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Plans (81) RECEIVED AUG 162012 CITyop . ressDi ►s sK -x > W-ov Mtn rill.mmilliiiiiiiiiiii""mil" SK1X W'-"o" Living Room [slab on grade] [upper level] SK'i x1d-o" tb { lv ' :: > New Addition 0 tn _ rxt SK2x'� 1Fr 3K`l X fk r Cv swi i Basement Level [finished] ct\SIbp a../ipple Wall 4'[h 20'[w] Cripple Wall 25"[h]x1cJy(6Y 21-0-0 6'[w] Ilat -4 ,._,r_.., ..7.,..haiiiivi.: -1 =VP } New Addition • 7x10 floorlolst @ 18"OC yP g Vaulted Ceiling 'g CITY OF TIGARD ft ---•'10No 1\letn1 Wo �r_ v1 Approved.. Skt'i( #< a=-1. ham. ec i3e� J A kic)1 Conditionally Approved [ ] See Letter to:Follow [ I _ Atta 1 ed " ` Permit Number: ilr _ �a c 7 _ [El Floor Plan O A i ' E� Scale:1/8"=1'-0" N Ad. IPAZ--s: A► __.:.:j." 'MP By: '0%. Date: 111M1 2--- Approved plans shall be on job site OFFICE COP • / to 1 76 row Earthquake Retrofit `"A ^ CA 4 op W d n4 n A � � d m = IrC it ov. b Pitkin Residence ' r r C.) r p N 10080 SW Picks Ct c a o s-, C rte• Tigard,OR 97224 N CM `° t/1 CD e4 P. v, Structural Calculations For: Pitkin Retrofit 100800 SW Picks Court Tigard, OR 97224 ' 7,:_13, PROOF !41 LAP-1 • :• A o''F•a _,,0 O ONM r. k ©RNV J.0 I 1 EXPIRATION DATE:1#/ o f 4 . f 7 Prepared for: Mike Rose Contracting Job #: 2222-2012-04-00 In rtSWwcruut ex�r�cuuENSoN it 'r ,�a�r� �c,�eron�rsau 2124 Third Avenue•Suite 100•Seattle•WA 98121 Ofice206.443.6212 Fax 206.443.4870 Seismic Retrofit (IBC 2009/ASCE 7-05) Seismic Criteria: OCCUPANCY CATEGORY: II IMPORTANCE FACTOR: 1.0 SITE CLASS D Sps= 1.00 R= 6.5 SD1= 0.50 h=1,51,ft Period,T= 020 Ss= c Cs= 0.15 S1=". Csmax= 0.39 Fa=u Csmin=0.01 F„=4i-ma Controlling Cs= 0.15 Building Weight Floor DL A(sgft.) W(lbs) Roof 42800 Main 1-4;614'; w7 � 0 1:.� 42800 Brick Veneer r � , 0 Base Shear,VBASE= 13182 lbs Sum= 85600 V,sp=.7V = 9228 lbs Wall Seismic Loadin Wall V(lbs) Wall(ft) v(lbs/ft) North Exterior 1538 '12 0 128 1 North Interior 3076 10,0 308 South Interior 3076 6 5 473 South Exterior 1538 ,''': ::-'49:0 ,-::----,• _.,•:.:, 53 West Exterior 4614 --•''':':',-;040i;'.,--=' 125 East Exterior 4614 ---,;'L'',.01-0 ,,-=', 159 Sill Plate Boltin•: Maximum Anchor Spacing For Various Retrofit Anchor Options Wall 1/2"Dia Titen HD UFP 10 FAP North Exterior 48 in oc 48 in oc 48 in oc North Interior 32 in oc 48 in oc 32 in oc South Interior 16 in oc 32 in oc 24 in oc South Exterior 48 in oc 48 in oc 48 in oc West Exterior 48 in oc 48 in oc 48 in oc East Exterior 48 in oc 48 in oc 48 in oc Pon Wall Retrofit: Wall Hw(ft) Edge Nailing A35 Uplift(lbs) Holdown North Exterior 0 8d@6 24 in oc 0 None North Interior 0 8d©4 16 in oc 0 None South Interior 7 8d@2 12 in oc 3313 HDU4 South Exterior 0 8d@6 24 in oc 0 None West Exterior 2.08 8d@6 24 in oc 259 None East Exterior 4 8d@6 24 in oc 636 None ��� SWENSON SAY FAGS T Date: 8/15/2012 A SYRUCiURAt EN61#}E{RING CORPORxTt01i h� may, ,�ti® .y.6 Project#. � : 0)0 2124 Mini Avenue.Suite 100.Seapb.WA 98121 _ -"`, Design.;01.414 :441N01, -�. �` '� wvnv.avnea onsayfaget.corn Sheet ! :Nzt ag . Office: 206443.8212 Fax.: 205,443.4870 A — I CIA M dvt4 4- \ickce, ee-) 2-x. Si W t1i t S 0stabcnGam., /7,7 "i77 ,g ..'.4 "7/7 ( ) --T6. - ��._.___.�, . . ..* GP T>1 .