HomeMy WebLinkAboutB16-1937 068-343-017SATE PLAN
Butte County Department of Development Services
PERMIT CANTER
7 County Center Drive, Oroville, CA 95965
Main Phone 530.538.7601 Fax 530.538.7785
wxvxv.buttecountv.net/dds
Assessor's Parcel Number: D Lel
Permit #:
FORM NO
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Owner Name: 0 it --Y &P
Site Location: �Z94f 1,4'ya 61
Contact Phone:
Flood Zone: Scale U'=
J 1
Revised 7.20.20 .5
Scope of work:
Page 1 of 1
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DEVEL0171AENT SEMCES
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BUILDING DESCRIPTION: ENDWALL FRAME TYPE
BUILDER 1 CONTRACTOR RESPONSIBILITIES GENERAL NOTES
BUILD. WIDTH LENGTH HEIGHT ROOF PITCH LEFT RIGHT
1. IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONSBLDG. "'A" 30.0' 40.0' 16.0' 2:12 Post and Beam Post and Beam
1. THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DETAILED FOR THE LOADS AND CONDITIONS
COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED STIPULATED IN THE CONTRACT AND SHOWN ON THESE DRAWINGS. ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR
ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS MUST BE
THAT THE BUILDING MANUFACTURER OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN DONE UNDER THE ADVICE AND DIRECTION OF A REGISTERED ARCHITECT, CIVIL OR STRUCTURAL ENGINEER.
PROFESSIONAL FOR A CONSTRUCTION PROJECT. THE BUILDING MANUFACTURER WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED.
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2. THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS 2THIS METAL BUILDING IS DESIGNED WITH THE BUILDING MANUFACTURER'S STANDARD PRACTICES WHICH ARE BASED
.REQUIRED.
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ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS AND CODES. RAIN FALL INTENSITY IS EQUAL TO 0 INCHES PER HOUR FOR A 5 MIN. DURATION (5 YEAR MEAN RECURRENCE)
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3. APPROVAL OF THE MANUFACTURER'S DRAWINGS AND CALCULATIONS INDICATE THAT THE BUILDING MANUFACTURER
A.
CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION BASECOMDITION: SHEETING TYPE COLOR LOCATION
(SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.) OF STRUCTURAL STEEL FOR BUILDINGS" Formed Base Angle 26 Ga WALL
B. AMERICAN IRON AND STEEL INSTITUTE: "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL
26 Ga
4. WHERE DISCREPANCIES EXIST BETWEEN THE MANUFACTURER'S STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER MEMBERS" JAMB SCREWS ZINC CAPPED
TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH ED.) C. AMERICAN WELDING SOCIETY: "STRUCTURAL WELDING CODE" AWS D1.1. TAPE SEAL: 26 Ga CORNER MEMBER ROOF # 12 X 1 1/4 STITCH ROOF # 14 x 7/8" ANCHOR BOLTS
D. METAL BUILDING MANUFACTURER'S ASSOCIATION: "LOW RISE BUILDING SYSTEMS MANUAL" 318" ® 26 Ga EAVE MEMBER WALL # 12 X 1 1/4 STITCH WALL # 14 x 7/8" BYOTHERS
5. DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY 1" 26 Ga PBR PANEL ROOF RAKE TO ROOF: STITCH RAKE TO WALL: STITCH
THE BUILDING MANUFACTURER ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN E. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: "UNIFORM BUILDING CODE" BYBUILDING
THE BUILDING MANUFACTURER'S ENGINEERS UNLESS SPECIFICALLY INDICATED. ,� WARRANTIES 26 Ga RAKE GUTTER TO ROOF: STITCH GUTTER STRAPS: STITCH MANUFACTURER
F. INTERNATIONAL CODE CONFERENCE: INTERNATIONAL BUILDING CODE YES @
U.L. 90 26 Ga GUTTER CORNER TRIM. STITCH RAKEANGLE. MEMBER O
6. THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH 2O YR ROOF YES DOWNS. TRIM: (1/8" POP RIVETS AT SPLICES)
THE BUILDING MANUFACTURER'S "FOR CONSTRUCTION" DRAWINGS. 3. THE METAL BUILDING MANUFACTURER WILL IDENTIFY PRIMARY STRUCTURAL STEEL WITH A MINIMUM YIELD POINT 20 YR WALL YES ACCESS. ADDITIONAL FEATURES:
GREATER THAN 36,000 PSI BY MEANS OF A STICKER NEAR THE ERECTION MARK ON EACH SHIPPED PIECE.
7. PRODUCTS SHIPPED TO BUILDER OR HIS CUSTOMER SHALL BE INSPECTED BY BUILDER IMMEDIATELY UPON ARRIVAL. SECONDARY MEMBERS WITH A YIELD POINT EQUAL TO OR GREATER THAN 33,000 PSI SHALL BE IDENTIFIED BY * WARNING: IN NO CASE SHOULD GALVALUME STEEL PANELS USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND
CLAIMS FOR SHORTAGES OR DEFECTIVE MATERIAL IF NOT PACKAGED MUST BE MAILED TO THE MANUFACTURER IN MEANS OF A STICKER NEAR THE ERECTION MARK ON EACH SHIPPED PIECE. COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH
WRITING WITHIN FIVE (5) DAYS AFTER RECEIPT OF THE SHIPMENT. HOWEVER, IF A DEFECT IS OF SUCH A NATURE THAT GALVALUME STEEL PANELS. EVEN RUN-OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED.
(THIS IS IN ACCORDANCE TO THE 1997 UBC SECTION 2203, SUB -SECTION 2203.2 AND 2203.3.)
