Loading...
HomeMy WebLinkAboutPlansr SCALE: N.T.S. COVER SHEET INDEX: GE -1 ....................... COVER S-1 .......................... NOTES & TYPICAL DETAILS S-2 .......................... FOUNDATION PLAN & FOOTING DETAILS S-3 .......................... PLAN, SECTION & CONNECTION DETAILS S-4 .......................... ELEVATION S-5 .......................... ROOF PLAN, TRUSS AND DETAILS GENERAL NOTES: -ALL STEEL STUDS TO BE MINIMUM 20 GAUGE GALVANIZED Fy= 50 KSI ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND - ALL STEEL TRACKS TO BE MINIMUM 20 GAUGE GALVANIZED Fy= 50 KSI SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, 43 EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. ALL ELEMENTS, DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD, ACCORDING ALL DIMENSIONS REFERENCE TO TO THE CONDITIONS OF THE SITE, BEFORE ITS INSTALLATION. DO NOT SCALE THE DRAWINGS. 68 FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ARCHITECTURAL 12 D RAW I N G ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS PRODUCT CONTROL APPROVAL AND COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS SHOP D RAW I N G NOTES DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE DOWNS. THE CONTRACTOR SHALL ALL APPROVED SHOP DRAWINGS SHALL BE REVIEWED BY THE ENG. OF RECORD AND SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS SUBMITTED AND PROCESSED AT THE BUILDING DEPARTMENT. AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. CODES - DESIGN PER INTERNATIONAL BUILDING CODE 2018 EDITION AND, BUILDING CODES AND STANDARDS SECTION, NOVEMBER 2019 - COLORADO DEPARTMENT OF LOCAL AFFAIRS - DIVISION OF HOUSING (CODE OF COLORADO REGULATIONS CCR 1302-14), UNLESS OTHERWISE NOTED. THE FOLLOWING CODES ARE USED IN THE DESIGN AND SPECIFICATIONS FOR THIS PROJECT. IBC 2018 ------------------- INTERNATIONAL BUILDING CODE 2018 ACI 318-14 ---------------- BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AISI S -100 -16 ----------- SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL SSMA PRODUCT IDENTIFICATION MEMBERS ASCE 7-16 --------------- MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES, 1621100" S T U D S : (LIGHT GAUGE FRAMING) SEI/ASCE 7-16 (ASCE STANDARD) ALL STUDS AND TRACKS AISC 360 -16 ------------ MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN. MUST BE 50 KSI min LOADS' _ DESIGN 0 THE STRUCTURAL FRAMING WAS DESIGNED USING THE FOLLOWING SUPERIMPOSED LOADS, O DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH ASCE 7-16. 33/1000" GROUND FLOOR SUPERIMPOSED DEAD LOAD ............... 15 PSF LIVELOAD.................................................125 PSF STORAGE SUPERIMPOSED DEAD LOAD ............... 15 PSF LIVE LOAD ................................................. 125 PSF ROOF LEVEL SUPERIMPOSED DEAD LOAD ............... 15 PSF LIVELOAD ............................................... 300 LB WIND: DESIGN WIND SPEED= 115 MPH EXPOSURE C RISK CATEGORY: II SHOP DRAWING REVIEW: SEISMIC Ss = 0.30 Sds = 0.23 S1 = 0.054 Sd1 = 0.079 RISK CATEGORY: II SITE CLASS: D SEISMIC DESIGN CATEGORY (SDC): B ONE -FAMILY DWELLING (SEISMIC ANALYSIS IS NOT REQUIRED) SNOW Pg = 40 psf Ct = 1.2 SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CONTRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER. STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 13th EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, FY = 36 KSI FOR ANGLES AND PLATES, S -SHAPES. STRUCTURAL W -SHAPES AND WT -SHAPES SHALL BE ASTM A992 GRADE B, Fy = 50 KSI.,STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, FY = 46 KSI. STRUCTURAL PIPE SHALL BE ASTM A-53, GRADE B, TYPE E OR S, FY = 35 KSI. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL OTHER BOLTS SHALL BE ASTM A325 -N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF -THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW -HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. REVIEW BEFORE STARTING FABRICATION. S T E E L S T U D S: (LIGHT GAUGE FRAMING) - DESIGN FABRICATION AND ERECTION SHALL CONFORM TO AISI "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS" 2016, INCLUDING COMMENTARY AND SUPPLEMENTARY INFORMATION. SELF -DRILLING SCREWS SHALL BE ITW/BUILDEX TEKS OR SIMILAR AND HAVE ALLOWABLE SERVICE LOAD CAPACITIES WITH 4:1 FACTOR OF SAFETY FROM TEST DATA. - ALL WORK TO CONFORM TO RECOMMENDATIONS AND SPECIFICATIONS AS OUTLINED IN S.S.M.A STEEL FRAMING SYSTEM CATALOG OR EQUAL. LO C0 350S 16 33 ST D GAUGE SCHEDULE NOMENC. GAUGE (STRUCTURAL) 33 20 43 18 54 16 68 14 97 12 FOUNDATION/ ALLOWABLE BEARING CAPACITY FOOTING WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 3,000 PSF. PRIOR INSTALLATION OF ANY FOOTING FOUNDATION SYSTEM FOR THE NEW BUILDING, STRUCTURES OR ADDITIONS, THE BUILDING OFFICIAL SHALL BE PROVIDED WITH A STATEMENT OF ALLOWABLE BEARING CAPACITY FROM THE ENGINEER OF RECORD. SAID STATEMENT SHALL CLEARLY IDENTIFY THE ALLOWABLE IN-PLACE BEARING CAPACITY OF THE BUILDING PAD FOR THE NEW BUILDING OR ADDITION AND VERIFY THE EXISTING SOIL CONDITIONS. THE CERTIFIED IN-PLACE BEARING CAPACITY SHALL HAVE BEEN DETERMINED BY WAY OF RECOGNIZED TEST OR RATIONAL ANALYSIS. THE MAXIMUM SIZE OF ROCK WITHIN 12 INCHES BELOW THE FLOOR SLAB IN COMPACTED FILL SHALL BE 3 INCHES IN DIAMETER. WHERE FILL MATERIAL INCLUDES ROCK, LARGE ROCKS SHALL NOT BE ALLOWABLE TO NEST AND ALL VOIDS SHALL BE CAREFULLY FILLED WITH SMALL STONES OR SAND, AND PROPERLY COMPACTED. WHEN FOUNDATION WALL ARE TO BE POURED SEPARATELY FROM THE FOOTING, THEY SHALL BE KEYED AND DOWELED TO THE FOOTING WITH NO LESS THAN #4 DOWELS, 20 DIAMETERS IN LENGTH ABOVE AND BELOW THE JOINT, SPACED NOT MORE THAN 4 FEET APART. WHERE FOOTING DEPTH DOES NOT ALLOW STRAIGHT DOWELS, STANDARD HOOKS WILL BE ALLOWABLE. SLAB SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. SOIL STATEMENT BASED ON ViSUAL INSPECTION AT THE JOB SITE, THE FOUNDATION HAVE BEEN DESIGNED FOR AN ALLOWABLE (LIME ROCK FORMATION) BEARING CAPACITY OF 3,000 PS AT THE TIME OF CONSTRUCTION THE ENGINEER SHALL SUBMIT TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVEC AND CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED. Gce GANEM CONSULTING ENGPJffWNG FL.CA. #31187 CO. PE #69669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786) 916-6546 info@ganemce.com KEY PLAN Al OS ka r Digitally si ned by Alioska GanemGanem 0sbrio Date: 2022.08' 1'00' O o r i o 10:32:52- N CONSULTING ENGINEER ,�pDO CIOFNs vp:\oS�,AR �qy, o 59669 ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS: 5th POWERLINE ROAD RIFLE CO. 81650 REVISIONS Project No, Scale: Date: Drawn: Checked: CAD File: Drawing Title: DATE AS NOTED 12-24-2021 A.G. A.G. GE -1 Sheet No: 1 OF 1 3 N N of cc 0 wI En 0 x W lkf3 I 0 0 U Gce GANEM CONSULTING ENG64EEPoNG FL. CA #31187 CO. PE #59669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH. FL. 33160 TEL: (786) 916-6546 Ir0ofganemce.00m KEY PLAN ALIOSKAR GANEM P. E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS: 5 POWERLINE ROAD RIFLE CO, 81650 REVISIONS DATE Project No: 3 AS NOTED N Scale: 9/9/22 o Date: N A.G. o Drawn: A.G. 3 Checked: o J CAD File: Drawing Title: Sheet No: 1 OF 1 GENERAL NOTES: - ALL STEEL STUDS TO BE MINIMUM 20 GAUGE GALVANIZED Fy= 50 KSI ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND - ALL STEEL TRACKS TO BE MINIMUM 20 GAUGE GALVANIZED Fy= 50 KSI SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, 43 EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. 54 ALL ELEMENTS, DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD, ACCORDING ALL DIMENSIONS REFERENCE TO TO THE CONDITIONS OF THE SITE, BEFORE ITS INSTALLATION. DO NOT SCALE THE DRAWINGS. 