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Home My WebLink AboutPLANS - 04-00312 - Purrinton PlazaNOTES: 5UILIDING OCCUPANCY GROUP B BUILDING TYPE v TOTAL AREA 6300 SQUARE FEET 5UILDING SHELL DECORATIVE ALINING DECORATIVE AWNING MAX. WAIL HEIGHT ELEY. IIS m Elm lrfFl �nwl ■I �� I� L E M 1- �I - -�I 1- �IIIII ni,, DECORATIVE AWNING --z z --z z ---- --------- - ------------------------ f=fRC)NT ELEVATION 1/0 =1 - REAiR ELEVATION =1 -011 5ITUCCO . LEF - T , l ELEVATION Oil 1/8 =1 DECORATIVE AWNING STUCCO STONE OR BRICK VENEER PER OUTER STONE OR BRICK VENEER PER OWNER .,,.1E OR BRICK VENEER PER OWNER STUCCO--/' f ELEVAT THE ASSOCIATION OF PRESTWICH ARCHITECTS 4 AEROTECH DESIGN PREPARED THESE DRAWINGS. AEROTECH DESIGNS WORK WAS SUPERVISED DIRECTLY BY PRESTWICH ARCHITECTS. CIVILMECHANICAL, ELECTRICAL DESIGN 4 ENGINEERING WILL BE SUBMITTED SEPARATELY BY OWNER AND OR CONTRACTOR. STRUCTURAL ENGINEERING IS NOT UNDER ARCHITECTS SEAL. MSTWICH ARCHITECTS AND AMTECH DESIGN ARE NOT CONDUCTION ANY INSPECTIONS. THEREFORE THEY ARE NOT RESPONSIBLE FOR CONSTRUCTION DEFECTS. DRAWN: CHECKED: DATE: 05/15/04 SCALE: 1/4"= 1' -0" JOB NO: 12504 SHEET: 1 OF 3 SHE Q O O N v m 0 0 0 CAJ Q u- N J I- z 0 CD m a 3 L O '.J M- 3/4"X11 - 118 LVL HEADER NOTE: M- 3/4 -1/8° 1.9E LA. HEADER HEADERS a WINDOWS AND DOORS NOTE, ATTIC AREA Ibm SG> IMS I» max. nwIVAM 91 THE ASSOCIATION OF PRESTWICH ARCHITECTS 4 AEROTECH DESIGN PREPARED THESE DRAWINGS. AEROTECH DESIGNS WORK WAS SUPERVISED DIRECTLY BY MSTWICH ARCHITECTS. CIVILMECHANICAL, ELECTRICAL DESIGN t ENGINEE WILL BE SUBMITTED SEPARATELY BY OWNER AND OR CONTRACTOR STRUCTURAL ENGINEERING IS NOT UNDER ARCHITECTS SEAL. PRESTWICH ARCHITECTS AND AEROTECH DESIGN ARE NOT CONDUCTION ANY INSPECTIONS. THEREFORE THEY ARE NOT RESPONSIBLE FOR CONSTRUCTION DEFECTS. DRAWN: CHECKED: DATE: 05/15/04 SCALE: 1/4"= 1 SECTION 12504 SHEET: 2 OF SHEETS a anal • u� = Mi4NrOM11• sl *M NILLAMN 1. lt�:M s 1/2 N VK IK >r1o/ P9 oORC K N S W SIRBIBft R9fORCF AS M RNL WNW omwn a.� ra AW ROM S1 O FER SUP M .ISIS w m m a 21' LG NRR1 it OA rznlfoR MRR i/2" mm *a BOND so= n m PMES MRBE R1 m r� W11Pf wwmas � r dr RR KM a jr LG MD F*4nm w 1RM 9 2e LL s$ RWRID PUNS M M 4 w r" x wmm m l j� 20 N-21- 2A 7)01 • u' UK=- in " NlRtl -N M eLNrat f8N8.Ati0N 8M 8'"VM N M 982: A7 PB8M OF ML RM fCMI =X SLL MD ■DOlS ILL PBEINNONB X BI619 M1115 AID ALL ORBI4 MM V RAGS- m OOm 4. _m 1 jffi BOND 1Y X RINK FlEE�O'NI l Bldg ID611NE MM pP M 16 Am UTA R� L`OY411106 om E!!.' 6tlNlCitlMl 'M= Cw am la VBIo S MN I i1PE MD COUNlS, or =a L WBML am= OOIAIWOIOR 10 = a maL sm AS PBt EEG AID wK cm mm TOP OF MR WML 0'-f MK ROOK AND M& M41g1Bi SiM OEIB 0 I AS FM 2000 BO 017.1 SECT ION A 7. -IM 1flBlq OOI wm R101S>pI AND NSALL m AS m Ifni mn MD wn NBA m 1/4' - r -m^ i ML NOTE L • MMAM ZE pF1WNIE RE-M M MS RR3UCEVBRDiL x@810 00 NO VENTING IN FIRE W"LS MD 1080 m L JIM V K MOOTS "W W AN Cd81ADU8 RM19D 1 L JUMM A ML REED 11.., MAL mm RU5 mw OR RASA SNOMBt Mm a d ANVE no N/ 1k1 m am OR Rot so ONK IL-2111M VBR MR 1n MM WX 2S SBL ALL MILL MD CUI D PBE1MM PM BM OOOE THE ASSOCIATION OF PRESTWICH ARCHITECTS 4 AEROTECH DESIGN PREPARED THESE DRAWINGS. AEROTECH DESIGNS WORK WAS SUPERVISED DIRECTLY BY MSTWICH ARCHITECTS. CIVILMECHANICAL, ELECTRICAL DESIGN