Loading...
HomeMy WebLinkAboutPLANS 2 - 08-00241 - Legacy Towne Square - Shell OnlyUP D A T E S : PR O J E C T I N F O : BU I L D E R I N F O : PL O T D A T E : TH E S E P L A N S A R E T O B E U S E D O N L Y F O R T H E P E O P L E A N D P L A C E S T A T E D . T H E S E P L A N S M A Y N O T B E U S E D W I T H O U T WR I T T E N P E R M I S S I O N F R O M S O U T H F O R K D E S I G N G R O U P L L C A N D A + D R A F T I N G A N D D E S I G N S L L C . © A + D r a f t i n g a n d D e s i g n s L L C 2 0 0 6 LAYOUT: STATUS:Preliminary Review Cover Sheet A-000 ** 5/ 5 / 0 8 6.5.4.3.2.1. 09 0 7 - 0 5 1 Le g a c e y T o w n S q u a r e **Re x b u r g , ID 83 4 4 0 Ma d i s o n C o u n t y 35 0 N . 2 N D E . RE X B U R G , I D 8 3 4 4 0 So u t h F o r k D e s i g n G r o u p L L C Ra y M c D o u g a l , P . E . (P ) 2 0 8 . 8 5 2 . 6 2 3 6 ra y @ s o u t h f o r k e n g i n e e r i n g . c o m ww w . s o u t h f o r k e n g i n e e r i n g . c o m Index ID A-000 A-001 C-100 C-101 S-501 Name Cover Sheet General Notes Site Layout Drainage Plan Structural Details UP D A T E S : PR O J E C T I N F O : BU I L D E R I N F O : PL O T D A T E : TH E S E P L A N S A R E T O B E U S E D O N L Y F O R T H E P E O P L E A N D P L A C E S T A T E D . T H E S E P L A N S M A Y N O T B E U S E D W I T H O U T WR I T T E N P E R M I S S I O N F R O M S O U T H F O R K D E S I G N G R O U P L L C A N D A + D R A F T I N G A N D D E S I G N S L L C . © A + D r a f t i n g a n d D e s i g n s L L C 2 0 0 6 LAYOUT: STATUS:Preliminary Review General Notes A-001 ** 5/ 5 / 0 8 6.5.4.3.2.1. 09 0 7 - 0 5 1 Le g a c e y T o w n S q u a r e **Re x b u r g , ID 83 4 4 0 Ma d i s o n C o u n t y 35 0 N . 2 N D E . RE X B U R G , I D 8 3 4 4 0 So u t h F o r k D e s i g n G r o u p L L C Ra y M c D o u g a l , P . E . (P ) 2 0 8 . 8 5 2 . 6 2 3 6 ra y @ s o u t h f o r k e n g i n e e r i n g . c o m ww w . s o u t h f o r k e n g i n e e r i n g . c o m GENERAL NOTES Concrete In addition to these notes, refer to Section 03300 of the specifications, “Cast-in-place Concrete”. All formwork shall comply with the requirements of ACI Standard 347. The Contractor shall be responsible for the design, placement, and removal of all formwork. Concrete shall not be loaded for at least 7 days. The Engineer shall be notified 24 hours prior to every concrete pour. Compressive strengths of concrete at 28 days shall be : footings . . . . . . . . . . . . . . . . 3000 psi slabs on grade . . . . . . . . . 4000 psi walls . . . . . . . . . . . . . . . . . 4000 psi all other site-cast concrete . 4000 psi Normal weight concrete shall be approximately 145 to 155 pounds per cubic foot. Use grade 60 reinforcing steel Admixtures: Air-entraining admixtures shall comply with ASTM C260 (if used). Calcium Chloride shall not be added to the concrete mix. Concrete cover requirements for reinforcing steel shall be: cast-against and permanently exposed to earth – 3” Formed concrete exposed to earth or weather – 1-1/2” Concrete not exposed to weather or in contact with ground – 1-1/2” Construction Joints and Control Joints Provide reinforcing dowels to match the member reinforcing at the joint. Slabs on grade shall have construction or control joints spaced not to exceed 30 times the slab thickness in any direction. c) Control joints shall be installed in slabs on grade so that the length to width ratio of slab is no more than 1.25:1. Control joints shall be completed within 12 hours of concrete placement. Control joints may be installed by saw-cutting a depth of ! the thickness of the