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HomeMy WebLinkAboutBLD28010 SFR - BLD Permit / Conditions - 5/1/1991 BUILDING PERM ITAP. P_ LICATIO:N'. MASON.COUNTY ,DEPARTMENT of_GEN ERA USERVICES P.O._ PDX 186 SHELTON,-WASHINGTON 98584 .427-9670 DATE ISSUED _ 'PERMI NO. a�olD NAME MAIL ADDRESS CITY b STATE PHONE ,b. OWNER !f' . - 9 s 21Por I 456 /1079 ` DIRECTIONS : .TO JOB SITE _ Vey Z)o ,r/ <'.iy Tcrve zs�dn. 7 ? el5CO P� 7 ' i .PARCEL LEGAL .C/S .�acr .4 �!� I NUMBER LOT _ DESCR. L(§"f j NFL�7 �A esu- r2 A' IOle r%A�d4; . lIM3 •ed/rrMC i NAME ' MAILADDRESS CITY STATE LICENSE NO. ZIP , PHONE 1 'CONTRACTOR ��LG 'USE OF BUILDING CLASS OF i" �. 1 r ".. . WORK r - I'NEW '1✓ I' ADDITION • _ ALTERATION REPAIR MOVE" -REMOVE , `.DESCRIBE . ..., • I J - WORK I BEDROOMS DECKS NO - CARPORT /✓O I NOTICE - BATHROOMS 21 S TOTAL SO GS SEPARATE PERMITS ARE REOUIRED FOR PLUMBING, H ATING, VENTILATING OR AIR .FT. GARAGE, Y- CONDITIONING. NO.OF STORIES BASEMENT ATTACHED S THS PER MITBECOMESNUI LAND VOID IFWORKORCONS RUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 JAYS, OR IF CONSTRUCTION R WORK IS SUSPENDED OR TOTAL SO.FT.V3REM FIREPLACE DETACHED lVe ABANDONED FOR A PERIODOF IBC DAYS AT ANYTIME AFTE R WORK IS COMMENCED. PERMANENT . _. SHORELINE e-- - '- Y SEASONAL " - - OWNERSAFFIDAVIT - I CONTRACTORS AFFIDAVIT I CERTIFY THAT I AM EXEMPT FROM THE REQUIREMENTS OF THE CONTRACTORS I CERTIFY THAT I AM A CURRENTLY REGISTERED CONTRACTOR IN THE STATE OF REGISTRATION LAW RCW 18.27,AND AM AWARE OF THE MASON COUNTY ORDINANCE WASHINGTON AND I AM AWARE OF THE ORDINANCE RED AREMENTS REGULATING THE REQUIREMENTS FOR WHICH THIS PERMIT IS ISSUED AND THAT ALL WORK-DONE WILL BE WORK IFOR WHICH THE PERMIT IS ISSUED AND ALI WORK DONE WILL BE IN IN CONFORMANCE THEREWITH. NO CHANGES SHALL BE MADE WITHOUT FIRST I CONFORMANCE THEREWITH.NO CHANGES SHALL BE MA E WITHOUT FIRST OBTAINING OBTAINING APPROVAL FROM THE BUILDING DEPARTMENT. I l APPROVAL FROM THE BUILDING DEPARTMENT. k XOWNE DATE /O- 5/' 90 - i xBY DATE FOR OFFICE USE ONLY DEPARTMENT APPROVED YES NO -P"p YES NO ARTMENT _ -.�. APPROVED BUILDING VALUATION J _ - ,. HEALTH PUBLIC WORKS - FEE PLANNING q`Z FIRE I BUILDING PERMIT I'SO S O D.O.T. - BUILDING (1 PLAN CHECK 2 " O y SPECIAL CONDITIONS BUILDING GROUP I 1'll_� PRE-INSPECTION9MA00, YllIffh". 0h ' IA Muff I SHORELINE WOODSTOV971— C _ cY� - PLUMBING u _ 3S-off 1 nL Z 5�D MECHANICAL fl STATE BUILDING FEE SID STATESURCHARGE APPLICATION ACCEPTED BY PUNS CHECK BY A PISSUANCE CADATION TOTAL BY I CK MO - BUILDING PERMIT PLOT PLAN MASON COUNTY DEPARTMENT of GENERAL SERVICES P.O. Box 186 SHELTON, WASHINGTON 98584 427-9670 DATE ISSUED PERMIT NO. NA ADDRESS STATE ZIP PHONE OWNER ?