t ENGINEE WILL BE SUBMITTED SEPARATELY BY OWNER AND OR CONTRACTOR STRUCTURAL ENGINEERING IS NOT UNDER ARCHITECTS SEAL. PRESTWICH ARCHITECTS AND AEROTECH DESIGN ARE NOT CONDUCTION ANY INSPECTIONS. THEREFORE THEY ARE NOT RESPONSIBLE FOR CONSTRUCTION DEFECTS. DRAWN: CHECKED: DATE: 05/15/04 SCALE: 1/4"= 1 JOB NO: 12504 SHEET: 2 OF SHEETS v 0 0 Cu O CU O CD O CQ cm Q u- N Lo a a CD m CD cn ro C- cn 3 ro L O U BRICK VENEER J b _ ly Ii2" SHEETHING 2x FRAMING PRE - ENGINEERED ROOF TRUSSES MIN. 4" WASHCV LIKAYZI- 1 ________________________________________________________________________________________________________________________________________________________-------- -- - - - - SECTION s us° • r•m' Ma" DIA. A -BOLTS * 6' - O.C. t WITHIN 16" OF ALL CORNERS 2" SQUARE WASHERS 2 X 6 RDW'D OR TREATED PLATE ON SILL SEALER THE ASSOCIATION OF PRESTWICH ARCHITECTS 4 AEROTECH DESIGN PREPARED THESE DRAWINGS. AEROTEC14 DESIGNS WORK WAS SUPERVISED DIRECTLY BY PRESTWICH ARCHITECTS. CIVILMCHANICAL, ELECTRICAL DESIGN 4 ENGINEERIW-s WILL BE SUBMITTED SEPARATELY BY OWNER AND OR CONTRACTOR STRUCTURAL ENGINEERING 16 NOT UNDER ARCHITECTS SEAL. MSTWIC14 ARCHITECTS AND AEROTECH DESIGN ARE NOT CONDUCTION ANY INSPECTIONS. THEREFORE THEY ARE NOT RESPONSIBLE FOR CONSTRUCTION DEFECTS. DRAWN: CHECKED: DATE: 8/04/04 SCALE: 1/4"= V -0" JOB NO: 13404 SHEET: 3 OF =3 SHEETS v 0 0 cv Ln 0 r� 0 0 N Q u- 14 PURRINGTON PLAZA MAIN STREET REXBURG, IDAHO GUNDERSON COOK CONSTRUCTION LLC. P.O. BOX 131 TETON. IDAHO 709-4453 313-6001 12" SEWER LINE - - - - - - - - - - - - - - - - - - - - CENTER STREET LANDSCAPE LAND USE: DATE: 08/04/04 LOT SIZE 1.25 ACRES 54,450 FT BUILDING 13404 6 FT PARKING 26 FT PARKING SPACES REQUIRED 44 PARKING SPACES SUPPLIED 47 LANDSCAPING 21 SNOW STORAGE 12 % Lo WALK I LANDSCAPE I W I" I� 3 I� I z o M cn III o r-r- o =D o �-- Ln w SITE PLAN 1 20' 0� SNOW STORAGE 12" SD EXISTING 330' w w cn z ME DRAWN: CHECKED: DATE: 08/04/04 SCALE: 1 "= 20' -0" JOB NO: 13404 SHEET: 1 OF 1 SHEETS 4 0 d' I NO M �I 1 N N 11 rO;il'. it w. `- - Infra - 1 /8° 1 °.� L HEADER ✓ bIMP�+►� �G � �P� I .\v fvo WN 'rte &, NOTE: 12MAYI -1 /8" 1.9E LA. N ADER HEADERS 6 WINDOWS ME DOORS & II 611 All _ ®RN n N �IAIZ- .4., { PRESTWICH ARCHI 1' - 0" N N 11 rO;il'. it w. `- - Infra - 1 /8° 1 °.� L HEADER ✓ bIMP�+►� �G � �P� I .\v fvo WN 'rte &, NOTE: 12MAYI -1 /8" 1.9E LA. N ADER HEADERS 6 WINDOWS ME DOORS & II 611 All _ ®RN n N �IAIZ- .-4 THE ASSOCIATION of FRESTWICH ARCHITECTS t AEROTECH DESIGN MF'ARED THESE DRAWINGS. AEROTECH DESIGNS WORK WAS SUPERVISED DIRE BY F'RESTWICH ARCHITECTS. CIVILMCHANICAL, ELE CTRIC AL DESIGN 4 ENGINEERING: WILL BE SUBMITTED SEPAR ATELY BY OWNER AND OR CONTRACTOP, STRUCTURAL ENGINEERING 13 NOT UNDER ARCHI SEAL. MSTWICH ARCHITECTS AND AEROTECH DESIGN ARE. NOT CONDUCTION ANY INSPECTIONS. THEREFORE THEY ARE N RESPONSIBLE FOR CONSTRUCTION DEFECTS. i .4., DATE: 05/15/04 PRESTWICH ARCHI .