A Adjacent Footing Load = sf = 0.0#/t Adjacent Footing Load = 0.0 lbs Surcharge Over Heel 0.0 p Lateral Load Used To Resist Sliding&Overturning ,..Height to To = 0.00 Footing 9 Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp 1 by a factor of Base Above/Below Soil ■ 0A ft Axial Dead Load = 211.0 lbs Wind on Exposed Stern= 0.0 psf at Back of Wall Axial Live Load = 138.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in rDesign Summary i [em Construction i Top Stem Stem OK 2nd Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.50 0.00 Overturning = 2.23 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Reber Size = it 5 8 5 Total Bearing Load = 4,064 lbs Reber Spacing = 18.00 9.00 ...resultant ecc. = 8.60 in Rebar Placed at = Center Edge Design Data - - - Soil Pressure _+Toe = 1,766 psf OK fb/FB+fa/Fa = 0.380 0.578 Soil Pressure 42 Heel = 40 psf OK Total Force a Section lbs 968.0 2,048.0 Allowable = 2,000 psf MomentActual ft4= 1,774.7 5,461.3 Soil Pressure Less Than Allowable Moment Allowable 114= 4,926.0 9,474.0 AC1 Factored @ Toe = 2,143 psf Shear Actual psi= 14.7 31.0 AC1 Factored @ Heel = 49 psf Footing Shear©Toe = 13.8 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear i Heel = 15.1 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 5.50 5.50 LAP SPLICE lF ABOVE in= 12.00 12.31 Sliding Calks Slab Resists All Sliding 1 LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,620.0 lbs HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data - f'm Psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors - - -- Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data --- - -Wind,W 1.600 Pc psi= 3,000.0 3,000.0 • Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title ; Kropf Residence Page: - Olympia,WA 98606 Job# ; 12456 Dsgnr: DAL Date: 15 AUG 2013 riliV AM (380)764-9339 Descr:Stepped FNDN Mg= gall in File:m:projectsllexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06068117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 630-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths I [—Footing Design Results 1 LToe Width = 1.50 ft Toe Heel Heel Width = 3.00 Factored Pressure = 2,143 49 psf Total Footing Width = 4.50 Mu':Upward = 2,149 1,118 ft-# Footing Thickness = 12.00 in Mu':Downward = 203 3,626 ft4 Mu: Design 1,947 2,508 ft-# Key Width = 0.00 in Actual 1-Way Shear = 13.81 15.15 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 @I Btm= 3.00 in Toe: Not raga,Mu<S"Fr Heel:Not req'd,Mu<S"Fr Key: No key defined [Summary of Overturning& Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft'# _ lbs ft ft-# Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel = 2,240.0 3.33 7,466.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= 211.0 1.83 386.8 Load @I Stem Above Soil= *Axial Live Load on Stem = 138.0 1.83 253.0 = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total 1,620.0 O.T.M. 4,860.0 Earth CO Stem Transitions= _ = Footing Weight = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 2.23 Key Weight Vert.component of active S.P.used for Overturning Resistance. Total= 3,926.0 lbs R.M.= 10,838.9 "Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: .,..]Krw••.•9.;•i•;•i r i•:;.;ova..:;,•:•-•-•-.. 3 Sliding Restraint 1620.# 6.6025psf 1645.3psf MC Squared,Inc Title : Kropf Residence Page: Olympia,WA 98506 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 :... - . (360)754-9339 Dew:Stepped FNDN i gal . Vail in File:m:lprojectsVexar homes12012112456-kropf(cape george, RetainPro 10 (C)1987.2012, Build 10.13.8.24 License:KW08068117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. [riteria --ii [Soil Data I ' _ .. ..-- Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 360.0 psflft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf- 0.00 pd Soil Density,Toe = P FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in [Surcharge Loads 1111 Lateral Load Applied to Stem A Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load _ 0.0 lbs 0.00 ft Used To Resist Sliding&Overturning .:.Height to Top = 0.00 ft Footing Width 0.00 in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing Type Line Load Axial Load Applied to Stem by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in [Design Summary [Stem Construction 1 Tai?stem 2nd [. Stem OK Stem OK Wall Stability Ratios Design Height Above Ft¢ it= 2.50 0.00 Overturning = 2.15 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 3,715 lbs Rebar Spacing = 18.00 9.00 ...resultant ecc. = 8.94 in Rebar Placed at = Center Edge Design Data - - - Soil Pressure @ Toe - 1,645 psf OK fb/FB+fa/Fa _ 0.380 0.578 Soil Pressure @ Heel = 6 psf OK Total Force @ Section lbs= 968.0 2,048.0 Allowable = 2.000 psf Moment....Actual ft-tt= 1,774.7 5,461.3 Soil Pressure Less Than Allowable Moment Allowable ft-#= 4,926.0 9,474.0 ACI Factored @ Toe = 1,974 psf Shear Actual psi.= 14.7 31.0 ACI Factored Heel = 7 psf Shear Allowable psi= 82.2 82.2 Footing Shear Toe = 12.6 psi OK Wall Weight psf= 100.0 100.0 Footing Shear�, Heel = 16.7 psi OK Rebar Depth 'd' in= 5.50 5.50 Allowable = 82.2 psi LAP SPLICE IF ABOVE in= 12.00 12.31 Sliding Calks Slab Resists All Sliding I LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,620.0 lbs HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data -- _.- I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight • Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data - - Wind,W 1.600 rc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title : Kropf Residence Page: • Olympia,WA 98508 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 is ':• : (380)754-9339 Descr:Stepped FNDN E 'A Y r 11- Vail in File:m:Wrojectslexar homes12012112456-kropf(cape george, • RetainPro 10 (c)1967-2012, Build 10.19.8.24 License:KW-06058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. [ oting Dimensions&Strengths-1 Footing Design Results 1 Toe Width = 1.50 ft Toe Heel Heel Width = _ 3.00 Factored Pressure = 1,974 7 psf Total Footing Width = 4.50 Mu':Upward = 1,975 945 ft-ft Footing Thickness = 12.00 in Mu':Downward = 203 3,626 ft-ft Mu: Design 1,773 2,681 ft-ft Key Width = 0.00 in Actual 1-Way Shear = 12.58 16.68 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 18.00 in rc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 it 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ lift.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined ■mmary of Overturning& Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-ft lbs ft ft-ft Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel 2,240.0 3.33 7,466.7 Surcharge over Heel = Sloped Soil Over Hee' = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe Surcharge Over Toe = —- Stem Weight(s) = 800.0 1.83 1,466.7 Total 1,620.0 O.T.M. 4,860.0 Earth G! Stem Transitions= = = Footing Weighs = 675.0 2.25 1,518.8 ResistlnglOvertuming Ratio = 2.15 Key Weight = Vert.component of active S.P.used for Overturning Resistance. _Total= 3,715.0 lbs R.M.= 10,452.1 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: 8.in Cone w/#5 @ 18.in o/c :•�'.•':� 4 3'-6" 6'-0" 6'-0" 8.in Conc w/#5,!J 18.in o/c A 2'-8' 2 112" 2" Sliding Restraint 1'-0 i 3„ •. #5 @18.in @ Toe #5 @18.in r} Heel Designer select 1'-0" 2'-0" all horiz.relnf..10— - See Appendix A 3'-0" DL=211.,LL=138.#, Ecc=O.in Sliding Restraint PFPW 980.# 1959.1 psf Title • Kropf Residence Page: .. Olympi ar a,WA A 98506 MC Sp Inc Job# : 12456 Dsgnf: DAL Date: 15 AUG 2013 Descr:• ....r (360)754-9339 _ � Vail in File:m:iprojects1lexar homes12012\12456-kropf(cape george, • RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:Kw-06058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. [Criteria A {Soil Data - 6.00 ft Allow Soil Bearing = 2,000.0 psf Retained Height Equivalent Fluid Pressure Method Wall height above soil - 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 4.00 in Passive Pressure 360.0 psfi t Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore for passive pressure = 4.00 in J Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 0 Adjacent Footing Load = 0.0 lbs Surcharge Over Heel = 0.0 psf Lateral Load = 0 00 Footing Width = 0.00 ft Used To Resist Sliding&Overturning ...Height to Top Footing 0.00 in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Wall Eccentricity Ftg CL Dist = 0.00 ft Used for Sliding&Overturning The above lateral load Line Load i Axial Load Applied to Stem 1 has been increased 1.00 Footing Type = by a factor of Base Above/Below Soil 0.0 ft Axial Dead Load = 211.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall =Axial Live Load = 138.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 1 _Stem Construction 1 Top Stem 2nd _ -Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.50 0.00 Overturning = 1.75 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Reber Size = # 5 # 5 Reber Spacing = 18.00 18.00 2,359 lbs Total Bearing Load = ...resultant ecc. ■ 8.37 In Rebar Placed at = Center Edge Design Data - - Soil Pressure(Toe = 1,959 psf OK fb/FB+fa/Fa = 0.093 0.468 Soil Pressure 4 Heel = 0 psf OK Total Force Section lbs= 392.0 1,152.0 Allowable • 2,000 psf Moment....Actual ft-#= 457.3 2,304.0 Soil Pressure Less Than Allowable Moment Allowable ft-#= 4,926.0 4,926.0 ACI Factored 4 Toe = 2,397 psf Shear Actual psi= 5.9 17.5 ACI Factored 4 Heel = 0 psf 5.7 i OK Shear Allowable psi= 82.2 82.2 Footing Shear Toe Ps Wall Weight psf= 100.0 100-0 Footing Shear Heel - 9.8 psi OK Rebar Depth 'd' in= 5.50 5.50 Allowable = 82.2 psi LAP SPLICE IF ABOVE in= 12.00 12.00 Sliding Calcs Slab Resists All Sliding! LAP AP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 980.0 lbs HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data - f'm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors - - -- Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. _ . Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data - Wind,W 1.800 ft psi= 3,000.0 3,000.0 • Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 . MC Squared,Inc Title • Kropf Residence Page: - Olympia,WA 98506 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 . +.• _ (360)754-9339 Descr: • MINIM Vail in File:m:lprojectsllexar homes12012112456-kropf(cape george, RetainPro 10 (a)1987-2012, Build 10.13.8.24 License:KW-06058117 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths' 1 Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = _ 2.00 Factored Pressure = 2,397 0 psf Total Footing Width = 3.00 Mu':Upward = 1,033 68 ft-# Footing Thickness = 12.00 in Mu':Downward = 114 928 ft-# Mu: Design = 919 860 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.74 9.81 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 Ibs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 960.0 2.33 2,240.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 211.0 1.33 281.3 Load @ Stem Above Soil= *Axial Live Load on Stem = 138.0 1.33 184.0 = Soil Over Toe = 0.50 Surcharge Over Toe = Total 980.0 O.T.M. 2,286.7 Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions= _ = Footing Weight = 450.0 1.50 675.0 Resisting/Overturning Ratio = 1.76 Key Weight = Vert.component of active S.P.used for Overturning Resistance. _ _ Total= 2,221.0 lbs R.M.I. 3,996.3 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Sliding Restraint PIPPr' 980.# 1885.7psf MC Squared,WA 98506 Job : 12456 Residence Page:AUG Olympia,WA 9ii506 Job# : 12486 Dsgnr: DAL Date: 15 A 2013 . . ler. a. � (360)754-9339 Descr: i _ 'i w ti® Vail kt File:m:lprojectsllexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987-2012, Build 10.13.8.24 License:KW-08058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. {Criteria 1 Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 _ Height of Soil over Toe = 4.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootinglISoil Friction = 0.450 Soil height to ignore for passive pressure = 4.00 in �urcharge Loads I Lateral Load Applied to Stem I [,Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom - 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A 11 @d to Stem has been increased 1.00 Footing Type Line Load L pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall _ 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 1 [ Stem Construction 1 _T_op Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.50 0.00 Overturning = 1.62 OK Wall Material Above"HC = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 2,010 lbs Rebar Spacing = 18.00 18.00 ...resultant ecc. = 9.47 in Rebar Placed at = Center Edge Soil Pressure Toe = 1,886 psf OK Design Data - � fb/FB+fa/Fa = 0.093 0.468 Soil Pressure @ Heel = 0 psf OK Total Force©Section Ibs= 392.0 1,152.0 Allowable = 2,000 psf Moment....Adual ft-#= 457.3 2,304.0 Soil Pressure Less Than Allowable Moment Allowable ft-#= 4,926.0 4,926.0 ACI Factored CO Toe = 2,263 psf ACI Factored 6 Heel = 0 psf Shear Actual psi= 5.9 17.5 Footing Shear 0)Toe = 5.3 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 11.2 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 5.50 5.50 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 12.00 Lateral Sliding Force = 980.0 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data Pm psi= Fs psi= Solid Grouting = Use Haif Stresses = Modular Ratio'n' = Load Factors Short Term Factor Building Code IBC 2009,ACI Dead Load 1.200 Equiv..Soled Thick. Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.60) Masonry Design Method = ASD Wind,W 1.600 Concrete Data Pc psi 3,000.0 3,000.0 . Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 i MC Squared,Inc Title : Kropf Residence Page: _ Olympia,WA 98506 Job# : 12466 Dsgnr: DAL Date: 15 AUG 2013 .1 m.• • .■smil• (360)754-9339 Descr: Vail in File:mAprojectsllexar homes12012112456-kropf(cape george, RetalnPro 10 (c)1987.2012, Sued 10.13.6.24 LiCBnse:KW-0B058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths A 1 Footing Design Results ll Toe Width = 1.00 ft Toe Heel =Heel Width = _ 2.00 Factored Pressure 2,263 0 psf Total Footing Width = 3.00 Mu':Upward = 955 18 ft-# Mu':Downward = 114 928 ft-# Footing Thickness 12.00 in Mu: Design = 841 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.33 11.20 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 n 18.00 in Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5©18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover(0 Top 2.00 6(Rm.= 3.00 in Toe: Not req'd,Mu<S•Fr Heel:Not req'd,Mu<S•Fr Key: No key defined [Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# -- Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 960.0 2.33 2,240.0 Surcharge over Heel = Sloped Soil Over Hee! = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil= •Axial Live Load on Stem = _ Soil Over Toe = 0.50 Surcharge Over Toe Stem Weight(s) = 600.0 1.33 800.0 Total 980.0 O.T.M. 2,286.7 Earth @ Stem Transitions= _ = Footing Weight = 450.0 1.50 675.0 Resisting/Overturning Ratio = 1.62 Key Weight = Vert.component of active S.P.used for Overturning Resistance. Total= 2,010.0 lbs R.M° 3,715.0 •Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: 8.in Conc w/#5 @ 18.in o/c C ;- --- 8.in Cone w/#5 @ 18.in o/c 4'-O" 4'-0" 2'-6" 2 1/2" " V f t Sliding Restraint 1'-0" #5n 18.in @ Toe #5@18.in(Heel Designer select 6" 1'-6" all horiz.reinf. ,y ■ See Appendix A 2'-0" DL=211.,LL=138.#, EGG=O.in Sliding Restraint 500.# 1932.9psf MC Squared,Inc Title • Kropf Residence Page: !TIMOlympia,WA 98606 Job# : 12466 Dsgnr: DAL Date: 15 AUG 2013 (360)764-9339 Descr:Stepped FNDN Vali in File:m:Iprolectsllexar homesl2012112456-kropf(cape george, RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06058117 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf W Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingiiSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in , [-Surcharge Loads 1 [Lateral Load Applied to Stem I [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Tor = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load _ pp by a factor of Base Above/Below Soil Axial Dead Load = 211.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 138.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary A Stem Construction Top Stem 2nd Stern OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.50 0.00 Overturning = 1.73 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Reber Size = # 5 # 5 Total Bearing Load = 1,449 lbs Reber Spacing - 18.00 18.00 ...resultant ecc. = 6.00 in Rebar Placed at = Center Edge Design Data -Soil Pressure c;) Toe = 1,933 psf OK Ib/FB+fa/Fa = 0.007 0.139 Soil Pressure ;3 Heel = 0 psf OK Total Force @ Section lbs= 72.0 512.0 Allowable = 2,000 pet Moment....Actual ft4= 36.0 682.7 Soil Pressure Less Than Allowable ACI Factored Toe = 2,393 psf Moment Allowable ft-#= 4,926.0 4,926.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 1.1 7.8 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear @ Heel = 4.8 psi OK Wall Weight psf= 100.0 100.0 Allowable = 62.2 psi Reber Depth 'd' in= 5.50 5.50 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 12.00 Lateral Sliding Force = 500.0 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data -• - - fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors - - Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD - Earth,H 1.600 Concrete Data - - - Wind,W 1.600 Pc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 . MC Squared,Inc Title • Kropf Residence Page: • Olympia,WA 98606 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 rrillin (380)754-9339 Descr:Stepped FNDN p r r v. Vall in File:m:Iprojects lexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-08068117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths I Footing Design Results .0 Toe Width = 0.50 ft '._, oe HeeL,_ Heel Width = 1.50 Factored Pressure = 2,393 0 psf Total Footing Width = 2.00 Mu':Upward = 266 10 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 263 ft-# Mu: Design = 243 253 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 4.75 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 eg 18.00 in Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 0 18,00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover 6 Top 2.00 6 Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item _ lbs ft ft4 _ lbs ft ft-# Heel Active Pressure = 500.0 1.67 833.3 Soil Over Heel = 400.0 1.58 633.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 211.0 0.83 175.8 Load ci Stem Above Soil= *Axial Live Load on Stem = 138.0 0.83 115.0 = Soil Over Toe = Surcharge Over Toe = Total 500.0 O.T.M. 833.3 Stem Weight(s) = 400.0 0.83 333.3 Earth t.∎ Stem Transitions= = = Footing Weighs = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.73 Key Weight = Vert.component of active S.P.used for Overturning Resistance. = __ Total= 1,311.0 lbs R.M.= 1,442.5 "Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: 1 0 Sliding Restraint 500.# 1861.5psf MC Squared,Inc Title : Kropf Residence Page: Olympia,WA 98506 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 t 21.1r; 2 a� (360)754-9339 Descr:Stepped FNDN at Ball in File:m:lprojectsklexar homes12012112456-kropf(cape george, RetainPro 10 fa)1907-2012, Build 10.13.8.24 License:KW-00058117 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psflft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in 1 [Surcharge Loads Lateral Load Applied to Stem --71 Adjacent Footing Load Over Heel = 0.0 sf Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs � Surcharge Ove p Lateral Lo Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft [Axial Load Applied to Stem has been increased 1.00 Footing Type - Line Load pp ` by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary A ! Stem Construction I Top stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 2.50 0.00 Overturning = 1.52 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 1,100 lbs Rebar Spacing = 18.00 18.00 ...resultant ecc. = 7.27 in Rebar Placed at = Center Edge Design Data - Soil Pressure ;- Toe = 1,862 psf OK fb/FB+fa/Fa = 0.007 0.139 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 72.0 512.0 Allowable = 2,000 psf Moment....Actual ft-#= 36.0 682.7 Soil Pressure Less Than Allowable Moment Allowable ft-#= 4,926.0 4,926.0 ACI Factored 0)Toe = 2,234 psf Shear Actual psi= 1.1 7.8 ACI Factored @ Heel = 0 psf Footing Shear(0 Toe = 0.0 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear fjt Heel = 5.5 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 5.50 5.50 LAP SPLICE IF ABOVE in= 12.00 12.00 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 500.0 lbs HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data - -- -` fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors - - Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight • Live Load 1.600 Masonry Design Method = ASD r Earth,H 1.600 Concrete Data - -Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title • Kropf Residence Page: Olympia,WA 98606 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 • , lor.: • _r: (360)754.9339 Descr:Stepped FNDN eor e • Vail in File:m:lprojectsVexar homes12012112456-kropf(cape g 9 . RetainPro 10 (C)1987.2012, B08 10.134.24 License:KW-08058117 Cantilevered Retaining Wall Design Code:IBC 2009,AC1318-08,ACI 530-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths A L Footing Design Results li Toe Width = 0.50 ft Toe Heel Heel Width I. 1.50 Factored Pressure = 2.234 0 psf Total Footing Width = 2.00 Mu':Upward 240 0 ft4 =Footing Thickness = 12.00 in Mu':Downward 213 263 ftt# Mu: Design - Key Width = 0.00 in Actual 1-Way Shear = 0.00 5.52 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in to = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 l 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 ' Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S•Fr Key: No key defined [Summary of Overturning& Resisting Forces&Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# - 1.58 633.3 Heel Active Pressure g 500.0 1.67 833.3 Soil Over Heel = 400.0 Surcharge over Heel = Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= Load c Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0,83 333.3 Total 500.0 O.T.M. 833.3 Earth 6 Stem Transitions= = = Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.52 Key Weight Vert.component of active S.P.used for Overturning Resistance. 1,266 7- Total= 1,100.0 lbs R.M.' 'Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: 1 I r� +sed O '/IZ/2013 STRUCTURAL CALCULATIONS LATERAL ANALYSIS FOR STANLEY& MARLENE KROPF 151 HEMLOCK DR. CAPE GEORGE, WA 98368 FOR LEXAR HOMES , #12456 MC SQUARED, INC. CALCULATIONS BY DANIEL A. LILLIE, EIT REVIEWED BY MICHAEL SZRAMEK, PE, SE e0gr1Aili,., sk 0' PACO . 'V `�-0 ONaM.