� 7oit/ 11710 Q 9-?F O/ al, S^D —1677 DECTONS TO JOB SITEd r A", on 50- E.v ,s/�P�Tc� .Zs/,4,a,�Q/ B � .C.o - _. a PARCEL LEGAL 73 Ide �c Qti A/7X!v4 - ¢Levli7aecaf NUMBER DESCR v/r7r PA lU Indicate below' O Property lines and dimensions. O Easements and roads. O Septic, drainfield and reserve area, or sewer. O O Septic tank and drainfield setback distances from foundations. O Location of proposed construction on property. O Building & septic system setback distances from all property lines& easements, Indicate Nort O Well and water line. In Circle O Saltwater, lakes, rivers, streams, wetlands, drainage. O Attach copy of septic system"as built' or septic permit approval. O Indicate topography profile of property and structure on reverse side. . KV1PT11C1 I I I 1 I zSlk S C d I I P o 1,,vl 710 i DIPIA F E L I w � lip cc P o / v -rl c o M Mu —W .4171.rk I II A .VD D e A V PE P P � r I I I I I I I / I I/We certify that the proposed constructlon will conform to the dimensions and uses shown above and that no changes will be made without first obtaining approval. SIG URE OF OWNERl!�!OR AUTTHHOOURIZED REPRESENTATIVE DO NOT WRITE BELOW THIS LINE APPROVED DISTRICT AS NOTED DATE a d m m U w V m a d m 0 cc J ¢ c �o ❑ % ❑ ❑ � c cLU OC O dH « x wx ❑ r m s N o u y y d d p G I U Qg O d m m m p E \ N `I d d jj > 'm o m R \ C m oV E o r a v m dao °.o h F ✓N Na ev o.E xv ovmmd¢ 3 m 0 E E E o cna tf r Q Q LU pEEcq m ._ -E �ZUUd�'a t'i3m � o 0 N ^� SH r W a= b I a Q 6 6 d w �� > v O '"1 d S LL n v y , noa ? i.. Z n d O ac �< o o 6o m u 0 Bi ad d U m o c'^ a E A "Y jL 7d F N w C 0 a N d; dN 0 d _ - sssrzztaai'o'e'o'sna 5861 aunt`OOBC wiod Sd ---------------------------------------------------- - --- WATTSUN 5. 3 1991 WA STATE ENERGY CODE COMPLIANCE REPORT 09 03/92 FILE: C:\WATTSUNS\DUTTONJD.WS HOUSE ID: J.D. Dutton Site: Analyst: Loren Kelley Mason County Jurisdiction: Mason County ( ) - Utility: Homeowner: J.D. Dutton House Type: Single Family Floor Area: 3012 ft2 ( ) 943-1879 Builder: Will Rozon Weather Data: Olympia, WA 177 Olympic Way NW Climate Zone: 1 ( )956-3141 ------------ The PROPOSED design *COMPLIES* with 1991 WA State Energy Code. REFERENCE PROPOSED COMPONENT PERFORMANCE 681 663 Btu/hr-F ENERGY BUDGET 4 .80 4.65 kWh/ft2- r REFERENCE DESIGN Reference Component Value X Area = UA -----------------------------------------------------------------I ------------ Floor U-0.041 3012 123 . 5 Glazing @15% U-0 .650 451 .8 293 .7 Doors �ER6Y� � U-0.400 48. 0 19. 2 AG Wall 503 "4�AYE U-0 .062 2261 136 .4 Ceiling, Attic QLYMPI�WI19850� U-0. 036 30i2 108 . 4 Infiltration ACH-0. 350 28770ft3( 184. 3) ---------------=------------ Reference UA 681 PROPOSED DESIGN COMPONENTS Component Description Value X Area = UA -----------------------------------------------------------------j--------____ Floor R19 vented Joist 16oc U-0.041 3012 123 .5 Glazing @17% 2G1 Vinyl 1/2" U-0. 540 �� 7�. 1 258. 2 **2GL French Door U-0 .540 33 . 3 18 .0 Doors Wood 1-3/4" solid flush U-0. 330 48 0 15 . 8 AG Wall R19 STD T1-11 U-0.065 2141 139 . 2 Ceiling R30 blown Attic STD baffled U-0.036 30i2 108. 4 Infiltration Standard Air Sealing ACH-0 . 350 28770ft3 (184. 3) ---------------------------- Proposed UA `\I 663 Items in parentheses not included in COMPONENT PERFORMANCE totals ** Denotes non-standard values - check calculation of thermal value. Page 1 ------------ WATTSUN 5. 