slab. Detailing All reinforcement including WWF fabric, shall be detailed, bolstered and Supported to comply with ACI 315, Manual of Standard Practice for Detailing Reinforcement Concrete Structures, and the Concrete Reinforcement Steel Institute (CRSI) recommendations. Reinforcing steel shall not be welded. Lap splice lengths shall be as follows: 30 bar diameters for #3 and #4 bars 40 bar diameters for #5 and #6 bars do not splice stirrups or ties All embeds and dowels shall be securely tied to formwork or be tied to adjacent reinforcement prior to placing concrete. Use chairs or other support devices recommended by CRSI prior to placing concrete Provide corner bars at intersecting wall corners using the same bar size and spacing as horizontal wall reinforcement. All vertical reinforcement shall be doweled to footings. Dowels shall be the same size and spacing as vertical reinforcement. Dowels extending into footings shall terminate with a 90 degree hook and shal extend to within 4” of the bottom of the footing. Horizontal wall reinforcement shall terminate at the ends of the walls and openings into the far end of the jamb column with a 90 degree hook plus a 6 bar diameter extension. Horizontal wall reinforcement shall be continuous through construction and control joints. The Contractor shall coordinate placement of all openings, curbs, dowels, sleeves, conduits, bolts, inserts and other embedded items prior to placing concrete. Minimum wall reinforcing shall be #5 bars at 12” on center, both ways. Slabs on grade shall be 5” thick reinforced with 10”x10”x 16 gauge WWM. Masonry In addition to these notes, refer to 04200. Grout and mortar shall be tested every 5000 square feet according to IBC standards. Headed stud anchors shall be in accordance with ASTM A-108 Mortar joints shall be concave, and masonry walls shall be laid in a running bond. Grout all beam and joist pockets solid after installation of beams and joists. Leave openings 16” x 16” in wall in order to rotate joists into place. Vertical reinforcing shall be properly doweled to the foundation wall and footing to the top of the wall using the same reinforcing size and spacing called out for the wall. Openings 24” wide and wider shall use reinforced masonry lintels with (2) #5 bars in grouted spaces on all sides and adjacent to each opening. Anchor bolts and headed stud anchors shall be set in grouted cells. Vertical reinforcing shall be as shown on the drawings. Center reinforcement in cells, dowell to foundation, and fill with grout. Vertical cells shall be grouted in maximum heights of 4 ft. to within 1-1/2” of top of block at intermediate courses and shall be kept clean of mortar droppings and foreign materials. horizontal reinforcing shall be as shown on the drawings. Bond beam units shall be continuous reinforced single H-block type filled with concrete, located over and under openings, at top of walls, and elsewhere shown on drawings. No. 9 gauge continuous truss type horizontal joint reinforcement complying with ASTM A 82 shall be provided in all masonry walls at 16” o.c. Masonry reinforcing steel shall be lapped 40 bar diameters. All walls shall be built as an integral unit at corners and intersections. At these locations horizontal reinforcement shall be continuous or be provided with corner dowels. Unless notified otherwise, use single U-block bond beam reinforced with (2) # 4 bars bottom to span openings 6’-0” and less. Continue beam 24” minimum past opening width each side. Provide control joints in masonry walls at 30 ft. o.c. maximum. On each side of control