* 04113 MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet Page 2 of 14 FAX(360)352-2044 Scope of Work: Structural calculations for the lateral for a two story wood framed residence located in Jefferson County,WA. Site Address: 2680 EASY ST WENATCHEE,WA 98801 Plan: Plan#2777 Design Loads: Roof Dead load= 15 psf Snow load= 45 psf Is= 1.0 Wall Dead Load= 12 psf Floor Dead Load= 15 psf Live Load= 40 psf Partition= 10 psf Conc. Dead Load= 150 pcf Allowable Soil.Bearing= 1,500 psf(Assumed) Lateral Forces per the 2012!BC/ASCE 7-10 Wind: VLRrD= 110 mph Vnso= 85 mph Occupancy Cat II Exposure= D Roof Pitch= 4/12 Seismic: Ss= 1.28 S1 = 0.521 IE= 1.0 Fa= 1.00 Fv= 1.50 SDS= 0.856 SoL= 0.521 Wood Sheathed Shear Walls R= 6.5 Cs= Sosl(R/I) p= 1.3 VLRFD= 0.171 W VASD= 0.120 W Soil: = 1500 PSF, Bearing Capacity 35 PCF,Active Pressure 250 PCF, Passive Pressure 0.45 Coefficient of Friction MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet Page 3 of 14 FAX(360)352-2044 Seismic Analysis 2012 IBC/ASCE7-10 Occupancy Category II Seismic Use Group I Site Class D(assumed) Short Period 1 Second Period Ss= 1.28 S1= 0.521 Fa= 1.00 Fy= 1.5 SMS= Fa Ss. 1.284283 SM1 = Fv Si= 0.78 SOS=(2/3)SMs s 0.86 SDI =(2/3)SM1- 0.52 Seismic Design Category= D Seismic Design Category= D Seismic Design Category= D C,= 0.02 All other structural systems x= 0.75 tk,= 13.6 R= 6.5 Bearing Wall System W/wood structural panels Is = 1.0 T=Ta=C,h„x= 0.142 k= 1.0 p= 1.3 CS=SOS/(R/l)= 0.171 Csmax=SD7/(TR/' I)= 0.566 Csmin=0.044S%0= 0.023 V=CsW = 0.171 W 0.7V=0.7C5W = 0.120 W (0.7E) MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA, WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet: Page 4 of 14 FAX(360)352-2044 Seismic Weight Criteria Roof Area= 1880 SF W for Roof= 15 PSF 2nd FIr/Low Roof Area= 0 SF W for 2nd FIr= 0 PSF Main Floor Area= 1944 SF W for Main Fir= 15 PSF LFof 2nd FIr Walls= 252 LF Plate Ht at Roof= 9 FT LFof Main Fir walls= 0 LF Plate Ht at 2nd Fir= 0 FT LFof DL Base Walls= 210 LF Plate Ht at Main FIr= 8 FT Wall Ht to Roof= 9 FT W wall= 12 PSF Wall Ht to 2nd Fir= 0 FT Wall Ht to Main Fir= 8 FT Seismic Weight Per Level Seismic Load Per Level Wt Roof 28200 # Wt Walls 13608 # Sum 41808 # VRoof= 6746 # Wt Walls 0 # Wt 2nd Fir 0# Wt Walls 0 # Sum 0 # V2nd Fir= 0 # Wt Walls 0 # Wt Main Fir 29160 # Wt Walls 10080# Sum 39240 # VMah Fir= 2980 # Total Wt= 81048 # 0.7V= 9726 # 0.7V-r0= 9726 # Diaphragm Design Forces FpR„{= 5017 Fpmax= 10023 Fmk,= 5011 Fp2nd Ft= 0 Fpmax= 0 Fpniin= 0 Flom*,Fir= 4708.8 Fpmax= 9407.116 Fpm*= 4703.558 MC SQUARED,INC. Job: STANLEY&MARLENE KROF#12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet Page 5 of 14 FAX(360)352-2044 Wind Analysis 2012 IBC VLRFD= 110 mph Exp= D MR Ht= 20.92 A= 1.56 (ASCE 7-10 Table Figure 28.6-1) Main Wind Force Resisting System P,=AP,30 P:a,(Figure 28.6-1) Wind Roof Load Horizontal Pressures Vertical Pressures Speed Pitch Case A B C D E F G H 110 mph Flat 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 Ps 30.0 -15.6 19.8 -9.2 -36.0 -20.4 -25.0 -15.8 Ps min= 10.0 Ps 29.95 -15.60 19.81 10.00 -36.04 -20.44 -24.96 -15.76 Pitch Case A B C D E F G H 2:12 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 Ps 33.7 -14.0 22.5 -8.1 -36.0 -22.0 -25.0 -16.8 Ps min= 10.0 Ps 33.70 -14.04 22.46 10.00 -36.04 -22.00 -24.96 -16.85 Pitch Case A B C D E F G H 3:12 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 Ps 37.6 -12.5 25.0 -7.2 -36.0 -23.6 -25.0 -17.9 Ps min= 10.0 Ps 37.60 -12.48 24.96 10.00 -36.04 -23.56 -24.96 -17.94 Pitch Case A B C D E F G H 4:12 1 26.6 -7.0 17.7 -3.9 _ -23.1 -16.0 -16.0 -12.2 Ps 41.5 -10.9 27.6 -6.1 -36.0 -25.0 -25.0 -19.0 Ps min= 10.0 Ps 41.50 -10.92 27.61 10.00 -36.04 -24.96 -24.96 -19.03 Pitch Case A B C D E F G H 6:12 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 Ps 37.6 6.1 27.1 6.2 -16.7 -22.8 -12.0 -18.3 Ps min= 10.0 Ps 37.60 10.00 27.14 10.00 -16.69 -22.78 -12.01 -18.25 Pitch Case A B C D E F G H 7112:12 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 Ps 33.7 23.1 26.8 18.4 12.9 -10.1 11.2 -7.2 Ps min= 10.0 Ps 33.70 23.09 26.83 18.41 12.95 -10.14 11.23 10.00 MC SQUARED,INC. Job: STANLEY&MARLENE KROF#12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet: Page 6 of 14 FAX(360)352-2044 Use: 39.55 psf for Areas A and B for LRFD Use: 27.38 psf for Areas C and D for LRFD Use: 39.55/1.6= 24.72 psf for Areas A and B for ASD Design Use: 27.38/1.6= 17.11 psf for Areas C and D for ASD Design 0.4H= 8.368 Least width= 52 0.1 L= 5.2 Min a= 3 a= 5.2 2a= 10.4 Use: 20.8 FT Wind Criteria for Front/Back(Between 1-21 Upper Roof Ht at Front/Back= 4.3 FT Lower Roof Ht at Front/Back= 0 FT Wall Ht to Roof= 9 FT Length of Wail at Upper Roof= 52 LF Wall Ht to 2nd Fir/Low Roof= 0 FT Length of Wall at 2nd Fir= 50 LF Wall Ht to Main Fir= 8 FT Length of Wall at Main Fir= 0 LF Length of Wall at Low Roof= 0 LF Wind to Upper Roof Length of wall Wind Load. 24.7(4.3+9.0/2)= 217.5 PLF 20.8 FT 4524 # 17.1(4.3+9.0/2)= 150.6 PLF 31.2 FT 4698 # Sum= 9222 # Wind to Lower Roof Length of wall Wind Load 0 0.OPLF 0FT 0 # 0 0.0 PLF 0 FT 0 # Sum= 0 # Wind to 2nd Floor Length of wall Wind Load 24.7(9.0/2+1+8.0/2)= 235 PLF 0 FT 0 # 17.1(9.0/2+1+0.012)= 163 PLF 0 FT 0 # Sum= 0 # Wind to Main Floor Length of wall Wind Load 24.7(0.012+1+8.012)= 124 PLF 0 FT 0 # 17.1(0.012+1+8.012)= 86 PLF 0 FT 0# Sum = 0# Wind to Deck Length of Deck Wind Load 24.7( 1.5 )= 59 PLF 10 FT 593.19 # Wind to Covered Porch Length of Roof Wind Load 24.7( 2.16 )= 85.4194 PLF 6 FT 512.516 # Sum to Front/Back= 10328 # Y MC SQUARED,INC. Job: STANLEY& MARLENE KROF 0 OLYMPIA,WASHINGTON 98506 Date: Au -13 By: MS/DAL (360)754-9339 Sheet: Page 7 of 14 FAX(360)352-2044 0.4H= 8.368 Least width= 32 0.1 L= 3.2 Mina= 3 a= 3.2 2a= 6.4 Use: 12.8 FT Upper Roof Ht at Sides= 3.51 FT Lower Roof Ht at Sides= 0 FT Wall Ht to Roof= 9 FT Length of Wall at Upper Roof= 34 LF Wall Ht to 2nd Fir/Low Roof= 0 FT Length of Wall at 2nd Fir= 0 LF Wall Ht to Main Fir= 8 FT Length of Wall at Main Fir= 20 LF Length of Wall at Low Roof= 0 LF Wind Criteria for Sides(Between A-C) Wind to Upper Roof Length of wall Wind Load 24.7(3.5+9.0/2)= 198.0 PLF 12.8 FT 2534 # 17.1(3.5+9.0/2)= 137.1 PLF 21.2 FT 2906 # Sum= 5440# Wind to Lower Roof Length of wall Wind Load 0 0.0 PLF 0 FT 0 # 0 O PLF OFT 0 # Sum= 0 # Wind to 2nd Floor Length of wail, Wind Load 0 O PLF OFT 0 # 0 O PLF OFT 0 # Sum= 0 # Wind to Main Floor Length of wall Wind Load 24.7(9.0/2+1+8.012)= 234.804 PLF 12.8 FT 3005.5 # 17.1(9.0/2+1+8.0/2)= 162.557 PLF 7.2 FT 1170.41 # Sum= 4175.91 # Wind to Deck Length of Deck Wind Load 24.7( 1.5 )= 59.319 PLF 10 FT 593.19 # Wind to Covered Porch, Length of Roof Wind Load 24.7( 0 )= 0.0 PLF 0 FT 0 # Sum to Sides= 10209 # MC SQUARED, INC. Job: ' Ic,;t: GS i M OLYMPIA, WASHINGTON 98506 (360)754-9339 Date: By: FAX(360) 352-2044 Sheet: Page of 166W 154' 15tw 6GL 1 q-b`tw _.... ..�46� --4(C) U' kn 3 — As • 1 ts- N 0 N • sI r3 I l 6:1;) �c �3 I I I I I I , MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360)754-9339 Sheet Page 9 of 14 FAX(360)352-2044 Roof Diaphragms(Winds Line WPLF L B V v M C=T 1 -2 177 52 34 4611 136 59944 1763 A-C 160 34 38 2720 72 23119 608 # Roof Diaphragms(Seismic! Line WPLF L B V v M C=T 1 -2 130 52 34 3373 99 43850 1290 # A-C 198 34 38 3373 89 28671 754 # Use 7/16"Plywood w/8d's @ 6"O.C. Top plate okay by inspection Floor Diaphragms(Windt Line WPLF L B V v M _ C°T Porch 1 85 6 10 513 51 1538 154 # Deck 1 59 10 22 593 27 741 34 # A-B 209 20 52 2088 40 10440 201 # Porch A 59 10 29 593 20 2966 102 # Floor Diaphragms fSelsmicl Line WPLF L B V v M C=T Porch 1 15 6 10 87 9 262 26 # 1 -2 49 52 34 1286 38 16720 492 # Deck 1 32 10 22 320 15 1600 73 # A-B 116 20 52 1165 22 5825 112 # Porch A 65 10 29 650 22 3248 112 # Use 7/16"Plywood w/8d's @ 6"O.C. Top plate okay by inspection ■ MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA,WASHINGTON 98506 Date: Aug-13 By: MS/DAL (360) 754-9339 Sheet Page 10 of 14 FAX(360)352-2044 Loads to Lines(Windt Line Roof Floor Redistribution Sub Total 1 +Porch 1 4611 513+593 - 5717 2 4611 - - 4611 1 10328# A 2720 2088+593 - 5401 B 2088 - 2088 10209 # C 2720 - - 2720 Loads to Lines(Seismict Line Roof Floor Redistribution Sub Total 1 +Porch 1 3373 87+1286+320 - 5067 2 3373 1286 - 4659 1 9726 # A 3373 1165+650 - 5188 B 1165 - 1165 9726 # C 3373 - - 3373 4c)Su S k e3 LOGO tb L,11f if 5 71 16 (W)( r4) ,21i6 tit, -t—> l-Jau)4e6 Lt-c.6 to L,rtt. 2,; L1 6s9 09 - j +-1,65 i i } (22.511) - 1 1U61b. . . . . . lig4 'A / m r O O ... cg ■ 0 §N O O CO CO ,,a co 0 e- Z Si M M d' 4 v O O O) e N CD M N 3 p) O/ Of r �- �O �D � r „ Oro 0. 0 , OO 1� i� N �j r NN t N 0 .fi P. I+ 00 1 N d' M M W titi [O CO 0000 0 r NN OC�Op OC) OD c°17 N N N. N CD �� o D M Ch 0 M e- - e- 1- r - = C) C) CO 0) 0) CO CO W O co co O) O) V V' d' 1 m O .0 R.) 0 N h- N <P Q C)U ) N C) W N M M r r e- r � M F- 0 N r 0 N- i0[) CO N 1. v. 0 r 0 ' : CO CO ■ ems- N i t0 1 r t co ' TV, r 00 r t0 M 00 M M co N 0 co N II N. A M CO W r (Me) I N M 0 W..r � 0■ill -@' CO d J II L CO C Q CO J r N 'Q M V S a9 W N TYPICAL SHEAR WALL NOTES Use 1/2" dia. by 10"Anchor Bolts (AB's)with single plates or 1/2"dia. by 12"AB's with 3X or double plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall. All anchor bolts shall be placed within 12"from corners, and 12" from the ends of both plates at splices. All anchor bolts shall have a 3"square, 1/4" thick plate washers between the top of the sill plate and the nut. ALL ANCHOR BOLTS, NUTS AND WASHERS SHALL BE EITHER STAINLESS STEEL OR GALVANIZED STEEL WHEN IN CONTACT WITH PRESSURE TREATED WOOD. 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. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent when used with '/z" plywood). 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. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent holdowns by United Steel Products Company"Kant-Sag" that have ICC approval can be substituted in place of Simpson holdowns. The nailing of the sole plate to the floor shall be 16d common nails to match the spacing of the shear wall edge nailing. Wall framing shall be #2 Hem-Fir or better. 3X, 4X, or 6X studs can be made from multiple 2X studs nailed together with (2) rows of 10d's at 8" on center each row. ROOF DIAPHRAGM %z" plywood or 7/16" OSB, span rated 24/16 or better, nail with 8d common nails at 6" on center edges and 12" on center field. Sheathing shall lay perpendicular to framing. FLOOR DIAPHRAGM 3/4" tongue and groove plywood or OSB sheathing span rated 48/24 or better. Glue and nail with 10d commons at 6" on center edges, and 12" on center field. Sheathing shall lay perpendicular to framing. . • SHEAR WALL SCHEDULE 1. Sheathing nailed with 8d's at 6" on center all edges. (Capacity= 242 plf) 2. Sheathing nailed with 8d's at 3" on center all edges with 3X or 4X studs at adjoining panel edges. (Capacity=456 plf) 3. Sheathing nailed with 8d's at 2" on center all edges with 3X or 4X studs at adjoining panel edges. (Capacity= 595 plf) HOLDOWN SCHEDULE LSTHD8 LSTHD8 embeds 8" into concrete foundation, LSTHD8 attaches to double studs minimum with (16) 16d sinker nails. (Cap = 2185) STHD14 STHD14 embeds 14" into concrete foundation, STHD14 attaches to double studs minimum with (22) 16d sinker nails. (Cap = 3695) LTT'20B LTT20B attaches to foundation with 1/2" diameter anchor bolt with 7" minimum embedment. LTT20B attaches to double stud minimum with (10) 16d sinker nails. (Cap = 1290) HTT5 HTT5 attaches to foundation with 5/8" diameter anchor bolt with 16" minimum embedment. HTT4 attaches to double stud minimum with (26) 16d nails. (Cap = 4375) HDQ8 attaches to foundation with 7/8" diameter anchor bolt with 24" minimum embedment into concrete stem wall. SSTB 28 can be used as an alternative to anchor bolt. HDQ8 attaches to (3) studs minimum with (20) Simpson SDS1I4X3 screws. (Cap = 6645) HDU2 HDU2 attaches to foundation with a 5/8"diameter anchor bolt with 14" minimum embedment. HDU2 attaches to double studs with (6) Simpson SDS1/4X3 screws. (Cap = 2215) HDU5 HDU5 attaches to foundation with a 5/8" diameter anchor bolt with 15" minimum embedment. HDU5 attaches to double studs with (14) Simpson SDS1/4X3 screws. (Cap = 4065) HDU8 HDU8 attaches to foundation with a 7/8"diameter anchor bolt with 24" minimum embedment into a concrete stem wall. HDU8 attaches to (3) studs with (20) Simpson SDS1/4X3 screws. (Cap = 5665) V' J o $ pr gcr A NN am a O et Y W Z W J i } W J M Z N Q •-: N E ii 8 b 0s ig , o . II II v (0 (0 � r N `;� co or X X ( 8- N 0 M N .- p a N N co Ali 0o U U W ii 11 11 .- 11 CO CN ZOMo � •- + 0cYJ ) M ■ � � NN LO 11 W Z t U) II et _ Z) NE X X II II X d Cr) r` N � CO (0 M .. a ° NN NN 00 t+j co C C N (0 II N 0 ' v m H N d M ors r" d LL C m CO II II ,i. s '� m co v � to Nr $ 3 co J - c c c Q c c C t0 c 0 rA iv o 0 0 0 N co el C .- � > NNSa NN m s a O 0. C _ �, to v3 E ° �o g 8 Q O o c 0 c x a r 0 a s- 5 2 MC SQUARED, INC. Job: W121456 OLYMPIA, WASHINGTON 98506 (360)754-9339 Date: By: FAX(360)352-2044 ,A, Sheet: etc+;h H5 Page of S' R� . Vvy 11 (in Ley' DL= (lr,,,sc )[(3111 /2) 11 = 2S5'b11t (RocX SL = (251.,si '' - 42c"+, l 2 pL= 5I 'vt , Fluty 1)L (Ira n-4 t00s4) (12f(2) 7 I5ol% air:2,1-IU``'k " 21.-/chi ci ZS L' 425'64' r,�1 �, ' DL = lc'Les11(�4') = (u>?"'M L Skef ,4 d _ k.D N 9-'k. INC,11: — Roo ,s lt5psEjr(V4t'2) + SSI} ] ` 16/('l- Lo SC„' (g5j751) " 1(3 )13/i WoII DL= (1z1,5t) (911) Flu( D!.' (15/„J )0(A3‘ ){(, zdJ2 (Vf1: 26"1 FICi LL' (1-10,0,0 '' = 32 /f1 DL- 2Jr "if SL= 1'3t"'1[ 3V)4a . e SLGS I I I I I I 1 cro' (J- 'Res cd eiei Gei MC SU o mO i2'4 S t; -4-_ FLOOR JOISTS MAY RUN OPPOSITE DIRECTION AT SOME LOCATIONS ...0 \ \ c (2) BARS CONT 0 TOP to FREE DRAINING ` f t(i RS DOWEL. Z TO LAP GRANULAR BACKFILI MATERIAL LENGTH'. WALL HEIGHT-3" HORIZ. BARS #5 REBAR 016" SOIL CUTUNE O.C. w/30" MIN LAP SPLICE or4 BARS O 12" O.C. Me'' w/24" MIN LAP SPLICE et I f:1:�y�: -4 LR c DOWEL - SEE TABLE CONSTRUCTION JOINT TOP REINF. w/ROUGHENED SURFACE FILTER FABRIC j' LAP SPLICES 12" - - ! FLOOR SLAB CLEAN FREE ; ` ; 00 <--+ DRAINING -i - - - ' r COMPACTED GRAVEL .1, v J� . - o 0 " O.C. / -I • \ » -\_ 3" t-liv_r11-1-11-111-1 II-111-111-PERF PIPE DRAIN TO CATCH BASIN OR HEEL I STEM x TOE BOTTOM REINF. DAYLIGHT WHERE WATER WIDTH WILL NOT CAUSE / EROSION PROBLEMS FIRM NATIVE SOIL RETAINING WALL SCHEDULE WALL HEEL TOE WIDTH TOP REINF. BOT REINF. DOWEL VERT BARS STEM 0 RETAINING WALL SECTION 3/4" = 1'-0• I RW0091 8.m Conc w/#5 CO 18.in o/c A , 5'-6" 8'4" 8'-0" 8.in Conc w/#5 @ 9.in o/c 2'-6" 2 112" 2" 4" ... J 1,-0" 3" _ #5 @18.in Toe #5@18.in©Heel Designer select 1'4" 3.-0" _ r. all horiz.rekif. '� - #►'1- See Appendix A 4'-6" Po- DL=513.,LL=499.#, Ecc=0.in • Pp=300.# 1620.# 105.75psf 1995.1psf MC Squared,Inc Title : Kropf Residence Page: MMOlympia,WA 98506 Job 6 : 12456 Dsgnr: DAL Date: 15 AUG 2013 . (380)754-9339 Descr: ; 5.4 LIME Vail in File:m:IprolectsVexar homes%2012\12456-kropf(cape george, RetainPro 10 (c)1987.2012, Build 10.13.6.24 License:KW-06058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,AC1 530-08 License To:MC SQUARED,INC. [Criteria I [Soil Data 8.00 ft Allow Soil Bearing = 2,000.0 psf Retained Height = Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 4.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pa Soil Density,Toe = 0.00 pct FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 4.00 in [Surcharge Loads _ -1 [Lateral Load Applied to Stem 4 [Adjacent Footing Load = Adjacent Footing Load = 0.0 I� Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Footing Width = 0.00 0.0 ft Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Wy = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Wall Eccentricity Ftg CL Dist = 0.00 in Used for Sliding&Overturning The above lateral load Line Load ft [Axial Load Applied to Stem 1 has been increased 1.00 Footing Type _ by a factor of Base Above/Below Soil 0.0 ft Axial Dead Load = 513.0 Ibs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 499.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Stem Construction Top Stem 2nd Deal n Summa Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 2.50 0.00 Overturning = 2.34 OK Wall Material Above"Ht.' = Concrete Concrete Sliding = 1.36 Ratio<1.5! Thickness 8.00 8.00 Reber Size = 6 5 5 5 Total Bearing Load = 4,7 Rebar Spacing = 18.00 9.00 ...resultant ecc. = 8.09 in Reber Placed at = Center Edge Design Data Soil Pressure @ Toe = 1,995 psf OK fb/FB+fa/Fa = 0.360 0.576 Soil Pressure @ Heel = 106 psf OK Total Force a Section lbs= 968.0 2,048.0 Allowable = 2,000 Pst Moment....Actual ft•#= 1,774.7 5,461.3 Soil Pressure Less Than Allowable Moment....Allowable ft-#f= 4,926.0 9,474.0 ACI Factored®Toe = 2,478 psf Shear Actual psi= 14.7 31.0 ACI Factored C Heel = 131 psf Shear Allowable psi= 82.2 82.2 Footing Shear C Toe = 15.7 psi OK Wall Weight psf= 100.0 100.0 Footing Shear Heel = 12. psi OK Reber Depth 'd' in= 5.`50 5.501 Allowable = 62.2 2 psi LAP SPLICE IF ABOVE in= 12.00 12.31 `- Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,620.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 300.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = • 1,902.6 lbs Hook embedment reduced by stress ratio 0.0 lbs OK Added Force Req'd Masonry Data Psi= ....for 1.5:1 Stability P 227.4 lbs NG Fs Psi= 5 t, , rue's:41-s SGEL• . )1i0= " Solid Grouting `-i S Ok, Use Half Stresses Modular Ratio'n' Load Factors - Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. • Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title : Kropf Residence Page: Olympia,WA 98606 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 Rs. . (360)764-9339 Descr: Vall in File:m:lprojectsUexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987-2012, Build 10.13.8.24 License:KW-06068117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. [Footing Dimensions&Strengths 1 [-footing Design Results I Toe Width = 1.50 ft _AR.el Heel Width = 3.00 Factored Pressure = 2,478 131 psf Total Footing Width = 4.50 Mu':Upward = 2,495 1,462 ft-# Footing Thickness = 12.00 in Mu':Downward = 257 3.626 ft-# Mu: Design = 2,238 2,164 ft-0 Key Width = 0.00 in Actual 1-Way Shear = 15.74 12.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 0 18.00 in Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 0 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover 0 Top 2.00 0 Btm.= 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S*Fr Key: No key defined [Summary of Overturning&Resisting Forces&Moments A OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# _ NA ft R-# Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel = 2,240.0 3.33 7,466.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 513.0 1.83 940.5 Load©Stem Above Soil= 'Axial Live Load on Stem = 499.0 1.83 914.8 = Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total 1,620.0 O.T.M. 4,860.0 Earth 0 Stem Transitions= = = Footing Weight = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 2.34 Key Weight = Vert.component of active S.P.used for Overturning Resistance. _ ,._ _ Total= 4,228.0 lbs R.M.' 11,392.6 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Pp=300.# 1820.# PIIPIPP.5.8°25Psf 1645.3psf Title : Kropf Residence Page: MC Squared,Inc Job* : 12456 Dsgnr: DAL Date: 15 AUG 2013 Olympia,WA 98506 Descr. ••. - (360)754-9339 i - r O -� Vali in File:mAprojectsklexar homes12012\12456-kropf(cape george, RetalnPra 10 (c)1987-2012, Baits 10.13.6.24 Cantilevered Retaining Wall Design Code:IBC 2009,ACl 318-08,ACI 530-08 License:KW-06058117 License To:MC SQUARED,INC. [Criteria 4 Soil Data 1 •_ -- = 8.00 ft Allow Soil Bearing = 2,000.0 psf Retained Height Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psfft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 4.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 4.00 in j ' Surcharge Loads Lateral Load Applied to Stem 111 [Adjacent Footing Load - 0.0 Mt Adjacent Footing Load = 0.0 lbs Surcharge Over Heel = 0.0 Psf Lateral Load _ 0 00 ft Footing Width 0.00 ft Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Eccentricity Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = Wall nt Fig CL Dist = 0.00 in Used for Sliding&Overturning The above lateral load Line Load ft has been increased 1.00 Footing Type I Axial Load Applied to Stem by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 Mss Wind on Exposed Stem= 0.0 psf at Back of Wall =Axial Live Load = = 0.0 lbs Poisson's Ratio 0.300 Axial Load Eccentricity = 0.0 in (_Stem Construction -I Top stem 2nd �Design Summary Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.50 0.00 Overturning - 2.15 OK Wall Material Above"Hi" = Concrete Concrete Sliding = 1.22 Ratio<1.5! Thickness _ 8.00 8.00 Reber Size # 5 # 5 3,715 lbs Reber Spacing = 18.00 9.00 Total Bearing Load = 8.94 Rebar Placed at = Center Edge resultant t ing ecx. 94 in Design Data - Soil Pressure 0 Toe = 1,645 psf OK fb/FB+fa/Fa = 0.390 0.578 Soil Pressure @ Heel = 6 psf OK Total Force 82 Section lbs= 968.0 2,048.0 Allowable = 2,000 psf Moment....Actual ft-ft= 1,774.7 5,461.3 Soil Pressure Less Than Allowable Moment....-Allowable ft-#= 4,926.0 9,474.0 ACI Factored @ Toe = 1,974 psf Shear Actual psi= 14.7 31.0 ACI Factored Heel = 7 Psf Footing Shear 0 Toe = 12.1 psi OK ShearAllowable Psi= 82.2 82.2 Wall Weight psf= 100.0 100.0 Footing Shear r, Heel = 16.7 psi OK Reber Depth 'd' in= 5.50 5.50 Allowable = 82.2 Psi LAP SPLICE IF ABOVE in= 12.00 12.31 Sliding Calcs (Vertical Component Used) - IAp SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,620.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 300.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,671.8 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data fm Psi-- for 1.5:1 Stability = 458.3 lbs NG Fs psi Solid Grouting = Use Half Stresses = Modular Ratio'n' _ Load Factors 2009,ACI Short Term Factor = IBC Building Code Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD - Earth,H 1.600 Concrete Data --- Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 Title : Kropf Residence page: MCOlympia,WA A 9 98 606 Squared, Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 8 Descr: r , (380)754-9339 _A 1.10e Vall In File:m:lprojectsllexer homes12012112456-kr•pf(cape george, RetalnPro 10 (c)1987-2012, BuIk110.13.6.24 Cantilevered Retaining Wall Design Code:IBC 2008,ACI 318-08,ACI 530-08 License:KW.06038117 License To:MC SQUARED,INC. FL ooting Dimensions&Strength-s-1 [ Footing Design Results—� 1.50 ft —1E551— —WW1_ Toe Width - Heel Width = 3.00 Factored Pressure _- 1,974 7 psf Total Footing Width = 4.50 Mu':Upward = 1,975 945 ft-# Mu':Downward = 257 3,626 ft-# Footing Thickness = 12.00 in Mu: Design = 1,719 2,681 ft-# Key Width = 0.00 in Actual 1-Way Shear = 12.09 16.68 psi Key Depth - 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18,00 in 60,000 Heel Reinforcing = #5 0 18.00 in Footing Concrete Density = 150A0 fc = 3,000 psi Fy = ps i pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 0 Btm= 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft 94/ lbs ft —Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel = 2,240.0 3.33 7,466.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= Load 0 Stem Above Soil= *Axial Live Load on Stem = Soil Over Toe 0.75 = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total 1,620.0 O.T.M. 4,860.0 Earth a Stem Transitions= = Footing Weighs = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 2.15 Key Weight = Vert.component of active S.P.used for Overturning Resistance. Total• 3,715.0 lbs R.M= 10,452.1 }es ��bJSnosycaluln for overturning resistance,but r total cacatio - DESIGNER NOTES: • . Kph Res,der)ce MG seUAred t 12145eo FLOOR JOISTS MAY RUN III OPPOSITE DIRECTION AT SOME LOCATIONS R (2) BARS CONT 0 TOP to :` FREE DRAINING I E RE DOWEL BACKFILL MATERIAL t; LENGTH= WALL HEIGHT-3" HORIZ. BARS #5 REBAR 0 16" SOIL CUTUNE O.C. w/30" MIN LAP SPLICE ,-Alt - or #4 BARS 0 12" O.C. 41.41:11,.. . w/24" MIN LAP SPUCE =P; = M 2" 'rt- .- -L- I / DOWEL – SEE TABLE 1 .1 �� 1s d CLR lv•�•s a CONSTRUCTION JOINT TOP REINF. w/ROUGHENED SURFACE I FILTER FABRIC 4 LAP SPLICES 12" — _ M ^ / FLOOR SLAB 2 CLEAN FREE 2:- ,:�: °p Ne-----+ DRAINING W�-�- - — — COMPACTED GRAVEL 1A' ,� p . . o o " O.C. 6 v • " \ \ —1 f1—I Il—III—I I 1—I 1-1 11-1 11— 3 =111=111=111-111=111-1 I 1=1 I I 11= LR PERF PIPE DRAIN TO CATCH BASIN OR HEEL I STEM I, TOE BOTTOM REINF. DAYLIGHT WHERE WATER WIDTH WILL NOT CAUSE / EROSION PROBLEMS FIRM NATIVE SOIL RETAINING WALL SCHEDULE WALL HEEL TOE WIDTH TOP REINF. BOT REINF. DOWEL VERT BARS STEM ` if -G M'I L LV ' 2 t ' . VMr L;`VC, I1 0, . G:-0" -4" ��f �I� Ti I L t M V" ® RETAINING WALL SECTION : $T EPPED J iVDN LI 3/4` = 1'-0" 1 RW0091 8.in Conc w/#5 @ 18.in o/c 5,-6' 8'-3" 8'-0" 8.in Cone w/#5 @ 9.in ofc ' 7-6" 2 1/2" 2" Sliding Restraint 1'-0" 3" #5@18.in @ Toe #5 @18.in @ Heel Designer select 1'-6" 3'-0" all horiz.reinf. See Appendix A kit 4'-B" 0L=211.,LL=138.#, Ecc=O.in Skiing Restraint 1620.