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HomeMy WebLinkAboutTRUSS PLAN - 21-00577 - Storage 1910 - Bldg 11. Dimensional Lumber #2 Douglas Fir 2. Laminated Veneer Lumber (LVL) E - 1.9E6 PSI Fb=2600 2x BLOCKING 3. Concrete Fc - Figs, Walls 3500 PSI Exposure Class - F1 Air Content 5% (ATTACH W/ (6) 16d NAILS (TYP.) Garage & Exterior Slabs 4500 PSI Exposure Class = F2 Air Content 6% Max Water -Cement Ratio 0.55 Max Aggregrate size 3/4" 4. Reinforcing Steel ASTM A615 - Grade 60 C. Anchor Bolts A36 / F7554 GRADE 36 E. REINFORCED CONCRETE TT 2x WALL GIRTS 1. Concrete shall be of ready mix type conforming to ASTM C94. SEE 2. Portland Cement to comply with ASTM C150 ( PLAN) 3. Comply with ACI 306 Cold Weather Concrete standards if the mean daily temperature is E RA (SEE PLAN) expected to drop below 40° F for 3 or more successive days. Place no concrete against frozen earth. Oq 4. Comply with ACI 305 Hot Weather Concrete Standards. 9 (6) 1SECTION A -A 5. Conduct all compression tests according to ACI Standard Recommended Practice for 6d NAILS fifi Evaluation of Compression Test Results of Field Concrete (ACI 214) 1 O COL.) 6. Control joints in large areas of slab on grade shall be placed in checkerboard fashion ( RAFTER, TMP in lengths not to exceed 20 feet in any direction. 7. All construction joints shall be located so as not to impair the strength of the structure. o Unless noted on the drawings, all reinforcement shall be continuous through the joints. Each construction joint shall be keyed. N 8. No aluminum products shall be embedded in the concrete. Electrical conduit shall be cw c (2) 2x TRUSS SCAB (ONE EACH SIDE) placed at mid -height of the slabs and shall have an O.D. less that one-third the slab thickness. d v WITH (40) 16d NAILS/SCAB F. REINFORCING STEEL o 1. All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual of ¢ Standard Practice for Detailing Reinforced Concrete Structures (ACI 315). All reinforcement w to be supported in the forms and space with wire or plastic bar supports. Reinforcement in Z footings shall be supported on precast concrete block supports conforming to the Concrete z 2x PURLINS Reinforcing Steel Institute Manual of Standard Practice. uJ (SEE FRAMING PLAN) 2. Splice of reinforcement at points of maximum stress shall be avoided wherever possible. See Table. cc < RAFTERS 3. All continuous reinforcement shall terminate with 90 degree return or hook or separatecorner bar. SECTION A -A (SEE FRAMING PLAN) 4. All vertical reinforcement in columns and walls shall be doweled from the foofing or U A #10 SCREWS @ 9" O/C IN FIELD structure below with rebar of the same size and spacing as required above. D 12 5. Minimum concrete cover for reinforcing bars shall be as specified in Building Code cccc St O \ q ©1 Requirements for Reinforced Concrete (ACI 318) Z FASTEN RAFTER BEAM 2x PURLINS 29 GAMETAL ROOF DECK \ 6. Welding or tack welding of reinforcing bars is prohibited unless specifically approved by O TO POST WITH (6) 16d NAILS \ S1 29 GA METAL ROOF DECK the Engineer. W A (SEE FRAMING PIAN) #10 SCREWS @ 41/2" O/C \ G. LUMBER A "IZZ/@ EDGE 1. Do not notch any structural wood member unless shown on the drawings. O #10 SCREWS @ 9" O/C IN FIELD �- RAFTERS 2 / RAFTERS 12 (2)7/8-0 �!