3 1991 WA STATE ENERGY CODE COMPLIANCE REPORT 09/03/92 FILE: C:\WATTSUN5\DUTTONJD.WS HOUSE ID: J.D. Dutton Struc Mass Light Frame, Sheetrock walls M- 3 .000 3012 9036 -------------------------------------------------------------------------------- HEATING/COOLING/VENTILATING SYSTEMS PROPOSED Heating System Type: Heat Pump: Air Source Make: HP Air Source Default System Efficiency: 6. 8 HSPF Modified Efficiency: 156 Design ACH: 0. 60 Heating Load(at 53F dt) : 65160 Btu/hr System Size: 36. 6 kBtu/hr at 47F 20 .8 kBtu/hr at 17F Maximum Size @150& : 23 .5 kW Auxiliary: 10.0 kW HP Balance Point: 35 F Average Annual Heat: 20308 kWh Annual Cost: $ 1117 Ventilation System: Integrated Spot & Whole House Cooling System: Example SEER: 10. 0 (Ducted) Cooling Load(at 5F dt) : 43892 Btu/hr Recommended Size @125%: 5. 1 tons Annual cool requirement: 2379 kWh/yr Solar Access: Partially Shaded ------------------------------------------------------------- ------ PROPOSED DUCT SYSTEM Location Avg Rvalue Surface Area ------------------------------------------------- SUPPLY Vented crawlspace R- 8 .0 602.4 ft2 RETURN Attic or garage R- 8. 0 120.5 ft2 -------------------------------------------------------------------------------- GLAZING ORIENTATION PROPOSED PROPOSED South 28. Oft2 North 101.4ft2 Southeast Northwest : East 229.0 West 153 .0 Northeast Southwest : Economic and energy consumption estimates are designed for comparative purposes only. Actual cost for heating will vary depending on weather conditions, occupant lifestyle and other factors. The Dutton Residence STRUCTURAL NOTES DESIGN Structural design is in accordance with the structural provisions of the Uniform Building Code, 1988 edition. DESIGN LIVE LOADS Roof (Snow) = 25 PSF Floor = 40 PSF Seismic = Zone 3 , Z=0.3 I=1.0 Rw=8 C=2 .75 Wind Load = 80 MPH wind speed; Exposure C; Qs=17 'PSF Method 2. SOILS BEARING 1, 500 P.S.F. - Assumed allowable soils bearing pressure. CAST IN PLACE CONCRETE f'c = 3 , 000 psi. Minimum 5 sacks of cement per cubic yard of concrete for footings, foundation walls, slabs on grade and miscellaneous concrete. REINFORCING STEEL Reinforcing steel shall conform to ASTM A-615 Grade 60 (except #3 stirrups may be grade 40) , new billet stock, and securely tied with 116 double annealed wire. Reinforcing in slabs shall be supported on well cured concrete blocks or approved metal chairs. Provide support as indicated orl recommended by A.C. I. STD 315. Reinforcing shall be placed in _ accordance with "C.R.S. I. Recommended Practice For Placing Reinforcing Bars" . CONCRETE COVER The following concrete cover shall be provided for reinforcement: A. Concrete cast against and permanently exposed to earth: 3" . B. Concrete exposed to earth or weather: 2" for #6 through #18 bars. 1 1/2" For #5 bars and smaller and W.W.F. C. Concrete not exposed to weather or in contact with ground: Slabs, walls, and joists: 1 1/2" for #14 and #18 bars, 3/4" for #11 bars and smaller. CONCRETE WALL REINFORCING All concrete walls shall have minimum reinforcing of 15 at 15" o.c. each way, unless noted otherwise. At all openings provide (2) 15 over, (1) $5 