# 40.272psf 1768.psf • Title Kropf Residence Page: MC Squared,Inc(360)754-93333 9 Job# �� Dsgnr. DAL Date: 15 AUG 2013 Olympia, 98508 Descr:Stepped FNDN 3 sg j L Vail in File:m:lprojectsUexar homes1201 211 2456-kropf(cape_george, RetalnPro 10 (c)1957.2012, BuNd 10.13.6.24 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318 08,ACI 530-08 License:KW-06056117 License To:MC SQUARED,INC. _ _.. Criteria 1 [Soil Data 1 l 8.00 ft Allow Soil Bearing = 2,000.0 psf Retained Height Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = sflft Height of Soil over Toe = 0.00 in Passive Pressure = 136 360..0 p0 psf Water height over heel = 0.0 ft Sat Density,Toe = 0.00 pd FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads [ Lateral Load Applied to Stem Adjacent Footing Load Adjacent Footing Load = 0.0 lbs - 0.0#!ft Adjacent Width Surcharge Over Heel 0.0 psf Lateral Load = = 0.00 ft Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Eccentricity = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist has been increased a 1.00 Footing Type Line Load Axial Load Applied to Stem by a factor of Base Above/Below Soil =at Back of Wall 0.0 ft Live 13 Wind on Exposed Stem a 0.0 psf Axial Dead Load = 211.0 lbs Poisson's Ratio = 0.300 Axial Live Load = 138.0 lbs Axial Load Eccentricity = 0.0 in i -St @m Construction Top Stem 2nd Design Summary 1 (1 Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 2.50 0.00 Overturning = 2.23 OK Waft Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness a 8.00 8.00 Reber Size = # 5 # 5 4,064 lbs Reber Spacing = 18.00 9.00 Total Bearing Load =ecc. = in 8.60 Reber Placed at = Center Edge ...resultant Design Data - - - -- Soil Pressure C+Toe = 1,766 psf OK AFB+fa/Fa = 0.380 0.578 Soil Pressure 62 Heel = 40 psf OK Total Force @ Section lbs= 968.0 2,048.0 Allowable = 2,000 pet Moment....Actual ft-#= 1,774.7 5,461.3 Soil Pressure Less Than Allowable Moment Allowable ft4= 4,926.0 9,474.0 ACI Factored.2 Toe = 2,143 psf Shear Actual psi= 14.7 31.0 ACI Factored Heel = 49 psf Shear Allowable psi= 82.2 82.2 Footing Shear©Toe = 13.8 psi OK Wall Weight psf= 100.0 100.0 Footing Shear Heel = 2.1 psi OK Reber Depth 'd' in= 5.50 5.50 Allowable = 8 82.2 psi LAP SPLICE IF ABOVE in= 12.00 12.31 Sliding Gales Slab Resists All Sliding! LAp SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,620.0 lbs HOOK EMBED INTO FIG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio - -- Masonry Data --- - fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors --- - Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type a Medium Weight Live Load 1.600 Masonry Design Method = ASO - - Earth,H 1.600 Concrete Data psi= 3,000.0 3,000.0 Wind,W 1.600 fc Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 Title • Kropf Residence Page: MC Squared,i WA Inc Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 (36 )754 33 98506 Descr:Stepped FNON _. • (360)7544339 ' s1, s Wird Vail in File:maprojectsUexar homes12012112456-kropf(cape georgel RetainPro 10 (c)1957-2012, Build 10.13.6.24 Cantilevered Retaining Wall Design Code:IBC 2009,AC131&08,ACI 530-08 License:KYV.06068117 License To:MC SQUARED,INC. mooting Dimensions&Strengths I r Footing Design Results 11 _' = 1.50 ft e Hee! Heel• Width wo Heel Width = 3.00 Factored Pressure 2,143 49 psf = Total Footing Width = 4.50 Mu':Upward 2,149 1,118 ft4 12.00 in Mu':Downward 203 3,626 ft4• Thickness Mu: Design = 1,947 2,508 ft4 Key Width = 0.00 in Actual 1-Way Shear = 13.81 15.15 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 e 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 0 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 0 Btm= 3.00 in Toe: Not req'd,Mu<S•Fr Heel:Not req'd,Mu<S'Fr Key: No key defined [Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment lbs ft ft4 _ lbs _ Item -- = 2,240.0 3.33 7,466.7 Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel Surcharge over Heel = Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load 386.8 Adjacent FootiLg Load = Axial Dead Load on Stem= 211.0 1.83 Load• [Stem Load = •Axial Live Load on Stem = 138.0 1.83 253.0 Load �� Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 1.83 1,466.7 Total 1,620.0 O.T.M. 4,860.0 Earth©Stem Transitions= _ = Footing Weighs = 675.0 2.25 1,518.8 ResistingJOverWrning Ratlo = 2.23 Key Weight = _ -- Vert.component of active S.P.used for Overturning Resistance. Total= 3,926.0 lbs R.M° 10,838.9 *resistance,but i included for soil total pressure ccalculation for overluming DESIGNER NOTES: • • Sliding Restraint 1620.8 5.8025psf 1645.3psf Title Knopf Residence Page: MC Squared,A Inc Job# : 12466 Dsgnr: DAL Date: 15 AUG 2013 ' Olympia,WA 98508 Stepped FNDN (360)754-9339 peso: I C A a TOM gall in File:mAproiects\lexar homes\201 211 2456-kropf(cape george, ReteinPro 10 (c)1987.2012, Build 10.13.8.24 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License:KW-08068117 License To:MC SQUARED,INC. Criteria Soil Data 1 8.00 ft Allow Soil Bearing = 2,000.0 psf Retained Height Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive 360.0 psf/ft re Pressure = 120.00 pcf Water height over heel = 0.0 ft Soil Density,Heel Soil Density,Toe = 0.00 pcf Footingf iSoil Friction = 0.450 Soil height to ignore for passive pressure 0.00 in -J Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Adjacent Fooling Load = 0.0 lbs 0.0#fft Fooling Width Surcharge Over Heel = 0.0 psi Lateral Load = 0 00 R - 0.00 ft Used To Resist Sliding&Overturning ...Height to ToF = 0.00 ft Foots Eccentricity = 0.00 in Surcharge Over Toe = 0.0 psf Height to Bottom - Wall to ici CL Dist = 0.00 R Used for Sliding&Overturning The above lateral load Line Load [Axial Load Applied to Stem has tact increased 1.00 Base Type - by a factor of Base AbovetSeiow Soil 0.0 R Axial Dead Load = 0.0 Ibs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity at 0.0 in T Stem 2nd LDesign Summary tem Constructionm OK Stem OK Wall Stability Ratios Design Height Above Ftf ft= 2.50 0.00 Overturning • 2.15 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = # 5 # 5 Rebar Size 3,715 lbs Rebar Spacing = 18.00 9.00 Total Bearing Load = 8.94 in Reber Placed at - Center Edge ...resultant ecc. = Design Data Soil Pressure©Toe = 1,645 psf OK esFB+fa/Fa .... 0.360 0'576 Soil Pressure Heel 6 psf OK Total Faoe 0 Section Ibs= 968.0 2,048.0 Allowable = 2,000 psf Moment....Actual ft4= 1,774.7 5,461.3 Soil Pressure Less Than Allowable Moment Allowable R-#= 4,926.0 9,474.0 ACI Factored Toe 1,974�f Shear.....Actual psi= 14.7 31.0 ACI Factored Heel = Shear Allowable psi= 82.2 62.2 Footing Shear @ Toe = 12.6 psi OK Wall Weight psf= 100.0 100.0 All F owable = 82.2 psi g Shear %! Heel = 12.2 psi OK Reber Depth 'd' in= 5.50 5.50 Allowable LAP SPLICE IF ABOVE in= 12.00 12.31 Sliding Calcs Slab Resists All Sliding! {gyp SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 1,620.0 lbs HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data --- fm psi Fs psi_ Solid Grouting Use Half Stresses = Modular Ratio'n' Load Factors - - Short Term Factor = Building Code IBC 2009,AC{ Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1 6� Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi 60,000.0 60,000.0 Title : Kropf Residence Page' MC Squared,Inc Job# : 12466 Dsgnr. DAL Date: 15 AUG 2013 Olympia, 98506 Descr:Stepped FNDN r , f• (360)754-93353 9 MP Vail in File:m:Wrojects\lexar homes12012112456-kropf(cape george, RetainPrO 10 (c)1987-2012, Build 10.13.6.24 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 Limns*:KW-06058117 License To:MC SQUARED,INC. Footing Dimensions&Strengths o ting Design Results Toe Width = 1.50 ft Toe Hee! Heel Width = — 3.00 Factored Pressure = 1,974 7 psf Total Footing Width - 4.50 Mu':Upward 1.975 945 ft..# Mu':Downward = 203 3,626 ft-I Foota►g Thickness = 12.00 in Mu: Design = 1,773 2,681 ft-# Key Width - 0.00 in Actual 1-Way Shear = 12.58 16.68 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 at 18.00 in t'c = Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover >>Top 2.00 ,@ Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined [mmary of Overturning&Resisting Forces&Moments U ,....OVERTURNING RESISTING Force Distance Moment Force Distance Moment ft-# lbs ft ft-I Item lbs ft 3.33 7,486.7 1,620.0 3.00 Soil Over Heel - 2,240.0 Heel Act 00 4,860.0 Active Pressure = Sloped Soil Over Hee' = Surcharge over - Surcharge Over Heel = Surcharge Over T oe Te = Adjacent Footing Load = Adjacent acent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load Stem Above Soil= Soil Over Toe = Surcharge Over Toe = — Stem Weight(s) = 800.0 1.83 1,466.7 Total 1,620.0 O.T.M. 4,860.0 Earth Stem Transitions= = = Footing Weighl = 675.0 2.25 1,518.8 Resisting/Overturning Ratlo = 2.15 Key Weight =32 Vert.component of active S.P.used for Overturning Resistance. Total= 3,715.0 lbs R.M.° 10.452.1 *Axial live load NOT Included in total displayed or used for overturning resistance,but is included for soil pressure calculation. _ DESIGNER NOTES: 8 In Conc wl#5 @ 18.in o/c >t 3,-6„ 8.in Conc all#5 18.in o/c 2,$„ 2 1/2" 2„ 4,,. Sliding Restraint _� 1-0" 3" #5 @18.in 6 Toe •54118.in 0 Heel Designer select aN horiz.taint. •i�►l-ei 2, e' See Appendix A 3,4„ DL=211.,LL=138.#, Ecc=O.in Sliding Restraint PPIPW- 980.# 1959.1 psf MC Squared,Inc Title : Kropf Residence Page: Olympia,WA 98506 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 (360)754-9339 Descr: - I/aff in Fie:m:lprojectslexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987-2012, solid 10.13.8.24 License:10/114605B117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. _ Criteria I I Soil Data -II Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 4.00 in Passive Pressure - 360.0 psflft Water height over heel = 0.0 ft Soil Density,Heel 120.00 pct =Soil Density,Toe 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore = 4.00 in for passive pressure J Surcharge Loads I : Lateral Load Applied to Stem LAdjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.01/ft Adjacent Footing Load = 0.0 lbs Width = 0.00 ft Used To Resist Sliding 8 Overturning ...Height to Top = 0.00 ft Footing Wy = 0.00 ft in Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Wall Eccentricity kit CL Dist = 0.00 ft Used for Sliding&Overturning The above lateral load Line Load ft has been increased 1.00 Footing Type Axial Load Applied to Stem ` by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 211.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall =Axial Live Load = 138.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in • Stem Construction Top Stem 2nd Design Summary Stem OK Stem OK Wall Stability Ratios Design Height Above Ftf ft= 2.50 0.00 Overturning = 1.75 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding 1 Thickness = 8.00 8.00 Reber Size = # 5 * 5 Total Bearing Load = 2,359 lbs Rebar Spacing = 18.00 18.00 ...resultant ecc. = 8.37 in Rebar Placed at - Center Edge Design Data - Soil Pressure @ Toe = 1,959 psf OK fb/FB+fa/Fa = 0.093 0.468 Soil Pressure(Heel = 0 psf OK Total Force 412 Section lbs-A 392.0 1,152.0 Allowable • 2,000 psf Moment....Actual ft4= 457.3 2,304.0 Soil Pressure Less Than Allowable Moment Allowable ft-#= 4,926.0 4,926.0 ACI Factored©Toe = 2,397 0 psf Shear Actual psi= 5.9 17.5 ACI Factored Heel = Shear Allowable psi= 82.2 82.2 Footing Shear©Toe = 5.7 psi OK Wall Weight psf= 100.0 100.0 Footing Alto Shear Heel = 9.8 psi OK Reber Depth 'd' in= 5.50 5.50 Allowable = 82.2 psi LAP SPLICE IF ABOVE in= 12.00 12.00 Sliding Celcs Slab Resists All Sliding! LAP SPLICE IF BELOW in= 12.00 Lateral Sliding Force = 980.0 lbs HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio - - Masonry Data - - fm Ps!=- Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' _ Load Factors - - - - -_. - Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medtum Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data - Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title • Kropf Residence Page: Olympia,WA 98506 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 : siwl■ (360)754-9339 Descr: i r vali in File:m:tprojectsUexar homes12012112456•kropf(cape george, RetelnPro 10 (e)1987-2012, Mid 10.13.8.24 License:KW-06068117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths-I ; Footing Design Results 1 Toe Width = 1.00 ft Toe Heel Heel Width = _ 2.00 Factored Pressure = 2,397 0 psf Total Footing Width = 3.00 Mu':Upward = 1'033 928 4= 114 Footing Thickness = 12.00 in Mu':Downward Mu: Design = 919 860 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.74 9.81 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 f 18.00 Di Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover Itg Top 2.00 @ Stmag 3.00 in Toe: Not req'd,Mu<S•Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item an ft ft- lbs ft ftS - - 2.33 2,240.0 Heel Active Pressure = 980.0 2.33 2,288.7 Soil Over Heel = 960.0 Surcharge over Heel = Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= 211.0 1.33 281.3 Load la Stem Above Soil= •Axial Live Load on Stem = 138.0 1.33 184.0 = Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weights) = 600.0 1.33 800.0 Total 980.0 O.T.M. 2,288.7 Earth @ Stem Transitions= = Footing Weigh = 450.0 1.50 675.0 Resisting/Overturning Ratio = 1.76 Key Weight Vert.component of active S.P.used for Overturning Resistance. Total= 2,221.0 lbs R.M.= 3,996.3 •resistance,nc ,bind d slpeurcalelHa for overturning but isd for oilprssecacuaw DESIGNER NOTES: • Sliding Restraint 980.# 1885.7psf MC Squared,Inc Title : Kropf Residence Page: Olympia,WA 98506 Job* : 12456 Dsgnr: DAL Date: 15 AUG 2013 . . w.. .•• (360)754-9339 Descr: • a se w W Vail in File:m:iprojectsllexar homes.2012112458-kropf(cape george, RetainPro 10 (01987-2012, Bulks 10.13.6.24 License:KW-00065117 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. [Criteria I [Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall Equivalent Fluid Pressure Method all height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 _ Height of Soil over Toe = 4.00 in Passive Pressure = 360.0 pst/ft Water height over heel = 0.0 it Soil Density,Heel = 120.00 pd Soil Density,Toe = 0.00 pd FootingliSoil Friction = 0.450 Soil height to Ignore for passive pressure = 4.00 in Surcharge Loads I Lateral Load Applied to Stem I [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Slidng&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load r Wall to Ftg CL Dist = 0.00 ft LAxial Load Applied to Stem A has g poincreased 1.00 Footing Type Line Load by Base Above/Below Soil Axial Dead Load = 0.0 In Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in [Design Summary 1 [Stem Construction 11 _To_p_ ein 2nd m OK Wall Stability Ratios Design Height Above Ftg ft= Stem 2.50 X0.00 Overturning • 1.62 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Reber Size = IS 5 8 5 Total Bearing Load = 2,010 lbs Reber Spacing = 18.00 18.00 ...resultant ecc. = 9.47 in Reber Placed at It Center Edge Design Data - Soil Pressure 6 Toe = 1,886 psf OK fb/FB+fa/Fa = 0.093 0.488 Soil Pressure 6 Heel = 0 psf OK Total Force @ Section Ibs= 392.0 1,152.0 Allowable = 2,000 psf Moment....Adual ft-#= 457.3 2,304.0 Soil Pressure Less Than Allowable Moment....Allowable ft-#= 4,926.0 4,926.0 ACI Factored @ Toe = 2,263 psf ACI Factored 6 Heel = 0 psf Shear Actual psi= 5.9 17.5 Footing Shear a Toe = 5.3 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear©Heel = 11.2 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Reber Depth 'd' in L. 5.50 5.50 Sliding Civics Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 12.00 Lateral Sliding Force = 980.0 an LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data - fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.604 Concrete Data - - - Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 Title Kropf Residence Page: MC Squared,Inc Job* : 12456 Dsgnr: DAL Date: 15 AUG 2013 • Olympia,WA 98506 Decor.. I.. : (360)754-9339 Vail in File:m:yxojectsVexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987-2012, Build 10.13.8.74 License:KW-080b8117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. [Footing Dimensions&Strengths I L Footing Design Results Toe Width = 100 ft Toe steel Heel Width = 2.00 Factored Pressure = 2,283 0 psf Total Footing Width = 3.00 Mu':Upward = 955 18 ft-# Mu':Downward = 114 928 ft-# Footing Thickness = 12.00 in Mu: Design = 841 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.33 11.20 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5(I 18.00 in Heel Reinforcing = #5©18.00 in Footing t 3,000 psi FY = 600.00 psi Key Reinforcing = None Specd Footing Concrete Density = 150.00 pcP Y g Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover 0 Top 2.00 6!Rm.= 3.00 in Toe: Not req'd,Mu<S•Fr Heel:Not req'd,Mu<S•Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments 1 r OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item _ Ibs ft ft-# Us ft ft-# _ — Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel _ 960.0 2.33 2,240.0 Surcharge over Heel = Sloped Soil Over Hee. = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem= Load c• Stem Above Soil= •Axial Live Load on Stem = Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Total 980.0 O.T.M. 2,286.7 Earth©Stem Transitions= = Footing Weighs = 450.0 1.50 675.0 Resisting/Overturning Ratio = 1.62 Key Weight Vert.component of active S.P.used for Overturning Resistance. Total= 2,010.0 lbs R.M° 3,715.0 •resistance,ian � is n ededitpssuycalu �for overturning Axial live solrereclat — DESIGNER NOTES: 8.in Conc w/#5(1)18.in o/c A 1.-6" 8.in Conc w/#5 CO 18.in o% 4'-0" 4'-0" 2'-8" 2 112" 2 � _ V T T Sliding Restraint #5©18.in @ Toe #512 18.in(0 Heel Designer select all horiz.rein?. 8 a 1 See Appendix A 2,-0" DL=211.,LL=138.#, Ea=O.in Sliding Restraint r .# 1932.9psf . , MC Squared,Inc Title : Kropf Residence Pte: Olympia,WA 96506 Job# : 12458 Dsgnr: DAL Date: 15 AUG 2013 . . . e + (360)764-9339 peso':Stepped FNDN e � •� III iii t Vall in File:m:lproJectsMexar homes12012112456-kropf(cape george, RetalnPro 10 (c)1967-2012, Build 10.17.6.24 Licenee:KW-060611117 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Criteria _Soil Data Retained Height 4.00 ft Allow Soil Bearing = 2,000.0 pat Walt height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pd Soil Density,Toe = 0.00 pd FootingilSoN Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in -, Surcharge Loads [Lateral Load Applied to Stem ` [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 211.0 Ibs 0.0 ft Wind on Exposed Stem= 0.0 psf at Back of Wail Axial Live Load = 138.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 1 Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.50 0.00 Overturning = 1.73 OK Wall Material Above"Ht" = Concrete Concrete Slab Resists All Sliding I Thickness = 8.00 8.00 Reber Size = # 5 # 5 Total Bearing Load = 1,449 lbs Reber Spacing = 18.00 18.00 ...resultant ecc. = 6.00 In Reber Placed at = Center Edge Design Data - Soil Pressure @ Toe = 1,933 psf OK fb/FB+fa/Fa = 0.007 0.179 Soil Pressure Op Heel = 0 psf OK Total Force ft Section lbs= 72.0 512.0 Allowable = 2,000 psf Moment....Actual ft4= 36.0 682.7 Soil Pressure Less Than Allowable Moment ANowable ft-ti= 4,926.0 4,926.0 ACI Factored 92 Toe = 2,393 psf Shear Actual psi= 1.1 7.8 AC1 Factored t,1 Heel 0 psf Footing Shear 0 Toe = 0.0 psi OK Shear Allowable psi= 82.2 82.2 Footing Shear 0 Heel = 4.8 psi OK Wall Weight pat= 100.0 100.0 Allowable = 82.2 psi Reber Depth 'd' in= 5.50 5.50 Sliding Calcs Slab Resists An Sliding I LAP SPLICE IF ABOVE in= 12.00 12.00 12.00 • LAP SPLICE IF BELOW in= Lateral Siding Force = 500.0 lbs HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data -fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors - - - Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data - Wind,W 1.600 fc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title : Kropf Residence Page: !WMOlympia,WA 98506 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 (360)754-9339 Desc:Stepped FNDN R•• ='mil Vail in File:m:tiprojectsIlexar homes12012112456-kropf(cape george, RetainPro 10 (c)1987-2012, Wed 10.13.6.24 ucense:KW-0005$117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths 11 Footing Design Results I ti Toe Width = 0.50 ft _1-._ H t Heel Width = 1.50 Factored Pressure = 2,393 0 psf Total Footing Width = 2.00 Mu':Upward = 266 10 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 263 ft-# Mu: Design = 243 253 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 4.75 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 M 18.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 0 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover 0 Top 2.00 n Btm.= 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S*Fr Key: No key defined I Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# _ lbs ft ft-# Heel Active Pressure = 500.0 1.67 833.3 Soil Over Heel • 400.0 1.58 633.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 211.0 0.83 175.8 Load @ Stem Above Soil= "Axial Live Load on Stem = 138.0 0.83 115.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Total 500.0 O.T.M. 833.3 Earth 0 Stem Transitions= = = Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.73 Key Weight = Vert.component of active S.P.used for Overturning Resistance. = -- _ Total= 1,311.0 lbs R.M= 1,442.5 "Axial Five load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. • DESIGNER NOTES: 1 f • ' • Sliding Restraint Pr 500.# 1861.5psf 4 MC Squared,Inc Title : Kropf Residence Page: MP= Olympia,WA 98506 Job# : 12456 Dsgnr: DAL Date: 15 AUG 2013 (360)764-9339 peso.:Stepped FNON p z Vail In File:m:lprojectsUexar homes12012112456-kropf(cape george, RetalnPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056117 Cantilevered Retaining Wall Design Code:IBC 2oo9,ACl 318-08,ACI 530-08 License To:MC SQUARED,INC. Criteria Soil Data --11 Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 360.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 120.00 pcf Soil Density,Toe = 0.00 pd Footingpoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in J [Surcharge Loads I Taterai Load Applied to Stem -1 Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 In Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 of ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary A ' Stem Construction I Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftf ft= 2.50 0.00 Overturning = 1.52 OK Wall Material Above"HP' = Concrete Concrete Slab Resists All Sliding! Thickness = 8.00 8.00 Reber Size = # 5 # 5 Total Bearing Load = 1,100 lbs Rebar Spacing = 18.00 18.00 ...resultant ecc. = 7.27 in Reber Placed at = Center Edge Soil Pressure 0 Toe = 1,862 pet OK Design Data - - Soil Pressure 0 Heel = 0 psf OK 113/F8+fa/Fa - 0.007 0.139 Total Force Section lbs= 72.0 512.0 Allowable ress = 2,000 pjf Soil Pressure Less Than Allowable Moment....Actuai ft == 36.0 882.7 ACI Factored Toe - 2,234 psf Moment Allowable ft-#= 4,926.0 4,926.0 ACI Factored 0 Heel = 0 psf Shear Actual psi= 1.1 7.8 Footing Shear 0 Toe = 0.0 psi OK ShearAllowable psi= 82.2 82.2 Footing Shear 0 Heel = 5.5 psi OK Wall Weight psf= 100.0 100.0 Allowable = 82.2 psi Rebar Depth 'd' in= 5.50 5.50 Sliding Calks Slab Resists All Shding I LAP SPLICE IF ABOVE in= 12.00 12.00 . Lateral Sliding Force = 500.0 lbs LAP SPLICE IF BELOW in= 12.00 HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi= Fs psi= Solid Grouting = Use Half Stresses = - _ - Modular Ratio'n' = Load Factors Short Building Code IBC 2009,ACI Term Dead Load 1.200 Equi v.Solid Thick. = Factor = Live Load 1.600 Masonry Block Type = Medium Weight M Earth,H 1.600 Masonry Design Method = ASD Wald,W 1.600 Concrete Data - --- Pc psi= 3,000.0 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 60,000.0 MC Squared,Inc Title : Kropf Residence Page: IIII, whirillin Olympia,WA 98506 Job# : 12456 Dsgnr. DAL Date: 15 AUG 2013 (360)754-9339 Descr:Stepped FNDN Vall in File:m:lprojectsllexar homes12012112456-kropf(cape george, RetalnPro 10 (c)1987-2012, Build 10.134.24 License:KW-08058117 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:MC SQUARED,INC. Footing Dimensions&Strengths I L- Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,234 0 psf Total Footing Width = 2.00 Mu':Upward = 240 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 263 ft4 Key Width 0.00 in Mu: Design = 217 262 ft-# Actual 1-Way Shear = 0.00 5.52 psi Key Depth = 0.00 i n Key Distance from Toe = 0.00 Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #5 CO 18.00 in fc = 3,000 psi Fy = 60,0)0 psi Heel Reinforcing = #5©18.00 kt Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 421 Btm= 3.00 in Toe: Not req'd,Mu<S•Fr Heel:Not req'd,Mu<S"Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item _ ibs ft ft-# Ibs ft ft _ -# Heel Active Pressure = 500.0 1.67 833.3 Soil Over Heel 400.0 1.58 633.