HomeMy WebLinkAbout1801 E Chestnut Ave - PlanFA-07161
SEGERSTROM
MacARTHUR
SAN
SANTA
405
HARBOR
SUNFLOWER
WARNER
EUCLID
ANA
NEWHOPE
EDINGER
HARBOR
RIVER
FIFTH
FIRST
McFADDEN
HAZARD
22
TRASK SANTA CLARASANTACLARA
PULLMAN
FAIRVIEW
GREENVILLE
BEAR
DIEGO
MacARTHUR
SUSAN
ALTON
RAITT
SUNFLOWER COSTA
55
405
ALTON
FLOWER
TOWNER
BRISTOL
MAIN
FRWY
RAITT
GLENWOOD
PACIFIC
CENTRAL
PACIFICST. GERTRUDE
SULLIVAN
MOHAWK
CENTER
WARNER
SHELTON
DYER
CUBBON
ROSS
EDINGER
McFADDEN
ST. ANDREW
BROADWAY
ORANGE
CIVIC CENTER
SANTA
ANA
BISHOP
TOWNSEND
CENTER
CLINTON
WASHINGTON
RIVER
DR.
FLOWER
SANTA
BRISTOL
WILLITS
CHESTNUT
ANA
FIRE STA #1
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MAIN
SANTIAGOSANTA
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DR.DR.
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21ST
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LINCOLN
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FRUIT
SHERRY
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WELLINGTON
IRVINE
YORBA
YORBA
22
GARDEN GROVE FRWY
22
LA VETA
5
SANTIAGO
MEMORY
TOWN & COUNTRY
OWENS
M A I N P L A C E
S A N T A A N A
FAIRHAVEN
CAMBRIDGE
CREEK
ST.
HEIL
LILAC
COLLEGE
ALONA
ENGLISH
CENTURY
SCHOOL
HIGH
COLUMBINE
COMMON
CALLEN'S
TARGET
ENT
HUTTON
MURPHY
PROM
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MAPLE
HOTEL
PACIFIC
BORCHARD
BUFFALO
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RSC
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BEDFORD
REGENCY
PLAZA
EDGEWOOD
FAIRVIEW
GRAND
FRUIT
HALLADAY
NLOCATION MAP
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(NOT TO SCALE)
VICINITY MAP
APPROVALS:
SHEET 1 OF 7SHT-AT01-NNNNN-D00.DGN
1.
GENERAL NOTES
2.
3.
TO IMPLEMENT THE INTENT OF THE DRAWINGS.
NECESSARY. THE CONTRACTOR SHALL INCLUDE AS PART OF THE BID, TIME AND LABOR FOR ANY MODIFICATIONS NECESSARY
ANA. EXACT LAYOUTS OF ALL HARDSCAPE ELEMENTS MAY NEED TO BE MODIFIED AND SOME FIELD ADJUSTMENTS MAY BE
THESE CONSTRUCTION DOCUMENTS WERE CREATED FROM DIGITIZED BASE INFORMATION PROVIDED BY THE CITY OF SANTA
www.DigAlert.org
BEFORE YOU DIG
TWO WORKING DAYS
Underground Service Alert
NOTICE TO CONTRACTOR
of Southern California GID UOY EROFEB LLAC
WORKING DAYS PRIOR TO COMMENCING EXCAVATION.
A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO
IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS
PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT
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THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT (811) 48 HOURS BEFORE ANY EXCAVATION.
THE CONTRACTOR TO VERIFY THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES (BY POTHOLING OR OTHER MEANS).
UNDERGROUND UTILITY OR SUBSTRUCTURE WITHIN THE LIMITS OF THIS PROJECT. IT SHALL BE THE RESPONSIBILITY OF
APPROVAL OF THIS PLAN BY THE CITY OF SANTA ANA DOES NOT CONSTITUTE AN EXISTENCE OR NONEXISTENCE OF ANY
A SEARCH OF AVAILABLE RECORDS. NO CERTIFICATION IS MADE AS TO ACCURACY OR THOROUGHNESS OF THESE RECORDS.
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY OR STRUCTURE SHOWN ON THESE PLANS ARE OBTAINED BY
PROVISIONS FOR THIS PROJECT).
OF SANTA ANA STANDARD PLANS & SPECIFICATIONS (UNLESS SPECIFICALLY NOTED OTHERWISE OR IN THE SPECIAL
A.G.C.C. JOINT COOPERATIVE COMMITTEE HEREIN REFERRED TO AS THE STANDARD SPECIFICATIONS AND THE CITY
AS WRITTEN AND PROMULGATED BY THE 2018 EDITION OF SOUTHERN CALIFORNIA CHAPTER OF THE A.P.W.A.
ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION"
SHEET INDEX
DESCRIPTIONSHEET NUMBER SHEET NAME
TITLE SHEET1 -
PUBLIC WORKS AGENCY
NABIL SABA, PE, EXECUTIVE DIRECTOR DATE
DEPUTY PUBLIC WORKS DIRECTOR/CITY ENGINEER
RODOLFO ROSAS, PE, DATE
1801 E. CHESTNUT AVENUE
PROJECT NO. YY-NNNN: SANTA ANA ZOO GLULAM BEAMS AT TICKET BOOTH AND GIFT SHOP
GENERAL NOTES
ABBREVIATIONS AND SYMBOLS
DEMO ROOF FRAMING PLAN
EXISTING FOUNDATION PLAN
ROOF FRAMING PLAN
FRAMING DETAILS
S0.1
S0.2
S1.1D
S1.0
S1.1
S5.1
2
3
4
5
6
7
PRO
JEC
T NO
. YY-NNNN: SANTA ANA ZO
O
G
LULAM
BEAM
S AT TIC
KET BO
O
TH AND
G
IFT SHO
P 1801 E. C
HESTNUT AVENUE
CHESTNUT AVENUE
ELK LANE
1ST STREET
CHESTNUT AVENUE
1801 E.
CHESTNUT AVENUE
ELK LANE
1ST STREET
SANTA ANA FREEWAY
CHESTNUT AVENUE
1801 E.
AND SPECIFICATIONS.
INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES
ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF
"THE CODE", AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER
2022 CALIFORNIA BUILDING CODE AND LATEST REVISIONS REFERRED TO HERE AS
ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES:
APPLICABLE CODES AND STANDARDS
ELK LANE
1ST STREET
CHESTNUT AVENUE
SANTA ANA FREEWAY
TICKET BOOTH
GIFT SHOP
PROJECT SCOPE OF WORK
WATERPROOFING, AND ROOF REPAIR AND REPLACEMENT.
AND GIFT SHOP. INCLUDES NEW GLULAM BEAMS, SIDING REPAIR,
REMOVAL AND REPLACEMENTS OF GLULAM BEAMS AT THE TICKET BOOTH
N
(NOT TO SCALE)
SITE PLAN
CONSTRUCTION TYPE: V-B
FIRE ZONE: 3
OCCUPANCY: M
1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING
CONSTRUCTION. THE CITY OF SANTA ANA AND STRUCTURAL ENGINEER
SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.
2. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT
DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW
AND COORDINATION OF ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE
START OF CONSTRUCTION. ANY DISCREPANCIES THAT OCCUR SHALL BE
BROUGHT TO THE ATTENTION OF THE CITY OF SANTA ANA AND
STRUCTURAL ENGINEER PRIOR TO START OF CONSTRUCTION SO THAT A
CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN CONFLICT WITH
THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE
CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE AND AT NO
EXPENSE TO THE OWNER OR STRUCTURAL ENGINEER.
3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER
GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN,
CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.
4. THE CONTRACT STRUCTURAL 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, SHORING
FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION
VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE
INSPECTION OF THE ABOVE ITEMS.
5. ASTM SPECIFICATIONS ON THE DRAWINGS SHALL BE OF THE LATEST
REVISION.
6. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED
ROOF OR FLOOR. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER
SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE
STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.
7. THE CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGE THAT OCCURS DUE
TO NOT FULLY LOCATING EXISTING UTILITIES.
8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING
CONDITIONS IS BASED ON AVAILABLE KNOWLEDGE OF EXISTING
STRUCTURE. CONTRACTOR SHALL VERIFY IN FIELD ALL EXISTING
CONDITIONS RELATIVE TO THE SCOPE OF THIS PROJECT. WHERE ACTUAL
CONDITIONS ARE NOT IN ACCORDANCE WITH THE DRAWINGS PROVIDED,
THE CITY OF SANTA ANA AND STRUCTURAL ENGINEER SHALL BE NOTIFIED
IMMEDIATELY. CONTRACTOR SHALL ALIGN FOR SUFFICIENT BUDGET AND
SCHEDULE CONTINGENCY TO ADDRESS EXISTING HIDDEN CONDITIONS.
9. ALL DEMOLITION SHALL BE PERFORMED IN SUCH A WAY AS NOT TO
DAMAGE THE EXISTING STRUCTURAL ELEMENTS THAT ARE TO REMAIN IN
THE FINISHED STRUCTURE. ANY PORTIONS OF STRUCTURE TO REMAIN
THAT ARE DAMAGED DURING DEMOLITION SHALL BE REPLACED AT NO
ADDITIONAL COST. EXISTING STRUCTURAL ELEMENTS SHALL BE
PROTECTED TO THE FULLEST EXTENT POSSIBLE, IN ORDER TO MITIGATE
DAMAGE. CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND
REPLACEMENT OF ALL EXISTING STRUCTURAL ELEMENTS THAT ARE
NECESSARY FOR THE COMPLETION OF ALL NEW WORK.
1. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE
FOLLOWING CODES:
2022 CALIFORNIA BUILDING CODE AND LATEST REVISIONS
REFERRED TO HERE AS "THE CODE", AND ANY OTHER REGULATING
AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK,
INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND
THOSE CODES & STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS.
2. DESIGN LOADS:
LIVE LOADS:
ROOF 20 PSF REDUCIBLE
KPFF WILL PROVIDE STRUCTURAL OBSERVATION SERVICES AS DEFINED IN THE
CODE. SITE VISIT REPORTS WILL BE SUBMITTED IN WRITING TO THE OWNER'S
REPRESENTATIVE, SPECIAL INSPECTOR AND THE BUILDING OFFICIAL. PERIODIC
STRUCTURAL OBSERVATIONS WILL BE MADE AT SIGNIFICANT CONSTRUCTION
STAGES AS DEFINED BELOW. THE STRUCTURAL OBSERVATION WILL CONSIST OF
A VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL
CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL
OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE
INSPECTIONS REQUIRED BY THE CODE. THE CONTRACTOR SHALL PROVIDE KPFF
WITH A CONSTRUCTION SCHEDULE AND (5) WORKING DAYS NOTICE SO THAT
THE OBSERVATION VISITS CAN BE PLANNED IN ADVANCED.
SITE VISITS
1. CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER FIVE (5) WORKING
DAYS PRIOR TO THE FOLLOWING CONSTRUCTION MILESTONES:
PLYWOOD ROOF DIAPHRAGM FRAMING:
AFTER PLACEMENT OF NAILING AND/OR SCREWS, TENSION TIES AND
STRAPS PRIOR TO PLACING OF ROOFING MATERIAL.
2. FAILURE TO NOTIFY THE CITY OF SANTA ANA/ENGINEER OF ANY
CONSTRUCTION MILESTONES MAY RESULT IN CONTRACTOR HAVING TO
REMOVE WORK FOR THE PURPOSE OF REVIEW AT THE CONTRACTOR'S
EXPENSE.
1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR, VISUALLY GRADED OR
MACHINE GRADED UNDER THE STANDARD GRADING RULES, NO. 17 OF THE
WEST COAST LUMBER INSPECTION BUREAU. ALL FRAMING MEMBERS SHALL
BE AS FOLLOWS:
USE GRADE
2x4 TOP PLATES DF STUD
2x4 STUDS ( ≤ 10'-0"), 2x4 BLOCKING DF STUD
2x4 STUDS ( > 10'-0") DF NO. 2
2x6 TOP PLATES DF NO. 2
2x6 STUDS ( ≤ 10'-0"), 2x6 BLOCKING DF STUD
2x6 STUDS ( > 10'-0") DF NO. 2
6x BEAMS AND POST DF NO. 1
ALL OTHER SAWN LUMBER DF NO. 2
2. ALL NEW WOOD BEARING ON CONCRETE OR MASONRY IN DIRECT CONTACT
WITH EARTH SHALL BE PRESSURE TREATED DOUGLAS FIR IN ACCORDANCE
WITH CODE SECTION 2303.1.9 AND 2304.12. ALL CUTS, HOLES & NOTCHES BE
TREATED WITH A PRESERVATIVE APPROVED BY THE STRUCTURAL
ENGINEER.
3. FASTENERS FOR PRESSURE-PRESERVATIVE TREATED WOOD SHALL BE HOT-
DIPPED ZINC COATED GALVANIZED, STAINLESS STEEL, SILICON BRONZE OR
COPPER PER CODE SECTION 2304.10.5.
4. ALL STRUCTURAL PLYWOOD SHEATHING SHALL BE DOUGLAS FIR STANDARD
GRADE STRUCTURAL I WITH EXTERIOR GLUE CONFORMING TO THE LATEST
EDITION OF PS 1 UNO. ALL STRUCTURAL COMPOSITE SHEATHING SHALL BE
DOUGLAS FIR STANDARD GRADE STRUCTURAL I WITH EXTERIOR GLUE
CONFORMING TO THE LATEST EDITION OF PS 2 UNO. ALL PANELS SHALL
BEAR LEGIBLE DFPA STAMPS.
5. ALL ROOF SHEATHING SHALL BE LAID FACE GRAIN PERPENDICULAR TO
FRAMING UNO. ALL SHEATHING SHALL BE APPROVED BY THE BUILDING
INSPECTOR BEFORE COVERING.
6. UNLESS NOTED OTHERWISE, ALL WOOD SILL PLATE UNDER BEARING,
EXTERIOR, OR SHEAR WALLS IN CONTACT WITH CONCRETE OR MASONRY
SHALL BE BOLTED TO CONCRETE OR MASONRY WITH 5/8"Ø ANCHOR RODS
W/ 7" MIN CONCRETE/MASONRY EMBED AT 6'-0" OC FOR STRUCTURES TWO
STORIES OR LESS AND 4'-0" OC FOR STRUCTURES OVER TWO STORIES IN
HEIGHT BEGINNING AT 4" MIN AND 12" MAX FROM EACH END OF THE PLATES.
7. ALL BOLT HEADS AND NUTS WHICH BEAR AGAINST THE FACE OF WOOD
MEMBERS SHALL BE PROVIDED WITH 2"x2"x3/16" STEEL PLATE WASHERS
UNO. ALL ANCHOR BOLTS FOR SHEAR WALLS SHALL BE PROVIDED WITH A
3"x3"x0.229" MIN STEEL PLATE WASHER UNLESS NOTED OTHERWISE.
