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HomeMy WebLinkAboutPlansSKY Resfoeatiovt Cort#rae ins 8757 E, Easter Ave. Centennial, CO, 30112 i c, ,, y ' / T 003.789.4258 F 3©3.7®8.4759 , `, ci71Pid5 7t 49f,,o%5 www.goblusky com 12A-- /14 lec: 015_ /fr,edf? /G� [ WE MAKE IT BETTER ] Date / ustbmer aject 111111 f M iLl ■ 11111P I III MYp 13. ' III NMI ■MIr II i -1111 - 1 '►X4.'w�OM J r _ - �� a 1 EL 1 9 �b� _l 1 1 NW MI _ ti i' N [ f!O ��� I!'"244.44111 T ' - N rf ,o -kr, -id um l L ' ►`' 11 _ 41,1 EMI 1 ) i 1111111 Eari � * — I IP o j aMil m r II 111111.1111 6 (IL 11111 U•igl .._ • see F/ter , ./tr-f 0,1 to/4 //a;i47 /2er-//exo&1 . APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY BUILD 1 G ; EPAR IDate 6By LD COPY mo INSPECTION WITHOUT THESE PLANS ON SITE Page of SIRE -B-12-2587 STRUCTURAL NOTES GENERAL: 1, Dimensions: The structural drawings shall be considered as a part of the complete set of Contract drawings, including the drawings of all disciplines. It is intended that the Structural drawings will provide sufficient dimensions to locate the primary structural elements and members. Location of secondary members which are affected by systems detailed by others may require reference to the drowings of other disciplines and layout and coordination by the contractor. If direct conflict between dimensions of two or more disciplines is encountered, such conflicts sholl be resolved by the Architect. Do not use scaled dimensions. Use written dimensions or where dimensions are not provided, consult the architect for clarifications before proceeding with the work in question. 2. Omissions or conflicts between various elements of the drawings, specifications, notes, and details shall be brought to the attention of the structural engineer and resolved before proceeding with the work. The contractor must submit in writing any requests for modifications to the plans and specifications. Shop drawings submitted to the structural engineer for review do not constitute "in writing" unless it is clearly noted that specific changes are being requested. 3. Deferred Submittals: Where Structural components are fully or partially designed and detailed by the supplier or fabricator, complete shop drawings and calculations, signed and sealed by a professional engineer registered in the state where the project is located, shall be submitted to the structural engineer for review" In addition, a copy of these documents shall be submitted to the Building Official for approval in accordance with IBC Section 106.3.4,2. 4. The Contract drawings and specifications represent the finished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include but not be limited to bracing and shoring for loads due to construction equipment and materials. DESIGN CRITERIA: 1. Used 2009 International Building Code. 2. Design Loads: A. Roof; D.L. = 5#/SF., L.L. = 75#/SF, Snow 3. Wind load = 90 MPH, exposure C, lw = 1.0. 