Loading...
2012, 06-13 Permit App: BLD-2012-0876 Garage Addition Community Development Department (Staff Use Only) FPermit Center ��� 11703 East Sprague Avenue, Suite B-3 PERMIT NUMBER: /n •12-871j Spokane Spokane Valley, WA 99206 Tel: (509) 688-0036 PERMIT FEE: Valley* Fax: (509) 688-0037 oermitcenterPspokaneva Iley.orq RESIDENTIAL CONSTRUCTION PERMIT APPLICATION 0 NEW CONSTRUCTION A ADDITION/REMODEL 0 ACCESSORY BUILDING 0 DECK 0 OTHER• SITE ADDRESS: '/5 A/ (_t 0' 'p5 (1-- - ASSESSORS PARCEL NO.: /- 5 j 7/, /1.021-t- LEGAL DESCRIPTION: • BUILDING OWNER NAME: /11�n C 111 4 —71.0,--, 5 a5 ? /-(t-4 _1---e5 NAME: 1 `,r'i'1 4A frk C V_ 14 "(Cry L-e 5 ADDRESS: ? / J A"' (4IA k 4 e-r5 %I j CP0,6c.X. I-(- CITY: Inc(La..-1 C VA. ((el_ STATE: kekt q ZIP: '7 ? 2 V Lo,PHONE: (5-0 f) q . l ZZ 7 Z O 3 FAX: /0_ CELL: 2716 y — 45 r'Co') CONTACT NAME: /,per (-.f i 5 PHONE:(Sb ) T22- l 1-0 3FAX: /S//,q CELL: Lf to 11 —to/ Co CONTRACTOR NAME: MAILING ADDRESS: e V gCS l/ 'L c.. • • CITY: S pb fG.A.t1 C V' l �C c- STATE: ' A ZIP:• /9 2/ L PHONE: (J 0 1 ) ?ti / LiO.5 FAX: AA CELL: 4-1-(l, Li 6 / L' s CONTRACTOR LICENSE No.: ry/A EXPIRES: // CITY BUSINESS LICENSE NO.: /(i//,� DESCRIBE THE SCOPE OF WORK IN DETAIL AND INDICATE USE & PROPOSED USE: ****YOU MUST COMPLETE THE FOLLOWING**** MARK N/A IF NOT APPLICABLE Height to Peak: i , Dimensions:2 1 / r No. of Stories: Total Habitable ii -- •1S X 7 -z-i- r Space: Main Floor SQ FT: ,F Upper FloorSQ FT: Unfinished Basement SQ Finish d Basement SQ ((00° — /\// , FT: /Z O® FT: ' I3o Garage SQ FT: Deck/Covered Patio SQ Impervious Surface 30%Slopes on/ (40( FT: /� Area: Property: ju A No. of Bedrooms: '32 Construction Type: 'C4C°D Heat Source:Wio4 - //-: Sewer or Septic: S•eu.e,. TOTAL COST OF PROJECT: $ 2/ Epi` / P rej-ect # R, d- d2a- ___,(- IMER Lt ' Thehe permitted verifies, acknowledges and agrees by their signature that: 1) if this permit is for c a ng,the dwelli g is/will be served by potable water. 2) Ownership of this City of Spokane Valley permit inure to the property owner. 3) The signatory is the iroperty owner or has permission to represent the property owner in this transaction. 4) All construction is t o e in f mpliance with th• City of Spokane Valley Development code. Referenced codes are available for review at the City of Spglg+j Will P i$ Center. 5) Th; City of Spokane Valley permit is not a permit or approval for any violation of federal, state or local laws,codes or ordinances. 6) Plans or a,,ditional information may be required to be submitted and subsequently approved before tiis application can be processed. � CSV PERMIT C NTER Signature -lam Q Ig # l Dar:ri ./03/i0 /2. Updated 1-11-11 Page 1 of 1 http://www.spokanevalley.org/filestorage/124/938/210/948/1496/Building_Permit=_Residential_11-11-11.doc RESIDENTIAL CHECK LIST DIRECTIONS: • Place a check mark in box next to each document required for complete submittal. ❑ SITE PLAN ❑ Property lines and dimensions ❑ Setbacks to property lines ❑ Direction arrow pointing North and orientation to streets ❑ Distance between buildings ❑ Proposed/existing buildings (footprint and dimensions) ❑ Right of way/easement location &sizes ❑ Utilities, septic tank/drain field locations and distances ❑ Driveway approach size and location BUILDING PLANS (3 SETS) (minimum 1/8 inch scale or completely dimensioned) ❑ Elevations(Front/Rear/Sides)with roof peak and wall height including basement: ❑ Foundation Plan (crawlspace, basement or slab on grade): ❑ Footing sizes and locations ❑ Supporting wood cripple walls or beams ❑ Perimeter concrete foundation wall sizes ❑ Thickened concrete pads supporting ❑ Crawlspace ventilation beams or girder trusses ❑ Floor Plan of each level (finished or unfinished)with dimensions: ❑ Floor Joist direction, size and spacing ❑Window and door location and sizes ❑ Header, beam or concrete lintel sizes ❑Window well locations if applicable ❑ Brace wall panel locations ❑ Room usage labels ❑Water heater and furnace locations ❑ Smoke detector locations ❑ Exhaust fan locations ❑Attic and crawl space access locations ❑ Deck or concrete patio sizes and locations ❑ Fire Wall construction ❑ Roof Plan: ❑ Engineered truss direction and spacing ❑ Ridge, eave and valley lines ❑ Rafter and over frame direction, size and spacing ❑ Beam and girder size and location ❑ Wall Section Detail including: Roof ❑ Slope/roofing material/underlayment/ice dam protection ❑ Truss or rafter size, spacing&connection ❑ Sheathing size and type ❑Attic insulation/air space baffle/ventilation Ceiling ❑Joist size and spacing ❑ Size of ceiling gypsum wall board Wall ❑ Height/top plate/stud size and spacing/sole plate ❑ Siding/exterior house wrap/anchor bolts ❑ Exterior sheathing size and type ❑ Insulation, vapor barrier, gypsum wall board Floor ❑Joist size and spacing ❑ Sheathing or concrete floor size/insulation Foundation Wall ❑ Concrete or Masonry unit width ❑ Footing bottom to finished ground level depth ❑ Earth to wood separation distance ❑ Horizontal &vertical reinforcement if any Footing ❑ Size` .