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2020.0006 Parcel 64421100300- lot #3 plans pg 3STRUCTURAL NOTES CAUTION PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS. BRACE PER CONTRACTOR, OWNER, AND FRAMER ARE TO RECOMMENDATIONS. THOROUGHLY REVIEW THESE DOCUMENTS AND THEIR CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING RELATIONSHIP TO THE ARCHITECTURAL PLANS. IF REQUIRED DURING PLACEMENT OF TRUSSES. THERE ARE ANY QUESTIONS, OR DISCREPANCIES CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL CONDITIONS AND ALL ABOUT THE NOTES, DETAILS, OR PLANS, CONTACT ELEVATIONS. THE ENGINEER OF RECORD AT THOMPSON ENGINEERING (360) 918-8079. ;2) I Gd'5 @ I G" C.C. N4A,NJfA,CT1jRCD KU 50ARD EDGE NAILING #4 VEF 5 @ 32" O.C. (1) #4 5;AK C0N'_. 4" C PCRFOR.,1%.TED ECCT NG CF,'-AJN5 fiJATi'JE Jil��`'15TJRBCD I �501L FOUNDATION / FLOOR SECTION DETAIL 1A(D-STORY 'Al/ RAMI 1-J0ISTS �.i.5I LLFLAT #� B7FRICf? 'AiALL fPJ�M LNG 5ff1_ 5UJ LD-Ih G EDGE NAIU IG EDGE tJAILING f_- [ N 15 t. CD GP.ADC .'00 E',91 5LOPE AWAY (1) # 4 BAR COtJT, 4" 0 PEF.fORJ,TFD EOC'TING DPAINS NATIVE jNn15T1JRBEG 501L FOUNDATION / SLAB SECTION DETAIL C;.r,!t-STORY F"CUNDA70 �1.1 W11 IN,rRICR SLAP L/Z P.T. P05T V,41 -057 BA5E PCF: FLAN_ #3 TIC5 @ 3"' C.C. TY L° .. - FIfJIS!1CJ G,CC OF, CCNC, 51A8 T Lfi:T` L 4 L, rL ii -,1. II= 50sL POST/ FTG DETAIL hes- structural notes supplement the drawings. Any discrepancy fouric! among the drawings, these notes, and the site conditions shall be reported to the Engineer, who shall correct suer discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be clone at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor is responsible for all bracing and n:oring during construction. All construction shall conform to the applicable portions of the latest edition of the 2015 International Building Code except- where noted. Construction Stability: The design, adequacy and safety of erection bracing, shoring and all temporary supports is the sole responsibility of the Contractor, and has not been considered by the Engineer of Record. The Contractor shall provide the bracing necessary to provide stability to the structure prior to the completed application of the lateral resisting system. During constru-tion, the Contractor shall keep loads within the design roof and floor load limits indicated below. Design Critcria: i. Live Load = 25 PSF (Snow; 40 PSF (Floors) Dead Load = 15 PSF (Roofs) 12 PSF (Floors) 10 PSF (Partition Load) 10 PSF (Wood walls) 150 PCF (Concrete) 3. Wind : 2015 IBC a. Basic wind speed = 110 mph b. ultimate design wind speed = 85 mph 13 -se= gust) C. Risk category - "II" d. Exposure category = „S„ e. Internal pressure co€:fficient = }0.55✓` -©.55 4. Earthgaa<:'e: 2015 IBC a. Risk category = 11 b. Importance factor "I" = 1.0 c. Suectral response acceleration parameter Ss = 1.248 d. Spectral response acce'_eration parameter Sl = 0.497 e,. Site classification = "D" f. Spectral response acceleration parameter Sds = 0.833 q. Spectral response acceleration parameter Shc = 0.498 h. Seismic design category "D2„ i. Seismic response coefficient CS - 0.127 j. Response modification factor = 6.5 k. Basic force resisting system = bearing walls -"K" 1. Design pr,`cedure = Simplified analysis 5. Soil = 1500 PSF, Assumed Bearing Capacity Foundat ion, 1.. All footings shall be foundedon native undisturbed soil. 2. Optional: A continuous 4" diameter perforated footing drain shall be placed aro-and the entire perimeter ofrt the foundatiun and installed as shown on the drawings. The footing drain shall be sloped and terminated at an approved location down hill of the structure. 3. Pressure -treated Mud -sills: Use 1/2" diameter X 10" ASTM A307 anchor bolts at 72" on center with pressure treated 2x nominal thickness plates, unless otherwise noted on the foundation plan.. 4. All anchor bolts shall use 3" square x 1/4" thick steel plate Washers. 