4. Seismic: Equivalent Static Force Design Procedure. Seismic Design Category C, Site Class D. Ss = 0"327 SDS = 0.335 Si = 0.072 5D1 = 0.115 R = 7.0 - Light framed walls w/ steel sheet shear panels. le = 1.0" QUALITY ASSURANCE: FOUNDATIONS: 1, Maximum foundation soil bearing pressure used = 1500#/SF. MATERIALS: CONCRETE: 1. Mix design shall be established in accordance to Chapter 5 of ACI 318. 2. Minimum cement content = 376#/YD. 3. Maximum slump = 4. 28 day strength f'c = 2500 PSI. Special inspection not required per IBC 1704,4, exception 2. STRUCTURAL AND MISCELLANEOUS STEEL: 1. All steel work shall conform with AISC specifications. 2. Bolts ASTM A307 for connections to concrete. Bolts ASTM A325 for steel to steel connections. Bolts to be snug tight except bolts indicated as S.C. to be fully tightened. 3. Roof Steel shall be painted 29 Go, ribbed steel and shall be attached to framing with 1 14" x #9 screws with neoprene washers at 9" o.c, 4. Wall Steel shall be painted 29 Go, ribbed steel and shall be attached to framing with 1 Yi" x #9 screws with neoprene washers at 9" o.c. LUMBER: 1. Sawn lumber for studs, joists, etc.(2x6 or larger) = No"2 Doug Fir larch. 2. 2x4's = Standard Doug Fir larch. 3. Posts = So, Pine #1 Nail -lam. 4. Alf nails are to be common nails unless noted otherwise. 5. For connections of "SIMPSON" hardware or equivolent follow manufacturers recommendations. 6. Trus -Joist products: A. Roof joists shown as TJI etc. shall be designed for the loads specified and shall conform to Trus -Joist specification. B. Joists exceeding 24' in length shall be cambered to a standard radius of R = 2250. C. Any alternate joist system(s) shall be the some depth and load Carrying capacity as the Trus -Joist system show on the drawings. D. Micro Lam (LVL) E-1,900,000 psi. 7. Premanufactured Trusses A. Truss Loading: Top Chord D.L. = 5 PSF. Bottom Chord D.L. = 5 PSF. Top Chord L.L. = 75 PSF. Bottom Chord L.L, = 5 PSF. Does not act concurrently with top chord L.L. B. Member Properties: Chords shall be #2 Douglas Fir or better. Webs shall have minimum Modulus of Elasticity of 1,500,000 psi. C. Ali truss blocking shall be provided by the truss manufacturer and constructed with approved plates" D, Truss Manufacturer shall verify all truss dimensions, accounting for tolerances, connections, and splice requirements. E. Truss profiles shown ore representations of possible configurations of Web locations and member sizes. Truss manufacturer shall submit shop drawings for approval. All trusses shall be designed by a registered professional engineer and all shop drawings shall be stamped and signed by a registered professional engineer. F. Truss manufacturer shall provide proof of approved third party I inspection as required by IBC chapter 2303.4. G. Truss manufacturer shall design all truss to truss connections and shall indicate said connections on the shop drawings. H. Each truss shall be marked with the following information: 1. Manufacturers identity. 