under and at each side of opening, and (1) 15 diagonally at each corner of opening. BRICK VENEER Brick Veneer shall be anchored to stud wall (16" o.c. ) using 3/4" wide (22 GA) Galvanized masonry anchor ties per UBC Section (3006) @ 16" o/c horizontal and 16" o/c verticall. Anchor ties shall have a lip or hook on the extended leg that will engage or enclose .a horizontal joint reinforcement wire. No. 9 GA. annealed wire shall be installed in each horizontal course containing masonry ties. Lap wire 3" minimum. At openings, provide L 4 x 3 x 1/4 (LLH) for lintel support with 4" minimum bearing length at each end. CONCRETE EXPANSION ANCHORS AND INSERTS Expansion anchors and inserts shall be ICBO listed and shall have working strength capacity equal to the ultimate capacity divided by 4, which shall be equal to or greater than the values listed in UBC table No. 26-F for the equivalent size bolts. STRUCTURAL STEEL Shapes and plates shall be A-36 material. Tube steel columns shall be A500 grade B, fy=46 ksi. WELDING All welded connections shall conform strictly to Americ n Welding Society standards and the Uniform Building Code Welding electrodes shall be E70XX. GLUE-LAMINATED BEAMS U.B.C. combination 24F-V4 for simple spans; 24F-V8 for cantilevered beams.Glu lams shall conform to ICBO report 2519 . Lumber shall be Douglas Fir; 2, 400 P. S. I. Camber Ifor dead load as shown on drawings. Waterproof glue all beams. . 2 WOOD FRAMING. LUMBER GRADING Allowable stress required shall be in accordance with standard grading rules of West Coast Lumber no. 16. Moisture content shall be 19% maximum. Load bearing and exterior studs and plates shall be of grade hem-fir #2lor better, unless noted otherwise. Joists and headers shall be of grade DF 12 or better, unless noted otherwise. Plywood sheathing shall be APA grade trademark plywood with nominal thickness as shown on drawings. Roof and wall sheathing shall be C-D (unless noted otherwise) , interior with exterior glue and shall be nailed with 10d at 6" o.c. !long edges and at loll o.c. along intermediate framing members, unless noted otherwise. Boundary nailing at roof and floors to be lod @ 6" O.C. Roof sheathing nailing @ shear walls to be same as edge nailing of shear wall. All floor, roof, and shear walls require 4' x 8' plywood sheets except at edges of diaphragms. Any plywood sheets at edges less than 24l' shall be fully blocked around entire piece with lod nails @ 6" o/c unless noted otherwise. Provide joist blocking per UBC 1988. Stud walls shall be bolted to perimeter concrete stem wall with 1/2" diameter anchor bolts @ 32" o.c. maximum spacing, unless noted otherwise. There shall be a minimum of two bolts per section of stud wall plate, and a bolt shall be locate within 12 inches of each end of the plate. All bolts require nuts and washers. SHEAR WALLS Shear wall construction shall conform with that specified in shear wall schedules as a minimum. SECTIONS AND DETAILS Sections and details showing reinforcing, bolts, framing members, and connections are intended to illustrate