5. Contractor may step foundation footings, but shall not step foundation walls short of floor diaphragm unless otherwise noted/detailed on the foundation plan. NOTE: WITH THE EXCEPTION OF APPROPRIATE BRACING MEASURES, DO NOT BACKFILL AGAINST CONCRETE WALLS FOR A MINIMUM OF 14 DAYS AND ONLY AFTER THE CONCRETE SLAB FLOOR IS IN PLACE, FLOOR FRAMING SYSTEM IS INSTALLED, SHEATHED, AND COMPLETELY NAILED OFF! SHORING, BRACING, AND COMPACTION DURING THE BACKFILL, PROCESS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR! Concrete & Reinforcing Steel: 1. All concrete work shall be per the 2015 IBC Chapter 19. Tolerances shall be per 1BC Chapter 19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06. 2. Cement: ASTM C150, normal -Type 1 or I-II. 3. Coarse or fine aggregate: ASTM C33. 4. All reinforcing shall be ASTM A615 Grade 40 for #4 bars or smaller and Grade 60 for #5 bars or larger. 5. Use 24" elbow bars at all footing and stemwall corners 'r and intersections at orizontal continuous reinforcement. f,. Admixtures: Water reducers -ASTM C494, type A. Air entrainment -ASTM 0250 and AST14 0494, with no chlorides. 7, Concrete shall be in accordance with ASTM 150. Do not use calcium chloride, fly ash or related materials. f'c = 2500 PS1 @ 28 day --5-1/2 sack mix -3/4" maximus: size aggregate. Slum = 5"maximus:,, 6% max F.ir entrained. 'arpentrv: 1. Structural 4X framing shall be 42 Doug -Fir. 6X columnslbeams/hea'ders shall be #1 Doug -Fir. 3. 2X rafters/joists shall be #2 Douglas -fir, kiln dried, and stored in a dry area prior to installation. 4. Floor joists/trusses shall be by Trus -joist, Poise Cascade, Louisiana Pacific_, or other approved manu"ac`u,er. Roof trusses shall be by a pre -approved manufacturer and constructed according to the specifications of the Truss Plate Institute. Contractor and Truss Manufacturer are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown otherwise on the drawings. Girder trusses shall have a minimum; of bearing studs equal to the number of plies of girder truss. A11 girder trusses shall have LG ties each end of truss that matches the number of plies in truss unless otherwise noted in plans or truss package. 6. Glue laminated beams shall be 24F -V4 for simple spans, and 24F -V8 for cantilevered or continuous beams and have the fol owing properties: (Fh .- 2,400 psi) (y = .2411 psi) ;E = 1,800,000 psi` (Fc! = 650 psi) 7. Continuous and cantilevered beams sha_1 not be ca:nbered. All. other Glu -laminated beams shall be cambered for /4817. See framing plans for any exceptions. 8. icor sheathing shall be 3" T&G. Sheathing at floors shall be Laic with the face grain perpendicular to supports and end Joints staggered 4'-0" on center. Provide 1/8" space between panel edges as required by sheathing manufacturer's specifications. Floor sheathing shall be nailed with 10 -,box nails at 6" o.c. edges and 10" o.c. in the field ".unless otherwise noted on plans. 9. Sheathing at roofs shall be laid with face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 1/8" space between panel edges as required by sheathing Manufacturer's. Roof sheathing scall be nailed with 8d box nails at 6" o.c. edges and 12" 7.c. in the field unless otherwise noted on plans. NOTE: Contractor is responsible for aligning solid blocking/posts directly below all imposing point load locations above at floor framing. Where additional posts are called out at beam lines the Contractor is responsible for installing matching solid blocking/posts between the top of the floor beam and the underside of the floor sheathing at the load locations above. STRUCTURAL., DETAIL Dl OST THIS SHEET. 