REASONABLE VISUAL INSPECTION WOULD FAIL TO DISCLOSE IT, THEN THE CLAIM MUST BE MADE WITHIN FIVE (5) DAYS BUILDING CODES AND LOADS
AFTER THE BUILDER LEARNS OF THE DEFECT. THE MANUFACTURER WILL NOT BE LIABLE FOR ANY DEFECT UNLESS 4. ALL STEEL MEMBERS EXCEPT BOLTS, FASTENERS AND CABLE SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE
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CLAIM IS MADE WITHIN ONE (1) YEAR AFTER DATE OF THE ORIGINAL SHIPMENT BY THE MANUFACTURER TO BUILDER CORROSION INHIBITIVE PRIMER, MEETING THE PERFORMANCE REQUIREMENTS OF TTP -636.
OR HIS CUSTOMER. THE MANUFACTURER WILL BE GIVEN A REASONABLE OPPORTUNITY TO INSPECT DEFECTIVE THIS IS TO CERTIFY THAT THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS
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INDICATED► AND APPLIED AS REQUIRED BY
MATERIALS UPON RECEIPT OF CLAIM BY BUILDER.
5. ALL STRUCTURAL JOINTS WITH HIGH STRENGTH BOLTS WILL BE ASSEMBLED WITH HARDENENED WASHERS - IBC -2012, C13C-2013
UNLESS OTHERWISE NOTED. (SEISMIC ZONES 3 & 4 Only)
8. IF A DEFECT IS OF SUCH NATURE THAT IT CAN BE REMEDIED BY A FIELD OPERATION AT THE JOB SITE WITHOUT THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY THE
THE NECESSITY OF RETURNING THE MATERIAL TO THE MANUFACTURER, THEN UPON WRITTEN AUTHORIZATION OF 6. BASE MATERIAL; COATING IS 55% ALUMINUM -ZINC ALLOY IN ACCORDANCE WITH AZ55 SPECIFICATIONS. BUILDING (MANUFACTURER AND AS SPECIFIED IN THE CONTRACT. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS,
THE MANUFACTURER THE BUILDER MAY REPAIR OR CAUSE THE MATERIAL TO BE REPAIRED AND THE MANUFACTURER
WILL REIMBURSE THE BUILDER FOR THE COST OF THE REPAIR IN ACCORDANCE WITH THE WRITTEN AUTHORIZATION. TRANSLUCENT PANELS, VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED
BY THE BUILDING MANUFACTURER SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND
7. FASTENERS TIGHTENED IN ACCORDANCE WITH "TURN -OF -NUT" METHOD AS DESCRIBED IN THE SPECIFICATION FOR INSPECTION OF THE BUILDING. THE BUILDING SHOULD BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE
9. ALL BRACING AS SHOWN AND PROVIDED BY THE MANUFACTURER FOR THIS BUILDING IS REQUIRED AND SHALL BE STRUCTURAL JOINTS USING A.S.T.M. A-325 OR A-490 BOLTS (11-13-85), UNLESS OTHERWISE NOTED. WITH THE BUILDING MANUFACTURER'S DESIGN MANUAL, THE ATTACHED DRAWINGS, AND GOOD ERECTION PRACTICES.
INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE.
10. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED 8. CABLE BRACING IS TO BE INSTALLED TO A TAUT CONDITION WITH ALL SLACK REMOVED. BOLTING NOTES
FOR THE ERECTION OPERATION WILL BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. Design (Loads
MATERIAL PROPERTIES & SPECIFICATIONS Dead Load D 2.00 psf
1. High -Strength Bolts, nuts and washers may be required
11. TEMPORARY SUPPORTS THAT SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING; SHALL MEET Collateral Load C 0.00 psf
LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, to be sampled, tested and approved by the Building
Live Load -Roof Lr 20.00 psf Reducible
SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY MATERIAL ASTM SPECIFICATION YEILD STRENGTH (KSI) Department, prior to the installation.
OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. Wind Load xp 110.00 mph
PRIMARY RIGID FRAMES A-572 50 KSI ARch�
Wind Exposure Ex C 5�Q
(SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.) (EXCLUSIVE OF COLD -FORMED SECTIONS) p p ���� N THO i� 2. Provide special inspection for high-strength bolted
'�s
FLANGE MATERIAL A-572 50 KSI Snow Load S - V O �` connections with A325 & A490 bolts. Inspections shall be
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12. DESIGN OF GUTTER AND DOWNSPOUT IS A FUNCTION OF THE RAINFALL INTENSITY AND AREA TO BE DRAINED. WEB MATERIAL A-572 50 KSI Ground Pg 0.00 psf i co done per approved nationally recognized standards and
DESIGN PARAMETERS UTILIZED ARE IN ACCORDANCE WITH THE 1986 LOW RISE BUILDING SYSTEMS MANUAL AND/OR Roof Ps 0.00 psf 160 the requirements of Sec 1701.5.6 & Building Newsletter
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THE 9TH EDITION OF THE ARCHITECTURAL GRAPHIC STANDARDS, AS APPLICABLE. PROPER OWNER MAINTENANCE BOLTED END PLATES A-572 50 KSI
seismic E - 17-4. While the work is in progress, the special inspector
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DICTATES THAT THE DRAINAGE SYSTEM BE KEPT FREE AND CLEAR OF DEBRIS AND/OR ICE AT ALL TIMES TO ENSURE PIPE SECTIONS A53 TYPE E GRADE B 35 KSI Seismic Design N ,� shall determine the bolts, nuts, washers and paint; bolted
- SD` D IFN.
PROPER FUNCTION OF THE GUTTER AND DOWNSPOUT. IN THOSE CASES WHERE THE OWNER/TENANT OF A PROPERTY Category 08-31 Qom' parts; and installation and tightening meet the standard
IS UNWILLING OR UNABLE TO PROVIDE PROPER MAINTENANCE, ELIMINATION OF GUTTER SHOULD BE CONSIDERED Site Class D OF CAL�FO requirements. Periodic inspections may be performed for
AS AN ALTERNATIVE. TUBING SECTIONS HSS A-500 46 KSI
"snug -tightened connections."