specific details. No attempt has been made to show all elements passing through a specific section or detail. Exposed bolted beam connections shall be furred by contractor to conceal bolts (verify with architect prior to installation of connectors) . REFERENCES Refer to Architectural drawings for all dimensions not shown, for size and position of openings, breaks in structural members due to architectural treatment, location of sumps, and etc. 3 INSPECTION Continuous inspection shall be provided for all concrete footing, wall, and slab construction. Also, Inspection shall be provided for floor and roof diaphragms, drag struts, and boundary nailing prior to application of roof building paper or floor cover. t GENERAL NOTES 1. D Denotes shear wall type. See shear wall schedule. 2 . —{> HD denotes Simpson Holdown or strap. 3 . Where header support is not called out, support header as shown on A7 4 . All connectors are based on Simpson Catalog C-90H-1. Follow manufacturer's recommendations for installation and type of fasteners. 5 . Use 1/2" CDX plywood at roofs and 3/4" CDX tongue and groove plywood at floors. Plywood at all floors shall be glued and _nailed. 6. Blocking shall be provided and installed at end support and where rafter/joist is continuous over support. Provide blocking within span at 8 feet o.c. of floor/roof joists. 7 . All exterior wood framing members exposed to weather (hall be pressure treated and all exterior steel connections and connectors exposed to weather shall be galvanized. 8 . All exterior walls shall be 2 x 6 HF 12 at 16" o.c unless noted otherwise. 9. Use 24" x 24" - 14 elbow bars at all 90 degree bends on horizontal steel. Dowel all interior cont. footing steel into perimeter footings with elbow bars. For foundation anchor bolt requirements see the structural notes and the shearwall schedule. 10. All holdown bolts at the foundation shall be installel prior to pouring of concrete. Holdown bolt shall extend in:o footing of stemwall and shall have hook embedded in f oting. Blockouts in concrete stem wall shall be located outside shear walls and a minimum of 2 feet away from holdown location. 11. Trusses shall be designed by truss manufacturer and shall be spaced @ 24" o.c. Truss manufacturer shall design and provide all connections between trusses and girder trusses. Roof members framing at end walls shall be determinedlby the truss manufacturer. Temporary and permanent truss bracing shall be designed and provided by the truss manufacturer to resist lateral forces. Sway bracing shall be provided for Trusses at ends and at 20 ft. intervals along the ridge line. rJ i SHEAR WALL SCHEDULE A. PLYWOOD SHEAR WALLS DMAXIMUM SHEAR = 250 P.L.F. Use 1/2" CDX plywood sheathing- one side of wall. Nail all edges with 10d nails at 6" o/c. For framing use HF12 . Provide 1/2" diameter anchor bolts at 32 ' o/c maximum spacing at the foundation. See plans for locations and sizes of holdowns. DMAXIMUM SHEAR = 375 P.L.F. Use 1/2" CDX plywood sheathing - one side of wall. Nail all edges with 10d nails at 4" o/c. For