11 Fn1 TNTI A TT( -)N Rr M A M FT ,nn -V VU A MINI M, A N STEMWALLS EACH SIDE OF OVERHEAD DOORS ARE TO BE INCREASED IN HEIGHT TO MEET FRAMING REQUIREMENTS SHOWN IN DETAIL S4 ON THIS SHEET! ATTENTION: ALL ENGINEERING CALLOUTS ON THESE PLANS �`ZUST BE STRICTLY FOLLOWED! NO EXCEPTIONS!. ANY CHANGES OR MODIFICATIONS MUST BE PRE - APPROVED BY THE ENGINEER OF RECORD! PLA,_FI--------- s,, r .1 PEP G.` ....p� ESL! . '1-_ 5 ffCL .iu .T w VE, s 75 ,4 C AF,5 CC"�.JT - ,I) AFL. F E?,11 ;2) I Gd'5 @ I G" C.C. N4A,NJfA,CT1jRCD KU 50ARD EDGE NAILING #4 VEF 5 @ 32" O.C. (1) #4 5;AK C0N'_. 4" C PCRFOR.,1%.TED ECCT NG CF,'-AJN5 fiJATi'JE Jil��`'15TJRBCD I �501L FOUNDATION / FLOOR SECTION DETAIL 1A(D-STORY 'Al/ RAMI 1-J0ISTS �.i.5I LLFLAT #� B7FRICf? 'AiALL fPJ�M LNG 5ff1_ 5UJ LD-Ih G EDGE NAIU IG EDGE tJAILING f_- [ N 15 t. CD GP.ADC .'00 E',91 5LOPE AWAY (1) # 4 BAR COtJT, 4" 0 PEF.fORJ,TFD EOC'TING DPAINS NATIVE jNn15T1JRBEG 501L FOUNDATION / SLAB SECTION DETAIL C;.r,!t-STORY F"CUNDA70 �1.1 W11 IN,rRICR SLAP L/Z P.T. P05T V,41 -057 BA5E PCF: FLAN_ #3 TIC5 @ 3"' C.C. TY L° .. - FIfJIS!1CJ G,CC OF, CCNC, 51A8 T Lfi:T` L 4 L, rL ii -,1. II= 50sL POST/ FTG DETAIL hes- structural notes supplement the drawings. Any discrepancy fouric! among the drawings, these notes, and the site conditions shall be reported to the Engineer, who shall correct suer discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be clone at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor is responsible for all bracing and n:oring during construction. All construction shall conform to the applicable portions of the latest edition of the 2015 International Building Code except- where noted. Construction Stability: The design, adequacy and safety of erection bracing, shoring and all temporary supports is the sole responsibility of the Contractor, and has not been considered by the Engineer of Record. The Contractor shall provide the bracing necessary to provide stability to the structure prior to the completed application of the lateral resisting system. During constru-tion, the Contractor shall keep loads within the design roof and floor load limits indicated below. Design Critcria: i. Live Load = 25 PSF (Snow; 40 PSF (Floors) Dead Load = 15 PSF (Roofs) 12 PSF (Floors) 10 PSF (Partition Load) 10 PSF (Wood walls) 150 PCF (Concrete) 3. Wind : 2015 IBC a. Basic wind speed = 110 mph b. ultimate design wind speed = 85 mph 13 -se= gust) C. Risk category - "II" d. Exposure category = „S„ e. Internal pressure co€:fficient = }0.55✓` -©.55 4. Earthgaa<:'e: 2015 IBC a. Risk category = 11 b. Importance factor "I" = 1.0 c. Suectral response acceleration parameter Ss = 1.248 d. Spectral response acce'_eration parameter Sl = 0.497 e,. Site classification = "D" f. Spectral response acceleration parameter Sds = 0.833 q. Spectral response acceleration parameter Shc = 0.498 h. Seismic design category "D2„ i. Seismic response coefficient CS - 0.127 j. Response modification factor = 6.5 k. Basic force resisting system = bearing walls -"K" 1. Design pr,`cedure = Simplified analysis 5. Soil = 1500 PSF, Assumed Bearing Capacity Foundat ion, 1.. All footings shall be foundedon native undisturbed soil. 2. Optional: A continuous 4" diameter perforated footing drain shall be placed aro-and the entire perimeter ofrt the foundatiun and installed as shown on the drawings. The footing drain shall be sloped and terminated at an approved location down hill of the structure. 3. Pressure -treated Mud -sills: Use 1/2" diameter X 10" ASTM A307 anchor bolts at 72" on center with pressure treated 2x nominal thickness plates, unless otherwise noted on the foundation plan.. 4. All anchor bolts shall use 3" square x 1/4" thick steel plate Washers. 