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HomeMy WebLinkAboutSITE & BLDG PLANS 10/24/08 - 08-00520 & 521 - Wilcox Potato Truck Storage - New BuildingPROJECT DATA DESIGN NOTES 1, GOVERNING BUILDING CODE: 2003 15C 2, OCCUP ,4NC�' AND GROUP: SEE ARCHITECTURAL DWGS 3. T1'PE OF CONSTRUCTION: TYPE II -8 4, LOCATION ON PROPERTY: EXTERIOR WALLS: NON -RATED EXTERIOR OPENINGS: NON -RATED 5, OCCUPANCY SEPARATION : NOT REQUIRED SPRINKLED: SEE ARCITECTURAL DWGS NUM5ER OF STORIES: 1.0 ro, FIRE RESISTIVE REQUIREMENTS: SEE ARCHITECTURAL DWG6 8EE METAL OULDNG MANUFACTURER"O CALCULAT�ONO FOR DENIGN CRTER�A GROUND SNOW LOAD - 50 PSF FLAT ROOF SNOW LOAD - 35 PSF SNOW LOAD IMPORTANCE FACTOR - 1,0 SNOW EXPOSURE FACTOR - 1.0 THERMAL FACTOR - 1,0 WIND - 90 MPH (3 SEC GUST) E C WIND IMPORTANCE FACTOR - 1.0 i I„ WIND EXPOSURE C (SOUTHWEST) WIND INTERIOR PRESSURE COEF - 0,31 SEISMIC USE CROUP - GROUP I SEISMIC, CATEGORY - CLASSIFICATION D FLOOR LIVE LOAD - 50 PSF + 20 PSF PARTITION FLOOR DEAD LOAD - 15 PSF O O N (n N M i ^^ �7 0 M R O {Li w � 4 w Q � m r r N Q z � o R V z 9 Q a 0 dP N N W O O N A r � M m c4 t` p0 �d f.- w QO z OQ lu 4 0 ROOF DEAD LOAD - 15 PSF 11 0 w R 1 x CONTACTORS C• 2ESPONSIESILITt IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL 45PECTi OF THESE DRAWINGS, ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE CONTRACTOR IF HE FEELS THE CHANGE 15 IN THE BEST INTEREST OF THE OWNER. CHANGES $HALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION. 4..���r 11 THIS DRAWING 15 FOR THIS LOCATION AND CUSTOMER ONLY AND IS NOT TO BE REUSED IN ANY MANNER WITHOUT THE WRITTEN CONSENT OF DESIGN INTELLIGENCE.LLC. O U 0 0 z o �: Q lu APPROX. HEIGHT OF ROQE TOP OF GARAGE WALIS TOP OF STEM WALL --, GARAGE FINISHED FLOOR O BOTTOM OF FOOTING (BELOW LOCAL FROST) O - -- - - - - - -- - - - - - - - - - - - - - - - - - - - - FRONT ELEVATION_ STEP FOOTING AS REQUIRED V-0" BOTTOM OF FOOTING SHALL BE 3'-0" BELOW FINISHED GRADE AND BELOW LOCAL FROST APPROX, HEIGHT OF RO 12 12 r; T(lP (7F r�AF.-ViF lllA[ I i I � � i I Ll I ILI .... . ... ... TOP OF STEM WALL� — 0 GARAGE FINISHED FLOOR 'A 'I 'A 'A 'I FINISHED GRADE BOTTOM OF FOOTING — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -- — — — — — — — — -- — — — — — — — — — — — — — -- — — — — — — — — — — — — — (BELOW LOCAL FROST) — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — APPROX. HEIGHT OF ROQE —, — TOP OF GARAGE WALLS - y cl) TOP OF STEM WAIL, O GARAGE FINISHED FLOOR FINISH! - 9 BOTTOM OF FOOTING (BELOW LOCAL FROST) RIGHT ELEV A ION 3/16" I-O" - ��, REAR ELEVATION APPROX. HEIGHT OF RQQE TOP OF GARAGE 12 12 CONTACTOR'5 RESPONSIBILITY IT 16 THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE CONTRACTOR IF HE FEELS THE CHANGE 15 IN THE BEST INTEREST OF THE OWNER. CHANGES SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION. TOP OF STEM WALL I A GARAGE FINISHED FLOOR - cll A > FINI5HFP 5RAIPF - - - -- BOTTOM OF FOOTING - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - (BELOW LOCAL FROST) -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - -- - - - - LEFT ELEVATION A-S '4 �t > A <110 ')o' foe SIDING te ti- 9 IT av CD-bE APPROVED City • Rexburg NOV 2008 TL/ 1 4- THIS DRAWING 15 FOR THIS LOCATION AND CUSTOMER ONLY AND 15 NOT TO BE REUSED IN ANY MANNER WITHOUT THE WRITTEN CONSENT OF DESIGN INTELLIGENCE.LLC. qr� 4 4 Q U z Ul lu p O (P c*4 C%4 z I �o IW z � w 4 N Cc% C14 tj z X LL LU I CA z ck I Q Z o Y t7 0 Uj CA S) w- Uj o Uq (y. Z3 >- I-- z (y. I z U� X 0 :3 X I I - - - - - - - - - - - - -- - - -- - - - - - - - - - - - - - - - - - -- - -- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - -- - --- -- - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - N Q 8 N r At 4� uj d O N 125' -O" MAIN FLOOR FLAN DOOR SCHEDULE CONTACTOR'S RESPONSIBILITY IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER. CHANGES SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION. SYMBOL QTY SIZE HINGE DIR, TYPE A B 3 1 14' -0" x 14' -0" 12' -0" x 12' -0" U U Exterior Door \Garage Exterior Door \Garage C 2 3' - 0 " x 6' -8" R Exterior Door \Colonial D 1 3' -0" x 6' -8" L Exterior Door \Colonial DOOR NOTE: NON LIVING = 8 '150 SQ, FT. CONTRACTOR SHALL V ER IFY ALL WINDOW AND DOOR ROUGH OPENING SIZES AND LOCATIONS AS SIZES VARY 5Y MANUFACTURER. LEGEND ■ STRUCTURAL POST :...:...:....... NOTES 1, SEE SHEET 52 FOR STRUCTURAL POST SIZES, THE MECHANICAL IS NOT ENGINEERED, IT 15, THE OWNERS RESPONSIBILITY TO HAVE THE MECHANICAL DESIGNED BY A MECHANICAL CONTRACTOR PRIOR TO CONSTRUCTION AND NOTIFY THE ENGINEER OF ANY POTENTIAL. PROBLEMS. cf1G ;��, 4 SIR ✓ ©. 