framing use HF12 . Provide 1/2" diameter anchor bolts at 241,f o/c maximum spacing at the foundation. See plans for . locations and sizes of holdowns. DMAXIMUM SHEAR = 435 P.L.F. Use 1/2" CDX plywood sheathing - one side of wall. Nail all edges with 10d nails at 3 1/2" o/c. I For framing use HF#2 . Provide 5/8" diameter anchor bolts at 32" o/c maximum spacing at the foundation. See plans for locations and sizes of holdowns. DMAXIMUM SHEAR = 560 P.L.F. (3 x FRAMING) Use 1/2" CDX plywood sheathing - one side of wall. Nail all edges with 10d nails at 2 1/2" o/c staggered. For framing at vertical and horizontal edges use 3" nominal or wider HF12 . Provide 5/8" diameter anchor bolts at 24" o/c maximum spacing at the foundation. See plans for locations and sizes of holdowns. 6D. MAXIMUM SHEAR = 770 P.L.F. (3 x FRAMING) Use 1/2" CDX plywood sheathing - one side of wall. Nail all edges with 10d nails at 2" o/c staggered. - For framing at vertical and horizontal edges use 3" no inal or wider DF42 . Provide 5/8" diameter anchor bol s at 18" o/c maximum spacing at the foundation. See plans for locations and sizes of holdowns. Co GENERAL REQUIREMENTS All sheathing edges shall be backed with framing sizes according to shear wall schedule or 2" nominal blocking. Connections between roof sheathing and wall sheathing or between upper wall sheathing and lower wall sheathing shall be such that required edge nailing per schedule is continuous through blocking andl wall plates. All shear walls running parallel to roof or upper floor framing shall be continuous to the roof or upper floor sheathing and shall be connected to the sheathing in accordance with the edge naliling requirements of the shear wall schedule. Shear walls perpendicular to or at an angle to roof or upper floor framing shall be blocked between top of wall and roof or floor sheathing. Blocking shall be connected to the sheathing in accordance with the edge nailing requirements of the shear wall schedule. Provide roof and floor diaphragm nailing of 10d nails at 6" o.c. at panel edges and at 6" o.c. at diaphragm boundaries unless noted otherwise. Provide diaphragm boundary nailing between roof and floor diaphragms and top of shear walls. Space 10d nails 12" O.C. along intermediate framing members on roof and walls. Space lod nails at 10" o.c. along intermediate framing members on floors. Lumber grades listed above are minimums. Provide ASTM A307 anchor bolts of size and spacing indicated in the shear wall schedule. Provide a minimum embedment in concrete of 4" for 1/2" and 5/8" diameter bolts and 5" for 3/4" diameter bolts. Minimum supporting concrete wall thickness shall be 611. Holdowns and straps shall be attached to double studs unless noted otherwise. Holdown bolt, embedment and configuration shall be per recommendation in Simpson Catalog C-90H-1. Refer to attached "GENERAL NAILING DETAILS AT SHEAR WALLS" for shear walls construction. 