` ' ❑ Reinforcement if any Radon ❑ Passive system with 6mil vapor barrier ❑Active system with 6 mil vapor barrier Miscellaneous Construction Details ❑ Deck: ❑ Floor plan/side view/dimensions ❑ Footings/post/and beam size and locations ❑ Floor Joist/decking direction, size and spacing ❑ Stairway tread rise &run and nosing ❑ Handrail/Guard height&spacing �� 21x.0' PROPERTY LINE 4 il 0 0 130'-9" 881..0" 50'-0" o Z/02/C7/`9 :3-1-da . EXISTING lX ___/epfr7, .A8 �� WIPE 1580 SF I I tT) I ri d30 JNINNd1d = EXISTIN& a3��J�ddd 1 Y 4 DRIVE Q NEW COVERED o n PORCH ADDED Ir p, , =180 5F TOTAL NEW COVERED PORCH AREA= 180 5F EXISTING ', NEW o TOTAL NEV GARAGE GARAGE ,ADDITION r- ADDITION = 428 5F 462 SF 428 SF r+ as • -2r-o-Th.. 171-0" / \ 50'-0 510' I 161.4Q' PROJECT DATA: o 16' 32' 64' SIDE ADDRESS: q15 N. UNIVERSITY RD. �,� SPOKANE VALLEY, WA SGALEs I/32' el I'-0" PARCEL NO.: 45171.1624 PROPERTY SQUARE FOOTAGE = 51 416 SF ASSESSORS DESC.: OPPORTUNITY ADD LT 4 5LK 65 EXC 5145FT & EXC INSOFT AND EXC RD. SITE PLAN IKI I I Addition to Hughes Residence Dote/5//2012 915 N University, Spokane Valley, WA Designed --- Drawn SLM Checked SLM J ARCHITECTURAL SITE PLAN Al Addition to Hughes Residence 915 N University Spokane Valley, Washington Structural Details and Notes Prepared for: Tom Hughes Prepared by: Darcy Morden,P.E. 15408 E 4th AVE#307 Spokane Valley,WA 99037 509-921-1216 June 11,2012 ir 60 Or X02 • ' c/s EW\KNAL ., \, Project # &P•70/2.0en76 RECEIVED JUN 1 3 2012 } CSV PERMIT CENTER SUB # ( REV. # • ' GENERAL STRUCTURAL NOTES GENERAL All materials and workmanship shall conform to the 2009 edition of the International Building Code. In case of discrepancies between the plans,specifications,reference standards,and governing code,the more stringent requirements shall govern. The General Contractor shall verify all dimensions and site conditions before starting work. All discrepancies shall be brought to the attention of the Architect and Engineer of Record prior to proceeding with any work involved. Use details marked"Typical"wherever applicable. Changes,omissions,or substitutions are not permitted without written approval of the Architect and Engineer of Record. Refer to specifications for further requirements. The design,adequacy and safety of erection bracing,shoring,temporary supports,etc.,is the sole responsibility of the Contractor,and has not been considered by the Structural Engineer. The Contractor is responsible for the stability of the structure prior to the completion of all shear walls,roof and floor diaphragms and finish materials. The Contractor shall provide the necessary bracing to provide stability to the structure prior to the installation of the permanent lateral force resisting system. Observation visits to the site by the Structural Engineer shall not include inspection of temporary bracing,shoring,etc. DESIGN LOADS Flat-Roof Snow Load 30 PSF+Drifting+Unbalanced Exposure Factor,Ce=1.0;Thermal Factor,Ct=1.2;Importance Factor,Is=1.0 Ground Snow=43 PSF Wind Load Basic Wind Speed(3-sec.gust) 85 MPH Exposure Category C;Importance Factor,Iw=1.00 FOUNDATION Design allowable soil bearing pressure=2,000 SPF(Assumed). Bottom of all footings to bear on native,inorganic,undisturbed soil l'-0"minimum below existing grade. Extend the bottom of all exterior footings 2'-0"minimum below exterior finished grade. No footing shall bear higher than a 1 vertical to 1.5 horizontal slope above any excavation,existing or planned. Soil Preparation: There shall be 95%compaction(ASTM D1557 Modified Proctor Dry Density)of all backfill soil under slabs on grade and footings. The special inspector shall review and verify all prepared soil bearing surfaces prior to placement of concrete and reinforcing steel. CAST-IN-PLACE CONCRETE Except as modified below,concrete work shall conform to all requirements of IBC Chapter 19,ACI 301"Standard Specification for Structural Concrete",and ACI 