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load 6 Stem Above Soil= •Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 500.0 O.T.M. 833.3 Stem Weights) = 400.0 0.83 333.3 Earth @ Stem Transitions= = = Footing Weighs = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.52 Key Weight = Vert.component of active S.P.used for Overturning Resistance. = Total= 1,100.0 lbs R.M.= 1,266.7 *Axial live load NOT Included In total displayed or used for overturning resistance,but is included for soil pressure calculation. 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J ►! 111 0 �,-„" ,,. ! � i.9 w I j I ; � II g I —4 11 VIII Il lll' o � ! ' h4 _ 1 � 4�111� z , 4 HibU MN-n 1 , , , ; 11 ,�N 71 1 i■�ii ' Z 1111 4I1'I !P - ■ ■ ,i 1i�I � —I ,, ,u� i� III --- 1114 m i c �, H I ► n II 0 z '� a o 0.(m Sheet Contents: Project Tit/e: it ` STANLEY & MARLENE LEIrA9 o o N KROPF ae _ N o ELEVATIONS 171 HEMLOCK DR. HOMES (xi N PORT TOWNSEND, WA 98368 - r N3 \ 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 CA w (360) 379-8600 C b F g p x , 6, g I I � j � x �, -- zf 1 I _I Zbm C) 1 m Ivy j . '' -(o N AD 2 .-----'4' I j Ilk LI—'--J III I i 1 1 s'-s° i y vl 1 41011111 11111 c-: < < , , 1 ; i , i,1111111�1�11 I, � i , � , III rn � `- - I � ` *IiiIIiitiiii1Ii i 11 rn—I o 1 1 *Illtlilti 1 1 1 I ,� m D Il�j�j�; , ( '1 1� ' „, ' 1I 11111111 r m 1MINH 111ii111 P rn I! hI111111A ,�, 11ill r h1i1i1i111' < ; I 1111111111111 ?o m 1 111111111�1i 6Iillil� 111111 < a r hh444 I H f � ! [ T • .; I ' : ; II111111111111 g - ililiiiii i� I Illlljlll�l D o,U411 O � 1 1 111111111111 0 g toy�! ,i o 1 z I I ; "" � I 1�i111Ii1i ,t1 3 1 ii11111 I 1 ! � I III'► z � li��,,'' I 11111111; Flit lti Illllih∎ —_� 1I 1■ Ill l ij► . Iili I �, ' Ili►� I,I I , 1 [ MIy,,'y!j 1 I l ,�w 1 t._te 0 !, NIIlIM _Milk Ill ill il�� m ,,,. °o�- o 0 o Sheet Contents: Project Title: co_ tt •• a STANLEY & MARLENE LE.ArAR ›� KROPF iI . 'i ° N °w c .. ELEVATIONS 171 HEMLOCK DR. rn w ' rn —Ni PORT TOWNSEND, WA 98368 HOMES N N 2 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 w w (360) 379-8600 I RAILING \\ .� r. (2) 1650 I I 5°5° TRSM II TRSM ARV t ABV. a �O Z co 0 m '2 3 N 4Z m CL r � I 0 4I O A .I •Q.QI I 1 DN ID *—� N i / Q E N I e L--in --- - Z m , �, �*� N D A 15.,,, °5-® ° 8n5D 3 a K3 z r ; m II II j 2 � c_ Z 0 1°4° 0 i.,)w 0 m , Wm N m i m 36 SLIDER --I WWN (( yyN ®N ? ? p co c.,N N ea • � i L F V e A O O - '1 -1 -� `� -+ 3040 Ail EN 3 050 6 012 3 050 SH EGRESS mk 'J o- o a o Sheet Contents: Project Title: qt p l ~ MAIN STANLEY & MARLENE T� % % FLOOR K ROPF EXAR N N o o Poo c N 171 HEMLOCK DR. 1 CD 4%N \ PLAN PORT TOWNSEND, WA 98368 HOMES N.) N \ 92 & 94 KALA S0. PL., PORT 70WMSEND, WA. 98368 w (360) 379-8600 RETAINING WALL • - - c .J.. z v LE V In © P * 0 D of s * • 305® SH O ' @D8 F l ! V, 1 4 1 C.) / °rn E 0 ' q rn z ' 41/Az. III MIMI i oa r. c . j *Qir. _ M 0 Iv MUNI < o C Ell= ii 111•111•111 K. 1 -",I't-", rn G. 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VI 'an a2 t 1 Sheet Contents: Project rtle: STANLEY & MARLENE KROPF I=Xs �" �' SECTION 171 HEMLOCK DR. ,.........�+� HOME S W N j PORT TOWNSEND, WA 98368 92 94 KALA SQ. PL. PORT TOWNSEND. WA. 98368 (360) 379-8600 o .. ...pica 40 � - � i r I 1T1 1�1 1 1 4 ► _ 1 I I I I I I I PLAIN • 44 IIIIIII4I I I I I I 1 .lb,. � O 5-6" CANTILEVER .% P.E. GIRDER TRUSS 0 - 1 t O �r -- " , _ _ - i CD -n _ - - - - ,, - - - a II - _ - - - I \rn f\a/N - _ , _" - - • Z -- - 'I N N I nT or \I - N \N R _ _ 'O _ _ «NO r^ _ � N� _ rp ....111.________ 1 - ° - - ' �- tX- - _ pr._ I - , ii Z _ _ _ I 1' o _ _ __ �1 . P.E. GIRDER TRUSS +^-� 0 11 1T1 TT ITiI 1 I I I I I I - 4)%. 0..,.1.. I L /„ ,,-r 1 1 1 1 1 1 _L LJ1 $ L _ = _1 1 1 - 1- 1 1 1 1 1 , r' C -c-r- 0 00 IliQinio 40 4B N Kr' N us mg g b --I r b • Q mP' Ii JIJ 4c A gib..g= y A 1 DO b@3.s-wNC 4,E • &. I. or�ZZZZ .fn ��rpjjp0 N�mg-X6 m ko.� g..m %a0 s/f N =DZ,,,,b ^� mpZ „j...= -, .4 A -+ g 3.2n-pc pp�. rr �• n .�z r� �Ji�r+, >�r�i© i Ig N`pzp ED Eipv pmlAx TO an rc31sAO-RED y�?§) na v'- *; '40'4 �� "r4A 'vs ie F'+ 13" bsg.'' z v! s c7 giYi � kilo !.1.A9 Q Gm °�4i Ve gm mg p93v; goz ._. m C 2 l'..7-. N �gO`m W '�2 N• 5m Z r5)3 A m ud Sheet Contents Project Title: STANLEY & MARLENE LEXAR ROOF C/ KROPF FRAMING 171 HEMLOCK DR. HOME S GO ir,w ° o E3 r� PORT 71 HEMLOCK WA 98368 O . j 8 8 — PLAN 92 de 94 KALA SQ. PL. PORT TOWNSEND, WA. 98368 it N (360) 379-8600 W v' 0 (4) 0 M r 0 =Op c72' z a N �� n �' r v m x r'-, N _ N NOS m 21-X C 47 z 0 o p zo_, C 1n V1- r- V v r�a bNm r �mZ 71 o70m2rr- A o " Zto I -0 T-NC) II C m rnmr�m O NW _ CO® Z m oAm (1) 0 Z� -� O m -I-i p O ri Ntn= m z"IDD= p �*t Z wr0 6" 1'-0 MIN -I 6" m0 = • ° m m M —I rim O ill Ax z `rfi m �z I 1 I I` MIN Da dF�moo m m� Nm ( _ l I —I r- -a z -a= N. i=I 1_ r - zr 2t) m ' —III ,s, r' n Z * .3, /., .i— „ -� Z `,` z o * a - I • ••-_____---_..�_ I o 1111MMIPVA, o U' ""� CA nl I 0*Ix -I to Z III \ O m N f to 0 Z ttnn mo mom= mrn Z Nr�v �� .m X = Ay_ k.C) A Dz m � s o in r1p2 z x In 73 z tn O w O K o xi-4 0 nZ N ONDN 0 x Z N i3 �sO R g won � n D N O '*1j -n 4. r L m v �+ • cm C °" 58 53 1 r- 4 Z v *xt N — F n r N m m� D ntn�Z IV m Z XI 1 i ?)01...?)01....53 A Omm o v w L...........st m r / TI C vzz _ 00 \•fA DSP-O —1 - m o t , m m 0 I �— t:i W■O: :411-1 i i E.) * mZW S m N v r 0 \ X10 �i m Z it XI o-v t7 - 6" C�r t2f .P rar C O Z M O O c 0 a % a''9 m m y r 0 y D =m z�0 E 8 �WW �� N F tn_ y 63 *-t�rmoo \r oop0 Om� FD ® ASV an �7A-C 00 � � � Sx' N 0 CA l'i f O v)rr, -I O't s� Z " m 0 m r to In N m X7 1'-6" MIN '� .x / f r ® --,- i y9 cil . c z o 0 ..) ? - ON % r Z O i i 0 �; O to A r T" 7tl tip ryr�[_� 1 p m I I m E C „ y .. w Odor rnD t t-v ODwp Vii 'N.-° a =n N Ro 'f � o z 0`0 nm® � \ _ mxq ZZ III . m v � _ $ o —I T Z _ l IIIIIIIIIIrr o - o I CD .I∎►_ ►= 0 I I I— I 0 % _ E xi o D m= 0 mo = g a• \ N �� r' "' z m m y v 0' r ry O ® n (j'On 0 CI Z ru x 4i 0 co xi 0 14 C m�rI Z N D Z to m o p O 0 Z e; k o ° r$ Sheet Contents: Project Title:• ' R j AL STANLEY & MARLENE rt STRUCTURAL KROPF silb "� \ 2 DETAILS HOMES N o N 171 HEMLOCK DR. �r..�� rn N rn $ PORT TOWNSEND, WA 98368 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98366 N \ E (360) 379-8600 W w - ga=it RmM"cn J N _ OrM°� VIIIIIIIIIIIIIIIIIIIIII O �, �� o=�gN O RI v -, mom-c mr� ss yf/�f; p O p2 A f rl --1� Em �ZAC r �1 n-I mx rn = Ov mppom 3o 0 c,, 4 7mI 3. xi Z� tcnnc�n LA-I m Z m �Z E rn 1 F1 x JP F m # �= 0 ■! A X P P Z 111i�� • D mzO r A m m AL —r�C r ® m E ro $ �. Z I1�� N O Av Z I D .�L U ur U Cpl) LA Oo �� x -.m c°n -, cn v m g in r 2 ;° z co -1 m cn I p2 A g. CZ 1 zcnm MI 0 0 fig, 0 S. O-1Zx Om �m CO ° DOOR ROUGH OPENING 0 z m=r- m m rn m y m TYP. 6'-101" FOR 6'-8" DOOR yypp X N rr g° z 2 y A f +tt C ih rn o<rn O li‘ `'i 2 0 x Z xj O I*i m O;VI • S O c,�N ,°NS a oP� o v �m ` Z St MIL CA 0 y. 7C O. S O n {ll Cm .. om2ovrx = = v O E H 4Df• "� 2 0 0 O c• °nz o zr`i07c� m , Z m e a tzncziSw cziz _ z �O _iz A Z ` C2 -, N -0 r:pj r =v g �ox y a m y o° 00 `a _ sI r f- f--- r . N= a f> p d m �'+f x r —7, 1 -o w N A ANC yggr m 0 � GZi DSO m�0 `i � 0 Zmp�ON ri" 0 C. O f7 r m . z ymo_x • 0 O CO i sz brl cl. v4.10 ..i0710.'3 ZD,i cnO - L �L.., y O C 1:_i" pm v� ■n 1 •►_--S• e 13 --"'"Jil\ r = M O 0 A C N pp O�Y rOM V 2 . O r0 (7 C7 m z 73 A pm mvtn ri W NDOW ROUGH OPENING / cn 1 C A v-I,-m r 0\ O o -11 °cn Co OO co m�0 ��o0r°,x g a, f ox —Diz R o..z cncnXI xi 8U) :oz1S c��n O Zo r. Z Ul Z N11) s >O N � c gi o� Sheet Contents: Project file: STANLEY & MARLENE STRUCTURAL LIEXAR (Ti o N 8 2 N DETAILS 171 HEMLOCK DR. H O M E cn ,� PORT TOWNSEND, WA 98368' CD j N 92 & 94 KALA SQ. PI.., PORT TOWNSEND, WA. 98368 CA w (360) 379-8600 e ° � N Z1 r� Z 0 C x p m • m rn Q 0 - �? OO "B zm- 40 n xl rmE O n x c O-o N r2H x I p I C z G 0 N `� D!) c a�� z m -i F 2 r— zmv — — Zo>z O /e) 0 m r 0 §7., i I. L......._ff4 .).›. 9. . %mom F \ /(7/ - r....................E7X NNNNN.)2NNI N ts QD mxx �� o m>�Po O ;o 12" � � v�� m� �� oXI•oX1 =x mm x o zzo�o cz) z o O Iii-m74. 0 rn,.... 1., c g ..., m I- m f m�D� H 1 11 (7 0 -oo II y= oz o n 0 ` A r 71 r^ OR zv m� , o ® 0� H -0 x ror^ 4 m ov rno� z oor0�i -n O �O ny ZG� mmmx r I ��_ F ,Vi7 rI II ,IIIi ,-f11)/ KJ m r(n ITl -' O DmOZD O x 0 0- 0 0) z rcn0 Z z C)m >Dv m to pm 'Uzlrmm x c P 5 N F Z00 r rn Ov czgi4 0 0 . - O c Z m rn a OD Zr �j OG)D D A . Z 49 -n i., 0 A v N c. m 11 0 A:),r 8 z / Cy 4 m Rx z 0 r '9 O -.r P x ifr � r a o U F r y r . c0 z 2 E0. EQ. 2" 'X'",. ' ,..0 'Agri 00 1-k NIIIIIII0"414 murimitNii --2.::::=Z:7.2;111 iri n .141.01, _ CA La 1 0 N 1 4T, 1 r 0 XI ll 2 k g Sheet Contents: Project$TAtNLEY & MARLENE Q STRUCTURAL L..EXAR CD N o o �' DETAILS 171 HEMLOCK DR. .�,.� HOMES -- �' 4. ,- PORT TOWNSEND, WA 98368 N N 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 w to (360) 379-8600 f P,5 Lrri rn a 0 IOC o" a 5c m Oo �1z 8 -.1 o z z p• 0 •11. � � o -1111 F N n c I(!D m _ O z o �co 6" 8'-0" MAX .. --° M - - I �U of O Fl z 3" 111-I I—I 'l-I I _ 'I I 1o I- �.,U— p z oo n r- 1 9 L Ill _1 -1 I–i Q C E k III 1--- -.O 00 000 c� ra$0 mi I 1 wi 11(;1. [0;/! �o9r10°n o' o v cn m-� ►:o:�:e.►.o e.e.o.e.�o.o.e.ire.o.o:w.e.o.o7o e.o.o.eTQe.e.e:o:e.e.o:e:e e.4,7•_e.e.e'QQ4. ■ CO- z _� ; ;ail j ai hil4 Wit i i%i Rililliii l Ril ii 1'0g F eel 4; 0 73 IMI04 a. -i - 1 *Ali C = I �\O4. oN N @C ,� r �0 I1 my-I°:A *So a r�\m� czn�soo Al ■I i o$Op oNo 'g e5 z ��. '. O ■ i No zo va mxmy .0 u, 7- Q�p rt s En 74 * N 4 1 C CO r x •m 5 A o to 00 0, °_ -< my�r, 8 v s r-, 0 I m 8 9" ® r o C W 23 0 s_� r ZZm=rm^ " tOio N� m m i mm p I. o 0 1%11E3 p Em A Z C Om E 4 r C m 4 „o $ Z ± o rn m z n o ; �.t, s+ '.h'< rg o 8 .i ! i� C ^z ce s i .10-44reti 44414•44444•1ie *O s, n p n .to-_1 1P m,. m Z > . z 44--Ne-- ii ' 044,1 04111140' * r-103 4 0 t” rA I 44, r N :" Cfl * ' , m t I O Z (Az = 1 1 L 113' P N 6" .e� _�•• ::!s.�:.' I I RI 0 33 03 D P — I m - , WI —.I 4 I . $P ] i; -_t x b m ,' ooO2 II Z U I \ n 1 �� ITI�< 1 o wy► � OA ^ pp�0 rnx o; Z_ 1'-0" x.x. Oz I^ 5ortr * O o tn ro�g mZ _; ry A? ?® y mp Ao INCA =o 4 (iz ',,O F A m I O co s . A ; � m � o yarn m co w -o LI m, .a of c 1 0 0 0 0 AmA m v at G:1-01 cDi m i V1 o I 1 Q r xm , O w'I Q mF C)Z In V / ' tr` �0 m r O o z_'� Ia� z '� g"r°� 8" 10" P 6" o in _ _ r� ^� n zm 'n m i5 y / n "X ft -11 4 I. I. � a�z • cam m �•I R MIN. MIN. ®� fi z O, o T g c cnm0 o 1 rtii O A z r��44r+ ¢�P+pAp1:i ��z c�v� p-.0, Z ,.1 w A g •t•411 rt41 q-4i( rt�4.�ie'1ie'�i�'t� S F z o o 4- C 0 • 4,Dint • ririt4i' IU u m 1 WALL HEIGHT raa.1 Z z I Jo 7�. r _ f 3'-2" L i1. n o .l o :44, n1 I .t c3 M �j ►4� x Dooam 1� _ C7 l S' ; A O1 X CO 0 0 n r rn '� G\Op m Z�r�mO L'r�i� n^ tnN�k I 23 0 o O Al O • Z i�.9ra,. I gizp�rzn mm %••341.3 53N c,` on' r�n. �?� zb� u�iz = nc O 0 0 - I . '+ gm= c gr.I tn�� zA w " r ®v �jmm0-co 0C 0 rn ® Ap vi 5 ZN y �g o o "r' �Aro, � o g o c` co i coo 00 oo' C" or OZiAQ 1'-0" z mN �pOCn F-mO v z zO p' v O ff A A Pc +2i g : n r > N Z• O. o 0 . v t - S au 8 Sheet Contents: Project Title: .‘ a' R k % A j TURAL STANLEY & MARLENE LEA cn „ % P STRUC KROPF A n V o o g 2 .N DETAILS 171 HEMLOCK DR. N rn $ PORT TOWNSEND, WA 98368 -------- HOME S 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 N - g (360) 379-8600 CAW u • - m 0 = O r N S C Dz zZm2 A. n-1O tno0O 4 c4 •OAN .....o_, m c_ om1 O r �� § m En O-'2A3 tO_� z=N civic) u� r 0 o�Z(�0 m tai q�x x tai DOOR ROUGH OPENING 4 TYP. 6'-10 " FOR 6'-8" DOOR —� F = �� rtr, �*y Z V D M ��oF z c_w ,--- c wnwwwnwrs'wr •.vwwr wars _. to ert o s.. pp O t11 y C m UO1 A i O Z AO O ©c ,C.D to " DnD C�S*t a A 0 = m = Z NZ Z.rn O vc) 033 M ? 2. O°m 0 o0 r 4zo_ 2 0 03 3. vomG — O z 000 q r__,...._ ,re.,,, I-Z 0 N (1�\ U, N A N "0- o 2 -1S N.1 -i Z A O CO° X CD y h r (l O S to Ur1 O O %.7 ." O Z DSttRrr111 O Or m z 73 GI-4 Z -io * NxK S 8> ^m8z,_ C O yr A O A n v r ^mC —IT 4c rm1 z r i omrnmDr� ro if 0 C z .. v ., v� O o o r r'1 v Z m Ilk _Z Al cO z � ^ p z Z-1 �" -I \ y O EMI - .p X...,." m i -0 \ / NDOW ROUGH OPENING i r- A y --1z0-11;OrOa�=��D00 �Nmz �O ZO O of�t*y�1x mr0 v2� r S_13-o mO{oOmvOZO rl -ZCO mm= '1A = �� 2 9 -,v m%y r O-or tn3-m ,O v z -o CO cf:r N 73 73 Z m Am oo?, nG > c m im NSO ° m AC ;ru) O �Z mo = .gO rS ,-1 O mO 08 OO O = m r I o ti� t r ii o N W V X k P o c$ Sheet Contents: Project Title: 2 i b L STANLEY & MARLENE LEXAR STRUCTURA DETAILS nO ° o CO° c �' 171 HEMLOCK DR. •....�...�.. HOMES � ._ co N j-I PORT TOWNSEND, WA 98368 92 & 94 KALA SQ PL., PORT TOWNSEND, WA. 98368 Cil°i N c (360) 379-8600 ta w cA t Z 1 .0. o S. • ' � to / Lam. _ , ,ill r ti qi1.it ` 11' II I ,_, 4" 14;:).4 i I� t l r to I E 9 J cer I 4=1 e.r.,r) ‘ • I ,i' /I "......... ......,,---1. -.---,..-z.---I.DP.... . -cr3 — �_ s; ■ °S z c I � -..� _ \; •IIII 1 -I T " /� aril.... r , �fy - I I I • ♦ v a o . I I. G q � I ) o,b +7 1 _11 II G L__ ; G, n IIIIM III z 1" `Y lop,I '- c`r. ; y4' ` ■ F r _'� r( ,'1 _ ��• . ' " nil /y�ryAe� 0j T 21 1p 1 ik `. . 1 \ 44 li It oJ : flflfl c o a g 271;2 my o F D gz-- yv 'I , O yam (nom tArym a -I < p " gib.. v ..• i zc OR i �ri C°so 02 ® g ® o r 40 z a ,..-..1 2 ti FSma;'--'2 to�D,�C A 2 Z D moo. p t7 "G CO ral —4 0 a P t c P cn Sheet Contents: Project 7/tie: r id MAIN FLOOR STANLEY & MARLENE A R rn N o a N KROPF Xa —1 {, 1 N N ELECTRICAL 151 HEMLOCK DR. CTI°' ° = PLAN PORT TOWNSEND, WA 98368 - -°—° HOMES ------- N N 92 do 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 W W (360) 379-8600 1 ® o • Ai . • iI■ Q • / t '\ III tt ■ N , • r \\ moo ' a\ i • g I - 73 m <?-' \ , J1 0Z t 1 1 rm i - t rO I €_... , SA ();("6 4?-, ?... .„05:4) .. Z 73 I; 44'SA I I .....) r m. 1 / w 1� JA t.0....... to k % 0 o Sheet Contents: Project Title: „, STANLEY & MARLENE rn�I a � � s � BASEMENT LE. 3rAR j 8 2 ., FLOOR ELEC. KROPF - 0 o n n, 171 HEMLOCK DR. N PORT TOWNSEND, WA 98368 HOMES N �' PLAN 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 w w (360) 379-8600 0 • IN . III F '".••. . Yr f . ... g. M Sg .. . r . , . .. RETAINING WALL • • . 1 c v., ..,..... -0 m -4 x' 113 1 El a 2 1 1> • . --f 0 I , c)2 El El M g 0. * .... 2' r-' 0 c, '-i" .16‘ • 1 .t.., . + 3050 SH i 14e 2 S 0 t • ' ' P>. ,1- 15"DB 1 0) (it, i 1' C341 in i 1, . i. § s' or,% El - ' ,+,.::_, IT .411: C' A li .- ' r i CD • o . it7;t. , t ix co ,... > ,. C.CD I , 1 ' Ill Z ...,..... . 4,1. , • i'..1 Z / Mill 111 --- - NJ 4 co -7I . 41 .........I ' . ,,,,,..... ......61 _ . • P 11 .............,/...........a* • , . , • .. < ,,.... , I I . TY 0 1 Lvw 2'IL V t, CI CA cn tr)S IV 1 i: . - rj 1111.111 • ir. ' - > 1 • . e 5. .4eFr 1 F Z _ .. 1 L t i■ •, . L. 1 r 1.- + ...\. . 2 toN t ..P .,,,. / 4E17' '4. 4 M Z rn:' 1.....1 i. 4.: ..e. 7. Nip' • tg$ •—•4:k 1!".:) ... t fritr4 I, t • IA g .---------,--- 1g ° t'-r° 1111 • 1 -• n d. ..›; n §-- .-6 ...._ U 9 II- :, 1 A 4 II M Z ' §) I . i ] . J-- - --- - L \. Q) 1�. ';=1 1$ it;;. it \ .- , / ) \lk ....-.." I (I JO m , ..... ___....-#: r tJ ?, \ Z �\ —1 s '!' ---- -..z.-....- ri _ i' .+!� I I it �,'ri �� ■ �mC > _ I 1 0 r �„ 1 � / ' i „,, r Iam .0 t i_8 i_i ir i ` 1 ', r 1 0 t1-. 1 4ir• i - • \ iji ' `il' H it ti� 1 11 4 \:” Z 4 2 _ I , lig, k I'D • \\ \ Llir f ..:.., . ,,,,,i, •o iL!!I]r r • 19'-6" - - / 5'-6" y 6'-8 • y I 19'-9" III ■ m / • -} I" •• ' • • "7 4'-2" 5'-6' 6'-4" 3'-6" v` o' • -� A + 4 , e�5e�i \ `e—1 / I • ao m_ ! m ,....... •_. j m U I. rn _ N9 Z i at- <5,1`c: �� 11'-3" )14 • \ n3 CO m C-11 ist I ijT rn F . XIO N S I t US-5i" I r.sl I m . L.I. r 1. IrN m ZJ s g g ` w tra N.r 170.... rn =N � � Of Z i A CIO t' CO Z" I I\ \N v(?"( , m i� v) 5'-3N y Z rn cNp / / x P "w 2. -6' 14'-112 14'-6" / 31'-112( / r t 4 a v v C TL'r' H 1 ON U.) • o o q Sheet Contents: Project Title: n N. n SHEARWALL STANLEY & MARLENE EXAR KROPF IV o N g PLAN 171 HEMLOCK DR. H 0 M E S - .�i rn N PORT TOWNSEND. WA 98368 sj I' \ c 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 w w (360) 379-8600 g E 1 In Z§. V .N2 I � 2 a gN m 2=' 4B. °co ,6'-0" Px m I y z``"'m 34'-0"o m 5,-6• 4' k 4'-2i" / II i 12'-4" �'-0" 3'-10" 1'-11" m -- m 1 co 4x$ Alk m \ a 1- (2) 1850 5158 TRSM N II W g a,, TRSM ABV. _� ,�, ABV. `.Jjl I_ m N �p II ® p G r • Ob IVI—. �j �N al e C —. N MI v ow • lice c:: CIE ct '� i m I C' O ®� "rn 4'-2i"" 4'_9" 6'-48" 3'-i. 7.-. _ • U N. j� I ..11 Nti.. m W I u II i. MI 1 CaoI;V ,� I/�N ° 1.- N • ti ENV /� �? 5'-5" ,`+. • �• , N �// cal . I ° c `4" 4 7'-6" j,2-6" at I I • 4 `1V Aj / cv N �� '1. 1411110 r� rn 1 CI, I N et D AL m N� .1 s W J I °' ..s„p, .- — A J � r m ■ 184 rn N: r � _i 4,G 3'-10 " 3'_1• 2'-9I 13'_7 "Il Z 3'-53* .'_0 �'-5 " II�. �`� ° ric r. r�/� I I m m NIA. - N D v __ ' } , O° .. a full \v a r 30 sI iDER Wov 1 c0 2 4 1 j m• I ® D m sJ Z _ w �' g°ri v s I 9 O Itio- wm.. b ©�, 3'48 385• 6012 3050 SH EGRESS 4'-0" 6'-6" 3'-6" 1'-0' 5'-0 " -, 3'-6• 2'-6` 15'-0" 4'-6" 2'-0" i i / 34'-0" 2 X2 a, v� 4DN� 9„ N ir r/if/lit ' TLr H oo w ON N U.) V t k o o p Sheet Contents: Project Title: k 4 SHEARWALL STANLEY & MARLENE LEXAR u, % KROPE N 4 N 2 PLAN 171 HEMLOCK DR. HOMES - ►a :. -Ni PORT TOWNSEND, WA 98368 j N 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 W w (360) 379-8600 i • • 41'-11i" = 5'-6" '=o v v...,cm v 16'-0" 6'-0" 4'-0° , o N_ p (AN CA= >_ V Su, OV=( OV=N_ �g� zNy gNUO z��Sp) 28ul( -6 • 4'-q" �--44 '�'M C• 22OCCP- , \O 2. 2 V)22 2C/322 : . cra, Cy P.T. 4x10 P.T 4x10 cam. I co , � __,____ri_l_�.∎rr■.�'I� 4-i - m � 0 ETIXt ■ I S r - r III 61 P® 2x8 DECK •Is 0 i .oT w • 1 m ,L ,4frif w I 19.2 0•C. N.O. •.... I\X+ �° �e—� �'.T,�I: - 0-, 1p 4 u I �' I i 7.0-'777.7:71A, ' •l .n. ® u _ , _ 1• A \ , a y .- ye, �km N I ijIt � J1? r D , J.� -I + l( Filial.- go vAiu 7. 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S • n -i m tl p 4E s'�"- ' 9 z`2 my c Fj4 z8 � r i�mEP • , c'$ ci.,21m E S ^ ",-,a, s f cQ jP to SQor y 1 n }A rilIgi mo -Tim g§E. CP p E2 m ; rn pg OW e°1 A2 s`��Z g�v .21122 �R f,Nm a 8, 22° r, ° 40 AA v"-, X8 ' 6@{�22 2` �2 2i-- .P4 M43Nm +� ��c,to �y�g mma ng-c jg X��G w� i® ��c c� ma g PF' iS -ii�".y�r-+ A I* 2 >a 22 =N _ - x p m • cn o c 81 Sheet Contents: Project Title:•1 CI k FOUNDATION STANLEY & MARLENE � "ii,„0,,, "' KROPF N o o 0 2 FIRST FLOOR ..................... J 171 HEMLOCK DR. N NJ ( j PORT TOWNSEND, WA 98368 HOME S WN WA. 98368 N � FRAMING PLAN 92 & 94 KALA so. P.., PORT To SID, N F w w (360) 379-8600 W fJ O_ O m C C C 1 C 3i G) N >E G A �. O . .-m . 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A tQ V e R v a m 00 35 o r. $ r� N o csN.00p "". m S X ($ .,�� v ? S 9-O F m m m N u W o• (- ,P N 3 ✓ im' F7 v C� an d ° • O ` a. Q` = O . o (1 j O a rn co y w a 6 3 • a 3 m 4 $ /A , 10 g 9, = g o a = $ $al n o • o; a $ $ ° CT CL CL,01..E LII II I II v II p (° a,. m d � 5. ° (�. n n i (� Oo to N 3' co 0 A c ° ti .- �qq'Q 3 1, a _ x X ($� 5',c 3 J s 2 x x A n • '43 1,7 CO p g, ; k g g, 8 Sheet Contents: Project Title: R k 6. % j STRUCTURAL STANLEY & MARLENE O N C a coo c -�) NOTES 171 HEMLOCK DR. ..�_..,,.. H O M E S , N • y it PORT TOWNSEND, WA 98368 N j 2 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98388 LA - (360) 379-8600 -M CO cn (n p cn cn `NN �C) c7zE -r1 -0 N -I = r � N 2 � x O D .2 '- D = mm m m 00 = O ' -' 0 � ts = oOm -H - Z mm O x z Z to O '"' "- CO ,_ n 'Aa�EIU Z � Dm m27y � Z7Z � Z7 �1 gyp '- � ND CO n ri° (n = � N N.) GO ., p = c p `--� �--� G7 c C7 C '� c = C) ,--' rZN (7cZ D O -0 '--' m \ Z �Z � r' � � moDDrn 27 CD � � � o � Ooo � rn .. .. cn -< I ZZno pD 64rn mI► D N r m rTI C7 M CD p p p Z D r m� * D D n > cG p! > I1 ! b8 p n ^ m - V) 0 CD m r- rm — AND D r r p� � � m G7 � Or� p � cnm cn Cn O C r Z mC7 -< c) poo - ---I N j O Z co PIM iV4Mi+awt:ML'? '-' Z GZ7 mmZ -NIIDm _� Zcn �l m�� --I O CD •• ro u Z � p -N-ICC7mcj > ( cn70 Z N Cl)U)U)U) ��1 N m A m W Z C 7 0 0 C/) C7 D C7 ; �� x b er FR a' CCc pcm —imrn r AAA(�A on t-' ca W _ r"f C7 m Z Z (J) O N -I nn c��c~�c� 552�5Q� � o c Z m z..-.p .. -I Z rrt p-Pz a>�� 96:G2ra�- z '81 v �+ r/'2 C7 -, p Z p rtrn p s- O---I -0-0 °r`�r9,r4,° p° o td ZZ © nZO cn ') (A D zz �RRRFRG�� `-- D m O D) �4 y �(� rm p ' C r- -I m CO -I z m N Nfrn N Z 2 4.t0 . t D = -H co p O p r't I- C7m = %a 5C7 mrj) -Imr= mO - a� = OC m0 mZ _. --I ED p -H = W rr,� � N vt m0> � O jri-i C cdo� zn 2M )I> rn >. c) —ICn rn m m = m -s - - CA _s jv m � NcsNCnmrspmooppis ._. = SI k ,§- o a o Sheet Contents: Project Title:„.... t:,. ., co cl co .. .,,,. STANLEY & MARLENE XAR• N o o �, KROPF co .r, j N Fo 2 COVER SHEET 171 HEMLOCK DR. _ HOMES - CT rn o PORT TOWNSEND, WA 98368 N 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 ” (360) 379-8600 - -. 1 $ — = I = Im � a � a — =z A _ o — ISA v Z orr r z A illy m �A „_� it N P m p to C `i' a c 7:e 0 {" c, 1 �" 141k § H �IIIII ■��ll��o 1R Z gi _ 11110011/ 111.........1111,110,!'i Ii Aril i l i l II IIIL _!�0�y i I1I1I1I1IL1III' IIiI1Iii i' Ill'rn 11I1111 ir* 1111 111111111 > L .- liootimi g 111111 •.—i • ijiIiji1 z III!1Ijii Z 1 � iijifiiiiiiiiiiii� � � 1lN 11111111111111►' s o 1;1,! �n��m IIIIiiIii"► m IUHIIIIIII yp 1 1111 'p �� ,a � I!""I i ( ff L•� 11 rn 11111" a 0 z a c , k- o o !is Sheet Contents: �, g „ o Project Title: a STANLEY & MARLENE LCXAR ELEVATIONc icz N j v 171 HEMLOCK DR. N PORT TOWNSEND, WA 98368 - HOMES ------ G' �' 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 (360) 379-8600 W -- 11111111111111111111 z n !I1!r 16'-5" WI!!!!!!! !! 1111i11111111111111:1:111111 ;! 1 !!!! IIIJIJEIJ1IIIIH1I 'l, �� X140111111 crT173 �� lh�,m--I o � ...�.. �11�1111111111h! 11111,I!iit!1!!!!!!r� !1!114 1111!11 �y!!!hy! 11111111,rn � ; !!11!! D m ap I',r !!iiI ! !!11 z I I! rn y "' '! < !� 4�1hh11h114 !IIIIlE il 1!I!11!1!11 � i�10 !III;111 111!11!111111 °©° 'I- i111111iijijiir 11!!111 Z I1I li ' IF �II��I� ;�,, L ��- 111 �� il��I i IIIII[ VIII , L....__"_.I ----- HI 111101q ,' X11 r. ° Sheet Contents: � ° Project Tit/e: � STANLEY & MARLENE Lc :7" - 83 2 ELEVATIONS KROPF LCXAR ....1 rn o 171 HEMLOCK DR. � H M E S . 9836-- 01 3 PORT TOWNSEND, WA 98368 w 92 k 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 (360) 379-8600 II / 1 i 10 RAILING m il T(2) 165 V. / 5858 'Rai V v H X ABV. U j U W m m C } Cr rn a b z o G N o z o I j + m 71 1 r vI 1 mI ,O <Ai �Oi i❑i c I of 1 N%'� r m � / n N I L irs'O- in_ ao b 0 0 ,V I bi ry '2."......... I.. j y _ N 1 II Pc � mz P - -- Ai fh m II n m 7_,Tin x r� z D m .ea IX p 8 P E 1e4e G., 65 b x, r ii m rr b O h I- b 2. Z n't . A k. x m 0 A A a�' m 30 SLIDER r N m 1-433 I u� On -+ CO N m I s'i O Q O D m T T -.1 �7 — 3848 3050 6812 3050 SH EGRESS . o IT oy Sheet Contents: Project Title: �� MAIN STANLEY & MARLENE LExAR N ° NF2 FLOOR KROPF 4, N {, N j 171 HEMLOCK DR. °' ^, PLAN N PORT TOWNSEND, WA 98368 — HOME S CA w A 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 (360) 379-8600 RETAINING WALL • - - z, _ m ID z1 ■ m 10 0 F > b z I= oz 2 3850 SH Z a IT • m 5®D8- F • I 1 � � o IX Li I'_ • °rn E z • C r W cr o i r il 1/7 0 231 m wm \ (4u 1�\ m m NN x r z rn rn -, m 0 a i SI i o o a o Sheet Contents: Project Title: o� h In > BASEMENT STANLEY & MARLENE FLOOR KROPF LEXAR IV N o c N 171 HEMLOCK DR. _ • ti N .i t PLAN PORT TOWNSEND, WA 98368 HOMES Immi a) rn 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 K) N � � w w (360) 379-8600 .Z7 D (n (n co cn N -1 �mz = -IO -ix -< � � Dnc �o °)-6 Dc)(-) K ,4 � --p MC—i EM y � D D °z D C 70r -O N� is) ® r��. v N -I O O D m -ro rn m D 20 co cp m o) r- 0:,. Zr N) -1co..-, O m m -1 7 0 AU>m 0 m 0 x 0 - O n x3 D O n (1)O N n Z D)> 411) w � �� o° � �° ---1 70 CO m Z m � rcor- n Z 0 -t, r O = -I r- r m - C") m mn Nx \ o D I \ ` z J .......... \ 4 _ 8111/ S11t N / -1".. 0 - --- . .., II 011,p� m zo C. A� X^ mcr ,'""',� cZi Pi � �� NW „- m �g ^3;co cn a z 0 os� X7' ° �n —� Z Z � �/ '2 -1=1 C) W Or ^_. & v <m Z DC) \co OD , _ r_ rn (") 70 rtl 0 `z" DTI —, NNDZ7 Z rO c) r- is- 5 0 _ 0' rD O 0• O D w cn D _ r Z ^° c) P m �\20 r r x �� / C•1 1 g----m /�! " �, Y o=ff®®1I m N I cfl m --` v ® 1 N c \ r z _ _ _ _ I N N D 4,m 1 /■ .Z7 / O - Z Q m \\ - CD -n O r CD /JN C n r Z Z / Z I 1 I 11 / o \ / O m 8,-�2a 9,-1$„, , ID , =D Z N Z 2> `r 20 r N N D 20 (11 rn m au ; Z o D = z Z - 1 z ►+� CD C) _ 23 2 rz-I *� 4110 N 1� ,,_-_-•\ , , ' - ,t' Z I ,_ ,Jl11fA1T1tifliilill —I oax � � m D Q i -I a m �53o o.�m Z > 1°o ;o g2 Nm o F , o Fo�pa ,� liik'\'' D m = oo 3 a a _ J m c) N b m `ov m m X C) to y a .0 m 0 ®O O m O m W y Cn= -iii c'> C An' N. >< d N Z • m U) O rn x m rm O Omm 5./) y f am CD 7C ®aoa -A az-A n O 6 a m ~mmN= OZx a-ot= c• Ch w a m m COtn nc) D '-stn>uNic, a Z ^7E= � N;F2 f/In O J N z m r,.i a m 7c N M cn mtaam \o Fl c5 Ez W r^rzmm E arONmy G) y �c)oz z', g\� �7. zits 5 �o 'vim a C)C z to F,, T.2 0 nn i o 0 o o Sheet Contents: Project Title: c_ ` STANLEY & MARLENE XAR> KROPF CA) N 2 s' o c SECTION - HOMES 0 o 171 HEMLOCK DR.4. 