97 FOLLONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ITTEN D ARCHITECTURAL 1 1 -49.50 (`) 10 + Q 3rd -- 2r T 2r �3r 5 + a D RAW I N G ATTTEONTIONROF THE NGINEOER PRIOR TO PROCEEDING WITH HE AFFECTED ART OF THE 2r WORK. 3r THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS PRODUCT CONTROL APPROVAL AND COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION ---1---2r--- 1 ----1 PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS SHOP -38.97 (') D RAW I N G NOTES DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, 17.05 SHEETING, TEMPORARY BRACING, GUYS OR TIE DOWNS. THE CONTRACTOR SHALL ALL APPROVED SHOP DRAWINGS SHALL BE REVIEWED BY THE ENG. OF RECORD AND SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS SUBMITTED AND PROCESSED AT THE BUILDING DEPARTMENT. AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. 4X CODES: DESIGN PER INTERNATIONAL BUILDING CODE 2018 EDITION AND, BUILDING CODES AND STANDARDS SECTION, NOVEMBER 2019 - COLORADO DEPARTMENT OF LOCAL AFFAIRS - DIVISION OF HOUSING (CODE OF COLORADO REGULATIONS CCR 1302-14), UNLESS OTHERWISE NOTED. THE FOLLOWING CODES ARE USED IN THE DESIGN AND SPECIFICATIONS FOR THIS PROJECT. IBC 2018 ------------------- INTERNATIONAL BUILDING CODE 2018 ACI 318-14 ---------------- BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AISI S -100 -16 ----------- SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS SSMA PRODUCT IDENTIFICATION ASCE 7-16 --------------- MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES, 162/100" S T U D S : (LIGHT GAUGE FRAMING) SEI/ASCE 7-16 (ASCE STANDARD) - ---�-- ALL STUDS AND TRACKS f AISC 360 -16 ------------ MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN. DESIGN LOADS: _ MUST BE 50 KSI min O THE STRUCTURAL FRAMING WAS DESIGNED USING THE FOLLOWING SUPERIMPOSED LOADS. _O DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH ASCE 7-16. 33/1000" GROUND FLOOR SUPERIMPOSED DEAD LOAD ............... 15 PSF LIVE LOAD.................................................125 PSF STORAGE SUPERIMPOSED DEAD LOAD ............... 15 PSF LIVE LOAD ................................................. 125 PSF ROOF LEVEL SUPERIMPOSED DEAD LOAD... ............ 15 PSF LIVE LOAD ............................................... 300 LB WIND: DESIGN WIND SPEED= 115 MPH EXPOSURE C RISK CATEGORY: II SHOP DRAWING REVIEW: SEISMIC Ss = 0.30 Sds = 0.23 S1 = 0.054 Sd1 = 0.079 RISK CATEGORY: II SITE CLASS: D SEISMIC DESIGN CATEGORY (SDC): B ONE -FAMILY DWELLING (SEISMIC ANALYSIS IS NOT REQUIRED) SNOW Pg = 40 psf Ct = 1.2 SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CONTRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER. STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 13th EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, FY = 36 KSI FOR ANGLES AND PLATES, S -SHAPES. STRUCTURAL W -SHAPES AND WT -SHAPES SHALL BE ASTM A992 GRADE B, Fy = 50 KSI.,STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, FY = 46 KSI. STRUCTURAL PIPE SHALL BE ASTM A-53, GRADE B, TYPE E OR S, FY = 35 KSI. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. ANCHOR BOLTS AT COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL OTHER BOLTS SHALL BE ASTM A325 -N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OF -THE -NUT METHOD. WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW -HYDROGEN ELECTRODES. ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC SPECIFICATIONS. REVIEW BEFORE STARTING FABRICATION. S T E E L S T U D S: (LIGHT GAUGE FRAMING) - DESIGN FABRICATION AND ERECTION SHALL CONFORM TO AISI "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS" 2016, INCLUDING COMMENTARY AND SUPPLEMENTARY INFORMATION. SELF -DRILLING SCREWS SHALL BE ITW/BUILDEX TEKS OR SIMILAR AND HAVE ALLOWABLE SERVICE LOAD CAPACITIES WITH 4:1 FACTOR OF SAFETY FROM TEST DATA. - ALL WORK TO CONFORM TO RECOMMENDATIONS AND SPECIFICATIONS AS OUTLINED IN S.S.M.A STEEL FRAMING SYSTEM CATALOG OR EQUAL. 