318`Building Code Requirements for Structural Concrete". Materials: Cement:ASTM C150,Type I,U.N.O. Aggregates:ASTM C33 Admixtures:ASTM C260,C494,C618,and C1017 Water:ASTM C94 Fly Ash:ASTM C618 Concrete shall have the following properties: Minimum 28 Day Air Maximum Maximum Compressive Entrainment Size Water/cement Strength (+or-1.5%) Aggregate Ratio Footings 3000 PSI 5% 3/4" 0.50 Maximum Slump: Unless noted otherwise,slump shall be 4"for all concrete mixes,measured at the point of delivery. Larger slumps maybe allowed through the use of a superplasticizer or water-reducing admixture upon approval of the Engineer of Record. Concrete shall have a slump of 2"to 4"before the admixture is added and a maximum slump of 8"after the admixture is added. Water/Cement Ratio: W/C ratio shall be calculated on the basis of total cementitious material. Maintain minimum 5 sacks of cement per cubic yard. Air Content: In addition to the mixes noted above,any concrete exposed to freeze/thaw cycles shall be provided with air entrainment of 5%(+or-1.5%). Those mixes shall contain 10%less water than non-air-entrained. Fly Ash: Up to 15%of the cement can be replaced with fly ash,as long as the minimum cement content is maintained. REINFORCING STEEL Deformed Bars: ASTM M15,Grade 40 for#3;Grade 60 for#4&larger. Securely tie in place with double annealed 16 gauge iron wire or approved clips. Concrete Cover: Unless noted otherwise,minimum concrete cover for reinforcement shall be as follows: Concrete cast against soil=3". Formed concrete against soil=2". Slab on grade=2". Field Bending: Reinforcement partially embedded in concrete or masonry shall not be field bent,except as shown in the construction documents or approved by the engineer of record. Job DARGY MORDEN, P. Addition to Hughes Residence DateNo.5-31-2012 15405 E 4th AVE #501 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA '11031 Drawn DMM Checked DMM �50ci-12(-12 I J General Notes Notes • STRUCTURAL AND MISC.STEEL Wide Flange Sections:ASTM A992 Fy=50 KSI. Other Shapes,plates and bars: ASTM A36,Fy=36 KSI. Pipe: ASTM A53,Grade B,Type E or S,or ASTM A501,Fy=35 KSI minimum. Tubing: ASTM A500,Grade B,Fy=46 KSI. Bolts: ASTM A325 high strength bolts(H.S.B.)unless noted as ASTM A307 machine bolts(M.B.). High strength bolts shall be installed to a"snug tight"condition where all plies of the joint are in firm contact. Anchor bolts(A.B.):ASTM F1554,Grade 36. Threaded rod:ASTM A36,Fy=36 KSI. Expansion bolts(E.B.): "Hilti Kwik Bolt"or approved equal. Welding electrodes or wires: AWS A5.1 or A5.5,E70XX;AWS A5.18,E70S-X;AWS A5.20,E7XT-X. Erection and fabrication in accordance with AISC"Specifications for Design,Fabrication and Erection of Structural Steel for Buildings". Welding shall conform to AWS"Code for Arc and Gas Welding in Building Construction". All welding shall be performed by Certified Welders whose certification meets"AWS Standards"in an approved fabricators shop or where Special Inspection is provided. General: All columns and beams to be from unspliced lengths unless noted otherwise on the drawings.All members to have"Standard"size holes except "Oversize"holes may be used for anchor bolts. Brick lintel angles shall be hot-dipped galvanized with a minimum zinc coating of 1.5 ounces per square foot of surface area. Shop Cleaning&Painting: Conform to RISC"Specification for Structural Steel Buildings"and MSC"Code of Standard Practice for Steel Buildings and Bridges",unless a specific painting system is required by the project specifications. Do not paint steel to be embedded in concrete or steel that will be fireproofed. Do not paint galvanized surfaces or surfaces to be field welded or where slip-critical bolts are specified. Steel that will be concealed by the interior building finish need not be painted. Steel that does not require shop paint shall be cleaned of oil and grease with solvent cleaners and of dirt and other foreign material by sweeping with a fiber brush or other suitable means. Shop Drawings: Submit shop drawings showing sizes,dimensions and required connection details for review by the Architect and Engineer of Record prior to fabrication. WOOD Sawn Lumber:Douglas Fir-Larch,WWPA 1991 Western Lumber grading rules. Studs 2x4 Standard or#2 2x6 #2 or better Joist&Rafters 2x,3x,&4x widths 6"to 14"deep #2 or better Beams&Stringers #1 or better Posts and Timbers #1 or better All wood bearing on concrete or masonry,if less than 4'-0"above grade,shall be pressure