0 N -1 PORT TOWNSEND, WA 98368 °o N K 92 & 94 KALA S0. PL., PORT TOWNSEND, WA. 98368 W w (360) 379-8600 W N o 0 0 CD ma C. 0 -,0 CD cn 0 • _ 1C °:hQ ,O CD �' a y co co CD y y h a+0+ tp O T p 0 AD @�C D m y W N 1 7,� o_Ddc Z II D p CD . F .<? n . c , 0 c N r o p O CD @ S w x:N O 0 a d r h S = x•0 =O O`° �� £ h o- O 0 O £ O h H Cn Cr N -'p O = co 0 d S hp 0 CD C=D = S S rn II II 3 .v ® o o- p •v S CD II II II II II II II O o =`< j-0 CO O 0 —0 O — 0. 0 3 o S co N d h D -, N CS 0 N N o 0 0 co co co `•°G O N N 3 co 7 —N CT m d A Q a h' 0 N a= :D'rt N ,0 m mo m@ N N m N CT CT M CS, [SD 0 ? 0 S• C at T U co ,O ',mP '9 _(O') W N N N N (� N 0 7 = c07 fSD CD 3 CT-r1 m c <�G <A N .�i N H Nom' �. CD X-0 o p?O 0 m p co N CNA N ti II ° 0 A II II II 11 O v @ 0 ° 0 0 0 0 tS 0 co`< "° 7 a d 7 N CT ^`C c C C N II 7 N — 0 vi O 0 fD N O N)D °m 3 3 moo ��v+ao @ @NN c Any �� o a dCA C) pCT co rtaaa O. WA co N(,)'I m-'Cp 7 h CD O .7-.• n0 x @ A = N j.Zl O O) m n rt b y a cn CT.X "° .A.A O O D W O * (/) j T O 7 ^« 0 0 0 0 7' D C C.) 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PL, PORT TOWNSEND, WA. 98368 ti FRAMING PLAN w w (360) 379-8600 N 0'4 > N En_ tom// O N Z Cl) -4 _� -I N P �O7 N Or7 N <, Z V�ip Z� N1 O A S. • o y WIAN 1 Z N / o ( 34'-0' m 5-6" 4' 4'-2i" 12'-4" 2'-0" 3'-10" I 1'-11" I - \ID 1 A gD ;t• �< 4x8 al \ -b. �J -'� Afl �'!--,4 �i� -_i" vn 66 00 �� i 4'-0" I,I w �, (2) 1 5 5 5 V. ,- 1 E Fo T, TRSM ABV. �, ABV. �n �; m _ o NN I < 61 L CR. IJ�1� (1%� N �D I O o r V \ I \ p m @ 'A I O, m ? 2 mw co mil. o±C-C> w r Co rn \ - V 1- (c"o" 1 - " 4,1g rn 0 J 5'- "o, 4'-221" 4'_9" 6'-i" 3'-4$" 7'- 8 II v+ \ O I @ LV N y II m W am II IV NJ N :'''''(""e. PZI I Cl)0 \ \ !II.1.11:41' .1-9L- - \a,' 5-5" Nr°a. ' o� ' a ��A• �i 7'-6" I2'-6" °' '�' L I' m I \N / ,I,2'-6" �:Cr m I I N :, 0� s \ N 0 I a w ©,11 ern MP at CT �Y c, @ = .. r �-II,p Cit W c. r 1 ' P I co v 1 g4®I ` -r m� ' ' ' /�3-10 3'_1" 2-9 ` 3-' 3-5 .' 0 7'-5 " II p _ N I , w \q'' �I I ® a m Z N r 1 >I-30 SLIDER I; A Ni✓ o-i - m \ �O -Cl) Cl) I 1- m o� n m Z w & Nir a ?N I m o. Its t■ o «3 A!' 3.40 3050 6012 3050 SH \ EGRESS 4'-0" 6'-6" 3'-6" 1'-0' 5'-021" 3'-6" / / / / / ,' 2'-6" 15'-0" 4'-6" 2'-O" I 34'-0" I -1 Cl N -I N Cl) O = O v O O O O a /�,y ZZ ?.2 g 9 n C aB N N N N —434' � �N —` r .1 r N N-Tiar oh 1411111111110"4 w i a o CO p Sheet Contents: Project Title: IEXAR j cb ~ SHEARWALL STANLEY & MARLENE N N OD c PLAN 171 HEMLOCK DR. N -I _. PORT TOWNSEND, WA 98368 H O M E S -- j N \ 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 LA w (360) 379-8600 I 19'-6" =r I III 5'-6" 6'-8 " 19'-9° P m • • • = 4'-2" 5-6" 6'-4" 3'-6° cm. 3050 �il .� \ • _� %* 5'DB /W • m Tr cct 1 m CO N _ N V 1 \ • N I N E r g p c ■ rn I v � z� z —1 w , v � j`' • N 5-71" 4'-101 ' 11'-3" )711" •\ m W ' / i Ma D �rol. ® (71 s -5"''-q" V N✓ D m w I .P r • N!s Ox r ` a N 615 v=� I , \ v N N� N N N �1 r m N �2 �- N m Z I pp m w 4.p cxp" 2 I N W I est N W D • r 1 <= n�f Loov) �x a AN o;N i-x v 0 r-4 D �_Z 6o i in 5'-3" 2 X N o 1" / p• 'co 2'-6" 14'-11� 14'-6" s 31'-11i' / /c ti 5 r ON r r ` ■ v p ' T co I—, co. 1%10* W m ti 8. o CO (Ii Sheet Contents: Project Title: LExAR co a ~ SHEARWALL STANLEY & MARLENE K ROPF N N O C PLAN 171 HEMLOCK DR. H O M E S N - PORT TOWNSEND, WA 98368 �� N N , ' 92 & 94 KALA SO. PL., PORT TOWNSEND, WA. 98368 w w (360) 379-8600 11Fon 4D I► r--� �1 se fig» ! �rr. 1 I I I I I 1 t PLAIN LP 1' I 1 1 1 I 1 141 �e4 A 0 l� I 4:12 - - 5 5-6" a"I 0 ■ CANTILEVER y,Q P.E. GIRDER TRUSS m 9D - - - - - - - ) 71 0 — — — — — — MI - — I-- —L — — — — - - - t_i -- - -`:t. .-- - - m >i 141 /II II II - - -�r 1.--m-— --74L--'' !=-- z it n � -- - - II - - - II t 1 II v v T I�/ 111 m 0 - - ♦N� - fJ - r �� // Z == CI) - - 1 — — — I - - 1 k _ A . -- - - - - � n l9 — — I J- ti 1j 4, P.E. GIRDER TRUSS _ 0� �— T I I 4:121 I 7 C I I I I I 1 1 1 1 tO - - , 1 1 1 1 1 1 I I ► y�� o�1 1 1 1 1 1 1 1 1 1 1 r 1 -$-1-1—I-�- I I I I I V °4"---------\1 oo r H 1141111111110‘ .4 w m . m I. rncc) m orncc) m W v2, rri ch,9 rr,.1 -a nz -p Dz m r- 0 m r- O XI a z a CO r = C7 X Cl)N 7' rn C.1)) D rn D D r r • Q g uo " r)z zv -n r 0 Z�m� �� c�zoo cry* � co Z n ii g > D �z-I c=1).. r mD 2 rn zc N�c mr�c ern_ I C-)-0 r' Z N)A m0 ==,,,""o c ri,-v� o0QC z coo �.o b O• zf<��rnrs rrlroA, �co s - .oc,�NroAZni cnC)ocnN nM C7 ND m \0 NArNrnm (n mZNmm r,p 3,vo?F°ozz°V 73 3.• z II 2 r--I app c)n. N "n ZN ZD ,oz m v 'i =NN r�mZ z r<' -I �rrtj 2m OGDr=,.i ..<...,-.1 D. 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PL, PORT TOWNSEND, WA. 98368 w w (360) 379-8600 N v 2 DD O N CO o z ®Z z A r OW-Lim -ut, V -H x rDN W �DzN C H N O-u Cr) Zr= � NN�m Dv NT co ON� NO oO� o c CO -n 1N =a nNm rri D1 II C m Nr�'v " O Nm - �c�® Zmm ). com 0- co 4 u m=m m o1DVx o �m Z wov 6" 1'-O° MIN _I/ 6" / mod oy m m NAm —I r1 D. D �" zmm 0 NZ O ��- MIN O ,.> F m cNmm my m= mu) m I I-1 > z I=1 11= /�� vr�vv m,0, m m 0 _ r -U v. 1A, I I z N —� -iTi—i 0 ` z� zczi my 0 . \�- f 0 ` Zo rn - I YYY • m Al : --_ o ffix t ^ r o:z4: D N Z r o �:. A-1 -zi N z m o mzi rn O ZN 1'`) I I `d r Z N"0 ov v-4 73 CO A A NNc�*o, N -I0 mc�^cn 0 D0 = C�k N -0 _ '0 _ o A mQ C Vo DAvE = =-I �p ZA NW D nZ ZN m v M v) Cn Zm Zz Om =r (zj Zmp ,,2 Z o; Z(o7D �,1jr rte= �O �N m V, zI n 0M N -�Z - m NN A® CC m rN O Z Z® N I_ (7 m 0, N C O z 2(l m = rG m7, Nn mN cn 73r *Ft,Om p C © O O 1 Z N D O N Z A `O r O N Z C) Z- G7 agDN{ �Z FN O �mw m co p r D 0 m � D O II m °; OWN • zz N y 0nN Xi ^ W N Zmm L z QNQx O?A ` n mA r c G •Z . C � T CO Zvzz «.- 0 Cn D_O O ymrm -I N G)M MI y m� � \` t- mzvS m V,vr o Q A z m o �1 213 � -< j__6j cw �r W A W -i o�N zo = T -• cc c.,o zm0 :� �o F 0 i VCi D 9 Z©or E z ®-< t- m D G) �r W� z m N N r F 1 W * 000 _ m CO p 0 vm� r--0 ® rmNV ---V%--0,-- �Wx r A 2 a 0 A 00 o0zz ,� Y (1)1- q ` 0-tczi O O D Z m z< =off r o _o-C 'imp O rrr��77 ' N (n y O < G -{ r m Z'Am C) Am O N mr N N M ?' CU) z m�1 -6" MIN ...lie fi -9 Doo� r n Z 0 D v -ri-r - 1- N� * • Z • y 0 " —I z oN Ow A n <_, O me \N A x,01 N II O ur r N � V m z 0 N O o I I r N _ ° yo aa = oz a v 00 o-iN i,o m© Z zo \ �• _� Z q - mK1 v ? m zz z W X11 0 0 = 1 0 G' 1=111 —1 Z cn' = I MEM = 0 D 0 ✓ m Z 0 a 0 \ rnR ��co 1— vA 1 m m z 0 n asp p^' n co D m D 0 _ Z N 2 O zr r r 0 F r *N I I -1-9 Z r O A 2 O �� C Z w z co co off, m 2 o o K z t o p o o Sheet Contents: Project Title: cn .... ,,, STRUCTURAL STANLEY & MARLENE LXAR DETAILS KROPF MI N o op c �' 171 HEMLOCK DR. H O M E S - a) N j a) 0 j PORT TOWNSEND, WA 98368 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 N (360) 379-8600 w W Z13 tnOD FZ2Kcn = or",m� o_ © . 1 N -+cnm v O N 0=o g N O m M o W=� ■ D �O �m �S�C� CO Z , O II C BIZ m� ��zm°m° Onrn a in 4 co m z Dtn r''vav �Wr tnm -i W m err pi A •oI F c O0 m m�o mm O rn 0 zczi czi U)-o tzn % _tz rm t2 N Os m G)Ir - 0�1 -.C - �. •I r m n = ®�0 ZO _11 �� 2 l7 V �n a N O M mG) Z _ rC F �® Z Om D -7A p O W �N z /� II I P O A.. Z G� U VI Z �T-. � 's D 2 G)Z D A Imo co 8 c rl C� 2 i e " A = 2* C c'- Z z ,z ': 1.I ® A "1(.,. C mr -I Z D DA -'t cn NNWm DO CO A. 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DZDCm m vN�OZ m -130m 0 nm r= ...m0 �0700M A — C Z 0 Z� 0 En 0 C �► .' \ L ■ L GZi0AmA ■l1 !'-' m m z 73\ r = 31 -o > 0 1 A O c m�N 00 T..013 -o D 0 nn W F- m m to 0 m v Z 73 'TI NNW -n m 0= / W NDOW ROUGH OPENING / N , m 0 o N o �t� vOVWX DDD� CO�5ox -Z 4�nZ0 m=0 m 0 A O r r a r >y o n =0 - N 0 A m m 0 OA V)0) mr- Zr=y -o Z�-oCO 0 U) 2 N® a -0--I zm F�°zm c'0i00 �� Z N zZ 0M m2Z A mTn m Nm 0 g z z A r m in ;-I r cn i o 0 c o Sheet Contents: Project Title: o '" STANLEY & MARLENE I STRUCTURAL � � rs) DETAILS KROPF A al -' 0 o 0 c N 171 HEMLOCK DR. HOMES �'�' rn N -. o ; PORT TOWNSEND, WA 98368 N (D 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 (360) 379-8600 C.4 �+ G m N m w N >J\ D _ V® z N �i7 r.II Ov . 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HOMES �� }' I" N PORT TOWNSEND, WA 98368 92 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 Ln m �' (360) 379-8600 W W m* X3 c z m rn m-c mm m 0 I n I- O 1) r I m vrz+1 >50 Z XI Z O:i z 0 c 0r*t 0 co...... ZW XZr0K Z mmT Z). 0Z nzrmZ (Zn N - D2 �1 m CA C -i.101 Dr 0 z, m- u)co �O o (o 1 p rm-\ vr0-1�m oz FD -II rpv f c D 5 2 .._ J k° ao - IIIIIII� r___II r O Z I m =I—I I _III- r- - o 6" i 8'-0" MAX 1 _ _ _ 6" Z 3" —,, _ - I—III—III—III^ -o -0 -i r -i =1 I I III=1 I I i I 1 -1 ,^W=��'_''' -1 °° �I -� II III— 1 1 I I— I— I I-1 . �'— " Z Z ° o 11 =11 _III—.I—II =� 00002o DC' 7 i o 0 0 C — �o o° c' °�o�VO�o�OO r" z r-4 Z 111 ' .: � � � . ,.rte ∎..� ∎ �.. �� ■�� .�� 1 r C • o !�r ?titilitijititil?tt- D _ups,•C11 III —, •° .• s • �.. �_• 1'. Q XI Z b! 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HOMES - i 01 Iv .. -4 it PORT TOWNSEND, WA 98368 °) N °' 0 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 01 Ci1 (360) 379-8600 = r O co m- 0 =n 2 A 0 cn v 00 O A F OZ�jp DZ ZZm� �A �=N mm 00 Co m0 r m vo o�(�J) �(on0 = n ry g N 0 RN-i 0> -1 O N z >-4 DOOR ROUGH OPENING II m ZQ A mAA NAx T. r-W 1,• F TYP. 6'-101" FOR 6'-8" DOOR z 4i 424 D � A I--- / ' D:N Z A r m 1r-or- N T Ch: ;r„.,�.1,, ,�, ♦ -Im 0- CO inc—'Ap SD c) .- z 0m I O O -'I , O � T.Drfn DZDCI�T) Z = Z <© NZ ZmWm O .riG7A°A A Z ° c)vm- 0 O I �-I-Mm 0 A c--Ioz 0 OoODDZ oOmG7 0 O III =r z z it crow,, rnwrISPrrwr, = O C v v _ o r-r-...5 2 rz v 0 I- 0 �� Dm v -I p x �x z m a o 0 i r` o2 X 00D r- = O r- i r ors 0 Om . A 00 0 g Tin- F Z A z r r �z.) z v r r I O 0 r Z r S v > - N N VI N N N N N 0F Ef21 Z (C-, >Z y ♦ o oho oco o w CO o oho CO c o D=° m 0 r 0 Om mAPOV1 0D xX = 0 Z Am -I Cr) S NrfArl mS Z� 0 r G)A 7> (n m A O nr- D(°1) Or mp VD=NE A O =oo v -I �rR7 — c mZ r 10C,m yz>c:En A CD vm C) Z m° G)AOA A = T3 On 0 v m -o z� °O m 00 \ z mr A CA c 2 -lOc z °-0 N Z 0 o i �` -Ii cn r [ m D <1 to r.r.rt.am ar)plif 7—\■. ". /-\- 0 > •• '• •' Z r I\ w _iz0oir--00c�==rD00 _,-. �O Z02 m- O),)vx o0 0=ma m <AA° vz Dr0-i=[*Arn�=OZZo >7mmo Oo 2m K �_Z V v mDV 2�AOD r O m CD 0 2 0 D A W O 2 D A 0 O O D O y Z m r-0 Z A-I A O r OmD�=ZO -Inm>M/C0 rr*�mDZ OvZA Zm 20Mrn r zV) - 0z 1-D0 m Nrm*) Irn---4 00OOAO p 0> .T0)O 0D mp0rZ m A0z 0r2 )G')�r')Z .TMml° m r ° z mi,jk 44 Icqincei: co CT W vs %ra _ 0 0 0 p Sheet Contents: Project Title: i % - STANLEY & MARLENE STRUCTURAL LEA1411 4111"Ar C/) a ' KROPF El R DETAILS 171 HEMLOCK DR. I--I O M E S of N N PORT TOWNSEND, WA 98368 cn N \ 92 & 94 KALA S0. PL, PORT TOWNSEND, WA. 98368 (360) 379-8600 W W .II J=I L J o _ 211111■11■1181 NMI /4 li 1?;' N / II i:?-' --- o N-,-C,, '\ m I r i \ II \11 amp II \ 40 II 4' .� III Mil m III L J I �', ..... 0 0 r_ • „ mfTi i 'i. ,' . '•� II I i ici,Le 1 I I— I y1 " • ..,.....0. _ 11 Z 1 NI lqq '1 ■ II D 1 II IMEM A 11 _II 1 ■ - �r 1l SD M, /' \ 1 -- ill + x, 11 ;k C, ,,___. ..+..._ . qI ..„ _0X0 ''o` bh 8 . ,c�,. - m mma ACT OAS m^CN nt...) mmp-. �� D • A N �I H 0 A z--IS NX gm Z - �m �OG� A SA r f+r�' fr�* m C 'D" m l9 19 Fi M W m C� n npn Mn mONSOT. A mOA '11 N Z < < < -' ZAOo �� Z7 pro A mzm D m2 O z 0 Om m 2 m C A3' zs �� r mNm z Z m >A C �o8 m m -i co .-05,, <m pA $ A =A p n C n Z -I +7 - >< z N X) 11m z z'OZ AO N7,0 N nm rn m Z O 0 2 D-rGN W� m� z� �amov�i -,mI m rn -. m �^r�* N� , ,,,, ›, mzS 23, N m X Cm)00 E _ <= AU MP),,,, �� Om Cr OQ N r mr r aZ� pn mCC�_ A x.- OA N_Am D8 f�'I z AO S m�S ncmi, zm n °c° z �O oO - m D O m RAM N x H m D Z� m0 zyS1C Z O ON F3 AA 70 N S Cl) Om Xl N C'i n n z �m A m C m C m m C N Z D A frlmm m A �, z r 0,),.. ›„---1 8 v D z m m m O 2 N Z �G _, 0 m M m m m O rC- M SL+ D D_ -Ti m Z 0 D Z iM* -� C '� Z C-7 pA S O Z m Z y z m N m QA Z C r , F N NCO f'Z9 '." G7 A D x --, 2 $ z z N O N t ^ o 0 0 o Sheet Contents: Project Title:•% CI' ,. " STANLEY & MARLENE LEA,AR" 0- ' MAIN FLOOR K ROPE rn ELECTRICAL �l N ° o coo c 1 171 HEMLOCK DR. HOMES �� rn w j - o PORT TOWNSEND, WA 98368 9- KALA SQ. PL., PORT TOWNSEND, WA. 98368 4.1.3 N \ PLAN (360) 379-8600 w �+ El I ■ . p p n • 0. • ID • �s r D k P . III ■ qq�� rah (.1) \ • bi IN 4. i \. ) ,:;, . Pm • N � cn 7 " 41 0 M -1E ' '--. ) NA n z '� ` I � , , I— z ' s.-- 0 *mom.mill II cl &`' o o p Sheet Contents: Project Title: o STANLEY & MARLENE LEix BASEMENT I'TI o 3-71 BASEMENT Ln !Q FLOOR ELEC. 171 HEMLOCK DR. HOMES -- • 0 ! N _1 $ PORT TOWNSEND, WA 98368 _' °i -P. N \ M PLAN 92 & 94 KALA S0. PL., PORT TOWNSEND, WA. 98368 (360) 379-8600 w v' . yikh _ 03 i O O m Z D z i�i =ww 2 Y, ';`-',r; rii2§E Ab1/4 ll l, 1 L J 101�^' 5. z m r§ jliijilii �\\`.�\\\\\\\ =.P3 , 11111111111'—'------ IIiIiIillh 'll liNk ti m G7 Iiiiijijiiijl� It !11 I 1 0 j I ■..■■.... iii, l llillii Y it jijijij1 - � � � Iiilllll - � NA �_m IIIIIIIIIIIIIII I IllillA Illii °i 1111111 < I� IIiII 1 i I iTl' lhj tl I111Ili ce O i�i�i�I�i�i�it Z z 100000g 1 1 0 0 g 1 iHlibAit' IIIIIIII■ iI a � N . II,II0„ �„ l 14� Ls , I� I�I� ijl� a �lol o I �„ J �iI �I G Ilfol0 ;IIIII __ 1 001111 NV r• m O z ao o 0 o Sheet Contents: Project Title: LE. .is --� k STANLEY & MARLENE K ROPE O N 0 0 , ELEVATIONS 171 HEMLOCK DR. HOMES - cr �, PORT TOWNSEND, WA 98368 a' j N \ m 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 w w (360) 379-8600 y C , EN Z O N Y. Crm tr__ ', °2 - ZA - - 1 III Z mm - m a g 1 D-C g m 2 1-4 ------. '"' I I'''�i� Ii-K; Z=pa Z E -- --� IIIIIIII 111111111 16'-5" w 1IIIIIIIII y.<// Z 11 1 F r cirri r' � YAWN 1111 a m lilyiyooly - m I1i1jh ,,,I o L 1101111/ km WI 11A11111611 m D m Iihh444hk m II 111111111111th N r' I�I� 1111111' < 11111111 ?U, m II11I111 Illllililillih ro • 1111111111111111 111111111111111 < -- 1111111111111 jillll IO --I Z /III ;CHI '',,, u: .. ...� IllI l l l l l i l l �i'„'�, 0' cl, k o a o Sheet Contents: Project Title:STANLEY & MARLENE Lic E -XAR LEVATIONS• , ,,,. , 8 K ROPF o°o c �' 171 HEMLOCK DR. II rn na ? rn o - PORT TOWNSEND, WA 98368 ------- HOMES -- N 2 92 It 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 c.,, (•' (360) 379-8600 1 RAILING ...= 2.1.1.1\. (2) 1650 5°50 TRSM Fv TRSM ABV. ABV. I co a 2 I a y Fn .Z G 3 a m m a o N r p _�o r � i O + rn ®I W Lo O :. i i I z a i EC I i ri N',;;' ,/ Z N N I ■ a 1 -.*Ilmm cl E ty - ,...., Of II® ° a o a z n D LI Q . II m II n D m — VI 2 z o QQ;Li i ' `4-4 co a3 � m m x' b mx ® : °r a a a 3° SLIDER i r 0 N CA g CwJ1 t�0 N N N (n CO O P O O s 3°5° 6°12 3°5° SH EGRESS tip ` , o 0 o Sheet Contents: Project Title: XAR STANLEY & MARLENE N ° o 0 c N FLOOR 171 HEMLOCK DR. Ell N - -i j PLAN PORT TOWNSEND, WA 98368 ' HOMES �■ N \ 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 W w (360) 379-8600 I RETAINING WALL • . c _ xi rri z� D . . IE El O a_ D Z F Ox9 Z a ■ _ 3 956 SH Z a El • - 5AD8 • • • IQI -IX L'i ' it U) ■ °m E m z W N • N ., 1 C • -O o r 0 1 vs 0 Im m m m N 13 r a Z 11111■3 ® I a r i k 0 0 o Sheet Contents: Project Title: N, k BASEMENT STANLEY & MARLENE LExAR "t= KROPF _ _ HOMES N N co c N FLOOR O G R 171 HEMLOCK DR. �� t \ N J PLAN PORT TOWNSEND, WA 98368 rn N N j 3 92 & 94 KALA SO. PL, PORT TOWNSEND, WA. 98368 w (+ (360) 379-8600 .• s,, • ,! APR 9 2013 i1 JEFFERSON COUNTY l ti DEPT.OF COMMUNITY DEVELOPMENT STRUCTURAL CALCULATIONS LATERAL ANALYSIS FOR STANLEY&MARLENE KROPF 151 HEMLOCK DRIVE CAPE GEORGE, WA 98368 FOR LEXAR HOMES JOB# PROJECT NO. 12456.00 January 17, 2013 CALCULATIONS BY DANIEL A. LILLIE REVIEWED AND STAMPED BY MICHAEL SZRAMEK,PE,SE 11111.11Za t ► , - Isit +r ■ im III MR 11111111•M■1 - - =1111111=11.1.11 ■ .11111r MC SQUARED, INC. 1235 EAST 4TH AVENUE, SUITE 101 OLYMPIA, WASHENGTON 98506-4211 (360) 754-9339 FAX (360) 352-2044 V , 13-”- �- HouSe STRUCTURAL CALCULATIONS LATERAL ANALYSIS FOR STANLEY&MARLENE KROPF 151 HEMLOCK DR. CAPE GEORGE,WA 98368 FOR LEXAR HOMES #12456 MC SQUARED,INC. CALCULATIONS BY DANIEL A.LILLIE,EIT REVIEWED&STAMPED BY MICHAEL SZRAMEK, PE,SE SZA f► p fA � *dr� �,'� /ONAL S: o • MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA, WASHINGTON 98506 Date: Jan-13 By: MS/DAL (360)754-9339 Sheet: Page 2 of 14 FAX(360)352-2044 Scope of Work: Structural calculations for the lateral for a two story wood framed residence located in Jefferson County,WA. Site Address: 151 Hemlock Dr.,Cape George,WA 98368 Plan: Plan#2345 Design Loads: Roof Dead load = 15 psf Snow load= 30 psf Is= 1.0 Wall Dead Load= 12 psf Floor Dead Load = 15 psf Live Load= 40 psf Partition= 10 psf Conc. Dead Load = 150 pcf Allowable Soil Bearing= 1,500 psf(Assumed) Lateral Forces per the 2009/BC/ASCE 7-05 Wind: Vas = 85 mph Exposure= D lw= 1.0. Roof Pitch= 4/12 Seismic: Ss= 1.18 S1 = 0.435 IE= 1.0 Fa= 1.03 Fv= 1.566 Sos= 0.809 SDL= 0.454 Wood Sheathed Shear Walls R= 6.5 Cs= SDs/(R/I) p= 1.3 VLRFD= 0.162 W VASD= 0.116 W Soil: = 1500 PSF, Bearing Capacity 35 PCF,Active Pressure 250 PCF, Passive Pressure 0.45 Coefficient of Friction 1 I MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA, WASHINGTON 98506 Date: Jan-13 By: MS/DAL (360)754-9339 Sheet: Page 3 of FAX(360)352-2044 Seismic Analysis 2009 IBC t ASCE7-05 Occupancy Category II Seismic Use Group I Site Class D(assumed) Short Period 1 Second Period Ss= 1.18 S1= 0.435 Fa= 1.03 Fv= 1.566 SMS= Fa Ss. 1.21304 SM1 = Fy Si. 0.68 Sos= (2/3)SMS= 0.81 SD1 = (2/3)SM1- 0.45 Seismic Design Category= D Seismic Design Category= D Seismic Design Category= D C,= 0.02 All other structural systems x= 0.75 hn= 13.6 R= 6.5 Bearing Wall System w/wood structural panels IE= 1.0 T=Te=C1h„x= 0.142 k= 1.0 p= 1.3 Cs=Spa/(R/I)= 0.162 Csmax=So1/(TR/1) = 0.493 Csmin=0.044Sps1 = 0.020 V=CSW = 0.162 W 0.7V=0.7CsW = 0.113 W (0.7E) MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA, WASHINGTON 98506 Date: Jan-13 By: MS/DAL (360)754-9339 Sheet: Page 4 of FAX(360)352-2044 Seismic Weight Criteria Roof Area= 1948 SF W for Roof= 15 PSF 2nd Fir/Low Roof Area = 0 SF W for 2nd Fir= 0 PSF Main Floor Area= 1000 SF W for Main Fir= 15 PSF LFof 2nd FIr Wails= 248 LF Plate Ht at Roof= 9 FT LFof Main Fir walls= 0 LF Plate Ht at 2nd Fir= 0 FT LFof DL Base Walls= 210 LF Plate Ht at Main FIr= 8 FT Wall Ht to Roof= 9 FT W wall= 12 PSF Wall Ht to 2nd Fir= 0 FT Wall Ht to Main Fir= 8 FT Seismic Weight Per Level Seismic Load Per Level Wt Roof 29220 # Wt Walls 13392 # Sum 42612 # VRoof= 4815 # Wt Walls 0 # Wt 2nd FIr 0 # Wt Walls 0 # Sum 0 # V2nd Fir= 0# Wt Walls 10080 # Wt Main Fir 15000 # Wt Walls 10080 # Sum 35160 # VMain Fr= 3973 # Total Wt= 77772 # 0.7V= 8788 # 0.7VTotai= 8788 # Diaphragm Design Forces FpRuof= 4815 Fpmax= 9649 Fmk,= 4824 Fp2nd Ftr= 0 Fpmax= 0 Fpmfn= 0 FpMaln Fir= 3973.08 Fpmax= 7961.424 Fpmtn= 3980.712 , MC SQUARED,INC. Job: STANLEY&MARLENE KROF#12456 OLYMPIA, WASHINGTON 98506 Date: Jan-13 By: MS/DAL (360)754-9339 Sheet: Page 5 of 14 FAX(360)352-2044 Wind Analysis 2009 IBC Vas= 85 mph Exp= D Iw= 1.0 (Section 1609.5) MRHt= 20.92 A= 1.56 (ASCE 7-05 Table Figure 6-2) Main Wind Force Resisting System PS= IIwPa3o P-.n(Table 1609.6.2(1)) Wind Roof Load Horizontal Pressures Vertical Pressures Speed Pitch Case A B C 0 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 17.9 -9.2 11.9 -5.5 -21.5 -12.2 -15.0 -9.5 Ps min= 10.0 Ps 17.94 10.00 11.86 10.00 -21.53 -12.17 -14.98 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 20.1 -8.4 13.4 -4.8 -21.5 -13.1 -15.0 -10.1 Ps min= 10.0 Ps 20.12 10.00 13.42 10.00 -21.53 -13.10 -14.98 -10.14 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 22.5 -7.5 15.0 -4.2 -21.5 -14.0 -15.0 -10.8 Ps min= 10.0 Ps 22.46 10.00 14.98 10.00 -21.53 -14.04 -14.98 -10.76 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 24.8 -6.6 16.5 -3.6 -21.5 -15.0 -15.0 -11.4 Ps min = 10.0 Ps 24.80 10.00 16.54 10.00 -21.53 -14.98 -14.98 -11.39 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 22.5 3.6 16.2 3.7 -10.0 -13.6 -7.2 -10.9 Ps min = 10.0 Ps 22.46 10.00 16.22 10.00 10.00 -13.57 10.00 -10.92 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 20.1 13.7 15.9 10.9 7.8 -12.2 6.7 -10.5 Ps min= 10.0 Ps 20.12 13.73 15.91 10.92 10.00 -12.17 10.00 -10.45 MC SQUARED, INC. Job: STANLEY&MARLENE KROF#12456 OLYMPIA, WASHINGTON 98506 Date: Jan-13 By: MS/DAL (360)754-9339 Sheet Page 6 of 14 FAX (360) 352-2044 Use: 24.80 psf for Areas A and B(Conservative wind load) Use: 16.54 psf for Areas C and D(Conservative wind load) 0.4H = 8.368 Least width= 52 0.1L= 5.2 Min a= 3 a= 5.2 2a= 10.4 Use: 20.8 FT Wind Criteria for Front/Back(Between 1-2) Upper Roof Ht at Front/Back= 4.02 FT Lower Roof Ht at Front/Back= 0 FT Wall Ht to Roof= 9 FT Length of Wall at Upper Roof= 52 LF Wall Ht to 2nd Fir/Low Roof= 8 FT Length of Wall at 2nd Fir= 50 LF Wall Ht to Main Fir= 8 FT Length of Wall at Main Fir= 0 LF Length of Wall at Low Roof= 0 LF Wind to Upper Roof Length of wall Wind Load 24..8(4.0+9.0/2)= 211.3 PLF 20.8 FT 4396 # 16.5(4.0+9.012)= 140.9 PLF 31.2 FT 4396 # Sum = 8791 # Wind to Lower Roof Length of wall Wind Load 24.8(0.0+8.012)= 0.0 PLF 6 FT 0 # 16.5(0.0+8.0/2)= 0.0 PLF -6 FT 0 # Sum= 0 # Wind to 2nd Floor Length of wall Wind Load 24.8(9.0/2+1+8.012)= 236 PLF 20.8 FT 4901.27 # 16.5(9.012+1+6.0/2)= 157 PLF 29.2 FT 4587.09 # Sum= 9488.36 # Wind to Main Floor Length of wall Wind Load 24.8(8.012+1+8.0/2)= 0 PLF 20.8 FT 0 # 16.5(8.0/2+1+8.0/2)= 0 PLF -20.8 FT 0 # Sum= 0 # Wind to Deck Length of Deck Wind Load 24.8( 0 )= 0 PLF 0 FT 0 # Wind to Covered Porch Length of Roof Wind Load 24.8( 2.16 )= 53.5766 PLF 4 FT 214.307 # Sum to Front/Back= 18494 # MC SQUARED, INC. Job: STANLEY&MARLENE KROF#12456 OLYMPIA, WASHINGTON 98506 Date: Jan-13 By: MS/DAL (360)754-9339 Sheet Page 7 of 14 FAX(360) 352-2044 0.4H= 8.368 Least width= 32 0.1 L= 3.2 Mina= 3 a= 3.2 2a= 6.4 Use: 12.8 FT Upper Roof Ht at Sides= 3.01 FT Lower Roof Ht at Sides= 0 FT Wall Ht to Roof= 9 FT Length of Wail at Upper Roof= 34 LF Wall Ht to 2nd Fir/Low Roof= 8 FT Length of Wall at 2nd Fir= 20 LF Wall Ht to Main Fir= 8 FT Length of Wall at Main Fir= 0 LF Length of Wall at Low Roof= 0 LF Wind Criteria for Sides(Between A-C) Wind to Upper Roof Length of wall Wind Load 24.8(3.0+9.012)= 186.3 PLF 12.8 FT 2384 # 16.5(3.0+9.0/2)= 124.2 PLF 21.2 FT 2633 # Sum= 5017 # Wind to Lower Roof Lenath of wall Wind Load 24.8(0.0+8.012)= 0.0 PLF 10.8 FT 0 # 16.5(0.0+8.012)= 0 PLF -10.8 FT 0 # Sum= 0 # Wind to 2nd Floor Length of wall Wind Load 24.8(9.0/2+1+8.012)= 235.638 PLF 12.8 FT 3016.17 # 16.5(9.012+1+8.012)= 157.092 PLF 7.2 FT 1131.06 # Sum= 4147.23 # Wind to Main Floor Lenath of wall Wind Load 24.8(8.0/2+1+8.0/2)= 0 PLF 12.8 FT 0 # 16.5(8.0/2+1+8.012)= 0 PLF -12.8 FT 0 # Sum= 0 # Wind to Deck Length of Deck Wind Load 24.8( 0 )= 0 PLF 0 FT 0 # Wind to Covered Porch Length of Roof Wind Load 24.8( 0 )= 0.0 PLF 0 FT 0 # Sum to Sides= 9164 # MC SQUARED, INC. Job: 412W5 r; Nit G'4 I 1 OLYMPIA,WASHINGTON 98506 1371"4- (360)754.9339 Date: By: FAX(360)352-2044 1 Sheet: Page of_ Li 141V v('FPr tLI2e 40' ZotW ._ 119E 3os come) �. 0 I --b I 0 J'I _ e I H ■ , 41, I I I I I I - MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA, WASHINGTON 98506 Date: Jan-13 By: MS/DAL (360)754-9339 Sheet: Page 9 of 14 FAX(360) 352-2044 Roof Diaphragms(Wind) Line WPLF L B V v M C=T 1 -2 169 52 34 4396 129 57144 1681 # Porch 1 54 4 10 214 21 107 11 # A-C 148 34 52 2509 48 21323 410 # Roof Diaphragms(Seismic) Line WPLF L B V v M C=T 1 -2 91 52 34 2354 69 30606 900 # Porch 1 27 4 10 53 5 53 5 # A-C 142 34 52 2408 46 20464 394 # Use 7/16" Plywood w/8d's @ 6"O.C. Top plate okay by inspection Floor Diaphragms(Wind) Line WPLF L B V v M C=T 1 -2 190 50 20 4744. 237 59302 2965 # A-B 207 20 50 2074 41 10368 207 # Floor Diaphragms(Seismic) Line WPLF L B V v M C=T 1 -2 79 50 20 1987 99 24832 1242 # A-B 199 20 50 1987 40 9933 199 # s : - MC SQUARED,INC. Job: STANLEY&MARLENE KROPF #12456 OLYMPIA, WASHINGTON 98506 Date: Jan-13 By: MS/DAL (360) 754-9339 Sheet: Page 10 of 14 FAX(360)352-2044 Loads to Lines(Windy Line Roof Floor Redistribution Sub Total 1 4396+214 4744 - 9354 2 4396 4744 - 9140 j 18494 # A 2509 2074 - 4582 - B - 2074 - 2074 9164 # C 2509 - - 2509 _ I Loads to Lines(Seismic) Line Roof Floor Redistribution Sub Total 1 , 2354+53 1987 - 4394 2 2354 1987 - 4341 _l 8735 # A 2408 1987 - 4394 B - 1987 - 1987 C 2408 - - 2408 8788# , ; V ° r 8 2 - ' ■ CO o 12 �32 CO � 10 U) C � 0 0 I- I- 0 c � 02I � 2 22 & r cot B c f I- D Co k - S < 0 5g - - N. 6 0) N. o ■ 0 o N d N et O - $ % U) o c0) q ■ E0 o ov- C 0 z0R $ 0101 44 co c7) © � — 8 Co CO % § A@ wo CO CO oco N. I.