1 b/ a 3196 N m U w d Q m In O z N d w J Q n rtl N Lu IY m Q U J lU U z w %5 z N w cl Y U X 0 U =A THIS DRAWING IS FOR THIS LOCATION AND CUSTOMER ONLY AND 15 NOT TO BE REUSED IN ANY MANNER WITHOUT THE WRITTEN CONSENT OF DESIGN INTELLIGENCE.LLC. 1 4 Z Q Q V•! N N 1 O 0 N V , V �In �Cil 00 �d No hill za o- C ow- 0 Q 73 0 z 0 Q m Lu v 8 ITE f EXISTING LANDSCAPING `\ ~ AND SNOW STORAGE ZONE LIGHT INDUSTRIAL SETBACKS - FRONT = 20 FT SIDES = O FT LOT COVERAGE = 1% j MAXIMUM BUILDING HEIGHT = 45 FT. I � i EXISTING LANDSCAPING AND SNOW STORAGE I •\ EXISTING PAVEMENT \- I `1 , i FLOYD WILCOX AND SONS LOT j EXISTING BUILDING � EXISTING LANDSCAPING � AND SNOW STORAGE 1 \ i A \ — — — — — — — — — — EXISTING S" WATER LINE — — — — — — A , MER IC \ ••\ � \ �L TRUCK DRIVER 1 � � \ MAINT. PARKING W� EXISTING PAVEMENT TOTAL AREA : 20.1 ACRES = 8 LANDSCAPING = 2.5 ACRES 100 WATER RETENSION - RETAINED ON SITE PARKING 1.2 x 10 EMPLOYEES = 84 (9' x 18') PARKING SPACES 4 HANDICAP STALLS (13' x 18') (85) S' x 18' PARKING SPACES PROVIDED. (4)13' x 18' HANDICAP STALLS PROVIDED CONSTRUCTION NOTES: 1, 6" SERVICE WATER LINE 2. 12" SEWER LINE 3. ALL CONSTRUCTION TO COMPLY WITH REXBURG CITY STANDARDS. \ \ 4. APPROACHES SHALL BE 6" THICK AND REINFORCED PER REXBURG CITY STD. 5. REINFORCE CURB AND GUTTER AT APPROACHES AS REQ'D BY REXBURG CITY STDS. I \ 6. ALL PAVED AREAS SHALL BE SLOPED 290 FOR DRAINAGE. i APPLEBEE'S � I G0 40 i R � I 1 1 11 60 I 011 CONTACTORS RESPONSIBILITY IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER. CHANGES SHALL DE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION, i i i LOT 1 % i i NEW BUILDING 1 STORIES s $150 SF CONSTRUCTION -TYPE II -S NO FIRE SPRINKLER SYSTEM o WILCOX TRUCK STORAGE J m LEGAL DESCRIPTION ul N 30 GOLDEN BEAUTY DR REXBURG, ID 83440 P /apt t in9 / 17g De as co parttn�, ed p'°roved ii S`S /�nat"'e o� 4ther Date P p nt a Apno� a � s ?t be rewired sc � ( -o z°o X 2 0 ct 4- ���o� � S c � 9z OCT 3 0 2008 0 •'F Fin APPRO REVISED 10/2 ENTIRE D AWINC� 4 T � ` �� Tq. sFl ;v- /o %9,bs THIS DRAWING IS FOR THIS LOCATION AND CUSTOMER ONLY AND IS NOT TO BE REUSED IN ANY MANNER WITHOUT THE WRITTEN CONSENT OF DESIGN INTELLIGENCE.LLC. u V N w 0 Q 0 z d) m A 9 0 N N 1 N A Lu a� a' n U� U z w Lu z .r 0 z Z '4 V u cq O ul d O N Uo �U x Lu Q O IN 1 11 60 I 011 CONTACTORS RESPONSIBILITY IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER. CHANGES SHALL DE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION, i i i LOT 1 % i i NEW BUILDING 1 STORIES s $150 SF CONSTRUCTION -TYPE II -S NO FIRE SPRINKLER SYSTEM o WILCOX TRUCK STORAGE J m LEGAL DESCRIPTION ul N 30 GOLDEN BEAUTY DR REXBURG, ID 83440 P /apt t in9 / 17g De as co parttn�, ed p'°roved ii S`S /�nat"'e o� 4ther Date P p nt a Apno� a � s ?t be rewired sc � ( -o z°o X 2 0 ct 4- ���o� � S c � 9z OCT 3 0 2008 0 •'F Fin APPRO REVISED 10/2 ENTIRE D AWINC� 4 T � ` �� Tq. sFl ;v- /o %9,bs THIS DRAWING IS FOR THIS LOCATION AND CUSTOMER ONLY AND IS NOT TO BE REUSED IN ANY MANNER WITHOUT THE WRITTEN CONSENT OF DESIGN INTELLIGENCE.LLC. u V N w 0 Q 0 z d) m A 9 0 N N 1 N A Lu a� a' n U� U z w Lu z .r 0 z Z '4 V u cq O ul d O N Uo �U x Lu Q O 0 GENERAL STRUCTURAL NOTES CODES AND SPECIFIC D CRITERIA A. International Building Code - 2003 Edition B. ACI 318 -02 Building Code Requirements Design Gravity Loads: For Reinforced Concrete WITHOUT THE WRITTEN CONSENT Roof DL - 15 per OF DESIGN INTELLIGENCE,LLC. Floor DL - 15 per GENERAL STRUCTURA NOT Deafen Live Loads: Roof LL - 20 psf min 1, The Structural drawing shall be used in con,Juction with Snow - SEE COVER SHEET the drawings of all other disciplines and the project Commerical Floor LL - 50 par + 20 par Partition specffications, The contractor shall veriffy the Residential LL - 40 par requirements of the other trades as to sleeves, chases, Lateral Live Loads: hangars, inserts, anchors, holes and other items to be placed or set in the structural work. Wind -SEE COVER SHEET 2. The contactor shall be responsible for complying with all Seismic - SEE COVER SHEET safety precautions and regulations during the work. The Equivalent Fluid Pressure - 55 per of ad o engines r w ill n vi n nor issue direction as to Bearing pressure assumed to be 1500 PSF for gAf @ty prLjEAUt(,�1i8 JiJ piv ,jf A liie. column and wall footings as per UBC Table 29 -5 3, The structural drawings herein represent the finished based upon a sandy gravel and /or gravel soil, structure. The contractor shall provide all temporary Any variations encountered, different from the guying and bracing required to erect and hold the oil type assumed, shall be brought to the attention structure in proper alignment until all structural work and of the Engineer before proceeding. connections have been completed. The investigation, deafen, safety, adequacy and inspection of erection bracing, shoring, temporary supports, etc, is the sole FOUNDATION NOTES responsibility of the contractor. 