Seismic Coefficents and Parameters
13. SHOP AND FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR, UNLESS HOT ROLLED STEEL MEMBERS A-572 50 KSI S1 0.257
3. The special inspector for high-strength bolted
STIPULATED OTHERWISE IN THE CONTRACT. SS 0.592 connections shall observe the calibration procedures when
COLD FORMED LIGHT GAGE STEEL MEMBERS A-607, A653-50 55 KSI Fa 1.326 such procedures are required by the plans or
APPROVAL NOTES F„ 1.886 specifications and shall monitor the installation of bolts to
CABLE; UTILIZED FOR BRACING A-475 EXTRA HIGH STRENGTH determine that all plies of connected materials have been
5Ms . 0785
together and that the selected procedure is properly
1. THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS: ROD AND ANGLE UTILIZED FOR BRACING MEMBERSdrawn
IA-36 36 KSI SM1 0.485 used to tighten all bolts.
SDs 0.523
2. IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS: STRUCTURAL JOINTS; HIGH STRENGTH BOLTS A-325 OR A490
SDI 0.323 �� 4. All systems have been adequately detailed to meet the
A) BE MADE IN CONTRASTING INK. (AS PER DWGS) COUNTY detailing requirements and limitations of Chapter 16,
Division IV -Earthquake Design, and referenced sections.
B) HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED. SHEETING, BASE METAL Importance Factors SEP
C) BE LEGIBLE AND UNAMBIGUOUS. ROOF PANELS A-792 g 012016
Wing lyU 1.00
24 a-50 KSI
DEVELOPMENT DRAWING INDEX
Snow IS 1.00 sE>zvlcEs
3. DATED SIGNATURE IS REQUIRED ON ALL PAGES. WALL PANELS A-792 50 KSI Seismic IE 1.00IssUE PAGE DESCRIPTION
B
SAFETY COMMITMENT �� 1( �� 0 C1 of 1 Cover Sheet
B
4. MANUFACTURER RESERVES THE RIGHT TO RE -SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED
TO AVOID MIS -FABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE.
1. THE BUILDING MANUFACTURER HAS A COMNAITMENT TO MANUFACTURE QUALITY BUILDING COMPONENTS THAT CAN BE PART NUMBERING LEGEND 0 SA1 of 1 Foundation Plan
5. APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT THE MANUFACTURER HAS CORRECTLY
SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE
INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES ,AGREEMENT THAT THE BUILDING AS
REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED CONTROL OF THE BUILDING MANUFACTURER. 8 X 25 Z 16 L
DRAWN, OR AS DRAWN WITH INDICATED CHANGES
BY MANUFACTURER. T 0 E1 of 4 Anchor Bolt Layout
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2. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP Slope Type (L=Low Side, H=High Side) Eave Strut Only 0 E2 of 4 Structural Framing Layout
6. ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE PRIORITY OF ANY JOB SITE.
Material Gauge (12=12 ga, 14=14 ga, 16=16 ga) 0 E3 of 4 Sheeting Layout
CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS 0 E4 of 4 Erection Details/Weld Details
SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE 3. LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP INSURE Member Type (Z=Zee, C=Cee, DC=Double Cee, E=Eave Strut)
DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING WORKER SAFETY.
APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER Flange Width (25= 2 1/2", 35=3 1/2")
DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH 4. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. Member Depth (08=8", 10=10", 12=12")
USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES.
MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE CB 0375
ofd-
PERMIT #
CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE 5. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER BUTTE COUNTY DEVELOPMENT SERVICES
CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL, AND SAFETY NETS WHERE APPLICABLE, Material Diameter (0250,=1/4", 3125=5/16", 0375=3/8", 0500=1/2") REVIEWED FOR
ARE RECOMMENDED. Material (CB=Cable Brace, RB=Rod Brace, AB=Angle Brace) CO Oily PLI ME
D RAW I N G STATUS REVISIONS
AFOR
APPROVAL: NO. DATE DESCRIPTION BY CICD A
16;
THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT P.O. Box 396 "� 1'" 559 665-9200
( )
FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT Chowchilla, California 93610 Fax (559) 665-0879
DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE
CONSIDERED AS COMPLETE. DESCRIPTION Shop
FOR PERMIT: SIZE 30.0' X 40.0' x 16.0'
THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL
oRER
IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY CUSTOMER Christopher Lewis PROJECr
DRAWINGS COMPLETE. ISSUED "FOR CONSTRUCTION" CAN BE CONSIDERED AS LOCATION 81 Edgewood Drive Oroville, CA SCN No. SS -04107
CONSTRUCTION: DRN. BY CWD BY DATE SCALE JOB NO. PH BLDG. DESC. SHEET NO. ISSUE
®FOR
FINAL DRAWINGS. 8/12/2016 NONE (ALPHA' C1 Of 1
6
5
4 3
2
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BOLT DIAMETER PROJECTION L -BOLT BEND DIA.
Y2, 1 Y2" 2"
%„ 2" 2 Y"
%a" 2 Y2" T'
%" 3 )z" 3 Y"
1 " 3 Yz" 4"
1 /a' 3 y" 02"
1 A" _ 3 y" 5"
Projection
I- (See Chart)
Top of Slab
Or Pedestal
C Y
a,
E c
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.n
E
LU
Double Nut
3" Projection
ASTM F-1554 Gr. 55 Typical Headed Bolt (H. Bolt) L -Bolt (Bent Bolt)
Not Allowed NOT ALLOWED
Anchor Rod Details
Slope Sill @
Overhead Door
g"±
1)Mrin.