8. ALL NAILS FOR CONNECTING WOOD MEMBERS SHALL BE COMMON NAILS.
MINIMUM NAILING REQUIREMENTS OUTLINED IN TABLE 2304.10.1 SHALL BE
FOLLOWED UNLESS NOTED OTHERWISE.
9. RETIGHTEN BOLTS BEFORE CLOSING-IN.
10. USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOBSITE
DEMONSTRATION FOR EACH PROJECT AND THE APPROVAL BY THE
STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT. THE APPROVAL IS
SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE. MACHINE NAILING
WILL NOT BE APPROVED IN 5/16" SHEATHING. IF NAIL HEADS PENETRATE THE
OUTER PLY MORE THAN WOULD BE NORMAL FOR A HAND HAMMER OR IF
MINIMUM ALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED, THE
PERFORMANCE WILL BE DEEMED UNSATISFACTORY.
11. ALL WOOD HARDWARE CONNECTORS SHALL BE SIMPSON STRONG-TIE
UNLESS NOTED OTHERWISE.
12. PROVIDE FULL DEPTH BLOCKING AT 4'-0" OC BETWEEN ADJACENT JOISTS
UNDER ALL PERPENDICULAR PARTITIONS. PROVIDE DOUBLE JOIST UNDER
ALL PARALLEL PARTITIONS UNLESS NOTED OTHERWISE.
13. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, CONDUIT, ETC.
UNLESS SPECIFICALLY NOTED OR DETAILED FOR SUCH ALTERATIONS.
14. ROOF SHEATHING SHALL BE INSPECTED PRIOR TO PLACING INSULATION AND
ROOFING.
15. SOLID BLOCKING (2x MIN) SHALL BE PLACED BETWEEN JOISTS OR RAFTERS
AT ALL SUPPORTS.
16. ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554. ALL BOLTS SHALL
CONFORM TO ASTM A307.
17. HOLES FOR BOLTS SHALL BE BORED 1/32" TO 1/16" LARGER THAN NOMINAL
BOLT DIAMETER. (THIS INCLUDES HOLES FOR ANCHOR RODS IN SILL PLATE).
18. JOIST CONNECTIONS SHALL BE SIMPSON 'LUS' UNLESS NOTED OTHERWISE.
19. ALL POST CONNECTIONS LOCATED DIRECTLY ON CONCRETE SHALL BE
SIMPSON 'CB' UNLESS NOTED OTHERWISE.
20. FILL ALL NAIL HOLES OF WOOD CONNECTION HARDWARE (STRAPS,
HANGERS, ETC.).
1. THE MANUFACTURE AND FABRICATION OF STRUCTURAL GLUE-LAMINATED
TIMBER SHALL BE IN CONFORMANCE WITH THE CURRENT EDITION OF THE
AMERICAN NATIONAL STANDARD / AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION "STRUCTURAL GLUE LAMINATED TIMBER" (ANSI/AITC A190.1).
2. ALL GLUE-LAMINATED MEMBERS SHALL BE DOUGLAS FIR COMBINATION
24F-V4. ALLOWABLE STRESS REQUIREMENTS ARE AS FOLLOWS:
Fbxx = 2400 PSI (TENSION IN TENSION ZONE)
= 1850 PSI (TENSION IN COMPRESSION ZONE)
Fc┴= 650 PSI
Fc//= 1650 PSI
Fv = 265 PSI
Exx = 1.8x 106/
3. THE MANUFACTURER SHALL SUBMIT COMPLETE SHOP DRAWINGS TO THE
ARCHITECT/ ENGINEER FOR APPROVAL PRIOR TO ANY FABRICATION.
4. PROVIDE CAMBERS AS NOTED ON THE DRAWINGS.
5. TEMPERATURE OF GLUE-LAMINATED TIMBER IS NOT TO EXCEED 150°F IN
SERVICE.
6. GLUE-LAMINATED MEMBERS SHOWN ON THESE PLANS ARE FOR DRY
CONDITIONS OF USE. WHERE GLUE-LAMINATED MEMBERS ARE EXPOSED TO
WEATHER, THE EXPOSED MEMBERS SHALL BE PRIMED AND PAINTED.
7. GLB CONNECTIONS SHALL BE SIMPSON 'HGLT, HGLS' UNLESS NOTED
OTHERWISE. EXTERIOR CONNECTIONS SHALL BE STAINLESS STEEL, HOT
DIPPED GALVANIZED, OR PRIMED AND PAINTED.
1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED
BY AN APPROVED AND LICENSED FABRICATOR IN ACCORDANCE WITH
THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS
(LATEST EDITION), AND WITH CHAPTERS 17 AND 22 OF THE CODE.
2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM
DESIGNATION AS INDICATED BELOW (UNO):
ANGLES, CHANNELS, PLATES, BARS,
CONNECTION PLATES, AND MISC A36
BOLTS F3125, GRADE A325
TWIST-OFF TYPE BOLTS F3125, GRADE F1852
3. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP
DRAWINGS OF ALL STEEL TO THE CITY OF SANTA ANA AND
STRUCTURAL ENGINEER'S REVIEW AND APPROVAL BEFORE
FABRICATION.
4. BOLT HOLES USED IN STEEL SHALL BE 1/16" LARGER IN DIAMETER
THAN NOMINAL SIZE OF BOLT USED, EXCEPT AS NOTED.
5. ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN
CONCRETE, MASONRY OR SPRAY ON FIREPROOFING, OR ARE
ENCASED BY BUILDING FINISH, SHALL BE LEFT UNPAINTED.
6. ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS USING FILLER
METALS TO MATCH MATERIAL STRENGTH (UNO). ALL WELDS SHALL
BE IN CONFORMITY WITH THE PROJECT SPECIFICATIONS AND THE
CODE FOR WELDING IN BUILDING CONSTRUCTION (AWS D1.1 LATEST
REVISION) OF THE AMERICAN WELDING SOCIETY. SEE SPECIAL
INSPECTIONS SECTION FOR WELDING INSPECTION REQUIREMENTS.
USE OF E70T-4 WIRE IS NOT PERMITTED.
7. WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL
LOAD-RESISTING MEMBERS OR ASSEMBLIES IS BEING CONDUCTED
ON THE PREMISES OF FABRICATOR'S SHOP, SPECIAL INSPECTION OF
THE FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION,
EXCEPT WHERE THE FABRICATOR HAS BEEN APPROVED TO
PERFORM WORK WITHOUT SPECIAL INSPECTIONS IN ACCORDANCE
WITH SECTION 1704.2.5.1 OF THE CODE.
8. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE
LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT
INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC
360-16 SECTION J2.2b.
9. ALL EXPOSED STRUCTURAL STEEL AND MISCELLANEOUS METAL
SHALL BE HOT DIP GALVANIZED AFTER FABRICATION.
10. THE SPECIAL INSPECTIONS FOR STEEL ELEMENTS OF BUILDINGS AND
STRUCTURES SHALL BE AS REQUIRED BY SECTION 1705.2 OF THE
CODE AND CONSTRUCTION DOCUMENTS.
EXCEPTIONS:
SPECIAL INSPECTIONS OF THE STEEL FABRICATION PROCESS SHALL
NOT BE REQUIRED WHERE THE FABRICATION PROCESS FOR THE
ENTIRE BUILDING OR STRUCTURE DOES NOT INCLUDE ANY WELDING,
THERMAL CUTTING OR HEATING OPERATION OF ANY KIND. IN SUCH
CASES, THE FABRICATOR SHALL BE REQUIRED TO SUBMIT A DETAILED
PROCEDURE FOR MATERIAL CONTROL THAT DEMONSTRATES THE
FABRICATOR'S ABILITY TO MAINTAIN SUITABLE RECORDS AND
PROCEDURES SUCH THAT, AT ANY TIME DURING THE FABRICATION
PROCESS, THE MATERIAL SPECIFICATION AND GRADE FOR THE MAIN
STRESS-CARRYING ELEMENTS ARE CAPABLE OF BEING DETERMINED.
MILL TEST REPORTS SHALL BE IDENTIFIABLE TO THE MAIN STRESS-
CARRYING ELEMENTS WHERE REQUIRED BY THE APPROVED
CONSTRUCTION DOCUMENTS.
ADHESIVE ANCHORING SYSTEMS
1. ADHESIVES USED FOR SETTING DOWELS AND ANCHORS SHALL BE IN
CONFORMANCE WITH ASTM C-881, TYPE IV. ACCEPTABLE MANUFACTURERS
FOR ADHESIVES ARE AS FOLLOWS:
MASONRY:
HILTI HIT-HY 100 (ICC ESR-3574)
SIMPSON SET (ICC ESR-1772)
CONCRETE:
SIMPSON SET-XP (ICC ESR-2508)
HILTI HIT-RE 500-SD (ICC ESR-2322)
HILTI HIT-HY 200 (ICC ESR-3187)
2. ANCHORS OR DOWELS EMBEDDED IN ADHESIVES SHALL BE INSTALLED PER
THE MANUFACTURER'S INSTRUCTIONS.
3. HOLES RECEIVING ADHESIVE ANCHORS SHALL BE PREPARE PER
MANUFACTURE'S RECOMMENDATION PRIOR TO APPLYING ADHESIVE.
4. HOLES DRILLED INTO REINFORCED CONCRETE OR MASONRY SHALL NOT
DAMAGE OR CUT EXISTING REINFORCING STEEL. LOCATE EXISTING
REINFORCING STEEL AND/OR TENDONS USING NON-DESTRUCTIVE METHODS
PRIOR TO DRILLING.
5. ALL ANCHORS INSTALLED WITH ADHESIVES SHALL HAVE CONTINUOUS SPECIAL
INSPECTION IN ACCORDANCE WITH THE EVALUATION REPORT (ICC-ER) AND
CODE SECTIONS 1705.3 AND 1705.4.
6. ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN THE UNDERSIDE OF FLOORS
OR ROOFS.
THE FOLLOWING DESIGN ELEMENTS WILL HAVE A DEFERRED
APPROVAL. THE CONTRACTOR IS RESPONSIBLE TO SUBMITTING DESIGN
OR SHOP DRWAINGS TO THE CITY OF SANTA ANA FOR REVIEW AND
APPROVAL. THE DRAWINGS SHALL BE COORDINATED WITH THE CITY OF
SANTA ANA AND ENGINEERS DRAWINGS. THE DESIGN SHALL, AT A
MIMIMUM, COMPLY WITH THE BUILDING CODE. THE TIME TO COMPLTE
THE PROCESS SHALL BE INCORPORATED INTO THE CONTRACTORS
SCHEUDLED.
WEATHER PROTECTION, WATERPROOFING, ROOFING, SIDING,
MECHANICAL, ELECTRICAL, PLUMNBING REPAIRS AND/OR
REPLACEMENT ARE BY OTHERS AND SHALL BE CONSIDRED DIFERRED
APPROVAL ITMES, IF REQUIRED.
N
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No. S3866
Exp. 3/31/26
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18400 Von Karman Ave., Suite 600
Irvine, CA 92612
O: 949.252.1022
F: 949.252.8082
www.kpff.com
PRINCIPAL CIVIL ENGINEER
PRINCIPAL CIVIL ENGINEER RCE NO.:
RCE NO.:
FILE NO.:
CITY OF SANTA ANA
PUBLIC WORKS AGENCY
REVISIONS REFERENCES
NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED
CONSTRUCTION COMPLETED:
www.DigAlert.org
TWO WORKING DAYS
BEFORE YOU DIG
Underground Service Alert
NOTICE TO CONTRACTOR
of Southern California
PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT
IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS
A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO
WORKING DAYS PRIOR TO COMMENCING EXCAVATION.
KPFF OC STRUCTURAL ENGINEER
DATE
DESIGNED: DRAWN: CHECKED:
RECOMMENDED FOR
CONSTRUCTION:
REVIEWED FOR
CONSTRUCTABILITY:
PREPARED UNDER
THE SUPERVISION
OF:
STEVEN DILLON 05/13/2024
Know what's below.
before you dig.Call
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FA-07161
S0.1
SDGY
1801 E. CHESTNUT AVE, SANTA ANA, CA 92701
SANTA ANA ZOO TICKET BOOTHMW/MV
GENERAL NOTES
GENERAL NOTES
DESIGN CRITERIASTRUCTURAL OBSERVATION WOOD NOTES
GLULAM NOTES
STRUCTURAL STEEL NOTES
ADHESIVE ANCHORAGE SYSTEM NOTES
SHEET 2 OF 7
DEFFERED APPROVAL
1. THE MANUFACTURE AND FABRICATION OF STRUCTURAL GLUE-LAMINATED
TIMBER SHALL BE IN CONFORMANCE WITH THE CURRENT EDITION OF THE
AMERICAN NATIONAL STANDARD / AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION "STRUCTURAL GLUE LAMINATED TIMBER" (ANSI/AITC A190.1).
2. ALL GLUE-LAMINATED MEMBERS SHALL BE DOUGLAS FIR COMBINATION
24F-V4. ALLOWABLE STRESS REQUIREMENTS ARE AS FOLLOW S:
Fbxx = 2400 PSI (TENSION IN TENSION ZONE)
= 1850 PSI (TENSION IN COMPRESSION ZONE)
Fc┴= 650 PSI
Fc//= 1650 PSI
Fv = 265 PSI
Exx = 1.8x 106/
3. MEMBERS LEFT EXPOSED TO WEATHER SHALL BE ALASKA YELLOW CEDAR
20F-V12 AC/AC COMBINATION. FINISH OF THE MEMBERS SHALL BE
INDUSTRIAL APPEARANCE GRADE UNLESS NOTED OTHERWISE IN
CONFORMANCE WITH THE STANDARD APPEARANCE GRADES OF THE AITC.
4. THE MANUFACTURER SHALL SUBMIT COMPLETE SHOP DRAWINGS TO THE
ARCHITECT/ ENGINEER FOR APPROVAL PRIOR TO ANY FABRICATION.
5. PROVIDE CAMBERS AS NOTED ON THE DRAWINGS.
6. TEMPERATURE OF GLUE-LAMINATED TIMBER IS NOT TO EXCEED 150°F IN
SERVICE.
7. GLUE-LAMINATED MEMBERS SHOWN ON THESE PLANS ARE FOR DRY
CONDITIONS OF USE.
8. GLB CONNECTIONS SHALL BE SIMPSON 'HGLT, HGLS' UNLESS NOTED
OTHERWISE.
9. FOR CANTILEVERED MEMBERS, PROVIDE 24F-V8 FOR DOUGLAS FIR OR
20F-V13 AC/AC FOR ALASKA YELLOW CEDAR.
106 PSI
DOUGLAS FIR GLB MEMBERS SHOWN ON THESE PLANS SHALL BE
PRIMED AND PAINTED. ALASKA YELLOW CEDAR NEED NOT BE PAINTED.