01 VLIVLI SCALE: N.T.S. O co 350 S 16 33 GAUGE SCHEDULE NOMENC. GAUGE (STRUCTURAL) 33 20 43 18 54 16 68 14 97 12 FOUNDATION/ ALLOWABLE BEARING CAPACITY FOOTING WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 3,000 PSF. PRIOR INSTALLATION OF ANY FOOTING FOUNDATION SYSTEM FOR THE NEW BUILDING, STRUCTURES OR ADDITIONS, THE BUILDING OFFICIAL SHALL BE PROVIDED WITH A STATEMENT OF ALLOWABLE BEARING CAPACITY FROM THE ENGINEER OF RECORD. SAID STATEMENT SHALL CLEARLY IDENTIFY THE ALLOWABLE IN-PLACE BEARING CAPACITY OF THE BUILDING PAD FOR THE NEW BUILDING OR ADDITION AND VERIFY THE EXISTING SOIL CONDITIONS. THE CERTIFIED IN-PLACE BEARING CAPACITY SHALL HAVE BEEN DETERMINED BY WAY OF RECOGNIZED TEST OR RATIONAL ANALYSIS. THE MAXIMUM SIZE OF ROCK WITHIN 12 INCHES BELOW THE FLOOR SLAB IN COMPACTED FILL SHALL BE 3 INCHES IN DIAMETER. WHERE FILL MATERIAL INCLUDES ROCK, LARGE ROCKS SHALL NOT BE ALLOWABLE TO NEST AND ALL VOIDS SHALL BE CAREFULLY FILLED WITH SMALL STONES OR SAND, AND PROPERLY COMPACTED. WHEN FOUNDATION WALL ARE TO BE POURED SEPARATELY FROM THE FOOTING, THEY SHALL BE KEYED AND DOWELED TO THE FOOTING WITH NO LESS THAN #4 DOWELS, 20 DIAMETERS IN LENGTH ABOVE AND BELOW THE JOINT, SPACED NOT MORE THAN 4 FEET APART. WHERE FOOTING DEPTH DOES NOT ALLOW STRAIGHT DOWELS, STANDARD HOOKS WILL BE ALLOWABLE. SLAB SUBGRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. SOIL STATEMENT BASED ON VISUAL INSPECTION AT THE JOB SITE, THE FOUNDATION HAV__ BEEN DESIGNED FOR AN ALLOWABLE (LIME ROCK FORMATION) BEARING CAPACITY OF 3,000 AT THE TIME OF CONSTRUCTION THE ENGINEER SHALL SUBMIT TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND CONDITIONS ARE SIMILAR TO THOSE 'UPON WHICH THE DESIGN IS BASED. FF150 PANEL PROFILE BY NEW TECH MACHINERY CONNECTED TO OSB PANEL W1(1) 9-15x1" METAL TO WOOD SCREW @ 5" OIC MAX 1/2" OSB (SHEATHING SPAN) ONE LAYER OF TE PREMIUM /10-24x1 7116" TEKS SELF DRILLING LOCTI GLUE TE SIMILAR SCREWS @6" AT ZONE 3 & @12" AT OTHER ZOfIIES BY ITWBUILDEX OR SIMILAR 02�1\VVI I II VIJI 1 ✓I SCALE 3/4" =I _0 04 NTS NTS 06� NTS TRUSS T-1 @ 16" cic �tAt AREA (f6 2e 2e At 3d a 1 11.12 - 10 2 11.12 -33.98(') 10 1 1 -49.50 (`) 10 + Q 3rd -- 2r T 2r �3r 5 + a -24.63 3rL-- 2r 9.60 3r a* } 9.60 ---1---2r--- 1 ----1 1 --Jn 3 -38.97 (') 20 4 17.05 9 20 5 lAJ -21.97 4X A=6.00 ft WIND PRESSURE FOR GENERAL CALCULATIONS AREA (f6 ZONE PRES. (+) PRES. (-) 10 1 11.12 -33.98 10 2 11.12 -33.98(') 10 3 11.12 -49.50 (`) 10 4 18.38 -19.92 10 5 18.38 -24.63 20 1 9.60 -28.04 20 2 9.60 -28.04(') 20 3 9.60 -38.97 (') 20 4 17.05 -18.59 20 5 17.05 -21.97 PRESSURE BASED ON ASCE 7-16 ASD CODE MAX VALUE: (e) DETAIL PROVIDE 35CS162-33 PROVIDE 118" BLOCKING@ SPACINGAT ALL OSB SEAMS -48" PANEL EDGES FASTENED WI(2) #12 SDS EACH MEMBER \ SPACE LSF TRUSSES @ 16" ON CENTER SEE ROOF PLAN 4'x8'OSBSH FASTENERS SEE NOTE 3 BRACING 1. ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF "A.P.A. DESIGN / CONSTRUCTION GUIDE - DIAPHRAGMS" AND THE LOCAL BUILDING CODE. 2. OSB ROOF PANEL SHALL BE 112" MINIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS. 3. CONNECT OSB DIAPHRAGM TO STRUCTURE WITH 1#10-24x1 7/16" WOOD TO METAL FASTENER AT 6" O/C @ ZONE 3 & 12" O/C @ OTHER ZONES BY ITWBUILDEX OR SIMILAR AT PANEL EDGE AND INTERMEDIATE SUPPORT. 4. INSPECTIONS: SHALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS (BY THE MUNICIPALITY, ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF THE FLOOR STRUCTURE REQUIRING INSPECTIONS. 03 / NTS 05 ')^' SCALE N.T.S. 07 1J1.1\LYY V )SCALE N.T.S. I�Iy7•1y:1� .. -.� � TYPICALLY SCREW FASTENED THRU THINNER STEEL TO THICKER STEEL AS SHOWN. MINIMUM 3 EXPOSED THREADS SHALL PROTRUDE THROUGH STEEL c e rhm GANEM CONSULTING ENGINEERING FL. CA. #31187 CO. PE #59669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786) 916-6546 info@ganemoe.com KEY PLAN AI i os ka r Digitally Sig ned by Alioskar GanemGanem Osc rio Date: O o r i o 2022.08.19 10:33:16 -041001 N CONSULTING ENGINEER �RpDO CI�Fy Cy• .