"
6 Min.
c 3 Sill Slope @ Over Head Door
C'
Edge Of Steel Line
Anchor Rods: Structural Steel Column
See AR Layout By MB MFR.
Plan By MB MFR I
For Location & I Hairpin: See Foundation
Spacing Plan For Size and Location.
0
A
nF2 Pad Footing Detail
6" Min.
12
rerimeter Footing Detail
J -Bolt (Fresno Bolt) I
NOT ALLOWED
30°
Length Of Hairpin X
10'-0" 4'-9" • •
PLAN VIEW
Anchor Rod Hairpin Tie
Mark Footing Size
2'-6" Sq. x 1'-0" Deep
2'-0" Sq. x V-0" Deep
C
Edge Of Slab
Footin
Reinforcement
(4) #4 Bars Each Way. Single Mat
(3) #4 Bars Each Way. Single Mat
2" Max.
See Anchor
SECTION
11144411%tl V11
Wire Tie To Anchor Rods
To Secure Placement
Prior To Pouring Concrete
1 1/2" Min. Coverage
Hairpin Per Foundation
Plan. Secure In Place
To Slab Reinforcement
With Wire Tie Prior To
Pouring Concrete
3" Min. Coverage*
* Provide Shovel Footing
Under And Around
Hair Pin To Allow For
Coverage From Soil.
Anchor Bolts Per Plans
Anchor Rods
Use 3/4"0 ASTM F1554 -Gr. 55 w/ 12" Min. Embedment From Top of Footing.
Use 1/4" x 2" sq. Plate Washer Double Nutted, Heavy -Hex Head Nuts
Use 3/4"0 ASTM F1554 -Gr. 55 w/ 12" Min. Embedment From Top of Footing.
Use 1/4" x 2" sq. Plate Washer Double Nutted, Heavy -Hex Head Nuts
1 2 3
10 40'
20' 20' 70,
F1
D9" A 9,1
T J
in
I I
C 1,
10,Br 1 B
........ _.. _.._ ..
LT
TJ 4 Concrete Slab F3
Polciete Control Joint w/#3 Rebar @ 18" o.c. e.w.
S elDetail This Sheet o/ 4" Crushed Base OR
0 o I Typical o/ 2" Sand o/ 10 Mil Vapor Barrier)
Well Compacted
1, I rl V
.._ �. .r...,.._. ,... .._ ._. �.... .... _... ,......._...-__ __ __ ....,. .... .... _. __....__........ ..,_ ,.... W_.. 4 ..... ..... ... _,..�.�_ ..�. ...
TJ LT
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B 1, �- ,� r-1 46
----=t r----- ---
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9" J A
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40'
2
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%jeneral Notes
1 . Site Shall Be Cleared Of All Loose And Foreign Materials Prior To Start Of
Work.
2. Site Preparation: It is the contractor's responsibility to review and comply
with the geotechnical report. The Areas To Receive Compacted Fill Shall Be
Stripped Of All Vegetation, And Soft Or Disturbed Earth Materials And
Uncontrolled Fill.
3. Clearing and Grubbing:
3.1. All surface improvements, debris or vegetation including grass and
weeds on the site at the time of construction should be remove from
the construction area.
3.2. Root balls should be completely excavated.
1/4th Slab Thickness 3.3. Organic stripping's should be stockpiled and not used as engineered
fill.
3.4. All trash, construction debris, concrete slabs, old pavement, landfill,
and buried obstructions such as old foundations and utility lines
exposed during rough grading should be traced to the limits of the
foreign material by the grading contractor and removed under the
supervision of the geotechnical engineer.
3.5. Any excavations resulting from site clearing should be sloped to a
bowl shape to the lowest depth of disturbance and backfilled under
the observation of the geotechnical engineer's representative.
Notes
4. Erosion Protection: Where Water Impacts The Ground From The Edge Of
Saw Cut Joints: The Roof, A Downspout, Scupper, Valley Or Other Rainwater Collection Or
• Wet -Cut Saw - Between 4 to 12 hours after finish Diversion Device Should Be Used To Prevent Soil Erosion And Direct The
• Soff-Cut SawTm - Between 1 to 4 hours after finish Water Away From The Foundation.
5. Owner/Building Or Grading Contractor Completing The Pad Construction
Earthwork Must Verify Final Pad Elevation For Compliance With Flood &
Control Joint Detail Storm Water Drainage Design Requirements.
6. The Ground Immediately Adjacent To The Top Grade Of Pad Shall Be
Sloped Away From The Building At Not Less Than 5%, For A Minimum
Distance Of 10 Feet Measured Perpendicular To The Face Of The Wall.
7. The Contractor Will Not Vary From The Basic Criteria Shown By This
Drawing, Such As Slab Thickness, Control Joint Spacing And Location,
Capillary Water Barrier, Vapor Retarder, Minimum Depth Of Footing, And
Column Thrust Resisting System.
Foundation motes
1. Concrete Work Shall Conform To "Building Code Requirements For
Reinforced Concrete" (ACI -318) And Specifications For Structural Concrete
For Building (ACI -301).
2. The Engineer Assumes No Responsibility For The Validity Of The
Subsurface Conditions.
3. Anchor Bolts For Walk Door Frames And Misc. Anchorage Shall be 1/2"0 x
5" Long, Simpson Strong Bolt (ICC -ES ESR -1771) or Simpson Titen-HD
Anchor (ICC -ES ESR -2713) or Equivalent.
4. All Bearing Footings Shall Extend 12" Min. Into Undisturbed Soil Or As
Indicated By Details, Which Ever Is Most Restrictive.
5. Concrete Slab Shall Be 6" Min. Above Adjacent Finished Grade.
6. All Anchor Bolts Shall Be Set By A Plywood Template.
7. All Slab Reinforcement Shall Be Placed At Mid Depth Using Plastic Chairs Or
Concrete Dobies.