2. Design Load. 3. Truss spacing. 8. All lumber in contact with concrete, masonry, or ground shall be preservative treated wood in accordance with AWPA standards. PRE-ENGINEERED RF TRUSSES HAVE ENGINEERING FOR INSPECTOR AT TIME OF FRAME INSPECTION \ TCGL C7S�� t�'/6 COPYRIGHT. STEEL STRUCTURES f AMERICA, INC. P.POST FALLS, 97O FAX: 208777-8547 V z W 0 2 3 DRAWN BW DATE 4/12/12 JOB DO. 6131 SHEET S© 70'-0" 10'-0" 10'-0" 10'-0" 10-0" g" 6" 10'-6" 10'-0" r1F1"NF1 I I I 1 1 1 "D" I I I 1 I 1 II. F1 I I I 1 i DETAIL F1" 1 2'-0"c6 F1` I I® 1 1 (3) 26 So. Pine #1 Not -lain F1 1 F2 F2' � , 0 °' 'i'')'i'')I x I 4'-0" F2 0 cp F2 i F2 o ! (3) 216 So. Pine #1 Noil-lom 1 a — — — — F2 0 a I 1 i I I I F3 r I j j 1 F2 I I I I (00 8 I I I F2,,- ,} o Q C3 F2 1 1 1 1 , ( , F1 ,. ► F1 1 F3 ,,. Cl F1 , ' r' j F1 ( ,1 F1 £' } F1 F2 ,_ a, (g) F3 F3 1 m ►., riI F DOOR 3'-6>" -10" 306 DOORI 3'-7" FOUNDATION PLAN • • risper -s a//srrehI4 g pii/r-e dopy 1eter fi i/ a1' 670.1-lee/ilea/ SCALE= 1/6" = 1'-0" •y, FOOTING SCHEDULE MARK "D" DEPTH POST DETAIL F1 2'-0"c6 4'— 0" (3) 26 So. Pine #1 Not -lain 2/S3 F2 2'-0"95 4'-0" (3)2x6 So, Pine #1Noil-Iom 2/S3 F3 1'-0"0 2'-0" (3) 216 So. Pine #1 Noil-lom 2/S3 SIM. F4 — — — — STEEL STRUCTURES AMERICA, INC. I3OX 895 POST FALLS IDAHO PH: 1100-863-9997 FAX: 208-777-8597 0 0 a 9 DRAWN BW DATE 4/12/12 JOB NO. 6131 SHEET S1 - TYP. OF (12)11 �! I� 2x6 BRACE =� H H3 - 30.ii ROOF FRAMING PLAN 4C;-1/29:, 7z/7 ROOF FRAMING NOTES: 1 LSTA18 STRAP- PLACE AT INSIDE OF FASCIA BOARD IF NO OVERHANGS. PLACE AT INSIDE FACE OF TOP WALL GIRT IF OVERHANGS SCALE= 1/8" IP d 5cre 7 vi fn /7 ii/r'c TYP. C� CABLE HEADER SCHEDULE MARK MEMBER SUPPORT Hi (1) 2x10 DF#2 V; (1) 2x10 DF#2 H (1) 2x10 TRIMMER H2 (1) 2x8 DF#2 V; (1) 2x6 DF#2 H H3 (1) 2x6 DF#2 V - NOTE: REFER TO DETAILS 2, 3 & 4/S4.1 FOR HEADER FRAMING CONDITIONS. COPYRIGHT: STEEL STRUCTURES AMERICA, INC. P.O. BOX 895 POST FALLS IDAHO PH: 80D-833.9997 FAX: 208-777-8597 0 0 9 3 DRAWN BW DATE 4/12/12 JOBNO. 6131 SHEET S2 0 12 PRE-ENGLNEERED RF TRUSSES N\i',) HAVE ENGINEERING FOR INSPECTOR AT TIME OF FRAME INSPECTION 7 -c6 -1@7s,757 FASTEN TRUSS TO POST W/(1) 3/400 BOLT & (4) 30d GALV. NAILS TYP, ATTACH 2x6 GIRTS W/ (4) I6d OR (3) 20d GALV. TYP. COMPACTED GRADE FFOOg- 51.1,4-ce .Vet Ide gp4/07 przoopTogc,Sap"/ PT 2x10 BASE, GIRT 40'-0" SECTION 1-1 SCALE: 1/8" = 1'-0" 2x3 BLKG. TYP. (1) 3/4'0 BOLT TYP. (2) ROWS 16d t 6" O.C. EXTENT OF BACKSPAN A A PREMANUFATCTURED TRUSSES. SEE PLAN (4) 30d SPIKES EA. SIDE POST. SEE PLAN 2x6 GIRT ® 24" 0.C. w/(4) 16d OR (3) 20d EA. POST SECTION A -A MAIN FRAME TRUSS BEARING DETAIL POST. SEE PLAN (2) 5/8"0x 1'-2" REBAR AS SHOWN EMBEDDED CONC. POST FTG. r SEE PLAN 6" D" I, 6' SEE FTC. SCHED. POST FOOTING 8" PUNCH PAD @ MAIN FRAME POSTS ONLY. "BELL -OUT" AS SHOWN NOTE: CONTRACTOR'S OPTION TO PRE -POUR PUNCH PAD OR USE STILTS AND POUR PAD & FTG. TOGETHER SCALE: 