� 2. All nails shall be common wire nails. Any nails exposed to weather or moisture shall be _ (SEE FRAMING PLAN) 1 (SEE FRAMING PLAN) 1 THRU BOLTS A of stainless steel or shall be galvanized. 0 EDGE PURLIN #10 SCREWS @ 41/2" O/C 3. Nailing to conform to IBC Table 2304.10.1 unless noted otherwise (See Nailing Schedule). °C • (2)7/8-0 I ° , @ EDGE 4. Wherever possible nails should be driven perpendicular to the grain instead of toe nail a I 5. Where wood tends to split, holes for nails shall be bored a diameter smaller that of the nails. O \� \ ° THRU BOLTS \p \ tv 2x6 PURLIN BLOCKING /!� < 6. Plywood face in must be supports. gra perpendicular to its su rts. v I 7. An wood members in contact with concrete or rth shall bepressure-treated w r Y ea alwood o wood 2x BEVELED TOP GIRT ° 2x EDGE PURLIN that is decay resistant (redwood or cedar). (18.4° BEVEL) B. Wet use adhesives shall be Used on all glulam members subjected to possible moisture. o o y 9. Roof trusses to be designed and engineered by supplier to meet the design loads herein 1 L J i 1 LFASTEN RAFTER BEAM 2x BEVELED TOP GIRT indicated in addition to any and all drifting loads, wind loads, equipment loads and other 1 - 1 4 i� ° (18.4° BEVEL) ° ° 2x6 PURLIN BLOCKING ° ° TO POST WITH (6) 16d NAILS 6x6 KNEE BRACE c loads as indicated on framing plan. Submit shop drawings and calculations for review. (2) 7/8"0 (2) 7/8 0 1 I. 10. Truss manufacturer to provide truss to truss connection details. " 29 GA. METAL WALL PANELS ° FASTEN RAFTER BEAM 1 GENERAL NOTES THRU BOLTS 6x6 KNEE BRACE 6x6 KNEE BRACE THRU BOLTS 4x4 KNEE BRACE W/ #10 SCREWS @ 41/2" O:C. TO POST WITH (6) 16d NAILS 1. Adequate shoring and bracing of all structural members during construction shall be provided. (2) 7/8"0 (2)7/8-0 (2) 7/8"0 @ EDGE & 9" O.C. IN FIELD 2x6 SCAB BOARD 2. Any proposed field changes shall have prior approval from the Engineer. THRU BOLTS THRU BOLTS THRU BOLTS z 2x6 WALL GIRTS @ 24" O.C. (SEE SECTION A -A) 3. Contractor shall verify all dimensions in the field. Any variation from the drawings shall be brought Lu ATTACHED W/ (3) 16 d NAIL to the attention of the Engineer. A Q. A (2) 7/8"Q 29 GA. METAL WALL PANELS 4. Install Simpson hardware as per Manufacturers requirements. 