8. All Sub Base Material Shall Be Compacted In 6" Lifts To 93% Min. Modified
Proctor Scale.
9. Sub Base Should Be Moisture Free Prior To Placement of Concrete.
10. Anchor Bolt and Erection Plans as supplied by the Metal Building
Manufacturer are to be used by the foundation contractor/owner to
determine: the anchor bolt setting locations and spacing, gauges, and
• projection of all anchor bolts.
11. Base plates are not grouted and the area between anchor bolts where the
base plates rest must be smooth and flat.
COLD TEMPERATURE CONSIDERATIONS
1. Concrete Shall Not Be Placed In Water Or Upon Frozen Soil.
2. Concrete Shall Be Protected From Freezing Until It Has Been Allowed To
Cure For At Least 7 Days After Placement In Forms.
3. Snow Or Other Frozen Water Shall Not Be Allowed In The Forms During
Placement Of Concrete.
4. Concrete Shall Be Cured In Forms For At Least 72 Hours.
5. The Site Shall Be Kept Well Drained At All Times.
Foundation Specs
CONCRETE
1. All Concrete Shall Test 3,000 PSI Min. In 28 Days. Unless Noted Otherwise.
2. Special Inspection Is Required When Structural Design Is Based On An f'c >
2,500 PSI. Special Inspection is NOT Required for This Project.
3. Concrete Shall Consist Of Portland Type V Cement, Per ASTM C-150, (5
Sacks Per Cubic Yard Min.) Water (0.45 Water To Cement Ratio), Fine
Aggregate And Coarse Aggregate (3/4" Size), Per ASTM C33.
4. Maximum Slump Shall Not Exceed 4".
SOILS
5. All Soils Information Is Based Upon The CBC Table 1806.2
Vertical Soil Pressure =1,000 PSF @ 12" Depth
Horizontal Soil Pressure = 150 PSF Per Foot Of Depth.
1/3 Increase All For Short Term Loadings Min. Depth Of
Footing Is 12" Into Firm Natural Ground.
REINFORCEMENT
6. W.W.R. (Welded Wire Reinforcement) Shall Meet ASTM A185
7. All Reinforcement Shall Meet ASTM A615
Grade 40 For #4 Bars & Less Unless Noted Otherwise
Grade 60 For #5 Bars & Greater
// -- 8. Min. Lap At Rebar Splices Shall Be 48 Bar Diameters Or 24" Whichever Is
PERMIT More.
BUTTE COUNTY DEVELOPMENT SERVICES
9. All Reinforcement Shall Be Cold Bent In Accordance With The Proper Radii
REVIEWED FOR
3LI)5VCE
Established By The American Concrete Institute. Under No Conditions Shall
Mi I CO E Heat Be Applied For Bending.
Layaut DATE _ BY
10. Where Continuous Bars Are Called For They Shall Be Run Continuously
3}/ �B Around Corners And Lapped At Necessary Splices Or Hooked At
1€"ECr A412"I'll' Scale: 1 /8" - 1'-0'■ Y`. Discontinuous Ea. Laps Shall Be 48 Bar Diametgr U Otherwise
ni F a .91
SA
StC
f4.�.ti.�• D� Sv�.v•.cc
K 240 W. Robertson Blvd.
Chowchilla, California 93610
800-574-9484
www.METALBUILDINGFOUNDAIIONS.com
PROJECT
Christopher Lewis
i 81 Edgewood Dr.
Oroville, CA 95966
J
GEOTECH REPORT
CLIENT
Christopher Lewis
81 Edgewood Dr.
Oroville, CA 95966
H Abbreviations
PEMB
- Pre -Engineered Metal Building
See Hairpin Detail For
I
UNO
Application.
MB
- Metal Building
LL
Top Mat Where Noted
6" Min.
- Anchor Bolt
H.BOLT
- Headed Bolt
Sla Reinforcement
-
-Slab Thickness
r Sub -Base
N t
a
-:-
."
Reinforcement.
Perimeter
See Schedule
Beyond
!-: 0
For Sizing And
JFooting
t
Quantity
3
3" Min. Clr.
3" Min. Clr.
Notes:
(2)
(1) See Foundation Plan For
Width
Type And Thickness
(2) See Footing Schedule For
Dimensions
nF2 Pad Footing Detail
6" Min.
12
rerimeter Footing Detail
J -Bolt (Fresno Bolt) I
NOT ALLOWED
30°
Length Of Hairpin X
10'-0" 4'-9" • •
PLAN VIEW
Anchor Rod Hairpin Tie
Mark Footing Size
2'-6" Sq. x 1'-0" Deep
2'-0" Sq. x V-0" Deep
C
Edge Of Slab
Footin
Reinforcement
(4) #4 Bars Each Way. Single Mat
(3) #4 Bars Each Way. Single Mat
2" Max.
See Anchor
SECTION
11144411%tl V11
Wire Tie To Anchor Rods
To Secure Placement
Prior To Pouring Concrete
1 1/2" Min. Coverage
Hairpin Per Foundation
Plan. Secure In Place
To Slab Reinforcement
With Wire Tie Prior To
Pouring Concrete
3" Min. Coverage*
* Provide Shovel Footing
Under And Around
Hair Pin To Allow For
Coverage From Soil.
Anchor Bolts Per Plans
Anchor Rods
Use 3/4"0 ASTM F1554 -Gr. 55 w/ 12" Min. Embedment From Top of Footing.
Use 1/4" x 2" sq. Plate Washer Double Nutted, Heavy -Hex Head Nuts
Use 3/4"0 ASTM F1554 -Gr. 55 w/ 12" Min. Embedment From Top of Footing.