DETAIL NUMBER
SHEET NUMBER
CALLOUT REFERENCE
SECTION REFERENCE
PLAN NORTH
ELEVATION REFERENCE
CLOUD AND REVISIONS
GRID SYSTEM
DETAIL REFERENCE
NORTH SYMBOL
_______
S-1.1
1
_______
SHEET
##
1
A
1
_______
SHEET
##
_______
SHEET
##
N
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No. S3866
Exp. 3/31/26
G
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TATSS
E OFILACFO
UCTURA
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STEREDP L
OFESSIONA
N
ER
AI
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ENGI
WILLI
H.THORP
................
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.
...............................
.
.
.
...............
E
AM
18400 Von Karman Ave., Suite 600
Irvine, CA 92612
O: 949.252.1022
F: 949.252.8082
www.kpff.com
PRINCIPAL CIVIL ENGINEER
PRINCIPAL CIVIL ENGINEER RCE NO.:
RCE NO.:
FILE NO.:
CITY OF SANTA ANA
PUBLIC WORKS AGENCY
REVISIONS REFERENCES
NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED
CONSTRUCTION COMPLETED:
www.DigAlert.org
TWO WORKING DAYS
BEFORE YOU DIG
Underground Service Alert
NOTICE TO CONTRACTOR
of Southern California
PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT
IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS
A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO
WORKING DAYS PRIOR TO COMMENCING EXCAVATION.
KPFF OC STRUCTURAL ENGINEER
DATE
DESIGNED: DRAWN: CHECKED:
RECOMMENDED FOR
CONSTRUCTION:
REVIEWED FOR
CONSTRUCTABILITY:
PREPARED UNDER
THE SUPERVISION
OF:
STEVEN DILLON 05/13/2024
Know what's below.
before you dig.Call
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FA-07161
S0.2
SDGY
1801 E. CHESTNUT AVE, SANTA ANA, CA 92701
SANTA ANA ZOO TICKET BOOTHMW/MV
ABREVIATIONS & SYMBOLS
ABBREVIATION LIST
& AND
@ AT
AB ANCHOR BOLT
ABV ABV
ADDL ADDITIONAL
ADJ ADJACENT
AESS ARCHITECTURALLY EXPOSED
STRUCTURAL STEEL
AFF ABOVE FINISHED FLOOR
AGGR AGGREGATE
ALT ALTERNATE
ALUM ALUMINUM
APPVD APPROVED
APROX APPROXIMATELY
ARCH ARCHITECTURAL; ARCHITECT
(B) BOTTOM
BD BOARD
BLDG BUILDING
BLK BLOCK
BLKG BLOCKING
BLW BELOW
BM BEAM
BN BOUNDARY NAIL
BOF BOTTOM OF FOOTING
BOT OR B/ BOTTOM OF
BRCG BRACING
BRG BEARING
BS BOUNDARY SCREW
BTW BETWEEN
CALCS CALCULATIONS
CANT CANTILEVER
CBC CALIFORNIA BUILDING CODE
CF CUBIC FOOT
CG CENTER OF GRAVITY
CIP CAST IN PLACE
CJ CONSTRUCTION JOINT; CONTROL JOINT
CJP COMPLETE JOINT PENETRATION
CL CENTER LINE
CLR CLEARANCE; CLEAR
CMU CONCRETE MASONRY UNIT
CO COMPANY
COL COLUMN
COMP COMPRESSION
CONC CONCRETE
CONN CONNECT; CONNECTION
CONST CONSTRUCTION
CONT CONTINUE; CONTINUOUS
CONTR CONTRACTOR
CTR CENTER
CTSK COUNTERSINK; COUNTERSUNK
d PENNY (NAILS)
db BAR DIAMETER
DBL DOUBLE
DCW DEMAND CRITICAL WELD
DEPT DEPARTMENT
DET DETAIL
DIA OR Ø DIAMETER
DIAG DIAGONAL
DIAPH DIAPHRAGM
DIM DIMENSION
DIR DIRECTION
DIST DISTANCE
DL DEAD LOAD
DN DOWN
DO DITTO
DWG DRAWING
DWL DOWEL
(E) OR EXIST EXISTING
e.g. FOR EXAMPLE
EA EACH
EF EACH FACE
EJ END JACK; EXPANSION JOINT
EL ELEVATION
ELEC ELECTRICAL
ELEV ELEVATION; ELEVATOR
EMB EMBED
EN END NAIL
ENGR ENGINEER
EOR ENGINEER OF RECORD
EOS EDGE OF SLAB
EQ EQUAL
EQUIP EQUIPMENT
EQUIV EQUIVALENT
ES EACH SIDE; EDGE SCREW
ETC ET CETERA
EW EACH WAY
EXT EXTERIOR
f'c CONCRETE COMPRESSION STRENGTH
f'm MASONRY COMPRESSION STRENGTH
F/ FACE OF
Fb ALLOWABLE BENDING STRESS
FD FLOOR DRAIN
FDN FOUNDATION
FF FINISH FLOOR
FIN FINISH
FLR FLOOR
FN FIELD NAIL
FP FIRE PROOF; FULL PENETRATION
FRMG FRAMING
FS FULL SIZE; FAR SIDE; FIELD SCREW
FT FOOT; FEET
FTG FOOTING
Fy YIELD STRENGTH
GA GAUGE
GALV GALVANIZED
GB GRADE BEAM
GC GENERAL CONTRACTOR
GEN GENERAL
GLB GLUE LAMINATED BEAM
ABBREVIATION LIST
GR GRADE
(H) HORIZONTAL
H OR HORIZ HORIZONTAL
HCAI DEPARTMENT OF HEALTHCARE ACCESS
AND INFORMATION
HD HOLDOWN
HDR HEADER
HGR HANGER
HI HIGH
HP HEAVY PILING
HR HARD ROCK
HS HIGH STRENGTH
HT HEIGHT
I MOMENT OF INERTIA
i.e. THAT IS
IBC INTERNATIONAL BUILDING CODE
ID INSIDE DIAMETER
IF INSIDE FACE
IN INCH
INCL INCLUDE; INCLUDING
INFO INFORMATION
INSP INSPECTION; INSPECTOR
INT INTERIOR
INTERM INTERMEDIATE
INV INVERT
JST JOIST
JT JOINT
k OR KIP 1,000 (e.g. POUNDS)
KO KNOCK OUT
KP KING POST
KSF KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
# OR LBS POUNDS
(L) LONGITUDINAL
LAB LABORATORY
Ld DEVELOPMENT LENGTH
LDGR LEDGER
Ldh STANDARD HOOK DEVELOPMENT LENGTH
LF LINEAL FOOT
LG LONG
LIN LINEAL; LINEAR
LL LIVE LOAD
LLBB LONG LEGS BACK-TO-BACK
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONGIT LONGITUDINAL
LP LOW POINT
Lst TENSION LAP SPLICE LENGTH
LTWT LIGHT WEIGHT
LVL LEVEL
MAS MASONRY
MAT MATERIAL
MAX MAXIMUM
MB MACHINE BOLT
MDF MEDIUM DENSITY FIBERBOARD
MECH MECHANICAL
MEZZ MEZZANINE
MFR MANUFACTURER
MID MIDDLE
MIN MINIMUM
MISC MISCELLANEOUS
MTL METAL
# OR NO NUMBER
(N) NEW
N NORTH
NF NEAR FACE
NIC NOT IN CONTRACT
NS NEAR SIDE
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
OF OUTSIDE FACE
OH OPPOSITE HAND
OPNG OPENING
OPP OPPOSITE
OSB ORIENTED STRAND BOARD
// PARALLEL
PC PRECAST
PCF POUNDS PER CUBIC FOOT
PCI POUNDS PER CUBIC INCH
PDF POWDER DRIVEN FASTENERS
PE POLYETHYLENE; PROFESSIONAL
ENGINEER
PI PLYWOOD INDEX
PJP PARTIAL JOINT PENETRATION
PL PLATE; PROPERTY LINE
PLCS PLACES
PLF POUNDS PER LINEAR FOOT
PREFAB PREFABRICATED
PRKG PARKING
PROJ PROJECT
PROP PROPERTY
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PTFE POLYTETRAFLOURETHYLENE (TEFLON)
PVC POLYVINYL CHLORIDE
PVMT PAVEMENT
┴ OR PERP PERPENDICULAR
R OR RAD RADIUS
RD ROOF DRAIN
REF REFERNECE
REG REGULAR
REINF REINFORCE; REINFORCING
REQ REQUIRED
ABBREVIATION LIST
RET RETAINING
REV REVISION
RF ROOF
RM ROOM
RO ROUGH OPENING
RR ROOF RAFTER
S ELASTIC SECTION MODULUS
SAD SEE ARCHITECTURAL DRAWINGS
SCHD SCHEDULE
SECT SECTION
SEL SELECT
SFRS SEISMIC FORCE RESISTING SYSTEM
SHT SHEET
SHTG SHEATHING
SIM SIMILAR
SJ SEISMIC JOINT, SIDE JACK
SLBB SHORT LEG BACK-TO-BACK
SMF SPECIAL MOMENT FRAME
SMS SHEET METAL SCREW
SOG SLAB ON GRADE
SPCG SPACING
SPCL SPECIAL
SPECS SPECIFICATIONS
SQ SQUARE
SS SELECT STRUCTURAL; STAINLESS STEEL
SSH SHORT SLOTTED HOLE
STAGG STAGGER
STD STANDARD
STIFF STIFFENER
STL STEEL
STRUCT STRUCTURAL
SW SHEAR WALL
SYM SYMMETRICAL
Σ SUM
(T) TOP
(T) TRANSVERSE
T TOP
T&B TOP & BOTTOM
T&G TONGUE AND GROOVE
T/ TOP OF
TB TIE BEAM
TEMP TEMPORARY; TEMPERATURE
THK THICK
THRU THROUGH
TL TOTAL LOAD
TN TOE NAIL
TOF TOP OF FOOTING
TOGB TOP OF GRADE BEAM
TOL TOP OF LEDGER
TOS TOP OF STEEL
TOSL TOP OF SLAB
TOW TOP OF WALL
TRANSV TRANSVERSE
TSP TAPERED STEEL GIRDER
TYP TYPICAL
UL UNDERWRITERS LABORATORY, INC
UNO UNLESS NOTED OTHERWISE
UT ULTRASONIC TESTING
(V) VERTICAL
V OR VERT VERTICAL
VIF VERIFY IN FIELD
W/ WITH
W/C WATER-CEMENT RATIO
W/O WITHOUT
WF WIDE FLANGE
WHT WEIGHT
WP WORK POINT
WWF WELDED WIRE FABRIC
STRUCTURAL STEEL SHAPES
C STANDARD CHANNEL
HP HP SHAPE
HSS HOLLOW STRUCTURAL STEEL
L ANGLES
M M SHAPES
MC MISC CHANLES
PIPE#-STD STANDARD PIPE
PIPE#-XSTRONG EXTRA STRONG PIPE
PIPE#-XXSTRONG DOUBLE EXTRA STRONG PIPE
S S SHAPE
TS TUBE STEEL
W W SHAPE
WT, ST, MT STRUCT TEES CUT FROM W, S, M SHAPES
INSTITUTIONS
ACI AMERICAN CONCRETE INSTITUTE
AISC AMERICAL INSTITUTE OF STEEL
CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
AITC AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION
ANSI AMERICAN NATIONAL STANDARDS
INSTITUTE
APA AMERICAN PLYWOOD ASSOCIATIONS
ASTM AMERICAN SOCIETY FOR TESTING AND
MATERIALS
AWPB AMERICAN WOOD PERSERVERS BUREAU
AWS AMERICAN WELDING SOCIETY
CRSI CONCRETE REINFORCING STEEL
INSTITUTE
ICBO INTERNATIONAL CONFERENCE OF
BUILDING OFFICIALS
ICC INTERNATIONAL CODE COUNCIL
ICC-ER ICC-ES LEGACY REPORT
ICC-ES ICC EVALUATION SERVICES
ICC-ESR ICC-ES REPORT
PCI PRECAST CONCRETE INSTITUTE
PTI POST-TENSION CONCRETE INSTITUTE
RCSC RESEARCH COUNCIL ON STRUCTURAL
CONNECTIONS
SJI STEEL JOIST INSTITUTE
TPI TRUSS PLATE INSTITUTE
SHEET 3 OF 7
A
B
2 3 4 5
11
'
-
4
"
2'
-
4
"
3'-0"
2'-4
"
2'-4"
8'-4" 12'-0"
10'-0"
F
D
E
1'
4.1
A'
B'
C'
C
14
'
-
0
"
1
0
'
-
8
1
/
4
"
1
'
-
5
3
/
4
"
2
'
-
1
0
"
1
'
-
8
1
/
4
"
11'-6" 28'-0" 14'-4"
(E) 8" SOLID
GROUTED CMU
WALL TO REMAIN,
TYP
(E) 1'-2" x 1'-0" CONC FTG,
TYP @ CMU WALL TO
REMAIN
(E) 24"x24" SOLID
GROUTED CMU
PIER TO REMAIN
(E) 24"x16" SOLID
GROUTED CMU
PIER TO REMAIN
(E) 16"x16" SOLID
GROUTED CMU
PIER TO REMAIN
(E) 24"x16" SOLID
GROUTED CMU
PIER TO REMAIN
TOF: -1'-0"
TOF: -1'-0"
(E) SOLID
GROUTED CMU
PIER TO REMAIN
TYP
3'-0"
3'
-
0
"
0'-0"
TOSL:
NOTE:
EXISTING FOUNDATION IS FOR
REFERENCE ONLY. NOT INCLUDED IN
SCOPE OF WORK.
TYP
6"
TY
P
6"
3'-0"
2'
-
4
"
TYP
6"
TY
P
6"
FOUNDATION PLAN NOTES:
1. SEE THESE SHEETS FOR THE FOLLOWING INFORMATION:
A. GENERAL NOTES: S0.1.
B. ABBREVIATIONS AND SYMBOLS: S0.2.
C. TYPICAL WOOD DETAILS: S5.1.
2. VERIFY ALL DIMENSIONS, ELEVATIONS FINISH SURFACES,SLOPE,
DRAINS, DEPRESSIONS, CURBS, ETC, WITH CITY OF SANTA ANA
DRAWINGS PRIOR TO START OF CONSTRUCTION.
3. SPECIFICATIONS AND DETAILING OF ALL WATERPROOFING AND
DRAINAGE ITEMS, ALTHOUGH MAY BE INDICATED ON THE
STRUCTURAL DRAWINGS FOR GENERAL INFORMATION PURPOSES
ONLY, ARE THE DESIGN RESPONSIBILITY OF THE CONTRACTOR.
CONTACT THE CITY OF SANTA ANA FOR SPECIFICATION OF
WEATHER PROTECTION AND WATERPROOFING MATERIALS.