- r.. n x a JR r ° N � r co N C m 7 / q % % 4 + O 7 co / $ K n v. a o £ $ $ 2 Co g $ 0 0 CO Co CO n n X a CO CO 0) a 1.... I's CO n10 n Y D 44 nn 44 nm NN /i £ ) CO 0) o 03 CO 0) co CO Co X \ ' k I k ' CO Co CO CO-I or) k 2 . . a) m K « m 4 (Ni w Cl) -) O 2 - 2 / co _ K , O@ \ /- S � k U) A @ / / ° d CO ' 1 S is- Oi ■ o - � q c w kr) Yr/ k % k 1 2 ƒ t in 0) < ® + - / q $ k wzI 2 ce f % 2 E 0 0) N N- o 4C iii > G n n U) MI 0 n � M• 2 # 0) # G N # N N 0 uk � 2 \ a t � rx ft Q �to y 2 ,i CA a) A O () a co — — 'N « CO 0 6 CO T0 � - k 1 i TYPICAL SHEAR WALL NOTES Use 1/2" dia. by 10"Anchor Bolts (AB's) with single plates or 1/2"dia. by 12"AB's with 3X or double plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall. All anchor bolts shall be placed within 12"from corners, and 12"from the ends of both plates at splices. All anchor bolts shall have a 3"square, 1/4" thick plate washers between the top of the sill plate and the nut. ALL ANCHOR BOLTS, NUTS AND WASHERS SHALL BE EITHER STAINLESS STEEL OR GALVANIZED STEEL WHEN IN CONTACT WITH PRESSURE TREATED WOOD. 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. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent when used with W plywood). 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. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent holdowns by United Steel Products Company"Kant-Sag" that have ICC approval can be substituted in place of Simpson holdowns. The nailing of the sole plate to the floor shall be 16d common nails to match the spacing of the shear wall edge nailing. Wall framing shall be#2 Hem-Fir or better. 3X, 4X, or 6X studs can be made from multiple 2X studs nailed together with (2) rows of 10d's at 8"on center each row. ROOF DIAPHRAGM 1/2" plywood or 7/16" OSB, span rated 24/16 or better, nail with 8d common nails at 6" on center edges and 12" on center field. Sheathing shall lay perpendicular to framing. FLOOR DIAPHRAGM 3/4" tongue and groove plywood or OSB sheathing span rated 48/24 or better. Glue and nail with 10d commons at 6" on center edges, and 12" on center field. Sheathing shall lay perpendicular to framing. SHEAR WALL SCHEDULE 1. Sheathing nailed with 8d's at 6" on center all edges. (Capacity= 242 plf) 2. Sheathing nailed with 8d's at 4" on center all edges. (Capacity= 353 plf) 3. Sheathing nailed with 8d's at 2"on center all edges with 3X or 4X studs at adjoining panel edges. (Capacity= 595 plf) HOLDOWN SCHEDULE LSTHD8 LSTHD8 embeds 8" into concrete foundation, LSTHD8 attaches to double studs minimum with (16) 16d sinker nails. (Cap = 2185) STHD14 STHD14 embeds 14" into concrete foundation, STHD14 attaches to double studs minimum with (22) 16d sinker nails. (Cap = 3695) HTT4 HTT4 attaches to foundation with 5/8" diameter anchor bolt with 14" minimum embedment. HTT4 attaches to double stud minimum with (18) 16d nails. (Cap = 3640) HTT5 HTT5 attaches to foundation with 5/8" diameter anchor bolt with 16" minimum embedment. HTT4 attaches to double stud minimum with (26) 16d nails. (Cap = 4375) HDU2 HDU2 attaches to foundation with a 5/8" diameter anchor bolt with 14" minimum embedment. HDU2 attaches to double studs with (6) Simpson SDS1/4X3 screws. (Cap = 2215) HDU5 HDU5 attaches to foundation with a 5/8" diameter anchor bolt with 15" minimum embedment. HDU5 attaches to double studs with (14) Simpson SDS1/4X3 screws. (Cap = 4065) HDU11 HDU11 attaches to foundation with a 1" diameter anchor bolt with 27" minimum embedment into a concrete stem wall. HDU11 attaches to 6X stud with (30) Simpson SDS1/4X3 screws. (Cap = 8045) • MC SQUARED,INC. Job: STANLEY&MARLENE K#12456 OLYMPIA,WASHINGTON 98508 Date: Jan-13 By: MS/DAL (360) 754-9339 Sheet: Page 14 of 14 FAX(360)352-2044 Anchor Bolt Spacing 1/2"m AB's in 2X Sill II Cap 590 x 1.6 =944 1/2"a AB's in 2X Sill I Cap 340 x 1.6 =544 85 mph Wind Exposure D at 20ft2 Zone 5 16.2 x 1.56 = 25.27 Zone 4 13.5 x 1.56 = 21.06 Average of Zones 4&5 (25+21)1/2= 23.17 psf Wall Ht 9' Tributary Area(Wall H1,2)= 4.5' Wind to Sill Plate 23.17 x 4.51= 104.2 plf Max AB Spacing 544 ### = 5.22 Use 48"oc max I , _JI -� >j T rl � t �7 h o C D C] ° T c N W 'a il z m �C) co (J7 C./) u- u O wc,.nirnv-nNCc, n m -o N S r C/) Z -x-I X Z Z n x O ZZ76DSp0m - m m � - C� C/) (./) cncommmc.) z Dm@m ,C D 77Z K 23 Z7 , k' 0 C) Z7 C K cmicni�omr-ioc-, Go cncoCO O0000 C O C m r o�°�nnA� � � Z � m O N � -SID � ,:j En >< -- -o O � \ Z Zrr'v��cnrn- C S G7 Z r Z C� C Z D Z m C n ?r-OZZ= m -D -1 O _1m - o s� p c O r7 ZNN7 En D D D m D D r zp z C O U) r� Z rN � y min_ mD pDr�rl X r p C z n p_ O D -o Xi � ��p c � o -� I I73 � c� �--- pop z r rm,, D r O m z 4 �� ,4 r�i� � 7DFgc) 077 = D � � C D Fri D n -0 C G7 0 rn z � ��bh► � � � � DD � oJ � mO ZK ° p � pO rrn � C [ D bn..i III Oz = zr2D2J n0 � CD rr � O O m 0 D 70 m CD • o 0 p —IDD �O � DmrT m7j D'O CD t; DIN �' .ZOJ Z -p :p__I Arp?,m S = C-) Z � - -o � -n 69. k u m m OD mr mmm No N N r N NN>(v N mu)N cZ z - i � T Z > * # r+ C CO , , t! - (D�J m O O n • N z IC ti) --- Z �- � ZWmmn m C} bo Z C7 R.,mm NNV1NNo n n o X g 0 0 r O m W W .13 z 0 ---t ..q..rn trl�a3737373noo�,73 7 cn n p H Z p m ,' 1u+, r L, 5. �� nnnnnm000n ,A ' `� a[a O _ O Z) m (/) j 0 T �D r r r r r•Z A Z r i r-r- 00000c)oo-0 Z �; c m m C) O m .9 zz -mimi�-mii-i-- to .0 t D Z �`� Z 73 W �O/t 9 I .�`.. (,' C nnnnnr\\zm r O j-r1 z N N N N N Z 2 S N Q'. m F-y q co W �i z [y m23 pCO < mEnCD m, - t _ 11, D C � t �? 3 nn —ipICJ p = y �e i )s N Rc j zz �7 Z C7 Z Z m 0 film m S m , C.,-4 CO 00 �. r n E N Z9 N l ) CD 0 cr C7 p p CD I-. s t o a o o Sheet Contents: Project Title: STANLEY & MARLENE ` • 0 K ROPE :: AR r ° o ° COVER SHEET 151 HEMLOCK DR. _ HOMES N N N • ccr, , PORT TOWNSEND, WA 98368 0) j N 2 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 W (360) 379-8600 di4s,Rio%Biz is 11111P I t tosia., l.:11115' FILE COPY r 1' r ■ ... k t i * , ' t k . t t • , . .., < e . . e , t, 4...t • 1 1 1 ..< j ...I . I 1 11, 4 „Atm% IlL • • co mom S O 1 A 1 I r I A Y �Ir-f i D hi1i A r LLLIJI — :11 m N..° z n_ 11 Z = No�OA - o m� I 1111111 11[ 0 �i1i�N o =' I 111111111 L- ........ �I'I�\1; N o MI 11111111111, I — II�II! II: N Cr)i. 1111111111111 o_ lj�j 1= 111111111111111k - - 11l11111�� , ' mill IIbHIPIIIH Z IIi11III� 1111111;11111 °A < 11111111111111 r j alil11�■ n "II. 11111111111111 o m I0111,1h111111�i -I .0 11111111111111 z < Hi1ii11 ® 1111111111111l' O 111111111111111 g - iiiiiiiiP 1111111111 -� 11111111111111 p ►∎iiiiiPR 11111111111111' z 1111111111111' I ' 11111111111 111l' 11111111111' ._ It 'III ii o, b 1111110' 111111■ 111�Ir 1' I ■ Fr m ( -;? j z Ii : j C) Cr` y O 7 N ‹,,,<"' 7 O � C.A.) if CO t o 0 CI o Sheet Contents: Project Title:• ,cb o P STANLEY & MARLENE LEw ELEVATIONS KROPF :: AR ° o N 151 HEMLOCK DR. �_ H O M E S --- rn ; ry o PORT TOWNSEND, WA 98368 N N \ 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 w w (360) 379-8600 v y C R3 =Z N R7, c_, —m fl m I m N o 53 c)' z z I� Z P1 o C) �°� r IIII @nom n z z I I m T z 11111, 1N ° E IX 11111111 rn 1�1i1111'1 16'-5" / 11111 N 1111111111111 /` z 111111► 11111111111111, - i�11111111111111111 111 m m �� 1011101110 �o IIII�1 -n I m UI111111 L ICI ill..NI I 11 I 11111111111 > 1111111► m 101111011,11 P� I 1 I 1 I 1 I 1 I i I r ND m 11 11111'► m __- I I I ► I ', 1111111111111I1Ii :� 1 111111111111111 < 1 1 1 11111111' z� m 1111111► D _�_� 1111111111111111 < _ 111111111111111 -1 1111III1111111II > I• •I I• 4 0 11111► p 1111111111111111, -I h 111 ri a 000000, Z 111111111111111 O 1111111114► L _ [1 1111111111111► Z 111111111 11111111 Y' 1111144 IIIIIIIIIIP IP II� 1 111411� ! LII o 1I1II∎ � ® iP4/'1114, V.I1p II I I I II I I ___________D 1 1� n7rr1 1 2_, rTTr __1�i'1�1�' 1 1 1 1 1 1 1 '® (�''' FLIJ 11LI H 111 1 ii __a 1 Lr— '' 1 UIrill] d O ffi m ,_ Q o o Sheet Contents: Project Title: E} AR STANLEY & MARLENE 8- , i K ROPE ELEVATIONS N O O C7 N midi 151 HEMLOCK DR. HOMES can, 4, N3 N {' ^\) -1 it PORT TOWNSEND, WA 98368 N N 2 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 W W (360) 379-8600 ■ I • • flj N RAILING Cr)v, (2) 16 5 5050 TRSM N'-' TRSM ABV. ABV. N' n m W m rn m �1 D 0 'D..-m 0 00 I CD I M ` x r V Z n cr NV Mi = III N m L_ ® e Z Na - t\ Nm � N C°r " 1040 W n a m IV A al -I N R n m z n u Z D D TIM m n o ° ~ °o (p O 1040 m N 70 ,- c 01 o a 7�ij m N W n r-ri A n N m ° 0 4m n Z D °b m G7 �-• L m •• 30 SLIDER -_i N _ W O A ? CO ? W VI ? 40 W m N N N N D D P O Tim ",-i : 3044M11 so = 0 5012 3050 SH EGRESS •. i o C � J� -- T lb w 4 t o a o o Sheet Contents: Project Title: U J MAIN STANLEY & MARLENE FLOOR KROPF LE} 1R NN 151 HEMLOCK DR. H O M E S N PLAN PORT TOWNSEND, WA 98368 ry 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 CA W (360) 379-8600 - f ® o El IE El 1E1 El O • Tr''')t I)0'2( EH my)c 1 `pA z(n mrn E Z N co Jr- W ..............„„.. 0 O O m Wm m U Xi A m m a v) r NNIJZ I N m 3 „ 0 m m m z C12 J A i 3 -a 1i i ' i (r� C-) CC) Inril 0 0 O � W r, [1 i o o o -0 T7I Sheet Contents: Project Tit/e: ` . 2 BASEMENT STANLEY & MARLENE LE. , AR FLOOR KROPF ;; N ° < N -,''p 151 HEMLOCK DR. °' 4, ° PLAN PORT TOWNSEND, WA 98368 HOMES ---' N N 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 W Gv (360) 379-8600 D Cn -i Cn N -< m z = o x n C./) m 77 -H C CT C -H � DON � -0 1- D { D �z < m �Z74 77zC (p O z m D o * D m o x 7,� O 73a, DDDpbV) p n LT,> 0 W < o y �D Z CD m C\ � � r Cr Cn r— Z D r- D m �'_ NX r �- ' 00 r=1 mN (34 / \ O. a.) 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W -0 O m m m m O cn m m 1 ��0 � < c, CD u� �c�m� rnon a'oDaoo 4'-O" MAX. \ Ln p °- P I =W A 't', z O c�Cn 00 7 m r% z h.J ' ! p�m V1= OZS .DAS r.-iC CO RETENTION - a z ,-n _a? �� ; `t2=<n� " c v�oDNNo r -` A m S CO D m-i Cn(7 PER I.R.C. ° N �u NWDD \p ?.• °c*z ts) N W 7 J L 1 D�czioz z=I ono �� Z Z D frn Z m 0 OG�ZT. O d= O m c. 0 o o Sheet Contents: Project Title: co o o STANLEY & MARLENE G.) N ° O O c-) SECTION 151 HEMLOCK DR. HOMES 4. N N PORT TOWNSEND, WA 98368 °' N N 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 , �, (360) 379-8600 1 • I a w N cD 7' O _(i) O 2> 0_-0 C) F p -I C) 0 0 O N c = c 0 0 S CO O f = to E. 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I = 2 x 2 = -I r W N U G7 W 'o 0 A \ \ O C7 0 -7 C.C. S c\ co C 0 \ O N N C C C _ ? O (T O x ° N ? o CO T CO O j a° 7 O O CO _ 0 N i x U 3 = co 3 = J 3 = - 3 = v, U N I - N 0 2 o a o = 0 0 0 .o 0 0 0 0 00 _1 o -1 c U _ _ _ °_. (D ° o a = n n _°.C j _0, C j 3_• C a p_ -C a ° 2 Cn rn 0 N 0 A S �' °" (T N U ? C1 0 Cl 2 O S C, �- n S - p p n 3 = \3 \3 0 D. 0 3 p o c co ° CD 0 CD -*. 0 O p G� c A c A C p °. C 0 0, C 0 ? CO -O 0_p -o O -o 0 ° 0- CO f F 3 3 " O 3 o W 3 o n 3 0 •n 3 0 5' CO 5' CO ° o 0- n 0- ° s `C s p o° CD o CD p CD p cD p co Q 3 3 0 5• ° 5' -2 m o 3 a C9 CS S O CT CO O Cr CO CS o=" D o Cr co C CO c CO 0 C° `I Cp •`I a0 Q 0 =,CO Q) CD N CO CD N CO CO Cn 'O co Cn -0 CO N 3 o_ 3 o_ Q.Q W 0. N C) CO ) CD . °- O p_ f 0_ F O_ d 0_ V, U) O.= 0 O (0 crt 3 0 n 3 o n 3 o II 3 o II 3 o f f. co U 5 a W a N a a 3 - , ca CD-0 0 n o 0 O 0 O W = O W C o S = S ,0 , "O -O f C o O ° N 0 S N O_N 2 0 �i `i 0 0 0 = = ° C9 Q_ 9 O_ O a o o O U ° ° I I 0 o I I v 0 r cD n p o N) o D o o I C) - a a CO O 7 (7, v) Co N 0 ? 0? U A C m j d d o o U O CD ° Z C oT N v p ° ° D 3 W>, o F F * , . N N p O CD.. • :=., i° co r 0- O N 0 0 S CO S x ! V) N N -I O) N 0 \N U r _@. , 0 0 S CT S U co C0 = O 2 Cn •O / I co co \ 0 c O o o p 9)n . cn N A C CT n pp n at p j p O p p 0 o S c n a � 00 _° OD 0 O_ O p_ O C N N co l CC �• o F 4, y 0 C ` D 0,r " ca. m ° > co ° a!r1l, ! O b °-m ° is 3 m CO n o p ° p -`n ° m p (JON 1 G4 r Q T ,I -(� m_ (n m_ o `� -Ni - _ _ ° o o ° r •� - & m o m c c 0 c 0 II Z II p a a a a co s o 0. 9 ? A B C O 0 y 0_ O 0_ p N co <D CO C CO C J [1 5. O T` (1� /�� o -tea o ��n�!1' f li 3 ° (�° 0 00 o rcDi, v`Di N N?-f Z (T ° p 5' CT D F. O \H v i s o p �'5- o N ° CO = a II m X NI at .. * O p O °...1 Cr, 1 co S ? ? 0 c x C a W 71 o - f i o o :,0 Q Sheet Contents: Project Title:STRUCTURAL STANLEY & MARLENE• ® °o NOTES 151 HEMLOCK DR. _ HOMES in n, 4, r� _1 PORT TOWNSEND, WA 98368 °) N N 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 (360) 379-8600 C , (..,4 T t 41'-112" co co Lo 5'-6" Lo n c, v 12'-3" 6'-0" 4'-0" CO CO P Z N C7 m Z - 1, �ZDO �� * z 2'-14' �� c-7 W v 2' 62 -.,-,,.� / 2'-6"2'-104„ 5,_9$„ 6,_5$., 1 64„ 4,_54„ • v :,.. ,i) >.(Z / / m T P.T. 4x8_ P.T. 4x8 r P.T. 4x: \ .ar —r-r - - r- /'r m r P.T• 2x8 DECK t rn i, - �'T8 al I I ,a1 I ® 19.2" O.C. 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Z m a n 2 Z Z IT<7 A D p D C A Z Z A Z O(n O O Z O N O O A m- m➢ N I'+'7 Z Z r,�m C m O m N D Z C:' �”] W m- C• m C m Z Z -I .'Cl N (n� C p D n <�mmp OmN Z Dm�,� ��A m� II �A CN A.Nn�m D�Nr� CD N O A r+=i Z O Cn A O L7 m Z O IIEP zi D mO W Z O Z O m f+l m➢ m rn D - D O _ r+Zi C.+�O m N m OC N rZ,i r+<i= m c m m C.i> W Z m p C O D C O m 0 2 W A Z Z• C r, O N =A - p O A L' Z z p O A• m0 0 m O O N Z W m m A r- Z- OZ➢�y0 N D</7 2 C7� L7 N W G7 (nN�_ )I m n m Z p z O Z =z N m m A vl O 2 ➢'-'-' .ZO7 A x O~ B• D o 0 0 Sheet Contents: Project Title: xA it j FOUNDATION STANLEY & MARLENE CO K ROPE FIRST FLOOR N ° o ° c 151 HEMLOCK DR. H O M E S CB N ? \ i FRAMING PLAN PORT TOWNSEND, WA 98368 ry 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 CA W (360) 379-8600 * • • o N -.Ni 71 N n N —I-a N O N O cn O `z Z -O Z r--N O 2 r-O -r1 fr— -1 W N I \ z v, r—C 4) 2 0 O m Z Z rn 0 CO 0 01 m > CD X 0) 34'-0" m I (n / 1„ / N o 5'-6"4 - 2" 4'-22" 12'-4" 2'-0" 3'-10" 1'-11" 1 -m / / / / / / / o m m I I x 4x8 (2) 1650 N— W 5050 TRSM :" 1 > TRSM ABV. t' ABV. D ��'�I m ^ > m m m ' mZ m , W �— W\ * NI I'2� f s m co- 1 5„ 3„ 7. 5 2 4'-22 4'-9" 6'x48 3' 48 T 8" \ 0 i W rn ^IIII 1 NIA I II O�_ A P ' --'CI I°. 1161- m I I�� \ N N N V-42"401 D u": W cn v \ \ \ \m \NII� �� VI W NW NI J gi A� /� 4'-2" / NIJ I- - - I- m A50 t,V \ N - ' (J II 5,-5„ N1 - I N / c I \ Ii NI J rn Vi 1'.--1 N O �I \N \ /, ml .. 00 \ II \- p _ \ 1 4' �} n NII C,.!. II� ? v Ng' m PZi Q] T. NIA Q1 U Ail m C NIA ( m , Nip \ =III m m `7 W J pII I = ° 1040 m \ \ _ \NI, r'III 1" 1 1✓ 1" „ — /-\ r w p 3'-102 3' 1" 2' 92 3'-71"2 3' 22 3'-52 _0 7-52 II NIA W I. / I� CN -/ \'I o' ©II� NI--• Ol' � m N r „ 111 30 SLIDER NIA —� - (9 > \ - m m Z m N� -0 m Co m lir NI— I 9 to _ ti-�0 � Na 3040 lAr _ © 3050 5012 3050 SH EGRESS 3-6" , -6, 5' 02" '-0'I 3-6" 3, 112„ 2'-6" 15-0" 14' 6" 2' 0" / / / 34'-0" / C f — N N 4 m _ *D v N -Z Z a C,y o W _ .. ,_ .., F 17 . 0 , co tsa D2 x O� r z o Inn; rn �(°n .. iej10 . ate o C l i4imilio. 1 N L m o 0 0 Sheet Contents: Project Title: L..E} AR SHEARWALL STANLEFARLENE PLAN N r;, ° o ° �' 151 HEMLOCK DR. HOMES 01 N N -1 _, PORT TOWNSEND, WA 98368 rn N N 0 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368■ w W (360) 379-8600 1 1 . . Inc u A>< m Nc o n C) z m n = °m 0 c z z 5'-6" 6,-82„ 19'-9" / y / / a a e e ,....,.....,. \ • .4,,r, \ \ m W co W \ a 1 I m B U' ? m 1 Nip I CS/ = 1 P CO N 1 C")W Co, \ N CO ��//�� z 1, o N X V/ \ k ° _ 1 —�i N N M c v Po z 1 r = 2 rn 1 \ m ° �� W o z� , N1 �� • f e. C \ -NJ 3'-71,. 4'-101„ NN 2 2 11'-3" , / / �� m -� � m �m 4i ` cn m I N I = m m D 1 r,-.I .�1� I n m ° el i N= c n 5"3'-5 „ c I�N— • ` c;I / 4' \ W 1 ? rNlz co, r P T \ N Y I - NI. N 1,-, -o 3 r \NI - , o Z ca A N co 1 m Cn =N m Z I a= � m W '2 W \ 1 \N 4141&ry w n r- I cx= m nc <co =V. ,m C X r9N P.—V/) IT1 D,__,O b y n r . in 5'-3" v� c�rn ENO 1" / / zx o -coo 2'-6" 14'-112 14'-6"rn / / / / 31'-112' / / f o c m 0 27 / : /c ii o m a� S „ _ � i t I � -7 z z u L:d v # 0 R n CS i_____,Z y N w O r o m z �.} l'. D m ° p Tern i CO -v CO ,,j% y aM z _ _-�} ' 1 .IIIIIIIIIIIg16;4 _...N -_.._____ --' LA W o a o Sheet Contents: Project Tit/e: . co a % j SHEARWALL STANLEY & MARLENE CO K ROPF ■■A N N Io o - c PLAN 151 HEMLOCK DR. HOME S can N N -1 PORT TOWNSEND, WA 98368 °' N N i 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 -, (360) 379-8600 1 • lgqiiira (1111> 1 I 1 I II I I 4020, _ 1 i PLAIN LP 1' I l l t I 11 141 s1, 70 �� 1 1 _� 14:12 - .. r 0 5'-6° - _ CANTILEVER yfp P.E. GIRDER TRUSS ,Z, L 40• _ _ _ _ _ _ _ _ 'i PO -- - - - - - - :. - I_ L �- E � _- ---R-7,7,--m 11 - "C; - - - , - Z I I - L II Z - -- - T I t \I o - II/ 'II m m - - -�r N -, I �- A : -=z L. - I - - -Z - - CO _T� = �I --- ® G � � I • -T — — — -1 At 1._ _ - _ - - - - P.E. GIRDER TRUSS O - '' - = I T I x:121 1 _ II _ _ -I I I I I I�I I 1 I _ " r __IL 2 *f_ 0,44N 94 r I I I I I I I I I I I r ;c'' .411411 —fly—t—dot , f� ,," H ,A,40000, a im • � �vI v I th J C op c> mom w N 20 m N A M -0 ➢ Z -0 ➢ Z Z ➢ 2 D x C m N C O x Nnrn cNnnrn F f D D r << r 0 GO Sa rn Oo v O D N m Z=-rii 4 P i m fT7 omo m A - W (33°> °m(.2-1(1)!'"➢ - -- .=7-1==m p II II r^ x t7 rz,n °D= m0 Z Co c r o=➢D m D C 0 m p CAx C) Z aicpZ NvZ r„NmZ mmZ DO Dm CD NO ZD NAm CO �p�C m�vAr m CD CD r ➢ r- r:=2-I wm N cnZ V Nm 00 O C O -O O`Lm0 ZrmTlCpn< NO"1O8mb. OD E,73 m7 Z m1 OO N ➢ A <O CD N D a_---I O O N N A D z L.,/0 Z➢z D Z m m p n-m p z O O Z N N =m m z Z fT1 CD r O O p a-0 2 D CC D' r*i D c, O Z .T7 Z N r,D. ➢O-A O O O rn Nm zm am 00-0 PrT1Am�-i Op OD m -/ Z ➢ I Z Z Z D ➢z g r m� Z7 ➢ �M C7 D_ co Orr Z N WA ��D ND 9rc mT�OmZ .--•zv cn�C7 ➢m rZD73m_,Or'�r ➢-ornO rMT _ i i�` =Z Aim ®➢ D.®ZOO Cr)CD *� zN➢e7mZ ➢� _,.Or-CO Z G>➢ N�?x N c D r cry 0 c r O D <o m D Z A m m T ..._._.._..-._..-._ �7��-77� _r___, O -ID n rn r m M W'� D p=0 =m r-Z r v N °r Z D rr-m- ➢Z �1 ulf o Z an= G7 m o mmp x D=ao D 7o -i O Z 27 G7 -- -I IJ O O M9) ? m �➢ OOm DO D r m�r-i Qv) ➢�' CD-- N(/> O I-C/) Z i �A r xD <= D Zp T Do rn OJD➢mmZ mD mnm�-mGrrC OZ OM�r m r 27 O o r v O D r(n O C O`Z p n R t N O D m m r r Z D m �7 T T I n ➢= 7z,c7-Dc,m O m n➢�m Z X20 zE-1 -1 Zo� �Om CA tg D" < EC-Nm-A20nzC Om-m-iN C Cn c O r'� Z7 ➢vi rn cnz A CD„ r m D O ullll llJl DZ�p DN �z� �= Ocnn m� Z-,-,n C=�z cnA DT1z z. C'� c f._, Cam] Z O OD !,-� O Om Ds. Z N m N f+=N C O O -�N O 0 0 C s m- N N 7o m-- - ➢ W r O r*i N Z D r'2 C 1",J // T Z D -� Z T7 cn -G CD O W -< m JJ!zi o o a o Sheet Contents: Project Title:o ROOF STANLEY & MARLENE w N 1_. 0 ° c FRAMING 151 HEMLOCK DR. HOMES Ul N N -I PLAN PORT TOWNSEND, WA 98368 °' N N 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 W (360) 379-8600 a • 7 w V) m o v m: SO-rp OD © ZA N >z 13 r co -n T\N -p' r v m' x rDV) r -I-1Zx c �cn; 1`?O A rn 2 r2 O (n(nOm zZ m\ 7)1/ N OZD (n O w mpcn� w TI -I IT r-DIa nNr�rl r0 002 A GZ) Am=r ' O <- I- m m Dmz • 71 II _ m II mC _ -oz c I m rcnc� p N In A O OW O© Z DW N r pmU) C2 w U)=2 rn ZZ -1> AO .Z-7(+A'1 �` r4 r10 A O• v) m m NAm 6" 1' 0" MIN _ 6" 0 m m 0 0 1 Z (' f/, /� ^�A z Ax 0zmm m 0z � cn I 1 IT MIN mx* r m -nozz D z�r o r-noo mm my nm n \ \ 1 I I I II 0 a--`44444k D Z m O N \� I 11 I —� — A� Zr ZG) m A z ,:;,1 0 Z / C) 0 › N r— Off' D _ F- Mr' .i \% H Z = A A Z V) cr) Z X o 0 m rn 0 Z N N�k I 1 70 D 0 p m 0 m • U)CO W U) -1 0 m 0-N O D U) -- C \N m Z N rmr R. 0 N M O m -1 O O Z T1'- .� O A A y- y O A © MK> 0 'DZ �o -O p0 K • O Z nW)CO D nZ Z _ mm\ (n A ANp 0) Z� Z -1 �m r G7 Zmp -1 al Z O m W m N z c D z m O m A N O O D m r r p = A N 2 2 O A m Z m in O A© o N D z O = O A Z A Z m r (Zn© nN r r D� D Z E m D O Z A rnm -1 co N• N 2 O -1 m D O K O © A -1 z N 0 O A D p N Z O 'D Z O a r Na j p N m z G) W > ^ V) — E.-1 0 A Z F N 0 TI(/) TI r m N O A m C - O II � x W A 1 0 II ^^) m rnvO n'A N Z r\N W r N D nU)u1 A 4 Z A O � x . O°�O 6 0 m � m� r ZGPlm ) M z U) PA 73 73 , m C 71 -4rm • O Dm O O(nD )�• O mm Z I `—!• ��i NA A 1 G) p /1 D c*o • A z� 1 41 + I— m co 5 - Z 0 mvr m O \ A D XI A '< 6" Zo '' W- 4,� W -1 0P1cn r 0 1 c < o e :m mAO —• 0 D m © rr -<o I(/ / DNN CO) r U)1- W c)Cpz \r ©�Wr I m m r A N D O p m W p 0 D © r m N p I-A 0 A A N A m O a = A co Z 00 ozZ �� N mr�1 A Z ` �"<G) -o Z D N m O m =off O _o-1 p0� O rrm ' W (n y DW ZAP mw -i r mr w A W 0 V) N m / 1'-6" MIN 066 srCy -0 m K / cn C 0, � 9, z v) m v © c Zz m op A� r O Z p _ T� � Ts r z o <c B o W A A r • " p A n O m \N © , O i O 1,p —1 N N a ° © zH \m -1zz Ocr..) O O D — 7:1 zi m I Ill xi 0 __ . mm °z c°) m 0 co O m1n °-)m - 3 C * W D x D O 0)z � O zD r r r O r � Z r 0 -1 U O C - ) ) Z A C N m W O ') l ) M Z —I� Z O D z �� m c) H rri D ,-.1 L. a o o Sheet Contents: Project Tit/e: u '• ` • j STRUCTURAL STANLEY & MARLENE cf) L_EZAR ' • N 0 o° DETAILS 151 HEMLOCK DR. HOMES rn N .P N -1 PORT TOWNSEND, WA 98368 N 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 W (360) 379-8600 CA • • z-O V)o> D D 2-W rZm-Cn m m D N Or-IMO O ■ V) 2 2p1- m (./) �D o20*(2n D2 0 O-ID=D �< � 0 ■i .C..1.' D -I D Km rn20C� Wz Zr;;- < - II /C D Dz m-I mOZmW rn CD Om 1� ('�'� /II (n mm m =CP �O fTlo°� ZO7r (nm Q m� D H �p m p rmrl0 zzm m Dim -0 00 7D U)=I mZ� �y m j i D m m IO * O 4 a r m� _.c ■1 7) C N X �r - v = a, " aZ i ;i r D N = p 3 O N O 3 i ! ! jI% ® m 2 V)Z W to U) --1 n V) Z7 2 6 N 273< ? mO D c -a Z /� 'O 1:) Or A A O " rnrn\ ON 2� m �_ Om G7 On D Z0m �°m z D m r rn r _ -1 mm N I o� CO �, I— 0 x V)Om ® mmz O �,rn 2Z n ,zI rn O X1 ci) Z m mm hb O CO �1 -N O -n 1 �n r0 -r2 x m �m W C) V)0 P m m N .�L)Z o C V)0 m2 V)=0 Z rn K N r m 0 m m m N Z DOOR ROUGH OPENING W 0 m m r m m > m m TYP. 6'-102" FOR 6'-8" DOOR a N m r ui o v z = v II z ?�m-I Z r Z O Z I D VA 1 Cl) O °_ V) Os 03 - X Oz<,r<Tl O =cn v 0 ° cy MM -� r (n O 0'��,DD m = Zmzoz T. D � II 2 D m > r g 0 Iffl L f f•- -;.'. R Rl D \ Z P ? m Z 2 o m c z o2 cDN rn c n = G7 I— CO d O Dm DO* -I m 2 O M O -Ni �yA�\0.Z7 ZH O c0 D �ryDOaZ� I m A Z y� \ O I — O �Z M° Z ` \ A c= Z Z a /C 2D2D rn m p�Co �,�9� NDDr A 2 y O �+tl r -Z22 rn D r r .. 0- D f 0 T(J� CO Om� z i ♦vv� ^l 0 2 In A O Z D .a m 0 -1 O 1— ` 4, if •. f e t % 1'2 N N N Ui E \ 0 0 m m N Co zz A r- c) - rr 2 W m C G7 a - II O C"� N Z Z C° rn�N Z Z0 _ Z 0) Z GI - --1 DD�D O Q m o� D m2 m o r / V)xO m 0 r Z>M ND�ox — o o N � (� u)o I -1 xi V)rm m z-� - O r OM 2 r0 11 M O D fart DOn m �m0 �G)A0� z 2,,,„ 1. \ 0z0(,),„ 0 0 z = c.. ,, \ m zv)I Ila■ A O O c Act OOZO� N D %--- ; NNW rm p=' Z r WINDOW ROUGH OPENING C j� C- ^_ -- �, r--I ro M c) m I p m D O �C7 -00 0 C0 N Z W K� V) -N -I N � I� ,.iLI�•, m D AT-. N\200 O SAO x DDD� F �0x <� -1 Z S$ aZ coinm mZ • _ 0� rr-{n r -0-o n T 1 0G7 _ N L70 m20 00 Nrn �mrn Zr CD=�' -O - 0 O c- rn c d N M my0 o m� 0m -) O r Z '^ Z :nP -Iv) �Z m D V)0 Z� " .. rrrn, Z m m G7 2 -I -i-1 Z _ -1 m D z 0K 22 Z_ C-) mD m 0M CD Z • Z OZ M (-) !..d; I I > m O o O r N n� z r-.,.'' r - �n (A) Ln t ^ o a o o Sheet Contents: Project Title: m J li a o STRUCTURAL STANLEY ■& MARL _ E} AR�• � , � DETAILS KROPF al N o o ° c IQ 151 HEMLOCK DR. HOME S I .P co N N v PORT TOWNSEND, WA 98368 0) N ry . K 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 CA W (360) 379-8600 ® r o 0 \ y 0 m0 �mW cn N �^ z .OA o0�OJ i mNN m o II n r C7� fAT1Z ��0� Z 'gyp ei Z C7 � ZOO N 0 a r ZC z> OAO n mz - 1 -� II O N� N ORG� ozz °v M ; N : O ANN i'j -1 z —I D (n D �mc mA M -I r = r zmo _ - DAB -n mr �t n — O O -D Z —I D 1 0 . . 9 . . o . . o . . . . . . .6. . .6:`.'.6.'.'.0 1 G \ m r -° z7f „ -< 0 �\ 5 D \ / ..... N r. �, p >O OJ M NTI AN 0 > m22 Am O� ',, m -<- -<O mO r- CO mmm 12„ DD mr �-0 _, ,,. zz , =A mm N CCA-- A O A O z c_ C- Z z.'''� 'O ^ O A__ G7 © zpD V vp(na(7 r N z z D N m T- x p A r S �^ N O A D a ►�' is Wv m0 A mDAm I1 Q p �p� Co tv D 'Op MMI OPr O T N Oa DD _ my r b Z II O © _IN pZH -0 oOpD Om m �z OrG)C) Ti p �O ?NNi n m-1 om1 z m C) K -1 r MK = mit D tIhIII1HhIIhI,,,,, (,) r M D > m N+ O A :1 KmN A O D_ 0 = z @ m - z° C- N O N O © 0 0 N �Dm -1 m 2 -I O n m OG7DD 6 z CL 0 n _ r N m �v - II �� -1 z / Nz N ei M °a Z x 184 04 r D �� Z m D r= •. - D Or m I r r r •C) A 2" EQ. EQ. 2"I (1)1? , Ni; NMI a t•-.) 114111110:4 111•120:Mi011111 ul Mr/rible----;...i.-""":1111,1mmi (J) + it T CD T A O T s m O �u O i -i o 0 0 Sheet Contents: Project Title: LE} AR o o j STANLEY & MARLENE STRUCTURAL KROPF DETAILS I1 o N 151 HEMLOCK DR. HOMES rnN N _1 PORT TOWNSEND, WA 98368 LT, 0 N 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 w (360) 379-8600 , i « 1 m* m 0 D m Ac z mm m-1 O1A O C 0A r� O Z D y A0 A A .