-ke\y\ Nze4ro-g2,-A-1 7 1 Project Date ri SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Proj.NoeF Seattle: 2124 Third Avenue.Suite 100•Seattle•WA 98121 Design TeL 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway•Suite 100•Tacoma•WA 98042 Sheet Tel: 253.284.9470 Far 253.284.9471 • Pro v4tki., CoykvIckovN (&)\ii Use ,ak,3 is) titty Cov)6. Am - (2- 1.1-2,110 6<p igc) • • ( N)1 eimd, W Pit,v( •. C �" EYY-)6etkone,A4) • • • 14• 15 lZ Project Date r SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION Praj.No.C Seattle: 2124 Third Avenue•Suite 100•Seattle•WA 98121 Design Tel: 206.443.6212 Fax: 206.4t3.4870 Tacoma 934 Broadway•Suite 100•Tacoma•WA 98042 Sheet Tel 253.284-9470 Fax: 253.284.9471 CES Mv - ---p is3S Clips Tigt Prac twr,„c, cpc.curs) , z-(..) Say 4 S ,en Z -4* V attlr - .1.411 l Ai illk I L 1: P ct 4� i SVIeek."1 '4' 1CAA - >i Wit l'12Y CA--))‹ ivy&L cgtocV N 6‘ko Mk Edo, - -.._ Use, (2r .&2"0C1 W\ecc, t cc P.r p ,ek '7) -s - -- g 17.1100 P6Arl, Pvi&_ bBL izve.., kkD Scams 9otisr G-. . let (E 211,Siolik R_ w1.22,14 j2 sT. P- 0\-k-.4. e__ 'fotd 171 c-(E. stcJo oyN ._ 0-14 EM6A rYtev4) 44 4i X1.."4. SFO",C1,1 Gcalltir 5/S114 '*"...--- --- ej • TyNk.-0 (5) C., C-16 , '. Maw kkok4ouvin K 4510 :‘ r • ?6t-k-:\k‘ Re___IMSA Project Date ridSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Proj.No.gFwvJ\ Seattle: 2124 Third Avenue•Suite 100•Seattle•WA 98121 Design Tel: 206.443.6212 Fax: 206.443.4870 Tacoma 934 Broadway•Suite 100•Tacoma•WA 98042 Sheet Tel: 253.284.9470 Fax: 253.284.9471 V-c-r k35 C,?„,......_, p !n/ ,„,, ,,,,,,,,,Lisiv), N (,,,, ,c,,,AAJ, , st.4, .),,,,,,,,,. .„„„... 65(AM ts) Nd, t S 4 - S S C ,fes 32.40- w C3) friecx 31 S Screwy lb . stV IL + (2)- ti2y M 7 i 7--,e 7 7 • . : . . E7c+p, * CP,O W.'S 7 At-7 ) C&+c, (.111 rm6►4P` r. LE) COYX I VO4 f . . . . • _______4_, go i ,i ______PAgy\ P-e„\-,,,P-1,_________ [514 !,,,,., ,i in Project Date ri SWFACET A STRUCTURALENSON ENGINEERINGSAY CORPORATION Prot.No � Seattle: 2124 Third Avenue•Suite 100•Seattle•WA 98121 ((~�•.•*,*, Design Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway•Suite 100-Tacoma•WA 98042 Sheet Tel: 253.284.9470 Far 253.284.9471 UUV At {'�I�.� �- �'�:c�? •Buty\-�� jt,, k) s i---cE)-SoIskr-_, F Z."" CE) 'a R n v PcNv-\el ;. 1\30..\\V t SVIXAA4.- Ne:A \ t,TAni (11.1 cam, iKeyx.4- 4 ck c�A� (E) PM Sik q.r.k/v/ e 321(O 'tom CE • Corc, W0 (Lei evlss,e,k• � C.�.C, Wit • 1 P1"4 get,44. Protect Date ,,lIpp.mSWENSONSAYFAGET A STRUCTURAL ENGINEERING CORPORATION Proi.No4`tl-- �.+ z. Seattle: 2124 Third Avenue•Suite 100•Seattle•WA 98121 Design Tel: 206.443.6212 Fax: 206-443.4870 Tacoma: 934 Broadway•Suite 100_Tacoma•WA 98042 Sheet TeL 253.284.9470 Fax: 253.284.9471 �� (E) NAILING . • (E)• WALL ABOVE A35 0 16"oc. INSTALL W/,PALM NAILER lir k . 1 (E) JOIST DIRECTION VARIES i. f r : • .(E) RIM JOIST OR BLOCKING (E) PONY WALL ."'' 1/2" CDX PLYWOOD, BLOCK EDGES & NAIL W/ 8d 0 ""s` ' `~yf,, .r "° "' ; i - �/ 4"oc EDGES 12"oc FIELD (EY SILL PLATE W/ NEW - , /2"O TITEN HD•CONCRETE ; . • SCREWS .4 32"oc (embed 3"min) * I . i 23/4" • (E) CONCRETE FOUNDATION WALL min. .".4 ' . 7 4411.1 ,..:-.':. •..::.• '::: .. . ',. ., ' : ,'.. ' . ; ' • ;. '•' \./.fr> .X,4 ,..1P : ',I' • risi...,.. :,... . . .: . , .,..i.:.... „ . . . ..