-4 THE ASSOCIATION of FRESTWICH ARCHITECTS t AEROTECH DESIGN MF'ARED THESE DRAWINGS. AEROTECH DESIGNS WORK WAS SUPERVISED DIRE BY F'RESTWICH ARCHITECTS. CIVILMCHANICAL, ELE CTRIC AL DESIGN 4 ENGINEERING: WILL BE SUBMITTED SEPAR ATELY BY OWNER AND OR CONTRACTOP, STRUCTURAL ENGINEERING 13 NOT UNDER ARCHI SEAL. MSTWICH ARCHITECTS AND AEROTECH DESIGN ARE. NOT CONDUCTION ANY INSPECTIONS. THEREFORE THEY ARE N RESPONSIBLE FOR CONSTRUCTION DEFECTS. i CHECKED: DATE: 05/15/04 PRESTWICH ARCHI 1' - 0" O 12504 SHEET: 2 OF SHEETS �C) ao L W �Pz V5 .z �Q w � 0 co �� 1 i N � Q CL Z z Q � J E-- Z . L EL F - v F: W - 73 r r 0 U J C CL DRAWN: CHECKED: DATE: 05/15/04 SCALE: 1/4- 1' - 0" JOB NO: 12504 SHEET: 2 OF SHEETS S T R U C T U R A L D RAW I NO NOTES •' PURRINOTON PLAZA I. CODES AND 5PEGIFIGATION5 A. international Building Code - 2000 Edition B. AGI 318 -99 Building Code, Requirements for Reinforced Concrete G. AITG Timber Construction Manual - 4th Edition 11. DESIGN CRITERIA A. Wind Loads 3 Second Gust Wind Speed = 90 MPH Exposure = B 1 =1.00 B. Seismic IBG S = 606 g Site Glass = D Seismic Design Category = D Seismic Use Group = I G. Live Loads Per IBG Sec. 160 8 1608 Uniform (P5F) I. Roof (Snow Load) 35 2. Slab on Grade 100 D. Dead Loads I. Framing System Dead Loads 15 P5F (Roof) E. Design Assumptions I. Soil bearing pressure assumed to be 2000 P5F for columns and wall footings as per IBG Table 1804.2 based upon a silty sand /gravel and /or clayey sand /gravel soil. Any variations encountered, different from the soil type assumed, shall be brought to the attention of 645 Structural Engineers before proceeding. F. Allowable Stresses (unless otherwise noted) I. Concrete f'c (28 days) 3000 PSI 2. Concrete Slabs (28 days) 4000 PSI Exposed to freeze/ thaw 3000 P51 Unexposed slabs 3. Reinforcing Steel A5TM A615 Grade 60 4. Wood Framing a. Stud walls Construction Grade Douglas Fir d. Laminated Veneer Lumber (LVL) 1.9E III. GENERAL STRUCTURAL NOTES A. All footings shall bear on undisturbed soil or rock. The foundation shall bear on the same soil type throughout the entire structure. A minimum distance of 3' -0" shall be maintained from finished grade to the bottom of all concrete footings. B. Caution shall be taken not to undermine adjacent existing footings. See Allowable Trenching and Utility Placement Detail 1 /51. G. Contractor shall verify all dimensions in the field: any variation from the drawings shall be brought to the attention of the Engineer. Any proposed field changes shall have prior approval from the Engineer. D. Adequate shoring and bracing of all structural members during construction shall be provided. E. Backfiil under slabs and footings shall be with approved material. Place fill in 8" maximum lifts with G5% compaction In accordance with ASTM D1557. IV. CONCRETE A. Concrete shall be of ready mix type conforming to A5TM G94. No special inspection is required based upon IBG Section 1 B. When the average daily temperature is expected to drop below 40° F for 3 or more successive days the concrete shall comply with the Gold Weather Concreting Standard (AGI 306). Place no concrete against frozen earth. G. Splices of reinforcement at points of maximum stress shall be avoided wherever possible. Minimum overlap for lapped splices shall be 30 bar diameters unless otherwise noted. D. All reinforcement to be supported In the forms and spaced with wire or plastic bar supports conforming t,o the requirements of the AGI Manual of Standard Practice for Detailing Reinforced Concrete Structures (AGI 315). Reinforcement in footings, shall be supported on precast concrete block supports conforming to Concrete Reinforcing Steel Institute Manual of Standard Practice (1992 Edition). E. All continuous reinforcement shall terminate with 90° return or hook or separate corner bar. F. All vertical reinforcement in walls shall be doweled from the footing below with rebar of the same size and spacing as required above. 