treated. Structural members shall not be cut for pipes,ducts,etc., unless specifically noted or detailed. Roof Sheathing. APA rated sheathing,Exposure 1,PS-1,PS-2,PRP-108 with a minimum span rating of 32/16. Lay sheathing with face grain perpendicular to supports continuous over 2 or more spans with end joints staggered. Allow 1/8"spacing at panel ends and edges. Framing anchors and connectors: "Simpson"or approved equal as indicated on drawings. Install per manufacturer's recommendations. Bolt heads and nuts in contact with wood shall have washers. For nailing not shown on drawings,use IBC Fastening Schedule,Table 2304.9.1. Nails shall not be overdriven. PREFABRICATED WOOD TRUSSES Trusses shall be fabricated by a certified member of the Truss Plate Institute. Design,fabrication and erection to conform to the Truss Plate Institute Standards. Maximum truss spacing.2'-0"o.c. Truss loading unless noted otherwise on drawings: Top chord live load=30 PSF+snow drifting and unbalanced snow loads Top chord dead load=8 PSF. Bottom chord dead load=7 PSF. Connector Plates: Connector plates shall be ICC approved. Connector plates shall a minimum size of 3"x5". Shop Drawings: Design calculations and shop drawings shall be submitted for review by the Engineer of Record prior to fabrication. Truss designs and shop drawings shall be stamped by a professional engineer registered in the State of Washington. Shop drawings shall include,for each type of truss,dimensions and configurations,nominal lumber size and grade,specifications for connector plates used,size and location of each connector at each joint and amount or camber if required. Shop drawings shall include erection plans showing truss spacing,truss mark numbers(corresponding to the design calculations),concentrated loads, and permanent bracing/bridging as required by the truss design. Erection bracing shall comply with Truss Plate Institute"Bracing Wood Trusses:Commentary and Recommendations". Addition to Hughes Residence No. DARGY MORDEN, P.� � 9 Date 5-31-2012 15405 E 4th AVE *301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA cici037 Drawn DMM Checked DMM �5001--121-12167 General Notes Notes GROUT AND EPDXY RESIN Non-shrink Grout: "Masterflow 928"as manufactured by Master Builders Inc.or approved equal. Epoxy Adhesive: "SET-XP"for concrete and"SET"for masonry as manufactured by Simpson Strong-Tie Company or approved equal. SPECIAL INSPECTIONS In addition to the inspections required by IBC Section 110,special inspection shall be provided in accordance with the requirements of IBC Chapter 17 on the types of work listed in Sections 1704,1706,and 1707. Special inspections shall include,but are not limited to,the following items: --Site soil conditions,fill placement,and load-bearing requirements(IBC Section 1704.7&Table 1704.7) Periodic Special Inspection: 1.On-site structural welding(IBC Section 1704.3&Table 1704.3) --Single-pass fillet welds not exceeding 5/16" 2.Concrete construction(IBC Section 1704.4&Table 1704.4) --Placement of reinforcing steel --Installation of epoxy or adhesive anchors Inspection Notes: Special inspection is not a substitute for inspection by a city inspector. Specially inspected work which is installed or covered without the approval of the city inspector is subject to removal or exposure. It is the responsibility of the contractor to notify the special inspector or inspection agency at least one working day before performing any work that requires special inspection. All work performed without the required special inspection is subject to removal. Addition to Hughes Residence ` Job No. DARGY MORDEN, P.E. � Date 5-31-2012 15408 E 4th AVE *501 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA c11031 Drawn DMM Checked DMM 5001-0121-1216, General Notes J Notes • CONT. SILL FL. IN/ -%� 5/5" DIA. A.B. @ 4S" O.G. MAX .V.74— S" EMBED. BRICK VENEER / 2x& STUD WALL SLAB ON GRADE \ T.O.S. O • • `III—III—I' \ —�I I—�— 1=111-1 T' 1lfL.11l EE �I11I�i1�' =111 =111" • • i. z_ #4x @IS"O.G. ift O #4 HORIZ. @ 12" O.G. cV T.O.F. O FTG.