4. ANY DAMAGE TO THE SLAB ON GRADE, THAT IS NOT INTENDED FOR
DEMOLITION, DUE TO VEHICULAR TRAFFIC SHALL BE REPAIRED/
REPLACED AT THE EXPENSE OF THE CONTRACTOR.
5. CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH
MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING,
SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER
SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
FOUNDATION PLAN SYMBOLS
INDICATES (E) CMU WALL
INDICATES (E) CMU PIER
X' - XX"
TOSL:
TOF: X' - XX"
INDICATES TOP OF SLAB ELEVATION
INDICATES TOP OF FOOTING ELEVATION
FROM 0'-0" TYP, UNO ON PLAN TOP OF ALL
FOOTING ELEVATIONS SHALL BE -1'-0" FROM
TOP OF SLAB UNO ON PLAN.
EXISTING CONDITIONS NOTES:
1. EXISTING CONDITIONS ARE UNKNOWN. CONTRACTOR TO VERIFY IN
FIELD, FOUNDATION EXTENTS, AND FRAMING SIZE, TYPE, SPAN
DIRECTION, AND SPACING PRIOR TO DEMOLITION AND
INSTALLATION.
2. DO NOT CUT OR ALTER THE EXISTING STRUCTURE BEYOND WHAT IS
SHOWN IN THE APPROVED DRAWINGS. CONTRACTOR SHALL NOTIFY
THE CITY OF SANTA ANA AND ENGINEER PRIOR TO THE START OF
WORK IF EXISTING CONDITIONS DIFFER FROM WHAT IS SHOWN IN
THE APPROVED DOCUMENTS.
3. ALL INFORMATION INCLUDING SIZE OF BEAMS SHOWN ON THE
DRAWINGS RELATIVE TO EXISTING CONDITIONS IS BASED ON
AVAILABLE KNOWLEDGE OF EXISTING STRUCTURE. CONTRACTOR
SHALL VERIFY IN FIELD ALL EXISTING CONDITIONS RELATIVE TO THE
SCOPE OF THIS PROJECT. WHERE ACTUAL CONDITIONS ARE NOT IN
ACCORDANCE WITH THE DRAWINGS PROVIDED, THE CITY OF SANTA
ANA SHALL BE NOTIFIED IMMEDIATELY. CONTRACTOR SHALL ALIGN
FOR SUFFICIENT BUDGET AND SCHEDULE CONTINGENCY TO
ADDRESS EXISTING HIDDEN CONDITIONS.
4. ALL DEMOLITION SHALL BE PERFORMED IN SUCH A WAS AS NOT TO
DAMAGE THE EXISTING STRUCTURAL ELEMENTS THAT ARE TO
REMAIN IN THE FINISHED STRUCTURE. ANY PORTIONS OF
STRUCTURE TO REMAIN THAT ARE DAMAGED DURING DEMOLITION
SHALL BE REPLACED AT NO ADDITIONAL COST. EXISTING
STRUCTURAL ELEMENTS SHALL BE PROTECTED TO THE FULLEST
EXTENT POSSIBLE, IN ORDER TO MITIGATE DAMAGE. CONTRACTOR
IS RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF ALL
EXISTING STRUCTURAL ELEMENTS THAT ARE NECESSARY FOR THE
COMPLETION OF ALL NEW WORK.
5. SHORING SHALL BE PROVIDED BY CONTRACTOR.
6. CONTRACTOR SHALL CONTACT SANTA ANA ZOO'S REPRESENTATIVE
FOR ANY REMOVAL OF PIPES OR CONDUITS.
7. CONTRACTOR TO PATCH BACK WITH WEATHERPROOFING PER
SPECIFICATION PROVIDED BY CITY OF SANTA.
N
I
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No. S3866
Exp. 3/31/26
G
T
R
E
TATSS
E OFILACFO
UCTURA
R
L
R
STERED P L
OF ESSIONA
N
ER
AI
E
ENGI
WILLI
H.THORP
...............
.
.
.
.
...............................
.
.
.
...............
E
AM
18400 Von Karman Ave., Suite 600
Irvine, CA 92612
O: 949.252.1022
F: 949.252.8082
www.kpff.com
PRINCIPAL CIVIL ENGINEER
PRINCIPAL CIVIL ENGINEER RCE NO.:
RCE NO.:
FILE NO.:
CITY OF SANTA ANA
PUBLIC WORKS AGENCY
REVISIONS REFERENCES
NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED
CONSTRUCTION COMPLETED:
www.DigAlert.org
TWO WORKING DAYS
BEFORE YOU DIG
Underground Service Alert
NOTICE TO CONTRACTOR
of Southern California
PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT
IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS
A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO
WORKING DAYS PRIOR TO COMMENCING EXCAVATION.
KPFF OC STRUCTURAL ENGINEER
DATE
DESIGNED: DRAWN: CHECKED:
RECOMMENDED FOR
CONSTRUCTION:
REVIEWED FOR
CONSTRUCTABILITY:
PREPARED UNDER
THE SUPERVISION
OF:
STEVEN DILLON 05/13/2024
Know what's below.
before you dig.Call
R
PR
O
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3
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5
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FA-07161
S1.0
SDGY
1801 E. CHESTNUT AVE, SANTA ANA, CA 92701
SANTA ANA ZOO TICKET BOOTHMW/MV
EXISTING FOUNDATION PLAN
1/4" = 1'-0"1EXISTING FOUNDATION PLAN
N
SHEET 5 OF 7
A
B
2 3 4 5
4x10
4x10
4x10
5.125
x24
GLB
(E)5.125x24 GLB (E)5.125x24 GLB
F
D
E
1'4.1
A'
B'
C'
C
14
'
-
0
"
1
0
'
-
8
1
/
4
"
1
'
-
5
3
/
4
"
2
'
-
1
0
"
1'
-
8
1
/
4
"
(E)5.125x24 GLB
11'-6" 28'-0" 14'-4"
5.125x24 GLB
5.
1
2
5
x
2
4
G
L
B
5.12
5
x24
G
LB
1'
-
0
"
1'-0"
2x10 2x10 2x10
2x
4
2x
4
4x
1
0
2x
4
2x
4
4x
1
0
2x
4
2x
4
4x
1
0
2x
4
2x10
5.125x24 GLB
4
S5.1
_______
6
S5.1
_______
7
S5.1
_______
8
S5.1
_______
2
S5.1
_______
TYP
TYP
6
S5.1
_______
6
S5.1
_______
SIM
5
S5.1
_______
1/2" STRUC 1 PLYWOOD
SHTG W/ 10d NAIL @ 6"
BN, 6" EN AND 12" FN.
5.125x24 GLB
TO REMAIN TO REMAIN TO REMAIN
(E) Pipe3STD
TO REMAIN
(E) Pipe3STD
TO REMAIN
10
S5.1
_______
2x
6
R
R
@
1
6
"
O
C
2x
4
C
J
@
1
6
"
O
C
3
S5.1
_______
2x
4
C
J
@
1
6
"
O
C
1
S5.1
_______
AT L6x6
LEDGER
AT L6x6
LEDGER
L6x6
LEDGER
L6x6
LEDGER
L6x6
LEDGER
TYP
10
S5.1
_______
EXISTING CONDITIONS NOTES:
1. EXISTING CONDITIONS ARE UNKNOWN. CONTRACTOR TO VERIFY IN
FIELD, FOUNDATION EXTENTS, AND FRAMING SIZE, TYPE, SPAN
DIRECTION, AND SPACING PRIOR TO DEMOLITION AND
INSTALLATION.
2. DO NOT CUT OR ALTER THE EXISTING STRUCTURE BEYOND WHAT IS
SHOWN IN THE APPROVED DRAWINGS. CONTRACTOR SHALL NOTIFY
THE CITY OF SANTA ANA AND ENGINEER PRIOR TO THE START OF
WORK IF EXISTING CONDITIONS DIFFER FROM WHAT IS SHOWN IN
THE APPROVED DOCUMENTS.
3. ALL INFORMATION INCLUDING SIZE OF BEAMS SHOWN ON THE
DRAWINGS RELATIVE TO EXISTING CONDITIONS IS BASED ON
AVAILABLE KNOWLEDGE OF EXISTING STRUCTURE. CONTRACTOR
SHALL VERIFY IN FIELD ALL EXISTING CONDITIONS RELATIVE TO THE
SCOPE OF THIS PROJECT. WHERE ACTUAL CONDITIONS ARE NOT IN
ACCORDANCE WITH THE DRAWINGS PROVIDED, THE CITY OF SANTA
ANA SHALL BE NOTIFIED IMMEDIATELY. CONTRACTOR SHALL ALIGN
FOR SUFFICIENT BUDGET AND SCHEDULE CONTINGENCY TO
ADDRESS EXISTING HIDDEN CONDITIONS.
4. ALL DEMOLITION SHALL BE PERFORMED IN SUCH A WAS AS NOT TO
DAMAGE THE EXISTING STRUCTURAL ELEMENTS THAT ARE TO
REMAIN IN THE FINISHED STRUCTURE. ANY PORTIONS OF
STRUCTURE TO REMAIN THAT ARE DAMAGED DURING DEMOLITION
SHALL BE REPLACED AT NO ADDITIONAL COST. EXISTING
STRUCTURAL ELEMENTS SHALL BE PROTECTED TO THE FULLEST
EXTENT POSSIBLE, IN ORDER TO MITIGATE DAMAGE. CONTRACTOR
IS RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF ALL
EXISTING STRUCTURAL ELEMENTS THAT ARE NECESSARY FOR THE
COMPLETION OF ALL NEW WORK.
5. SHORING SHALL BE PROVIDED BY CONTRACTOR.
6. CONTRACTOR SHALL CONTACT SANTA ANA ZOO'S REPRESENTATIVE
FOR ANY REMOVAL OF PIPES OR CONDUITS.
7. CONTRACTOR TO PATCH BACK WITH WEATHERPROOFING PER
SPECIFICATION PROVIDED BY CITY OF SANTA.
FRAMING PLAN NOTES:
1. SEE THESE SHEETS FOR THE FOLLOWING INFORMATION:
A. GENERAL NOTES: S0.1.
B. ABBREVIATIONS AND SYMBOLS: S0.2.
C. TYPICAL WOOD DETAILS: S5.1.
2. VERIFY ALL DIMENSIONS, ELEVATIONS FINISH SURFACES,SLOPE,
DRAINS, DEPRESSIONS, CURBS, ETC, WITH THE CITY OF SANTA
ANA DRAWINGS PRIOR TO START OF CONSTRUCTION.
3. SPECIFICATIONS AND DETAILING OF ALL WATERPROOFING AND
DRAINAGE ITEMS, ALTHOUGH MAY BE INDICATED ON THE
STRUCTURAL DRAWINGS FOR GENERAL INFORMATION
PURPOSES ONLY, ARE THE DESIGN RESPONSIBILITY OF
CONTRACTOR. CONTACT THE CITY OF SANTA ANA FOR
SPECIFICATION OF WEATHER PROTECTION AND
WATERPROOFING MATERIALS. SEE SPECIFICATION FOR
WEATHER PROTECTION AND WATERPROOFING MATERIALS.
4. CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH
MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING,
SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL
ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE
ITEMS.
5. ONLY LOAD BEARING WALLS AND SHEARWALLS ARE SHOWN.
6. IF WOOD MEMBERS WERE DAMAGED OR IN POOR CONDITION,
THEY SHALL BE REMOVED AND REPLACED LIKE FOR LIKE BY THE
CONTRACTOR.
7. ALL EXPOSED GLUE-LAMINATED MEMBERS SHALL BE PRIMED
AND PAINTED.
8. SIDING AND ROOFING REPAIRS AND/OR REPLACEMENT ARE BY
CONTARCTOR. CONTACT THE CITY OF SANTA ANA FOR
SPECIFICATION OF WEATHER PROTECTIONS AND
WATERPROOFING MATERIALS.
9. SHOULD CITY OF SANTA ANA REQUIRED THE CABINETS TO BE
REMOVED AND REPLACED, CONTRACTOR SHALL COORDINATE
THIS EFFORT WITH CITY OF SANTA ANA. ADDITIONALLY,
CONTRACTOR SHALL PROTECT THE ELECTRICAL EQUIPMENT IN
PLACE WHILE COLLABORATING WITH CITY OF SANTA ANA.
FRAMING PLAN SYMBOLS
INDICATES BEAM PER PLAN.
INDICATES JOIST PER PLAN.J#
B#
INDICATES (E) SOLID GROUTED CMU WALL
BELOW TO REMAIN.
INDICATES (E) SOLID GROUTED CMU PIER TO
REMAIN.
N
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No. S3866
Exp. 3/31/26
G
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TATSS
E OFILACFO
UCTURA
R
L
R
STERED P L
OF ESSIONA
N
ER
AI
E
ENGI
WILLI
H.THORP
...............
.
.
.
.
...............................
.
.
.
...............
E
AM
18400 Von Karman Ave., Suite 600
Irvine, CA 92612
O: 949.252.1022
F: 949.252.8082
www.kpff.com
PRINCIPAL CIVIL ENGINEER
PRINCIPAL CIVIL ENGINEER RCE NO.:
RCE NO.:
FILE NO.:
CITY OF SANTA ANA
PUBLIC WORKS AGENCY
REVISIONS REFERENCES
NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED
CONSTRUCTION COMPLETED:
www.DigAlert.org
TWO WORKING DAYS
BEFORE YOU DIG
Underground Service Alert
NOTICE TO CONTRACTOR
of Southern California
PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT
IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS
A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO
WORKING DAYS PRIOR TO COMMENCING EXCAVATION.
KPFF OC STRUCTURAL ENGINEER
DATE
DESIGNED: DRAWN: CHECKED:
RECOMMENDED FOR
CONSTRUCTION:
REVIEWED FOR
CONSTRUCTABILITY:
PREPARED UNDER
THE SUPERVISION
OF:
STEVEN DILLON 05/13/2024
Know what's below.
before you dig.Call
R
PR
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J
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C
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N
O
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2
3
0
0
5
5
3
:
P
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:
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A
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A
A
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FA-07161
S1.1
SDGY
1801 E. CHESTNUT AVE, SANTA ANA, CA 92701
SANTA ANA ZOO TICKET BOOTHMW/MV
ROOF FRAMING PLAN
1/4" = 1'-0"1ROOF FRAMING PLAN
N
SHEET 6 OF 7
ALL EXPOSED DOUGLAS FIR GLB MEMBERS SHALL BE PRIMED
AND PAINTED. ALASKA YELLOW CEDAR NEED NOT BE PAINTED.
ALL EXPOSED DOUGLAS FIR GLB MEMBERS SHALL BE PRIMED
AND PAINTED. ALASKA YELLOW CEDAR NEED NOT BE PAINTED.
EXISTING CONDITIONS NOTES:
1. EXISTING CONDITIONS ARE UNKNOWN. CONTRACTOR TO VERIFY IN
FIELD, FOUNDATION EXTENTS, AND FRAMING SIZE, TYPE, SPAN
DIRECTION, AND SPACING PRIOR TO DEMOLITION AND
INSTALLATION.