6. Control joints at 20 feet maximum shall be tooled and /or saw cut transverse to the length. See Concrete Slab on Grade Details 2/51. H. All construction joints shall be located so as not to Impair the strength of the structure. Unless noted on the drawings, all reinforcement shall be continuous through the joints. Each construction joint shall be keyed. I. No aluminum products shall be embedded in the concrete. J. Reinforce all concrete walls as shown on the Concrete Wall Schedule. Dowel all vertical reinforcement into the footing or structure below with same dowel size and spacing as vertical reinforcement. All dowels shall have at least 30 diameters embedment into footing. Provide corner bars at all Intersecting corners. Use same size bar and spacing as horizontal wall reinforcement. K. All vertical concrete surfaces below finished grade, where in contact with earth, shall be protected with an asphaltic surface coating. V. REINFORGIN6 STEEL A. Welding or tack welding of reinforcing bars to other bars or plates, angles, etc. 15 prohibited except where specifically approved by the Engineer. B. Reinforcement shall be accurately placed and adequately secured In position. Location of reinforcement shall be as indicated on the drawings. The following protection for reinforcement shall be provided. Mini as aV a a n d d permanently exposed to earth ................3" Exposed to earth or weather - #5 and smaller .............1 i/2" Not exposed to' earth or weather - Slabs, Nails .............3 /4 VI. ARCHITECTURAL VENEER ATTACHMENTS A. General 1. Products listed below are from OUR -O -WAL Inc. Seismic Products. For additional information on these products call 1 -800- 323 -0090. Other equivaienf connection hardware may be used upon approval of the Architect. Submit design Information. 2. All wall anchors shall be corrosion resistant. 3. 9 gauge pencil rod joint reinforcement must be continuous with butt splices permitted between anchors. Splices must be staggered. 4. Spot bedding of all ties shall be of cement mortar. B. Veneer to Wood Wal,is Attach D/A 2135 to wood stud walls a 16" o.c. horizontal and vertical with 2- No. 10 -16 x 2 1/2" coated steel D/A bO IA screws. Attach 9 gauge pencil rod wlre into seismic clips. VII. PRE - ENGINEERED WOOD TRUSSES A. Trusses to be designed by the manufacturer. See architectural drawings for roof slopes and /or truss configurations. Review structural drawings for intended truss placement and support locations. B. The pre - engineered roof truss members shall be designed to support the following loads in addition to the dead load of the member as applicable: I. 35 psf roof snow load plus drifting as indicated on plans 2. 7 psf dead load bottom chord 3. 8 psf dead load top chord 4. 