-- —;11r- DRAIN I I hDRAIN • t �� FTGSIZE il PER PLAN \ 1111 — 1- 111=11 = 2-4*4 CONT. V / EO , 10" EQ /r 10" EXTERIOR FOUNDATION N.T.S. i' Job No. DARCY MORDEN, P. . Addition to Hughes Residence Date 5-31-2012 15403 E 4th AVE #301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA 11037 Drawn DMM Checked DMM t50cl-12 I-121 C J Typical Footing Detail A STL. COL. PER PLAN 14 V BASE It. %2x Q"xa" W/ 4-34"4) x 16" A.B. ON I" DRYPAGK 2-#4x0© 2" O.G. AT TOP OF PIER 4-#4 / _ _ � I S GONG. O z PIER cv EXTERIOR FOUNDATION AT HSS COLUMN N.T.S. Addition to Hughes Residence Job N. �DARGY MORDEN, P.E. � Date 5-31-2012 1540S E 4th AVE #301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA ci1031 Drawn DMM Checked DMM 5001-0121-I2IC } Footing Detail g —\\\-- %4 V STL. COL. PER PLAN / BASE x Q"xa" W/ 4-34"d> x 16" A.B. ON I" DRYPAGK 2-#4x�]02F" O.G. 1. AT TOP OF PIER \ 15" 50 CONC. EXIST. GONG. WALL �_ C—- / - - � FIER p -- i N-- 4-#4 " E=::- '.**'' --\\\-- #4x�]0 5" O.G. #4 @ 8" O.G. IN ADHESIVE ANCHOR 4/2" EMBED. MIN. FOUNDATION TIE AT EXISTING WALL 4 FOOTING N.T.S. 4. Addition to Residence ` Job No. �DARGY MORDEN, P.� / HughesDate 5-31-2012 15405 E 4th AVE #301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, NA ciciO31 Drawn DMM Checked DMM �5Oc1-12 I-121 E } Steel Detail C / 5" / k // =\ •. � BASE It / Ig %,V , 1 / I-1S5 COL. I BRICK VENEER I I SLAB ON GRADE 14 T.O.S. 0 I 1=1 I 1 —1 1 I—I 11— _ - 1-1(1 i 1 I 1/2 a BASE . W/ =1i1 Eur _�1 g , �, -I — 1=111- 4-4 4,x 12 A.B. I I _I�r (8 EMBED.) 4 I MIN. • • 1- NON-SHRINK GROUT ± #4x 6I5"0.G. Y #4 HORIZ. @ 12" O.G. O cv T.O.F. O FTG. —III DRAIN-'-Irl--� • , • '-FTG. SIZE 0111 4 J PER PLAN -.711 _111 111 In i- 1; 2-#4 CONT. / EO / 10" ! E0 / m EXTERIOR l=OUNDATION /I N.T.S. c. ..\MORDEN, P.E. Job No. Addition to Hughes Residence Date 5-31-2012 15408 E 4th AVE #301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA 11037 Drawn DMM Checked DMM ,5Ocf-ci2I-1210 Steel Detail D 11) T.O.B. lik‘Lp' 0 1 END FE. 345"xBM. WIDTH li i T. 3/S xiiW.. y,v 3/i6 I r j2u i al— I%2" 2-3/4"4, H.S.B. ® BM. GA. HSS COL. PER PLAN NOTE: "W" = BM WIDTH OR (COL WIDTH + 1") WHICHEVER IS GREATER 1N BEAM BEARING ON HSS COLUMN - ONE SIDE N.T.S. � �j \ Addition to Hu hes Residence Job No. D�tl\GY MORDEN, P.E. � 9 Date 12-20-11 15408 E 4th AVE #301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA 11031 Drawn DMM Checked DMM �50�-�f 2 I-1 2 I S } Steel Detail E r - FRAMING BM. li —5— CONN. SCHEDULE FOR FRAMING BEAM ±, ,• ± 11 _ _ NOMINAL NO. OF BOLTS +.I.4- I m BEAM NO 2%2" MAX 5" MAX ti------. DEPTH OFFSET OFFSET OFFSET 2�2 X // I"2" 44x5�2x 16 N/A N/A I I Ii2" EA. SIDE 8, 9, 1O 2 BOLTS 12, IS 5 2 N/A PER SGHED. 14, 15 4 5 2 DOUBLE ANGLE 16 4 4 5 18, 20 5 5 4 21, 24 6 6 5 =" FRAMING BM. CONNECTION CAPACITY (KIPS) MIAITINIIIMsmiligAmi NO. OF BOLTS 2 5 4 5 6 I" ', MAXI" — _ D: CAPACITY 20.1 27.4 54.8 42.1 461.4 STIFF. tt3/a 1 m NOTES: 1111I. ALL BOLTS WO ASTM A525N (USE SLIP–GRITIGAL BOLTS 0 SIM) 1i2" 12" 3 r SIDES THREE 2. WELDED SHOP CONNECTIONS MAY BE SUBSTITUTED BOLTS MIN '`b SUBJECT TO ENGINEERS APPROVAL. PER SGHED. 5. COPE INCOMING BEAM FLANGES AS REQUIRED AT BEAM TO BEAM CONNECTIONS. STIFF. T. 4. CONNECTION CAPACITIES ARE BASED ON 2%2" BOLT SPACING AND 1/4" WEB THICKNESS. TYPICAL BEAM-TO-BEAM CONNECTION SCHEDULE N.T.S. 1 Addition to Hughes Residence Job No. �DARGY MORDEN, P.\ Addition J Date 5-31-2012 15408 E 4th AVE *301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA 11031 Drawn DMM Checked DMM tE;O1-121-12 I S , Steel Detail J F �R TRUSS BEARING IIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIW „,..,,_ ''�-,I (MATCH EXIST.) wrz PREFAB. TRUSS SEE PLAN 1 SIMPSON "" H2.5 ANCHOR EA. TRUSS, TYP. WF BEAM DBL. 2x4 T. ATTACH TO BEAM V4/ 2—RO1,4S OF 1/2" c17 CARRIAGE BOLTS @ 4S" O.G. STAGGERED (NET SPC. = 24" O.G.) WOOD TRUSS BEARING ON STL. BEAM N.T.S. Addition to Hu hes Residence Job Na. �DARGY MORDE:N, P.E. g Date 5-31-2012 15408 E 4th AVE #301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA 11031 Drawn DMM Checked DMM k50cl-0121-1216 Roof Detail G . COL. JOINT C3 SIDES 14 V W BEAM 1 MAX i PER PLAN %a' STIFF � �ry EA. SIDE T.O.B. O N \ • -7- $- f() I2" GLR. f // 1i2�� F�3/8x6%2 11/2" (SEE TYR SCHED. 'F' %, .f r` I FOR NO. OF 54."4) H.S.B. REQ D.) i .S/Sx "W" W/ HSS COL. 4-54"4) H.S.B. @ BM. &A. PER PLAN � V( NOTE: "W" = BM WIDTH OR (COL WIDTH + I") WHICHEVER IS GREATER W BEAMS SEARING ON HSS COLUMN - BOTH SIDES N.T.S. Addition to Residence \ Job No. �DARGY MORDEN, P.E. � HughesDate 5-31-2012 15405 E 4th AVE #301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA '11037 Drawn DMM Checked DMM t50cl-12 I-121 C Roof Detail H GOL. 3/6" STIFF T i EA. 511,E—\\ O T.O.B. r " N 346 V 2 -7e/-' %DXuWn ly 4-5/4"0 H.S.B. BM. GA. HS5 COL. PER PLAN U NOTE: "W" = BM WIDTH OR (COL WIDTH + I") WHICHEVER IS GREATER CONTINUOUS 1N BEAM ON HSS COLUMN N.T.S. Job Addition to Hughes Na. DARGY MORDE:N, P.E. Residence