2. DO NOT CUT OR ALTER THE EXISTING STRUCTURE BEYOND WHAT IS
SHOWN IN THE APPROVED DRAWINGS. CONTRACTOR SHALL NOTIFY
THE CITY OF SANTA ANA AND ENGINEER PRIOR TO THE START OF
WORK IF EXISTING CONDITIONS DIFFER FROM WHAT IS SHOWN IN
THE APPROVED DOCUMENTS.
3. ALL INFORMATION INCLUDING SIZE OF BEAMS SHOWN ON THE
DRAWINGS RELATIVE TO EXISTING CONDITIONS IS BASED ON
AVAILABLE KNOWLEDGE OF EXISTING STRUCTURE. CONTRACTOR
SHALL VERIFY IN FIELD ALL EXISTING CONDITIONS RELATIVE TO THE
SCOPE OF THIS PROJECT. WHERE ACTUAL CONDITIONS ARE NOT IN
ACCORDANCE WITH THE DRAWINGS PROVIDED, THE CITY OF SANTA
ANA SHALL BE NOTIFIED IMMEDIATELY. CONTRACTOR SHALL ALIGN
FOR SUFFICIENT BUDGET AND SCHEDULE CONTINGENCY TO
ADDRESS EXISTING HIDDEN CONDITIONS.
4. ALL DEMOLITION SHALL BE PERFORMED IN SUCH A WAS AS NOT TO
DAMAGE THE EXISTING STRUCTURAL ELEMENTS THAT ARE TO
REMAIN IN THE FINISHED STRUCTURE. ANY PORTIONS OF
STRUCTURE TO REMAIN THAT ARE DAMAGED DURING DEMOLITION
SHALL BE REPLACED AT NO ADDITIONAL COST. EXISTING
STRUCTURAL ELEMENTS SHALL BE PROTECTED TO THE FULLEST
EXTENT POSSIBLE, IN ORDER TO MITIGATE DAMAGE. CONTRACTOR
IS RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF ALL
EXISTING STRUCTURAL ELEMENTS THAT ARE NECESSARY FOR THE
COMPLETION OF ALL NEW WORK.
5. SHORING SHALL BE PROVIDED BY CONTRACTOR.
6. CONTRACTOR SHALL CONTACT SANTA ANA ZOO'S REPRESENTATIVE
FOR ANY REMOVAL OF PIPES OR CONDUITS.
7. CONTRACTOR TO PATCH BACK WITH WEATHERPROOFING PER
SPECIFICATION PROVIDED BY CITY OF SANTA.
A
B
1 2 3 4 5 6
F
D
E
1'4.1
A'
B'
C'
C
(E)5.125x24 GLB
14
'
-
0
"
1
0
'
-
8
1
/
4
"
1
'
-
5
3
/
4
"
2
'
-
1
0
"
1
'
-
8
1
/
4
"
(E)5.125x24 GLB
19'-4" 11'-6" 28'-0" 14'-4" 19'-4"
(E
)
5
.
1
2
5
x
2
4
G
L
B
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(E)5.125
x
24 G
L
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D AN
D
REPLACE
D
P
E
R
S
1
.1
(E) 5.125x24 GLB TO BE REMOVED AND REPLACED
(E)5.125x24 GLB TO BE REMOVED
(E)5.125x24 GLB TO BE REMOVED AND REPLACED
(E) 5.125x24 GLB TO BE DEMOLISHED (E)5.125x24 GLB TO REMAIN
(E)5.125x24 GLB
LINE OF COLUMN CAPLINE OF COLUMN CAP
TO REMAIN TO REMAIN TO REMAIN
(E) SOLID
GROUTED CMU
PIER TO REMAIN
TYP
(E) 5.125
x
24 GL
B
TO
BE
REMOVE
D
AND
R
E
PLACED
(E) SOLID
GROUNTED CMU
PIER TO REMAIN
TYP
(E) 1/2" SHTG TO
BE REMOVED AND
REPLACED
(E
)
2
x
6
R
R
@
1
6
"
O
C
(E
)
2
x
4
C
J
@
1
6
"
O
C
(E
)
2
x
4
C
J
@
1
6
"
O
C
(E)
4x10
(E)
4x10
(E) Pipe3STD
TO REMAIN
(E) Pipe3STD
TO REMAIN
(E) 4x10
(E
)
2
x
6
R
R
@
1
6
"
O
C
(E
)
4
x
1
0
(E
)
4
x
1
0
(E
)
4
x
1
0
(E) 2x10(E) 2x10(E) 2x10(E) 2x10
(E
)
2
x
6
R
R
@
1
6
"
O
C
(E)6
x12
(TO
REMAIN)
(E)5.125
x
24 GL
B
TO
B
E
R
E
M
O
VED
(E)6x16 (TO
REMAIN)
(E) 5
.
1
2
5
X
24 G
L
B TO
B
E
D
E
M
O
L
I
S
H
E
D
(E
)
5
.
1
2
5
X
2
4
G
L
B
T
O
B
E
D
E
M
O
L
I
S
H
E
D
(E
)
T
R
U
S
S
T
O
R
E
M
A
I
N
(E) GIFT SHOP
TICKET BOOTH
FRAMING PLAN SYMBOLS
INDICATES BEAM PER PLAN.
INDICATES JOIST PER PLAN.J#
B#
INDICATES (E) SOLID GROUTED CMU WALL
BELOW TO REMAIN.
INDICATES (E) SOLID GROUTED CMU PIER TO
REMAIN.
(E) ROOFING, SHEATHING, AND ROOF
FRAMING TO BE REMOVED AND REPLACED
WITH LIKE TO LIKE. SEE S1.1 FRAMING PLAN
FOR MORE INFORMATION.
(E) BEAM TO BE DEMOLISHED.
(E) BEAM TO REMAIN.
N
I
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No. S3866
Exp. 3/31/26
G
T
R
E
TATSS
E OFILACFO
UCTURA
R
L
R
STERED P L
OF ESSIONA
N
ER
AI
E
ENGI
WILLI
H.THORP
...............
.
.
.
.
...............................
.
.
.
...............
E
AM
18400 Von Karman Ave., Suite 600
Irvine, CA 92612
O: 949.252.1022
F: 949.252.8082
www.kpff.com
PRINCIPAL CIVIL ENGINEER
PRINCIPAL CIVIL ENGINEER RCE NO.:
RCE NO.:
FILE NO.:
CITY OF SANTA ANA
PUBLIC WORKS AGENCY
REVISIONS REFERENCES
NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED
CONSTRUCTION COMPLETED:
www.DigAlert.org
TWO WORKING DAYS
BEFORE YOU DIG
Underground Service Alert
NOTICE TO CONTRACTOR
of Southern California
PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT
IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS
A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO
WORKING DAYS PRIOR TO COMMENCING EXCAVATION.
KPFF OC STRUCTURAL ENGINEER
DATE
DESIGNED: DRAWN: CHECKED:
RECOMMENDED FOR
CONSTRUCTION:
REVIEWED FOR
CONSTRUCTABILITY:
PREPARED UNDER
THE SUPERVISION
OF:
STEVEN DILLON 05/13/2024
Know what's below.
before you dig.Call
R
PR
O
J
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C
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N
O
.
2
3
0
0
5
5
3
:
P
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S
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A
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A
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O
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K
E
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B
O
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H
FA-07161
S1.1D
SDGY
1801 E. CHESTNUT AVE, SANTA ANA, CA 92701
SANTA ANA ZOO TICKET BOOTHMW/MV
DEMO ROOF FRAMING PLAN
1/4" = 1'-0"1DEMO FRAMING PLAN
N
SHEET 4 OF 7
'LUS' HANGER
UNO
JOIST
PER PLAN
JOIST
WHERE OCCURS
PER PLAN
BEAM
PER PLAN
BN, PROVIDE (2) ROWS
OF BN WHERE BEAM IS IN
LINE W/ A SHEAR WALL
NOTE:
USED "SKEWED" HANGER WHERE REQUIRED
WOOD JOIST PER PLAN
WOOD BEAM
PER PLAN
BN
'LUS' HANGER
TYP
'LSTA21' @ 4'-0" OC
CL BM & STRAP
NOTE:
USED "SKEWED" HANGER WHERE REQUIRED
BEAM
PER PLAN
'HW' HANGER AT 4x OR 6x BEAM
'HGU' HANGER AT GLULAM BM
NOTE:
USE OFFSET TOP FLANGE
HANGER AS REQUIRED.
BEAM PER PLAN
CARRYING BEAM
PER PLAN
'HW' HANGER @ 4x OR 6x BEAM
'GLT' HANGER @ PARALLAM OR
GLULAM BM
NOTE:
USE OFFSET TOP FLANGE
HANGER AS REQUIRED
GLB PER PLAN
(E) CMU PIER
GLU-LAM BEAM
SEE PLAN
(E) L6x4x3/8 x 0'-9"
3/16
PL1/4 x 10 x 3'-4"
3/4"⌀BOLT
L6x6x3/8 x 3'-4" W/ (3)
3/4"⌀ALL THREAD ROD
W/ HILTI 'HY-100' W/ MIN
6" EMBED
(E) 2x FRAMING
A
2" 1'-4" 1'-4" 6"
(2) 3/4"⌀MB THROUGH
GLU-LAMINATED
BEAMS W/ NUTS AND
WASHER
(2) 3/4"⌀MB
THROUGH EXISTING
ANGLES BEHIND
3'-4"
4"5"
GLU-LAM BEAM
SEE PLAN
(E) ANGLE BEHIND
(E) CMU WALL
A ELEVATION
EQ
E
Q
(E) CMU WALL
2x RAFTERS
PER PLAN
GLU-LAM BEAM
SEE PLAN
2x LEDGER W/ 10d @ 6" OC
STAGGERED
BN
CJ PER PLAN
2x6 (PRESSURE TREATED) LEDGER W/
3/8"⌀x 6" ALL THREAD ROD @ 16" OC
EPOXY INTO CMU, STAGGERED
(E) CMU BLOCK
PILASTER
(E) SIMPSON
CCO 5 1/8 CAP
GLB PER PLAN
SPLICE WHERE OCCURS
FLASHING BY CONTRACTOR
PER CITY OF SANTA ANA
SPECIFICATION
2x4 CJ W/
'LUS' HGR
GLB PER PLAN
SIMPSON 'HUC46'
RAFTER
PER PLAN
2x10 BLKG BTW
4x10 BEAMS
BN
VIF
10"
NO
T
C
H
4"
(E)GUTTER TO BE REMOVED
AND RE-INSTALLED BY
CONTRACTOR
45°
4"
BEAMS PER PLAN,
MITRE ENDS
(2) 5/8"⌀MB W/
WASHERS IN
EA BEAM
(E) STD PIPE COL
(E) BACK PL3/16
(E) BRG PL1/2. LET 1/2"
INTO BOT OF BEAM
A
A ELEVATION
1 1/2"1 1/2"
5"5"
3"
3
"
2
"
8"
(E) STD PIPE COL
(E) BACK PL (GALV)
(E) BRG PL
BEAM PER
PLAN, TYP
PLAN
N
I
R
No. S3866
Exp. 3/31/26
G
T
R
E
TATSS
E OFILACFO
UCTURA
R
L
R
STERED P L
OF ESSIONA
N
ER
AI
E
ENGI
WILLI
H.THORP
...............
.
.
.
.
...............................
.
.
.
...............
E
AM
18400 Von Karman Ave., Suite 600
Irvine, CA 92612
O: 949.252.1022
F: 949.252.8082
www.kpff.com
PRINCIPAL CIVIL ENGINEER
PRINCIPAL CIVIL ENGINEER RCE NO.:
RCE NO.:
FILE NO.:
CITY OF SANTA ANA
PUBLIC WORKS AGENCY
REVISIONS REFERENCES
NUMBER DATE INITIALS DESCRIPTION APPROVED INSTALLED
CONSTRUCTION COMPLETED:
www.DigAlert.org
TWO WORKING DAYS
BEFORE YOU DIG
Underground Service Alert
NOTICE TO CONTRACTOR
of Southern California
PURSUANT TO ASSEMBLY BILL 4216 NO EXCAVATION PERMIT
IS VALID UNLESS THE CONTRACTOR CONTACTS AND OBTAINS
A DIG ALERT TICKET NUMBER. CALL 811 AT LEAST TWO
WORKING DAYS PRIOR TO COMMENCING EXCAVATION.
KPFF OC STRUCTURAL ENGINEER
DATE
DESIGNED: DRAWN: CHECKED:
RECOMMENDED FOR
CONSTRUCTION:
REVIEWED FOR
CONSTRUCTABILITY:
PREPARED UNDER
THE SUPERVISION
OF:
STEVEN DILLON 05/13/2024
Know what's below.
before you dig.Call
R
PR
O
J
E
C
T
N
O
.
2
3
0
0
5
5
3
:
P
R
O
J
E
C
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T
I
T
L
E
:
S
A
N
T
A
A
N
A
Z
O
O
T
IC
K
E
T
B
O
O
T
H
FA-07161
S5.1
SDGY
1801 E. CHESTNUT AVE, SANTA ANA, CA 92701
SANTA ANA ZOO TICKET BOOTHMW/MV
FRAMING DETAILS
1" = 1'-0"1WOOD JOIST AT FLUSH WOOD BEAM
1" = 1'-0"2TYPICAL JOIST TO BEAM
1" = 1'-0"3TYPICAL WOOD BEAM CONNECTION
1" = 1'-0"5TYPICAL GLULAM TO GLULAM CONN
1" = 1'-0"6GLB @ MASONRY PIER
1" = 1'-0"7GLB @ MASONRY WALL
1" = 1'-0"8NEW GLB @ (E) PILASTER
1" = 1'-0"4NEW GLB AT RAFTER1 1/2" = 1'-0"10WOOD BEAMS TO (E) STEEL COL CONN
SHEET 7 OF 7
M_ EMORANDUM
,,,aucation I.,
To: Evelyn LaRocca
Permit Services Principal, Planning and
Buildina
From: Gilbert Castillo
Senior Engineer, Public Works Agency
Date: Novem
CITY OF SANTA ANA
Planning and Building Agency
may, lS.
Approved
FOR PERMIT ISSUANCE
Subject: Waiver of Plan Check Fees for City Project Santa Ana Zoo Glulam Beams at
Ticket Booth and Gift S
As part of the City Project Santa Ana Zoo Glulam Beams at Ticket Booth and Gift Shop,
we are requesting all fees to be waived for the review of the structural plans.