4. The engineer shall not be responsible For the methods, 1, All footings shall bear on undisturbed, firm natural soil or techniques and sequences of procedures to perform the compacted fill capable of supporting a deafen bearing work, The supervision of the work Is the sole responsf- pressure of 1500 psf, All foundation excavations shall billty of the contractor, be evaluated by a qualified geotechical engineer /testing agency prior to pouring foundation concrete if required 5. Drawings Indicate general and typfcal details of by the Structural Engrosser, construction, Where conditions are not specifically shown, similar details of construction shall be used, subject to 2, Top of Footing elevations shall be as shown on the approval by the engineer, foundation plan. These elevations are a maximum and shall be lowered as required to obtain the required design 6, All structural systems which are to be composed of bearing pressure. components to be field erected shall be supervised by Unless noted otherwise, the bottom of all exterior footings the supplier during manufacturing, delivery, handling, shall be placed 6" below local frost depth: the bottom of storage and erection In accordance with the suppller's all interior footings shall be placed 12" minimum below interior Instructions and requirements, finished grade. 1. Loading applied to the structure during the process of 3. All Foundation concrete shall obtain a 28 day compressive construction shall not exceed the safe load- carrying strength of 2500 psi. All concrete to be permansntaly capacity of the structural members. The live loadings exposed to the weather shall be air - entrained to 5% ( +/- 1%) used In the deafen of the structure are indicated in the with an admixture that conforms to ASTM C -260. "Design Criteria Notes ". Do not apply any construction loads until structural framing fs properly connected 4, All concrete work shall conform to the requirements of ACI together and until all temporary bracing is In place. 30, " Speclfication for Structural Concrsts Buildings ", Hot weather concreting Shall be in accordance with ACI 305, 8, All ASTM and other references are per the latest Cold weather concreting shall be in accordance with ACI editions of these standards, unless otherwise noted. 306. 9. Shop drawings and other items Shall be submitted to the 5. All reinforcing steel shall conform to ASTM A -615, Grade engineer for review prior to Fabrication . All shop 60 for 0 5 and larger and Grade 40 for 0 4 and smaller. drawings shall be reviewed by the general contractor before submittal. The engineer's review is to be for 6. Unless noted otherwise, the Following concrete cover shall conformance with the deafen concept and general be provided For reinforcement. compliance with the relevant contract documents, The A. Concrete cast against t permanently exposed to earth - 3" engineer's review does not relieve the contractor of the B. Concrete exposed to earth or weather. sole resposibfiity to review, check and coordinate the 0 6 through 0 18 bare - 2" shop drawings prior to submission. The contractor remains 0 5 bar, W31 or D31 wire E smaller - 1 1/2" soley responsible for errors and ommisslons associated with the preparation of the shop drawings as thsy pertain 1, All reinforcing marked continuous (Cont,) on the plans and to member sizes, details, dimensions, etc. details shall be lapped 36 X bar diameters at splices unless noted otherwise, 10. Submit shop drawings In the form of two bluellne prints. In no case shall reproduction of the contract drawings 8. No unbalanced backfillfng shall be done against foundation be used as shop drawings. Submit the following items For walls unless walls are securely braced against overtrunfne, review: sllhsr by lempotaiy braclncj of ke permanent cunslructlon. A. Concrete mix designs) - NOT REQUIRED. 9, Prior to commencing any foundation work, coordinate work B. Reinforcing steel shop drawings - NOT REQUIRED with any existing utilities, Foundations shall be lowered C. Structural steel shop drawings - NOT REQUIRED where required to avoid utilities. D, Steel Joist / Girder shop drawings - NOT REQUIRED E. Metal docking shop drawfnes - NOT REQUIRED 11, Unless noted otherwise, the centerlines of column F. Pre- manuf. wood "Sam / truss shop drawings - NOT REQUIRED Foundations shall be located on column centerlines, G. Pre - engineered metal building system - REQUIRED 10. All retaining walls shall have at least 12" of free Other submittals may be rquired per the "Schedule of draining granular backfill, full height of wall. Provide Special Inspections" or the Separate notes contained herein. control ,joints in retaining walls at approxfmately equal intervals not to exceed 25 feet nor 3 times the wall 11, Special Inspections will be required For this project as noted below: height. Provide expansion ,joints at every fourth control ,Joint, unless otherwise indicated. A. Concrete - REQUIRED B, Bolts Installed in Concrete - REQUIRED C, Structural Weldin -Field Welds -REQUIRED SITE PR NO TES D. High Strength Bolting - REQUIRED _ E. Structural Masonry - NOT REQUIRED 12. Unless otherwise Indicated, all items noted to be I, Withn an area a minimum of 5 Feet be and the building limits, y g demolished shall become the contractor's property and excavate a minimum of 4" of existing soil. Remove all be removed from the site. organics, pavement, roots, debris and otherwise unsuitable material, 13. Contractors shall visit the site prior to bid to ascertain conditions which may adversely affect the work or cost thereof. 