`fF 2 . a 59669 ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS: 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS DATE Project No: m 3 7 N N Scale: AS NOTED °O ro Lcjn Date: 08-12-2022 0 Drawn: x A.G. w a 3 Checked: A.G. 0 0 CAD File: Drawing Title: S -i Sheet No: 1 OF 5 Gce GAIBN CONSULTING FQJGINEERWG FL. CA #31187 CO. PE #59669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786)916-6546 info@ganemce.com KEY PLAN Al oska Ganem O orio Digitally sig ed r by Alioskar Ganem Oso io Date: 2022.08.19 10:42:32 -0 '00' CONSULTING ENGINEER ev yt"i a 59669 %90NA1,E�9 ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS: 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS D A,?i= Project NO: CONTAINER© CONTANER ONTAINER CONTAINER EDGE 8'_0° EDGE 601-01, EDGE 8'-0n EDGE 1,, n TC FOOTING SCHEDULE SIZE REINFORCING MARK REMARKS WIDTH HEIGHT (B) BOTTOM (T) TOP AS NOTED N o N r.... ... .� r.. .. .... . �a } CDF-1 I F, z,, r t7v C 11#5 CONT1 9'-0" 0'-10" 1#5@12°TNaNsv 2#5 CONT PAD FOOTING w / PL -01 PL -01 / / PL -01 PL -01 / I / 02 FOUNDATION SCHEDULE SC.: N.T.S. Ln f / / ;, ' PL -01 — -- PL -01 /// PL -01 PL -01 I 1011 GRADE LEVEL EXISTING CONC SLAB :o CONTAINER BASE :0 0 Drawn: - i o - W FOUNDATION TYPE F-1 WELL COMPACTED RIGID INSULATION I o f EXISTING__ — ' I PL PL-01� -. CONCRETE PL -01 ---PL-01 SEE FOOTING FILL MOISTURE BARRIER R-10 (MIN) x 2' WIDTH BY SCHEDULE FOAMULAR OR SIMILAR -- -01 SLAB— CONTAINER ' CONTAINER # AINER / // I �r. I CD o // IIIIIIIi�li�lilllll I II IIIIIIIIII I) FOUNDATION TYPE F-1 03 SC.: N.T.S. C - - - F -X: FOUNDATION TYPE X 0 CAD File: — / I 7; PL -01 PL -01 PL -01 _.___. ____ _ PL -01 f I' j Ln c, CO',TSC.-. LEGEND N.T.S. 00 w� PL -01 PL -01 / / /// — PL -01 -.- PL -01 I { i=4: - - --- — — — -- — —/�f -- -- --- --- — — — — — — --- — — -- — — — ; / , + PL -01 PL -01 I n n w� w o Z 6 6 Z PL -01 PL -01 / ;� / / _ / — 1 . - I rn z - --- �, _ = PL -01 =_ _ PL -01 PL -01 PL -01 I _ _ - _- -- 1 't STEEL PLATE ASTM A-36 12x14x112" W/(3) HEX HEAD ASTM F 1554 GR36 BY HILTI FOUNDATION (STUD@5") PLATE ASTM A-36 I I II II Illli III / j l / III III�III II II I !i . // � � IIIIIIIII,Ii,lll�ll II II II �I �I II f I I I �� s- IIIIIIIIII� II f% / - III o PL -01 - DETAIL : PL -01 PL -01 EXISTING PL 01== --- PL -01 i 05 S SC CD CONCRETE_ — — ;— — — — — — — — — SLAB — __ CONTAINER / / CONTAINER ; / i #2 —_ #4 r �o / / I PL -01 PL 01 l -01 --... .._-� P - - z ° t cn oI PL -01 PL -01=:= - - __. PL -01 (D3 CID t1q" N 76'-0" FOUNDATION PLAN 01 SC.: 1/4" = 1'- 0" Gce GAIBN CONSULTING FQJGINEERWG FL. CA #31187 CO. PE #59669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786)916-6546 info@ganemce.com KEY PLAN Al oska Ganem O orio Digitally sig ed r by Alioskar Ganem Oso io Date: 2022.08.19 10:42:32 -0 '00' CONSULTING ENGINEER ev yt"i a 59669 %90NA1,E�9 ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS: 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS D A,?i= Project NO: 3 AS NOTED N Scale: °' 08-12-2022 00 01 Date: Ln A.G. :0 0 Drawn: w A.G. 3 Checked: 0 CAD File: Drawing Title: S-2 Sheet No: 2 OF 5 orm CONTAINER CONTAINER EDGE 8'-0" EDGE N T a w 14 Ga STEEL SHIPPING z 'CONTAINER SIDE WALL PANELS (EXISTING) ' TYPICAL ON THE ' F7PERIMETER Yon"ii n" �. 