-. Z co O Z O G) C O 1p1'*1 Z A D >� ZD X��G7m O A co A G)� !;flfl -N �m -Z Dr m� NW�A < Op Om W O- m NO- Oz r0 -III r0 * ; -1 N > _ _ N �III—II r- 0 Z ■b 6'- ' 8'-0" MAX — 6" m m M 3" 1=11 I- - = o A A ° �' m Z 1 -i II I I=1 I I- I C I I-I I =-111--=1 �- i I—I_I —III— — I- _ Z Z g 11 11 =11111=—A —11 J 0'000 006 A D : O II' Uo o o• �on°non°. g c) -0 o C — N .0(�0°O O,r 0 0 o 0--o9_,-;--r-- m z m _<9,0 Z Mil e i o ° 03 K M1ii Ritj- _ W b y Z i A\ ` ` ' Aniaiiinaiisiali rii o i i ,r ►i- 1 w I I i K I `_ > \ I rn\® 0I A II I_I 4, m CT N co r W__4 D� D .ZDI= ODAW Am Zm�N rn—III _ A II ZZ 00 .ry '� ®� �0�_4730 O ON�� N '6 70 III-. yC) Z O NO zoe AA mi G) A O rn A 0 O > .? D0R'>� � * N-1 'L co z 1 m. z r c n u) o C D o A D z or m \N m E F O A CO m • D A A 01 .-0 D O O) 8" m / / 1'' N's W .Z ? Z O WD II -0 O p - bD I- 0 -III O Z k... !4: jr o °° M --- _--•�.•3..� v g m 13: m ■o O ►'' O JX G^) ►: y, r W �g WDOO� �-� 00 - rnz A ' -Q\.� Z f<r'I A �_ p O Z N e W u.)t4.) o�A�© V p '� Ip x ON M � ZWDW Z ® Tl C7- N r OK0 m 'NN U) N0 D C m -Z- _4 y O a-I m Z rr_ p CO > b G) A > 8" 1 0„ 0 6" p GI / C) . MIN. MIN. C p e Z J D W . ..W II -U o n D 4, n "r, Jr 0 I cor e ,C? L.A. DO k 1 I.I 1 A :117 , m r o 11 4 N z Ulu fik- •.N �� z� _ m �: 00 * o x Z U) n o CO D z n z p � c I—, L m� p F) pr N O W m z -1 N Wp m � zo co p O cn z i r o o a Sheet Contents: Project Title:ri 0. o STRUCTURAL STANLEY ARLENE RPL.IEXAR I, O o ° c N DETAILS 151 HEMLOCK DR. — HOMES - PORT TOWNSEND, WA 98368 � N \ (n 0) N N 2 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 w CA (360) 379-8600 .1 t 4 l t • V) 2 0 CO O rn M; Or S 0 0 A 0 N n0 0 00 0 mm� S-iC DpZ zzmz A n-1p mON w m-I r- OAO A ru)m �� Om( o>C D N o Nov -101,,,Z v DOOR ROUGH OPENING II m rn m ZR A Fri AA U)Ax f--U) 1„ 1 o_ C� TYP. 6'-102 FOR 6'-8" DOOR z G — L... ■ D D A m I— elf m D D N D D M - mrOr z r r1/]IIIg111fJ A g U) I X O — V) �� U)0 2 r 0 -Z 0 A 2 O Z v tO r0 0K ZDr(n -1 c)rm-NiM o = ° c0i I A / U)O Z r W 2 0 -0 A 0 M Z Z = 2 O 0 m y Z 0 O O D��A -2 O 1 C 7 Z �Z l\ = 2 2 2 2 r (/) U) r T r--- r 0 0 O 1 1 1 2 2 O O r-z L7 N ^ C C C u) 4, N 0 0_ -1 I- 2 1. .. D m ` U) A N p 19.9,9 __ m N Z CO 4, 0 0 oA x oD �8 D 2 a O oo -0 0 oW m m 0 p -1 - �° A z Z `2 zW D �� D NZ r G) O 20 V Ell In r C 0 —� ------- —�s z 2 `< — D C) 0 N Cl) (1/) N N Vim) (c/) (1/) N -1 Z m �-_ -1 -I -1 -I -I -I -1 -I D D O n -I- D=o m�0r _ 0 Om 1DD Zm>p ZZ Am -I V) a)*N V10 DUX 2 0 AC 2 0rm m 2Z� D z O m 0 0 r p -<Z o_A 0 2 0 O N '~ Or, O A n r 2 N K A 0 �* Om o ` �r+oio D ��Z A 0 oz Ax 0 a-8 z A S c A On oo m m 0o A (21 21---- \\ _ -1 z -i C Z 00A C 2 z m 77 1r \ ' r113 >71 1-1 8 / A A D WINDOW ROUGH OPENING z r / / / (n -lit Eill I- IZOIC-o0C_2_n>00 -o mz R.0 z02-1i0 A CP OWN A2 CV)0) N >0X m0Z W C7n0�23SOZZO nmm= mZ C) A A m-I m0 0 Cn M 0 r p0 N OC) 2 K m K N m ZmA A0 mA d z A 0 bc 0zODDDAW 0 ZDAO O ODD O Am>000z0-10 mDDZ ODZA ]ii m 93 C) r ZuOiZ� OOz DSO -1-r r0n,nnp0p0A m_1 n(n m0 0 NAArp A po - A ZIM m cnm mACn0OA "3 C) r- -D-i Or- mmp z Apo A G7 m D r m* m 0 m A N > 0 0 m A 0 r A r z A r 0 z r r C,_) J IT r1 n i f �0'90 m V 1J p n o T - n" i ti N O CD I viiwo ri'l (:--, o a;; N In t o . a o Sheet Contents: Project Title: co o j STANLEY & MARLENE ■• CO % STRUCTURAL KROPF •• AR N o 2 DETAILS •• o o 2 r.� 151 HEMLOCK DR. HOMES• CD N N PORT TOWNSEND, WA 98368 0) N N 0 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 w (-91 (360) 379-8600 r • y A 1 I r. 0 *Mb 10 1b II�;.T;IT ?/ sO ' 1 t / gm3 r \ I"I'I _ I �, 1 cC) Z A Mg 71 _ II 1111 1U' / ^_ r I SA , .-. I �� ` / O F : N::i:ij____1 � .y SA j n MI o v1ii��a. �.7 1 - lli�?'� 4111 1 D I � � 4� '--< u II =m I _II z::,� , -- 1 SA \/ 1\ Y- \ A a / Di • �_ /, SA Anw SD/C ,- ji / 1I' 2�m � D1 1D � + o \ i III. m 2x0 Q D •• ��' {f}� mcrn O� c) mow• z• mmn� r- - -1 m m N Z o D 70 0 C)N 0 m zm firlI fAT1 N .r- Z = X N frr'1 Z TI m f+M x)O C 70 N p m m m c0 , @ m m 2 CC) �Wr+mAi Cn - p0-I M-I E7 V, n rn n < -O N z m < < < -1 Z „,, .Z7 m r-7o m.Z7 • co n m D c7 O Z O ti O rAn Oc g p O r- D p D *D mom Z O Z m m C (') m x o zD 1 7 r r- m N-I O D(Zl) D. D p N 2 O m O m m r m <m C) C = rnm O m C Z -y m Nx (/) n A Z Zz z TJDCx 7 m m ri N - O n T n 0 7 m <m - Z p C) O z m2 n m ‹N D mA WN A m 7 C p �� Cm - n Cl) m r- ri N Z O m i, D N n z D O O f T C m -O Cm 77 X Dm O Z C m m - oo A D m m N Z) m W co A - = Cl = COm m Az m oC N m Dm m �oy 7 m =v c7 (1)Cam. • c = n O ,o O ',M Cl m -< z � o m Z D i n' n O � A D z O 7) z c z --, m m m z m cm) ® flu r N p D Hz N O O N c)n m c m `; CD m m c z° D n . 70 D O C CO C) .Z7 -1= p D .N.D m m W lO L� C)f+='I Z < Zml m m N n z D CC) Om N -D-1 IT -•..7.N C) K Cl rn ,= z z C -a Cl) m C) Ti • 1/\/V \/V�1•o J Z m O C T� Tz o Z7 Z N --i � m m O n x O --1-1 p Z - C D z i u n z -I Ac r m N N co m _, r, ,-C..�.% P = p O D 4 N p Cl) L! (� O I!T 11�f 2 t o c a cn Sheet Contents: Project Title: Q MAIN FLOOR STANLEY & MARLENE KROPF =: ELECTRICAL N o o g c 151 HEMLOCK DR. HOME S PORT TOWNSEND, WA 98368 N N - 0 PLAN 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 (360) 379-8600 CA �+ 6:----.- ---------- --.=----7 NMI A a II I A2 Iiiiiio I 111 � ;- A� A A=N 1 1111 g Z �C III r �, g : 14101 tcli Illilli r Mill Alii4�N >"18 7 _ N 20 Ilillllllll� ...■....1111)111; o N 1i11111111111k I It J 'i11 4Z ......... 1111111111111111 ; '1111 —I .� _ 1 ' I 1111111111111111 - I 111'111` _M t 1111111111111111 I 1111111111 -1 m M 111111111111111 l ' I lllllllllllk § . rn , 11111111111111 Ili1110001 g A 11111111111111 14 < 11111111111111 A ��.��.�...�....." I , 1110440116, er D lllillllli Y m G Illl � c —1 11111111141 1 1111111111111► O 11111111111111 �11111111 Y IIIII Z . 11111111111111 �ill '' 01111Alllll i i1/411111111■1,- i 111111' 111111111111r ° I I , l iliHIH 111;'►Z lal1-1 o or IIIII IIIP ---- I_'i_'° 1► Illlill,► 1111, 0111, rn N' —1 O z l, � � � o � Sheet Contents: Project Title: _ " 1 › ,k a STANLEY & MARLENE K ROPE iIn_ N O a°o 2 N ELEVATIONS 171 HEMLOCK DR. _. N P 4 t PORT TOWNSEND, WA 98368 --- H O M E S N \ ; 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 w w (360) 379-8600 2 T B T.N r U or-- II tl Z°;-D c2 N 2 Z y A i z 0 IIII' A m i o -----, 1111111 �n� i 233 cZi i 11111111 i6'-5" m 1 y OHM � N m h r 0 t — Ik�I�1i111l1ffil - IIII a m �1;;i1i1i1000.1 a �1i1�� --, o r , �!�hhh II hhhh`, pm m IliWO r 11111 111jlill0 ?8 m �IIIII' �111�1111111�1�� A II 111=10 � p,b �/ OOP 11111111' / 1 j1�', lllilr / • H 1 ,��;� 111 '�yyI l,p , Ihlti. 1 1' i h. o 0 o Sheet Contents: Project Title:• STANLEY & MARLENE Lc` • KROPF ,� • . N o o F. c N ELEVATIONS 171 HEMLOCK DR. N � '4 ? PORT TOWNSEND, WA 98368 HOMES SP, jN ci 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 w w (360) 379-8600 C) RAILING mp �., .. (2) 1650 I , I 5050 TRSM Fv II 8 TRSM ABV. � ABV. a or DC W ° Z o 73 i- g n ZZ m N 2 so aZ o ° r. O O I (�(�I I ° a <�I Dm I — m a. of s� 1 J ;'>' 1 WO 1 so NI. Z —+/ N 1 Icii. �� t j N 0 as i m m . 1 MI II 1 N �'® °moan D 0 in Cr: 2.....X a m z m II II g ¢ 1 4 p m 4. .N m 'i a Z a � 30 SLIDER N 15:9°1 O iAV f� r;I j cue 0 N °_ri D I IL _ O D O 3040 3050 6012 3050 SH EGRESS can i & o 0 o Sheet Contents: Project Title: & MAIN STANLEY & MARLENE XAR co� � K ROPE _ FLOOR N N g 171 HEMLOCK DR. ® H O M E S Cl, N . \ 4 PLAN PORT TOWNSEND, WA 98368 O) jN 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 W w (360) 379-8600 RETAINING WALL • c xi v m 1 El Z. D • • -I 7, E D p U a 0c,23 z z 3 65® SH 2 a p • III Al 5®DB F • • R0D • '0 ' Cl): ■ ' rn 3 Ili IC'Z N N a ■ CN r j 0 0 mm m m N To r ...]z c _{ ® C m m m °�1 a a ( , o 0 oy Sheet Contents: Project Title: LExAR iti . BASEMENT STANLEY & MARLENE � z KROPF N N - c N FLOOR 171 HEMLOCK DR. HOMES -- N PLAN PORT TOWNSEND, WA 98368 �� a' N N \ . 92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 w w (360) 379-8600 0 x p ._. ‘. ._____./iimmommism. p. N 0 N P 0 E f- t 0 . F. m mKK r __I ..r.," . 0. N ill,3 ‘i- t) y CO -0394" '4110 0011100. 0,, 1 =. Villiplik•® 1+ ,rii . \ /\.. / , ‘t \ ■ \ / F. C / % \ 0 - / \ r' r \ -,,,,0 , - '0-10A -; 0 , jr._._ ,.., \ ■ \ LA _ .i �y ..%- \ — Nlitio.. I' ,‘..._— ill 1- Q 141\ Tali �-' � � -- t r) „ , , , , oliiiiiiiik. T • • , 63 .. $ 1%.".60 O Q - 111%;1112 4.'1., kt.. 1,3 vp . .. k„..„ c.w► ,,, . .. , t^qq rn ° � n C-3 T -a 0 m _ Pz]c 2 CSC l \41: CA o ��L oo o 11a mt;:i C fV < u w 1:.....1011"g 41C4 posi V 4. ' NN nQ ' ' U ~ E7:::. 1 cnr 6i 1 4'400 ' INCLUDE WITH PERNIOTO APPLICANT • Standard Conditions for Residential Development in Jefferson County 1. LIGHTING: Lighting fixtures shall be designed and hooded to prevent the light source from being directly visible from outside the boundaries of the property. The intensity or brightness of all lighting, during construction and after project completion shall not adversely affect the use of surrounding properties or adjoining rights-of-way. Exterior lighting for residential uses shall not exceed twenty feet (20') in height from the finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 2. BUILDING HEIGHT: The building height is not to exceed 35 feet. 3. OUTDOOR STORAGE: Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 4. UNLICENSED VEHICLES: Not more than 2 unlicensed vehicles shall be stored on any lot unless totally screened from view of neighboring dwellings and rights-of-way. Such screening shall meet all applicable performance and development standards specific to the district in which the storage is kept, and shall be in keeping with the character of the area. Screening shall meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor vehicles is prohibited except in those districts where specified as an automobile wrecking yard or junk (or salvage) yard and allowed as a permitted use in Table 3-1 or Chapter 18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile wrecking yards and junk (or salvage) yards. In no case, shall any such junk motor vehicles be stored in a critical area. 5. PARKING: A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 6. NATIVE VEGETATION: Among the native conifer species which may be used in buffers or for re- vegetation include, but are not limited to: Grand Fir(Aibes grandis), Sitka Spruce (Picea sitchensis), Shore Pine (Pinus contorta), Douglas Fir(Pseudotsuga menziesii), Western Red Cedar(Thuja plicata), and Western Hemlock (Tsuga heterophylla). Among native tree species which may be used includes: Vine Maple (Acer circinatum), Big-Leaf Maple (Acer macrophyllum), Red Alder (Alnus rubra), Pacific Madrone (Arbutus menziesii), Quaking Aspen (Populus tremula), Black Cottonwood (Populus trichocarpa), Bitter Cherry (Prunus emarginata), Oregon White Oak (Quercus garryana), Cascara (Rhamnus purshiana), Pacific Willow (Salix lasiandra), and Scouler's Willow (Salix scouleriana). Among the native shrub species which may be used are: Sevice-Berry (Amalanchier alnifolia), Red Osier Dogwood (Cornus stolonifera) Salal (Gaultheria shallon), Ocean Spray (Holodiscus discolor), Indian Plum (Oemlaria cerasiformis), Pacific Ninebark (Physocarpus capitus), Red Flowering Currant (Ribes sanguineum), Wild Rose (Rosa nutkana), Swamp Rose (Rosa pisocarpa), Willows (Salix ssp.), Red Elderberry (Sambucus racemosa), Snowberry (Symphoricarpos albus), Evergreen Huckleberry (Vaccinium ovatum), Red Huckleberry (Vaccinium parvifolium). 7. This permit has been reviewed consistent with JCC 18.40.130 & 140. Notice: this permit does not excuse the applicant from complying with other local, state and federal ordinances, regulations or statues, applicable to the proposed development, but consistent with RCW 90.58. Future development beyond that specified in this permit shall require further review. 20 13-03-07_SFR_StdCond it ions 3/7/2013 1 Management Practices BMPs)control stormwater, erosion 8. BMPs: The project shall adhere to the Best Manage ( ) and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 9. NOTICE: This permit does not excuse the proponent from complying with other local, state, and federal ordinances, regulations, or statutes applicable to the proposed development, but consistent with RCW 90.58. Development pursuant to this permit shall be undertaken subject to the applicable policies and performance standards of the Jefferson County Shoreline Management Master Program and the Jefferson County Unified Development Code. If during excavation or development of the site an area of potential archaeological significance is uncovered, all activity in the immediate area shall be halted, and the Administrator shall be notified at once. The Federal Endangered Species Act rules to protect threatened Chinook and Summer-run Chum salmon became effective on January 8, 2001. Bull trout have been listed as threatened since early 2000. Under the ESA, any person may bring lawsuit against any individual or agency that"takes" listed species (defined as causing harm, harassing, or damaging habitat for the listed species). In addition, the National Marine Fisheries Service can levy penalties. All areas in Jefferson County are included as "critical habitat"for a listed species. Development of property along any marine shoreline, freshwater shoreline, or floodplains could harm habitat if protective measures are not taken. To minimize the potential to damage habitat, all property owners developing adjacent to marine shoreline, freshwater shoreline, or floodplains are advised to do the following: All development activities should avoid unstable slopes, wetlands, and forested areas near surface waters Remove minimal vegetation for site development, especially large trees Allow trees that have fallen into surface waters to remain there Infiltrate stormwater from buildings and driveways onsite through drywells rather than discharging directly into surface waters or roadside ditches The Federal Bald and Golden Eagle Protection Act requires landowners within 660 feet (1/8th of a mile) of an eagle nest to consult with the US Fish and Wildlife Service. This Eagle Act prohibits anyone from "taking" bald eagles. This federal law defines the term "take" and describes the possible legal consequences when a "take" occurs. Among other actions, "take" includes a disturbance of bald eagles or their habitat. Under federal law a permit may still be required for activities that impact bald eagles or their habitat. Contact the US Fish and Wildlife Service (http://www.fws.gov/pacific/eagle/)to learn more about how this law affects your project. Any individual, group, or agency can bring suit for a listed species "taking", even if you are in compliance with Jefferson County development codes. The risk of a lawsuit against you can be reduced by consulting with a professional fisheries habitat biologist, and following the recommendations for site development provided by the biologist. For more information, contact the National Marine Fisheries Service in Seattle, or the U.S. Fish and Wildlife Service. • 2013-03-07_SFR_StdConditions 3/7/2013 2 • I 7. Trenches may be located under pavement if a small yard drain or catch basin with grate cover is placed at the end of the trench pipe such that overflow would occur out of the catch basin at an elevation at least one foot below that of the pavement, and in a location which can accommodate the overflow without creating a significant adverse impact to downhill properties or drainage systems. This is intended to prevent saturation of the pavement in the event of system failure. Design Criteria Figure 3.1.4 shows a typical downspout infiltration drywell system. for Infiltration These systems are designed as specified below. Drywells General 1. Drywell bottoms must be a minimum of 1 foot above seasonal high ground water level or impermeable soil layers. 2. When located in course sands and cobbles, drywells must contain a volume of gravel equal to or greater than 60 cubic feet per 1000 square • feet of impervious surface served. When located in medium sands, drywells must contain at least 90 cubic feet of gravel per 1,000 square feet of impervious surface served. 3. Drywells must be at least 48 inches in diameter(minimum)and deep enough to contain the gravel amounts specified above for the soil type and impervious surface served. 4. Filter fabric(geotextile)must be placed on top of the drain rock and on trench or drywell sides prior to backfilling. 5. Spacing between drywells must be a minimum of 10 feet. 6. Downspout infiltration drywells must not be built on slopes greater than 25% (4:1).Drywells may not be placed on or above a landslide hazard area or on slopes greater than 15%without evaluation by a professional engineer with geotechnical expertise or a licensed geologist,hydrogeologist, or engineering geologist, and with jurisdiction approval. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-6 • • N Identify the NRCS series of the soil and the USDA textural class of the soil horizon through the depth of the log, and note any evidence of high ground water level, such as mottling. 4. Downspout infiltration is considered feasible on lots or sites that meet all of the following: • 3 feet or more of perineable soil from the proposed final grade to the seasonal high ground water table. • At least 1-foot of clearance from the expected bottom elevation of the infiltration trench or dry well. • The downspout full infiltration system can be designed to meet the minimum design criteria specified below. Design Criteria Figure 3.1.2 shows a typical downspout infiltration trench system, and for Infiltration Figure 3.1.3 presents an alternative infiltration trench system for sites with Trenches coarse sand and cobble soils. These systems are designed as specified below. General 1. The following minimum lengths(linear feet)per 1,000 square feet of roof area based on soil type may be used for sizing downspout infiltration trenches. Coarse sands and cobbles 20 LF Medium sand 30 LF Fine sand,loamy sand 75 LF Sandy loam 125 LF Loam 190 LF 2. Maximum length of trench shall not exceed 100 feet from the inlet sump. 3. Minimum spacing between trench centerlines shall be 6 feet. 4. Filter fabric shall be placed over the drain rock as shown on Figure 3.1.2 prior to backfilling. 5. Infiltration trenches may be placed in fill material if the fill is placed and compacted under the direct supervision of a geotechnical engineer or professional civil engineer with geotechnical expertise, and if the measured infiltration rate is at least 8 inches per hour. Trench length in fill must be 60 linear feet per 1,000 square feet of roof area. Infiltration rates can be tested using the methods described in Section 3.3. 6. Infiltration trenches should not be built on slopes steeper than 25% (4:1). A geotechnical analysis and report may be required on slopes over 15 percent or if located within 200 feet of the top of slope steeper than 40%, or in a landslide hazard area. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-5 • • I rroof / drain PLAN VIEW NTS 4*rigid or 6*flexible perforated pipe irrfiftration trench sump w/solid lid -PLAN VIEW roof drain NTS - overflow • 4*rigid or 6 flexble splash block 4 . perforated pipe 6" Ka ao.. ------1 ±a po g washed rock 1442.41 a° ° Qe0, 1' in 5.0'min 12" •oLl= 1 1/2"-3f4" -c '-'* Qe 0: . 1'min �.__ V.! A . 7 -G, . F- A var fine mesh screen\--CB sump wlsolid lid --11 10'min • ies fitter fabric i compacted backfill { 4"rigid or 6"flexible pope ,oV o ' perforated pipe 24" o V;• a •,"tea V. 0 12. �°�aa °a 9° washed rock t ° V° 1 1/2"-3/4" t /�a��pa°aa�aa, e _ n 1s--24*—oo-1 SECTION A NTS . Figure 3.1.2-Typical Downspout Infiltration Trench Source: King County Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-7 4 • from roof I grass 6"min overflow ✓r --- •p II, 000 :.;.• 'ltl2'-3(s' 0 o °v° ❑n w a s h e d r o c k... i'4 o o'CID 4A0 o NOTE:Same length dimensions v" °°a 18'min and site limitations as typical system . all ti yb,. • - L 2'm- in .� 15'nSNt X-SECTIQN _.. NTS • Figure 3.1.3 -Alternative Downspout Infiltration Trench System for Coarse Sand and Gravel Source: King County ' II Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-8 N • • / / / f, Rc3f D ow nspJI1 Hcta:3e /n. �Catch Basin ,,-. (Y(Yard Drain) Rod fit _./ lt DoarrcpotU - 0 DRY WEL..L.. 48 firth Dia rreter Hole Filled with PLAN VIEW 1;//-.,Washed Drain Pock NTS tg Roof D rnsRott Mark Center of Hole FA with t 'Ca PVC Hauea F rr Overfl or Carer rrearts shBlock Block FlushwithSt ce rd ki, r.,..rrw� ► 6 4 fk,W 2*-1,...o .di 4: sm:INfT Min.4"c#a `z ' °ol t �Fine Mesh Screen 1--- RC }ire R�, i :a , {Yard[raiinl) .; M h 49 in Diameter 4'Thin- Sid of Hole Hole Filled with Lined with tt life-1'Washed Filter Fabric 15 Drain Rods 15'miss. 44ff� t2 9' t 4-..tt. ti Fes ... t Mid. V abgtfil SVaSConal DRY WELL High Groundwater Thbl SECTION f NTS Figure 3.1.4-Typical Downspout Infiltration Drywell Source: King County Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-9 • • • - Setbacks Local governments may require specific setbacks in sites with slopes over 40%, land slide areas, open water features, springs,wells, and septic tank drain fields. Adequate room for maintenance access and equipment should also be considered. Examples of setbacks commonly used include the following: 1. All infiltration systems should be at least 10 feet from any structure, property line, or sensitive area(except slopes over 40%). 2. All infiltration systems must be at least 50 feet from the top of any slope over 40%. This setback may be reduced to 15 feet based on a geotechnical evaluation,but in no instances may it be less than the buffer width. 3. For sites with septic systems, infiltration systems must be downgradient of the drainfield unless the site topography clearly prohibits subsurface flows from intersecting the drainfield. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-10 ' r • Up Front Parcel Review. Parcel 940500042 Printed: April 9, 2013 STANLEY E KROPF Site Address: MARLENE Y KROPF 171 HEMLOCK ST 171 HEMLOCK DRIVE PORT TOWNSEND, WA 983E PORT TOWNSEND WA, 98368 Parcel Number: 940500042 S-T-R: 13-30N-02W Total Acreage 0 Legal Description CAPE GEORGE VILLAGE DIV 3 LOT 43 Land Use: 9100 Flood District: Fire District: 1 Planning Area: 2 eg Flood Map(FIRM)Panel No: School District 50 Zoning: COMP PLAN DESIGNATION: CpoKUNITY PLAN: UGA: UGA Trans [ i V Plot plan states "property line" [11 Assessor's Map (Property lines�o l bmitted plot plan must match the property lines as identified on the Assessor's 1/4 map) [ li]� egal Access to Property !!0 NO [ Parcel Tags or Scanned Documents YES [ ] ESA's: Special Reports Nearby YES NO [ fir Designated Ag YES _ [ c Shoreline Designation: YES [ (4- Shoreline Slope Stability: YES NO Stream Type:YES NO Fish & Wildlife:YES NO Wetlands: YES NO Rare Plants:YES NO Seismic: YES NO Landslide: YES NO Flood: YES NO Erosion: YES NO Aquifer Recharge Area:YES NO SIPZ: none At Risk High Risk Coastal CMZ: none High Risk Moderate RiskDisconnected CMZ ,,Stormwater site plan su itted: YesNo RA' orest Lands: YES NO Adjoining Forest Lands: Commercial/ Rural/ Inholding [ G]— Mineral Lands: YES dr [ � gricultural Lands: YES i'�'• o [ archaeology: YES D i- vve- [ PI stormwater: New Impervious Surface Land Distuing Activity ESA's Stormwater Req's:Min Req#2 Min Req#1 thru#5 Min Req#1 thru#1 Engineering [ Notice Provisions/Disclosure:Airport YES NO MRL YES NO Forest Lands YES NO [ L(Landscaping Required: Yes 11e [ l,f W Parking Spaces Re i ed NO 2 Other i [7/' Building Height: 35' UBC Standard [ ] • Impervious Surface covera e percentage: Lf Resource Lands&Public: 1 Rural Residenti.l: 25% Rural Ineal: Per UDC Sec 6.7 Rural Commercial: 60% Area of Building overage:60%in Rural In rial Lands only [ Total Building(s) Size: �� RVC:20,000 SF CC:5,000 SF NC:7,500 SF GC: 10,00 SF All others:subject to septic&water constraints/None s ified [ k, Setbacks: Front: 0 Left Side: Right Side: _C Rear: Shoreline Setback: LSHA Setback: [ Road Classification: Road Approach: EXISTING Q'D RAP [ SEPA Required: YES EMPT [ ] Flood Certificate: [ v( Existing Case(s)&Condition(s): Violations: Yes No [ t.' Recorded Date of Subdivision: AFN Over 5yrs=UDC Plat Conditions: <5yrs=Plat Conditions on plat or Old Ordinance [ Lots/Require Declaration of Restrictive Covenant YES $1, ubmitted: YES NO [ Q/ UGA No Protest Agreement YE 4011 ubmitted: YES NO [ 1,1/-- Site Visit conducted YES e � [ f Require Final Zoning Approva •ES [ ADMIN: Setbacks entered in Permit Plan case 4 YES New Parcel Tags entered in '; it Plan - ES Special Reports Scanned le" YES No parcel tags found for parcel Cases Associated with APN 940500042 Cases Name Review Type Status Planner ADR12-00059 KROPF F Application Received: 8/16/2012 Permit Issued/Case closed: Case Finaled: 911 - HEMLOCK ST BLD13-00112 KROPF I P Application Received: 4/9/2013 Permit Issued/Case closed: Case Finaled: New SFR SEP07-00345 KROPF I A Application Received: 10/22/2007 Permit Issued/Case closed: 6/24/2008 Case Finaled: SEP03-274 & SEP78-5 Both here, Both cancelled. SEP03-00274 CHORACH C Application Received: 11/6/2003 Permit Issued/Case closed: 1/5/2004 Case Finaled: Permit expired now filed with SEP07-345.. SEP78-5 an installed system now cancelled &filed w/07-345 SEP78-00005 VISCHER C Application Received: 9/14/1978 Permit Issued/Case closed: 9/19/1978 Case Finaled: 2/24/1999 This case is filed with SOM78-00005 KROPF N Application Received: 9/14/1978 Permit Issued/Case closed: Case Finaled: \\tidemark\data\forms\R_Parcel_CRMIA.rpt 4/9/2013 Page 2 of 2 • 0 El El 0 El M MI D III • ar. 1E 11 _ . . . . \ . 