2. The surface of the exposed euberade shall be inspected by probing or testing to check for pockets of soft or unsuitable maerial, Excavate unsuitable soil as directed by the engineer, 3. Proof roll the Surface of the exposed subeads with a loaded tandem axle dump truck. Remove all soils which pump or does not compact properly as directed by the engineer, 4. Fill all excavated areas with approved controlled fill. Place in 8" loose lifts and compact to a minimum of 959& of the maximum dry density In accordance with ASTM D -698. 5. All controlled fill material shall be a select granular material free From all organics or otherwise deleterious material with not more than 20% by weight passing a no, 200 sieve and with a plactfcity index not to exceed CONTACTOR'S RESPONSIBILITY ( %, IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, 6. Provide field density tests for Bach 3,000 SF of ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. AN"r CONFLICTS SHALL BE building area for each lift of controlled fill, REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE F F BY THE CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER. CHANGES SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION. PRE - ENGINEERED TRUSTS NOTES I, Wood trusses shall be designed by the manufacturer to support the loads dictated by the governing ,Jurlsdiction, 2, Wood trusses shall be designed by the maufacturer in accordance with the applicable provisions of the latest edition of the National Design Specification of the National Forest Products Association and the design specification for metal plate connected wood trusses of the Truss Plate Institute, 3, Wood materials shall be Douglas Fir and shall be kiln dried and used at 1990 maximum moisture content. Provide grade required to meet stress requirements, 4. Connector plates shall be not less than 0.036 inches (20 gage) in coated thickness, shall meet or exceed ASTM Grade A or higher and shall be hot dipped galvanized according to ASTM A -525 (coating G60), Minimum steel yield stress shall be 33,000 psi, 5. Trusses shall be fabricated in a properly equipped manufacturing Faculty of a permanent nature. Trusses shall be manufactured by experienced workmen, using precision cutting, ,Jigging and pressing equipment under the requirements in duality control standard QST -86 of the Buss t date ItisUlute, 6, Secondary banding stresses in truss top and bottom chords due to dead, live and wind laode shall be considered in the design, Load duration factors shall be per the "National Design Specification for Wood Construction" latest edition, 1. Wood trusses shall be erected In accordance with the truss manufacturer's requirements, This work shall be done by a qualified and experienced contractor, 8. The Contractor shall provide all temporary and permanent bracing as required for safe erection and performance of the trusses. The guidelines set Forth by the Truss Plate Institute publication "14115-91, Commentary and Recommendations for Handling, Installing and Bracing Metal Plate Connected Wood Trusses" shall be a minimum requirement, S. Truss member and components shall not be cut, notched drilled nor otherwise altered in any way without the written approval of the Engineer, 10, Submit complete shop drawings for all wood trusses showing member sizes, species, grade moisture content, Span, camber, dimensions, chord pitch, bracing requirements and loadings. Shop drawing shall be submitted to the Engineer and shall bear the seal of a Professional Engineer registered in Idaho, WOOD FRAMING NOTES I. All wood framing material shall be surfaced dry and used at IS9. maximumu moisture content, 2. All stud and wall framing shall be No. 2 grade Doug Fir. 3. All ,joist, rafter t mist, framing shall be No. I grade Doug Fir. Provide full depth or metal bridging at midspan and at a maxmfmum spacing of 8 ft o.c. between. 