If you have any questions or need additional information, please contact me at x5647 or
Isabel Gomez at x5631.
i ilbert Castillo
Senior Engineer
City of Santa Ana
acastillona.santa-ana.ora
Direct 714.647.5647
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
STRUCTURAL CALCULATIONS
FOR
SANTA ANA ZOO TICKET BOOTH REPAIR
KPFF Job # 2300553
DATE: 05/15/2024
No part of this document may be reproduced or distributed in any form or by any means, or stored
in a database or retrieval system, without the prior written permission of KPFF Consulting
Engineers. This document is intended to be used as a reference to facilitate plan review and
approval only, and only for this specific project. This document is not part of the construction
documents and may not be used by any parties other than KPFF Consulting Engineers and the
Review Agency for any purpose without the written consent of KPFF Consulting Engineers.
18400 Von Karman Avenue, Suite 600 Irvine, CA 949.252.1022 kpff.com
TABLE OF CONTENTS
1 Loading Criteria
2 Key Map
3 Enercals - Gravity Members PG-3 to PG-35
4 Epoxy Anchor to CMU Wall PG-36 to PG-44
Santa Ana Zoo Ticket Booth Repair
PG-1
STRUCTURAL CALCULATIONS
SHEET
Job number: 2300553
PG-2
KPFF PN: 2300553 Santa Ana Ticket Booth Date : 05/15/2024
Santa Ana Zoo Ticket Booth by GY sheet no.
Santa Ana date 5/13/24
Santa Ana Zoo job no.
LOADING CRITERIA
1 - 2x6 Wood Framing Load
Dead Load:
2x6 Roof Joist @ 16" OC 1.4 psf
Dead Load= 1.4 psf
Superimposed DL on deck :
Light Roof Finish 4.0 psf
1/2" Plywood Sheathing 1.6 psf
Insulation 1.5 psf
2x4 Soffit Ceiling @ 16" OC 0.9 psf
5/8" Gypsum Board 2.5 psf
Misc 1.0 psf
Superimposed DL = 11.5 psf
Deck DL = 12.9 psf
Seismic Dead Load:
Beam and Girder 4.0 psf
LFRS self-mass 0.0 psf
Partitions 0.0 psf
Seismic W = 16.9 psf
Typical Roof LL = 20.0 psf (R)1 108.2
project
location
client18400 Von Karman Ave., Suite 600
Irvine, CA 92612
(949) 252-1022 Fax (949) 252-8082 2300553Loading Criteria
Page 1
project by sheet no.
location date
18400 Von Karman, Suite 600 client job no.
Irvine, CA 92612
Page 2
Ha lJ
(E
)
B
M
-
8
(E
)
B
M
-
1
(E
)
B
M
-
1
(E)BM-4
(E
)
B
M
-
2
(E
)
B
M
-
3
(E)BM-5
(E)BM-6
(E
)
B
M
-
7
(E)
B
M
-
9
(E)BM-11
(E)
B
M
-
1
0
(E)
B
M
-
1
2
pilaster self weight =
135pcf * (16"x24")/144*10'
= 3600#
Santa Ana Zoo Ticket Booth
Santa Ana
Santa Ana Zoo
Key Map
GY
05/15/24
2300553
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)CJ
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2018
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0050, L = 0.010 , Tributary Width = 1.0 ft, (Dead and Ceiling Live Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.703: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 5.250 ft
22.97 psi=
=
1,238.93 psi
2x4Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 2x4
Maximum Shear Stress Ratio 0.128 : 1
0.000 ft=
=
871.44 psi
Maximum Deflection
0 <360
243
Ratio =0 <180
Max Downward Transient Deflection 0.321 in 392Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.518 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
0.93Length = 10.50 ft 1 0.292 0.054 0.90 1.500 1.00 1.00 1.00 0.08 331.44 1134.17 0.03 162.001.00 8.74
0.93+D+L 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.92Length = 10.50 ft 1 0.703 0.128 1.00 1.500 1.00 1.00 1.00 0.22 871.44 1238.93 0.08 180.001.00 22.97
0.92+D+0.750L 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.87Length = 10.50 ft 1 0.504 0.086 1.25 1.500 1.00 1.00 1.00 0.19 736.44 1460.38 0.07 225.001.00 19.41
0.87+0.60D 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.77Length = 10.50 ft 1 0.120 0.018 1.60 1.500 1.00 1.00 1.00 0.05 198.87 1656.99 0.02 288.001.00 5.24
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.5177 5.288 0.0000 0.000
.
Page 3
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)CJ
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.085 0.085
Overall MINimum 0.053 0.053
D Only 0.032 0.032
+D+L 0.085 0.085
+D+0.750L 0.072 0.072
+0.60D 0.019 0.019
L Only 0.053 0.053
Page 4
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)RR
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2018
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0120, Lr = 0.020 , Tributary Width = 1.0 ft, (Dead and Roof Live Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.505: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.250 ft
29.66 psi=
=
1,462.50 psi
2x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x6
Maximum Shear Stress Ratio 0.132 : 1
0.000 ft=
=
738.87 psi
Maximum Deflection
0 <360
451
Ratio =0 <180
Max Downward Transient Deflection 0.165 in 762Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.279 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 10.50 ft 1 0.286 0.075 0.90 1.300 1.00 1.00 1.00 0.19 301.51 1053.00 0.07 162.001.00 12.10
1.00+D+Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.50 ft 1 0.505 0.132 1.25 1.300 1.00 1.00 1.00 0.47 738.87 1462.50 0.16 225.001.00 29.66
1.00+D+0.750Lr 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.50 ft 1 0.430 0.112 1.25 1.300 1.00 1.00 1.00 0.40 629.53 1462.50 0.14 225.001.00 25.27
1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 10.50 ft 1 0.097 0.025 1.60 1.300 1.00 1.00 1.00 0.11 180.91 1872.00 0.04 288.001.00 7.26
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2793 5.288 0.0000 0.000
.
Page 5
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)RR
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.177 0.177
Overall MINimum 0.105 0.105
D Only 0.072 0.072
+D+Lr 0.177 0.177
+D+0.750Lr 0.151 0.151
+0.60D 0.043 0.043
Lr Only 0.105 0.105
Page 6
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-1
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 2.375 ft, (Dead and Roof LIve Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.093: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.125 ft
12.01 psi=
=
1,113.16 psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.053 : 1
0.000 ft=
=
103.08 psi
Maximum Deflection
0 <360
13434
Ratio =0 <180
Max Downward Transient Deflection 0.002 in 23017Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.004 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
0.95Length = 4.250 ft 1 0.051 0.031 0.90 1.100 1.00 1.00 1.00 0.08 42.92 844.50 0.05 162.001.00 5.00
0.95+D+Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.90Length = 4.250 ft 1 0.093 0.053 1.25 1.100 1.00 1.00 1.00 0.18 103.08 1113.16 0.11 225.001.00 12.01
0.90+D+0.750Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.90Length = 4.250 ft 1 0.079 0.046 1.25 1.100 1.00 1.00 1.00 0.16 88.04 1113.16 0.09 225.001.00 10.26
0.90+0.60D 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.82Length = 4.250 ft 1 0.020 0.010 1.60 1.100 1.00 1.00 1.00 0.05 25.75 1305.48 0.03 288.001.00 3.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0038 2.141 0.0000 0.000
.
Page 7
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-1
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.173 0.173
Overall MINimum 0.101 0.101
D Only 0.072 0.072
+D+Lr 0.173 0.173
+D+0.750Lr 0.148 0.148
+0.60D 0.043 0.043
Lr Only 0.101 0.101
Page 8
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-2
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0310->0.01950, Lr= 0.04750->0.030 k/ft, Extent = 2.250 -->> 4.250 ft, Trib Width = 1.0 ft, (Dead
and Roof LIve Load)
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Extent = 0.0 -->> 2.250 ft, Tributary Width = 2.375 ft, (Dead and Roof Live Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.079: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.063 ft
11.52 psi=
=
1,237.50 psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.051 : 1
0.000 ft=
=
97.80 psi
Maximum Deflection
0 <360
14242
Ratio =0 <180
Max Downward Transient Deflection 0.002 in 24471Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.004 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 4.250 ft 1 0.046 0.030 0.90 1.100 1.00 1.00 1.00 0.07 40.86 891.00 0.04 162.001.00 4.81
1.00+D+Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.079 0.051 1.25 1.100 1.00 1.00 1.00 0.17 97.80 1237.50 0.11 225.001.00 11.52
1.00+D+0.750Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.068 0.044 1.25 1.100 1.00 1.00 1.00 0.15 83.56 1237.50 0.09 225.001.00 9.85
1.00+0.60D 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.015 0.010 1.60 1.100 1.00 1.00 1.00 0.04 24.52 1584.00 0.03 288.001.00 2.89
.
Page 9
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-2
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0036 2.125 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.168 0.149
Overall MINimum 0.098 0.086
D Only 0.070 0.062
+D+Lr 0.168 0.149
+D+0.750Lr 0.144 0.127
+0.60D 0.042 0.037
Lr Only 0.098 0.086
Page 10
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-3
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.01950->0.0, Lr= 0.030->0.0 k/ft, Extent = 0.0 -->> 4.250 ft, Trib Width = 1.0 ft, (Dead and Roof
LIve Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.029: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 1.830 ft
4.32 psi=
=
1,237.50 psi
2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x10
Maximum Shear Stress Ratio 0.019 : 1
0.000 ft=
=
35.90 psi
Maximum Deflection
0 <360
39319
Ratio =0 <180
Max Downward Transient Deflection 0 in 0Ratio =<360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.001 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
n/a
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 4.250 ft 1 0.018 0.012 0.90 1.100 1.00 1.00 1.00 0.03 16.41 891.00 0.02 162.001.00 1.97
1.00+D+Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.029 0.019 1.25 1.100 1.00 1.00 1.00 0.06 35.90 1237.50 0.04 225.001.00 4.32
1.00+D+0.750Lr 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.025 0.017 1.25 1.100 1.00 1.00 1.00 0.06 31.03 1237.50 0.03 225.001.00 3.73
1.00+0.60D 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.250 ft 1 0.006 0.004 1.60 1.100 1.00 1.00 1.00 0.02 9.85 1584.00 0.01 288.001.00 1.18
.
Page 11
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-3
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0013 2.063 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.077 0.041
Overall MINimum 0.043 0.021
D Only 0.034 0.020
+D+Lr 0.077 0.041
+D+0.750Lr 0.066 0.036
+0.60D 0.020 0.012
Lr Only 0.043 0.021
Page 12
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-4
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof LIve Load)
Point Load : D = 0.0720, Lr = 0.1010 k @ 4.750 ft, ((E)BM-1#1)
Point Load : D = 0.0720, Lr = 0.1010 k @ 4.750 ft, ((E)BM-1#1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.088: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.423 ft
17.96 psi=
=
1,350.00 psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.080 : 1
5.234 ft=
=
119.34 psi
Maximum Deflection
0 <360
8576
Ratio =0 <180
Max Downward Transient Deflection 0.005 in 15468Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.008 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 6.0 ft 1 0.054 0.048 0.90 1.200 1.00 1.00 1.00 0.22 52.39 972.00 0.17 162.001.00 7.80
1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.0 ft 1 0.088 0.080 1.25 1.200 1.00 1.00 1.00 0.50 119.34 1350.00 0.39 225.001.00 17.96
1.00+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.0 ft 1 0.076 0.069 1.25 1.200 1.00 1.00 1.00 0.43 102.58 1350.00 0.33 225.001.00 15.42
1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.0 ft 1 0.018 0.016 1.60 1.200 1.00 1.00 1.00 0.13 31.43 1728.00 0.10 288.001.00 4.68
.
Page 13
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-4
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0084 3.219 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.225 0.427
Overall MINimum 0.122 0.240
D Only 0.103 0.187
+D+Lr 0.225 0.427
+D+0.750Lr 0.194 0.367
+0.60D 0.062 0.112
Lr Only 0.122 0.240
Page 14
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-5
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof LIve Load)
Point Load : D = 0.0720, Lr = 0.1010 k @ 4.750 ft, ((E)BM-1#1)
Point Load : D = 0.070, Lr = 0.0980 k @ 4.750 ft, ((E)BM-2#1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.088: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.401 ft
17.78 psi=
=
1,350.00 psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.079 : 1
5.234 ft=
=
118.24 psi
Maximum Deflection
0 <360
8641
Ratio =0 <180
Max Downward Transient Deflection 0.005 in 15595Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.008 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 6.0 ft 1 0.053 0.048 0.90 1.200 1.00 1.00 1.00 0.22 51.96 972.00 0.17 162.001.00 7.72
1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.0 ft 1 0.088 0.079 1.25 1.200 1.00 1.00 1.00 0.49 118.24 1350.00 0.38 225.001.00 17.78
1.00+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.0 ft 1 0.075 0.068 1.25 1.200 1.00 1.00 1.00 0.42 101.65 1350.00 0.33 225.001.00 15.26
1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 6.0 ft 1 0.018 0.016 1.60 1.200 1.00 1.00 1.00 0.13 31.18 1728.00 0.10 288.001.00 4.63
.
Page 15
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-5
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0083 3.197 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.224 0.423
Overall MINimum 0.121 0.237
D Only 0.103 0.185
+D+Lr 0.224 0.423
+D+0.750Lr 0.193 0.363
+0.60D 0.062 0.111
Lr Only 0.121 0.237
Page 16
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-6
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof LIve Load)
Point Load : D = 0.0620, Lr = 0.0860 k @ 3.0 ft, ((E)BM-2#2)
Point Load : D = 0.0340, Lr = 0.0430 k @ 3.0 ft, ((E)BM-3#1)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.050: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.990 ft
10.61 psi=
=
1,350.00 psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.047 : 1
3.417 ft=
=
67.44 psi
Maximum Deflection
0 <360
23007
Ratio =0 <180
Max Downward Transient Deflection 0.001 in 41738Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.002 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 4.180 ft 1 0.031 0.029 0.90 1.200 1.00 1.00 1.00 0.12 29.88 972.00 0.10 162.001.00 4.69
1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.180 ft 1 0.050 0.047 1.25 1.200 1.00 1.00 1.00 0.28 67.44 1350.00 0.23 225.001.00 10.61
1.00+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.180 ft 1 0.043 0.041 1.25 1.200 1.00 1.00 1.00 0.24 58.05 1350.00 0.20 225.001.00 9.13
1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.180 ft 1 0.010 0.010 1.60 1.200 1.00 1.00 1.00 0.07 17.93 1728.00 0.06 288.001.00 2.81
.