Use 1/4" x 2" sq. Plate Washer Double Nutted, Heavy -Hex Head Nuts
1 2 3
10 40'
20' 20' 70,
F1
D9" A 9,1
T J
in
I I
C 1,
10,Br 1 B
........ _.. _.._ ..
LT
TJ 4 Concrete Slab F3
Polciete Control Joint w/#3 Rebar @ 18" o.c. e.w.
S elDetail This Sheet o/ 4" Crushed Base OR
0 o I Typical o/ 2" Sand o/ 10 Mil Vapor Barrier)
Well Compacted
1, I rl V
.._ �. .r...,.._. ,... .._ ._. �.... .... _... ,......._...-__ __ __ ....,. .... .... _. __....__........ ..,_ ,.... W_.. 4 ..... ..... ... _,..�.�_ ..�. ...
TJ LT
I
------
B 1, �- ,� r-1 46
----=t r----- ---
,J k
9" J A
'I
40'
2
9N
AfFm
%jeneral Notes
1 . Site Shall Be Cleared Of All Loose And Foreign Materials Prior To Start Of
Work.
2. Site Preparation: It is the contractor's responsibility to review and comply
with the geotechnical report. The Areas To Receive Compacted Fill Shall Be
Stripped Of All Vegetation, And Soft Or Disturbed Earth Materials And
Uncontrolled Fill.
3. Clearing and Grubbing:
3.1. All surface improvements, debris or vegetation including grass and
weeds on the site at the time of construction should be remove from
the construction area.
3.2. Root balls should be completely excavated.
1/4th Slab Thickness 3.3. Organic stripping's should be stockpiled and not used as engineered
fill.
3.4. All trash, construction debris, concrete slabs, old pavement, landfill,
and buried obstructions such as old foundations and utility lines
exposed during rough grading should be traced to the limits of the
foreign material by the grading contractor and removed under the
supervision of the geotechnical engineer.
3.5. Any excavations resulting from site clearing should be sloped to a
bowl shape to the lowest depth of disturbance and backfilled under
the observation of the geotechnical engineer's representative.
Notes
4. Erosion Protection: Where Water Impacts The Ground From The Edge Of
Saw Cut Joints: The Roof, A Downspout, Scupper, Valley Or Other Rainwater Collection Or
• Wet -Cut Saw - Between 4 to 12 hours after finish Diversion Device Should Be Used To Prevent Soil Erosion And Direct The
• Soff-Cut SawTm - Between 1 to 4 hours after finish Water Away From The Foundation.
5. Owner/Building Or Grading Contractor Completing The Pad Construction
Earthwork Must Verify Final Pad Elevation For Compliance With Flood &
Control Joint Detail Storm Water Drainage Design Requirements.
6. The Ground Immediately Adjacent To The Top Grade Of Pad Shall Be
Sloped Away From The Building At Not Less Than 5%, For A Minimum
Distance Of 10 Feet Measured Perpendicular To The Face Of The Wall.
7. The Contractor Will Not Vary From The Basic Criteria Shown By This
Drawing, Such As Slab Thickness, Control Joint Spacing And Location,
Capillary Water Barrier, Vapor Retarder, Minimum Depth Of Footing, And
Column Thrust Resisting System.
Foundation motes
1. Concrete Work Shall Conform To "Building Code Requirements For
Reinforced Concrete" (ACI -318) And Specifications For Structural Concrete
For Building (ACI -301).
2. The Engineer Assumes No Responsibility For The Validity Of The
Subsurface Conditions.
3. Anchor Bolts For Walk Door Frames And Misc. Anchorage Shall be 1/2"0 x
5" Long, Simpson Strong Bolt (ICC -ES ESR -1771) or Simpson Titen-HD
Anchor (ICC -ES ESR -2713) or Equivalent.
4. All Bearing Footings Shall Extend 12" Min. Into Undisturbed Soil Or As
Indicated By Details, Which Ever Is Most Restrictive.
5. Concrete Slab Shall Be 6" Min. Above Adjacent Finished Grade.
6. All Anchor Bolts Shall Be Set By A Plywood Template.
7. All Slab Reinforcement Shall Be Placed At Mid Depth Using Plastic Chairs Or
Concrete Dobies.
8. All Sub Base Material Shall Be Compacted In 6" Lifts To 93% Min. Modified
Proctor Scale.
9. Sub Base Should Be Moisture Free Prior To Placement of Concrete.
10. Anchor Bolt and Erection Plans as supplied by the Metal Building
Manufacturer are to be used by the foundation contractor/owner to
determine: the anchor bolt setting locations and spacing, gauges, and
• projection of all anchor bolts.
11. Base plates are not grouted and the area between anchor bolts where the
base plates rest must be smooth and flat.
COLD TEMPERATURE CONSIDERATIONS
1. Concrete Shall Not Be Placed In Water Or Upon Frozen Soil.
2. Concrete Shall Be Protected From Freezing Until It Has Been Allowed To
Cure For At Least 7 Days After Placement In Forms.
3. Snow Or Other Frozen Water Shall Not Be Allowed In The Forms During
Placement Of Concrete.
4. Concrete Shall Be Cured In Forms For At Least 72 Hours.
5. The Site Shall Be Kept Well Drained At All Times.
Foundation Specs
CONCRETE
1. All Concrete Shall Test 3,000 PSI Min. In 28 Days. Unless Noted Otherwise.
2. Special Inspection Is Required When Structural Design Is Based On An f'c >
2,500 PSI. Special Inspection is NOT Required for This Project.
3. Concrete Shall Consist Of Portland Type V Cement, Per ASTM C-150, (5
Sacks Per Cubic Yard Min.) Water (0.45 Water To Cement Ratio), Fine
Aggregate And Coarse Aggregate (3/4" Size), Per ASTM C33.