4. Ali framing exposed to the weather or in contact with masonry or concrete shall be pressure treated in accordance with the American Wood Preservers Assocication Specifications where possible, All cuts and holes should be completed before treatment. Cuts and holes due to on -site fabrication shall be brushed with 2 coats of copper naphthenate solution contafnfno a minimum of 2% metallic copper in solution (per AWPA STD. M4). 1. Provide double jolsts under all partitions which run parallel with foists and under all concentrated loads from framing above, 8. Provide header beams of the same size as ,Joists or rafters to frame around openings in the plywood dark unless otherwise indicated. 9, Structural steel plate connectors shall conform to ASTM A -36 specifications and be 1/4" thick unless noted otherwise. Bolts connecting wood members shall be ASTM A -301 and be 3/4" diameter unless otherwise Indicated. Provide washers for all bolt heads and nuts In contact with wood surfaces. 10. Bolt holes shall be carefully centered and drilled not more than 1116" larger than the bolt diameter, Bolted connections shall be snugged tight but not to the extent OF crushing wood under washers. 11. Prefabricated metal ,Joist hangers, hurricane clips, hold -down anchors and other accessories shall be as manufactured by "Simpson Strong -Tie Company ", or approved equal. Install all accessories per the manufacturer's requirements. All steel shall have a minimum thickness of 0.04 inches (per ASTM A446, Grade A) and be galvanized (coating G(00). 12. Holes and notches drilled or cut into wood framing shall not exceed the requirements of 2003 International Building Code Section 23, 13. All plates, anchors, nails, bolts, washers and other miscellaneous hardware permanentaly exposed to weather shall be hot dip galvanized, SLAB ON GRADE NOTES I, Provide concrete slabs over a 6 mil polyethylene vapor barrier and 4" of porous fill. Maximum slump for concrete slabs shall be 5 ", using Type II cement, 2. All porus fill material shall be a clean granular material with 100% passing a 1 -1/2" stove and no more than 5% passing a No, 4 sieve, Porous fill shall be compacted to 95% max. dry density per ASTM D -698, 3. Slab ,joints shall be filled with approved material. This should take place as late as possible preferably 4 to 6 Lusaka after the slab has been cast. Prior to filling, remove all debris From the ,Joints, then Fill in accordance with the manufacturers recommendations as follows: 6" slabs - fill with Epoxy resin Other slabs - Fill with field molded of elastomeric sealant, 5. Unless approved otherwise, all reinforcing shall be blocked into the center of the slab with precast concrete blocks having a compressive strength equal to that of the slab, 6. Walk ways and other exterior slabs are not shown on the structrual drawings. See the site plan and architectural drawings for location, dimensions, elevations, ,Jointing details and finish details. Provide 4" walke reinforced with 6x6 - W1.4W1,4 WWF unless otherwise noted. 1. Slabs to be permanently exposed to weather shall be air entrained to 5% ( +/- 1%) with an admixture that conforms to ASTM C -260. 8. All concrete work shall conform to the requirements ACI 301, "Specification for Structural Concrete Buildings ", Hot weather concreting shall be in accordance with ACI 305. Cold weather concreting shall be in accordance with ACI 306. 9, In order to avoid concrete shrinkage cracking, place concrete slabs in an alternating lane (or checker board) pattern. The maximum length of slab cast in in any one continuous pour is recommended to be less than 100 feet. The maximum spacing of ,Joints shall be 25 feet, 10, See architectural drawings for exact locations of depressed slab areas and drains, Slope slab to drains where shown, 11. The finish tolerance of all slabs shall be in accordance with ACI 301 Type A. 12, Slabs shall be constructed in accordance with the following flatnese /levelness requirements: Slab Category Specified Local Minimum Bull- Floated Ff - 15 , FI - 13 Ff - 13 , FI - 10 Straight Edged FF - 15 , FI - 13 Ff - 13 , FI - 10 Flat Ff - 15 , FI - 13 Ff - 13 , FI - 10 Very Flat FF - 15 , FI - 13 Ff - 13 , FI ■ 10 Super Flat Ff -15, FI.13 Ff 13,F1.10 Floor flatness and levelness tests shall be conducted iF deemed necessary by the owner In accordance with ASTM E 1155. Results, including acceptance or rejection OF the work will be provided to the contractor within 48 hours after data collection. Remedies for out of tolerance work may include removal and reconstruction at the contractors expense. Any other remediatlon requires the approval of the owner. FLYWOOD /GYP5OARD SHEATHING NOTES i, All plywood construction shall be in accordance with the American Plywood Association (APA) specifications. 