joints there shall be a vertical reinforced core. Horizontal reinforcement shall be continuous through joint. The design strength of concrete block masonry units shall be f’m = 1350 psi and shall comply with ASTM C 90, grade N, type I. Mortar shall be type S and shall comply with the requirements of ASTM C 270. Admixtures shall not be added to the grout. Grout shall have a minimum compressive strength fc’= 2000 psi at 28 days . Admixtures shall not be added to the grout. Uniform roof loading shall not be applied for at least 12 hours, or concentrated loads For at least 72 hours after building masonry walls or columns. Shoring for masonry beams shall not be removed for at least 7 days after pouring grout. Shoring for masonry walls shall not be removed until final connections are completed. Do not lay masonry units which are wet or frozen. Remove all masonry determined to be damaged by freezing conditions. The Engineer shall be notified 24 hours prior to the initial placement of reinforced masonry units. All bolts and other embeds shall be anchored in solid grouted units. Where steel columns and beams occur in walls, weld dowels to match vertical and horizontal reinforcement. Submit shop drawings for all reinforcing to the Engineer. Steel In addition to these notes, refer to Section 05120 “Structural Steel”. Structural steel shall conform to ASTM A36 and the “Standard Specification for Structural Steel for Buildings” of the AISC. All bolts used for steel to steel connections shall conform to the requirements of ASTM A325 and shall be provided with carbonized washers under the nuts All high strength bolts shall be torqued to the proper bolt tension. All other bolts shall conform to ASTM A307 and have washers. Use E70XX welding rods conforming to the latest AWS code. Welding shall be accomplished by certified welders. The Engineer shall be notified of the completion of any field welding. Do not flame-cut holes, enlarge holes, etc. by burning, or use gas cutting torches in the field to correct steel fabrication errors without written permission of the Engineer. 8. Steel joists and girders and their associated hardware shall be fabricated and installed in accordance with the Steel Joist Institute Specifications latest publication. Steel roof joists shall be designed to support dead load (20 psf), and live load (37 psf). Concentrated loads on steel joists shall be placed on a panel point, or transferred to a panel point with a brace L 1x1x1/8” placed in the plane of the web members. Special Instructions 1. The project specifications are not superseded by the General Structural Notes but are Intended to be complementary to them. Consult the specifications for additional requirements in each section. Notes and details on the drawings take precedence over the General Notes. 2. All omissions or conflicts between the various elements of the drawings and/or specifications shall be brought to the attention of the Engineer before proceeding with any work involved. In case of a conflict, follow the more stringent requirement. Notify the Engineer 48 hours prior to placing concrete for footings, foundations, etc., Grouting any masonry, or completing the welding of major sections of steel decking. Shoring and Bracing Requirements: Roof structures – The General Contractor is responsible for the method and sequence for all structural erection. He shall provide temporary shoring and bracing as his method of erection requires to provide adequate vertical and lateral support. Shoring and bracing shall remain in place as the chosen method requires