Page 17
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-6
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0022 2.227 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.170 0.268
Overall MINimum 0.092 0.148
D Only 0.078 0.120
+D+Lr 0.170 0.268
+D+0.750Lr 0.147 0.231
+0.60D 0.047 0.072
Lr Only 0.092 0.148
Page 18
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-7
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
1600 ksi
850 ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Point Load : D = 0.1870, Lr = 0.240 k @ 4.250 ft, ((E)BM-4#2)
Point Load : D = 0.1850, Lr = 0.2370 k @ 8.250 ft, ((E)BM-5#2)
Point Load : D = 0.120, Lr = 0.1480 k @ 12.250 ft, ((E)BM-6#2)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.032: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.236 ft
8.84 psi=
=
2,604.14 psi
5.125x24Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
331.25 psi==
Section used for this span 5.125x24
Maximum Shear Stress Ratio 0.027 : 1
12.758 ft=
=
83.47 psi
Maximum Deflection
0 <360
14473
Ratio =0 <180
Max Downward Transient Deflection 0.005 in 33102Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.012 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
0.93Length = 14.750 ft 1 0.023 0.020 0.90 0.967 1.00 1.00 1.00 1.91 46.46 2018.70 0.40 238.501.00 4.88
0.93+D+Lr 0.967 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.87Length = 14.750 ft 1 0.032 0.027 1.25 0.967 1.00 1.00 1.00 3.42 83.47 2604.14 0.73 331.251.00 8.84
0.87+D+0.750Lr 0.967 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.87Length = 14.750 ft 1 0.029 0.024 1.25 0.967 1.00 1.00 1.00 3.04 74.22 2604.14 0.64 331.251.00 7.85
0.87+0.60D 0.967 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.77Length = 14.750 ft 1 0.009 0.007 1.60 0.967 1.00 1.00 1.00 1.14 27.88 2961.51 0.24 424.001.00 2.93
.
Page 19
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-7
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0122 7.375 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.732 0.778
Overall MINimum 0.300 0.325
D Only 0.432 0.454
+D+Lr 0.732 0.778
+D+0.750Lr 0.657 0.697
+0.60D 0.259 0.272
Lr Only 0.300 0.325
Page 20
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-8
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 7.625 ft, (Dead and Roof Live Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.615: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.375 ft
55.48 psi=
=
1,460.21 psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.247 : 1
10.005 ft=
=
898.27 psi
Maximum Deflection
0 <360
647
Ratio =0 <180
Max Downward Transient Deflection 0.117 in 1098Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.199 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
0.98Length = 10.750 ft 1 0.347 0.141 0.90 1.200 1.00 1.00 1.00 1.53 368.63 1061.69 0.49 162.001.00 22.77
0.98+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.97Length = 10.750 ft 1 0.615 0.247 1.25 1.200 1.00 1.00 1.00 3.74 898.27 1460.21 1.20 225.001.00 55.48
0.97+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.97Length = 10.750 ft 1 0.524 0.210 1.25 1.200 1.00 1.00 1.00 3.19 765.86 1460.21 1.02 225.001.00 47.30
0.97+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.96Length = 10.750 ft 1 0.120 0.047 1.60 1.200 1.00 1.00 1.00 0.92 221.18 1845.74 0.29 288.001.00 13.66
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1992 5.414 0.0000 0.000
.
Page 21
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-8
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.390 1.390
Overall MINimum 0.820 0.820
D Only 0.571 0.571
+D+Lr 1.390 1.390
+D+0.750Lr 1.185 1.185
+0.60D 0.342 0.342
Lr Only 0.820 0.820
Page 22
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-9
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.10->0.0760, Lr= 0.1550->0.1180 k/ft, Extent = 0.0 -->> 7.0 ft, Trib Width = 1.0 ft, (Dead and Roof
Live Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.231: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.423 ft
30.01 psi=
=
1,475.84 psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.133 : 1
0.000 ft=
=
341.10 psi
Maximum Deflection
0 <360
2620
Ratio =0 <180
Max Downward Transient Deflection 0.019 in 4443Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.032 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
0.99Length = 7.0 ft 1 0.131 0.076 0.90 1.200 1.00 1.00 1.00 0.58 139.98 1068.39 0.27 162.001.00 12.30
0.99+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.98Length = 7.0 ft 1 0.231 0.133 1.25 1.200 1.00 1.00 1.00 1.42 341.10 1475.84 0.65 225.001.00 30.01
0.98+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.98Length = 7.0 ft 1 0.197 0.114 1.25 1.200 1.00 1.00 1.00 1.21 290.82 1475.84 0.55 225.001.00 25.58
0.98+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.98Length = 7.0 ft 1 0.045 0.026 1.60 1.200 1.00 1.00 1.00 0.35 83.99 1877.10 0.16 288.001.00 7.38
.
Page 23
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-9
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0321 3.500 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.846 0.775
Overall MINimum 0.499 0.456
D Only 0.347 0.319
+D+Lr 0.846 0.775
+D+0.750Lr 0.721 0.661
+0.60D 0.208 0.191
Lr Only 0.499 0.456
Page 24
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-10
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Completely Unbraced
Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
1600 ksi
850 ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.10->0.0760, Lr= 0.1550->0.1180 k/ft, Extent = 0.0 -->> 10.250 ft, Trib Width = 1.0 ft, (Dead and
Roof Live Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.028: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 5.013 ft
9.46 psi=
=
2,828.87 psi
5.25x24Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
331.25 psi==
Section used for this span 5.25x24
Maximum Shear Stress Ratio 0.029 : 1
0.000 ft=
=
78.77 psi
Maximum Deflection
0 <360
21284
Ratio =0 <180
Max Downward Transient Deflection 0.003 in 39265Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.006 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
0.97Length = 10.250 ft 1 0.017 0.018 0.90 1.000 1.00 1.00 1.00 1.51 36.07 2089.10 0.36 238.501.00 4.33
0.97+D+Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.94Length = 10.250 ft 1 0.028 0.029 1.25 1.000 1.00 1.00 1.00 3.31 78.77 2828.87 0.79 331.251.00 9.46
0.94+D+0.750Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.94Length = 10.250 ft 1 0.024 0.025 1.25 1.000 1.00 1.00 1.00 2.86 68.09 2828.87 0.69 331.251.00 8.18
0.94+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.91Length = 10.250 ft 1 0.006 0.006 1.60 1.000 1.00 1.00 1.00 0.91 21.64 3480.75 0.22 424.001.00 2.60
.
Page 25
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-10
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0058 5.125 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.343 1.238
Overall MINimum 0.731 0.668
D Only 0.611 0.570
+D+Lr 1.343 1.238
+D+0.750Lr 1.160 1.071
+0.60D 0.367 0.342
Lr Only 0.731 0.668
Page 26
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-11
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Completely Unbraced
Load Resistance Factor D
DF/DF
24F-V4
2,400.0
1,850.0
1,650.0
650.0
1,800.0
950.0
265.0
1,100.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
1,600.0 ksi
850.0 ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof Live Load)
Load for Span Number 2
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof Live Load)
Point Load : D = 0.4320, Lr = 0.30 k @ 6.580 ft, ((E)BM-7#1)
Point Load : D = 0.0720, Lr = 0.1010 k @ 5.50 ft, ((E)BM-1#1)
Point Load : D = 0.5710, Lr = 0.820 k @ 0.750 ft, ((E)BM-8)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.091: 1
Load Combination +1.20D+1.60Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.750 ft
20.54 psi=
=
3,094.29 psi
5.125x24Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr
=
=
=
457.92 psi==
Section used for this span 5.125x24
Maximum Shear Stress Ratio 0.045 : 1
9.750 ft=
=
280.35 psi
Maximum Deflection
36342 >=360
3722
Ratio =16683 >=180
Max Downward Transient Deflection 0.019 in 8368Ratio =>=360
Max Upward Transient Deflection -0.003 in Ratio =
Max Downward Total Deflection 0.042 in Ratio =>=180
Max Upward Total Deflection -0.007 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 1 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C C C C C Cirm
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t LF/V
+1.40D 0.00 0.00 0.000.00
0.98Length = 9.750 ft 1 0.067 0.035 0.60 1.000 1.00 1.00 1.00 6.47 157.70 2346.77 0.99 343.441.00 12.05
0.99Length = 6.580 ft 2 0.067 0.035 0.60 1.000 1.00 1.00 1.00 6.47 157.70 2366.95 0.99 343.441.00 12.05
0.99+1.20D+0.50Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.97Length = 9.750 ft 1 0.058 0.030 0.80 1.000 1.00 1.00 1.00 7.40 180.54 3094.29 1.11 457.921.00 13.52
0.98Length = 6.580 ft 2 0.058 0.030 0.80 1.000 1.00 1.00 1.00 7.40 180.54 3137.96 1.11 457.921.00 13.52
0.98+1.20D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
Page 27
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-11
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C C C C C Cirm
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t LF/V
0.97Length = 9.750 ft 1 0.044 0.023 0.80 1.000 1.00 1.00 1.00 5.54 135.17 3094.29 0.85 457.921.00 10.33
0.98Length = 6.580 ft 2 0.043 0.023 0.80 1.000 1.00 1.00 1.00 5.54 135.17 3137.96 0.85 457.921.00 10.33
0.98+1.20D+1.60Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.97Length = 9.750 ft 1 0.091 0.045 0.80 1.000 1.00 1.00 1.00 11.49 280.35 3094.29 1.68 457.921.00 20.54
0.98Length = 6.580 ft 2 0.089 0.045 0.80 1.000 1.00 1.00 1.00 11.49 280.35 3137.96 1.68 457.921.00 20.54
0.98+0.90D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.95Length = 9.750 ft 1 0.027 0.014 1.00 1.000 1.00 1.00 1.00 4.16 101.38 3812.16 0.64 572.401.00 7.75
0.98Length = 6.580 ft 2 0.026 0.014 1.00 1.000 1.00 1.00 1.00 4.16 101.38 3896.25 0.64 572.401.00 7.75
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr10.0000 0.000 -0.0070 5.828
+D+Lr 2 0.0424 6.580 0.0000 5.828
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum -0.511 3.959
Overall MINimum -0.259 1.907
D Only -0.259 2.052
+D+Lr -0.511 3.959
+D+0.750Lr -0.448 3.483
+0.60D -0.156 1.231
Lr Only -0.252 1.907
Page 28
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-12
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Completely Unbraced
Load Resistance Factor D
DF/DF
24F-V4
2,400.0
1,850.0
1,650.0
650.0
1,800.0
950.0
265.0
1,100.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
1,600.0 ksi
850.0 ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0->0.1040, Lr= 0.0->0.160 ksf, Extent = 10.250 -->> 17.0 ft, Trib Width = 1.330 ft, (Dead and Roof
Live Load)
Point Load : D = 0.570, Lr = 0.6680 k @ 10.250 ft, ((E)BM-10#2)
Load for Span Number 2
Varying Uniform Load : D= 0.0->0.1040, Lr= 0.0->0.160 ksf, Extent = 0.0 -->> 4.50 ft, Trib Width = 1.330 ft, (Dead and Roof Live
Load)
Point Load : D = 0.3190, Lr = 0.4560 k @ 4.0 ft, ((E)BM-9#2)
Load for Span Number 3
Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Dead and Roof Live Load)
Point Load : D = 0.4540, Lr = 0.3250 k @ 2.330 ft, ((E)BM-7#2)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.063: 1
Load Combination +1.20D+1.60Lr
Span # where maximum occurs Span # 1
Location of maximum on span 17.000 ft
29.09 psi=
=
2,940.38 psi
5.125x24Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +1.20D+1.60Lr
=
=
=
457.92 psi==
Section used for this span 5.125x24
Maximum Shear Stress Ratio 0.064 : 1
15.143 ft=
=
184.26 psi
Maximum Deflection
0 <360
12968
Ratio =41071 >=180
Max Downward Transient Deflection 0.007 in 28158Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.016 in Ratio =>=180
Max Upward Total Deflection -0.001 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Span: 3 : Lr Only
n/a
Span: 3 : +D+Lr
Span: 2 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C C C C C Cirm
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t LF/V
+1.40D 0.00 0.00 0.000.00
0.95Length = 17.0 ft 1 0.041 0.043 0.60 0.953 1.00 1.00 1.00 3.89 94.79 2284.81 1.21 343.441.00 14.81
Page 29
Wood Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)BM-12
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C C C C C Cirm
Shear ValuesMax Stress Ratios
M V fbMu fvFbVu FvSegment Length O t LF/V
0.99Length = 4.50 ft 2 0.040 0.043 0.60 1.000 1.00 1.00 1.00 3.89 94.79 2378.03 0.66 343.441.00 14.81
1.00Length = 2.330 ft 3 0.017 0.043 0.60 1.000 1.00 1.00 1.00 1.65 40.19 2388.13 0.66 343.441.00 14.81
1.00+1.20D+0.50Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.92Length = 17.0 ft 1 0.039 0.039 0.80 0.953 1.00 1.00 1.00 4.65 113.44 2940.38 1.46 457.921.00 17.82
0.99Length = 4.50 ft 2 0.036 0.039 0.80 1.000 1.00 1.00 1.00 4.65 113.44 3160.25 0.79 457.921.00 17.82
0.99Length = 2.330 ft 3 0.014 0.039 0.80 1.000 1.00 1.00 1.00 1.83 44.57 3179.56 0.73 457.921.00 17.82
0.99+1.20D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.92Length = 17.0 ft 1 0.028 0.028 0.80 0.953 1.00 1.00 1.00 3.33 81.25 2940.38 1.04 457.921.00 12.70
0.99Length = 4.50 ft 2 0.026 0.028 0.80 1.000 1.00 1.00 1.00 3.33 81.25 3160.25 0.56 457.921.00 12.70
0.99Length = 2.330 ft 3 0.011 0.028 0.80 1.000 1.00 1.00 1.00 1.41 34.45 3179.56 0.56 457.921.00 12.70
0.99+1.20D+1.60Lr 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.92Length = 17.0 ft 1 0.063 0.064 0.80 0.953 1.00 1.00 1.00 7.55 184.26 2940.38 2.39 457.921.00 29.09
0.99Length = 4.50 ft 2 0.058 0.064 0.80 1.000 1.00 1.00 1.00 7.55 184.26 3160.25 1.36 457.921.00 29.09
0.99Length = 2.330 ft 3 0.021 0.064 0.80 1.000 1.00 1.00 1.00 2.74 66.82 3179.56 1.10 457.921.00 29.09
0.99+0.90D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
0.87Length = 17.0 ft 1 0.018 0.017 1.00 0.953 1.00 1.00 1.00 2.50 60.94 3473.04 0.78 572.401.00 9.52
0.98Length = 4.50 ft 2 0.015 0.017 1.00 1.000 1.00 1.00 1.00 2.50 60.94 3935.90 0.42 572.401.00 9.52
0.99Length = 2.330 ft 3 0.007 0.017 1.00 1.000 1.00 1.00 1.00 1.06 25.84 3968.39 0.42 572.401.00 9.52
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0157 8.571 0.0000 0.000
+D+Lr20.0000 8.571 -0.0013 2.042
+D+Lr 3 0.0028 2.330 0.0000 2.042
.
Load Combination Support 1 Support 2 Support 3 Support 4
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.556 3.487 1.461
Overall MINimum 0.205 1.794 0.709
D Only 0.351 1.693 0.752
+D+Lr 0.556 3.487 1.461
+D+0.750Lr 0.505 3.038 1.284
+0.60D 0.211 1.016 0.451
Lr Only 0.205 1.794 0.709
Page 30
General Footing
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)Pilaster Footing @ (E)BM-11
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
250.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
=0.30Flexure=0.90
Shear =
ValuesM
0.00180
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksf
when max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 3.0 ft
Length parallel to Z-Z Axis
=
3.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height ==
in
Footing Thickness
=
12.0 in=
Rebar Centerline to Edge of Concrete...