5. Contractor may step foundation footings, but shall not step foundation walls short of floor diaphragm unless otherwise noted/detailed on the foundation plan. NOTE: WITH THE EXCEPTION OF APPROPRIATE BRACING MEASURES, DO NOT BACKFILL AGAINST CONCRETE WALLS FOR A MINIMUM OF 14 DAYS AND ONLY AFTER THE CONCRETE SLAB FLOOR IS IN PLACE, FLOOR FRAMING SYSTEM IS INSTALLED, SHEATHED, AND COMPLETELY NAILED OFF! SHORING, BRACING, AND COMPACTION DURING THE BACKFILL, PROCESS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR! Concrete & Reinforcing Steel: 1. All concrete work shall be per the 2015 IBC Chapter 19. Tolerances shall be per 1BC Chapter 19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06. 2. Cement: ASTM C150, normal -Type 1 or I-II. 3. Coarse or fine aggregate: ASTM C33. 4. All reinforcing shall be ASTM A615 Grade 40 for #4 bars or smaller and Grade 60 for #5 bars or larger. 5. Use 24" elbow bars at all footing and stemwall corners 'r and intersections at orizontal continuous reinforcement. f,. Admixtures: Water reducers -ASTM C494, type A. Air entrainment -ASTM 0250 and AST14 0494, with no chlorides. 7, Concrete shall be in accordance with ASTM 150. Do not use calcium chloride, fly ash or related materials. f'c = 2500 PS1 @ 28 day --5-1/2 sack mix -3/4" maximus: size aggregate. Slum = 5"maximus:,, 6% max F.ir entrained. 'arpentrv: 1. Structural 4X framing shall be 42 Doug -Fir. 6X columnslbeams/hea'ders shall be #1 Doug -Fir. 3. 2X rafters/joists shall be #2 Douglas -fir, kiln dried, and stored in a dry area prior to installation. 4. Floor joists/trusses shall be by Trus -joist, Poise Cascade, Louisiana Pacific_, or other approved manu"ac`u,er. Roof trusses shall be by a pre -approved manufacturer and constructed according to the specifications of the Truss Plate Institute. Contractor and Truss Manufacturer are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown otherwise on the drawings. Girder trusses shall have a minimum; of bearing studs equal to the number of plies of girder truss. A11 girder trusses shall have LG ties each end of truss that matches the number of plies in truss unless otherwise noted in plans or truss package. 6. Glue laminated beams shall be 24F -V4 for simple spans, and 24F -V8 for cantilevered or continuous beams and have the fol owing properties: (Fh .- 2,400 psi) (y = .2411 psi) ;E = 1,800,000 psi` (Fc! = 650 psi) 7. Continuous and cantilevered beams sha_1 not be ca:nbered. All. other Glu -laminated beams shall be cambered for /4817. See framing plans for any exceptions. 8. icor sheathing shall be 3" T&G. Sheathing at floors shall be Laic with the face grain perpendicular to supports and end Joints staggered 4'-0" on center. Provide 1/8" space between panel edges as required by sheathing manufacturer's specifications. Floor sheathing shall be nailed with 10 -,box nails at 6" o.c. edges and 10" o.c. in the field ".unless otherwise noted on plans. 9. Sheathing at roofs shall be laid with face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 1/8" space between panel edges as required by sheathing Manufacturer's. Roof sheathing scall be nailed with 8d box nails at 6" o.c. edges and 12" 7.c. in the field unless otherwise noted on plans. NOTE: Contractor is responsible for aligning solid blocking/posts directly below all imposing point load locations above at floor framing. Where additional posts are called out at beam lines the Contractor is responsible for installing matching solid blocking/posts between the top of the floor beam and the underside of the floor sheathing at the load locations above. STRUCTURAL., DETAIL Dl OST THIS SHEET. 11 Fn1 TNTI A TT( -)N Rr M A M FT ,nn -V VU A MINI M, A N STEMWALLS EACH SIDE OF OVERHEAD DOORS ARE TO BE INCREASED IN HEIGHT TO MEET FRAMING REQUIREMENTS SHOWN IN DETAIL S4 ON THIS SHEET! ATTENTION: ALL ENGINEERING CALLOUTS ON THESE PLANS �`ZUST BE STRICTLY FOLLOWED! NO EXCEPTIONS!. ANY CHANGES OR MODIFICATIONS MUST BE PRE - APPROVED BY THE ENGINEER OF RECORD!