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20190259 2707EngineeringPlansSTRUCTURAL NOTES NOTE: Contractor is responsible for aligning solid / blocking/posts directly below all imposing point load locations CONTRACTOR, OWNER, AND FRAMER ARE TO THOROUGHLY REVIEW THESE DOCUMENTS AND THEIR 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 RELATIONSHIP TO THE ARCHITECTURAL PLANS- IF underside of the floor sheathing at the load locations above. CAUTION THERE ARE ANY QUESTIONS, OR DISCREPANCIES .XGX I OX 10 W.W.M.F. or ABOUT THE NOTES, DETAILS, OR PLANS, CONTACT PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS. BRACE PER RECOMMENDATIONS. THE ENGINEER OF RECORD AT THOMPSON RIM BOARD ENGINEERING (360) 918-8079. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED DURING PLACEMENT OF TRUSSES. These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, and the site conditions 11 b rted to the Engineer who shall correct such CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. sha e repo discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done 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 shoring 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 construction, the Contractor shall keep loads within the design roof and floor load limits indicated below. Design Criteria: 1. Live Load = 25 PSF (Snow) 40 PSF (Floors) 2. 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 (3 -sec gust) C. Risk category = "II" d. Exposure category = "B" e. Internal pressure coefficient = +0.55/-0.55 4. Earthquake: 2015 IBC a. Risk category = II b. Importance factor "I" = 1.0 c. Spectral response acceleration parameter Ss = 1.327 d. Spectral response acceleration parameter S1 = 0.545 e. Site classification = "D" f. Spectral response acceleration parameter Sds = 0.885 g. Spectral response acceleration parameter Shc = 0.545 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 procedure = Simplified analysis 5. Soil = 1500 PSF, Assumed Bearing Capacity Foundation 1. All footings shall be founded on native undisturbed soil. 2. Optional: A continuous 4" diameter perforated footing drain shall be placed around the entire perimeter of the foundation 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! (2) 1 Gd'5 @ I G" O.C. MANUFACTURED RIM BOARD EDGE NAILING FLOOR JOISTS \ II{ / (2) 1 Gd'5 @ I G" O.C. (2) 8d'5 @EACH JOIST' EXTERIOR WALL FRAMING W/ 3x3x I /4" PLATE WA511-1ER TYP• GL8 2 P.T. SILL PLATE .XGX I OX 10 W.W.M.F. or Lr MP'VAT-ED Vi'�-ctR EDGE NAILING EDGE NAILING MANUFACTURED RIM BOARD - FLOOR J015 T 5 (OWN'; R5 OPTION) EDGE NAILING J FINISHED GRADE VV/ (SEE PLAN) 'ST 5% 51 -OPE AWAY I HDR -HEADER 2x6 P.T. 51LL PLATE��� FOUNDATION VENTS; P R E SSUR_ T REATE D W/ A.5.5 PER PLAN o � ' - BEAD,? W/ 3x3x 114" PLATE WA511ER TYP. - - ( I ) #4 BAR CONT. #4 5AR5 CONT. #4 15AR5 CONT. W/ 24" LAPS (1) BELOW VENT5 -�, I -1 r ( 1) BELOW VENTS: FOUNDATION VENTS , m (1) @ MID -HT. (PER CODE) 1/ 150 I ,, a 4" 0 PERFORAT ED 4 VERTS @ 32 O.C. f 'k FOOTING DRAINS (I) #4 BAR CONT. #4 BARS CONT. NATIVE UND15TU1,?,5ED W/ 24" LAP5 (1) BELOW VENT5 - 501 L - 12" (1) @ MID -HT. - FOUNDATION / FLOOR SECTION DETAIL NATIVE UND15TUR15ED G" 501L 4" O PERFORATED 1 2" FOUNDATION / SLAB SECTION DETAIL FOOTING DRAINS - 8„ - NATIVE UNDI5TURBED SOIL 15" FOUNDATION / FLOOR SECTION DETAIL a. Risk category = II b. Importance factor "I" = 1.0 c. Spectral response acceleration parameter Ss = 1.327 d. Spectral response acceleration parameter S1 = 0.545 e. Site classification = "D" f. Spectral response acceleration parameter Sds = 0.885 g. Spectral response acceleration parameter Shc = 0.545 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 procedure = Simplified analysis 5. Soil = 1500 PSF, Assumed Bearing Capacity Foundation 1. All footings shall be founded on native undisturbed soil. 2. Optional: A continuous 4" diameter perforated footing drain shall be placed around the entire perimeter of the foundation 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! (2) 1 Gd'5 @ I G" O.C. MANUFACTURED RIM BOARD EDGE NAILING FLOOR JOISTS \ II{ / W/ A.5.5 PER PLAN (5EE PLAN) EXTERIOR WALL FRAMING W/ 3x3x I /4" PLATE WA511-1ER TYP• GL8 2 P.T. SILL PLATE .XGX I OX 10 W.W.M.F. or Lr MP'VAT-ED Vi'�-ctR EDGE NAILING EDGE NAILING W/ A. 5.5 PER PLAN EACH (OWN'; R5 OPTION) W/ 3x3x 114" PLATE WASHER TYP. FINISHED GRADE VV/ 'ST 5% 51 -OPE AWAY I HDR -HEADER F T G FOUNDATION VENTS; P R E SSUR_ T REATE D #4 VERTB @ 48" O.C. (PER CODE) I / 150 � ' - BEAD,? ( I ) #4 BAR CONT. #4 5AR5 CONT. #4 15AR5 CONT. W/ 24" LAPS (1) BELOW VENT5 -�, I a e ii ( 1) BELOW VENTS: , (1) @ MID -HT. I) (1) @ MID -HT. 4" 0 PERFORAT ED FOOTING DRAINS l -1 NATIVE UND15TU1,?,5ED G" 501 L 12" FOUNDATION / FLOOR SECTION DETAIL 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 IBC Chapter 19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06. 2. Cement: ASTM C150, normal -Type I 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 and intersections at horizontal continuous reinforcement. 6. Admixtures: Water reducers -ASTM C494, Type A. Air entrainment -ASTM C260 and ASTM C494, 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 PSI @ 28 day -5-1/2 sack mix -3/4" maximum size aggregate. Slump = 5" maximum, 6% max Air entrained. Carpentry: 1. Structural 4X framing shall be #2 Doug -Fir. 2. 6X columns/beams/headers 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. Roof/Floor joists/trusses shall be by Trus -joist, Boise Cascade, Louisiana Pacific, or other approved manufacturer. S. 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. All girder trusses shall have LGT ties each end of truss that matches the number of plies in truss unless otherwise noted in plans or truss package. 