1 GENERAL NAILING DETAILS AT SHEAR WALLS INDEX TO CALLOUTS 10 NAIL PER EDGE NAILING REQUIREMENT OF SHEAR WALL TYPE. Q2 NAIL PER EDGE NAILING REQUIREMENT OF UPPER SHEAR WALL TYPE. O3 NAIL PER EDGE NAILING REQUIREMENT OF LOWER SHEAR WALL TIYPE. ® NAIL ALL EDGES OF WALL SHEATHING PER CORRESPONDING SHEAR WALL TYPE. QS BLOCKING. VENT HOLES MAY BE PROVIDED WHERE REQUIRED. © PLYWOOD PER PLAN. Q7 10d NAILS ® 6" O.C. ® SIMPSON A35. ENGINEERTO DETERMINE SPACING. Q JOINT IN WALL SHEATHING. ` 10 WALL SHEATHING CONTINUOUS AT THIS LOCATION. 8.: I _ i 6 1 I 5 i i ` 4 ROOF RAFTER FLAT OR SLOPED OR CANTILEVERED FLOOR JOIST A�AFTER/JOIST FRAMING INTO U-- SHEAR WALL i OPTION 1 (WALL SHEATHING CONT. TO BLOCKING) 6 1 5 8 4 f (2)A 35/15L.OGCING i RAF�IER/JC1Si FRAMING INTO U SHEAR WALL OPTION 2 I (WALL SHEATHING STOPPING ® TOP PLATE) _� 9 i ROOF RAFTER PARALLEL TO WALL 1 6 i j 4 ROOF RAFTER PERPENDICULAR i TO WALL 61 ROOF RAFTER FRAMING INTO SHEAR WALL OPTION 1 1 6 5 10 I 4 j B2 ROOF RAFTER BEARING ON SHEAR WALL OPTION 2 M. 7 2 ' 6 5 9 JOIST PERPENDICULAR 8 3 TO WALL (2)�35/ 6u)ctci NU � i UPPER/LOWER SHEAR WALLS CONNECTIONS OPTION 1 (WALL SHEATHING STOPPING ® TOP PLATE) 2 6 5 9 3 JOIST PERPENDICULAR TO WALL C2 UPPER/LOWEn SHEAR WALLS CONNECTIONS OPTION 2 (WALL SHEATHING DISCONTINUOUS AT BLOCKING) . .... ::.:.......:.:.:.. 7 2 6 10 ' 3 JOIST PARALLEL TO WALL UPPER/LOWER SHEAR WALLS "� CONNECTIONS j OPTION 1 (WALL SHEATHING CONTINUOUS @ FLOOR PLATES) 6 2 i i 3 JOIST PARALLEL TO WALL UPPER/LOWER SHEAR WALLS "` CONNECTIONS OPTION 2 (WALL SHEATHING DISCONTINUOUS ® FLOOR PLATES) 77* ::. i HI O 7 O O J L� ;Z V I O J V) J rn ® O M ¢ I o La 3 r ) N I � I L y o O � N a c O I c rn y c) .c 3 pf7 W U n_'v co a � aa. z v) c am w = O � � U ¢ W L J CD Ci M O Q .Zti O a0 W Ye v V Li U O O W o O_ N�J m d- — 0 Ckf N v O ki) C) �~r J O Q ` W N Q O Cl- N O ~Q J V O IL Cl Ln u < o - oz j - I � I I 1 �3 AT END EDGE OF SHEAR WALL, NAIL SHEATHING TO VERTICAL STUDS PER EDGE NAILING WHETHER IT IS EDGE OR FIELD. SHEAR WALL STAGGER JOINTS IN THIS AREA I IN WALL SHEATHING I I I A I • I I �� i I I I I . i I o 2x — FLAT ® HORIZONTAL I I I I ' I EDGE W/STAGGERED I I I EDGE NAILING 1 . 1 1 HORIZONTAL JOINT I I I IN WALL SHEATHING ------------ —1 • I I • ----------� • f HOLDOWN ATTACHED I I TO DOUBLE KING I I RECOMMENDED CLEARANCE STUDS, U.N.O.I • I I TO BOTTOM PLATE PER • MANUFACTURER I ------ ---- — L'-1 ---------- I EDGE NAILIN\GHOLDOWN ANCHOR BOLT, I EDGE NAILING G SIZE AND EMBEDMENT I BG it M rLAlc PER 4: 1c?,, 4ECOMMENDATIONS FOUNDATION ANCHOR BOLT PER SHEAR WALL TYPE G HOLDOWN SHEAR WALL NAILING REQUIREMENTS I F TYPE RESIDENCE • a Permit No. Z8010 No. FlGors $i/ Sq Ftg Owner xrION J.D. — Tel 679 Date 5-1-91 Address P.O Box 829 , 0 mpia Zip Contractor Self Address Zip Legal Description Brisco Point lot Direction to project site very en o artstene s an lot 3 Brisco Point Plumbing x Mechanical x Sewer Wood Stove Fireplace Deck Ma age x arport Basement _—Loft _ Other PLANS MUST BE ON JOB SITE /Vb CE O/ PTo Shorelines: Plumbiic o j '�0D Setback: Mechanica --` Special Interio Conditions: FINAL: MobileHome: Smoke Detectoryu, Remarks: ooting: , I Setback: Foundation Walls: Framing' Fireplace: I Wood Stove: �