1/2"=1'-0" A PREMANUFATCTURED TRUSSES, SEE PLAN (4) 3Dd SPIKES POST. SEE PLAN 2x6 GIRT T11 24" O.C. w/(4) 16d OR (3) 20d a POST 2x6x FULL HEIGHT BLKG. W/(2) 16d GALV. 0 C. 0.C. SECTION A -A GABLE END TRUSS BEARING DETAIL SCALE: 1/2"=1'-0" SCALE: 1/2"=1'-O" COPYRIGHT: STEEL STRUCTURES AMERICA, INC. P.O. BOX 895 POST 0 FAX: 208-777-8597 DRAWN BW DATE 4/12/12 JOE NO, 6131 SHEET S3 J 2x PURLIN PER PLAN 2x FULL DEPTH BLKG. NM= g H1 EVERY OTHER PURLIN 111 LU HANGER ' EA. PURLIN 1 TRUSSES. SEE PLAN 2x3 BLKG. FULL ork LENGTH TOP CHORD 2x4 BLKG. RAT -RUN W/LU HANGER EA. END TYP. 2x 3x12" GABLE TRUSS FRAMING DETAIL MAX. 1 • SCALE: 1/2"= "-0" ATTACH HANGER TO TRUSS & PURLIN W/#14x1 1/2" SCREWS OR LAP W/ PURLIN & PROVIDE (6) 20d © LAP A35 POST TO OUTRIGGER L2x6 BRACE. SEE '.'N 2x6 BRACE DETAIL • (2) REFER TO DETAIL 1/S4 FOR TYPICAL GABLE END FRAMING CONDITIONS GABLE -END TRUSS 6x6 POST. RUN TO BOTT. OF ROOF DECK TYP. FOR ALL POSTS AT 0/H DOORS. (6) 20d EA. END HEADER. SEE PLAN SCALE: 1"= 1' -0" HEADER 'V" SEE PLAN 16d 0 12" 0.C. HEADER 'H" SEE PLAN HEADER DETAIL SCALE: 1 "=1 "-0" HEADER "H". SEE PLAN 16d©12"0.C. HEADER "V". SEE PLAN 2x6 GIRT 24" O.C. POST. SEE PLAN 16d © 12" 0.C. v2x6 GIRT HEADER "H". SEE PLAN PURLIN & WINDOW FRAMING BEYOND 16d CSD 12" 0.C. 0 BO W1NDOv CMAN DOOR HEADER DETAIL d WINDOW HEADER DETAIL i SCALE: 1/2"=1"-0'" i SCALE: 1/2"=1"-0" • e7e JL / ,e€ l�j f� ,9�,x//�°� .� / /) ereC-,> /t et / '7 , ,r,, -d / f je72-//� COPYRIGHT: STEEL STRUCTURES AMERICA, INC. P.O. 00X 895 POST FALLS, IDAHO PH: 800-033.9997 FAX208-777-0597 A s 8 DRAWN BW DATE 4/12/12 JOENM 6131 SHEET S4 8x10' 0/11 DOOR 16'x10' 0/H DOOR FRONT ELEVATION 8x10' 0/H DOOR SCALE: 1/8" = 1'-0" +/ \A ll, = 1 MV/ ii V 1 1l 1 1 1�1 I_ I 1�1 ■.: :■ 11-■R�r 16'x10 1_• 1 I=; ; !.i 0/H DOOR 1 I Q I 1 0 r 0 1 1 1 1, i ■: t° 111 • 1 �J �,,\ BACK ELEVATION SCALE: 1/8" = 1'-0" FASTEN TRUSS TO POST w/(1) 3/4"0 BOLT & (4) 30d GALV. NAILS TYP. ATTACH 2x6 GIRTS w/ (4) 16d OR (3) 20d GALV. TYP. PT 2x10 BASE GIRT 67 /)7 fie/ 70 -.(A'c, FASTEN TRUSS TO POST w/(1) 3/4°0 BOLT & (4) 30d GALV. NAILS TYP. ATTACH 2x6 GIRTS w/ (4) 16d OR (3) 20d GALV. TYP. PT 2x10 BASE GIRT COPYRIGHT: STEELSTR�IBOSS ERICA,INC. POST FALLS, IDAHO FA): 075972B -799 g DRAWN BW DA 4/12/12 JOB NO. 6131 SHEET S5. 1 r -r J T L 1 L 0 0 ca 3030 WINDOW 3030 WINDOW 3450 WINDOW co 0 ro 11� 3450 WINDOW - 3450 WINDOW 3450 WINDOW 3450 WINDOW z RIGHT ELEVATION SCALE: 1/8° = 1'-0° 1 r 0 r` 3030 WINDOW 3030 WINDOW 3030 WINDOW 3030 WINDOW 3030 WINDOW 3030 WINDOW LEFT ELEVATION SCALE: 1/8" = 3'-0° FASTEN TRUSS TO POST W/(1) 3/4"0 BOLT & (4) 30d GALV, NAILS TYP. ATTACH 2x6 GIRTS W/ (4) 16d OR (3) 20d GALV. TYP. PT 2x10 BASE GIRT FASTEN TRUSS TO POST W/(1) 3/4"0 BOLT & (4) 30d GALV. NAILS TYP. ATTACH 2x6 GIRTS W/ (4) 16d OR (3) 20d GALV. TYP. PT 2x10 BASE GIRT STEEL STRCiisTyRES AMERICA, INC. POST PAILS IDAHO FH: 80043.9997 FAX 208-7778597 0 1- I- J w DRAWN BW DATE 4/12/12 JOB NO, 6131 SHEET S5.2