4. Maximum Slump Shall Not Exceed 4".
SOILS
5. All Soils Information Is Based Upon The CBC Table 1806.2
Vertical Soil Pressure =1,000 PSF @ 12" Depth
Horizontal Soil Pressure = 150 PSF Per Foot Of Depth.
1/3 Increase All For Short Term Loadings Min. Depth Of
Footing Is 12" Into Firm Natural Ground.
REINFORCEMENT
6. W.W.R. (Welded Wire Reinforcement) Shall Meet ASTM A185
7. All Reinforcement Shall Meet ASTM A615
Grade 40 For #4 Bars & Less Unless Noted Otherwise
Grade 60 For #5 Bars & Greater
// -- 8. Min. Lap At Rebar Splices Shall Be 48 Bar Diameters Or 24" Whichever Is
PERMIT More.
BUTTE COUNTY DEVELOPMENT SERVICES
9. All Reinforcement Shall Be Cold Bent In Accordance With The Proper Radii
REVIEWED FOR
3LI)5VCE
Established By The American Concrete Institute. Under No Conditions Shall
Mi I CO E Heat Be Applied For Bending.
Layaut DATE _ BY
10. Where Continuous Bars Are Called For They Shall Be Run Continuously
3}/ �B Around Corners And Lapped At Necessary Splices Or Hooked At
1€"ECr A412"I'll' Scale: 1 /8" - 1'-0'■ Y`. Discontinuous Ea. Laps Shall Be 48 Bar Diametgr U Otherwise
ni F a .91
SA
StC
f4.�.ti.�• D� Sv�.v•.cc
K 240 W. Robertson Blvd.
Chowchilla, California 93610
800-574-9484
www.METALBUILDINGFOUNDAIIONS.com
PROJECT
Christopher Lewis
i 81 Edgewood Dr.
Oroville, CA 95966
J
GEOTECH REPORT
CLIENT
Christopher Lewis
81 Edgewood Dr.
Oroville, CA 95966
H Abbreviations
PEMB
- Pre -Engineered Metal Building
WWR
- Welded Wire Reinforcement
UNO
- Unless Noted Otherwise
MB
- Metal Building
_ TR
- Threaded Rod
A/B
- Anchor Bolt
H.BOLT
- Headed Bolt
G
F
E
CALL BEFORE
YOU DIG
DIAL 811
SALSA STEEL CORP. ASSUMES NO RESPONSIBILITY OR LIABILITY FOR THE
CONSTRUCTION OF SUPERVISION OF THE WORK DESCRIBED WITHIN THESE
DRAWINGS AND/OR SPECIFICATIONS. ANY OMISSIONS OR DISCREPANCIES IN,
OR REVISIONS TO, THE DRAWING AND/OR SPECIFICATIONS MUST BE
BROUGHT TO THE ATTENTION OF SALSA STEEL CORP. FOR REVIEW AND
RESOLUTION PRIOR TO PROCEEDING WITH CONSTRUCTION.
THE IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED BY THESE
DRAWINGS AND SPECIFICATIONS ARE, AND SHALL REMAIN, THE PROPERTY
OF SALSA STEEL CORP. NO PART SHALL BE COPIED, DISCLOSED TO OTHERS
OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE
WORK SPECIFIED HEREIN WITHOUT THE EXPRESS WRITTEN CONSENT OF
SALSA STEEL CORP.
0 SHEET CONTENTS
FOUNDATION PLAN
& DETAILS
Drawn By. S. Thomson
Checked By. S. Thomson
DATE
B 8/22/2016
REVISED:
NO. DATE BY
- Q2
JOB No.
A S 1 7
SHEET NO.
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BACK SIDEWALL SHEETING & TRIM: FRAME LINE D
PANELS: 26 Ga. PBR - NEED COLOR/SIL-POLY
TRIM TABLE
FRAME LINE D
OID
PART
LENGTH
1
FB
20'-0"
2
1 OCTRIM
16'-3"
3
STET
10'-3"
4
4
N
N
N
N
CV
N
CV
CV
T—
N
N
N
N
N
'N
5
RKETRCL
31/2"
6
PK -BOX
2'-0"
JBTRIM
10'-3"
8
HDTRIM
12'-3"
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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FRONT SIDEWALL SHEETING & TRIM: FRAME LINE A
PANELS: 26 Ga. PBR - NEED COLOR/SIL-POLY
TRIM TABLE
FRAME LINE A
OID PART
LENGTH
1 FBA20
20'-0"
2 OCTRIM
16'-3"
3 STET
10'4"
�2"
12
,f!:T2"
12
ENDWALL SHEETING & TRIM: FRAME LINE 1
PANELS: 26 Ga. PBR - NEED COLOR/SIL-POLY
A B C D
O
0 �
4
O
ENDWALL SHEETING & TRIM: FRAME LINE 3
PANELS: 26 Ga. PBR - NEED COLOR/SIL-POLY
2"I�-,-,,
12
TRIM TABLE
FRAME LINE 1
OID
OID
PART
LENGTH
2
FBA20
20'-0"
3
OCTRIM
16'-3"
4
ITRT
16'-3"
5
RKETRCL
31/2"
6
PK -BOX
2'-0"
TRIM TABLE
FRAME LINE 3
OID
PART
LENGTH
2
FBA20
20'-0"
3
OCTRIM
16'-3"
4
ITRT
16'-3"
5
RKETRCL
31/2"
6
PK -BOX
2'-0"
7
JBTRIM
10'-3"
8
HDTRIM
12'-3"
PERMIT # 6L -- I - Y'3�
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
DA BY
6
5
4 3
2
1
Door Header Angle DHA -30 Across Header
INSIDE CLOSURE w/
Or DHA -66
CONTINUOUS TAPE
Girt w/(one) Member Screw Girt
SEAL TOP & BOTTOM
Each End And 12" 0. C.