2, All roof panel sheathing shall be 5/8" (nom.) Type CDX, Exp, I APA rated sheathing, Suitable edge support shall be provided by use of panel clips or blocking between Framing. Unless otherwise noted connect roof sheathing with 8d common nails at 6" o,c, at supported panel edges and 6" o.c. at intermediate supports, 3, All Floor sheathing shall be 3/4" (nom,) APa rated STURD -I -FLOOR Exp. 1, with tongue and groove edge. Unless noted otherwise connect Floor sheathing with too common nails spaced 6" o.c. supported edges and 12" o,c, at intermediate supports. Field glue using adhesives meeting APA specification AFG -01, applied in accordance with the manufacturer's recommendations. 4. All wail sheathing shall be 1/2" (nom.) type CDX, Exp, I APA rated sheathing. Unless noted otherwise, connect wall sheathing with 8d common nails spaced at 6" o.c. at supported panel edges and 12" o.c at intermediate supports. 5, Install all plywood sheathing with the long dimensions of the panel across supports and with panel continuous over two or more spans, stagger panel end ,Joints. Allow 1/8" spacing at panel ends and edges unless otherwise recommended by the sheathing manufacturer. 6. All nailing shall be carefully driven and not over - driven. 1, Provide 2x blocking at all unsupported panel edges. CAST -iN -PLACE CONCRETE NOTES 1, Concrete mixes shall be designed per ACI 301, using Portland Cement conforming to ASTM C -150 or C -595, aggregate conforming to ASTM C -33, and admixtures conforming to ASTM C -494, C -1011, C -618, C -989 and C -260. Concrete shall be ready -mfxsd in accordance with ASTM C -94, 2, Concrete shall conform to the following compressive strength, slump and water /cement ratio requirements unless specifically approved by the Engineer in writing: Concrete Min f'c (28 days) Slump W/C Ratio Columns 4000 psi 2" - 4" 0.46 Elevated Slabs 3000 psf 2" - 4 0,46 Concrete not Noted 3000 psi 2 - 4 0,50 Foundatfone 3000 psi 2" - 4 0,50 Slabs on Grade 4000 psi 2" - 4" 0.50 3, All concrete work shall conform to the requirements of ACI 301, "Specification for Structural Concrete Buildings ". Hot weather concreting shall be in accordance with ACI 305. Cold weather concreting shall be in accordance with ACI 306, 4. All reinforcing steel shall conform to ASTM A -615, Grade 60 for "5 and larger bare and Grade 40 for 0 4 and smaller, All welding of reinforcing steel shall be in accordance with AWS 01.4. Epoxy coated reinforcing shall conform to ASTM A -115. 5, All welded wire fabric (WWF) shall conform to ASTM A -185, 6, Al( reinforcing steel shall be set and tied in place prior to pouring of concrete, except that vertical dowels for masonry wall reinforcing may be "floated" in place, Do not Field bend bars partially embedded in hardened concrete unless specifically indicated or approved by the Engineer, 1. Reinforcing steel, including hooks and bends, shall be detailed in accordance with ACI 315. All reinforcing steel indicated as being continuous (Cont.) shall be lapped with a Type 2 splice unless noted otherwise, 8. Unless noted otherwise, the following minimum concrete cover shall be provided for reinforcement: A. Concrete exposed to earth or weather: "6 through 0 18 bars - 2" "5 bar, W31, D31 wire t smaller - 1 1/2" B. Concrete not exposed to earth or weather: Walls, elevated slabs [t ,joists] - 3/4" Beams and columns - 1 1/2" C. Foundation concrete - See Foundation Notes. 9. Bar supports and holding bars shall be provided for all reinforcing steel to Insure minimum concrete cover. Bar supports shall be plastic tipped or stainless steel, 10. Unless noted otherwise, all one way slabs shall be reinforced as Follows: Bottom reinforcing *4 10 16" o.c, (Between Supports) Top Reinforcing 0 4 0 12" o.c, (Centered on Supports) Temp, Reinforcing 0 4 s IS" o,c. (Transverse Bottom) II. Unless noted otherwise, all concrete walls (other than retaining walls) shall be reinforced as follows: Wail Thickness Horizontal Vertical Location 4" - 6" •4 g 16" o.c, 0 4 9 le" o.c, Centered 8" 0 4 m 24" o,c, 0 4 g 18" o,c, Centered 10" 0 4 m IS" o.c, 0 4 to 18" o.c Each Face 12" "4 tm 16" o,c. 0 4 c 18" o.c. Each Face 12, All edges of permanently exposed concrete surfaces shall be chamfered 3/4" unless otherwise noted. 13, in order to avoid concrete shrinkage cracking, place concrete slabs in an alternating lane pattern. The maximum length of slab cast in any one continuous pour shall be limited to 80 feet, 14. Formwork shall remain in place until concrete has obtained at least 90% of its 28 day compressive strength. The Contractor shall provide all shoring and reshoring, STRUCTURAL STEEL NOTES 1. All structruai steel shall conform to the latest edition of the "Manual of Steel Construction" of the AISC, 2, Unless noted otherwise, all materials shall be in conformance with the following ASTM specifications: MEMBER ASTM MIN. STRENGTH Structural Tubing A500 Grade B 46 ksf Steel Pipe A53 (Type E or Grade B) 35 ksi Other Rolled Shapes and Plates A36 36 ksi Connection Bolts A325 92 ksi Anchor Bolts A301 - -- Threaded Rods A36 36 ksf Non - Shrink Grout C1101 8000 pet 3. Minimum bolt diameter shall be 3/4" unless noted otherwise, All bolts shall be shear /bearing type bolts and be snug- tight, 4. All welding shall be in accordance with AWS DI,1 using EIOXX electrodes. Unless noted otherwise, provide Cont. min. sized fillet welds per AISC requirements, All filler material shall have a minimum yield strength of 58 kef. 5. Where "Continuous Chord" angles are indicated, provide a continuous butt weld or full penetration weld at the splice connection detail for approval. 