until all permanent members are in place and all final connections are completed, including all roof attachments. The building shall not be considered stable until all connections are complete. Masonry walls must be braced until the complete roof systems are complete. Submittals: A copy of all shop drawings and submittals that have been reviewed must be kept at the construction site for reference. These drawings must bear the appropriate review stamps. The shop drawing review shall not relieve the contractor of the responsibility of completing the project according to the contract documents. The general contractor shall review and mark all shop drawings prior to submitting them to the Engineer for his review. Shop drawings made from reproductions of (these) contract drawings will be rejected. Project Coordination: It shall be the responsibility of the general contractor to coordinate with all trades any and all items that are to be integrated into the structural system. Openings or penetrations through, or attachments to the structural system that are not indicated on these drawings shall be the responsibility of the general contractor and shall be coordinated with the Engineer. The order of construction is the responsibility of the general contractor. It is the contractor’s obligation to provide all items necessary of his chosen procedure. Observation visits to the site by the Engineer’s field representatives shall not be construed as inspection or approval of construction. The Contractor shall field verify all dimensions, and conditions. If the contract drawings do not represent actual conditions, contractor shall notify the Engineer prior to fabrication or construction within that area. "Special inspection"/"No inspection" designation a. B1 Masonry work requires special inspection. b. B2 No masonry inspection required UP D A T E S : PR O J E C T I N F O : BU I L D E R I N F O : PL O T D A T E : TH E S E P L A N S A R E T O B E U S E D O N L Y F O R T H E P E O P L E A N D P L A C E S T A T E D . T H E S E P L A N S M A Y N O T B E U S E D W I T H O U T WR I T T E N P E R M I S S I O N F R O M S O U T H F O R K D E S I G N G R O U P L L C A N D A + D R A F T I N G A N D D E S I G N S L L C . © A + D r a f t i n g a n d D e s i g n s L L C 2 0 0 6 LAYOUT: STATUS:Preliminary Review Site Layout C-100 ** 5/ 5 / 0 8 6.5.4.3.2.1. 09 0 7 - 0 5 1 Le g a c e y T o w n S q u a r e **Re x b u r g , ID 83 4 4 0 Ma d i s o n C o u n t y 35 0 N . 2 N D E . RE X B U R G , I D 8 3 4 4 0 So u t h F o r k D e s i g n G r o u p L L C Ra y M c D o u g a l , P . E . (P ) 2 0 8 . 8 5 2 . 6 2 3 6 ra y @ s o u t h f o r k e n g i n e e r i n g . c o m ww w . s o u t h f o r k e n g i n e e r i n g . c o m Sky Object N 109'-5" 33 0 ' 109'-5"50'170'-7" 330' 208'-6"121'-6" 12 0 ' 21 0 ' 73'-6"18'25'18'4'18'25'19'18' 61'-325/32" 25 ' 96 ' 20 ' 4' 30 2 ' 4' 330' 4'194'-6" 21 0 ' 12 0 ' 20' Drop Curb SCALE: 1" = 20' Site Level UP D A T E S : PR O J E C T I N F O : BU I L D E R I N F O : PL O T D A T E : TH E S E P L A N S A R E T O B E U S E D O N L Y F O R T H E P E O P L E A N D P L A C E S T A T E D . T H E S E P L A N S M A Y N O T B E U S E D W I T H O U T WR I T T E N P E R M I S S I O N F R O M S O U T H F O R K D E S I G N G R O U P L L C A N D A + D R A F T I N G A N D D E S I G N S L L C . © A + D r a f t i n g a n d D e s i g n s L L C 2 0 0 6 LAYOUT: STATUS:Preliminary Review Drainage Plan C-101 ** 5/ 5 / 0 8 6.5.4.3.2.1. 09 0 7 - 0 5 1 Le g a c e y T o w n S q u a r e **Re x b u r g , ID 83 4 4 0 Ma d i s o n C o u n t y 35 0 N . 