g Date 5-31-2012 15405 E 4th AVE *301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, NA Q1o3- Drawn DMM Checked DMM 50(1-G121-1216 Roof Detail Xj COL. JOINT I -O C3 SIDES 3/e" STIFF i / MAX '� %4 V � EA. SIDE FIELD VERIFY i ER EFXISTW BEAM PLAN 546 > I / / T.O.B. \_1- 11-x'- -4- W8x10 'I V2" _� , LR -41—\ \ FIELD VERIFY W/ 4-3/4"4) H.S.B. HSS COL. PER PLAN W /ex "W" W/ 4-3/4"P H.S.S. 0 BM. GA. NOTE: "W" = BM WIDTH OR (COL WIDTH + I") WHICHEVER IS GREATER SUPPORTING EXISTING Y4 BEAM AT SHARE COLUMN N.T.S. Addition to Residence \ Job No. �DARGY MORDEN, P.E. I HughesDate 5-31-2012 15408 E 4th AVE *301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA 11031 Drawn DMM Checked DMM kE;Ocl- 12 I-1211 J Roof Detail K • TYPICAL E3EAM/COLUMN CONNECTION SCHEDULE BEAM SIZE NO. AND SIZE MINIMUM WELD SIZE LIMITING HSS DIMENSIONS CONNECTION OF BOLTS SHEAR PLATE ("F") GAPAC I TY ("N") THICKNESS MIN. WALL MAX. NOMINAL (ASP) THICKNESS WIDTH G8, Ga, CIO (2) 5/4"0 I/4" 3/16" 3/16" 7" I6.5K WS, WIO /GAP TO • 3441/ OL. 14" CAP fE. a T.O. HSS COLUMN 2Y2" MAX / jr jr PER "FuI I1 I v SGHED "p' I I p jl I� 0cn L® I I z W BEAM AS OCCURS ` I ! W BEAM PER PLAN 1, PER PLAN HSS COL. PER PLAN 1 13/`` SHEAR $'- $ BOLTS ON COL. AS OCCURS) I PER SCHED. a EA. BEAM NOTES: I. THIS DETAIL APPLIES TO BOTH H55 4 W COLUMNS. 2. OTHER FRAMING MEMBERS OMITTED FOR CLARITY. REFERENCE APPLICABLE DETAILS. FOR INFO. S. ALL BOLTS IN SEAM/COLUMN CONNECTIONS SHALL BE ASTM A525N, U.N.O. 4. THIS TABLE APPLIES TO ALL CONNECTIONS, UNLESS NOTED OTHERWISE 5. MAX. NOMINAL WIDTH OF HSS CAN BE EXCEEDED AS LONG AS THE SECTION IS NON-SLENDER 6. CONNECTION CAPACITY 15 BASED ON TABLE 10-1A OF THE AISC STEEL CONSTRUCTION MANUAL, 15TH EDITION. BEAM-TO-COLUMN SINGLE SHEAR FE. CONNECTION N.T.S. Addition to Residence ` Job No. �DARGY MORDEN, P.E. � HughesDate 5-31-2012 15405 E 4th AVE #301 915 N University, Spokane Valley, WA Designed DMM SPOKANE VALLEY, WA cic1031 Drawn DMM Checked DMM ‘ E;Ocf-G12 I-12 I lJ Roof Detail L 4 F Valley Best Way 6/12/2012 12 : 17 :42 P PAGE: 1 OF 1 R 118 S Union QUOTATION NO: Q40412 0 Spokane WA, 99214 TERMS:QUOTE GOOD FOR 30 DAYS M (509) 928-0550 REPRESENTATIVE: Joe Fax: (509) 928-0659 joemucha @valleybest-way.com SPECIFICATIONS ****************************** DESIGN LOADING 40-7-0-10 *** QUOTATION *** STRESS INC: 15o SPACING 2' ****************************** LUMBER:2X4 PLATES: Tom Hughes JOB SITE & OTHER INFORMATION T 9415 North LOT/ADDRESS: O University Rd. Spokane Valley, WA MARK QUAN TRUSS TYPE PITCH/ SPAN OVERHANGS SIZE UNIT EXTENSIONS TITY HEIGHT FT-IN-16 IN-16 IN-16 TC BC PRICES Al 36 TRIANGLE 4 . 00 38-00-00 16-00/16-00 4/ 4 90.48 3 , 257 .28 A2 2 TRIANGLE 4 . 00 38-00-00 16-00/16-00 4/ 4 122 . 96 245. 92 Project # 610'foiz.D37 RECEIVED AM132012 CSV PERMIT CENTER SUB # / 1 REV. # NOTES SUBTOTAL: 3 , 503 .20 EXTRA CHARGE: SITE MUST BE ACCESSIBLE TO OUR TRUCKS Delivery 250 . 00 I HAVE CHECKED AND VERIFIED ALL DIMENSIONS ETC. ON MY TRUSS ORDER X SALES TAX: 326 .53 GRAND TOTAL: $ 4, 079. 73 PLEASE SIGN AND FAX BACK HANGERS NOT INCLUDED IN BID. BID IS F.O.B. PURCHASE ORDER: JOBSITE. DOES NOT INCLUDE BLOCKING ORDERED BY: BRACING OR STICK FRAMING. JOBSITE MUST BE DATE OF ORDER: ACCESIBLE TO OUR TRUCK. ALL DETAILS MUST BE DESIRED DELIVERY DATE: VERIFIED BY CONTRACTOR AND COULD AFFECT CUSTOMER INSTRUCTIONS: PRICE. PLATELINE DELIVERY NOT GUARANTEED. RFU: 02/26/2007/REF1 Online PlusT""©Copyright MiTek®1996-2012 Version 30.0.001 Customer Quote 6/12/2012 12:17:42 PM Page 1 SL 20-0-5 SL 20-0-5 DG 20-1-10 DG 20-1-10 HO 3-15 HO 3-15 HH 4 HH 4 o 0 o 0 1. d' EP 0 6-10-8 12-11-4 19-0-0 25-0-12 31-1-8 38-0-0 0 TC 'i 6-10=8 1 6-0-12 1_ 6-0-12_ 1 6-0-12 1 6-0-12 I 6-10-8 ,_ 'i 5x7= B i! 3x5; TCU / TCU 3x5 4I I / J 3x8.= 3x8 S1 �% S2 7-1-0 2x4P -1--- /j W1 */* 2x4// 6-7-15 \ W1 R W2 • TCL �, \ W2 W3 TCL ___---_-_,:1-- / \ 4x10 4x10= W4\ % A / \ C /� __ ___. G 3BCL - I F B1M E D BCL -.491144101 rlx5= 5x8= 5x8= 3x5= W:508 SPL SPL W:508 - R:2351 R:2351 U: 466 U: 466 . BC 8-1-1 1 7-3-5 I 7-3-4 1 7-3-5 1 8-1-1 EP 8-1-1 15-4-6 22-7-10 29-10-15 38-0-0 q 38-0-0 ALL PLATES ARE MT2020 Scale:0.221"=1' Hughes / JM MiTek° Online Plus'n' Job Mark Quan Type Span P1-H1 Left OH Right OH Single Drawing Q40412 Al 36 TR 380000 4 1- 4- 0 1- 4- 0 Online Plus'.