2x6 SCAB BOARD 2'-0" 2x6 SCAB ¢ TMP' W/#10 SCREWS @ 41/2" O.C. 5. Details are representations/depictions only. Follow written callouts. SECTION A -A) BOARD W/ ¢ THRU BOLTS ° @EDGE& 9" O.G. IN FIELD A 6. NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION OF ENGINEER ( (20) 16d NAILS Lu SE U WOOD COL. WOOD COL. (SEE PLAN) (SEE PLAN) 2X6 WALL GIRTS @ 24" O.C. ATTACHED W/ (3) 16 d NAIL WOOD COL. TYP. (21) 20d GALVANIZED NAILS (SEE PLAN) GRADE (4) SIDES, STAGGERED GRADE (21) 20d GALVANIZED NAILS BASE GIRT URE TREATED (4) SIDES, STAGGERED 1" EXPOSED 1" EXPOSED (21) 20d GALVANIZED NAILS GRADE (4) SIDES, STAGGERED \� \G\i\ \\ \\i\ \\ \\i\i\ ; • `. ` \/ j \\ 1" EXPOSED 2._0„ FREE z 2'-0" 0 FREE- DRAINING 0 :': ; . ; DRAINING 0 WIND COMPONENT AND CLADDING SCHEDULE WIND PRESSURE (PSF) 10 SF GENERAL STRUCTURAL NOTES (DRAWING NOTES) 100 SF ROOF AT LEAST 3'-0" AWAY FROM ANY EDGE +10.0,-23.7 A. CODES AND SPECIFICATIONS +10.0,-18.5 ROOF WITHIN T-0" +100,42.6 1. Intsmational Building Code (IBC) - 2018 Edition +10.0,-29.2 OF ANY EDGE ° 2. ACI 318-14 Building Code Requirements for Reinforced Concrete MIN. 2' - 0" LAP WALL AT LEAST T -0" AWAY FROM ANY CORNER +13.61-14.7 3. ANSVAWC National Design Specification (NDS) & Suppl. for Wood Const. - 2018 Edition +11.6,-12.7 WALL WITHIN 3'-0" +13.6,-18,1 4. ASCE 7-16 Min. Design Loads for Buildings and other Structures. +11.6,-14.1 OF ANY CORNER ,• o B. DESIGN LOADS UNIFORM (PSF) io 1. Roof Loads (2) 16d NAILS i f/2" FTG a. Live Load 20 PSF 0 CONCRETE COLLAR J b. Snow Load CONI, C. Design Snow Load 42 PSF Flat Roof Snow Load Pf = 42.0 ,J (SE PLAN) RAFTER BEAM Ce = 1,0; Ct- 1.20; Is - 1.0 •. (SEE PLAN) Ground Snow Load 50.0 Fu_' CV. „ - Sloped Roof Ps - 42.0; Cs = 1.0 CONC. FTG (6)16d NAILS 2x BEVELED TOP GIRT c. Rain Load - N/A 2. Lateral Loads (TYP. RAFTER TO COL.) (18.40 BEVEL) a. Wind load 115 MPH (3 Sec Gust) Risk Cat= II; EXP = C (SEE PLAN) Encl. Cat. - Enclosed Building D cc 4. -.. Internal Pressure Coef. +/- 0.18 I- Components & Cladding -12.6 PSF (3) 16d NAILS (TYP.) Z a b: Seismic Load: Risk Cat: II Importance Factor = 1.0 Ss=36.80% G; S1 =14.10% G (2) 2x TRUSS SCAB (ONE EACH SIDE) Site Class = b o (L WITH (20) 16d NAILS/SCAB Sds = 0.369; Sd1 = 0.218 2x6 PURLIN BLOCK Co Seismic Design Category - D Lu z v Basic Seismic System - Bearing wall System PROJECT NO. m Design Base Shear V = 0.185 W SHEET Seismic Response Coal. Cs = 0.185 $ N Response Modification Factor R = 2.0 S1 SEE PLANSECTION 1 SECTION ow Analysis Procedure - Equivalent Lateral - Force Analysis .OVERLAP S1 DO NOT SCALE TWO C.FOUNDATIONS S1 DO NOT SCALE 1. Bearing pressure taken as 2000 PSF for column and wall footings, based on a sand, silty sand, clayey sand, silty gravel, and clay gravel (Table 1806.2, Class of Materials #4). Notify Engineer if conditions encountered are different. 