0 #1 1.10" THICK 19 PLY PLYWOOD -- BOARD SECURED TO EACH -- CROSS MEMBER W/ SELF TAPPING ZINC PLATED SCREWS-------- SC-01 #114-14 @ 12" OIC MAX (EXISTING) REMOVED -14 Ga STEEL SHIPPING - --- CONTAINER SIDE WALL PANELS (EXISTING) - -- TYPICAL ON AXIS "B" 1.10" THICK 19 PLY PLYWOOD BOARD SECURED TO EACH III CROSS MEMBER Wl SELF 61! i I I i I I I I I' I I•I� TAPPING ZINC PLATED SCREWS #114-14 @ 12" O/C Ni 1 11 II i UP MAX (EXISTING) MAIN COLUMN OF i-C�3NTAINER - -- IWO z 0 , STRUCTURE (EXISTING) -ICAC IN THE -- z W i CORNERS Of THE O -- I 0 Na--------------- CONTAINER FRAMING PLANFRAMING PLAN 01 SC.: 114" = 1' - 0" SC -01 SC -01 BOTTOM SIDE RAILS. STEELCHANNEL SECTION, 6"x1 t"x;k" (EXISTING) Ad B S-3 SC -01 = HSS 4x3xy" CONTAINERS 3 & 4 ARE A MIRROR OF THIS PLAN. SEE FOUNDATION PLAN/S-2 FOR CONTAINERS ARRANGEMENT Ir CROSS MEMBERS - -_ STEEL "C" SECTIONS, 4 40'-0" 40'-0" r t'xl J"x;)5"- TYP @1'OIC ■■l I I I I I / (EXISTING CONTAINER ■■l J U-1 W ros CONTAINER MEMBERS) � I 0— LU O I N Scale: _ 0 1 _ 08-12-2022 W UJ 0O W SUPPORT PLATE, THICKNESS DV) AS REQUIRED TO ALLOW THE CONTAINER CONNECTION i #2 HSS-4x3xY" MAIN COLUMN OF i-C�3NTAINER - -- IWO z 0 , STRUCTURE (EXISTING) -ICAC IN THE -- z W i CORNERS Of THE O -- I 0 Na--------------- CONTAINER FRAMING PLANFRAMING PLAN 01 SC.: 114" = 1' - 0" SC -01 SC -01 BOTTOM SIDE RAILS. STEELCHANNEL SECTION, 6"x1 t"x;k" (EXISTING) Ad B S-3 SC -01 = HSS 4x3xy" CONTAINERS 3 & 4 ARE A MIRROR OF THIS PLAN. SEE FOUNDATION PLAN/S-2 FOR CONTAINERS ARRANGEMENT OR ADE tEVEI T, FODT N6 SEE FOOTING SCH 02 SECTION A SC.: 1/4" = 1 -01, WELL COMPACTED SOIL Q 8'-0' I d- I o TRUSS TYPE T1 ae•e• CV — — TCfi CONiA,NEN CONTAINER SIDE WALL PANELS (EXISTING) TYPICAL ON AXIS A & D ♦9'e' CONTAINER SIDE WALL PANELS (EXISTING) TYPICAL ON AXIS A & D SECTION B 03 SC.: 1/4" = 1' - 0" PAD SEE FOOTING SCH z z S-4 2 S-4 WELL EXISTING COMPACTED SOIL CONCRETE SLAB �I PLACE A PLATE TO CONNECT (W/y" THICK FILLET WELD) THE BOTTOM RAIL OF THE CONTAINER TO THE BASE PLATE ANCHORED TO THE CONCRETE SASE (TYP @ COL & PL -01) ROOF14GA PROVIDE HSS-4x3xY4' 12x4.5xl/4" TRUSS TYPE T1 350S162-33 EXISTING CONTAINER SIDE RAIL TUBE 2.25" X 2.25" X 3116" (TYP.) -"N\DETAIL 1: MAIN REINFORCEMENT BEAM @ TOP RAIL CONTAINER "')SC.: 2" = 1' - 0" VV V - ■■rONE 40'-0" 40'-0" SECTION, 6"A 34"41 10'-0" 10'-0" 10'-0"11, 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" ■■l I I I I I ■■IN■s ■■l J U-1 W ros CONTAINER NEE HSS�x3xYa" 0— LU AS NOTED N Scale: HSS-4x3xy4" 08-12-2022 W UJ 0O W SUPPORT PLATE, THICKNESS DV) AS REQUIRED TO ALLOW THE HSS-4x3xYa" I i CONNECTION PLATE ASTM A-36 HSS-4x3xY" 12x4.5x1/4" HSS-4x3xY" I 3 HSS-4x3xYn" o HSS-4x3xY" CAD File: o HSS-4x3X' '' C:) I �. + : I ' � � I EXISTING C ONTAINER ' EXISTING N CONTAINER ^ I EXISTING CONTAINER j , EXISTING CONTAINER I I SIDE RAIL SIDE RAIL SIDE RAIL I SIDE RAIL I : .TUBE 2.25"X2.25"XY¢" !I ! TUBE 2.25"X2.25"X)� TUBE 2.25"X2.25"XY" I TUBE 2.25"X2.25"XYR"-. Ily 1. -� I MAIN COLUMN OF + H. H 4x3xl/4" ' MAIN COLUMN OF CONTAINER 1 .. x I x -< m i x I MAIN COLUMN OF MAIN COLUMN OF CONTAINER x Y j 'i2 ! x + qq j ' W G CONTAINER STRUCTURE WELDED TO THE CONTAINER STRUCTURE CONTAINER TO m S I RUCTURE rn I j N (EXISTING) BI BRACE IT TO THE STRUCTURE �j ! (EXISTING) (EXISTING) = I I ROOF STRUCTURE. (EXISTING) I = I=( I = I _ I I I I I I I! I I I x x Y I MAIN COLUMN MAIN COLUMN v I x Y v m I MAIN COLUMN OF CONTAINER OF CONTAINER MAIN COLUMN , ? Y r� OF CONTAINER m . vi Co STRUCTURE OF CONTAINER I y = I I x I x STRUCTURE STRUCTURE _ * (EXISTING) STRUCTURE (EXISTING) (EXISTING) (EXISTING) I ILL, Ll OR ADE tEVEI T, FODT N6 SEE FOOTING SCH 02 SECTION A SC.: 1/4" = 1 -01, WELL COMPACTED SOIL Q 8'-0' I d- I o TRUSS TYPE T1 ae•e• CV — — TCfi CONiA,NEN CONTAINER SIDE WALL PANELS (EXISTING) TYPICAL ON AXIS A & D ♦9'e' CONTAINER SIDE WALL PANELS (EXISTING) TYPICAL ON AXIS A & D SECTION B 03 SC.: 1/4" = 1' - 0" PAD SEE FOOTING SCH z z S-4 2 S-4 WELL EXISTING COMPACTED SOIL CONCRETE SLAB �I PLACE A PLATE TO CONNECT (W/y" THICK FILLET WELD) THE BOTTOM RAIL OF THE CONTAINER TO THE BASE PLATE ANCHORED TO THE CONCRETE SASE (TYP @ COL & PL -01) ROOF14GA PROVIDE HSS-4x3xY4' 12x4.5xl/4" TRUSS TYPE T1 350S162-33 EXISTING CONTAINER SIDE RAIL TUBE 2.25" X 2.25" X 3116" (TYP.) -"N\DETAIL 1: MAIN REINFORCEMENT BEAM @ TOP RAIL CONTAINER "')SC.: 2" = 1' - 0" -N�DETAIL 2: CONTAINERS CONNECTION )SC.: 2" = 1' - 0" HSS4x3xY4' 7-J CONNECTION TO SUPPORT SEE DETAIL 3/S-4 I PLATE ASTM A-36 THICKNESS 1/4" 3/16'1 (TYP.) EXISTING CONTAINER SIDE RAIL TUBE 2.25" X 2.25" X Y" 9,+,- rrC(TYP.) STEEL CHANNEL - ■■rONE s■� SECTION, 6"A 34"41 0 ■■l I EXISTING METAL ■■IN■s ■■l J U-1 W ROOF14GA NEE Project No: 0— LU AS NOTED N Scale: aO 08-12-2022 W UJ 0O W SUPPORT PLATE, THICKNESS DV) AS REQUIRED TO ALLOW THE J CONNECTION PLATE ASTM A-36 o 12x4.5x1/4" -N�DETAIL 2: CONTAINERS CONNECTION )SC.: 2" = 1' - 0" HSS4x3xY4' 7-J CONNECTION TO SUPPORT SEE DETAIL 3/S-4 I PLATE ASTM A-36 THICKNESS 1/4" 3/16'1 (TYP.) EXISTING CONTAINER SIDE RAIL TUBE 2.25" X 2.25" X Y" 9,+,- rrC(TYP.) Gce GANEM CONSLLT!4 ENCYNEEWJG FL. CA #31187 CO. PE #59669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786) 916-6546 info@ganemoe.com KEY PLAN LSF TRUSS I TYPE T1 It (TYP.) ----- n � � os ka � Digitally signed /'1 by Alioskar GanemGanem Os rio Date: tS4x3x1/a" • 2022.08.19 NTA I TO THE o O r' O tACETTOTTOHE 10:43:23 -0 100' )OF STRUCTURE 3/I7 (TYP.) PLATE ASTM A-36 8x4.5x1/4" I i I i I PL ASTM A-36 THICKNESS 1/4" I/4" (TYP.) PLATE ASTM A-36 THICKNESS 1/4 rs rz✓z' .. ��.: CONCRETE S. STEEL CHANNEL FOOTING SECTION, 6"x1 tXt ,, PL -01 SEE DETAIL 5/S-2 PLACE A PLATE (THICK AS REQUIRED) TO CONNECT THE BOTTOM RAIL OF THE CONTAINER TO THE BASE PLATE ANCHORED TO THE CONCRETE BASE (TYP @ COL & PL -01) DETAIL 3: HSS COLUMN SUPPORT@ BOTTOM RAIL CONTAINER 06 SC.:2"=T-0" - Y --� TRUSS TYPE T1 t l:l CONTAINER /41 H2A @ 2 TRUSSES (5) #12 SDS - TRUSS 1+. an1 n nnl IFI F rn. NFR (5) #12 SDS - CONTAINER s ��--T Vt ULS AND NUT (TYP) TOTAL QT/TRUSS/CONTAINER= 4 ELEVATION TRUSS TYPE 1 - ANCHOR DETAIL ^vi N.T.S. PLAN TRUSS TYPE T1 350 S 162-33 - TRACK EXISTING METAL ROOF14GA CONSULTING ENGINEER 1 1 11111 1//f oRpDO UCFN co�;oS AR is 59669 OSS/ONAIE�G� ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME WAREHOUSE EXPANSION PROJECT ADDRESS: 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS DATE - ■■rONE s■� 0 ■■l I I■■ ■■IN■s ■■l N■■ ■M. NEE Gce GANEM CONSLLT!4 ENCYNEEWJG FL. CA #31187 CO. PE #59669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786) 916-6546 info@ganemoe.com KEY PLAN LSF TRUSS I TYPE T1 It (TYP.) ----- n � � os ka � Digitally signed /'1 by Alioskar GanemGanem Os rio Date: tS4x3x1/a" • 2022.08.19 NTA I TO THE o O r' O tACETTOTTOHE 10:43:23 -0 100' )OF STRUCTURE 3/I7 (TYP.) PLATE ASTM A-36 8x4.5x1/4" I i I i I PL ASTM A-36 THICKNESS 1/4" I/4" (TYP.) PLATE ASTM A-36 THICKNESS 1/4 rs rz✓z' .. ��.: CONCRETE S. STEEL CHANNEL FOOTING SECTION, 6"x1 tXt ,, PL -01 SEE DETAIL 5/S-2 PLACE A PLATE (THICK AS REQUIRED) TO CONNECT THE BOTTOM RAIL OF THE CONTAINER TO THE BASE PLATE ANCHORED TO THE CONCRETE BASE (TYP @ COL & PL -01) DETAIL 3: HSS COLUMN SUPPORT@ BOTTOM RAIL CONTAINER 06 SC.:2"=T-0" - Y --� TRUSS TYPE T1 t l:l CONTAINER /41 H2A @ 2 TRUSSES (5) #12 SDS - TRUSS 1+. an1 n nnl IFI F rn. NFR (5) #12 SDS - CONTAINER s ��--T Vt ULS AND NUT (TYP) TOTAL QT/TRUSS/CONTAINER= 4 ELEVATION TRUSS TYPE 1 - ANCHOR DETAIL ^vi N.T.S. PLAN TRUSS TYPE T1 350 S 162-33 - TRACK EXISTING METAL ROOF14GA CONSULTING ENGINEER 1 1 11111 1//f oRpDO UCFN co�;oS AR is 59669 OSS/ONAIE�G� ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME WAREHOUSE EXPANSION PROJECT ADDRESS: 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS DATE Drawing Title: S-3 Sheet No: 3 5 Project No: o+ 3 AS NOTED N Scale: aO 08-12-2022 0 DV) Date: A.G. o Drawn: A.G. 3 Checked: o CAD File: o Drawing Title: S-3 Sheet No: 3 5 Q Q 76'-0" 60'-0" I I COMPACTED SOIL MAIN ELEVATION 01 -- --- - -.. COMPACTED SOIL LATERAL ELEVATION 02 'A G 0 Gpe N(FI�I 2 M. CA #31187 CO. PE #69869 15806 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786) 916-6546 infb@ganemce.com KEY PLAN Digitally ioskarsigned by Alioskar nem Ganem O: Date: o r i o 2022.08.1 10:44:43 - N CONSULTING ENGINEER �o�pDO LIOFs AR y VO.