20 psf wind load 5. Seismic load as indicated on plans 6. Concentrated loads with magnitude and locations as Indicated on plan G. The shop drawings and design calculations shall be produced by, or under the supervision of a registered professional Structural Engineer. The shop drawing submittal to the contractor shall Include the following: I. Truss placement plan. 2. Truss design drawing for each truss. 3. Truss shop drawings shall be stamped and signed by a professional Engineer registered in the State of Idaho. 4. Connection requirements for truss to truss girder, truss ply to ply, and field splices. Such connections shall be designed by truss manufacturer and and submitted with shop drawings. Contractor shall provide such connection requirements as specified in shop submittals. 5. Contractor shall provide all permanent bracing requirements for the structure, including the trusses as indicated in structural drawings and shop drawings. The lateral bracing shall be anchored to solid end walls or permanent diagonal bracing. D. No truss shall be modified without the truss manufacturer's approval. VIII. TIMBER A. All wood and timber construction which is a part of this project shall comply with the Timber Construction Standards of the American Institute of Timber Construction Manual (AITG 4th Edition). Other members with equivalent size and strength can be substituted only if data is provided to substantiate capacity of new product. All wood framing members shall have a moisture content less than 1C1% unless otherwise noted. B. Notching of any structural member other than that shown on the drawings Is prohibited, unless otherwise approved in writing by the Engineer. See Section 5/51 for Allowable Penetrations in Light Framed Lumber. G. There shall be at least two nails at each contact point, with 8d thru I" material, Ibd thru 2" material, and 40 -60d thru 3" material. D. Wherever possible nails should be driven perpendicular to the grain instead of toe nails. E. All wood materials within b" of 5011 shall be pressure treated wood or wood of natural resistance to decay. F. Where wood tends to split, holes for nails shall be bored a diameter smaller than that of the nails. 6. Roof plywood face grain must be perpendicular to its supports. H. All wood studs shall be continuous from floor to roof diaphragms. I. Roof, and wall diaphragm sheathing nails or other approved sheathing connectors shall be driven so that their head or crown is flush with the surface of the sheathing. J. Ail wood connection hardware shown on plans are based upon Simpson Strong Tie products. Equivalent hardware may be used upon approval of the Architect. All hangers are to match the width and depth of framing members with correct slope and skew where applicable. Fill all nail holes unless otherwise noted. NAILIN6 56HEOULE All nail5' in this schedule may be sinker, box, or pneumatic driven nails unless otherwise specified. Any nails exposed to weather or moisture shall be stainless steel or galvanized. Other nails with proper revised spacing may be used with written approval of the Architect. For Alternate Staple Schedule See Sheet 51. DETAILS FASTENING Joists Blocking between Joists Bottom (sole) plate to Joist or blocking Studs to bottom (sole) plate Blocking between studs Triple Top Plates Lower plate to top of stud