2. Bear footing on same type of undisturbed soil or rock throughout the entire structure. D MATERIALS 1. Dimensional Lumber #2 Douglas Fir 2. Laminated Veneer Lumber (LVL) E - 1.9E6 PSI Fb=2600 2x BLOCKING 3. Concrete Fc - Figs, Walls 3500 PSI Exposure Class - F1 Air Content 5% (ATTACH W/ (6) 16d NAILS (TYP.) Garage & Exterior Slabs 4500 PSI Exposure Class = F2 Air Content 6% Max Water -Cement Ratio 0.55 Max Aggregrate size 3/4" 4. Reinforcing Steel ASTM A615 - Grade 60 C. Anchor Bolts A36 / F7554 GRADE 36 E. REINFORCED CONCRETE TT 2x WALL GIRTS 1. Concrete shall be of ready mix type conforming to ASTM C94. SEE 2. Portland Cement to comply with ASTM C150 ( PLAN) 3. Comply with ACI 306 Cold Weather Concrete standards if the mean daily temperature is E RA (SEE PLAN) expected to drop below 40° F for 3 or more successive days. Place no concrete against frozen earth. Oq 4. Comply with ACI 305 Hot Weather Concrete Standards. 9 (6) 1SECTION A -A 5. Conduct all compression tests according to ACI Standard Recommended Practice for 6d NAILS fifi Evaluation of Compression Test Results of Field Concrete (ACI 214) 1 O COL.) 6. Control joints in large areas of slab on grade shall be placed in checkerboard fashion ( RAFTER, TMP in lengths not to exceed 20 feet in any direction. 7. All construction joints shall be located so as not to impair the strength of the structure. o Unless noted on the drawings, all reinforcement shall be continuous through the joints. Each construction joint shall be keyed. N 8. No aluminum products shall be embedded in the concrete. Electrical conduit shall be cw c (2) 2x TRUSS SCAB (ONE EACH SIDE) placed at mid -height of the slabs and shall have an O.D. less that one-third the slab thickness. d v WITH (40) 16d NAILS/SCAB F. REINFORCING STEEL o 1. All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual of ¢ Standard Practice for Detailing Reinforced Concrete Structures (ACI 315). All reinforcement w to be supported in the forms and space with wire or plastic bar supports. Reinforcement in Z footings shall be supported on precast concrete block supports conforming to the Concrete z 2x PURLINS Reinforcing Steel Institute Manual of Standard Practice. uJ (SEE FRAMING PLAN) 2. Splice of reinforcement at points of maximum stress shall be avoided wherever possible. See Table. cc < RAFTERS 3. All continuous reinforcement shall terminate with 90 degree return or hook or separatecorner bar. SECTION A -A (SEE FRAMING PLAN) 4. All vertical reinforcement in columns and walls shall be doweled from the foofing or U A #10 SCREWS @ 9" O/C IN FIELD structure below with rebar of the same size and spacing as required above. D 12 5. Minimum concrete cover for reinforcing bars shall be as specified in Building Code cccc St O \ q ©1 Requirements for Reinforced Concrete (ACI 318) Z FASTEN RAFTER BEAM 2x PURLINS 29 GAMETAL ROOF DECK \ 6. Welding or tack welding of reinforcing bars is prohibited unless specifically approved by O TO POST WITH (6) 16d NAILS \ S1 29 GA METAL ROOF DECK the Engineer. W A (SEE FRAMING PIAN) #10 SCREWS @ 41/2" O/C \ G. LUMBER A "IZZ/@ EDGE 1. Do not notch any structural wood member unless shown on the drawings. O #10 SCREWS @ 9" O/C IN FIELD �- RAFTERS 2 / RAFTERS 12 (2)7/8-0 �!