4 0 , , \ \ H \ \ / *----- t I\o/ :1. \ - 3FI --- / ) -- — 7:1 , . / . , „ , 8 Pri DJ -94 \ _417_ ,/ / , „ . _. _ _ '11 D /—g6SM SA 4 0 m e .., i .-.I iI ,N ill al,, I -- ./ . A \ \ \ 2 0 Z 1 I i - \ '.....%.. . > Immi I 11 I I \ mr1 1 I I a H > 0 , Z P3 ....4 , 1 1 ,/ \ (>1 §D 11 g) , c il ' , lily ',--, ,.._ 1T,. (f.:::..i %?) (-) rn -,- -^ , ._ _, ffl = ,-, CD C3 C 14 fflrr, ..z — ---1 Sheet Contents: Project Title: BASEMENT STANLEY & MARLENE L am .‘Ar C. % -.... .. . KROPF AR _ . r,,, , -, , 2,, _-_,, FLOOR ELEC. 151 HEMLOCK DR. HOMES ,..„ R.,. -I, 1•..) .-1 -1'” PORT TOWNSEND, WA 98368 PLAN92 & 94 KALA SQ. PL, PORT TOWNSEND, WA. 98368 LA LA (360) 379-8600 A N eo erlkd, JEFFER�I COUNTY • 'k4:el DEPARTMENT OF C lai-ACW21:'-jiker7---:r� 9. 8 621 Sheridan Street . 360/379-4450 . 360 4, E''«•51 Fax �p www.co.jefferson.wa • and v lop ent � a �; �, A' 2013 Master Permit Application - L i MLA: ACr S COUNTY Project Description(include separate sheets as ece bF COM MUNI TY DEVEL OPMENT OPMENT _._ New Construction of 2441 Sq Ft SFR Tax Parcel 940500042 Property 11742 s ft Number: Size: q (acres/square feet) Site Address and/or Directions to Property: 171 Hemlock Drive Cape George Villiage Div 3, lot 43 Property Owner(s)of Record: Stanley&Marlene Kropf Telephone:5743705790 Fax: email: sekropf @gmail.com Mailing Address: "'Hemlock Delve,Port Townsend,88368 Applicant/Agent(if different from owner): Phil Shankle Telephone: 360-623-5167 Fax: 3603794171 email: pshankle @lexarhomes.com Mailing Address: 94 Kala Square place,Port townsend 98368 What kind of Permit?(Check each box that applies JBuilding ❑Variance(Minor, Major or Reasonable Economic Use) ❑ Demolition Permit ❑Conditional Use[C(a),C(d),or C]** 1 Single Family ❑ Garage Attached/Detached ❑ Discretionary"D"or Unnamed Use Classification ❑ Manufactured Home ❑ Modular ❑ Special Use(Essential Public Facilities)** ❑ Commercial* ❑ Boundary Line Adjustment ❑ Change of Use ❑ Short Plat** ❑ Address ❑ Road Approach ❑ Binding Site Plan** ❑ Home Business ❑ Cottagelndustry ❑ Long Plat** ❑ Propane ❑ Planned Rural Residential Development(PRRD)/Amendments""` ❑Sign ❑ Plat Vacation/Alteration** ❑Allowed"Yes"Use Consistency Analysis ❑ Shoreline Master Program Exemption/Permit Revisions** ❑ Stormwater Management ❑Shoreline Management Substantial Development** ❑ Site Plan Approval Advance Determination (SPAAD)* ❑Shoreline Management Variance ❑Temporary Use ❑ Comprehensive Plan/UDC/Land Use District Map Amendment ❑Wireless Telecommunication* ❑Jefferson County Shoreline Master Program.Amendment ❑ Forest Practices Act/Release of Six-Year Moratorium ❑Tree Vegetaion Request *May require a Pm—Application Conference **Requires a Pre-Application Conference Ple tify a,�-ot ,state or f,deral permits required for this proposal, if known: RESIGNATION OF AGENT I hereby designate Phil shanks- to act as my agent in matters relating to is appli tion for permit(s). _ _ - OWNER SIGNATURE Date: By signing this application form,the owner/agent attests that the inf. mation provided herein,and in any attachments,is true and correct to the best of his,her or it's knowledge. Any material falsehoo• •r any omission o a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for th‘. • - purpose of application review and an ' spections. •tafrs acces- -nd right of entry will be assumed unless the applicant informs th- • n y in writing at the time of the +_', •• tiz"/` _ \ ;,for notice. / Signature: �l Date: , i The action or actions Applicant will dertake as a result`, the issuance of this permit may negatively impact upon o or more threatened or endangered species and could lead to a potential"take"of=n endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued wi not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even,`y T co •,, l -with the -fferson Cou development code.The Applicant acknow-dges th-t he,s - • itholds individual and non-transfer' •• ibili `.r adh-- g t• and compl ,g with the ESA. The Applicant has read this .4 clai,4-r and s• ah. dat-s it below. Signature: ` A Date: 4 C:\Documents and Settings\caral\Local Settings\Temporary Internet Files\OLK86\Master Permit Application 12-19-2006.doc • BUILDER STATEMENT • The signe • is st- eme o- here. fy that t.,ey are the Owners of the parcel r-ference, -rein,that t -r . r.�� - they will be - -'ii in. th-. . .1 %o a General ontractor for the propose. of-� . - . 1, I " Signature: Date: , % / f 1 GENERAL CONTRACTOR OR MANUFAC URED HOME INS ALLER: P.NE: i I :R 9 1_UI� Lexar Homes ( 360)623-5167 Li L, (360 )379-4171 � � MAILING ADDRESS: pshankle @lexarhomes.com EMAIL: pshankle @le4rhomes.com JEFFERSON COUNTY CONTRACTOR'S LICENSE WAINS DEPT.OF COMMUNITY DEVELOPMENT NUMBER: LEXARH*909QT NUMBER ARCHITECT/ENGINEER: McSquared PHONE (360 ) 754-9339 FAX:(360 ) 352-2044 MAILING ADDRESS: 1235 East 4th Ave Suite 101,Olympia Wa,98506 EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: ❑ New ❑ Wood Existing: Sewer ❑ Addition ❑ Steel Proposed: 3 Bank ❑ Community System ❑ Alteration/Remodel ❑ Concrete Total: 3 Height: ❑ Individual System ❑ Repair ❑ Masonry SEP Permit# 6'►-3•�Gj ❑ Demolition ❑ Other: Bedrooms: Water Supply: Existing: Setback: ❑ Private well ❑ Two Party Type of Heat: Proposed: m Public Total: 2 Name of System: Cape George Colony If this is a Commercial Project you must answer the following: Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this is a Propane Tank and/or Appliance Installation permit,mark all items below that apply: 0 Underground Tank 0 Above ground Tank Size of Propane Tank: ❑Heat Stove ❑Cook Stove ❑Woodstove ❑ Fireplace Insert ❑Hot Water Tank ❑Pellet Stove ❑Other Is this appliance being installed in a Manufactured/Mobile Home? Yes / No When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines, tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. Square Footage Current Proposed a„,, r nee Use Only unt °ativIs n.„h.,. , . Main Floor Heated _ 1482 G o0 EH Bld App Review: 2 Floor Heated Consistency Review: g a Other Heated `' ,- Base fee: / w �. 1 , ��g . ►s Mezzanine Additional Section: Heated Basement Plan Check fee: 30 959 4b . , . ►a��. Unheated Basement j State Surcharge fee: a i5 Other Unheated f Pot Water Review fee: O Garage/Carport .,,w �s SUBTOTAL Decks 435 9 911/Rd Approach fee: NIPc Other TOTAL: $ .3 lt2l/3 cis eceipt Number: j Zi ba 1482 z as Number: ®� 's 3,(Qs IA ESTIMATED COST(REQUIRED) I Date: .Fair market value of all labor and!r- -rials foundation to finish — t 3'et 7ii-f , 2 zi Initials: 6 C:\Documents and Settings\caral\Local Settings\Temporary Internet Files\OLK86\Master Permit Application 12-19-2006.doc 1 . I 7� CO6. JEFFERSON COUNTY i n r C I ,------,,,soN 1 �+ DEPARTMENT OF COMMUNITY DEVELOPMENT 1 I I ti ►� ! `� ;? APR 9 ?0131 , , 621 Sheridan Street • Port Townsend • Washington 98368 / Li U $Si, ti--- �O 360/379-4450 • 360/379-4451 Fax JEFFERSON COUNTY TNO http://www.co.jefferson.wa.us/commdevelopment/ DFPT.OFCOMMUNI1YpFVFIOPMFNT Stormwater Calculation Worksheet MLA# PROJECT/APPLICANT NAME: DETERMINING STORMWATER MANAGEMENT REQUIREMENTS: This stormwater calculation worksheet should be completed first to classify the proposal as "small,""medium,"or"large." The size determines whether a Stormwater Site Plan is required in conjunction with a stand-alone stormwater management permit application, building permit application, or other land use approval application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan, if required. PARCEL SIZE(I.E.,SITE) Size of parcel f 2 9O acres / An acre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet // 7Z- sq/ft Land-disturbing activity is any activity that results in movement of earth, or a change in the existing soil cover(both vegetative and non-vegetative) and/or the existing soil topography. Land disturbing activities include, but are not limited to clearing, grading, filling, excavation, and compaction associated with stabilization of structures and road construction. Native vegetation is vegetation comprised on plant species,other than noxious weeds,that are indigenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such as Douglas fir,western hemlock,western red cedar,alder, big-leaf maple, and vine maple; shrubs such as willow, elderberry, salmonberry, and salal; herbaceous plants such as sword fern,foam flower,and fireweed. LAND DISTURBING ACTIVITY,CONVERSION OF NATIVE VEGETATION,AND VOLUME OF CUT/FILL Calculate the total area to be cleared,graded,filled, Answer the following two questions related to excavated, and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: Does the project convert 3A acres or more of Construction site for structures ,,7itLj/`/ sq/ft native vegetation to lawn or landscaped areas? Drainfield, septic tank, etc. `---- sq/ft Circle: Yes No Well, utilities,etc. sq/ft Does the project convert 2'/2 acres or more of native vegetation to pasture? Driveway, parking,roads, etc. e/310 sq/ft Circle: Yes No Lawn, landscaping, etc. sq/ft Other compacted surface, etc. sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance "7/-x5-/ sq/ft Cut / Fill , (cu/yd) [over] stormwater calc worksheet Rev 9-9-2010—REV 9/9/2010 1 9 • Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited to roof tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads, packed earthen materials, and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater. STORMWATER CALULATIONS–IMPERVIOUS SURFACE NEW EXISTING Structures(all roof area) - 911 sq/ft Structures (all roof area) sq/ft Sidewalks sq/ft Sidewalks sq/ft Patios sq/ft Patios sq/ft Solid Decks sq/ft Solid Decks sq/ft (without infiltration below) (without infiltration below) Driveway, parking, roads, etc 4L 31 O sq/ft Driveway, parking, roads, etc sq/ft Other sq/ft Other sq/ft Total New % "?,c/ sq/ft Total Existing sq/ft TOTAL NEW+TOTAL EXISTING* y 51 sq/ft *This amount will be used BY STAFF to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v. REDEVELOPMENT Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: YO % Does the site have 35%or more of existing impervious surface? Circle: Yes No FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet. Proponents of"medium" projects—those that must meet only Minimum Requirements #1 through #5—and for "large" projects—those that must meet all 10 Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Stormwater Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners • •- affected property. yi; Orr (LANDOWNER•RAUTHORI El REPRESEN ATIVE SIGNATURE) (DATE) d 00it j WigI.�i. wh,r`�i r� w e^-p,`�;�a''s�rs xv'r f��.HS"�s,pt(a i�'A 3 r F r s a v 34,?..y�Pr� v� ��X--%f�,'6'�'�.t ve•A a �.,k +:L �q,�r 8g9. 5 5 r:x �ci t vae , Rs „r410 ✓ 4 4 « ^ y' 1, , —44 ,.-4.w"Atste stormwater calc worksheet Rev 9-9-2010—REV.9/9/2010 2 • El PE 1E El ® M tE I` Li L EE 9 m C,4 cn m N Z S Z W o m m TT v MI 11 1/o\ = •D ®o D o D Z „` U) rn D 7r-c: -1 E 0 rn . Z �N s 4,...., , n .., ) ___"/ _ 1.-- 711. ...17.,.. r, 0 __ 0 ,_,_,, c_., . D --, a - m T N N V r. D .....i Z I 3 NI m O p T m m 0 --) z 4, Cii i J D 1 i j - i,I m o- 0 0 Sheet Contents: Project Tit/e:,, .. CD -0 BASEMENT STANLEY & MARLENE LE Xrk A R c::,_ , _ o K ROPF IVo N c FLOOR 151 HEMLOCK DR. HOMES rn o IV o _, PORT TOWNSEND, WA 98368 N N i PLAN 92 & 94 KALA SQ. PL., PORT TOWNSEND, WA. 98368 w w (360) 379-8600 • El M IM 21 El M II El a olo IIII 4--"------,-----, ll • SA bir< ii \ II JTu1!1 , rml"r1 '� �� \_ pl„,. m.mmcn n m _'s�/cM w � m nZ n II rm -° i J> 0 , 0 SA Z P3 0 s o ' {5 l , , I { I S 1 :a ' ! k _ m °o& - o (n Sheet Contents: Project Title BASEMENT STANLEY & MARLENE LE ® a KROPF ..... , ? 8 ° N FLOOR ELEC. 00 ry 151 HEMLOCK DR. HOMES tv �' PLAN EA' w PORT TOWNSEND, WA 98368 92 & 94 KALA S0. PL., PORT TOWNSEND, WA. 98368 (360) 379-8600 • • Jefferson County DCD Building Division Correction Notice PERMIT NUMBER ?4. (3 -112 OWNER JOB LOCATION 11 0 Inspection of this structure has found the following violations: 07er,b.;I D It- GA)AA°R.44 TG-Ps mot,5 C) `M L/& #‘7,-- t r t our -T A 2 1- C g-l- w, r\%\ 37c-yN53 You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date ,''-19 Inspector); h■ BUILDING DIVISION(360)379-4450 INSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE S Jefferson County DCD Building Division Correction Notice PERMIT NUMBER /3- /jo//Z OWNER Ki o 1f JOB LOCATION / 7/ )1/4'McoeK j,e_ Inspection of this structure has found the following violations: • - 153 ►I i� t L /, zR#lt)t- PA't 15 <cs dC SSE CKED II II� You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date i/l IA'f Inspector BUILDING DIVISION(360)379-4450 INSPECTION HOTLINE(360)379 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • S Jefferson County DCD Building Division Correction Notice PERMIT NUMBER /3- ‘101/Z. OWNER ik gop JOB LOCATION /7/ 11,-Z--"m;:c;5(.ir; `7i— Inspection of this structure has found the following violations: .) !^ c A:7:77 1 / vsi&.>r.A-5 4(/a/V/17r/ .1z eeAi You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. n ,10-�L:/ Date �°- I Z, �'S Inspecto J BUILDING DIVISION(360)379-4450 NSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • Jefferson County DCD Building Division Correction Notice PERMIT NUMBER / 3 - ©o I! Z fj OWNER ROrkt JOB LOCATION /7/ hkAiL t< .VIZ Inspection of this structure has found the following violations: 0 t L Lk>ruNGg' Tv SrrE PL M J 4A?E 5t _s'z,RA4!?'rgD TO OC O c4e_ g6-vt6,1,.) AND 4PI''Dvac. ( PL-A rs) R-EV t g Jo Q_s 419€ ""rt> Be 5ti8/u r'rt -to _D(_c i=&Z A PPROIlit ,u5Fe crio,it i eQ/' You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. I Date 9/l2/3 Inspector BUILDING DIVISION(360)379-4450 INSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE r • • 7 BUILDING PERMIT 410 Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD13-00112 Received Date: 4/9/2013 SITE ADDRESS: 171 HEMLOCKS DR. Issue Date 6/10/2013 PORT TOWNSEND, 98368 Expiration Date 6/10/2014 OWNER: STANLEY E KROPF PHONE: MARLENE Y KROPF 171 HEMLOCK DRIVE PORT TOWNSEND WA 98368 CAPE GEORGE VILLAGE DIV 3 SUBDIVISION: Block: Lot: 43 PARCEL NUMBER: 940500042 Section: 13 Township: 30 N Range: 02 W CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2014 PROJECT DESCRIPTION: New SFR TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,482 VALUATION 273,588.00 ADD'L: HEAT TYPE: EEE CODE EDITION: 2009 HEAT BASE: 959 HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N GARAGE: SHORELINE: CONST TYPE: DECK: 435 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: 11050 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $1,968.15 CJZ 04/09/13 140217 Exist: Exist: 0 Plan Check $1,279.30 CJZ 04/09/13 140217 Prop: 2 Prop: 3 State Building Code $4.50 CJZ 04/09/13 140217 Total: 2 Total: 3 Potable Water Application $66.00 CJZ 04/09/13 140217 Total: $3,317.95 Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY- THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED 1 • • I Jefferson County Building 6'vision Permit N er: BLD13-00112 BUILDING PERMIT INSPECTION APPROVALS Applicant: KROPF Applicable Code: 2009 International Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the inspection is needed. Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Setbacks ;,,_._ �._ ._,-..� 9_17.../ .,:r. Erosion Control Foundation Footing — ? i Footing Drains , �L / E ; Foundation Stem Wall yz.04 ' , 514d i0T DT Underground Plumbing /`� JV/t,v o r'vr e,� /b y l3 Under Floor Framing Straps(hold downs) PM L�7 �� f� Ext.Shear Wall Nailing / f CY " rgor-5 Vr- /2/7/P3,%' , Rough-in Plumbing ` V14/14 0 Framing t/274 iilt Blocking Z f Airseal rA trEMONIIM1111111 Insulation:Walls , —1- tf 9ci - • 0 4t)Insulation:Floors �S Z.,pcv' Insulation:Ceiling int.Shear Wall Nailing G .rj Wallboard Nailing `711'2-11 Gas Line:Interior Gas Line:Exterior Propane Tank Heat/Chimney Clearance ;;,1_1446) Mechanical Systems Duct Test Cert -7I 2-1 1`4 It Blower Airtight Test Smoke&CO2 "1124 PI Drywell/Alt Drainage y /,,,12 Pm Address Posted �• p,-4/1 tt .*,,,,f7-1!, 7.)-; _(.7 , ),______) • • • tecz„,,, FINAL INSPECTION 11211`{ FINAL INSPECTION UST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR CONDITIONS for Building Permit# :BLD13-00112 1.) The project shall adhere to the Best Management Practices(BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 2.) The site plan as submitted with the Building Permit application on April 9, 2013County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated April 9, 2013 shall be resubmitted for review and approval by Jefferson County Department of Community Development. \\tirlamark\riata\forms\F RI rt Parmit Rlrin mt R/10/901:1 I III I I. • DEPARTMENT OF COMMUNITY DEVELOPMENT -,,,,,NG'CG Date: S—Time Received: / / a e: Mon. Tue. ed.. Thur. Fri. Date: BLD: `3—//2, Contact Name: Owner: Contact Number: 360 3747 1 749 Address: / 7/ A ,.e0,-...L©c.K... 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection._X. Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling / • ti: Date /O.—, time received dam • � Mon. Tues. ,Wed: Thur. -'C MD: / 3 - 1 T Z !�iO1 Date: `cf OWNER: . Contact Namec ADDRESS: / 7 l • /167-1 404-4-• Contact Number:360 '9?7 _�. Notes: 206 _ r, . . :Foundation Plumbing" - Framing . Propane Tank• Mechanical . Setbacks Under-ground Framing Under ground ___ Furnace Footing Rough in Air seal Above ground Gas Stemwall _ Hydronic Exterior shear Exterior lines • Oil _ Straps Interior shear Interior lines Ducts Post Hole V Ventilation _____ - --- Appliance _ Underfloor Gashvood stove Man•Hontes — Setbacks Insulation. Final inspection ; Foundation Block&Tie — floor wall ceiling 9 - Address Posted ''' "'"-f-2• / . = .. Date time received 6 j pm Mon. Tues. ,Wed= Thur. - Fri, • i3LD: I 3 I I Date: g^ OWNER: Contact Namee ADDRESS: /71 - ifeli(Z iO< _ Contact Number:360 G:3 3767 - r Notes: - - . 206 a Foundation Plumbing - Framing Propane Tank - • Mechanical Setbacks Under-ground Framing Under ground Furnace Footing Rough In Air seal Stemwall Hydronic Above ground Gas _ Straps Exterior shear Exterior lines Oil _ Interior shear interior lines Ducts Post Hole • Ventilation - — Underfloor Appliance !Man-Homes Gas/wood stove Setbacks • insulation. Foundatiorr Final Inspection 8icck&Tie floor wall ceiling `' Address Posted .,:•,4--i:Tfi::•-. •. a. Date /06". time received 4,Z:3 7 am 6M7 Mon. (<:....9 Wed-. Thur. --Fri. BLD: 13 - ill- / . Date: • OWNER: .(2E05 5 - - Contact Name,: ADDRESS: / 7/ 14--144Zz'6L- Contact Number:360 3 46 . _ •206 - . tl- Notes: . . Foundation Plumbing - Framing Propane Tank . Mechanical '. • Setbacks Under-ground Framing Underground Fumace _ Footing Rough In Air seal Above ground • Gas Stemwall _ Hydronic Exterior shear '›c_ Exterior lines Oil — _____ Straps Interior shear Interior lines • Ducts -7--- ---- ---- - 1 Post Hole - Ventilation Appliance Underfloor Gas/wood stove Man-Homes , Setbacks , " Insulation. . S Final Inspection - Foundation - •;'-- :4 1 - -p.-- Block&Tie floor wall ceiling Address Posted • i .. . . - - . • . . " • 411711(• Y.: ‘,-7,..:1 - -'.- • Vile' - . ._:;:z..11‘tt.,,..41.2.,.1.,:ti... ' . . . . . . . • ':::::- . . . , • _. Date /0/ig time received IC'.747 0/ pm Into Tues. Wed-. Thur. --Fri. BED: 13 - 117- . . Date: , . . 09".1:7-c OWNER: e"..(..Jr .3 . . - Contact Name: /70/JY/4 - ADDRESS: /7/ .gemte,ct...„ . - Contact Number.360 .5X- . 9 - - /749 ,. Notes: . - t•- - - . - • . . " . r Foundation Plumbing -Framing Propane Tank Mechanical Setbacks Under-ground ('* Framing Underground Furnace Footing Rough in Air seal Above ground - Gas Stemwall __ Hydronic Exterior shear Exterior lines Oil Straps Interior shear Interior lines • Ducts A . Post Hole " Ventilation Appliance • Underfloor _ Gas/wood stove Man-Homes Setbacks ' Insulation Final Inspection --:-.1 Foundation . '..; .s. Block&Tie floor _wall ceiling Address Posted gFgON CD �k r°JEFFERSON COUNTY 9s ,, DEPARTMENT OF COMMUNITY DEVELOPMENT Date: ? } 2°j Time Received: 2_(� am/pm Mon. Tue. Wed. Thur. ' Date: BLD: ('3 % 1.— Contact Name: Owner: Contact Number: 360 -5 79 /7 Address: t 7 I tiE'4ALOck/ 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling ,:,,z-s° c.%_c. JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT ��SHtNO.Ce? Date: 5" Time Received: CL� amr Mon. Tue. ed. Fri. Date: 2Z BLD: 13 — //Z Contact Name: Owner: Contact Number: 360 3jq 17.3cl Address: 7/7 14-e104(-001A- Dr 206 Notes: IU pr. 312 2 Z(( 1 3P (7-7\- _ , Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block &Tile Ceiling �� ox oae,t JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT '41frNo's Date: 1/3 Time Received: 12 :3i- amj Mon. O Wed. Thur. Fri. Date: ' BLD: 13 J.1 Z, Contact Name: Owner: C `r!1- Contact Number: 360 6,z3 -614,7 Address: 171 i-lemk.,,>�:,; Vg 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing )(, Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling Q4gON CMG $ . JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Date: 01 Time Received: / f f C.c.r3om Mon. Tue. Wed Thur. Fri. Date: 6/ BLD: )3 0011 'Z Contact Name: L „ q1 Owner: WLo� Contact Number: 360 ;37/- 17f Address: f -! 1 NEMLeez. D rZ 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling • Inspections are required to be called in by 3:00 pm to receive an inspection the next day. Do to staffing issues, at this time,we cannot guarantee that you will receive an inspection the next day. day. Unless you receive a call from us, assume we will arrive on your requested inspection day. • You may leave an inspection request 24 hours a day, and Inspections are available from Monday through Friday. • We cannot determine the time we will arrive in advance. However, if you call our office the morning of your inspection,around 9:00 a.m.,we can give an estimate of when the inspector will arrive. Our general office phone number is 360 379-4450. • An approved set of plans are to be on site with building permit for all inspections. If permit and plans are not on site at time of inspection, a re-inspection fee must be paid prior to re-scheduling another inspection. • If no access, no inspections will be performed, and a re-inspection fee must be paid prior to re-scheduling another inspection. • Inspectors will not access a home that has personal affects inside when the owner is not present. • Commercial projects require 24 hour notice for inspection. Of o.311-- �4 ox coGy JEFFERSON COUNTY qso DEPARTMENT OF COMMUNITY DEVELOPMENT Date: 29 Time Received: /0�7 ra r pm Mon. Tue. Wed. Thur. Date: 5---30 BLD: /g— //d„ Contact N. e: Owner: Contact umber: 360 3'7q --/799 Address: ,try. CO ,, , r 206- a__ Notes: imiL - — Foundati n PI mbing ,Framing Propane Tank Mechanical Setbacks Unde ound Fra••••- Under ground Furance Footing gh In it Seal Above ground as Stemwall Hydro • = io shear Exterior lines / Oil Straps ! : er Htr , ► erio shear Interior lines Ducts Post Hole \ Ven lation ■ •*Hance Unde flo• e• ,,•• stove Man-Homes aiii. tion \ , Final In pection Setbacks •I•or Foundation all Address Posted Block&Tile ' Ceiling