Upper plate to lower plate - staggered Upper plate to lower plate at intersection Upper plate to lower plate at splice point (Minimum lap: 4' -0" staggered splices) See Lap Splice Detail 4/51 Built -up Corner Studs Built -up Beams 4 Lintels 10" or less in depth 12" or more in depth 3- 8d toenail a each bearing 2- 8d endnail from rim to Joist 3- 8d toenail to support plate or Joist 2- 16d ® each Joist Ibd ® 6 O.G. ® rim Joist 2- 16d endnail or 4- 8d toenail 2- 8d toenail each end or 2- 16d endnail each end 2- ibd 16d a 12" O.G. 3 Ibd 2 Rows of 16d a 4" O.G. staggered Ibd a I6" O.G. staggered 2 rows Ibd @ 16" O.G. 5/8 "(P bolts @ 24" O.G. staggered ALTERNATE STAPLE SCHEDULE FOR APA RATED SHEATH I NC5 E06E NAIL 5PAGIN6 BLOCKING WALL SILL PLATE AS SPECIFIED IN 2x2x3/16 PLATE WALL TOP PLATE DETAIL THE WOOD WALL 14 GAUGE 15 GAUGE 16 GAUGE OR DIAPHRAGM BOLTS (3) WASHERS (4) BLOCKIN6 (5) SCHEDULES APA RATED ED6E5 INTERMED. ® 6" O.G. @ 6" O.G. @ 5" O.G. ® 4" O.G. ® 4" D.G. @ 4" O.G. ® 3 1/2" O.G. ® 2 1/2" O.G. 3" O.G. @ 3" D.G. ® 2 O.G. a 1 1/2" O.G. ® 2" O.G. a 2" O.G. ® 1 1/2" O.G. ® I" O.G. NOTE: I. ALL STAPLES TO HAVE 7116" MIN. GROWN WIDTH. 2. ALL 5TAPLE'5PAGIN6 AT INTERMEDIATE PANEL SUPPORTS 15 @ 12" O.G. 3. MINIMUM PENETRATION FOR ALL STAPLE 6AU6E5 15 1 1/2 ". FRAMING PLAN FOR SHEAR WALL HOLDOWN5) PRIATE SECTIONS FOR BOTTOM PLATE NAILIN V�IOOD NAL.L• SCHEDULE (E PPRO G NA LL OR BO BLOCKING WALL SILL PLATE ANCHOR 2x2x3/16 PLATE WALL TOP PLATE DETAIL /I6" (7) 5TRUGTURAL I NAILING (0.128 °N x 2 I/2" MIN.) MARK STUDS P PL� BOLTS (3) WASHERS (4) BLOCKIN6 (5) (6) APA RATED ED6E5 INTERMED. ND2 (I) 15/32" G -D APA RATED 5HEATHIN6 2x a PANEL ED6E5 5/8 "(P I' -O" 2- 2x 5HEATHIN6 HDI 5W 2x6@ 2x 5/8" � 4' -O" O.G. YES 2x6 ® 4/5I ONE 510E @ 6" O.G. @ 12" O.G. I6" O.G. HDIOA 7" EMBED A PANEL JT. I' -4" 3- 2x THRU BOLTS 7 5 - N 7 3x6 ( a 3x ®2 /O" O.G. YES 3x6 ® PANEL JT. 4/51 130TH SIDES B a 4" O.G. @ 12" O.G. 16" O.G. 7" EMBED SIMPSON HOLDOWN ANCHOR SEE 5GHEDULE PRESSURE TREATED (1) USE CONSTRUCTION GRADE DOUGLAS FIR. (2) USE PRESSURE TREATED WOOD WHEN IN CONTACT WITH CONCRETE. (3) USE A507 STEEL. DO NOT RECESS NUT AND WASHER INTO SILL PLATE. MINIMUM 2 ANCHOR BOLTS PER PIECE. LOCATE ANCHOR BOLTS 10" FROM EACH END OF PIECE. CONTRACTOR MAY USE HILTI HY -150 INJECTION ADHESIVE ANCHOR W1 6" MIN. EMBED. IN LIEU OF ANCHOR BOLTS. USE THREADED ROD W/ SAME DIAMETER 8 5PAGIN6 AS ANCHOR BOLT. (4) USE A36 STEEL. DO. NOT REGE55 INTO SILL PLATE. IF PLATE WASHERS ARE NOT REQUIRED, USE STANDARD WASHERS. (5) AT BEARIN6 WALLS ON ONLY, BLOCKIN6 MAY BE ELIMINATED IF WALL 5HEATHIN6 IS APPLIED. (6) WHERE TOP PLATE IS GUT OR DISCONTINUOUS, STRAP AGRO55 BREAK WITH SIMPSON M5T37 STRAP. (7) 5HEATHIN6 TO BE PLYWOOD OR 056. (VERTICAL OR HORIZONTAL ORIENTATION) (8) NAILS SHALL BE 5TA66ERED AT PANEL JOINTS AND SILL PLATE ED6E5. (9) PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. V�OOD D I APHRAC5M SCHEDULE MARK HOLDOM SCHEDULE 5HEATHIN6 BLOCKING MINIMUM WIDTH FRAMING MEMBER 2x4 ANCHOR BOLT MINIMUM EMBEDMENT MINIMUM COLUMN FASTENERS REMARKS MARK MODEL HOLDOWN APA RATED NUMBER TYPE DIAMETER IN CONCRETE 51ZE TO COLUMN 2x12 ND2 32/16 15/32" G -D APA RATED 5HEATHIN6 2x a PANEL ED6E5 5/8 "(P I' -O" 2- 2x THRU BOLTS HDI HD5A A 4- 