� 2. All nails shall be common wire nails. Any nails exposed to weather or moisture shall be _ (SEE FRAMING PLAN) 1 (SEE FRAMING PLAN) 1 THRU BOLTS A of stainless steel or shall be galvanized. 0 EDGE PURLIN #10 SCREWS @ 41/2" O/C 3. Nailing to conform to IBC Table 2304.10.1 unless noted otherwise (See Nailing Schedule). °C • (2)7/8-0 I ° , @ EDGE 4. Wherever possible nails should be driven perpendicular to the grain instead of toe nail a I 5. Where wood tends to split, holes for nails shall be bored a diameter smaller that of the nails. O \� \ ° THRU BOLTS \p \ tv 2x6 PURLIN BLOCKING /!� < 6. Plywood face in must be supports. gra perpendicular to its su rts. v I 7. An wood members in contact with concrete or rth shall bepressure-treated w r Y ea alwood o wood 2x BEVELED TOP GIRT ° 2x EDGE PURLIN that is decay resistant (redwood or cedar). (18.4° BEVEL) B. Wet use adhesives shall be Used on all glulam members subjected to possible moisture. o o y 9. Roof trusses to be designed and engineered by supplier to meet the design loads herein 1 L J i 1 LFASTEN RAFTER BEAM 2x BEVELED TOP GIRT indicated in addition to any and all drifting loads, wind loads, equipment loads and other 1 - 1 4 i� ° (18.4° BEVEL) ° ° 2x6 PURLIN BLOCKING ° ° TO POST WITH (6) 16d NAILS 6x6 KNEE BRACE c loads as indicated on framing plan. Submit shop drawings and calculations for review. (2) 7/8"0 (2) 7/8 0 1 I. 10. Truss manufacturer to provide truss to truss connection details. " 29 GA. METAL WALL PANELS ° FASTEN RAFTER BEAM 1 GENERAL NOTES THRU BOLTS 6x6 KNEE BRACE 6x6 KNEE BRACE THRU BOLTS 4x4 KNEE BRACE W/ #10 SCREWS @ 41/2" O:C. TO POST WITH (6) 16d NAILS 1. Adequate shoring and bracing of all structural members during construction shall be provided. (2) 7/8"0 (2)7/8-0 (2) 7/8"0 @ EDGE & 9" O.C. IN FIELD 2x6 SCAB BOARD 2. Any proposed field changes shall have prior approval from the Engineer. THRU BOLTS THRU BOLTS THRU BOLTS z 2x6 WALL GIRTS @ 24" O.C. (SEE SECTION A -A) 3. Contractor shall verify all dimensions in the field. Any variation from the drawings shall be brought Lu ATTACHED W/ (3) 16 d NAIL to the attention of the Engineer. A Q. A (2) 7/8"Q 29 GA. METAL WALL PANELS 4. Install Simpson hardware as per Manufacturers requirements. 2x6 SCAB BOARD 2'-0" 2x6 SCAB ¢ TMP' W/#10 SCREWS @ 41/2" O.C. 5. Details are representations/depictions only. Follow written callouts. SECTION A -A) BOARD W/ ¢ THRU BOLTS ° @EDGE& 9" O.G. IN FIELD A 6. NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION OF ENGINEER ( (20) 16d NAILS Lu SE U WOOD COL. WOOD COL. (SEE PLAN) (SEE PLAN) 2X6 WALL GIRTS @ 24" O.C. ATTACHED W/ (3) 16 d NAIL WOOD COL. TYP. (21) 20d GALVANIZED NAILS (SEE PLAN) GRADE (4) SIDES, STAGGERED GRADE (21) 20d GALVANIZED NAILS BASE GIRT URE TREATED (4) SIDES, STAGGERED 1" EXPOSED 1" EXPOSED (21) 20d GALVANIZED NAILS GRADE (4) SIDES, STAGGERED \� \G\i\ \\ \\i\ \\ \\i\i\ ; • `. ` \/ j \\ 1" EXPOSED 2._0„ FREE z 2'-0" 0 FREE- DRAINING 0 :': ; . ; DRAINING 0 WIND COMPONENT AND CLADDING SCHEDULE WIND PRESSURE (PSF) 10 SF 50 SF 100 SF ROOF AT LEAST 3'-0" AWAY FROM ANY EDGE +10.0,-23.7 +10.0,-20.1 +10.0,-18.5 ROOF WITHIN T-0" +100,42.6 +10.0,-33.3 +10.0,-29.2 OF ANY EDGE ° U 't MIN. 2' - 0" LAP WALL AT LEAST T -0" AWAY FROM ANY CORNER +13.61-14.7 +12.2,-13.3 +11.6,-12.7 WALL WITHIN 3'-0" +13.6,-18,1 +12.2,-15.3 +11.6,-14.1 OF ANY CORNER ,• o N GRANULAR FILL : ' Q CO) GRANULAR FILL o %FREE 0-0" 0Z O M � Q fA m CONCRETE COLLAR :, CONCRETE COLLAR Cr DRAINING , _ 0. ° U 't MIN. 2' - 0" LAP W a GRANULAR FILL W z ,• o N io 01-1 1/2" (2) 16d NAILS i f/2" FTG FTG 0 CONCRETE COLLAR J 00 CONI, C. CONC. o` ,J (SE PLAN) 1-Q w" (SEE PLAN) •. o a z Fu_' CV. „ - CONC. FTG 7 T N U LLaLO (SEE PLAN) 16d NAILS D cc 4. -.. 00 N I- TOENAIL (TYP.) (3) 16d NAILS (TYP.) Z a 0 SEE PLAN SEE PLu LAN o (L RAFTERS 2x6 PURLIN BLOCK T Lu g (SEE FRAMING PLAN) PROJECT NO. 221296 SHEET $ SECTION S1 SEE PLANSECTION 1 SECTION ow SECTIONONPURLIN .OVERLAP S1 DO NOT SCALE TWO S1 DO NOT SCALE S1 DO NOT SCALE S1 DO NOT SCALE O o)o d LU O M � Q fA m W C:) Cr U 't do U V0. V W a C6 Z -:r ¢ wOZLLt=W W =0Za.X0 ZZ �1'-5W0>w ¢Rc9 O L JZ W M W O¢ y~ J �� Mbaw0� ¢ �Fw�Zccn D rr CCI O_ �Wza. ZF- d � z Q WWW co NOa[rn�z¢wz¢ =oCF -oc0w=Or ro rn�00=F-OW LLI N Q p m 0 T z O a w _ m Y W m Z W Q on n N M 00 W a �' W z N Z � g > U7 0 cc0 J 00 Z OW (L.N I= ,J S 1-Q w" W(0< �+ a z Fu_' CV. l'n LLLJ N U LLaLO D cc 4. -.. 00 N I- ¢ 0 Z 0 c1) co (L T PROJECT NO. 221296 SHEET NO. S1 OF TWO i 13 BAYS @ 12'-0" O.C. 156'-0" 01I 1 TYP 6x6 FULL SAWN PRESSURE TREATED Si POST (TYP. U.N.O.) O GAO � W ce) Gv) cc C040, Q (f) m �p w O C:) q co W U qq* Q a W z N - O Z 0> I- W r�- M v CO Z Z 0- N, Q W cc O X (V WQ J U ¢ F- w" 0 cc 0 N 2x8 SELECT STRUCTURAL TYP D V5 W N c LSM ROOF PURLINS @ 2'-0" O.C. 3 CL _ co Q o z 91 z cc co 0 - co O U PROJECT PROJECT NO. CC j 158' SHEET NO. S2 u OF TWO 0 6x8 FULL SAWN PRESSURE c TREATED POST (2 1 3/4" x 9 1/2" — a (2) 13/4" x 91/2" (TYP. @ CENTER COLUMNS) _ LVL RAFTER m LVL RAFTER xIII fix6 KNEE BRACE @ENDS m @ ENDS 2'-6"0 x 8" DEEP IB REO'D (TYP.) CONCRETE PLUG W/ (2) 7/8"0 THRU BOLTS c� (TYP. @CENTER COLUMNS). O GAO � W ce) Gv) cc C040, Q (f) m �p w O C:) cc co W U qq* Q a 6x6 FULL SAWN c6 a O (6 S1 PRESSURE TREATED w o z a iz w POST (TYP. U.N.O.) OPEN FRONT w z w ¢ w auw-w 2'-0"Ox8"DEEP owzxu. w f z 1 -F -a w0�o¢Oa CONCRETE PLUG 0 c7 LL w ¢ coU) �- (TYP. U.N.O. ?O o 0 p 0w0 p¢ FRAMING PLAN d ocIzMCCCWXZi 1/8 -1 0 SSoxw ccwzCC =¢r—¢Ow=0P 1-a0—oomr Uva 0 N r N .. N d.. ¢ m ¢ OT w w z 0 z co w z J O uj cr 0 z a m O w a a poI�I o o N "OO 0 N VJ C040, o W Q a W z N Z 0> I- W r�- M v CO Z Z 0- N, Q W cc O X WQ J U ¢ F- w" 0 cc 0 N D V5 W N U LSM CL _ co Q o z z cc co 0 - PROJECT PROJECT NO. 221296 SHEET NO. S2 OF TWO