6, Moment connections are denoted thus ( ) on the plan. See typical details, 1. Where steel beams bare across building expansion ,joints or at wall control Joints, provide a "ellp" connection as shown In the typical details. S. Holes in steel shall be drilled or punched. All slotted holes shall be provided with smooth edges. Burning of holes and torch cutting at the alto is not permitted. 9. Unless otherwise noted, all structural steel permanently exposed to view shall be shop painted with one coat of SSPC 15-68 T i (Red Oxide) paint, 10. The structural steel erector shall provide all temporary guying and bracing. 11. Columns, anchor bolts, base plates, etc, have been deafened for the loading encountered during steel erection and construction. Any investigation of the columns, anchor bolts, base plates, etc, is the sole reeponeibiltty of the contractor. 12, Steel Fabrtcatora shall be an AISC certified shop For Category I steel structures and maintain detailed quality control procedures as required to satisfy the special Inspection requirements of the 1991 Uniform Building Code. 13, Provide girt& with a slight downward "bow" at midepan. 14, Unless otherwise noted, all structural steel permanently exposed to the weather, including all brick shelf angles shall be hot - dipped galvanized in accordance with ASTM A153. 15. Protective coatings damaged during the transporting, erecting and field welding processes shall be repaired in the field to match the shop applied coating. 16. The contractor shall hire an Independent testing agency to provide special Inspection& of bolting, welding and other items in accordance with leel Uniform Building Code. 11, Provide angle Frames at all roof openings and mechanical roof top units per typfcal details. ♦ � « � , af, SOME SECTIONS OF THESE GENERAL NOTES MAY NOT APPLY TO THIS JOB t� msµ. ,�+,.✓ 0 O N m 0 O � R1 z Ql w z J 3 Q � N O u ui u z w 0 LU z w A a Z d 1Y Q N N i 0 0 N C1 co Q 0 O W 'Q �- IL n1 Q � Q r � �w LU 0 d O N U 73 (y. X O U A Q 0 U Z Q tJL � X THIS DRAWING IS FOR THIS LOCATION AND CUSTOMER ONLY AND IS NOT TO BE REUSED IN ANY MANNER WITHOUT THE WRITTEN CONSENT OF DESIGN INTELLIGENCE,LLC. ALLOWABLE PIPE AND DUCT i PENETRATION AT FOOTING 1ICH 3ACKFILL PIPE OR DUCT �- -NO EXCAVATION ro BELOW THIS LINE TOOLED JOINT OR MAX 1/4" SAW CUT WITHIN 24 HOURS AFTER POUR COMPACTED GRANULAR FILL >ISTURBED OR COMPACTED SOIL 2 51 ALLOWABLE TRE NCHING PARALLEL TO FOOTING 1/2" PRE - MOLDED JOINT FILLER A 4" MIN `— COMPACTED GRANULAR F a a D �F r UNDISTURBED OR- COMPACTED SOIL SEE SHEET SO FOR CONCRETE STEM WALL REINFORCING FINISHED GRADE RIGHT ANGLE 0 4 TIE _ BARS AT 36" O.G. C ,, - '* COATING BELOW GRADE , . 3" CLR OR CENTERED — ALTERNATE HOOK DIRECTION N O O N O to d) a � z O SLAB AT STEM WALL 3 � z o IF PIPE OR DUCT INTERFERES �o o ' � Q o w � WITH EITHER FLOOR SLAB OR � O V g cal j z 'Q LU FOOTING AND CAN NOT BE o DROPPED, CONTACT ENGINEER, o ' ^ ,• a PIPE OR DUCT C — - - - - -- -- G DO NOT -- o FOOTING `' PENETRATE FOOTING ^ =o � FOOTING I I ^ v ° o IF THE DIAMETER OF BREAKTHROUGH DO NOT a o HOLE IS 2 GREATER THAN DIAMETER PENETRATE OF THROUGH PIPE OR DUCT. GROUT PIPE OR DUCT 4" MIN — , FOOTING HOLE SOLID AROUND PIPE OR DUCT. a . m 3 0 a to" MIN e o G 9 WIDTH CONCRETE FILL TO BE PLACED MIN PRIOR TO FOOTING BEING POURED CONCRETE FILL TO BE MIN SAME WIDTH AS FOOTING: ALLOWABLE PIPE AND DUCT i PENETRATION AT FOOTING 1ICH 3ACKFILL PIPE OR DUCT �- -NO EXCAVATION ro BELOW THIS LINE TOOLED JOINT OR MAX 1/4" SAW CUT WITHIN 24 HOURS AFTER POUR COMPACTED GRANULAR FILL >ISTURBED OR COMPACTED SOIL 2 51 ALLOWABLE TRE NCHING PARALLEL TO FOOTING 1/2" PRE - MOLDED JOINT FILLER A 4" MIN `— COMPACTED GRANULAR F a a D �F r UNDISTURBED OR- COMPACTED SOIL SEE SHEET SO FOR CONCRETE STEM WALL REINFORCING FINISHED GRADE RIGHT ANGLE 0 4 TIE _ BARS AT 36" O.G. C ,, - '* COATING BELOW GRADE , . 3" CLR OR CENTERED — ALTERNATE HOOK DIRECTION N O O N O to d) a � z O SLAB AT STEM WALL 3 z � �o � � 4 o w � � O V g cal j z 'Q LU z Q 4 Z 6 � oa (1) 0 5 HAIRPIN BURIED IN SLAB, WALL REINFORCING NOT 1 HAIRPIN BURIED IN SLAB 5 HAIRPIN TO WRAP VERTICALS A5 SHOWN. AROUN (5) PEDESTAL AREA HAIRPIN I L) WF�AP ABOUND (5) Uj "5 VERTICALS AS SHOWN. 