7/8 "N H 2 HDIOA A 7/8"4 I' -4" 3- 2x THRU BOLTS WOOD COLUMN THRU BOLTS SIMPSON HOLDOWN ANCHOR SEE 5GHEDULE PRESSURE TREATED SILL PLATE LU Z y a ° �W ANCHOR BOLT HOLDOWN TYPE A V�OOD D I APHRAC5M SCHEDULE MARK SPAN RATING 5HEATHIN6 BLOCKING MINIMUM WIDTH FRAMING MEMBER 2x4 I I/8 15/32" G -D 5/8 2x6 13/4 1 3/8 NDI 32116 APA RATED NONE 1 112" 2x10 3 SHEATHING 1 1/2 2x12 ND2 32/16 15/32" G -D APA RATED 5HEATHIN6 2x a PANEL ED6E5 1 1/2" NAILING (0.128"4)x2 1/2" MIN.) BOUNDARY a 6" O.G. SUPPORTED ED6E5 a 6" O.G. INTERMEDIATE a 12" O.G. BOUNDARY o 4" O.G. ALL ED6E5 ®6" O.G. INTERMEDIATE a 12" O.G. APHRA6M BOUNDARY �ILIN6 a SHEAR WALL - - - - 2 BUILDIN6 EDGE 4EATHIN6 PANELS ?6E NAILIN6 1PPORTED NNEL ED6E5 , BLOCKIN6 PANEL JOINT DOE NAILING SUPPORTED ANEL EDGE TERMEDIATE NAILING SUPPORTS x4 BLOCKIN6 (FLAT) UT 4 FITTED BETWEEN 0I5T5 ® SHEATHING ANEL ED6E5 (TYP.) OOD JOISTS UNBLOCKED DIAPHRAGM TYP I GAL HORIZONTAL D I APHR,,C�1"i NA I L I NO SEE NOTES FOR REINF. AROUND OPENING - 'T/ FOOTING T N r NO PIPE . 4" MIN ". a THRU FT6. :! O N et kn � o �.,, C GONG. FILL TO cd a! BE IN PLACE z 3 GONG. BEFORE FT6. '` w 15 POURED 00 ILL TDB � � � WA � � SAME AS FT6.IDTH IF PIPE OR DUCT INTERFERES an `Q WITH FOOTING AND PIPE OR " 06 0 cV DUCT CANNOT BE DROPPED, ►-, CONTACT ENGINEER. g o PERPENDiGULAR TO FOUNDATION ,. I' -6" MIN. �� BACK ✓T� FILL 4' ' (7 TRENGH PIPE OR ° DUCT ° ° r� NO EXCAVATION 6 BELOW THIS LINE 12 PARALLEL TO FOUNDATION ALLOV�A.5LE TRENCH I NCB UTILITY PLAGEI'-IENT DETAIL 51 TOOLED JOINT OR _ 1/4 MAX. SAW CUT 15t. POUR 2nd. POUR W z WITHIN 24 HOURS W M AFTER POUR M v 3/4" MIN. Q v d REINFORGEMENT Q - N (SEE 56HED) tij Iz- W i COMPACTED GRANULAR FILL PAINT JOINT W/ BOND UNDISTURBED OR BREAKER PRIOR TO ° COMPACTED 501L SECOND POUR i TYPICAL CONTROL JOINT (GGJ) TYPICAL CONSTRUCTION JOINT (GGJ) CONCRETE SL A5 ON GRADE DETAI ( 7 27 � L i! low L/3 L/3 L/3 w � O , /3 NO NOTGHIN6 d d/3 MAX. i, ALLOWED _ 5/8" MIN. CIAO d/3 Q U a d OWp d + Q Ul �� d/4 d/6 O i---.. I . MAX. d1'3 O Z Q'. X Z 'o� � � � W a W NOTCHIN6 OF ROOF OR FLOOR JOIST � d/3 d/4 2" MIN. O d/3 MAX. d O NOTGHIN6 8 HOLE 5ORIN6 OF EXT, 2" MIN. OR BEARING WALL 1 1/2" MIN. BEARIN6 TYP. STUD HOLE BORING OF ROOF OR FLOOR JO15T DBL. TOP PLATE 51 ZE 50HEDULE l }��F j 3 y,J , t,;, s d/6 FOOTING T N r NO PIPE . 4" MIN ". a THRU FT6. :! O N et kn � o �.,, C GONG. FILL TO cd a! BE IN PLACE z 3 GONG. BEFORE FT6. '` w 15 POURED 00 ILL TDB � � � WA � � SAME AS FT6.IDTH IF PIPE OR DUCT INTERFERES an `Q WITH FOOTING AND PIPE OR " 06 0 cV DUCT CANNOT BE DROPPED, ►-, CONTACT ENGINEER. g o PERPENDiGULAR TO FOUNDATION ,. I' -6" MIN. �� BACK ✓T� FILL 4' ' (7 TRENGH PIPE OR ° DUCT ° ° r� NO EXCAVATION 6 BELOW THIS LINE 12 PARALLEL TO FOUNDATION ALLOV�A.5LE TRENCH I NCB UTILITY PLAGEI'-IENT DETAIL 51 TOOLED JOINT OR _ 1/4 MAX. SAW CUT 15t. POUR 2nd. POUR W z WITHIN 24 HOURS W M AFTER POUR M v 3/4" MIN. Q v d REINFORGEMENT Q - N (SEE 56HED) tij Iz- W i COMPACTED GRANULAR FILL PAINT JOINT W/ BOND UNDISTURBED OR BREAKER PRIOR TO ° COMPACTED 501L SECOND POUR i TYPICAL CONTROL JOINT (GGJ) TYPICAL CONSTRUCTION JOINT (GGJ) CONCRETE SL A5 ON GRADE DETAI ( 7 27 � L i! low L/3 L/3 L/3 w � O , /3 NO NOTGHIN6 d d/3 MAX. i, ALLOWED _ 5/8" MIN. CIAO d/3 Q U a d OWp d + Q