\OgK C*f '< 59669 ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS DATE re go Project No: ENV' '\ss ■■i i011■ NMI 1 1N■ ■M1 1■E ■■1 INE NMI OEM Gpe N(FI�I 2 M. CA #31187 CO. PE #69869 15806 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786) 916-6546 infb@ganemce.com KEY PLAN Digitally ioskarsigned by Alioskar nem Ganem O: Date: o r i o 2022.08.1 10:44:43 - N CONSULTING ENGINEER �o�pDO LIOFs AR y VO.\OgK C*f '< 59669 ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS DATE re go Project No: ; AS NOTED N Scale: °O 08-12-2022 a Date: ui A.G. o Drawn: W A.G. 3 Checked: o J CAD File: O Drawing Title: S-4 Sheet No: 4 OF 5 o © © o I 3 4... CONTAINER CONTAINER EDGE 8r—Orr EDGE CONTAINER CONTAINER EDGE 6O' -O' EDGE $'—On I — — --- — - 350S162-33 DIAGONALBRACE (TYP) --- — LATERAL BRACE (TYP) 350S162-33 TRACK BLOCKING. CUT FLANGES, BEND WEBS AND 6" LONG TRACK. ATTACH TO TOP CHORD W/(2) #12 SDS — — __— -_-- _ ___-- -- aW �I ATTACH TO TOP CHORD z - d- , I ------ -- r >t- n ' 8-0 7'-6 , r n 7-6 r n 7-6 r n r n 7-6 7-6 r n 7-6 r n r n _... , n —_ 7-6 7-6 8-0 -- I ATTACH BLOCKING TO - - 1 TOP CHORD @ EACH END W/(2) 12 SDS j r " CD I TRUSS � TRUSS TYPE T1 TRUSS (TYP.) - - - BLOCKING DETAIL (TYP) 06 N.T.S. , o"I 20' MAX 20' MAX , ------ SC -01 - - - - - - - ----------------- SC Di , `r i-- --------- -------------------------- - ' - ._ OSB BLOCKING -- -- DIAGONAL BRACING G I r-1 r - I 350S162-33 - 111111 111111 '� � • WEB ----- --- ---------------------------------- ----- -- --- ---scols (1)#12 EACH BRACING — 350S162-33 TRUSS _- I d- - BOTTOM d SHEATHING THIS PLANT IS SYMMETRICAL WITH ECT - -- (IF APPLY} i O AXIS ' � C:) ' SEE FOUNDATION SEE FOUNDATION PLANlS-2 - FOR CONTAINERS ARRANGEMENT - - — I WEB BRACING DETAIL TYP 0% (TYP) -11- I N.T.S. CIO W? I ROOF PLAN 01 SC.: 1/4" = 1'- 0" A QB C O 76'-0" 8'-0" 60' -Orr 8'-0" DENOTE MINIMUM O PROVIDE NUMBER OF SELF 3508162-33 DRILLING SCREWS BRACE WEB FOR EACH FLANGE I 1z 2 � 12 SDS SPACING �" MIN 2 SDS ARE SYMMETRICAL sosEDCEDIST=�"MIN (EIF) �Q END ELEMENT I CONNECTION - USE 00 PLATES IF IT IS 6 4 REQUIRED o rJ 9 O FOR CONNECTIONS N SEE DETAIL 07/S-2.1 PLACE WEB PLACE WEB BRACING BRACING TRUSS T1 DETAIL 02 SC.: 1/4" = 1' - 0" PIL350S162- 20 20 350S162-33 CONT. LATERAL SI (BOTH SIDE) (B (BOTH SIDE) CB SI 350S162-33 TOP CHORD33 BRACING FASTENED TO BOTTOM CHORD MAXIMUM LSF TRUSS 8'-0" SPACING i (2) #12 SDS #12 SIDS EACH MEMBER 35OS162-33 4#12 SDS DIAGONAL 3505162-33 3505162-33 TRUSS WEB BRACE (TYP.) (TYP.) I 350S162-33 WEB co ROOF TRUSS X-1 350S162-33 BOTTOM CHORD # 12 SDS @ JOINTS — 16 O.C.—�� SEE DETAIL 2/S-5 (OVERLAP @ SPLICES 03 BOTTOM CHORD BRACING PLAN TRUSS - CONNECTION DETAIL (TYP) TRUSS T1 - DETAIL (TYP) N.T.S. 04 N.T.S. 05 N.T.S. c e GANE7N CONSULTING ENGINEEWNG FL. CA #31187 ® CO. PE #59669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786) 916-6546 info@ganemce.com KEY PLAN A I i o$ ka r Digitally sic ned by Alioskar GanemGanem Osc rio Date: O slo n Q 2022.08.19 10:45:07 -04100 N CONSULTING ENGINEER ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS: 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS DATE Project No: AS NOTED Scale: 08-12-2022 Date: A.G. Drawn: A.G. Checked: CAD File: IIIM Drawing Title: S-5 Sheet No: 5 OF 5 3 4... c e GANE7N CONSULTING ENGINEEWNG FL. CA #31187 ® CO. PE #59669 15805 BISCAYNE BLVD. # 105 NORTH MIAMI BEACH, FL. 33160 TEL: (786) 916-6546 info@ganemce.com KEY PLAN A I i o$ ka r Digitally sic ned by Alioskar GanemGanem Osc rio Date: O slo n Q 2022.08.19 10:45:07 -04100 N CONSULTING ENGINEER ALIOSKAR GANEM P.E. CO. LIC. No. 59669 PROJECT NAME: WAREHOUSE EXPANSION PROJECT ADDRESS: 5th POWERLINE ROAD RIFLE CO, 81650 REVISIONS DATE Project No: AS NOTED Scale: 08-12-2022 Date: A.G. Drawn: A.G. Checked: CAD File: IIIM Drawing Title: S-5 Sheet No: 5 OF 5