2 N D E . RE X B U R G , I D 8 3 4 4 0 So u t h F o r k D e s i g n G r o u p L L C Ra y M c D o u g a l , P . E . (P ) 2 0 8 . 8 5 2 . 6 2 3 6 ra y @ s o u t h f o r k e n g i n e e r i n g . c o m ww w . s o u t h f o r k e n g i n e e r i n g . c o m 78' 48 ' 14 5 ' - 1 7/ 3 2 " 66 ' - 0 " 62 A G-D CALCULATIONS FOR RUNOFF (TIONAL METHOD) COEFFICIENTS FOR RUNOFF (K) WATER RESOURCES AND ENVIRONMENTAL ENGINEERING, MCG W-HILL USE 0.85 FOR ROOFS USE 0.82 FOR ASPHALT PAVEMENT USE 0.59 FOR COMPACTED G VEL DRIVES USE 0.88 FOR CONCRETE WALKS AND DRIVES USE 0.17 FOR G SS/WEED/PLANTED AREAS i = 0.90 (BASED ON REXBURG, ZONE G HYDROG PH AND IN INTENSITY CURVES FOR A 20 YEAR STORM Qp = KiA, RUNOFF FROM AREA WITH PROPOSED DEVELOPMENT (1.914 ACRES) ROOF AREA = 32,400 SF, ASPH. AREA = 33,100 SF, CONCRETE AREA = 5,400 SF AND G SS/PLANTED AREAS = 12,500 SF Qp = [(0.85X32,400)+(0.82X33,100+(0.88X5,400)+(0.17X12,500)]0.90/12 = 4,617 CF RUNOFF FROM EXIST. AREA (BEFORE DEVELOPMENT) Qp = [(0.85X5,400)+(0.59X15,500)+(0.88X2,900)+(0.17X59,600)]0.90/12 = 1,981 CF THE DIFFERENCE BETWEEN EXIST. AND PROPOSED RUNOFF = 2,636 CF, OR 19,700 GALLONS 8" DIA. PVC PIP E 12 " D I A . C M P , 1 6 G A . 12 " CO CO CO BAFFLE BOX 4' DIA. MANHOLE 61 61 62 6 1 61 EX. STORM D IN SYS. ST O R M W A T E R D E T E N T I O N FINISHED FLOOR ELEV. 4862.5 2% SLOPE 1.5% SLOPE G - 2% S L O P E 2% SLOPE 1.75% SLOPE 2% S L O P E G - C FINISHED FLOOR ELEV. 4862.5 CO CO CO 8" DIA. PVC P I P E CO8" 8" 8"8" 8" 8" NOT TO SCALE W-02Drainage Plan UP D A T E S : PR O J E C T I N F O : BU I L D E R I N F O : PL O T D A T E : TH E S E P L A N S A R E T O B E U S E D O N L Y F O R T H E P E O P L E A N D P L A C E S T A T E D . T H E S E P L A N S M A Y N O T B E U S E D W I T H O U T WR I T T E N P E R M I S S I O N F R O M S O U T H F O R K D E S I G N G R O U P L L C A N D A + D R A F T I N G A N D D E S I G N S L L C . © A + D r a f t i n g a n d D e s i g n s L L C 2 0 0 6 LAYOUT: STATUS:Preliminary Review Structural Details S-501 ** 5/ 5 / 0 8 6.5.4.3.2.1. 09 0 7 - 0 5 1 Le g a c e y T o w n S q u a r e **Re x b u r g , ID 83 4 4 0 Ma d i s o n C o u n t y 35 0 N . 2 N D E . RE X B U R G , I D 8 3 4 4 0 So u t h F o r k D e s i g n G r o u p L L C Ra y M c D o u g a l , P . E . (P ) 2 0 8 . 8 5 2 . 6 2 3 6 ra y @ s o u t h f o r k e n g i n e e r i n g . c o m ww w . s o u t h f o r k e n g i n e e r i n g . c o m 6'-0" 3'-1" D INAGE ITEM DETAILS NO SCALE BACKFILL PIPE AND MANHOLE SECTIONS ACCORDING TO APWA PLAN NO. 382 REPLACE ASPHALT (SAME TYPE AND DEPTH AS EXIST.) 1: 1 ( T Y P A B O V E 4 ' ) 3' - 6 " 12" 16 GA. CMP 1.0% SLOPE (MINIMUM) TOP/G TE ELEV - 60.94 ALL ALONG LENGTH EXIST. STORM D IN (ELEV. NOT KNOWN) 1/4" STEEL BAFFLE PLATE WITH 3" ELBOW SECTION B B (4) #4 HORIZ. BARS EQUALLY SPACED 2"X2-1/2"X3/16 ANGLE WITH #3 EMBEDS #4 U BARS 24" O.C. 2'-4" 2'-8"8" 8"(3) #4 BARS CONTINUOUS 2" LEDGE (TYP) NEW MANHOLE COVER (ELEV. TO BE DETERMINED) 3/8" STEEL PLATE COVER 3/8" STEEL PLATE ACCESS COVER PRIMED & PAINTED WITH PULL-UP HANDLE (6"X3" 3/8" THREADED ROD W/NUT & WASHER) 3' - 6 " SECTION NO SCALE C G- SECTION G- A 7'-4" 3'-8" SECTION TOP/G TE ELEV - 60.94 ALL ALONG LENGTH NO SCALE G- D 3' - 6 " 2% NOTE: 1) THERE WILL BE A STRUCTU L SECTION (ASPHALT PAVING, DENSE G DED BASE, AND PIT-RUN G VEL) AROUND ALL CONCRETE STRUCTURES 2) ALL D INAGE SHALL FLOW AWAY FROM BUILDINGS AND TOWARD THE STORM WATER DETENTION FACILITY. TYPICAL PAVEMENT CROSS SECTION NO SCALE 3" 6" 10 " PLANT MIX ASPHALT PAVEMENT DENSE-G DED BASE PIT RUN G VEL SCALE: 1/2" = 1'-0"W-03Drainage Details SCALE: 1/2" = 1'-0"W-04Drainage Details