©Copyright MiTekOO 1996-2012 Version 30.0.001 Single Drawing per Page 6/12/2012 12:17:40 PM Page 1 SL 20-0-5 SL 20-0-5 DG 20-1-10 DG 20-1-10 HO 3-15 HO 3-15 HH 4 HH 4 0 0 0 0 Tr d' EPI .i 3-0-0 I 0 3-0-0 5-0-0 7-0-0 9-0-0 11-0-0 13-0-0 15-0-0 17-0-0 19-0-0 21-0-0 23-0-0 25-0-0 27-0-0 29-0-0 31-0-0 33-0-0 35-0-0 38-0-0 0 3-0-0 12-0-0 12-0-0 12-0-0 12-0-0 12-0-0 12-0-0 12-0-0 12-0-0 12-0-0 12-0-0 I2-0-0 12-0-0 12-0-0 I2-0-0 I2-0-0 12-0-0 I 'i _ 5x6= *2x411 B *2x411 *2x411 R L U *2x411 4x5; *2x411 TCUP______,-----0- - W TCU *2x411 4x5 S3 *2x411 N i� a-. Y *2x411 S4 *2x411 L j� - AA *2x411 7-1-0 4 *2x411 J '��"---- GS9 _ ,.CC *2x411 6-7-15 *2x411 H,, GS7 GS7 _ EE GS5 *2x41 *2x411TCL F -T.- GS8 GS8 GS5 s\ GGTCL *2x411 D .. GS3 GS6 GS6 G:;.3 S II 4x5- G 1 GS4 GS4 �y- — 4x5= j a —— Gp2 @ a ® m ® @ 5 @ ® ® ® m ® ® ® ram M `c — �/ E G BCI' I K M 0 Q S T B1M V X 2 BB DD FFBCL HH JJ *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 *2x411 S1 S2 4x5= 4x5= ////// __Z_Z_l_111. ////////////////////////////////////////// / BC 3-0-0 12-0-0 1 2-0-0 1 2-0-0 1 2-0-0 2=0-0 1 2-0-0 1 2-0-0 1 2-0-0 1 2-0-0 12-0-0 1 2-0-0 1 2-0-0 1 2-0-0 1 2-0-0 1 2-0-0 12-00 I 3-0-0 EP 3-0-0 5-0-0 7-0-0 9-0-0 11-0-0 13-0-0 15-0-0 17-0-0 19-0-0 21-0-0 23-0-0 25-0-0 27-0-0 29-0-0 31-0-0 33-0-0 35-0-0 38-0-0 38-0-0 ALL PLATES ARE MT2020 Scale:0.221"=1' Hughes / JM • MiTeke Online PlusTM . Job Mark Quan Type Span P1-H1 Left OH Right OH Single Drawing Q404'12 A2 2 TR 380000 4 1- 4- 0 1- 4- 0 Online Plus'""©Copyright MiTek®1996-2012 Version 30.0.001 Single Drawing per Page 6/12/2012 12:17:41 PM Page 1 , . _... mil,. Milrel( MiTek USA, Inc. 6904 Parke East Blvd. Tampa,FL 33610-4115 Re: Q4041 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Valley Best-Way Bldg Supply. Pages or sheets covered by this seal: T4424148 thru T4424148 My license renewal date for the state of Washington is July 22,2013. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. {A- X 1SI /1,0lIJ1 f I Mtr r�: l f ....,, , •,,, r , ,,,- , f,,{rltiT - �=-\ SSS1( ,A,Lt`°0 June 12,2012 Albani,Thomas The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1 Sec.2. •Job Mark Quail Type Span P1-H1 Left OH Right OH Engineering 1 Q40412 Al 36 TR 380000 4 1- 4- 0 1- 4- 0 T4424148 Hughes / JM HO 3-15 HO 3-15 0 0 0 0 ww 0 0 0 TCI'i I 6-10-8 I 12-11-4 I 19-0-0 I 25-0-12 I 31-1-8 I 38-0-0 I'" 1 5x7= B S 3x15.-.--. 3x5 4 3x8 J 2x4\\ 0oper,--• /N3Sx28 2x4// 7-1-0 H K 6-7-15 4x10= 4x10= A C 1I G F E D II W:508 3x5= 5x8= 5x8=- 3x5= W:508 R:2351 SPL SPL R:2351 U: 466 U: 466 BC I 8-1-1 I 15-4-6 I 22-7-10 I 29-10-15 I 38-0-0 8 38-0-0 B ALL PLATES ARE MT2020 Scale:0164".1' MiTekS Online Plos© APPROX. TRUSS WEIGHT: 230.5 LBS Online Plus -- Version 30.0.009 G -F 0.74 4402 T 0.55 0.19 for 20.0 psf LL on the B.C. RUN DATE: 12-JUN-12 F -E 0.67 3323 T 0.41 0.26 in areas where a rectangle E -D 0.74 4402 T 0.55 0.19 3- 6- 0 tall by CSI -Size- ----Lumber---- D -C 0.86 5365 T 0.67 0.19 2- 0- 0 wide TC 0.84 2x 4 DFL-1B Webs will fit between the B.C. BC 0.86 2x 4 DFL-1B H -G 0.12 552 C and any other member. WB 0.44 2x 4 DFL-STUD G -I 0.31 932 T Design checked for 10 psf non- -- 0.16 2x 4 DFL-1B I -F 0.44 948 C concurrent LL on BC. F -B B -E F -B 0.16 1218 T Wind Loads - ANSI / ASCE 7-05 B -E 0.16 1218 T Truss is designed as a Main Brace truss as follows: E -J 0.44 948 C Wind-Force Resistance System. O.C. From To J -D 0.31 932 T Wind Speed: 90 mph TC Cont. 0- 0- 0 38- 0- 0 D -K 0.12 552 C Mean Roof Height: 25-0 or 24.0" 0- 0- 0 38- 0- 0 Exposure Category: C BC Cont. 0- 0- 0 38- 0- 0 TL Defl -1.03" in F -E L/431 Occupancy Factor : 1.00 or 78.0" 0- 0- 0 38- 0- 0 LL Defl -0.64" in F -E L/700 Building Type: Enclosed Shear // Grain in S1-I 0.39 Zone location: Exterior psf-Ld Dead Live TC Dead Load : 4.0 psf TC 7.0 40.0 Plates for each ply each face. BC Dead Load : 6.0 psf BC 10.0 0.0 Plate - MT20 20 Ga, Gross Area Max comp. force 5653 Lbs • TC+BC 17.0 40.0 Plate - MT2H 20 Ga, Gross Area Max tens. force 5365 Lbs Total 57.0 Spacing 24.0" Jt Type Plt Size X Y JSI Connector Plate Fabrication Lumber Duration Factor 1.15 A MT20 4.0x10.0 0.3 0.1 0.89 Tolerance = 15% Plate Duration Factor 1.15 H MT20 2.Ox 4.0 Ctr Ctr 0.28 This truss is designed for a Fb Fc Ft Emin S1 MT20 3.0x 8.0 Ctr Ctr 0.85 creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 I MT20 3.0x 5.0-0.4-0.1 0.57 is used to calculate total BC 1.10 1.10 1.10 1.10 B MT20 5.Ox 7.0 Ctr Ctr 0.84 load deflection. J MT20 3.0x 5.0 0.4-0.1 0.57 Total Load Reactions (Lbs) S2 MT20 3.0x 8.0 Ctr Ctr 0.85 Jt Down Uplift Horiz- K MT20 2.0x 4.0 Ctr Ctr 0.28 A 2351 467 U 92 R C MT20 4.0x10.0-0.3 0.1 0.89 C 2352 467 U 92 R G MT20 3.0x 5.0 Ctr Ctr 0.61 F MT20 5.0x 8.0 Ctr-1.0 0.99 Jt Brg Size Required E MT20 5.0x 8.0 Ctr-1.0 0.99 A 5.5" 2.5" D MT20 3.0x 5.0 Ctr Ctr 0.61 C 5.5" 2.5" REVIEWED BY: -�til��_�Clf Plus 6 Wind Load Case(s) MiTek Industries, Inc. Plus 1 UBC LL Load Case(s) 6904 Parke East Blvd. `�' \‘ ‘,,,c,,\./.J' Plus 1 BC LL Load Case(s) Tampa, FL 33610 rfS" '�''B ,;\ g Plus 1 DL Load Case(s) / p ',< t e\ # REFER TO ONLINE PLUS GENERAL 's 1 4 / t Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR Top Chords ADDITIONAL SPECIFICATIONS. f A -H 0.84 5653 C 0.37 0.47 ! ,i 1 H -Si 0.72 5425 C 0.37 0.35 NOTES: ,. �� S1-I 0.71 5333 C 0.36 0.35 Trusses Manufactured by: f // 'i�1:'1 -,,/ . I -B 0.63 4166 C 0.28 0.35 Valley Best Way to t;j.