6. Manufactured beams/columns (PSL/LVL) shall have the following properties: (Fb = 2,800 psi) (Fv = 285 psi) (E = 2,000,000 psi) (Fcl = 650 psi) 7. Glue laminated beams shall be 24F -V4 for simple spans, and 24F -V8 for cantilevered or continuous beams and have the following properties: (Fb = 2,400 psi) (Fv = 240 psi) (E = 1,800,000 psi) (Fcl = 650 psi) 8. Continuous and cantilevered beams shall not be cambered. All other Glu -laminated beams shall be cambered for L/480. See framing plans for any exceptions. 9. Floor sheathing shall be 39" T&G. Sheathing at floors shall be laid 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 10d box nails at 6" o.c. edges and 10" o.c. in the field unless otherwise noted on the drawings. 10. 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 sheathinc shall be nailed with 8d box nails at 6" o.c. edges anc 12" o.c. in the field unless otherwise noted on the drawings. 2xG P.T. SILL PLATE W/ A.5.5 PER PLAN UNLESS OTHER` it i SE NOTED EXTERIOR WALL FRAMING W/ 3x3x I /4" PLATE WA511-1ER TYP• GL8 5EE BUILDING SECTIONS .XGX I OX 10 W.W.M.F. or Lr MP'VAT-ED Vi'�-ctR EDGE NAILING EDGE NAILING FI6 R MEBH EACH (OWN'; R5 OPTION) ixrtir FINISHED GRADE VV/ 'ST 5% 51 -OPE AWAY I HDR -HEADER F T G - FOOTING P R E SSUR_ T REATE D 8}, - BEAD,? #4 VERT5 @ 48" O.C. #4 15AR5 CONT. - (1) #4 BAR CONT. ( 1) BELOW VENTS: , W/ 24" LAPS (1) @ MID -HT. I. , 4" O PERFORATED _ FOOTING DRAINS NATIVE UND15TUR15ED G" 501L 1 2" FOUNDATION / SLAB SECTION DETAIL P.T. POST VVI FC5T BASE PFR, PLAN "OPTIONAL"#3 TIES @ 3" O.C. - j-- FINISNED GRADE OR 1 2"O "50NO' CONS BLAB TUBE PLIN T `'i -= 3" VE UNDi5TURBED I i 1s 1 II I I F I Z; rr- ti t...., �l U low >r N L.> i 4 lriL4,af2" AA i) I � 1 I i I � ATTENTION: 49 �t ZTRUCTURAL DETAIL DI ON THIS SHEET. I- ( �'�1 Iii=' OI FOUNDATION/MAIN FLOOR FRAMING PLAN ALL ENGINEERING CALLOUTS ON THESE PLANS MUST BE STRICTLY FOLLOWED! NO EXCEPTIONS! ANY CHANGES OR MODIFICATIONS MUST BE PRE - APPROVED BY THE ENGINEERI OF RECORD! !' BBREV � ONS. U.O.N. UNLESS OTHER` it i SE NOTED GL8 GLU-LAM, SEt,%1A LVL Lr MP'VAT-ED Vi'�-ctR D5L D0USLE EACH ixrtir 'ST - JOIST HDR -HEADER F T G - FOOTING P R E SSUR_ T REATE D 8}, - BEAD,? THOMPSON ENGINEERING, INC. T140 8270 28TH COURT STE. 201 LACEY WA 98516 ��' 0� � � Q. of easy A PHONE: (360) 918-8079 email: fthompsonengineering@yahoo.com � ��A�� ��o� p SCALE: DRAWN BY: DATE: PROJECT #19-097 REVISED: Ix RON DEERING HOMES -RESIDENTIAL PLAN 2707' Rj471Eo �rONpL DRAWING NUMBER: FOUNDATION PLAN, NOTES & DETAILS ISHEET Sl OF 3 OPTIONAL 11-2.5 PLACEMENT @ 32" O.C. TOP OF TKU55 / BLKG t SIDE OF STUD SIMPSON LU2 1-2.5 PLACEMENT @ 48" O.C. - TKU55 TO BLKG. HANGERS (SLOT SHEAT RING TO PASS) EA. END OF 2x6 BLKG. HANGER5 DY TKU55 MFGR. EDGE NAILING TO 2x VENTED ELKS. a H- I CLIPS @21 " O.C. DRG / SHEAR WALL ROOF FRAMING DETAIL DRG / SNEAK WALL UPPER WALL - LOW ROOF SHEAR TRANSFER - MONO TRUSS 3/4" = 1'-U" EQUAL SIMPSON STRAP SEE PLAN FOR SIZE $ LOCATION 6d NAILS @ EACH HOLE WALL FRAMING or BEAM - SEE PLAN STRAPPING DETAIL EQUAL DRAG TRU55 — ADJACENT S.W. �pC " LONG 2x NAILER TO SIDE OF TKU55 BOTTOM CHORD - (2) ROWS I Gd SINKERS @ " O.C. EA. STAGGERED ROW SHEAR WALL STRAP - WALL TO TRUSS - NAILER BLK 3/4" = 1'-0" JOISTS A-35 CLIPS @ � O. RI M TO WALL EDGE NAILIN I _-„ ,-1 UPPER FLOOR FRAMING DETAIL J55 - 5EE PLAN �d'5 @" O.C. I (-�ROOF - SHEAR WALL CONNECTION 3/4" = 1'-0" A-34 CLIP EA. RAFTER OVER FPAMING 2,6 NAILEP, PLT. KAF T ERS i w/ (4) 1 Gd'_ PER t i RAFTER OVER -FRAMED RAFTERS: 10' SPAN or LESS = 2x4'5 @ 24" O.C. OVER I O' SPAN TO 1 2'-G" SPANS = (2) 2xG'5 @ 24" O.C. OVER 1 2'-G" SPAN TO 1 4'-G" SPANS = (3) 2xG'5 @ 24" O.C. OPTION: #2 D.P. 2x 1 2'5 MAY.. SPAN = I ?'-G" ROOF FRAMING DETAIL '4" O.C. OVER FRAMING RAFTERS - ROOF CONNECTION 3/4'' TYPICAL AT ALL EXTERIOR WALLS UNLESS OTHERWISE NOTED! (8>) 10 d'5 EA. 51DE OF 5PLICE N 8d box N N TOP VIEW 4" 4" 4" TYP I i I I 16d sinker SIDE VIEW �� u NOTE: L,-0 MINIMUM BETWEEN 5PLICE5 IN FLOOR FRAMING DETAIL 4TYP1ICALL TOP PLATE SPLICE D UPPER SHEAR 1 (2) 1 Gd'5 @ I G' TO RIM JOIST S (2) 6d NAILS PER JOIST LOWER 5HE/ UPPER FLOOR FRAMING DETAIL --Td" ►..AT" TT"T 1F%fNA1TXT - -- ,. i _i n I EDGE NAILING FLOOR - SHEAR WALL CONNECTION 3/4" = 1'-0" IJI nLU(_r\IN(_ 3/4" TSG 5HEATHING EDGE NAIL 5HEAKWA' UPPER FLOOR FRAMING DETAIL FLOOR BLOCKING - SHEAR WALL CONNECTION 3/4" = 1'-0" o'O .K JOI )E OF TYPICAL SHEAR -WALL NOTES HOLDOWN SCHEDULE All wall sheathing shall be 15/32" CDX plywood, 7/16" OSB, or as Hold-downs shall be Simpson "Strong Tie" and shall be installed called out below, with exterior exposure glue and span rated "SR per the manufacture's recommendation. Equivalent holdowns by 24/0" or better. (5/8" T1-11 siding is an acceptable United Steel Products Company "Kant -Sag" that have ICBG approval substitution except where 5/8" or thicker sheathing is may be substituted in lieu of Simpson holdowns. All floor specifically called out in the schedule below). Sheathing may be systems shall be blocked below member that holdowns are attached installed either horizontally or vertically. Wall studs must be spaced at 16" on center. to. This block shall be equal to or larger than the member the holdown is attached to and be placed as a "squash block". All nails shall be per table below. Nail size and spacing at all sheathing edges shall be as required in shear -wall schedule All double OR triple studs (ALLOWED PER HOLDOWN SCHEDULE BELOW) below. shall be nailed together with (2) rows 10d's staggered at 4" on center each row for each layer. Nail Type Diameter (inches) Length (inches) 8d box 0.113 2-1/2 lOd box 0.128 3 16d sinker 0.148 3-1/4 8d common 0.131 2-1/2 10d common 0.148 3 HTT4 attaches to concrete foundation with a Simpson SSTABI6 bolt 12" minimum into