=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4
Number of Bars
=
4.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4
Number of Bars =4.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
5.652 1.907
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
Page 31
General Footing
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)Pilaster Footing @ (E)BM-11
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
FAIL Sliding - X-X k k
FAIL Sliding - Z-Z k k
DESIGN SUMMARY Design N.G.
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS Soil Bearing ksf ksf
FAIL Overturning - X-X k-ft k-ft
FAIL Overturning - Z-Z k-ft k-ft
FAIL Uplift k k
PASS Z Flexure (+X)k-ft/ft k-ft/ft
PASS Z Flexure (-X)k-ft/ft k-ft/ft
PASS X Flexure (+Z)k-ft/ft k-ft/ft
PASS X Flexure (-Z)k-ft/ft k-ft/ft
PASS 1-way Shear (+X)psi psi
PASS 1-way Shear (-X)psi psi
PASS 1-way Shear (+Z)psi psi
PASS 1-way Shear (-Z)psi psi
PASS 2-way Punching psi psi
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 1.50 n/a0.7730 0.7730 n/a 0.5150.0n/a
X-X, +D+Lr 1.50 n/a0.9849 0.9849 n/a 0.6570.0n/a
X-X, +D+0.750Lr 1.50 n/a0.9319 0.9319 n/a 0.6210.0n/a
X-X, +0.60D 1.50 n/a0.4638 0.4638 n/a 0.3090.0n/a
Z-Z, D Only 1.50 0.7730n/a n/a 0.7730 0.515n/a0.0
Z-Z, +D+Lr 1.50 0.9849n/a n/a 0.9849 0.657n/a0.0
Z-Z, +D+0.750Lr 1.50 0.9319n/a n/a 0.9319 0.621n/a0.0
Z-Z, +0.60D 1.50 0.4638n/a n/a 0.4638 0.309n/a0.0
Rotation Axis &
Overturning Stability
Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio
Footing Has NO Overturning
Force Application Axis
Sliding Stability All units k
Load Combination...StatusSliding Force Resisting Force Stability Ratio
Footing Has NO Sliding
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMuSide
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.9891 +Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +1.40D 0.9891 -Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +1.20D+0.50Lr 0.9670 +Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +1.20D+0.50Lr 0.9670 -Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +1.20D 0.8478 +Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +1.20D 0.8478 -Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +1.20D+1.60Lr 1.229 +Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +1.20D+1.60Lr 1.229 -Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +0.90D 0.6359 +Z Bottom 0.2592 AsMin 0.2667 10.424 OK
X-X, +0.90D 0.6359 -Z Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +1.40D 0.9891 -X Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +1.40D 0.9891 +X Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +1.20D+0.50Lr 0.9670 -X Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +1.20D+0.50Lr 0.9670 +X Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +1.20D 0.8478 -X Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +1.20D 0.8478 +X Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +1.20D+1.60Lr 1.229 -X Bottom 0.2592 AsMin 0.2667 10.424 OK
Page 32
General Footing
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:(E)Pilaster Footing @ (E)BM-11
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMuSide
Surface
Gvrn. As Phi*Mn
Z-Z, +1.20D+1.60Lr 1.229 +X Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +0.90D 0.6359 -X Bottom 0.2592 AsMin 0.2667 10.424 OK
Z-Z, +0.90D 0.6359 +X Bottom 0.2592 AsMin 0.2667 10.424 OK
One Way Shear
Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 6.11 6.11 6.11 6.11 6.11 75.00 0.08psipsipsipsipsipsi OK
+1.20D+0.50Lr 5.97 5.97 5.97 5.97 5.97 75.00 0.08psipsipsipsipsipsi OK
+1.20D 5.23 5.23 5.23 5.23 5.23 75.00 0.07psipsipsipsipsipsi OK
+1.20D+1.60Lr 7.59 7.59 7.59 7.59 7.59 75.00 0.10psipsipsipsipsipsi OK
+0.90D 3.93 3.93 3.93 3.93 3.93 75.00 0.05psipsipsipsipsipsi OK
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVuPhi*VnLoad Combination...
+1.40D 22.90 150.00 0.1526 OKpsipsi
+1.20D+0.50Lr 22.38 150.00 0.1492 OKpsipsi
+1.20D 19.63 150.00 0.1308 OKpsipsi
+1.20D+1.60Lr 28.45 150.00 0.1897 OKpsipsi
+0.90D 14.72 150.00 0.09813 OKpsipsi
Page 33
Steel Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:L6x6x3/8 Ledger
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method :
ksi
Bending Axis :Minor Axis Bending
Completely Unbraced
Load Resistance Factor Design Fy : Steel Yield :36.0 ksi
Beam Bracing :E: Modulus :29,000.0
Vertical Leg Down
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.770, Lr = 0.7150 k/ft, Tributary Width = 1.0 ft, ((E)BM-11 Distributed Load)
Load for Span Number 2
Uniform Load : D = 0.770, Lr = 0.7150 k/ft, Tributary Width = 1.0 ft, ((E)BM-11 Distributed Load)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.041 : 1
Load Combination +1.20D+1.60Lr
Span # where maximum occurs Span # 1
1.734 k
Mn * Phi : Allowable 11.372 k-ft Vn * Phi : Allowable
L6x6x3/8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.20D+1.60Lr
43.740 k
Section used for this span L6x6x3/8
Mu : Applied
Maximum Shear Stress Ratio =0.040 : 1
1.330 ft
0.461 k-ft Vu : Applied
0 <360
161031
Ratio =0 <180
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0Ratio =<360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.000 in Ratio =>=180
Max Upward Total Deflection 0.000 in
Span: 2 : Lr Only
Span: 2 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios
M V max Mu -max Mu +Rm VnyMu Max Phi*Mny Cb VuMaxMny Phi*VnySegment Length
+1.40D
Dsgn. L = 1.33 ft 1 0.021 0.021 0.14 -0.24 0.24 12.64 11.37 2.08 1.00 0.91 48.60 43.74
Dsgn. L = 1.33 ft 2 0.021 0.021 0.14 -0.24 0.24 12.64 11.37 2.08 1.00 0.91 48.60 43.74
+1.20D+0.50Lr
Dsgn. L = 1.33 ft 1 0.025 0.025 0.16 -0.29 0.29 12.64 11.37 2.08 1.00 1.08 48.60 43.74
Dsgn. L = 1.33 ft 2 0.025 0.025 0.16 -0.29 0.29 12.64 11.37 2.08 1.00 1.08 48.60 43.74
+1.20D
Dsgn. L = 1.33 ft 1 0.018 0.018 0.12 -0.21 0.21 12.64 11.37 2.08 1.00 0.78 48.60 43.74
Dsgn. L = 1.33 ft 2 0.018 0.018 0.12 -0.21 0.21 12.64 11.37 2.08 1.00 0.78 48.60 43.74
+1.20D+1.60Lr
Dsgn. L = 1.33 ft 1 0.041 0.040 0.26 -0.46 0.46 12.64 11.37 2.08 1.00 1.73 48.60 43.74
Dsgn. L = 1.33 ft 2 0.041 0.040 0.26 -0.46 0.46 12.64 11.37 2.08 1.00 1.73 48.60 43.74
+0.90D
Dsgn. L = 1.33 ft 1 0.014 0.013 0.09 -0.16 0.16 12.64 11.37 2.08 1.00 0.59 48.60 43.74
Dsgn. L = 1.33 ft 2 0.014 0.013 0.09 -0.16 0.16 12.64 11.37 2.08 1.00 0.59 48.60 43.74
.
Page 34
Steel Beam
LIC# : KW-06015364, Build:20.22.8.17 KPFF CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022
DESCRIPTION:L6x6x3/8 Ledger
Project File: Santa Ana Zoo Ticket Booth.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0001 0.564 0.0000 0.000
+D+Lr 2 0.0001 0.771 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.748 2.494 0.748
Overall MINimum 0.235 0.783 0.235
D Only 0.391 1.305 0.391
+D+Lr 0.748 2.494 0.748
+D+0.750Lr 0.659 2.196 0.659
+0.60D 0.235 0.783 0.235
Lr Only 0.357 1.189 0.357
Page 35
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Hilti PROFIS Engineering 3.0.94
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5/14/2024
Specifier's comments:
1 Input data
Anchor type and diameter: HY 100 + threaded rod 5.8 3/4
Item number: 2081383 HAS 5.8 3/4"x8" (element) / 2078494 HIT-HY
100 (adhesive)
Effective embedment depth: hef = 6.000 in.
Material: 5.8
Evaluation Service Report: ER-547
Issued I Valid: 12/1/2022 | 5/31/2023
Proof: Design Method LRFD (AC58) Masonry + ACI 318-19
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Ledger AngleR : L1 x L2 x tL1 x tL2 x l = 6.000 in. x 6.000 in. x 0.500 in. x 0.500 in. x 35.000 in.;
Load Point Height: hpl = 0.000 in.
Base material: cracked Grout-filled CMU, f=1500, f = 1,500 psi, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.;
Solid Head Joint: no; open ended unit: no
Temp. short/long: 32 °F / 32 °F
Joints: vertical: 0.375 in.; horizontal: 0.375 in.
Installation: Face installation, Drill hole: Hammer drilled, Installation condition: Dry
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.]
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5/14/2024
Geometry [in.] & Loading [lb, in.lb]
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = 0; Vy = -5,514;
Mx = 0; My = 0; Mz = 0;
Nsus = 0; Mx,sus = 0; My,sus = 0;
no 72
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2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 1,838 0 -1,838
2 0 1,838 0 -1,838
3 0 1,838 0 -1,838
max. concrete compressive strain: 0.00 [‰]
max. concrete compressive stress: 0 [psi]
resulting tension force in (x/y)=(-/-): 0 [lb]
resulting compression force in (x/y)=(-/-): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
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3 Shear load
Load [lb]Capacity [lb]Utilization bV [%]Status
Steel 1,838 8,730 22 OK
Pryout bond 1,838 3,564 52 OK
Masonry crushing strength 1,838 4,141 45 OK
Masonry breakout in direction y-1,838 2,561 72 OK
3.1 Steel strength
Vsa = ESR value refer to ICC-ES ER-547
f Vsa ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
Vsa [lb]f f Vsa [lb]Vua [lb]
14,549 0.600 8,730 1,838
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3.2 Pryout strength (Bond strength controls)
Vmpg =min(kcp · Nmag, kcp · Nmbg)
f Vmpg ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
ANa see ACI 318-19, Section 17.6.5.1, Fig. 17.6.5.1(b)
ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a)
cNa = 10 da √t uncr,m
1100 ACI 318-19 Eq. (17.6.5.1.2b)
y ec,Na = (1
1 + e'
N
cNa
)£ 1.0 ACI 318-19 Eq. (17.6.5.3.1)
y ed,Na = 0.7 + 0.3 (ca,min
cac )£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b)
Nba,m = l a · t cr,m · p · da · hef ACI 318-19 Eq. (17.6.5.2.1)
Variables
kcp da [in.]hef [in.]ca,min [in.]t uncr,m [psi]t cr,m [psi]
2 0.750 6.000 6.000 400 180
asat atop ec1,N [in.]ec2,N [in.]l a
1.000 1.000 0.000 0.000 1.000
Calculations
cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na y ec1,Na y ec2,Na
4.503 81.11 81.11 1.000 1.000 1.000
y cp,Na Nba,m [lb]
1.000 2,546
Results
Vmpg [lb]f f Vmpg [lb]Vua [lb]
5,091 0.700 3,564 1,838
3.3 Masonry crushing strength
f Vmc ³ Vua AC58 Table 3.2
Vmc = 1750 · (f'
m · Ase,V)
1
4 AC58 Eq. 3-1
Variables
f'
m [psi]Ase,v [in.2]
1,500 0.33
Results
Vmc [lb]f f Vmc [lb]Vua [lb]
8,282 0.500 4,141 1,838
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3.4 Masonry breakout strength y-
Vmbg = (AVm
AVm0)y ec,V,m y ed,V,m y m,V y h,V,m y parallel,V Vb,m ACI 318-19 Eq. (17.7.2.1b)
f Vmbg ³ Vua AC58 Table 3.2 + ACI 318-19 Table 17.5.2
AVm see ACI 318-19 , Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVm0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ec,V,m = (1
1 + 2e'
v
3ca1
)£ 1.0 ACI 318-19 Eq. (17.7.2.3.1)
y ed,V,m = 0.7 + 0.3(ca2
1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V,m = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb,m = (7 (le
da)0.2
√da)l a √f'
m c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
le [in.]da [in.]ca1 [in.]ca2 [in.]AVm [in.2]AVm0 [in.2]f'
m [psi]
6.000 0.750 6.542 6.000 120.57 192.57 1,500
Calculations
y ed,V,m y parallel,V ec,V [in.]y ec,V,m y m,V y h,V,m
0.883 1.000 0.000 1.000 1.000 1.134
Results
Vb,m [lb]f f Vmbg [lb]Vua [lb]
5,831 0.700 2,561 1,838
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4 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU
walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG.
• Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS!
• Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces
and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While
installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar
joints.
• The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration.
• If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this
position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only
be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void.
• The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use
provided with the product have to be followed to ensure a proper installation.
• The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user.
• Drilling method (hammer, rotary) to be in accordance with the approval!
• Masonry needs to be built in a regular way in accordance with state-of the art guidelines!
Fastening meets the design criteria!
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Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -16.000 0.000 32.000 38.000 70.000 11.000
2 0.000 0.000 48.000 22.000 70.000 11.000
3 16.000 0.000 64.000 6.000 70.000 11.000
5 Installation data
Ledger Angle: L1 x L2 x tL1 x tL2 x l = 6.000 in. x 6.000 in. x 0.500 in. x 0.500 in.
x 35.000 in.; Steel: ASTM A36; E = 29,000,001 psi; fyk = 36,000 psi
Anchor type and diameter: HY 100 + threaded rod 5.8 3/4
Hole diameter in the fixture: df = 0.875 in. Item number: 2081383 HAS 5.8 3/4"x8" (element) /
2078494 HIT-HY 100 (adhesive)
Plate thickness (input): 0.500 in. Maximum installation torque: 1,200 in.lb
Recommended plate thickness: not calculated Hole diameter in the base material: 0.875 in.
Drilling method: Drilled in hammer mode Hole depth in the base material: 6.000 in.
Cleaning: No cleaning of the drilled hole is required Minimum thickness of the base material: 7.625 in.
Hilti HIT-V threaded rod with HIT-HY 100 injection mortar with 6 in embedment h_ef, 3/4, Steel galvanized, Hammer drilled installation per ER-547
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6 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
Page 44