}-1 '� B -J 0.63 4165 C 0.28 0.35 Analysis Conforms To: t 3 -S2 0.71 5333 C 0.36 0.35 IBC/IRC2009 5'j j Al t:,, S2-K 0.72 5425 C 0.37 0.35 TPI 2007 K -C 0.84 5653 C 0.37 0.47 OH Loading Bottom Chords Soffit psf 2.0 A -G 0.86 5365 T 0.67 0.19 This truss has been designed Online Plus"©Copyright MITek®1996-2012 Version 30.0 009 Engineering-Portrait 6/12/2012 3:21'07 PM Page 1 June 12,2012 ONLINE PLUS GENERAL NOTES 86 SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING ,v/ ( 3X2, 4X2, 6X2 ) Designates the location for Center plates on joints continuous lateral bracing(CLB)for \ unless otherwise noted support of individual truss members MEWin plate list or on drawing. SII only.CLBs must be properly 1111 Dimensions are given in inches(i.e. 1 1/2"or 1.5") anchored or restrained to prevent simultaneous buckling of adjacent or IN-16ths(i.e. 108) (W) =Wide Face Plate truss members. (N) =Narrow Face Plate i \ PLATE SIZE AND ORIENTATION DIMENSIONS BEARING The first dimension is All dimensions are shown in MEM When truss is designed to 3x5 I I the width measured FT-IN-SX(i.e.6'-8.5"or MIV� bear on multiple supports, perpendicular to slots. 6-08-08).Dimensions less interior bearing locations ■I011� The second dimension is than one foot are shown should be marked on the 14 the length measured in IN-SX only(i.e.708). Fl< truss.Interior support or parallel to slots.Plate temporary shoring must be in place before trusses are orientation,shown next / 6-08-08 W=Actual Bearing installed.If necessary to plate size,indicates Width(IN-SX) bearings to assure solid shim direction of slots in contact with truss. connector plates. / /708 R=Reaction(lbs.) U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc.bears no responsibility for the of truss at each joint. Center the plates,unless erection of trusses, field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area. Splice only where shown. Overall spans Information" (BCSI 1) as published by Truss Plate assume 4"bearing at each end, unless indicated Institute, 218 North Lee Street, Suite 312,Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted,moisture content of bracing to prevent toppling and"dominoing". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage, shipping and erection.Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails, except as noted.The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with"National Design Specifications for Wood by the structure and the live loads imposed by the local Construction" (AF&PA), "National Design Standard building code or historical climatic records. When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI/TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS 86 LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. NM— MiTek USA, Inc. Mil , 6904 Parke East Blvd. Tampa, FL 33610-4115 Fre c, Tel: 813-972-1135 , M Fax: 813-971-6117 r 1 • il 0 C Z . 0 GN 111 I ill > X 2 x rn -I rn 0 0 0 Z maiik, W 0 > IL- Z 1 T cl i'es 0 ' 1 I 2x6 @ 16" 0.G. I/ I FTG. 2'-0"x5"17P Z / I./ IN/ 2-#4 CONT. 0 ° 0 0 Up il I i i\ 4) * ON. '(• \ kk rtt 0 RI rk' • -Fs s < . 1 7 c't 0 7 , s.- 0 VP I ei—r P I — ' 6 6-1 II i I 1( 1' 0 7 ; = L _I II J = Iiii - (04-)0 r 6 kl 0 r 1 p 0> x 1 x rri P — oil -m° = > 211 C3 r 0 rrt rn --(1 / 18,-4 /1,2„ a // ,...0„ EQUAL , EQUAL a,„ IC" 70 0 0 -n --_t====1, -, r---- — TT 7 -n m ' M I 111 T 112 ox Z A ICI nt -I G) 0 z nt 0 2 13 INO0t, TRUSS @ 24" O.G. r. I1 BY OTHERS > II RIDGE Z i i . x .3, I -S- I VP u 6 Ii 7 1^110x22 0 4N 1 OR 1^110x1-6 (A3 .) L RECLAIMED BE-M V' ,d0 _i, V4ax10 == M=S — 411 0 0 0 _1430 i® 40 if I FIN Addition to Hughes Residence t REVISIONS No. Wt. Dot. Doweription .l cn , DARCY MORDEN, P.E. 915 N University,Spokane Valley,WA 15408 E 4th AVE*501, ::.okcin 6 Valley,WA 94051 TEL. (504)G121-1216 • i i Foundation&Roof Framing Plans