GUTTER CLIP
31/2" MEMBER SCREW
AT 48" O.C.
Door Frame
WALL PANEL
o
FIELD TRIM
�, Walk Door Clip (WDC)
AT LAP
Girt Walk Door Angle (WDA) -
`r
ROOF PANEL
E
tSTITCHREW
VE TRIM
POP RIVET (TYP)
(10 REQ'D)
Shown In Detail "B", Used
'�-------------'-------- For Door Bracing Only And
SIMPLE
EAVE TRIM
MEMBER SCREWS
MEMBER SCREW
AT 12" O.C.
GUTTEREAVE STRUT
a Is Not Req d. If Optional Girt Door Header
STITCH SCREWS
OVERFLOW SLOT
a
CO o At 3'-6 Is Used.
Cr
@ 20" O.C.
(FIELD BEND)
3" LAP CAULKAND POP RIVET
GUTTER
o(OPTIONAL)
�
0 45o Attachment To
Concrete, By Others Section Thru Header
OUTSIDE CLOSURE
EAVE STRUT
HEAD TRIM HEADER
°WALL
o
o
Framing E/e va tion
PANEL
EA VE DETAIL
'CEE' HEADER DETAIL
DOWNSPOUT STRAP
U
SIMPLE EAVE TRIM / SHEETED WALL
AT FRAMED OPENING
FIELD BEND GUTTER DOWNSPOUT
POP RIVET (
TABS INTO DOWNSPOUTAV
112" X 0'-6 Anchor Bolts
ROOF STEEL LINE
4"
STITCH SCREWS AT 12" O.C.
RAKE TRIM
GIRT
WITH CONTINUOUS TAPE
SEALANT UNDER TRIM
SILL CAP TRIM SILL CHANNEL
4"
L4
M
MEMBER SCREW
Girt Field Member
ROOF PANEL
FIELD CUT &
GUTTER
Cut At Jamb) Screw
(Typ.)
I RAKE ANGLE
MEMBER SCREWS
BEND DOWN
AT 12"
D
11/4 � 1 114
Ir
STITCH SCREW —
-
For 3070 3'-0
-
AT 12" O.C.
-
WALL PANEL
For 4070 4'-0 - ' Door Jamb
OUTSIDE CLOSURE PURLIN (BEYOND)
(OPTIONAL)
For 6070 6'-0
WALL PANEL
Anchor Bolt Plan Section At X-6 Girt
SPLICE
RAKE DETAIL
FRAMED OPEN/NG SILL DET,
(IF REQ'D)
____
DOWNSPOUT TO GUTTER DETAIL
SCULPTURED RAKE TRIM AND SHEETED WALL
AT NO FIXED GLASS
Walk Door
Clip
STEEL LINE
• II WALL PANEL
DOWNSPOU I
POP RIVET
rrS(WDCcrew
Door Jamb Field Weld
Wall Panel
SILL ANGLE
�
(TYP)
Or Use Member Field Bend
screws
Formed Base Angle
JAMB
FINISHED FLOOR
Aluminum Walk Door
Threshold Door Jamb Angle (WDA)
I *
Nail -In Anchor
MEMBER SCREW AT 20 O.C.
Tamp -ins
Member screw FINISHED FLOOR
..,
@
A>
MEMBER
Tape Seal
= ;:� !.
°
'PBR' PANE JAMB TRIM
SCREW (TYP)
DOWNSPOUT
..
.'
" �� `', ::�� Detail ��B��
Detail A
1/4" a .
At Base w/Swing-Out Door At Brace (Typ. Both Jambs)
DOWNSPOUT
STRAP
*ATTACHMENT TO CONCRETE BY OTHERS
DOWNSPOUT DETAIL
DOWNSPOUT DETAIL
PERSONNEL DOORS (WALK DOOR SECT/ONS)
FORMED BASE ANGLE
FRAMED OPEN/NG JAMB DET,
AT SHEETED WALL
ATTACHMENT TO COLUMN
FRAMED OPENING WIDTH MEMBERSCREw
STEEL LINE MEMBER SCREW --
Z" 2,f
STEEL LINE
FIELD CUT
CV 'PBR' PAN PANEL AS
— — — REQUIRED STITCH SCREWS @
INSIDE CORNER TRIM 20" O.C. (TYP)
H SCREWS @
L----- RAMP (IF REQUIRED)------ J STITCTj
20" O.C. (TYP)
SEE7.0. RAMP SECTION' FOR RAMP DETAIL I 'PBR' PAN
CORNER TRIM
SE0 ARC
FRAMED OPEN/NG A.B. DETAIL /NS/DE CORNER DETAIL OUTS/DE CORNER DETAIL
moo, �,o�0
�
�CIO
0
yy n ?
N OPERMIT# r.i1� 1Q;7) /
�_ BUTTE COUNTY- DEVELOPMENTSERVICES
OF CALF REVIEWS FOR
CCS - F= COMPLIA ICE
DA
D RAW I N G STATUS REVISIONS
FOR APPROVAL: N0. DATE DESCRIPTION BY CK'DS TA N D` A R D
A
THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT
FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR
PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED "FOR CONSTRUCTION" CAN BE TRIM DETAIL
CONSIDERED AS COMPLETE.
F] FOR PERMIT:
THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL
S OHO E ET
IN THAT, AS A MINIMUM, PIECE MARKINGS ARE NOT IDENTIFIED. ONLY
DRAWINGS ISSUED " FOR CONSTRUCTION " CAN BE CONSIDERED AS
COMPLETE. DRN. BY CK'D BY DATE SCALE JOB NO. MEMBER SHEET NO. ISSUE
CONSTRUCTION:
®FOR
FINAL DRAWINGS. SNT 912612005 NONE - F1 of 2 1
6
5
4 3
2
1
7
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