8" ° 0 3 TIES "3 TIES " MINIMUM 2 BEYOND ANCHOR BOLTS ,,° ANC OR BOLTS ° BY OTHERS SEE SHEET 50 BY OTHERS COLUMN OR EP F FOR CONCRETE ° e• 0 5 VERTICAL- (B) 0 5 VERTICAL - S TEM WALL ALTERNATE HOOKS ALTERNATE HOOKS O REINFORCING AN OTHER R P B OLT S 8" AP 2 4" MIN (2) 0 4 CONT. AT OPENING ° Cit g ' 0 3 TIES AT 3 O.G. VERT, n FINISHED GRADE .3 ANCHOR BOLTS ° NOV 5 IN 1/2 PRE - MOLDED OINT FILLER 4" MIN r' ° , �� BY OTHERS ° I` J � I ° ERT, o ., -- - RIGHT ANGLE "4 TIE 24" 2 �� "3 TIES AT 3" O.C. V 3: ° COMPACTED ° ° Q c BARS AT 24 O.C. N� ° 3 11 - - -- GRANULAR FIL _ ° 3 a D > PRE - MOLDED Q 3" i ° ° 8 "5 VERTICAL - N •4 '� 8 M5 VERTICAL - ALTERNATE HOOKS s=ue ��ASPHALTIC COATING 1/2" BELOW GRADE JOINT FILLER ° % 12" ALTERNATE HOOKS }- D D D 3„ � z 3' \ UNDISTURBED OR FOOTING COMPACTED SOIL SEE SCH, z COLUMN ON STEM WALL 4 5LA5 AT OPEN INCA COLUMN AT FLOOR .s p X LU QL 16 P9/bAl CONTACTOR'S RESPONSIBILITY i IT la THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL ASPECTS OF THESE DRAWINGS, THIS DRAWING IS FOR THIS ARCHITECTURAL AND STRUCTURAL, PRIOR TO CONSTRUCTION. ANY CONFLICTS SHALL BE LOCATION AND CUSTOMER REPORTED TO THE ENGINEER FOR CORRECTION. CHANGES MAY BE PROPOSED BY THE ONLY AND IS NOT TO BE CONTRACTOR IF HE FEELS THE CHANGE IS IN THE BEST INTEREST OF THE OWNER. CHANGES REUSED IN ANY MANNER SHALL BE FORWARDED TO THE ENGINEER IN WRITING FOR APPROVAL PRIOR TO CONSTRUCTION. WITHOUT THE WRITTEN CONSENT OF DESIGN INTELLIGENCE.LLC. --- — ]at 3/4" M 2nd POUR MIN 1/2" DIA x 16" DOWEL AT 12" O.G, WITH S" SLEEVE AT SECOND POUR. PAINT JOINT WITH BOND BREAKER PRIOR TO 2nd POUR. _ rte COMPACTED GRANULAR FILL UNDISTURBED OR COMPACTED SOIL — 1" MIN to SLAB 4 6" POURED IN PLACE SLAB CONTROL JOINTS 1' -6" MIN Lo S 2 08 00521 Wilcox Potato Warehouse -Truck Storage Electrical Plan O MNR INKY [FAWMG REIFaSEHMT0W GENERAL NOTES GNAWING Time PAGES TWE DATE LESf.RIPfpN NATEAALS ag DESK.WMI Cover Slut M ML' SCOPl 10.440 FCR.GMTMICTICp A1014 HANHEAR NEAR START ANN, 1111 INHERENT NJIae @ EP9.'TgN CRINAiC tN1N@ FCRCIXBTPoNt1KN a®c.rw,"a wwM Mclio•RCtl Pyn MP4 _ NEAR awmeq � uN,IM dup[muwtew AFTER I PlfYiiNy BplIgYMI VA11 VP BUILDINGS aauaaeweD�TnoernHlxcRE x1s Sawndba sew *m, iMs Coven 1T -22 VARGO %tUOEN Glscul Drawings ] M u• n vrtcrw q,Yweu �aiEOU A BlueScope Steel Company SlanJaM Ertcllm oBfflh 3513 wae[us!aYSO'.wvwan.iunea.mvnxm, eneed. c amww . imwfm oaawavm.n, �•a+o..v..00wwN.eni «�rw �::cw.nrs•mair�ww ROf t ,�pED I wwo'w� , om•�i.am•»rw.wa•l ' u I 6I a.• a �q o PS \r,4W10 u FDAEI "I ANON .w• •,,,.,,•r.a.,avowwam•an•. -a,�.w A awn..r ` Y�� emnma .w,•.•m„e.a,.d,YwOa.wan•. -a•«.w ewERSq SHEET HER DES16N AND RffQtIRMENT9 5PEC1019D By OR OF An OTHER PREDICT OR COMPORZOT FURITSEEft B� IT FACRAT ge.'M9ew°,rss9.°�•w•m•. .:3:w.ez p��sss.SS9P. 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IQ DROVE OAMSAR11 I -x' ^A - ' C w/o Punr FASTENER PATTERNS RC04G2 PIGGYBACK CANOPY FRAMING ---- R751 0D3 PANEL RIB ROOF RAKE TRIM RC3064 PANEL RIB ROOF WE PAVE FASCIA 4C3184 ICE COINING FOOT & EAVE IXTEE"N CWWNEL 6 1/Y SE 0 1 /S' CA U "RUNS WIN 50 PAST. PR- VR -RPR WALL B RACE EST. OR CANOPY REARAM ANDREW M � .1 RAPERS, PAUL c� v 3 / re` r /,' r STIMICT rsm ) RAM �u e T rtn OmS te.I31pIR @ro I� M CA, DROMI uu ME RAM RES CAP (RED APPEAL ME R VN1V w / PER °� M FCC CW z ME 'S FUMEANN Iej �SUr xev E mxr_Imxol xRL444 � I,) ersTn6 MR �) TO LAP USES, PrES MR, EPA MIN 3' WE REOPEN w /o-1 W OTECANj MO 1 T e RIME ^ S) PACT; PI LONER MR. ET P F> aje,i a� AU PROPER MOLAR REEL OF cumpus PANEL RIB ROOF RC34BI RAKE FASCIA C3aC RAKE FASCIA RC38A2 PURLIN CLOSURES RCBOA2 RINE EEP ENOUP METAL PEO( CAP ATTACHMENT EP-RIB NOOK RACE REOEMCLY RIDGE PVRLIN$ f Q 36 T/" CR CCNBTRU IB m ie�i.'. ME. ASPAREAREENT, T'�9PF OF \O ^• anny..cmon. mn1a BUILpNG 6EG'S �? «YC° ON HK� .. v..:� m..�. 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CANOPY BTA R511A4 EAVE PURLIN TO P.B, CANOPY BM RS11 A5 BASE OF WALL ATTACHMENT W001D1 PANEL RIB WALL WC04A1 6 1/2' OR B 1/2' PURLINS (INTERIOR FRM) 6 1/2' OR 6 1/2' PORLINS (ENE PURLIN O B.L.) CRIMPED BgSE PANEL R16 WALL FASTENER PATTERNS F ROPERI P w ER 1 o I16 08 FGRGGNffi 011 .IT P FIFO, 0 � F U " ^�...e `:^: .��^^ asmn M�asmmac BUDDING ISMS L»S:L' �AWt° .) :l nA TRIP VWIC II. F. .0 w .w<�nvmn, ^... �:°d•`XFi=Y MpwlwTOwuaa, RACE OF pNCE x a xe @ OR WNR eLmx 1/S auwltt 11 �a mum WEI BEETEREEM NEW tromp m AN A rus AT OF FEE VZ aww'[ AS OFF a � ME WALL E�s _ a WALL �� M NEAR xE12 O ALL P l ��y.� � slMifuwr/ � 1/. # (3 ALIw �i FELT APPLET ANN �d / °' P s E al REPAIR: @� w 0 NEW I'l 11 T :1 ELEMENT LO * mL PAUL i'a .RECD NOOMP] e'a mANNE iii` "ml�.:ei1 /': OPPOSE R AP AN °`°.EB r a PAWL � im> WALL PAN 15 PER AT u �RE ul „o�; 1 1/1' WELL PANEL I IPLLw TA . 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