Ul �� d/4 d/6 O i---.. I . MAX. d1'3 O Z Q'. X Z 'o� � � � W a W NOTCHIN6 OF ROOF OR FLOOR JOIST � d/3 d/4 2" MIN. O d/3 MAX. d O NOTGHIN6 8 HOLE 5ORIN6 OF EXT, 2" MIN. OR BEARING WALL 1 1/2" MIN. BEARIN6 TYP. STUD HOLE BORING OF ROOF OR FLOOR JO15T DBL. TOP PLATE 51 ZE 50HEDULE MEMBER d/3 d/4 d/6 2x4 I I/8 7/8 5/8 2x6 13/4 1 3/8 7/8 2x8 2 318 13/4 1 2x10 3 21/4 1 1/2 2x12 55/5 2 3 1 7/8 HOLES d NOTCHES IN BEAMS `�_ c�ONAI EN ARE NOT ALLOWED UNLE55 2- 51MP50N G5 I6 OTHERWISE APPROVED IN WOOD STUD STEEL STRAPS (MIN.) Q��STER� FF WRITING BY ENGINEER NO�NG OF DOUBLE TOP PLATE_ S zo�ys >�LLOV�IA�LE PENETR ATION IN .� P .�. L I C�HTRMED 2xLUM�3ER 51 qN M,1 4' -0" MIN. LAP 4' -0" MIN. LAP 2 ROWS OF Ibd NAILS J pp FLOOR OR ROOF LINE ®4" O.G. STAGGERED JOI5T SPACE pp ' ° m TRIPLE TOP PLATE / CHORD MEMBER LAP SPL I GE OF TRIPLE TOP PLATE Z O m SIMPSON L'F512 TWIST STRAP ® 48" O.G. —� BLOGKING --� DBL. TOP PLATE WALL SHEATHING BLOGKING ® 48" O.G. ROOF 5HEATHING 51MP50N L526 HANGER II PRE - ENGINEERED WOOD TRUSS 3- ibd NAILS ® EACH STUD ® TOP AND BOTTOM CHORD ARCH. VENEER WALL 5HEATHING -� 3x PRESSURE TREATED SILL PLATE GRADE ASPHALTIC GOATING BELOW GRADE -� ALTERNATE HOOK DIRECTION REINFORCED FOOTING - -� WOOD STUD WALL ANCHOR BOLT 1/2" PREMOLDED JOINT FILLER CONCRETE SLAB ON GRADE d 10" REINFORCED CONCRETE WALL ° d d ° ° ° d . J V m r d GONGRETE NALL SGHEDULE ON PLAN DENOTES TOP OF WALL (U.O.N.) DBL. TOP PLATE N WALL SHEATHING 2 - 3 /ib "cDx3" WIDTH TYPE WOOD SCREWS BOTTOM PLATE W EACH WOOD TRUSS 3" � N ROOF SHEATHING VERTICAL BLOGKIN6 GWI 10" 2x6 ADJACENT PRE- ENGINEERED #4 ® 16" O.G. TO TRUSS WOOD TRU55 z U NO WALL SHEATHING BLOGKING a 6 JOINT ® TH15 LOGATION PLACEMENT TYPE HORIZ. REINF. WIDTH EG. a . EG. N a REINF. TYPE A TRIPLE TOP PLATE ARCH. VENEER WOOD STUD WALL WALL SHEATHING ANCHOR BOLT ' PRESSURE 1/2" PREMOLDED TREATED SILL PLATE JOINT FILLER CONCRETE SLAB ON GRADE GRADE d ° v d .. d 0 0 ASPHALTIC COATING 10" REINFORCED BELOW GRADE ° CONCRETE WALL r ALTERNATE HOOK ° DIRECTION d M REINFORCED v d OL J FOOTING C 11J .r d. r d \> SECTION SCALE. 3/4" = I' -O" 52 Z O m SIMPSON L'F512 TWIST STRAP ® 48" O.G. —� BLOGKING --� DBL. TOP PLATE WALL SHEATHING BLOGKING ® 48" O.G. ROOF 5HEATHING 51MP50N L526 HANGER II PRE - ENGINEERED WOOD TRUSS 3- ibd NAILS ® EACH STUD ® TOP AND BOTTOM CHORD ARCH. VENEER WALL 5HEATHING -� 3x PRESSURE TREATED SILL PLATE GRADE ASPHALTIC GOATING BELOW GRADE -� ALTERNATE HOOK DIRECTION REINFORCED FOOTING - -� WOOD STUD WALL ANCHOR BOLT 1/2" PREMOLDED JOINT FILLER CONCRETE SLAB ON GRADE d 10" REINFORCED CONCRETE WALL ° d d ° ° ° d . J V m r d GONGRETE NALL SGHEDULE ON PLAN DENOTES TOP OF WALL (U.O.N.) N REINFORCEMENT MARK WIDTH TYPE J REMARKS W a � N HORIZONTAL VERTICAL N GWI 10" A #5 ® 15 O.G. #4 ® 16" O.G. 0 z U N � d a 6 °° rn o PLACEMENT TYPE HORIZ. REINF. WIDTH EG. a . EG. VERT. a REINF. TYPE A SECTION 2 SCALE : 3/4" = 1' -0" 5� m CD m Q 0 m z z LJj SS A )HAL EN� TE RF 9� OF �aG� M. 1 . r SHEET N0. S2 a N Fjy J N W a � N N M 00 O «o 00 0 z U N � d a 6 °° rn o od O O M 0 �2W 00 m CD m Q 0 m z z LJj SS A )HAL EN� TE RF 9� OF �aG� M. 1 . r SHEET N0. S2 a N J a N 0 1� 0 z U N � � O cr cr w CD a X W m CD m Q 0 m z z LJj SS A )HAL EN� TE RF 9� OF �aG� M. 1 . r SHEET N0. S2