concrete. HTT4 attaches to double 2X studs with (18) 16d SINKER nails in wall above. Capacity = 4235# DF/SP, 3640# SPF/HF LSTHD8/LSTHD8RJ--embeds a minimum of 8 inches into concrete ALL SHEARWALL FRAMING LUMBER SHALL BE DOUG -FIR SPECIES MATERIAL. foundation and to a 4X6 stud with (20) 16d sinker nails in wall above. SHEAR -WALL SCHEDULE V\ 6 sheathing nailed with 8d box at 6" on center all edges \ = 260 plf. ADDITIONAL SHEAR WALL NOTES: * Blocking is required at all horizontal free -edges of sheathing. Sheathing edge nailing is required at all holdown posts. * Intermediate framing is to be minimum 2x members with nailing at 12" on center. * Double 2x studs nailed together with (2) rows of 10d's at 4"o.c. may be used in place of a single 3x stud, unless otherwise required in holdown schedule below. UPPER FLOOR FRAMING PLAN MAIN FLOOR SHEARWALLS & HOLDOWNS PLAN IIII IIID III�II THOMPSON ENGINEERING, INC. Tho 8270 28TH COURT, STE. 201 LACEY, WA 98516 �-�' �'`I,o PHONE: (360) 918-8079 email: rthompsonengineering@yahoo.com ,SO �F �AS„`�oy o SCALE: DRAWN BY: 4 = Z ATTENTION: DATE: PROJECT919-097 REVISED: ALL ENGINEERING CALLOUTS ON THESE PLANS R34471��. MUST BE STRICTLY FOLLOWED! NO EXCEPTIONS! RON DEERING HOMES -RESIDENTIAL PLAN 2707 FSS; 1 ANY CHANGES OR MODIFICATIONS MUST BE PRE- DRAWING NUMBER: APPROVED BY THE ENGINEERI OF RECORD! FRAMING/SW's & HD's PLAN, NOTES & DETAILS SHEET S2 OF 3 c2f 61-1 fzp0g/lAlA4_X_--' cp V + �12�11 14 it b_ UPPER ROOF FRAMING PLAN UPPER FLOOR SHEARWALLS & HOLDOWNS PLAN TIKU55-1-5 @ 24" O.C. 51MF)5ON5TRAF (HE FLAN FOP, 51ZE ROOF SHEATHINGLOCATIONS EDGE NAILING KIM J5T.. \G VENTED 2x DILI< (2) 2x or 3x MEMDFIP, LLJ 51 M P50N TYP. @ 5TKAF5 H- I CLIPS @ O.C. (1) 2x STUD O.K. W/ 5KGSHEAR WALL L5TA M5TA STRAPS or HAM SEE PLAN STRAPPING DETAIL ROOF FRAMING DETAIL HOLDDOWN STRAP BETWEEN FLOORS 3/4" 1'-0" PIZT RUSS - WALL CONNECTION 3/4" = l'-0" 2X4 OUTLOOKS @ O.C. F,00f SHEATHING (2) 1 Od!5 PER EDGE NAILING I x2 TRIM 5IMP50N STRAP (HE FLAN f OK 51ZE LOCATIONS2x FLY RAFTER MAX —Icy J RIM J5T. EDGE NAILING GABLE TKU55 SHEATHING :JOINT TO OVERLAP TOP PLATES 1-1/2" MINIMUM FLOOR MEMBER51MP50N A-35 CLIPS @ O.C. SEE PLAN NOTE: ONLY FOR GABLE SHEATHING THAT DOES NOT OVERLAP AND EDGE NAIL TOt WALL PLATES &STRAPPING DETAIL ROOF FRAMING DETAIL &PIEND TRUSS -WALL CONNECTION 3/4" 1'-0" HOLIDDOWN STRAP TO RIM BEAM JOIST 3/4'' 1'-0" 1 0 1 THOMPSON ENGINEERING, INC. \1 T 11 0 8270 28TH COURT, STE. 201 LACEY, WA 98516 4fOV WAS41 PHONE: (360) 918-8079 email: rthompsonengineeringgyahoo.com Cc, 0 SCALE: I DRAWN BY: IT ATTENTION: DATE: PROJECT #19-097 REVISED: ALL ENGINEERING CALLOUTS ON THESE PLANS 34471 MUST BE STRICTLY FOLLOWED! NO EXCEPTIONS! RON DEERING HOMES -RESIDENTIAL PLAN 2707 1 101MIL ANY CHANGES OR MODIFICATIONS MUST BE PRE- DRAWL APPROVED BY THE ENGINEERI OF RECORD! ROOF FRAMING PLAN & DETAILS LSHE EWT V198 R'