• :.. ., ., .,: , ,;. • .. ,,,$ , ,....,... ... . .. . . . , :. .. : ,. .:.,MAY USE •h/2"o EXPANSION' BOLTS • ''''\''''' , ® CON1RKTOR'S OPTION `SWIVENSON:SAY;FAGET . dill' A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue-Suite ion-Seattle.WA 98111, . • ' . ,ph:206.443.62i2` ,fax:206.443..4870 . File) P1-O.1-040 cate,:j 3/4" = 1170" JTitle 1 Typical -1Boxes\One GENERAL STRUCTURAL NOTES CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE • DRAWINGS, SPECIFICATIONS, AND THE 2009 INTERNATIONAL BUILDING CODE. 2. DESIGN LOADING CRITERIA: EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: LIGHT FRAMED SHEAR WALLS SITE CLASS=D, Ss=150, Sds=100, S1=50, SD1=50, Cs=0.154 SDC D, Ie=1.0, R=6.5 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR .ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-02 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. ALL TYPICAL AND NOTES SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. RENOVATION 6. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. 7. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 8. CONTRACTOR SHALL CHECK FOR DRYROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT. ANCHORAGE 9. EXPANSION BOLTS INTO CONCRETE SHALL BE STRONG BOLT 2 WEDGE ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT NUMBER ESR-3037, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. 10. EXPANSION BOLTS INTO CONCRETE MASONRY UNITS SHALL BE WEDGE-ALL ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO ICC-ES REPORT NUMBER ESR-1396, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. 11. EPDXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "SET-XP" HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON STRONG, TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-2508. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. 12. CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE TITEN HD HEAVY DUTY SCREW ANCHOR AS MANURFACTURED BY THE SIMPSON STRONG-TIE CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-2713 (CONCRETE), NO. ESR-1056 (CMU) , INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SCREW ANCHORS INTO CONCRETE MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACOT SHALL BE SUBMITTED FOR REVIEW WITH ICBO, OR ICC REPORTS INDICATIONS QUIVALENT OR GREATER LOAD CAPACITIES. 13. EPDXY RENOVATION ANCHORS TO EXISTING UNREINFORCED MASONRY WALLS: SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT-HY20" AS MANUFACTURED BY THE HILTI CORP. SCREEN TUBE IS REQUIRED. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT NO. ESR-2659. HOLES SHALL BE DRILLED ONLY. ROTO-HAMMERS SHALL HAVE THE HAMMER OPTION TURNED OFF. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE OF THREADED ASTM-A36 MATERIAL UNLESS OTHERWISE NOTED. WOOD 14. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: ALL STRUCTURAL WOOD DOUGLAS-FIR-LARCH OR HEM-FIR NO. 2 15. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1 OR PS 2. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUIREMENTS. 16. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE- TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 17. PRESSURE TREATED WOOD (INCLUDES PRESERVATIVE AND FIRE TREATED)SHALL BE TREATED PER AWPA STANDARD. PRESSURE TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO RETENTION OF 0.25 PCF. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO A RETENTION OF 0.60 PCF. SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WEATHER. FASTENERS AND TIMBER CONNECTORS WITHOUT AMMONIA IN DIRECT CONTACT WITH ACQ-A (UP TO A RETENTION LEVEL OF 0.40 PCF) , CBA-A (UP TO A RETENTION LEVEL OF 0.41 PCF) , CA-B (UP TO A RETENTION LEVEL OF 0.21 PCF), OR SBX TREATED WOOD SHALL BE G185 OR A185 HOT DIPPED OR CONTINUOUS HOT-GALVANIZED PER ASTM A653. FASTENERS AND TIMBER CONNECTORS WITH AMMONIA IN DIRECT CONTACT WITH ACQ-A (OVER A RETENTION LEVEL OF 0.40 PCF) , CBA-A (OVER A RETENTION LEVEL OF 0.41 PCF) , CA-B (OVER A RETENTION LEVEL OF 0.21 PCF) , OR WITH ACZA TREATED WOOD SHALL BE TYPE 304 OR 316 STAINLESS STEEL. 18. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG-TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-2011. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM LOAD CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. 19. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 8d 2-1/2" 0.131" 16d 3-1/2" 0.135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION)FOR REVIEW AND APPROVAL. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (2008 EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 20. WOOD FRAMING NOTES--THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE, THE AITC "TIMBER CONSTRUCTION MANUAL" AND THE AF&PA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.9.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL STUDS SHALL BE SPACED AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. ALL NEW WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d NAILS @ 4" O.C. EACH SIDE JOINT. 1 ALL NEW STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12" ON-CENTER, OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0" ON-CENTER EMBEDDED 7" MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH TWO ROWS OF 16d @12" ON-CENTER. UNLESS OTHERWISE NOTED, GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACE OF ALL STUDS AND PLATES WITH NO. 6 X 1-1/4" TYPE S OR W SCREWS @ 8" ON-CENTER. 9.4 Relationship of Parties. Seismic Pro and Client agree that the relationship between them is one of independent contractor and nothing in this Agreement shall be construed to create a partnership,joint venture,or employer-employee relationship.Neither Client nor Seismic Pro shall be authorized to take . any actions binding upon the other. 9.5 Bond and Insurance.Requirements. Seismic Pro will maintain in effect all bond and insurance - requiryments applicable to it.. 10.Notice. Any notice or other communication required or permitted under this Agreement shall be in writing and shall be addressed as follows(or to such other address as such party may notify the other of in writing): Such notices shall be delivered in person or sent by registered mail Return Receipt Requested, or by facsimile and followed up with a hard copy sent as provided above.Notice shall be deemed given when received by the party to whom they are addressed. SEISMIC PRO Mike Rose: �^p .......:i\ Date: 1..5 � . c 1 - - By signing below and delivering this signed letter agreement along with the initial fee payment to Seismic pro,Client accepts the Proposal,including the attached Terms and Conditions,and agrees to be bound thereby. Client: -Signature: -0 Date: ij-- 1 _ 1 . sx1x. t2'aM Kin, x i Living Room [slab on grade] [upper level] sx� lir 1 � o Net, `1J�e� CSA New Addition 2x12%4r/ggumi N X�f-ov n SY(SKh NT s n,9i"o'r Basement Level [finished] 'pole Wall 4'[h 20'[w] Cripple Wall 25'(h)x16'[w] Syt6x 2-1-'°' —^ "k lial .Ois i.---•—.I '.__... . ..._ New Addition ' 2x10 floor let 18 OC a Vaulted Ceiling � t 1 loft t `o e..ti�j ,""\41�s\ ED [E] Floor Plan 0 Scale:1/8"=1'-0" N